21822 76TH AVE W (2).PDF11111111111111
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21826 76TH AVE W
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CITY OF EDMONDS SIDE SEWER PERMIT
9 0 PERMIT
Address of Construction:
/ 92 6 -? 6 ,ke_ Wrs4
t
Property Legal Description (Include all easemen s): .,e
_�Axf 40 14epv- svvi-k
Fee c if :4e nor44-, Z7 �5 1--ee- it 0 -46�
C9 AC (r 5
Owner and/or Contractor:— row;;6(�, _7ihJ C SEP C
State License No.-�-�-rc 1 17- 1 oi- Building Permit No.
0 Single Family Invasion into City Right -of -Way: 15� No El Yes
0 Multi -Family (No. of Units—) RW Construction Permit No.
.91 Commercial Cross other Private Property: K No 0 Yes
El Public Attach legal description and copy of recorded easement
rrumom)s
L��TMEN'E PLATr
dlid-
I certify thai-I have read and shall comply with all city requirements
as indicated on the back of the Permit Card.
9/1z_/� 5'
Date
* CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION *
OFFICE USE ONLY
FOR INSPECTION CALL 771-3M, PUJBIC !ORKS14 DEPT.
Permit Fee: Issued By
TrunkCharge: Date Issued:
Assessment Fee: Receipt No.: 4J -3
Lid No.: 4 1 i 1
Partial Inspection: Date Initial
Comments
Reason Rejected:
Final Inspection Approved: Date —Initial
Date —initial
** PERMIT MUST BE POSTED ON JOB SITE **
White Copy: File Green Copy: Inspector Buff Copy: Applicant
Revised 3 90
NOTICE:
No warranty of accuracy.
The information shown on the attached
map(s) was compiled for use by the City of
Edmonds, its Employees and Consultants.
The City of Edmonds does not warrant the
accuracy of anything set forth on these
map(s). Any person or entity requesting a
copy should conduct an independent
inquiry regarding the information shown on
the map(s), including, but not limited to,
the location of any sewer stub shown. Such
sewer stubs may or may not exist and may
or may not exist at the location shown.
Neither the City of Edmonds nor its
employees or officers shall be liable for the
information given on this map(s), nor for
any one representation provided based
upon said map(s).
Side Sewer Drawing
The City of Edmonds EASEMENT NO - --------------------------------------------
NEW CONSTRUCTION REPAIRS F� LID NO . .................. . ASMT. NO . ..................
PERMIT NO.
.......... ............. ........................ CONTRACTOR ..... ...... . ........
OWNER ... - ---------------
JOB ADDRESS ..... ---------- ........ A ... / .................. LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO. -.— ......... .....................
PWW-0001-11175 (REV.11/78)
....................................... ................................ - ..................................... .............................. .............
NAMEOF ADDITION .................................................... ..................................................................
Nc -- - - ::,
7/
r-O
Approved:
DATE ... T-:3.—Zr ....................... By ......
...... .. . ........ ...........
0 a
DCFENGINEERS
"ON C.
D'AMATO CONRECEWIL
ill, 211999
DATE: 07/21/99 ENGINEERING JOB #:
ATTENTION: Jeff Ekstrom FAX #:
t r a n s m i t t a I
99023
COMPANY: Wilcox Construction # PAGES incl.
cover:
ADDRESS: 132 4th Avenue N., Edmonds, WA 98202
FROM: -Nick Bossoff c/o John Rogers
PROJECT: -Edmonds Clinic
VIA-
[:]Fax HCoutier
[:]Mail
00ther
ENCLOSURES:
El Attached
El Under Sgarate
Cover
F1 Shop Drawings
El Computer Disk
El
Prints
El
Preliminary
El Copy of Letter
El Change Order
N
Originals
El
Field Report
R Contract
El Calculations
El
Confirmation
F1
Specifications
F� Other
qqpies Date Description
I
1 7/21/99 Civil plans
TRANSMITTED: as checked below
1:1 For Approval F] Reviewed As Submitted
F� For Your Use F-1 Reviewed As Noted
El As Requested F� Returned For Corrections
F-1 For Review & Comment:
F-1 For Bids Due:
REMARKS:
Resubmit Copies For Review
Submit —Copies For Distribution
Return Corrected Prints
F1 Prints Returned After Loan to Us
If you have any questions just call us. Thanks, John
COPY TO:
SIGNED:
2821 NORTHUP WAY 0 SUITE 200 0 BELLEVUE, WA 98004 & PHONE (jr25) 827-2238 0 FAX: (425) 827-8986
,ful-08-99 09:33A In Owest- Cons�tv-uc�tion 0
P-01
A ==q�
INTERWEST
CONSTRUCTION
ZIINCO
July 8, 1999
Wilcox Construction, Inc.
123 — 4"' Ave. N ly
U9
Edmonds. WA 98020
Attn: Robert Wilcox RE: Edmunds Clinic
Rob.
IntcrwW Construction '. Inc.- is pleased to provide the foliowing quote per plans dated Februury 2, 1999, for the
above rclicrenced project:
Iftelusion.v
Tcmporary Gravcl Entrance, Cl= and Grub Site, Silt Fencing. Demolition of (2) Existing Houses, Removal of (4)
Fir Trecs, Storm Drainage Systems including Footing Drain and Downspout Drains, Sanitary Sewer to 5' Outside of
Buildin& Demo Sidewalks and Prep for New. Grade Site to +/- One Tenth of One Foot, Building Footing
Excavation and Backfill, Prep for Building Slab on Grade +/- One Tenth of One Foot (4" Pea Gravel Placed Under
Slab), Parking Lot Grading Utilizing on. Site Material (No Select Fill), Fire Hydrant Installation, Provide Domestic
Water ftom ExistinR Meter to 5' OuWdc of Buildinp- Cut Site to Grade -
QUOTE
ept'+-5 4-�
p�v ��J �
Please note.- The original hudget eluote, did not incluele the inst(Illeltion qj'afire 1tvelrant or
.1br a larKer 6—
retention syslant. ?A,,'AW
Exclusio
Asbestos ment Bond Cost . Concrete Work, Contaminated Material, Crushed Rock Under Parking Arm Cut
and Patch, Disconnect of Existing Utilities, Engineering. Fees, tavj!g. Permits, Stakin& Hydroseeding. Tcrnporary
Construction and W.S.S.T,
S,pecifw F-wlusions:
Areas will be in a condition acceptable for work. all work will be done during regular work hours. the gencral
conttactor will furnish all temporary site facilities, including storage yard space. and quote is based on one
mobilization.
nank you for Lhc opportunity to submit a quotation on this project. if you have any questions and/0Tneed any
additional information please contact me.
&ZV80 74,OJO
Sincmly, 4& t Z. COF
INTERWEST CONSTRUCTION. INC.
5 boo
-7 7
W�k,� 7
Eben Twaddle ?:4-
Vice President JI-101 ,
2.2-10, 1
.300"1724-5003, Fa-6360172,10401
"0961 PiairivRoad Sedro
kVoo I I e y, VVA t) 8,!,(3 4 - 810 3
An F(Itial 17111ploy(J
Confractor Liconse IN rFR6 iA OF,
02/22/99 12:10 FAX 4257751811 OLYMPIC PAVING
0
OLYMPIOMMMU rL,, MIZING, INC.
P.O. Box 438
mnwood, WA 98046-0438
Phune.- (425)778-3126
Fax., (425)775-1811
TO: �'Zcox Construction
123 4th Ave. North
Edmonds, WA 98020
Attn: Bob Wikox
SrrE PAVING:
LrAm
0
ASPHALT PAVING
BID PROPOSAL
Date: 2/22/99
Fhone: 425-774-4185 Fax- 425-774-4187
SrrE: SOUND UROLOGICAL
Fine grade 6" crushed rock base, compact, soil sterilize
and pave with 2" Class "B" asphalt hot mix.
Approx: 750 square yards @ $11-75
21822 76th Ave. W., Edmonds
$8,812.50
Excludes: Engineering, staking, subgrade preparation, testing,
basin and utility adjustment, utility trench patching, extruded
curbs, concrete work, striping and permits.
Note: There is NO Off Site paving on this quote.
NOTE: Area or areas to be agreed upon or measured on completion
and billed at the above UNIT PRICE of actual asphalt installed.
PAYMENrr DUE UPON RECEIPT OF INVOICE " ALL PRICES PLUS TAX
N= To CUnDMIL 7W conirsctor ta vestain with && State Of Wuhingtop. fttatration No, CXYKMWnD. Eq. June In as a specLally I and has pmled with the fthe a bond of cob
deposit ofSLOW for thr pwpm of &&A641Pgd-i-- ap the coalrectu for nvZUVrn& or Irp, aps work or breach of contract in *& conduct of the conharWa busizess. This bud at cub depong wily not be
4afficlant to cover a daim wl n*M Lcim fiom ibe woric dava I yaw coubwt U any suppbea cd casknob uwd ut your coratruction pro)W or any empl" of the contracurr or sukuna acton is nut paid
by 00 contractm or subcoulsictur on yaw jpk yow propotty may be Ucrwd to ftm p"went. It you wish addiliarml frolOklieft y*11 Iftey raqw" thr conenictur In Pcmdo you wft oKgbw *vm "Inar'
dw-nonts horn each supplier or subcontractor wo your project Tho contrac= lz Mquized to pmvide you with JurU*c informVen, OaLat I;m rpipaw duccurtents if you NqLymt W GmurA Information is aLzo
mv4iliibir [min the D"rusent of labor and lodcalcies.
MLNU75- if wtu be aw owvwlg .80ponenallty. We @M9 sot be liable for 44mage to w bmiskap of mrpdc busluL underground pipea, "/or tund" mot vLwbk- from dw surfece of the grouncl nor
for A Py daM2&V to AppFOK1115 CUKhXlil% SidIrWAM fMM thfi GbWt to OW V &- tY UM We _ be resperaffle for oubtradq lafform or caUft of cubgrade material which w= not installect under the
abuft peetrooL S&I stesUbm6cm (weied 10=� if not included In ths contram wW be applied at nbes specified by manufacturer. Olympic Pavinr, Tw- wfll not be mpnoilric for my subwqucnk smwths
of hoovetad wml, moraing g". dew cooled fecum or, 'sk Wbkh h&V* not MK)Wd 1MAb9* PACT to dPpLiM6006 All Malenal is Sw4r4aftod " spodfled. An we* to be completed in a workaLwAAa
ma,mer acco " It to standard p-lit Olympk Pavingg, bc, mouviii no 3"Punumly for any work othor than the spodfically described abum Any a"ficeir or allereliom of the $Itow work will ba
evormand only upon written onfat wid anay become an addidons! charges All vvmwsbuqconUmgmtanstrikoLecddcmtLddMalcuTiemmdcdmdelar�vaidableorbeymWmrcontpol-
A Late paycroant dwp way be made on any past due Warm whwh dw law vik 4 *NNANCE CRARGE, AND IT 5 ODbIPU7`ED AT A MONMY RATE OF 11/2% (ANNUAL
I'LIM-ENTAGE RATE OF EIGRrEEN MaN`I). It LIP Agreed ftt in cuc s;dt u buctituited to wIlect amuM due on du contrad at wy pwtim Overeof, feasonabte athonuys fees
and cow; cof cimy be added to 06 amiram 11-/
AN AUTHORIZED SICNATURE ON ONE COPY, RETURNEDTO US. WILL MAKETHIS A
REQUIRED FOR SOJEDUUNG OF WORK PROP06ALKAYBE
Z—/
X
OLYMPIC PAVING, INC— DATE
UiCr PENDING ACCEPTABLE CREDIT APPROVAL AND WILL BE
BY US IF NC)T AOCSP`rED VMHIN 30 DAYS.
CUSTOMER ALrrHOPJ= SIGNATURE DATE
9 0
DCI-ENGINEERS
D'AMATO CONVERSANO INC. t r a n s m t t a
DATE: 6/30/1999 JOB #: 99023
ATTENTION: -Gordan Hyde FAX #:
COMPANY: City of Edmonds # PAGES incl.
cover:
ADDRESS: 121 5th Avenue North, Edmonde, WA 98020
FROM: Nick Bossoff c/o John Rogers
PROJECT: -Edmonds Clinic (at 21822 76th Ave. W. - ADB-99-28,PC-99-133)
VIA: E]Fax NCourier ElMail 00ther
ENCLOSURES:
El Attached
El Under Separate Cover
El Shop Drawings
El Computer Disk
El
Prints El Preliminary
F� Copy of Letter
El Change Order
Z
Originals [I Field Report
n Contract
El Calculations
El
Confirmation El Specifications
n Other
Copies Date
Description
1
6/30/99
Civil red -lined plans (to acompany revised plans)
1
6/30/99
red -line storm water report
I
I
I
TRANSMITTED: as checked below
El For Approval El Reviewed As Submitted
F-1 For Your Use F� Reviewed As Noted
F� As Requested F Returned For Corrections
F� For Review & Comment:
F-1 For Bids Due:
REMARKS:
F1 Resubmit Copies For Review
Fj Submit —Copies For Distribution
F-1 Return Corrected Prints
F1 Prints Returned After Loan to Us
If you have any questions just call us. Thanks, John
RECEIVED
JUL I - IM
MSINEEFNNG
I COPY TO: I SIGNED: ( hdm I
2821 NORTHUP WAY 0 SUITE 200 0 BELLEVUE, WA 98004 9 PHONE (4`25) 827-2238 0 FAX: (425) 827-8986
0 0
DCI-ENGINEERS
D'AMATO CONVERSANO INC.
June 29, 1999
City of Edmonds
Development Services Department
Attention: Mr. Gordon Hyde
121 5'h Avenue North
Edmonds, WA 98020
Re: Edmonds Clinic at 21822 — 76 1h Avenue West
ADB-99-28, PC-99-133
Dear Mr. Hyde:
1. Mark DAmato, P.E.
Guy A. Conversano, P.E.
Elizabeth A. Jensen, P.E.
Roger L. Heeringa, P.E.
DCI No. 99023
RECEIVED
JUN 30 09
ENGINEERING
Please find enclosed three sets of revised civil drawings and two revised drainage
reports for the above project. The documents were revised in response to your
comments of June 4, 1999. Also included are your returned redlined drawings and
report.
A construction cost estimate is being prepared and will be forwarded to you as soon
as possible. If you have any questions please call me.
Very truly yours,
D'Amato Conversano, Inc.
Nick Bossoff, P.E.
Project Manager
cc: Peter Carletti, Carletti Architects P.S.
2821 NORTHUP WAY - SUITE 200 - BELLEVUE, WA 98004 - PHONE: (425) 827-2238 - FAX: (425) 827-8986
DC I -ENG IN EERS
own
W
00-0"m D'AMATO CONVERSANO INC.
kj�j (
EDMONDS CLINIC
EDMONDS, WASHINGTON
STORMWATER DRAINAGE
REPORT
Prepared for
Carletti Architects, P.S.
2204 Riverside Drive, Suite 270
Mount Vernon, Washington 98273
By
D'Amato Conversano Incorpom
2821 Northup Way, Suite 200
Bellevue, Washington 98004
2. -
DO Job No. 99023
5/13/99
Revised 6/25/99
Recelvel)
JUN 3 0 1999
41
Project Overview
I -,)-s UJ';' (c
The project is a medical clinic building located on the west side of 76"' Avenue West. The
total lot area is approximately 0.44 acres of which 0.37 acres will be developed. The
development will consist of a 4700 square foot building with a paved drive entrance and
parking, concrete sidewalks, and landscaping. Off -site improvements include the
replacement of sections of driveway, curb tt
Zu er, and sidewalk along 76hAvenue.
ry ro r
Existing Site Condition LJ /--V
b(U
The site is currently occupied by two residential buildings and is covered b lawn,
covered b
t
landscaping, and small areas of asphalt pavement. However, per the City 0 Edmonds
I
0 t
the existing site cover has been modeled as meadow. The majority of the te has shallow
I
slopes in the range of 1 to 2 percent, sloping generally to the east. re is a steep area
th)
on the east side of the site dropping down at about _pe v
2 0 jcent4 6t" Avenue.
Existing Drainage
There is no existing on -site storm system. It appears that most of the stormwater runoff
percolates into the ground in the flat area in the center of the site. Runoff near the east
boundary flows onto 76hAvenue, and into the existing underground storm system.
There does not appear to be any off -site flow as the area surrounding the site is generally
flat. The Soil Conservation Service maps the soil as Alderwood, Type C.
LJe- � r- (,�2,c �
C'
bLI
L
Developed Drainage
9�"
The developed on -site drainage collection system will consist of roof downspout
connections, parking lot catch basins, and underground piping. Flow will be directed to
detention and water aualitv facilities and then released off -site. Stormwater is first
treated by flowing through a Gullywasher brand catch basin insert, removing oil with the
use of an absorbent polymer material. Detention and further water quality treatment is
accomplished in a combined facility. Water quality treatment is provided by increased
dead storage below the detention live storage. The volume of dead storage provided
exceeds the DOE wet tank requirement. In addition to the volume included for water
quality, one foot of depth is provided for sediment storage at the bottom of the tank. The
detention is designed to match pre- and post -development runoff rates from the site.
The site discharge, following detention, will be to an existing catch basin in 76th Avenue.
Stormwater Modeling Procedures
The detention and water quality facilities were designed using the WATERWORKS
computer program and the Department of Ecology Stromwater Management Manual.
The WATERWORKS program uses the SCS Santa Barbara Urban Hydrograph method to
generate runoff hydrographs. The detention is designed to match the pre- and post -
developed runoff rates resulting from the 2-, 10-, and I 00-year, 24 hour storms, as
required by the City of Edmonds for sites less than one acre. The riser overflow structure
is sized to convey the undetained 100-year, 24 hour storm.
Flow conditions (in cfs) are summarized below.
2-MRFLOW
10-MRFLOW
100-MRFLOW
EXISTING
0.03
0.05
0.12
DEVELOPED
0.10
0.14
0.24
UNDETAINED
DEVELOPED
0.03
0.05
0.12
PROPOSED
The water quality facility is sized to treat the volume generated by the 6-month 24 hour
storm. The wet tank surface area is sized to meet a recommended ratio of BMP surface
area to drainage basin area based on the amount of site impervious cover. Both of these
requirements have been met with the proposed facility.
DETENTION DESIGN
-1
m"
m DCI-ENGINEERS Project No. Sheet No.
1=0-m D'AMATO CONVERSANO INC. 91023
Project EDMONDS CLINIC Date 3 - L/ -
Subject LDR A INA & E By CLP
fo 'I -+j pe = A14ert,)0ocJ T�p e
Edffloodg 0�,Cl C.()E C) a "de hoe.:
0 Y I S 7 1 Ai 6 L-A N D L)S E To+al= 0-4q0
Per 0,� Edtwor7ds, &7001el 0/1 eki . 5+. .51 . fe or
melacjou-) 0. q 40 a C CN= 2 9
Tr- V-4- 9 SL= 1. 53 O)o 'Ove r ShOt + Ora 55
0 v 0'r Ghor+
D EVE Lo PED L A /\J D us F- -T-0 4-41 = 0. q 4 0 4 C
--�, p e — — Ar4pa (ac) G AJ
I mper v I' OU.5 0.-2 q -3 92
Laridsc,yqo .0. 1 H -7 12 (V
We 7( = 51 mi'm
Y*�l &ad owl 10 as+ Ure
6'/24/99 4:51:34 pm DAmato & Conversano Inc. page 1
EDMONDS CLINIC
BASIN SUMMARY
BASIN ID: EX002
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: EXISTING 2 YEAR
0.44 Acres
TYPElA
1.50 inches
10-00 min
BASEFLOWS:
AREA. . :
CN ....
TC ....
0.00 cts
PERV
0.44 Acres
85.00
18.78 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0153
TcReach - Sheet L: 16.00 ns:0.1500 p2yr: 1.50 s:0.1540
PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 490 min
BASIN ID: EX010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: EXISTING 10 YEAR
0.44 Acres
TYPElA
2.00 inches
10.00 min
BASEFLOWS:
AREA.
CN. . *
TC....
0.00 cfs
PERV
0.44 Acres
85.00
18.78 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0153
TcReach - Sheet L: 16.00 ns:0.1500 p2yr: 1.50 s:0.1540
PEAK RATE: 0.05 cfs VOL: 0.03 Ac-ft TIME: 480 min
BASIN ID: EX100
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: EXISTING 100 YEAR
0.44 Acres
TYPEIA
3.00 inches
10.00 min
BASEFLOWS:
AREA..
CN ....
TC ....
0.00 cfs
PERV
0.44 Acres
85.00
18.78 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0153
TcReach - Sheet - L: 16.00 ns:0.1500 p2yr: 1.50 s:0.1540
PEAK RATE: 0.12 cfs VOL: 0.06 Ac-ft TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
6/24/99 4:51:41 pm DAmato & Conversano Inc. page 1
EDMONDS CLINIC
BASIN SUMMARY
BASIN ID: DVO02 NAME: DEVELOPED 2 YEAR
SBUH METHODOLOGY
TOTAL AREA ....... : 0.44 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPElA PERV IMP
PRECIPITATION .... : 1.50 inches AREA..: 0.15 Acres 0.29 Acres
TIME INTERVAL .... : 10.00 min CN .... : 86.00 98.00
TC .... : 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.10 cfs VOL: 0.04 Ac-ft TIME: 480 min
BASIN ID: DVO10 NAME: DEVELOPED 10 YEAR
SBUH METHODOLOGY
TOTAL AREA ....... : 0.44 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPElA PERV IMP
PRECIPITATION .... : 2.00 inches AREA..: 0.15 Acres 0.29 Acres
TIME INTERVAL .... : 10.00 min CN .... : 86.00 98.00
TC .... : 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.14 cfs VOL: 0.05 Ac-ft TIME: 480 min
BASIN ID: DV100 NAME: DEVELOPED 100 YEAR
SBUH METHODOLOGY
TOTAL AREA ....... : 0.44 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPElA PERV IMP
PRECIPITATION .... : 3.00 inches AREA..: 0.15 Acres 0.29 Acres
TIME INTERVAL .... : 10.00 min CN .... : 86.00 98.00
TC .... : 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.24 cfs VOL: 0.09 Ac-ft TIME: 480 min
24" FM
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EDMONDS CLINIC: Page & Grid 455 A 7
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Snohornish County Area, Washington 183
�TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS
[The symbol < means less than; > means more than. Entries under "Erosion factors --TO apply to the entire
profile. Entries under "Organic matter" apply only.to the surface layer. Absence of an entry indicates
that data were not available or were not estimated]
i 11 1 , Erosion 1,
Soil name and !Depth!Clay <2mml Permeability Available 1 Soil 1 Shrink -swell 1 factors jOrganic
map symbol
water capacity !reaction! potential I matter
K 1 T
1 In Pct In/hr In/in I
PH 7'�c
1, 2, 3 ---------- 1 0-7 1 5-10 2.0-6.0 0.07-0.11 :5.1-6.5 !Low ------------ 10.201 2 1 5-10
Alderwood 1 7-35: 5-10- 1 2.0-6.0 0.07-0.11 1..5.6-6.5 Mow ------------ :0.201
1 35 1 ---
---------------
40:
Alderwood------j 0-7 1 5-10 1 2.0-6.0 0.07-0.11 .5.1-6.5 Low-: ---------- 10.20: 2 1 5-10
1 7-351 5-10 1 2.0-6.0 0.07-0.11 :5.6-6.5 "Low- ----- 10.2011 11
1 35 1 ---
Everett --------- 1 0-6 1 5-10 1 2.0-6.o i 0.08-0.12 15.6-6.5 "Low ------ _____jO.171 1 1 10-15
1 6-181 5-10 1 6.0-20 0.05-0.08 15.6-6.5 :Low ------------ 10.1ol
118-601 0-5 6.0-20 0.02-0.05 15.6-6.5
Low ------------ 10.101
,54, 6#:
�'Alderwood ------- 0-7 1 5-10 1 2.0-6.o 0.07-0.11 15.1-6.5 Mow ------------ 10.201 2
1 5-10
1 7-351 5-10 f 2.o-6.o i 0.07-0.11 15.6-6.5 !Low ------------ 10.201 1
1 35 1 --- 1 ---------------
I Is Is A
�Urban land. 11 11 Is
't: 11 It 11 1.
, ' 7 - — ------------- 1 0-9 1 15-30 1 0.2-0.6 0.20-0.24 15.6-6.5 :Low ------------ 10-321 5 10-15
"Bellingham 1 9-60: 40-60 1
0.06-0.2 0.20-0.24 16.1-7.3 Nigh ----------- 10.241
---------------- 1 0-6 1 27-35 1 0.2-0.6 i 0.19-0.21 15.1-5.5 Noderate ------- 10-32: 5 10-15
','Bellingham 1 6-421 35-45 1 0.06-0.2 0.18-0.21 14.5-5.5 !High ----------- 10-321
Variant 142-601 12-30 1 0.2-0.6 i 0.14-0.16 14.5-5.0 !Moderate ------- 10-321
10, 11 -------- 1 0-8 1 1 o.6-2.0 i 0.18-0.20 Mow ------------ 10-371 5
lathcart 5-10
1 8-351 1 0.6-2.0 It 0.13-0.17 15.1-6.5 !Low ------------ 10-431
135-601 1 o.6-2.0 0.14-0.17 15.1-6.5 Mow ----------- 10-371
fi, ' I i i
129.
Cryohemists
3 --------------- 1 0-9 1 10-15 1 2.0-6.0 0.13-0-15 15.6-6.0 Mow ------------ 10.281 5
Custer 1 9-35: 0-10 1 0.2-0.6 i 0.06-0.08 15.1-5.5 !Low ------------ :0.24: 5-10
:35-601 0-10 1 >20 i 0.06-0.09 15.6-6.0 !Low ------------ :0.1o:
4 --------------- 1 0-2 1 --- 1 0.6-2.0 0.22-0.26 13.6-5.5 !Low ---------- Ot371 2 1 10-15
Elwell 1 2-231 --- -1
i 0.6-2.0 0.19-0.23 15.1-5.5 !Low ---------- : 10.4311 11
123-27f o.6-2.0 0.09-0-13 15.1-5.5 !Low ------------ 10.2811 11
'1 27 1 ---
lwell ---------- 1 0-2 1 1 0.6-2.0 0.22-0.26 13.6-5.5 !Low ------------ 10-371 2 1 10-15
1 2-231 i 0.6-2.0 i 0.19-0.23 15.1-5.5 Mow --------- 10.431
I
123-271 o.6-2.0 0.09-0-13 15.1-5.5 Mow ------------ 10.28:
1 27 1
lomount -------- 0-2 i 0.6-2.0 i 0.13-0-16 15.1-5.5 !Low ---------- 10.241 2 1 2-5
1 2-18: 1 0.6-2.0 i 0.11-0.14 15.6-6.0 !Low ------------ :0.28:
118-321 0.6-2.0 0.08-0.10 15.6-6.5 !Low ------------ 10.281
1 32 1
well ---------- 1 0-2 1 o.6-2.0 0.22-0.26 13.6-5.5 !Low ------------ :0.371 2 1 10-15
1 2-231 0.6-2.0 1 .0.19-0.23 15.1-5.5 Mow ------------ 10.431
123-271 0.6-2.0 i 0.09-0-13 15.1-5.5 :Low ------------ 10.281
I
27
I
See footnote at end of table.
x H F F HUM
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STORKWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN.,
Table 111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
'JA-hntiv- a*nr-rK
LAND
USE DESCRIPTION
CURVE NUMBERS BY
HYDROLOGIC
SOXI, GROUP
A B
(C
D
Cultivated land(l):
-winter condition
86 91
94
95
Mountain open areas*:
low growing brush & grasslands
74 82
89
92
Meadow or pasture:
65 78
n85
89
Wood or forest land:
undisturbed
42 - 64
76
al
Wood or forest land:
young second growth or brush
55 72
81
86
orchard:
with cover crop
81 88
92
94
Open spaces, lawns,
parks, golf courses, cemeteries,
landscaping.
Good condition:
grass cover on ?-75% of the
68 so
90
area
Pair condition:
grass cover on 50-75% of
77 85
90
92
the area
Gravel roads & parking lots:
76 85
89
91
Dirt roads & parking
lots:
72 82
87
89
Impervious surfaces,
pavement, roofs etc.
98 98
(R
98
open water bodies:
lakes, wetlands, ponds etc.
100 100
100
100
Single family residential(2):
Dwelling Unit/Gross
Acre %impervious(3)
Separate
curve
number
1.0 DU/GA
15
shall be
selected for
1.5 DU/GA
20
pervious
& impervious
2.0 DU/GA
25
portions
of the site
2.5 DU/GA
30
or basin
3.0 DU/GA
34
3.5 DU/GA
38
4.0 DU/GA
42
4.5-DU/GA
46
5.0 DU/GA
48
5.5 DU/Gh
so
6.0 DU/Gh
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments, %impervious
commercial businesses must be
industrial areas
computed
(1) For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to b * e in good
condition for these curve numbers. 0
111-1-12 FEBRUARY, 1992
Del' Y, f
P,
P, 00
R e e cirveloped 21 10, loc) o-i ck)'s -fir 5 rq+eS .
L F -7 Pipe
LJ v P- S; +0 r C- S'tcir+s + 40p O-r W-Q,
Slope P;pa ci-� 0 , 5 ?o aed r'Z> vt, ci
rd 1 mF v? f- 0 C, r(,j Mw cl +,(3y)
'=5-m-"DCI INGINEERS
D'AMATO CONVERSANO INC.
T b-, = '2 60-7-
E
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 2
EDMONDS CLINIC
STAGE STORAGE TA13LE
UNDERGROUND PIPE ID No. PIPE*
Description: DETENTION PIPE
Diameter: 7.00 ft. Length: 60.00 ft.
Slope ... : 0.0050 ft/ft upstr: dnstr: STRUCT
STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- >
(ft) --- cf --- -- Ac-Ft- (ft) --- cf--- --AC-Ft- (ft) --- Cf --- -- Ac-Ft- (ft) --- cf--- --Ac-Ft-
....... === ..... =- ..... .... ...... =-. ....... - ...... -- ..................
193.SO 0.0000 0.0000 194.30 322.21 0.0074 195.10 611.S7 0.0140 19S.90 838.29 0.0192
193.60 41.336 0.0009 194.40 360.6S 0.0083 195.20 644.1S 0.0148 196.00 BS9.62 0.0197
193.70 82.445 0.0019 194.50 398.SS 0.0091 19S.30 675.71 0.01S5 196.10 878.70 0.0202
193.80 123.29 0.0028 194.60 435.84 0.0100 19S.40 706.18 0.0162 196.20 89S.04 0.0205
193.90 163.83 0.0038 194.70 472.SO 0.0108 19S.So 735.46 0.0169 196.30 907.SB 0.0208
194.00 204.04 0.0047 194.80 S08.4S 0.0117 195.60 763.44 0.017S 196.40 918.48 0.0211
194.10 243.86 0.0056 194.90 543.66 0.0125 19S.70 790.00 0.0181 196.SO 923.62 0.0212
194.20 283.27 O.00GS 19S.00 S78.05 0.0133 19S.80 815.01 0.0187 196.60 924.69 0.0212
6/25/99 1:57:9 pm DAmato & Conversano Inc. page 7
EDMONDS CLINIC
STRUCTURE REPORT
PROPOSED STRUCTURE REACH ID No. STRUCT
Location : DETENTION PIPE STRUCTURE North 0.0000
Str Type : TYPE 2-54 East 0.0000
Str Cat : Catch Basin Rim Elev 200.2000
Area/sump: 0.00 sf/2.00 ft Bottom El: 191.5000
Cont Area: Hgrade El: 0.0000 ft
Bend ..... : No special shape
Ent type.: Area/sump:
Ent Loss: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000
Reach <Invert> <Diam> < n > <End>
A 193.500 30.00 0.013 Upper
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 3
EDMONDS CLINIC
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. ZERO
Description: ZERO DIMENSION VAULT
Length: 1.00 ft. Width: 1.00 ft. voids: 1.000
STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- >
(ft) --- cf--- --AC-Ft- (ft) --- cf--- --Ac-Pt- (ft) --- cf--- --AC-Pt- (ft) --- cf --- -- AC -Ft-
..................... - ... - ..... -== .... ====== ..... ...... ==-.
195.00 0.0000 0.0000 195.80 0.8000 0.0000 196.60 1.6000 0.0000 197.40 2.4000 0.0001
195.10 0.1000 0.0000 195.90 0.9000 0.0000 196.70 1.7000 0.0000 197.50 2.5000 0.0001
195.20 0.2000 0.0000 196.00 1.0000 0.0000 196.80 1.8000 0.0000 197.60 2.6000 0.0001
195.30 0.3000 0.0000 196.10 1.1000 0.0000 196.90 1.9000 0.0000 197.70 2.7000 0.0001
195.40 0.4000 0.0000 196.20 1.2000 0.0000 197.00 2.0000 0.0000 197.80 2.8000 0.0001
19S.50 0.5000 0.0000 196.30 1.3000 0.0000 197.10 2.1000 0.0000 197.90 2.9000 0.0001
195.60 0.6000 0.0000 196.40 1.4000 0.0000 197.20 2.2000 0.0001 198.00 3.0000 0.0001
195.70 0.7000 0.0000 196.50 1.5000 0.0000 197.30 2.3000 0.0001
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 4
EDMONDS CLINIC
STAGE DISCHARGE TABLE
MULTIPLE
ORIFICE
ID No.
ORIF
Description:
ORIFICE
Outlet
Elev:
191.45
Elev:
189.45
ft
Orifice
Diameter:
0.7500
in.
Elev:
194.25
ft
Orifice
2
Diameter:
1.4000
in.
Elev:
194.55
ft
Orifice
3
Diameter:
1.3000
in.
STAGE <--DISCHARGE
--- > STAGE
<--DISCHARGE
---
> STAGS
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft) --- Cf13 -- ------- (ft)
--- cfl3 -- -------
(ft)
--- CfS -- -------
(ft)
--- Cf13 -- -------
191.45
0.0000
..............
192.90
0.0184
......
194.40
== ....
0.0468
- ......
====
19S.90
......
0.1538
191.50
0.0034
193.00
0.0190
194.SO
0.0533
196.00
0.1581
191.60
0.0059
193.10
0.0196
194.60
0.0688
196.10
0.1624
191.70
0.0076
193.20
0.0202
194.70
0.0810
196.20
0.166S
191.80
0.0090
193.30
0.0208
194.80
0.0903
196.30
0.1704
191.90
0.0102
193.40
0.0213
194.90
0.0984
196.40
0.1743
192.00
0.0113
193.SO
0.0219
19S.00
0.1056
196.SO
0.1781
192.10
0.0123
193.60
0.0224
19S.10
0.1122
196.60
0.1818
192.20
0.0132
193.70
0.0229
195.20
0.1184
196.70
0.18ss
192.30
0.0141
193.80
0.0234
19S.30
0.1242
196.80
0.1890
192.40
0.0149
193.90
0.0239
19S.40
0.1297
196.90
0.192S
192.SO
0.01S6
194.00
0.0244
195.SO
0.1349
197.00
0.1959
192.60
0.0164
194.10
0.0248
19S.60
0.1399
192.70
0.0171
194.20
0.02S3
195.70
0.1447
192.80
0.0177
194.30
0.0377
19S.80
0.1493
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 5
EDMONDS CLINIC
STAGE DISCHARGE TABLE
RISER DISCHARGE ID No. RISER
Description: RISER OVERFLOW
Riser Diameter (in): 12.00 elev: 195.24 ft
Weir Coefficient ... : 9.739 height: 198.00 ft
Orif Coefficient ... : 3.782 increm: 0.10 ft
STAGE
<--DISCHARGE ---
> STAGE
<--DISCHARGE ---
> STAGE
<--DISCHARGB --- >
(ft)
--- cfe -- -------
(ft)
--- cfo -- -------
(ft)
--- cfa -- -------
- ....................
195.24
0.0000
.....
196.00
= ....... = ..................................
3.2971
196.80
4.7237
195.30
0.1431
196.10
3.5073
196.90
4.8728
19S.40
0.6233
196.20
3.7056
197.00
S.0174
19S.So
1.2911
196.30
3.8938
197.10
S.ISBO
19S.60
2.1036
196.40
4.0733
197.20
5.294a
19S.70
2.56SI
196.SO
4.2453
197.30
5.4282
19S.80
2.a3O2
196.60
4.410S
197.40
S.SS84
195.90
3.072S
196.70
4.S698
197.SO
S.68S6
STAGE <--DISCHARGE --- >
(ft) --- cfa -- -------
..........................
197.60 5.8100
197.70 S.9318
197.80 6-OS12
197.90 6.1683
198.00 6.2831
6/25/99 1:57:7 pm DAmato & Conversano Inc. page 6
EDMONDS CLINIC
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PRAK-> STORAGE
< -------- DESCRIPTION --------- > (Cfo) (cfs) --id- --id- <-STAGE> id VOL (cf)
................................ ... c
2 YEAR ....................... f
10 YEAR ...................... 0.05 Z-/.14 PIPE ORIF 194.SO 2 397.19 Cf
loo YEAR ..................... 0.12 0 .24 PIPE ORIF 195.24 3 6S7.77 cf
RISER OVERFLOW ............... 0.24 0.24 ZERO RISER 19S.34 4 0.34 cf
6/25/99 1:57:6 pm DAmato & Conversano Inc. page
EDMONDS CLINIC
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.025
680
1626 cf
0.44
z%tR our
2
0.053
560
2342 cf
0.44
ioyg ouT
3
0.121
510
3836 cf
0.44
loo -4p- o0T
4
0.236
490
3831 cf
0.44
lZISF-1Z OvERFLOW
WATER QUALITY DESIGN
m i�__
" DCI -ENGINEERS
D'AMATO CONVERSANO INC.
Project E DAAMI) S LUM C
Subject A -T R
Project No.
91023
U S C Lf vid erq rou ki d u-)a+.er poh'+� -+e, r y- / p,-,o C
PNN Q +1,1 2 �-f h ou r +0 f wn
(0410f2 dear S t-t, Y, VVn
64
Volume—
FrD rr Wai pf wor 1:-S I# Vol VVV1 e r e 6 'd = 9 q -7 p+ 3
Pal v -d c 110 , fledi'meni- 5 +,or -J P_ cm-, 3, W. a. cl ep + tj
F*m ro 60 LF -7 ' � pN* PC ) Vol U ^1 e p r-,, \, "J e d =� I t 69 k P + 3
_SVV--�6r_e Affe.-
Frp m DOE T-, i, I e- Ur - 3
('?o Impervi'ous Coverz, O�Z,134(-/0.4q Q, � 6-710
4 As SA o� EMP
Ad dro,--,ie ,J)- rcx
01�q 0. 4 14. a, Lf 3 g
353
SA (b v ici r-d LJ (r.
A15o provide- ot'l remova I u., p '4�1 Cluj t w aL l,,e r
lorand C-0 tch 10- & i _% i riser-+ .
Sheet No.
Date
By
L P
— 0/4
6�24/99 4:51:46 pm DAmato & Conversano Inc. page 1
EDMONDS CLINIC
BASIN SUMMARY
BASIN ID: WQ
NAME: WATER
QUALITY
SBUH METHODOLOGY
TOTAL AREA .......
0.44 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPEIA
PERV
IMP
PRECIPITATION ....
1.00 inches
AREA..:
0.15 Acres
0.29 Acres
TIME INTERVAL ....
10.00 min
CN ....
86.00
98.00
TC ....
5.00 min
5.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.06
cfs VOL: 0.02
Ac-ft TIME: 480 min
V�
Edmonds Clinic
PIPE SURFACE AREA & VOLUME
CALCULATOR
Pipe Dia (ft) = I
Pipe Radius (ft) 3.5
Pipe Length (ft) 601
Sediment Depth (ft) 1
Total Depth (ft) = 4
Theta (radians)
1.6
XS Area (ft) 3.4
Sediment Volume (ft) 202.3
Theta (radians)
3.4
XS Area (ft) 22.7
ITotal Volume (ft) 1161.
Width (ft) 6.9
ISurface Area (fe) 415.71
pipeSA.xis
6/25/99
W�__
DC I - ENG IN EERS
MOM
� D'AMATO CONVERSAN 0 INC.
July 19, 1999 RECEIVED
Skk� \I 1�.'-'4
City of Edmonds ENGINEERING
Development Services Department
Attention: Mr. Gordon Hyde
121 5'h Avenue North
Edmonds, WA 98020
Re: Edmonds Clinic at 21822 - 76 1h Avenue West
ADB-99-28, PC-99-133
Dear Mr. Hyde:
1. Mark DAmato, P.E.
Guy A. Conversano, P.E.
Elizabeth A. Jensen, P.E.
Roger L. Heeringa, P.E.
DC1 No. 99023
RECEIVED
JUL 19 1999
DEVELOPMENT SERVICES
Enclosed with this letter are three copies of plans revised in response to your
comments of July 16, 1999. The following are detailed responses to each of your
comments.
Stormwater Quality
I have discussed this issue with Don Fiene and we are in agreement. A biofiltration
swale was not proposed because of the practical limitations of the site. The site is
not large enough to accommodate a swale. The landscaping strip along the north
side, as suggested, is up -slope of the parking surface and therefore not a feasible
location for the swale.
�In my earlier discussions with Don, I was asked to consider the option of using an
oil/water separator vault since the swale was not feasible. Separator vaults typically
provide a residence time of 15 minutes for separation of oil and floatables.
Calculations forwarded to the City on June 22, 1999, showed that the water quality
pipe, or wet -tank, as proposed provided a residence time of over 90 minutes (these
calculations are also appended to this letter). The inclusion of an additional
oil/water separator vault was therefore unnecessary. The proposed wet -tank
incorporates a submerged outlet to facilitate oil separation.
The catchbasin insert was proposed as a supplementary treatment. The insert will
remove oil before flow enters the wet -tank thereby increasing the efficiency of the
tank. The inserts will require maintenance but not more than other conventional
treatment facilities. Even biofiltration swales require constant attention to prevent
them from reverting into muddy channels. The inserts have the advantage that they
can be completely and efficiently replaced if they malfunction due to inadequate
maintenance.
Erosion Control Plan
A legend has been added to the temporary erosion and sedimentation control plan
as requested. Please note that a legend is also present on the civil cover sheet.
2821 NORTHUP WAY - SUITE 200 - BELLEVUE, WA 98004 - PHONE: (425) 827-2238 - FAX: (425) 827-8986
Page 2
I trust that our plan revisions will meet with your approval. Please call me if you
have questions.
Very truly yours,
D'Amato Conversano, Inc.
Nick Bossoff, P.E.
Project Manager
cc: Peter Carletti, Carletti Architects P.S.
7-1 f --y 7
A.OF Prrjec�t
D' 'ATO IA4() AlbS C-It
VO
tANO
CONVER�S L]. -
Project No.
Sheet No.
By
A16
Date
I C Subjj;ect
Nc. 4 AJ
Consulting Engineers
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V 0 L 0 M F j�o R
( C,
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DCI -ENGINEERS
D'AMATO CONVERSANO INC.
EDMONDS CLINIC
EDMONDS, WASHINGTON
STORMWATER DRAINAGE
REPORT
Prepared for
Carletti Architects, P.S.
2204 Riverside Drive, Suite 270
Mount Vernon, Washington 98273
By
D'Amato Conversano Incorporated
2821 Northup Way, Suite 200
Bellevue, Washington 98004
WA,
29631 A
IN L
EXPIRES:
DO Job No. 99023
5/13/99
Revised 6/25/99
RECEIVED
JUR 3 0 Ing
El"GINa"NG
ef 0
Proiect Overview
&-A
-
The project is a medical clinic building located on the west side of 76"' Avenue West. The
total lot area is approximately 0.44 acres of which 0.37 acres will be developed. The
development will consist of a 4700 square foot building with a paved drive entrance and
parking, concrete sidewalks, and landscaping. Off -site improvements include the
replacement of sections of driveway, curb,,gutter, and sidewalk along 76 1h Avenue.
L i r 0- f(;:y-on 4- Al I
Existing Site Condition
The site is currently occupied by two residential buildings and is covered b lawn,
e Ity 0
the ti
re is
C
landscaping, and small areas of asphalt pavement. However, per the City Edmonds
the existing site cover has been modeled as meadow. The majority of the te has shallow
n
slopes in the range of I to 2 percent, sloping generally to the east. re is a steep area
h
on the east side of the site dropping down at about 20 Dercent-t 6hAvenue.
&i k
Existing Drainage
a re
There is no existing on -site storm system. It appears that most of the stormwater runoff
percolates into the ground in the flat area in the center of the site. Runoff near the east
boundary flows onto 76hAvenue, and into the existing underground storm system.
There does not appear to be any off -site flow as the area surrounding the site is generally
flat. The Soil Conservation Service maps the soil as Alderwood, Type C.
--tA �' p -e 4,(
)6-k Li r
Developed Drainage C It
C Le
The developed on -site drainage collection system will consist of roof downspout
connections, parking lot catch basins, and underground piping. Flow will be directed to
detention and wateLqgality facilities and then released off -site. Stormwater is first
treated by flowing through a ddlywasher brand catch basin insert, removing oil wi the
use of an absorbent polymer material. Detention and further water quality treatmen�t I
accomplished in a combined facility. Water quality treatment is provided by increased
dead storage below the detention live storage. The volume of dead storage provided
exceeds the DOE wet tank requirement. in addition to the volume included for water
quality, one foot of depth is provided for sediment storage at the bottom of the tank. The
detention is designed to match pre- and post -development runoff rates from the site.
The site discharge, following detention, will be to an existing catch basin in 76th Avenue.
Stormwater Modeling Procedures
The detention and water quality facilities were designed using the WATERWORKS
computer program and the Department of Ecology Stromwater Management Manual.
The WATERWORKS program uses the SCS Santa Barbara Urban Hydrograph method to
6
generate runoff hydrographs. The detention is designed to match the pre- and post -
developed runoff rates resulting from the 2-, 10-, and 100-year, 24 hour storms, as
required by the City of Edmonds for sites less than one acre. The riser overflow structure
is sized to convey the undetained 100-year, 24 hour storm.
Flow conditions (in cfs) are summarized below.
2-MRFLOW 10- YEAR FLOW 100-YF,4RFLOW
EXISTING 0.03 0.05 0.12
DEVELOPED 0.10 0.14 0.24
UNDETAINED
DEVELOPED 0.03 0.05 0.12
PROPOSED
The water quality facility is sized to treat the volume generated by the 6-month 24 hour
storm. The wet tank surface area is sized to meet a recommended ratio of BMP surface
area to drainage basin area based on the amount of site impervious cover. Both of these
requirements have been met with the proposed facility.
0 0
DETENTION DESIGN
mM-w-DCl-ENGT
vf
E QERS
gm D'AMATO CON 0 INC.
Project EI)MOND5 CLINIC
Subject Lr) R A I MA C, E
Pelt No. Sheet No.
102 3 1
,So,'I+jpe = Al4eru-)ooci TJpe C-
Edmovic, � Ovid COE 6 LA I'de hoe-:
Date L/
By 5LP
EYIS71A)C-7 L-AND L)� E To+al= 0-40
per C I' +J 0-� Edmor7ds, ry)OL-) el 0/1 st'je 011' M 0 a Cl Ow/ + Ure
M ela cl 0 ui 0. q40 a C CN=
Tr- -`�p I I/ -P-4- 0 SL= f. 53 '?o 'Over Sho,-+ or,155
1( , L 15-40 0 V,*r ra 31,
DEVE Lo PED LAND us F-
-71P e
Imperv"OU5
Lavidscop'03
U 5 e- 7 C = 51 m F"A
/4r,-a (4c)
0. 2 q -3
.0. 1 H -7
-Fo4-al
= O.q4O
C Ai
9?
6'/24/99 4:51*pm DAmato & Convc0ano Inc. page 1
EDMONDS CLINIC
BASIN SUMMARY
BASIN ID: EX002
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: EXISTING 2 YEAR
0.44 Acres
TYPElA
1.50 inches
10.00 min
BASEFLOWS:
AREA. . :
CN ....
TC ....
0.00 cfs
PERV
0.44 Acres
85.00
18.78 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0153
TcReach - Sheet L: 16.00 ns:0.1500 p2yr: 1.50 s:0.1540
PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 490 min
BASIN ID: EX010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: EXISTING 10 YEAR
0.44 Acres
TYPElA
2.00 inches
10.00 min
BASEFLOWS:
AREA.
CN ...
TC ....
0.00 cfs
PERV
0.44 Acres
85.00
18.78 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0153
TcReach - Sheet L: 16.00 ns:0.1500 p2yr: 1.50 s:0.1540
PEAK RATE: 0.05 cfs VOL: 0.03 Ac-ft TIME: 480 min
BASIN ID: EX100
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: EXISTING 100 YEAR
0.44 Acres
TYPElA
3.00 inches
10.00 min
BASEFLOWS:
AREA. . :
CN ....
TC ....
0.00 cfs
PERV
0.44 Acres
85.00
18.78 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0153
TcReach - Sheet L: 16.00 ns:0.1500 p2yr: 1.50 s:0.1540
PEAK RATE: 0.12 cfs VOL: 0.06 Ac-ft TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
C-�
IMP
0.00 Acres
0.00
0.00 min
t-�
IMP
0.00 Acres
0.00
0.00 min
6/ - 24/99 4:51:44m DAmato & Convewo Inc. page 1
EDMONDS CLINIC
BASIN SUMMARY
BASIN ID: DVO02 NAME: DEVELOPED 2 YEAR
SBUH METHODOLOGY
TOTAL AREA ....... 0.44 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 1.50 inches AREA..: 0.15 Acres 0.29 Acres
TIME INTERVAL .... 10.00 min CN .... 86.00 98.00
TC .... 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.10 cfs VOL: 0.04 Ac-ft TIME: 480 min
BASIN ID: DVO10 NAME: DEVELOPED 10 YEAR
SBUH METHODOLOGY
TOTAL AREA ....... : 0.44 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPElA PERV IMP
PRECIPITATION .... : 2.00 inches AREA..: 0.15 Acres 0.29 Acres
TIME INTERVAL .... : 10.00 min CN .... : 86.00 98.00
TC .... : 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.14 cfs VOL: 0.05 Ac-ft TIME: 480 min
BASIN ID: DV100 NAME: DEVELOPED 100 YEAR
SBUH METHODOLOGY
TOTAL AREA ....... 0.44 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.00 inches AREA..: 0.15 Acres 0.29 Acres
TIME INTERVAL .... 10.00 min CN .... : 86.00 98.00
TC .... : 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.24 cfs VOL: 0.09 Ac-ft TIME: 480 min
24' fn
N or30*01" w
151.,2Pv..
A"
X23-
71
AKA
CWCT M
ROOF MANAGE
Tc
PATH
nR
Svslrm (TVP.)
NEW NEDCAL CLUC
K
465351.
TVK 0 -OCCLPAWY
I-SIM
PROPOSED
BUILDING
F.F.E. - 2IX00
Jr
FOCRO" 47W.)
/op
Cm-TVE I
tr.-
DONOWT AND
IE = (3V)
OJT-191.45
0000
TVK I
Ir CpEp
M-MOD50 (100
c
(12")
SEE
DET017MAVATER QUAILITY PIFE
SEE DETAL
T.rLal K40
20 V Ir CFCP
W-GLI1050:
m I CB Fa�
UOL NMT OR EOLJIV.
--L-
44
&a
IL
W-lowo
74 me
.. . .....
A
e N
0
0
EDMONDS CLINIC: Page & Grid 455 A 7
VICINI-TY MAP
';WYK
ir
Aft
Irl,
4t
.10 Q--W
.4 7"
T4�
7:,7; L
ugs
dk gNAP
ggo
0 0
County Area, Washington 183
�TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS
symbol < means less than; > means more than. Entries under "Erosion factors--T" apply to the entire
profile. Entries under "Organic matter" apply only to the surface layer. Absence of an entry indicates
that data were not available or were not estimated]
Soil name and 'IDepthlIC12Y <2MMI Permeability Available Soil Shrink -swell
map symbol water capacity .reaction" potential
j trosion 1
1 factors jOrganic
T1 matter
1 K 1, T I
1, 2, 3 ---------- 1
1
0-7
7-35:
5-10
5-10-
1 2.0-6.0
2.0-6.0
i
0.07-0.11
5.1-6.5
i.5.6-6.5
Low --------- 110.201,
,'Alderwood
0.07-0.11
Low ------------ 10.20.
1
35 1
4*:
1
Alderwood------1
0 -7
5-10"
2.o-6.o
0.07-0.11
.5.1-6.5
1
!Low ------------ lo.201
7-351,
5-10
2.o-6.o
0.07-0.11
:5.6-6.5
:Low ------------ 10.2ol
35
--------------- i
,Everett --------- 1
0-6 1
5-10
2.0.-6.o
0.08-0.12
15.6-6.5
i
!Low ------ -----10.171
1
118-60:
6-181
5-10
0-5
1 6.0-20
6.0-20
0.05-0.08
15.6-6.5
!Low ------------ 10.1ol
0.02-0-05
15.6-6.5
!Low ------------ 10.101
50, 6*:
!Alderwood ------- 1
1� "
0-7 1
5-10
2.0-6.0
0.07-0.11
15.1-6.5
!Low ------------ 10.20:
1
7-351
5-10
2.0-6.0
0.07-0.11
15.6-6.5
!Low ------------ 10.20:
1
35 1
---
i ---
i --------------- 1
Urban land.
t,:
I
--------------- 1
'�Bellingham 1
0-9 1
9-60:
15-30
40-60
1 0 2-0.6
0.66-0.2
0.20-0.24
15.6-6.5
:Low ------------ :0.3211
:0.241
0.20-0.24
16.1-7.3
!High -----------
----------------
0-6 1
27-35
1 0.2-0.6
i
0.19-0.21
t5-1-5-5
Noderate ------- 110-3211
,,�Belli ngh am 1
6-421
35-45
1 0.06-0.2
0.18-0.21
14.5-5.5
Nigh ----------- !0.32:
Variant 142-601
11
12-30
1 0.2-0.6
0.14-0.16
14.5-5.0
!Moderate ------- :0.3211
-------- 1
0-8
8-35:
0.6-2.0
i
0.18-0.20
14.5-6.0
!Low ------------ 10-37:
:0.43t
,,,Cathcart
135-601
1 0.6-2.0
o.6-2.0
i
0.13-0-17
0.14-0.17
:5.1-6.5
:5.1-6.5
jLow ------------
!Low !0.37:
--- — -------
12*.
Cryohemi sts
13 --------------- 1
�iCuster 1
0-9 1
9-351
10-15
0-10
1 2.o-6.o
0.2-0.6
i
0.13-0.15
0.06-0.08
15.6-6.0
15.1-5.5
:Low ------------ 10.281
Mow ------------ :o.24:
135-601
0-10
>20
i
0.06-0.09
15.6-6.0
!Low ------------ :o.10:
-------------- 1
well 1
0-2 1
2-231
---
i 0.6-2.0
i 0.6-2.0
0.22-0.26
0.19-0.23
13.6-5.5
15.1-5.5
:Low ------------ :0 371
*1
Mow ------------ !0.43,1
123-271
27 1
0.6-2.0
0.09-0-13
15.1-5.5
Mow ----------- :10.281,
150:
Elwell ----------
o_2 I
0.6-2.0
i
0.22-0.26
13.6-5.5
!Low ------------ 10-37:
1
123-271
2-231
---
0.6-2.0
i
0.19-0.23*
:5.1-5.5
Mow ------------ 10.431
i 0.6-2.0
0.09-0-13
15.1-5.5
!Low ------------ 10.28;
27 1
0 omount --------
1
0-2 1
2-181
i 0.6-2.0
0.13-0.16
:5.1-5.5
Mow ------------ 10.241
:18-321
0.6-2.0
i
0.11-0.14
15.6-6.0
!Low ------------ 10.281
32
---
0.6-2.0
i
0.08-0.10
t5.6-6.5
!Low ------------ 10.281
--------------- 1
f6
lwell ----------
0-2
0.6-2.0
0.22-0.26
13.6-5.5
!Low ------------ :0.371
1
123-271
2-231
i 0.6-2.0
1
.0.19-0.23
15.1-5.5
!Low ------------ 10.43:
0.6-2.0
i
0.09-0-13
15.1-5.5
:Low ------------ 10.28:
1
27
T See footnote at end of table.
2 5-10
2 1 5-10
1 10-15
2 5-10
5 10-15
5 10-15
5
5-10
5 5-10
2 1 10-15
2 1 10-15
2 1 2-5
2 1 10-15
1
I
0
Ll
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
lmv%A iinch fe%v- qhrrum la vaiinfall diatr-ihutA-nn- 24—hour atorm� duration.
LAND
USE DESCRIPTION
CURVE NUMBERS BY
HYDROLOGIC
SIE GROUP
A
B
D
Cultivated land(l):
winter condition
86
91
94
95
Mountain open areas*:
low growing brush & grasslands
74
82
89
92
Meadow or pasture:
65
78
nas
89
Wood or forest land:
undisturbed
42
64
76
81
Wood or forest land:
young second growth or brush
55
72
81
86
orchard:
with cover crop
81
88
92
94
open spaces, lawns,
parks, golf courses, cemeteries,
landscaping.
Good condition:
grass cover on t75% of the
68
so
90
area
Fair condition:
grass cover on 50-75% of
77
as
90
92
the area
Gravel roads & parking lots:
76
as
89
91
Dirt roads & parking
lots:
72
82
87
89
Impervious surfaces,
pavement, roofs etc.
98
98
(R
98
open water bodies:
lakes, wetlands, ponds etc.
100
100
100
100
Single family residential(2):
Dwelling Unit/Gross
Acre %Impervious(3)
Separate
curve
number
1.0 DU/GA
is
shall be
selected for
1.5 DU/GA
20
pervious
& impervious
2.0 DU/GA
25
portions
of the site
2.5 DU/GA
30
or
basin
3.0 DU/Gh
34
3.5 DU/GA
38
4.0 DU/GA
42
4.5-DU/GA
46
5.0 DU/GA
48
5.5 DU/GA
50
6.0 DU/GA
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments, %impervious
commercial businesses must be
industrial areas
computed
(1) For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
111-1-12 FEBRUARY, 1991
De, vi S +c) r VY-1
(per cl'+� 0,2 Edmc-Ald�)
P,
P, CO � 1�
R e If-ot e d c v elope ct 2,1011DO 0-4 cj(),s 4�,, 3 rq+e-c .
Pi
c L- F -7 Pire
L.i v +ory c C Stq r+s + -+ey 0�' W - Q eif v Iq 3 , S-0.
slope cl+- 0 , 5 4, Cz� vt* ci C 7F� I-
C, C, C L4 M -h' Opi .
AN&
DC I ' 'ENCONEERS ect No. Sheet No.
D'AMATO CONVERSANO INC.
Project EDm o A) D.S L I Date 3-Ll- q
Subject C 0 N) TP 0 L ST RUCT ORE By L P
'zoo -Z
E
s
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 2
EDMONDS CLINIC
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. PIPE*
Description: DETENTION PIPE
Diameter: 7.00 ft. Length: 60.00 ft.
Slope ... : 0.0050 ft/ft upstr: dnstr: STRUCT
STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- >
(ft) --- cf--- --Ac-Ft- (ft) --- cf--- --Ac-Ft- (ft) --- Cf --- -- AC -Ft- (ft) ---cf --- -- Ac-Ft-
193.50 0.0000 0.0000 194.30 322.21 0.0074 195.10 611.57 0.0140 195.90 838.29 0.0192
193.60 41.336 0.0009 194.40 360.65 0.0083 195.20 644.1S 0.0148 196.00 SS9.62 0.0197
193.70 82.445 0.0019 194.50 398.55 0.0091 195.30 675.71 0.0155 196.10 878.70 0.0202
193.80 123.29 0.0028 194.60 435.84 0.0100 19S.40 706.18 0.0162 196.20 895.04 0.0205
193.90 163.83 0.0038 194.70 472.50 0.0108 195.SO 735.46 0.0169 196.30 907.58 0.0208
194.00 204.04 0.0047 194.80 508.45 0.0117 195.60 763.44 0.0175 196.40 918.48 0.0211
194.10 243.86 0.0056 194.90 543.66 0.0125 19S.70 790.00 0.0181 196.50 923.62 0.0212
194.20 283.27 0.0065 195.00 578.05 0.0133 19S.80 81S.01 0.0187 196.60 924.69 0.0212
6/25/99 1:57:9 pm DAmato & Conversano Inc. page 7
EDMONDS CLINIC
STRUCTURE REPORT
PROPOSED STRUCTURE REACH ID No. STRUCT
Location : DETENTION PIPE STRUCTURE North 0.0000
Str Type : TYPE 2-54 East 0.0000
Str Cat : Catch Basin Rim Elev 200.2000
Area/sump: 0.00 sf/2.00 ft Bottom El: 191.5000
Cont Area: Hgrade El: 0.0000 ft
Bend ..... : No special shape
Ent type.: Area/sump:
Ent Loss: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000
Reach <Invert> <Diam> < n > <End>
A 193.500 30.00 0.013 Upper
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 3
EDMONDS CLINIC
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. ZERO
Description: ZERO DIMENSION VAULT
Length: 1.00 ft. Width: 1.00 ft. voids: 1.000
STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- >
(ft) --- cf--- --AC-Pt- (ft) --- cf--- --Ac-Pt- (ft) --- cf --- -- Ac-Ft- (ft) ---cf--- --AC-Ft-
19S.00 0.0000 0.0000 195.80 0.8000 0.0000 196.60 1.6000 0.0000 197.40 2.4000 0.0001
195.10 0.1000 0.0000 195.90 0.9000 0.0000 196.70 1.7000 0.0000 197.50 2.5000 0.0001
195.20 0.2000 0.0000 196.00 1.0000 0.0000 196.80 1.8000 0.0000 197.60 2.6000 0.0001
195.30 0.3000 0.0000 196.10 1.1000 0.0000 196.90 1.9000 0.0000 197.70 2.7000 0.0001
195.40 0.4000 0.0000 196.20 1.2000 0.0000 197.00 2.0000 0.0000 197.80 2.8000 0.0001
195.50 0.5000 0.0000 196.30 1.3000 0.0000 197.10 2.1000 0.0000 197.90 2.9000 0.0001
195.60 0.6000 0.0000 196.40 1.4000 0.0000 197.20 2.2000 0.0001 198.00 3.0000 0.0001
195.70 0.7000 0.0000 196.50 1.5000 0.0000 197.30 2.3000 0.0001
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 4
EDMONDS CLINIC
STAGE DISCHARGE TABLE
MULTIPLE
ORIFICE
ID No.
ORIF
Description:
ORIFICE
Outlet
Elev:
191.45
Elev:
189.45
ft
Orifice
Diameter:
0.7500
in.
Elev:
194.25
ft
Orifice
2 Diameter:
1.4000
in.
Elev:
194.55
ft
Orifice
3 Diameter:
1.3000
in.
STAGE <--DISCHARGE
--- > STAGE
<--DISCHARGE ---
> STAGE <--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft) --- cfa -- -------
(ft)
--- cfa -- -------
(ft)
--- cfa -- -------
(ft)
--- cfe -- -------
.............
191.45
0.0000
192.90
0.0184
194.40
0.0468
19S.90
0.1538
191.SO
0.0034
193.00
0.0190
194.50
O.OS33
196.00
0.1581
191.60
O.00S9
193.10
0.0196
194.60
0.0688
196.10
0.1624
191.70
0.0076
193.20
0.0202
194.70
0.0810
196.20
0.166S
191.80
0.0090
193.30
0.0208
194.80
0.0903
196.30
0.1704
191.90
0.0102
193.40
0.0213
194.90
0.0984
196.40
0.1743
192.00
0.0113
193.SO
0.0219
195.00
0.1056
196.50
0.1781
192.10
0.0123
193.60
0.0224
195.10
0.1122
196.60
0.1818
192.20
0.0132
193.70
0.0229
19S.20
0.1184
196.70
0.1855
192.30
0.0141
193.80
0.0234
19S.30
0.1242
196.80
0.1890
192.40
0.0149
193.90
0.0239
195.40
0.1297
196.90
0.192S
192.SO
0.0156
194.00
0.0244
19S.So
0.1349
197.00
0.1959
192.60
0.0164
194.10
0.0248
195.60
0.1399
192.70
0.0171
194.20
0.0253
195.70
0.1447
192.80
0.0177
194.30
0.0377
19S.80
0.1493
6/25/99 1:57:6 pm DAmato & Conversano Inc. page 5
EDMONDS CLINIC
STAGE DISCHARGE TABLE
RISER DISCHARGE ID No. RISER
Description: RISER OVERFLOW
Riser Diameter (in): 12.00 elev: 195.24 ft
Weir Coefficient ... : 9.739 height: 198.00 ft
Orif Coefficient ... : 3.782 increm: 0.10 ft
STAGE <--DISCHARGE --- >
(ft) --- cfs -- -------
.... = ............
19S.24 0.0000
19S.30 0.1431
195.40 0.6233
19S.So 1.2911
19S.60 2.1036
19S.70 2.S6SI
19S.80 2.8302
195.90 3.072S
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft)
--- CfG -- -------
(ft)
--- CfS -- -------
196.00
3.2971
196.80
4.7237
196.10
3.5073
196.90
4.8728
196.20
3.7056
197.00
5.0174
196.30
3.8938
197.10
S.1sao
196.40
4.0733
197.20
S.2948
196.SO
4.24S3
197.30
S.4282
196.60
4.410S
197.40
S.SS84
196.70
4.S698
197.SO
S.68S6
STAGE <--DISCHARGE --- >
(ft) --- cfs -- -------
197.60 5.8100
197.70 5.9318
197.80 6.OS12
197.90 6.1683
198.00 6.2831
6/25/99 1:57:7 pm DAmato & Conversano Inc. page 6
EDMONDS CLINIC
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (Cfo) (cfa) --id- --id- <-STAGE> id VOL (Cf)
2 YEAR ....................... 0.03:740.10 PIPE ORIF 194.16 1 266.95 cf
10 YEAR ...................... 0.05 -/ .14 PIPE ORIF 194.50 2 397.19 cf
100 YEAR ..................... 0.12 ZO.24 PIPE ORIF 19S.24 3 657.77 cf
RISER OVERFLOW ............... 0.24 0.24 ZERO RISER 19S.34 4 0.34 cf
6/25/99 1:57:60 DAmato & Conver-00 Inc. page
EDMONDS CLINIC
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.025
680
1626 cf
0.44
2liR OUr
2
0.053
560
2342 cf
0.44
io yg ovT
3
0.121
510
3836 cf
0.44
loo jq- OUT
4
0.236
490
3831 cf
0.44
fISF_IZ OvERFLOW
0 0
WATER QUALITY DESIGN
U S C Ll ocl e(�q rc)u ri d u-) a +-er 5v o I '+ +e, r y- / p ,p e
RN Q = (,p ry) ov) 2 q ti ou +of w-,
Z' (0 Ll e 0 t-0 e
L4
\/O I tAM e
F(-D 01 Wa+ Pf WOr �S ) li 01 VVyl e c e 6 ici -7 3
PT v,'d e ko , fedi'mek)+ 5 +or -j C a in �3 W. a. clep 441
Fm v 60 LF -7 ' � P%' Pe ) VOILA M e p r-Di "cl e d = I 1, (9 � p + I — 0/4,
Sur-�6ce Aye-ot-
Frp wi DOE T-c4 101 c Ll . 3
020 1yopervi'ous Cover 0. all 3 ,-/6 L4 -7 02c,
q -% As = SA c RM P
A,t 1 drL- e ,Jr-
O'Sq�' 0, Y 14 at )(Lf 3 960)
363
SA ic) cd 2-
A15o P rz) v i'd c- ot'l remova I u.,, 1 '4 Pj a -, Iie r
Jora r) d c Q tr-11 10. S i -, I nser-+ .
V
6/24/99 4:51:4 pm
DAmato
& Convetono Inc.
page 1
EDMONDS CLINIC
BASIN
SUMMARY
BASIN ID: WQ
NAME: WATER
QUALITY
SBUH METHODOLOGY
TOTAL AREA ....... :
0.44 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
1.00 inches
AREA..: 0.15 Acres
0.29 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 86.00
98.00
TC .... : 5.00 min
5.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.06 cfs
VOL: 0.02
Ac-ft TIME: 480 min
0
1 -0
A
Edmonds Clinic
PIPE SURFACE AREA & VOLUME
CALCULATOR
Pipe Dia (ft) = I
Pipe Radius (ft) 3.5
Pipe Length (ft) 601
Sediment Depth (ft) 1
Total Depth (ft) 4
Theta (radians) 1.6
XS Area (ft). 3.4
Sediment Volume (ft) 202.3
Theta (radians) 3.4
XS Area (ft) 22.7
ITotal Volume (ft) 116
Width (ft) 6.9
ISurface Area (ft) 415.71
pipeSA.xls
6/25/99
0 0
DCFENGINIERRS
D'AMATO CONVERSANO INC.
July 19, 1999 RECEIVED
SkIL � I
City of Edmonds ENGINEERING
Development Services Department
Attention: Mr. Gordon Hyde
121 5'h Avenue North
Edmonds, WA 98020
Re: Edmonds Clinic at 21822 - 76 1h Avenue West
ADB-99-28, PC-99-133
Dear Mr. Hyde:
J. Mark DAmato, P.E.
Guy A. Conversano, P. E.
Elizabeth A. Jensen, P.E.
Roger L. Heeringa, P. E.
DCI No. 99023
RECEIVED
JUL 19 1999
DEVELOPMENT SERVICES
Enclosed with this letter are three copies of plans revised in response to your
comments of July 16, 1999. The following are detailed responses to each of your
comments.
Stormwater Quality
I have discussed this issue with Don Fiene and we are in agreement. A biofiltration
swale was not proposed because of the practical limitations of the site. The site is
+ I + A + I Irl, I A I + . 1 11 11
I I tj al.6v- '-JLIL%JU61LJL %J a%_%_%jjL'LjLjjjLU a -_ a a VV a �_. _ aiLl at_aF I.JL6 a 1. F a Ujur, L r- 11.UIL
side, as suggested, is up -slope of the parking surface and therefore not a feasible
location for the swale.
t\1 n my earlier discussions with Don, I -was asked to consider the option of using an
oil/water separator vault since the swale was not feasible. Separator vaults typically
provide a residence time of 15 minutes for separation of oil and floatables.
Calculations forwarded to the City on June 22, 1999, showed that the water quality
pipe, or wet -tank, as proposed provided a residence time of over 90 minutes (these
calculations are also appended to this letter). The inclusion of an additional
oil/water separator vault was therefore unnecessary. The proposed wet -tank
incorporates a submerged outlet to facilitate oil separation.
The catchbasin insert was proposed as a supplementary treatment. The insert will
remove oil before flow enters the wet -tank thereby increasing the efficiency of the
tank. The inserts will require maintenance but not more than other conventional
treatment facilities. Even biofiltration swales require constant attention to prevent
them from reverting into muddy channels. The inserts have the advantage that they
can be completely and efficiently replaced if they malfunction due to inadequate
maintenance.
Erosion Control Plan
A legend has been added to the temporary erosion and sedimentation control plan
as requested. Please note that a legend is also present on the civil cover sheet.
2821 NORTHUP WAY - SUITE 200 - BELLEVUE, WA 98004 - PHONE: (425) 827-2238 - FAX: (425) 827-8986
0 0
trust that our plan revisions will meet with your approval
have questions.
Very truly yours,
D'Amato Conversano, Inc.
Nick Bossoff, P.E.
Project Manager
cc: Peter Carletti, Carletti Architects P.S.
Page 2
Please call me if you
k-.1 Project
DAMATO tteto Alb S C-It
Project No.
Sheet No.
By
Date
Subject
INC. SF (-?*f?
Consulting Engineem
7-0 (2 Al
FLO LA/
VOZ-OM- Sj�o&r
C b
tc C)
RLCJ/OEA)C,#
tA IAJ)
67
1Z4 8
C)
t
A) 0
C(
6'0
I . ( M f:� L, 6,
------------
PLANNING DAT
NE,w
Yee � -,.
0"'k
09
0 _WN
00 h -
c TONS
REMAIN
76TH AYE�LIE W.
rA-
9
I+
EXISTING CHERRY
,.Be TO I.—
r
W' RoT... Pl.
T
�j
OY p
APPRO
LANDSCAPE PLANTING PLAN
SCALE, 1'-10'-0'
LANDSCAPE PLANT MATERIALS LIST-
SYMBOLI
NAME
size
I DESCRIPTION OF PLANT
VCAL
EDIUM SIZED TREE WITH OPE ... C.I..
(D
BIRcHl
P"Y"'C"
IIASIT AND LACY FOLIAGE
CHAMACCYPARI OOTUSA
6.8- pT
SL NDCR SMALL EVERGREEN TREE WITH
HINOKJ CYPRESS
OPEN 5—HING. OROVOMT RESISTANT
PR -US -DOE'$"
I IN
GREAT IIDII-1121 1"AOC TICE WITH
Y SHINO FLWG. CHERRY
CLEAN HABIT AND SHOWY &LOOMS
RHUS TYPHINA
6— FT
SHOW TREELIKE SHRUB WTTH BRILLIANT
STAGMRN SUMAC
F— COLOR -0 INT111 "NO WINTER LOOK
...._U. __,_U__.
SMALL SHRUB WITH GLO35Y eVCRGREEN
AE"EIN CNKIANTHUS
Lc—e. .. .1e. 5—c.wo
0
ERICA CARN—CALLUNA �G.
I GAL
REV EW LIST OF PROPOSED VARICTIeS WITH
HEATHS AND HCAT-6
LAI4D&CAPC AftCM. BEFORE INSTALLATION
0
RHODOD NDRON SP.
�o Ift
DAN GREEN LOW SHRUB WITH SHOWT
MOVA ZeMbLA RHODO.
RCD BLOOMS AND CLCAN POLIA C
0
RHODODENDRON op.
—30 th
DWARF MAXOON-TONCO FOLIAG AND
Pjm RHoDODCNDRoN
EARLY LAVEN[ICR-PINK BLOOMS
—cococ
2 GAL
SMALL EVER SEEN SHRUB WITH FRAGRANT
SWCCT 6ARCOCOCCA
EARLY BLOOMS -- LOVEB &MADE
THUJA 0 CIDENTALIS
. IT.
FULL AND BUSHY. WELL MATCHED
eMR. BREEN PYAAMIDALIS
JUNIPERUS CONFER A
2 GAL
LOW SPRCAGING GROUNDCOVeR WITH SOFT
. .... —:1eft
—GHT GREEN NEEDLES
COTONEASTCR VA mmRr
I
LOW GLOSST-Le" OnOUNDCOVER. SPACE
BeARDERR COTONeASTER
1. 1. .. CENTER
CLEMATIS ARMAN011
I
TRAIN ONTO FENCE
CVERQRCCN CLEMATIS
LANDSCAPE NOTES
I THE SUBGRAOE OF ALL LANDSCAPE AREAS SMALL BE SCARIFIED
AND LARGE ROCKS. ROOTS. AND CONSTRUCTION DEBRIS SHALL BE
REMOVED PRIOR TO PLACEMENT OF TOPSOIL-
2. A MINIMUM DEPTH OF SIX INCHES ICOMPACTEO) BLENDED
MANUFACTURED TOPSOIL SHALL Be INSTALLED IN ALL LANDSCAPE
BEDS.
5. LAWN AREAS SHALL BE PLANTED WITH NUMBER ONE GRADE
C
ROLLED SOO ' STAG eRING JOINTS TO AVOID SEAMS.
4 ALL TREES SHALL Be STAKED AS NECESSARY TO PREVENT
LEANING OR DAMAGE TO THE ROOT5ALL AS SHOWN ON DETAIL
SHEET L30. ALL TREES. SHRUBS. AND GROUNDCOVeRS SHALL Be
FERTILIZED AS NECESSARY TO ACCOMMODATE SIZE AND CURRENT
GROWING SEASON.
S. A THREE 'INCH LAYER OF FINELY GROUND BARK MULCH SHALL Be
INSTALLED IN ALL PLANTED BEDS. CASORON OR OTHER CHEMICAL
WEED
_ CONTROL MAY Be APPLIED. BUT CONTRACTOR ASSUMES ALL
RISK FOR ADVERSE EFFECTS ON PLANTS. 900. AND/OR SOIL.
6. THE ENTIRE PROJECT SHALL BE LEFT IN A SPOTLESS CONDITION
AT COMPLETION. THE OWNER SHALL Be FURNISHED WITH A PULL
SET OF: INSTRUCTIONS FOR MAINTENANCE OF THE PLANTINGS AND
IRRIGATION SYSTEM. ALONG WITH ALL TOOLS. KEYS. AND OTHER
EQUIPMENT NECESSARY TO OPERATE AND MAINTAIN THE IRRIGATION
SYSTEM.
7. THE CONTRACTOR SHALL COOROINATe WITH THE GENERAL
CONTRACTOR AND THE OWNeR TO DETERMINE THE BEST LOCATION
FOR THE AUTOMATIC IRRIGATION CONTROLLER.
a. THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REQUIRE
SUBMITTALS REGARDING THE SELECTION OP IRRIGATION CONTROLLER.
TOPSOIL AND BARK PRODUCTS. PERENNIAL FLOWER SELECTIONS. AND
PROPOSED PLANT MATeRIAL SUBSTITUTIONS.
0. THE LANDSCAPE CONTRACTOR SHALL FURNISH A ONe-YEAR
WARRANTY ON ALL WORKMANSHIP AND MATERIALS RELATING TO THE
LANDSCAPING AND IRR I GATION OF THE PROJECT. ANY ITEMS FAILING
DURING THIS PERIOD SHALL be REPLACED WITH eOUAL OR BETTER
AT NO COST TO OWNER.
STATE 01 0 5 10 20 3.
LANX�3.T SCALff- ' som"
LAUR E A. FRCCMAN
CERTIFICATC NO. 026
COPYRIGHT 1099 -- ALL RIGHTS RESERVED
ATTACHMI
0
0
E
-t-'? , . 1 S 9 "1
June 4, 1999
Nikolai Bossoff
DCI Engineers
0
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS,-WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
2821 Northup Way, Suite 200
Bellevue, WA 98004
%
BARBARA FAHEY
MAYOR
SUBJECT: Proposed Building Permit for Edmonds Clinic at 21822-76' Avenue West
(ADB-99-28)(PC 99- "33
Dear Mr. Bossoff-
The Engineering Division reviewed your civil site design. The review team notes the following
revisions/corrections. Please contact the review team members directly for questions regarding
their comments.
MEN90 nNOMM; 10,11 - -
Provide additional information noted in Stormwater Drainage Report.
Provide legend, notes on sequence of construction, erosion control notes and soil
stabilization notes.
Revise notes as indicated.
Utilities — Jim Waite, WaterlSewer 4pervisor at (425) 771-0235
• Revise water design and notes as indicated on plans.
• Install sewer cleanout at property line.
Please note that some of the proposed details can only be used on private property. For public
right-of-way, please use the attached details. When the revisions are complete, please return the
attached redlined plans and drainage report together with three sets of revised plans and two
drainage reports for additional review. It will be necessary to provide a construction cost
estimate for City staff to determine the Engineering Division fees and to establish bond amounts.
If you have any other questions, do not hesitate to contact me at (425) 775-7744.
Sincerely,
0 0
RDON C. HYDE
Development Services Engineer
GCH/cmc
c: Lara Knaak, Pennit Coordinator
Peter Carletti
Incorporated August 11, 1890
KAENGRZORDYM28MOC
Sister City - Hekinan, Japan
V__
0 0
MEMORANDUM
Date: February 26, 1999
To: Planning Division
From: Gordy Hyde, Development Services Enginee'q60'
Subject: ADB for Carletti Architects at 21822 — 76thAve. W. (ADB-99-28)
The Engineering Division reviewed this application and has the following comments.
A site plan designed by a licensed professional civil engineer will be required to be approved
by the City Engineer prior to construction.
The application needs to provide water quality treatment for the outside parking area. A
bioswale is the preferred method of meeting this requirement.
Traffic mitigation amount is $3,808.00. For commercial properties, the sidewalk should be
at least seven feet wide plus curb and gutter.
Wheel stops should be provided for the southerly parking spaces, adjacent to the on -site
sidewalk.
The sanitary sewer stub should be capped at the time of demolition of the existing structures.
A fire hydrant will be required within 300 feet of all combustible materials.
The application is complete as submitted for review by the ADB.
City of Edmonds
zv"��
Development Services Department
114,
g.,
city4pf edmonds 0 r- E B 1 2 1999
land use application
9, ARCHITECTURAL DESIGN BOARD
0 COMP PLAN AMENDMENT
El CONDITIONAL USE PERMIT
C3 HOME OCCUPATION
Ell FORMAL SUBDIVISION
El SHORT SUBDIVISION
El LOT LINE ADJUSTMENT
C3 PLANNED RESIDENTIAL DEVELOPMENT
E) OFFICIAL STREET MAP AMENDMENT
STREET VACATION
El REZONE
E) SHORELINE PERMIT
E) VARIANCE / REASONABLE USE
EXCEPTION
El OTHER
EAL#
*ffl*V-'* W. T-1* F" r./v
Applicant arg. "I" xs -
Address ;�:4cOt Ki
Property Address or Location
Property Owner
Address
Agent CA;9: "-Iw
Address :�-2104 IZWI*SLk
FILE #-Ai)&-q,7-zg Z ON E. Z16V /211
DAT REC'D BY
FEA RECEIP '/e�917
T#
U5-
HEARING DATE I--,'
0 HE EI STAFF 0 PB /dADB 0 CC
ACTION TAKEN:
Ll APPROVED El DENIED El APPEALED
Phone U'vo - *A - 0 -M -4
4k -+M-6)-354
64 11 V11 �,
Tax Acc # -4 W q qoL 00 1 04 5 4 M-7 Sec. — Twp. — Rng.
Legal Description F7� I< 00 T� r), OIL -515El- of- d ?I Z5 rr VX L4 I
The undersigned applicant, and his/ her/ its heirs, and assigns, in consideration of the processing of the
application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all
damages, Including reasonable attorney's fees, arising from any action or infraction based in whole or in part upon
false, misleading, inaccurate or incomplete information furnished by the applicant, his/ her/ its agents or
employees.
The undersigned applicant grants his/ her/ its permission for public officials and the staff of the City of Edmonds to
enter the subject property for the purpose of inspection and postvrW4ndant 19 this application.
SIGNATURE OF APPLICANT/ OWNER/ AGENT
CARLEM ARCHITECTS, P.S.
February 11, 1999 architecture & planning
City of Edmonds
Architectural Design Review Board Committee
RE: Sound Urological Associates
21830-76 1h Avenue West
Freestanding sign written statement
._1
FES 1 2 1099
The applicant, Sound Urological Associates, listed at the site address referenced above, desires to place
a free standing sign, as delineated in the drawings provided by Tube Art for the project. '
The reasoning for a free-standing sign versus signage on the building is two fold. First, as illustrated by
the attached building elevations, there is limited area in which to locate any signage on the building due
to the locations of windows and other accent banding that 'coordinate with the overall appearance of the
building. Second, if a review.of other existing medical clinics located in the area to the south, east and
north was done, all of these businesses currently have free-standing monument signs similar in nature to
that which we are proposing.
If you were to review the project application and signage I think you will note that the monument sign
will consist a free-standing sign that utilizes the existing brick wainscot and stucco (Dryvit finish) that
matches the materials of the building. In addition, the sign will have the same pre -cast concrete cap that
matches the building. The graphics on the sign will not be neon lit. They will be brushed aluminum
letters of dark bronze, similar to the color of the storefront on ' the building. The sign will be ground lit
by two mounted metal halide lights that will shine up on to the sign to illuminate it in the evening.
The only other signage we are proposing would be address letters located on the building that would
serve as a locator for both potential customers as well as the fire department. The letters would be dark
bronze in color and would match the style and character of the letters shown on thefree-standing
monument sign.
We believe that if you refer to our overall schematic drawing of the sign, taking in to account the
materials that match those of the building, combined with the fact that there has been a pre-existing
condition established along this street for free-standing signs, that the committee could rule in our favor.
We appreciate your response.
S:\Arch\98\Documents\162\City of Edmonds - Sign.doc
2204 Riverside Drive, Suite 2 70 Mount Vernon, WA 98273 ( 3 6 0) 4 2 4 - 0 3 9 4 FAX (360) 424-5726
FEATURES
HOUSING — Rugged, die-cast, soft corner aluminum
housing with 0.12" nominal wall thickness. Extruded
4" soft corner arm for pole or wall mounting is stan-
dard.
DOOR FRAME — Die-cast door frame has impact -resis-
tant tempered glass lens which is fully gasketed with
one-piece tubular silicone.
OPTICS —Anodized, aluminum hydroformed/segmented
reflector. Four IES cutoff distributions available: Type
11 (asymmetric); Type III (asymmetric); Type IV (for-
ward throw); Type V (square).
ELECTRICAL SYSTEM — Constant wattage autotrans-
former. Ballast is copper wound and 100% factory
tested.
FINISH — Standard finish is dark bronze (DDB) polyes-
ter powder finish with other architectural colors avail-
able.
SOCKET — Porcelain, horizontally -oriented, mogul -base
socket with copper alloy, nickel -plated screw shell
and center contact. UL listed 150OW, 60OV, 4KV pulse
rated.
LISTING — UL 1572 listed for wet locations. CSA certi-
fied (see options).
Type............................................................... a .................................................................
Catalog number ........ k-.A.b 2_t.!5.b.:S R.3 ....... T
.... ... ... ..... .. ... .... .... .... ....
..........
............
Soft Square Cutoff Lighting
CONTOUP" KAD
S E R I E S High Pressure Sodium
Length: 17-1/2' (44.5 cm)
Width: 17-1/2' (44.5 cm)
Depth: 7-1/8* (18.1 cm)
ORDERING INFORMATION
Choose the boldface catalog nomenclature that best suits your needs and
write it on the appropriate line. Order accessories as separate catalog number.
KAD 250S fZ3 __F13 isPU04
I ,
Series oltagel F_ Mounting
KAD 250S 120 SPD04 Square pole (4* arm) (standard)
208
SPOO9 Square pole (9 * arM)3,1
240
RPD04 Round pole (4* arm)
Distribution
277
RPD09 Round pole (9" arM)3,4
R2 IES type 11 asymmetric
347
WWD04 Wood pole or wall (4* arm)
R3 IES type III asymmetric'
480
WWD09 Wood pole or wall IT arM)3,4
R4 IES type IV forward throw'
TS 2
WBD04 Wall bracket (4* arm)
R5S IES type V square
L/Arm (When ordering KMA, DAD12)
Shipped separately
KIVIA Mast arm adapter
KTMB Twin mounting bar
DAD12P Degree Arm (Pole)
DAD12WB Degree Arm (Wall)
Accessories: Tenon Mounting Slipfitter
Order as separate catalog number.
Number of fixtures
Tenon O.D. One Two@180' Two@90' Three@120* Three@90' Four@90*
2-3/8" T20-190 T20-280 T20-2906 T20-3201 T20-3901 T20-4906
2-7/8" T25-190 T25-280 T25-2905 T25-320 T25-3901 T25-490:
4" T35-190 T30-280 T30-2906 T30-320 T30-3901 T30-490
fA LIMCNIA LAGHMW
HI-TEK INDUSTRIAL & OUTDOOR LIGHTING
250W
Mounting
4" 17-1/2"
44.5 cm)
(10 . 2
Example: KAD 250S R2 120 SPD04
F Opt ions
Shipped Installed
Architectural Colors 5
SIF Single fuse (120, 277, 347V, n/a TB)
Standard Colors
OF Double fuse (208, 240, 48OV, n/a TB)
DOB Dark bronze (standard)
PER NEMA twist -lock receptacle only
DWH White
(no photocontrol)
DBIL Black
(IRS Duartz restrike system (250W
Classic Colors
maximum, lamp not included)
DMB Medium bronze
CSA Labeled for US shipment to Canada
DNA Natural aluminum
Shipped separately4
DSS Sandstone
PE1 NEMAtwist-lock PE(120,208,24OV)
DGC Charcoal gray
PE3 NEMA twist -lock PE (347V)
DTG Tennis green
PE4 NEMA twist -lock PE (48OV)
DBR Bright red
PE7 NEMA twist -lock PE 1277V)
DSB Steel blue
HS House side shield (R2,R3, 114)
KADVG Vandal guard
KADWG Wire guard
NOTES:
1 House side shield available.
2 Optional multi -tap ballast (120, 208, 240, 277V).
3 The SPOO9, RP009 or WWO09 must be used when two
or more luminaires are oriented on a 90* drilling pattern.
4 May be ordered as accessory.
5 Additional architectural colors available; please see paint brochure.
6 Must use RPDO9.
KAD S4
IOXTURE TYPE: 'F2_ FLUORESCENT
Luminaire'l
Lighting Corporation WALL/CEILING MOUNT
L 1 or 2 PLC 13/26
1 PLT 32/42 ARV 13
SPECIFICATIONS
Housing One piece injection molded polycarbonate
with optional integrally molded eyelid,
mechanically inserted to baseplate and
sealed with high temperature silicone O-ring.
Held in place with one concealed TORX-
PLUSO tamper resistant set screw.
Lens One piece injection molded UV stabilized
prismatic polycarbonate with minimum 1/8"
wall thickness. Available in clear or opal.
Positively secured to baseplate by housing
and sealed with silicone O-rings.
Baseplate Pressure die cast marine grade aluminum.
Finished with electrostatic polyester powder
coat.
Ballast Electronic high -frequency with less than 10%
THD.
Gasket Closed cell neo irene gasket as required for
- p
UL wet location risting.
OPTIONS
YRV Integrally molded decorative eyelid.
EMB Emergency battery pack. Will operate one
lamp for 90 minutes.
CAB Cast aluminum backbox for surface conduit
applications.
UL Listing Pending
Patent Pending
OVERALL DIMENSIONS:
Front View
Side View
- 13 �-
ORDERING
INFORMATION
EXAMPLE: ARV 13 - 2PLC13 - 277V - OP - YRV
ARV 13
1 11c. v ,
E�E .
I
Series
Lamps (included)
Volts
Lens
Options
1 PLC13
120
CP-Clear
YRV.Eyelid
2 PLC13
277
Prismatic
EMB-Emergency battery pack
1 PLC26
OP -Opal
CAB -Cast Aluminum backbox
2 PLC26
PC -Photoelectric switch
I PLT32
(requires CAB)
.1 PLT42
GLR-Fuse holder
Catalog No.:
Fixture Type: Voltage:
Job Name:
Approved By:
Luminaire
Lighting Ca"ration FL-ARV13 1.5M 12/97
�' ! JrT
7 Olsen Avenue m P.O. Box 2104 0 Edison, New Jersey 08818 N Telephone (732) 549-0056 n FAX (732) 549-9737
7
FEATURES
HOUSING — Rugged, corrosion -resistant, die-cast aluminum. Corrosion -
resistant external hardware includes slotted hex -head and tamper-
proof fasteners. Standard finish is electrostatically -applied, oven -
cured, dark bronze polyester powder paint.
BALLAST— High reactance, high powerfactor. Encased -and -potted solid
state ignitors. Ballast is copper wound and 100% factorytested. Meets
ANSI standards and is UL 1029 listed. Electrical components are
mounted in hinged front cover that includes primary and secondary
electrical disconnect. (For 50 hertz availability, consult factory).
OPTICS — Reflector is specular anodized aluminum. Refractor is pris-
matic borosilicate glass which is sealed and gasketed to inhibit the
entrance of outside contaminants.
INSTALLATION — Back housing is separated from front housing, elimi-
nating ballast weight and promoting easy handling. Top 3/4" threaded
wiring access. Back access through removable 3/4" knockout. Feed-
thru wiring can be achieved by using a condulet tee. Mount on any
vertical surface. Not recommended in applications where a stream of
water can come in direct contact with glass lens.
SOCKET — Porcelain, horizontally -oriented, medium -base socket with
copper alloy, nickel -plated screw shell and center contact. UL listed
660W, 600V and 4KV pulse rated.
LISTING — UL 1572 listed suitable for wet locations. CSA certified (see
options). NOM labeled (see options).
ORDERING INFORMATION
Choose the boldface catalog nomenclature that best suits your needs and write it on the
appropriate line. Order accessories as separate catalog numbers (shipped separately).
TWH 70S
120
TWH
120
70S
2082
1100S
2402
150S,
277
347
4802
TB3
Accessories
Order as separate catalog number.
PEK Photocell kit (I 20V only)
PE3 NEMA twist -lock photocontrol (347V)
PE4 NEMA twist -lock phtotcontrol J48OV)
Catalog NfWH-70S-1 20 Type F3
Wall-Paks
Shipped installed in fixture
RHP
SF
Single fuse (120, 277, 347V)4
RNP
DF
Double fuse (208, 240, 4800
XHP
EC
Emergency circuit5,6
DNA
QRS
Ouartz restrike system 5,6
DBIL
CR
Corrosion -resistant finish
DSB
CRT
Corrosion -resistant finish (Teflon)7
DMB
-70F
Reduced ambient operation
DGC
PE
Photoelectric cell — button type 8
DTG
PER
NEMA twist -lock receptacle9
DEIR
LPI
Lamp (shipped in carton with fixture)
DSS
IS
Integral slipfitter
DWH
FS
Full shield
CSA
WG
Wireguard 10
NOM
VG
Vandal guardlo
TWH
High Pressure Sodium
70,100,15OW
8' to 25' mounting
Height: 15-3/4" (40cm)
Width: 16-1/4'(42.6cm)
Depth: 8" (20.3cm)
Weight: 26 lbs. (12 kg)
Example: TWH 70S 120
Reactor high power factor ballast
Reactor normal power factor ballast
Reactance high power factor ballast
Optional architectural color — natural aluminum
Optional architectural color — black
Optional architectural color — steel blue
Optional architectural color — medium bronze
Optional architectural color — charcoalgray
Optional architectural color —t ennis green
Optional architectural color — bright red
Optional architectural color — sandstone
Optional architectural color — white
Labeled for US shipment to Canada
Labeled for shipment to Mexico
NOTES:
1
Operates 55V lamp.
6
Quartz lamp wattage not to exceed
2
Not available in Canada.
ballast wattage rating.
3
Optional multi -tap ballast (120, 208, 240,
7
Black finish only.
277V). (120, 277, 347V in Canada).
8
Not available in 480V.
4
Not available with multi -tap ballast.
9
Photocell not included.
5
Lamp not included.
10
Requiresfactory modification.
OrA LITHMMIA LAGHTWO
HI-TEK INDUSTRIAL & OUTDOOR LIGHTING
TWH S2
TWH 70,100,150S High PrOure Sodium Wall-Paks F3
Coefficie fit of Utilization
Initial Footcandles
TWH 70S Test report no. 1194121701
Coefficients of utilization
.9 1
0
0
E
16
2
3
C
2 4
0 1 2 3 4 5 6
Distance in units of mounting height
7OW, High Pressure Sodium lamp, horizontal
lamp orientation, 12' mounting height, 6,300
rated lumens. Total fixture efficiency: 60.7%
ELECTRICAL CHARACTERISTICS
TWH100S Test report no. 1194121501 TWH 150S Test report no. 1194121504
Coefficients of utilization
2
.r-
0
0
r
0
E
'8
Ig 2
.E
3
C
R 4
5 L ' "��7 "L
0 1 2 3 4 5 6
Distance in units of mounting height
100W, High Pressure Sodium lamp, horizontal
lamp orientation, 12' mounting height, 9,500
rated lumens. Total fixture efficiency: 60.7%
Line current
Primary
Primary
(amps)
dropout
Input Power Regulation
Wattage/ballast voltage
start/operating
voltage
watts factor (%) Line V = Lamp lumens
120
.75/.81
96
208
.47/.47
166
70 HX-HPF 240
.40/.40
192
88 90+ ±5% = ±12%
277
.35/.35
222
480
.21/.21
384
Coefficients of utilization
2 1 1 1 1
m,wiNtIEMMM
iffiffl, W.- 0 1
0
M- k, 110
Owl
N I
E
IN
0
Sm"
N
ail
00
0
12 2
-E
C
N
MEMO
R 4
MPROWN41101
.T
a
0 1 2 3 4 5 f
Distance in units of mounting height
150W, high pressure sodium lamp, horizontal
lamp orientation, 12' mounting height, 16,000
rated lumens. Total fixture efficiency: 60.5%
Mounting Height Correction Factor
(Multiply the fc level by the correction factor)
1 Oft. = 1.44
15 ft. = .64
20 ft. = .36
25 ft. = .23
120
1.30/1.15
96
208
.76/.67
166
100 HX-HPF 240
.66/.58
192
130 90+ ±5% = ±12%
277
.60/.50
222
480
.33/.29
384
120
2.00/1.65
96
208
1.15/.95
166
150 HX-HPF 240
1.00/.83
192
188 90+ ±5% = ±12%
277
.85/32
222
480
.50/.42
384
Tested to current IES and NEMA standards under stabilized laboratory conditions. Various operating factors can
cause differences between laboratory data and actual field measurements. Dimensions and specifications on
this catalog sheet are based on the most current available data and are subject to change without notice.
kfA LMMMVIA LAG"MMG
TWH S2
HI-TEK INDUSTRIAL & OUTDOOR LIGHTING
01989 Lithonia Lighting, Rev. 3/96
1615 EAST ELMORE ST., CRAWFORDSVILLE, INDIANA 47933, TELEPHONE 317 362-1837, FAX 317 361-9558
TWH-S2.pm5
IN CANADA: 1100 50TH AVE., LACHINE, QUEBEC HBT 2V3, A UNIT OF N.S.I. HOLDINGS, INC.
TIVI
Euroluxe
Style and energy -efficiency are combined in the Euroluxe
compact luminaire. It's available in both round and oval
shapes. Numerous colors and accessories including hoods.
guards and shields are available for both interior and
exterior applications.
Housing
Rugged one-piece die cast aluminum housing finished with
Hubbell's Lektrocote@ polyester paint providing weather
resistance.
Lens
Molded ribbed borosilicate class with full gasketing
Xi
Ballast
Euroluxe HPS and fluorescent ballasts provide cold start.
HPS ballasts are Class H 120V HPF reactor which starts au -I)
down to -40T. Fluorescent ballast is 28W 120V HPF
reactor with starting temperature of -20T. All units are 60
Hz. All units are UL listed and CSA certified for outdoor
locations. IP suitability - IP 55.
ORDERING INFORMATION
Catalog Number' Shape Finish Wattage lbs Weight kg
INCANDESCENT 2
BRI-01 Round Bronze 100 max. 4.0 1.8 C I A I
BRI-04 Round White 100 max. 4.0 1.8
BOI-01 Oval Bronze 100 max. 3.5 1.6
BOI-04 Oval White 100 max. 3.5 1.6 Round
HIGH PRESSURE SODIUM (LAMP INCLUDED)3
BRS-01 Round Bronze 50 7.5 3.4- 10-1/8" 9-1/2", 5-1/2"
BRS-04 Round White 50 7.5 3.4 253 mm 1237 mm 1138 mm
BOS-01 Oval Bronze 50 7.0 3.2
BOS-04 Oval White 50 - 7.0 3.2-
FLUORESCENT (LAMP INCLUDED)' 4 B
BRF-01 Round Bronze 28 6.0 2.7
BRF-04 Round White 28 6.0 2.7 A 11
BOF-01 Oval Bronze 28 5.5 2.5
BOF-04 Oval White 28 5.5 2.5 Oval
1 . Fluorescent CSA certified for outdoor applications only. Not available in 277V.
2. Porcelain socket.
3. Pulse rated medium base socket. 11 -1/4". 6-3/8" 1 5-1/2"
4. Two pin fluorescent Socket - PLC type. 281 mm 159 mm 1138 mm
Note: Additional finishes available with extended lead times. Substitute the final digit in the catalog
number for: 2 = black; 3 = gray; 5 - terra cotta; 6 = beige; 7 = green. (i.e., BRI-02 is black finish) -
consult factory for prices and availability.
ACCESSORIES - Must be ordered separately
R01111A
BO-GX1
iescription
Cast guard for oval fixture
lbs.
0.5
- _kg
0.2
BR-GX1
Cast guard for round fixture
0.5
0.2
BO-HX1
Cast hood for oval fixture
0.5
0.2
BO-SX1
Cast shield for oval fixture
0.75
0.3
BR-SX1
Cast shield for round fixture
0.75
0.3
BO-G8 2
Gold plated guard for oval fixture
0.5
0.2
BR-G8 2
Gold plated guard for round fixture
0.5
0.2
1. Finish must be specified. Bronze and white are stock. Substitute X in above catalog number for
1 - bronze; 2 = black; 3 - gray; 4 = white; 5 = terra cotta; 6 = beige; 7 - green.
2. Gold plated guards recommended for indoor use only.
2
0
Hubbell Lighting, Inc.
446
F1
Style and energy -efficiency are combined in the
Euroluxe compact luminaire. It's available in both
round and oval shapes. Numerous colors and
accessories including hoods, guards and shields are
available for both interior and exterior applications...
Housing
Rugged one-piece diecast aluminum housing
finished with Hubbell's Lektrocotev polyester paint
providing weather resistance.
Lens
Molded ribbed borosilicate glass with full gasketing.
Ballast
Euroluxe HPS and fluorescent ballasts provide cold
start. HPS ballasts are Class H 120V HPF reactor
which starts down to -40T. Fluorescent ballast is
28W 120V HPF reactor with starting temperature of
-20T. All units are 60 Hz. All units are UL listed
and CSA certified for outdoor locations. IP
suitability — IP 55.
1�
@ OUL AR114
kilo"
Continued
FEB 1 2 11999
11 - 0"
8"
J
co
6' - 4'
6' - 0"
4' - 0"
SOUND UROLOGICAL ASSOCIATES, P.S.
71'4&
z
Side View
Scale 1/2" = 1'- 0" Scale 1/2" = 1 0"
Manufacture & install one (1) double faced monument sign.
Background to be precast concrete finished to match DryVit #03 Natural White.
1" caps to be precast concrete finished to match building accent color (verify).
Logo and letters to be flat cut out 1/8" aluminum painted dk. Bronze and
peg mounted 1/4" from background.
Base to be brick Winchester.
I
I
Tube&t
Signs &Sports Displag
2730 Occidental Ave. S.
Seattle, WA 98134
TEL 206-223-1122
USA 1-800-562-2854
FAX 206-223-1123
This original artwork is protected
under Federal copyright Laws.
Make No reproduction of this
design concept
077-99
1) E S I G N N U M B E
Larry Gonwick
i i L E S P E R S 0 N
Karen Fischer
0 R A W N B Y
C H E C K E D 8 Y
Februkry_1-1,.--1-99.9-.-.---
------------------ I -------
R E V I S 1 0 N S
[ ]Approved
Approved with changes noted
C U S T 0 M E R S I G N A T U R E
0 A T E
LA NO LO R 0 S I GNATU R E
D A T E
Sound
Urology
Associates
E d m o n d s , W A
0 0
Pre -application meetin
February 12, 1999 — 9:00 a.m.
Applicant: Carletti Architects
Site Address: 21822 and 21830-760' Avenue West
Medical Building
Attending: Representing Ci1y Sta Gordy Hyde, Rob Chave, John Westfall, Conni Curtis.
Representing Applicant: Peter Carletti, Carletti Architects; Kathryn Emory,
TCI Engineers
Rob asked Applicant to explain his project.
Applican : There are two existing residences on the site (21822 and 21830-76h Avenue West). What
we're proposing to do is remove the two residences and construct a new medical clinic (approximately
4,683 SF) for a group of urologists. Currently the property is zoned RM2.4. We have filed for a
Conditional Use Permit on the property and for SEPA. A DNS has been issued, and our hearing is
scheduled for March 4 at 9:30 a.m. I've had conversations with Karissa and Brian of the Planning
Division and with Jeannine Graf of the Building Division. We are going to file for ADB today.
The Applicant went over the plans, noting setbacks, square footage of building, indicated 23 parking stalls
— one barrier free. Applicant provided landscape plan showing trees to be removed and location and type
of trees to be added. He also provided an irrigation plan. This will be submitted with ADB. In addition
will be submitting the application for a free-standing monument sign. Sign will use ground lighting and
the base will be landscaped. Will be a one-story building with metal weathered copper roofing, brick
wainscot, approximately 3'4" high, wraps entire perimeter of building with a pre -cast concrete steel cap.
Dark bronze aluminum store -front windows, "stucco" -type natural white finish. No rooftop mounted
mechanical units — all mechanical units will be in second -floor attic space. Two pole lights, couple of
ground lights at the side, and some ball packs around the building. Building Division was unable to
attend meeting, but Applicant had spoken with Jeannine prior to today. They discussed height calcs, and
datum points are indicated on the plans.
The Applicant then addressed drainage. Most of site drains onto 76h Avenue West; parking lot will just
drain into catch basins as shown; 48" diameter underground storage, orifice release into the existing storm
drainage system in the street. Need a lateral sewer connection and will replace the driveway. Applicant
asked if City is aware of any downstream drainage issues.
Engineering (GoL4W: We have reviewed primarily traffic and stormwater design. Water quality
amendments are required for the outside parking lot areas. Our ordinance provides for bioswales, but
there are alternatives that are also approved — a wet pipe can be used, filtered systems .... for specifics on
this issue, contact Don Fiene, our Hydraulics Engineer. Provide all information required on checklist for
ADB application (site cross -sections, driveway slopes, etc.) With the number of stalls you are creating,
you are right on the cusp of requiring what we call a high -traffic load driveway, and it looks like you are
designing a standard residential driveway. A high -traffic load driveway is merely a drop curb situation
where you'd have a wheel chair ramp on each side — I have typically required a high traffic load driveway
anytime you're providing more than 20 parking stalls. Because you're right on the cusp and are this far
along in the design, we may not require it — I will let you know. Driveway dimension is 24' minimum —
it looks like you have all your dimensions on these plans as to traffic stalls, etc. We do have a need for a
traffic report for SEPA. The Traffic Engineer has asked for the following information: trip generation,
traffic distribution, level of service analysis of the following intersections:
VhAvenue West/2206' Street SW 76hAvenue West/Highway 99
76'hAvenue West/216h Street SW 220'h Street SW/840'Avenue West
76thAvenue West/212th Street SW 220'h Street SW/Highway 99
Page I
Pre -Application Meeting
February 12, 1999
Carletti Architects/Medical Building
Applicant indicated the traffic report had been completed and submitted with SEPA and that they have
been provided with projected amount of impact fee.
Per Applicant, Jeannine had called him two days ago indicating that she would not be in attendance today,
so he sent her a memo confirming their conversation. She didn't have any issues, and he had no more
questions regarding building issues. John asked if Jeannine agreed with the B-Occupancy.
Applicant: The Applicant stated he could meet UBC 304.1 #8 and allowable area per table 5B. We
talked about the fact that we're okay in allowable area. For 5-N, when you're less than 20 feet, bearing
walls have to be one -hour, so we have the two indicated on our plans. We talked about the fact that
parapets wouldn't be required since we're greater than 10 feet, you can have unprotected openings;
therefore no parapets required. We talked about the overhangs and the fact that in the code overhead
projections all the way up to 30", so since you could have unprotected openings, those don't need
protecting. Note: This is subject to UBC 503.2. 1, the 30 " overhang is an ECDC code, not UBC.
Fire/Building (,Lohn) John indicated a fire alarm requirement for corridors and office uses required by
building code in lieu of one -hour corridor construction — is that a trade-off there? Applicant indicated no
— we don't need it because in the new UBC, all the rooms only require one exit, so every exit exits out
into this hallway — under the new LTBC, a hallway is considered an intervening room. Lobbies aren't
considered as intervening rooms, so since the doors are all going through intervening room, you have no
rated corridors. Per Applicant, Jeannine agreed with the conceptual design, but means of egress will be
checked during permit review. John asked then if no second exit required. Applicant pointed out two
exits. Per Applicant, Jeannine indicated that the distance appeared to be adequate, but the architect
should check the half -diagonal rule for spacing of exits. John asked if Jeannine had discussed med. gas
with him. Applicant said yes, she needs to know quantity of gasses that are there. John asked if
Applicant had certified installer — to provide Building Division with that information. Applicant
indicated a requirement from Medicare regarding one -hour separation walls in various other rooms. Per
John, one hydrant will be required spaced at 300'. Applicant indicated they will place the hydrant on the
side of the street where the water main is. Fire extinguishers are indicated throughout. Per Applicant,
there will be an emergency generator backup because of a Medicare requirement.
Applicant indicated that in talking with Jeannine, the issue was brought up regarding the two separate
properties and property lines — do we need to do a lot line adjustment, a lot aggregation? Rob said that a
lot line adjustment will be required.
Applicant asked what happens about these trees? Do we have an ordinance for removing these trees or do
we evaluate that with the landscaping plan? Per Rob, it's evaluated with the landscaping plan for ADB.
CAMy Documents\Engsec\DEVELOP\Pre-AppMtgs\PmApp2.12.99. Ldoc Page 2
AleL,6777
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— ------------- — ----------------------
----------
-------------
—V
0
MEMORANDUM
Date: February 4, 1999
To: Gordy Hyde, Development Services Engineer
From: Jamal Mahmoud, Traffic Engineer
Subject: Pre -application meeting at 21822 76th Ave. W. (ADB - ) (Plan Check - ) for
Medical Builqj�g.
The following traffic issues should be addressed:
1 Plan titled " Traffic Plan. In the traffic plan, please show parking
configuration, isle width, Driveway slope, width, and cross-section, and
frontage improvement.
2 Please prepare traffic report for the proposed project. Please include trip
generation, traffic distribution, Level Of Service (LOS) analysis at the following
intersections
Thank you.
1. 76' Ave W and 220' St. SW
2. 76' Ave W and 216' St. SW
3. 76thAve W and 212' St. SW
4. 76' Ave W and SR-99
5. 220' Ave SW and 84' St W
6. 220' Ave SW and SR-99
City of Edmonds
Community Services Department
Engineering Division
0
PREGAPPLICATION MEETING
Notification & Plans
To:
Building El Engineering [:] Fire F-1 Planning 0 Public Works E]
From:
Jana r-1 / Linda
Date:
February 2, 1999
Meeting Date:
FEBRUARY 12,1999
MeetingTime:
Applicant:
CARLETTI ARCHITECTS — MEDICAL BLDG
Pre-App.
PA 99-0001
I have e-mailed each of you and scheduled this on your calendar. Attached please find the plans for this
meeting.
i ��t ��_,c E � V 2 rDj
FEB 3 - 1999
cc: Ray Miller
Conni Curtis
c:preap.preapmtgpacketmemo.doc
0
MEMORANDUM
Date: February 16, 1999
To: Don Fiene, Hydraulics Engineer
Jarnal Mahmoud, Traffic Engineer
From: Gordy Hyde, Development Services Engineex?WJ
Subject: ADB Application for Carletti Architects at 21822 — 76hAve. W.
(ADB-99-28)
Engineering received attached proposal for a new medical office building. Please review
and return your comments for this Architectural Design Board submittal so I may incorporate
your comments into a memo to the Planning Division by February 25, 1999.
Thank you for a rapid response.
(0-/9
City of Edmonds
Development Services Department
OV E . L)
COPY
CITY OF EDMONDS. RECEIVE'
St. J%9Z 1215TH AVENUE NORTH, EDMONDS, WA 98020 (425)771-0220
FEB CO3 1999
RCW 197-11-970 Determination of Nonsignificance (DNS)
[-"AV
MITIGATED DETERMINATION OF NONSIGNIFICANCE
Description of proposal: A Conditional Use Permit application to allow a medical / proffessional office on
property zoned for Medium Density Multiple Family (RM 2.4). The project includes demolition of 2 single family
homes and the construction of an approximately 5,000 square foot office building with 20-25 parking spaces
Z�
Proponent: Peter Carletti, Carletti Architects representing Sound Urological Associates
C,
Location of proposal, including street address if any: 21822 & 21830 76" Avenue West, Edmonds
Lead agency: CITY OF EDMONDS
The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the
environment. An environmental impact statement is not required under RCW 43.2
1.030(2)(c). This decision was
made after review of a completed environmental checklist and other information on file with the lead ag ncy. This
information is available to the public on request. L-e
There is no comment period for this DNS.
XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14 days from
the date below. ConuneAts must be submitted by: Fifbk L-1.a 14r! / C1 'I cl
Responsible Official: Jeffrey S. Wilson
ol�ZSC
Position/Title: Planning Supervisor, Department of Development Services - Planning Div'isi FIVSD
Phone: (425) 771-0220
Addre . ss: City of Edmonds, 121 5th Avenue North, Edmonds, WA 98020 DEVELOpMF,14T SERVICES
CITY OF EMAOtos
Date: -a IaAr Signal
:ur
I I
XX You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue North,
Edmonds, WA 98020, no later than 1110 Y(- 2- C
h - , 1999, by filing a written appeal citing the
reasons.
You should be prepared to make specific factual objections. Contact Jeffrey S. Wilson to read or ask about the
procedures for SEPA appeals.
XX Posted on ��e b rL4r, 1999, at the Edmonds Public Library, Edmonds Community Services
Building, and the Edmonds Post Office.
XX Distribute to "Checked" Agencies on the reverse side of this form, a on with a copy of the Ch c i
Z� I g e kl 'St.
Mailed to the following along with the Environmental Checklist:
Z�
CU-98-208ADN&DOC Page I of 2
2/l/99.SEPA
SEPA APPLICATION Page I
PROJECT: Sound Urological Associates 12/29/98
APPLICANT: c/o Carl ettl—Architects
Fee Paid:
Receipt No.
A.BACKGROUND
I - Name of proposed project, if applicable: RECEIVED
Sound Urological Associates Medical Clinic DEC 3 0 1998
2. Name of applicant kl-HIMIT CoUpqEp
Dr. Tim Roddy, c/o Peter Carletti, Carletti Architects, P.S.
Sound Urological Associates
21600 Highway 99, Suite 200
Edmonds, WA 98026
3. Address and phone number of applicant and contact person:
c/o Peter Carletti
Carletti Architects, P.S.
2204 Riverside Drive, Suite 270
Mount Vernon,:WA 98273
Contact:
Peter Carletti, (360) 424-0394
4. Date checklist prepared:
Wednesday, December 30, 1998
5. Agency requesting checklist:
City of Edmonds, Washington
6. Proposed project timing or schedule (including phasing, if applicable):
We will apply for building permit on approximately April 1, 1999. We will begin construction on
approximately June 1, 1999 with anticipated completion by December 15, 1999.
7. Do you have any plans for future additions, expansion, or further activity related to or connected with
this proposal? If yes, explain.
No.
8. List any environmental information you know about that has been prepared, or WHI be prepared, directly
related to this proposal.
Level One environmental audit and good faith asbestos survey are both being prepared at this time
9. Do you know of pending applications for governmental approvals of other proposals directly affecting
the property covered by your proposal? If yes, explain.
Yes, we will be filing for a conditional use permit.
SEPA APPLICATION
PROJECT: Sound Urological Associates
APPLICANT: clo Carletti—Architects'
2. Air
Page 3
12129/98
e. Describe the purposes, type, and approximate quantities of any filling or grading proposed.
Indicate source of MI.
Based upon an average stripping depth of 12" and a gravel foundation depth of 12", approximately
450 cubic yards of excavation and 550 cubic yards of fill are anticipated below the building and the
parking lot site improvements. Source of import for fill will be provided from an off -site source that is
unknown at this time.
L Could erosion occur as a result of clearing, construction, or use? If so, generally describe.
As with all construction, some erosion could occur. But due to the relatively flat site, it is not likely
that a large amount of erosion will occur. Erosion and sedimentation control devices will be installed
during construction to prevent debris and materials from entering the storm system.
g. About what percent of the site will be covered with- impervious surfaces after project
construction (for example, asphalt or buildings)?
The existing site area totals 19,050 square feet
The proposed impervious surfaces for the building is: 5,220 square feet
The total impervious for the parking lot is: 6,840 square feet
Ile total impervious for sidewalks and dumpster is: 1,041 square feet
The total site covered by impervious surfaces will be: 13,101 square feet, 69%
The landscape area remaining is: 5,869 square feet
Total landscape percentage of site is: 31%
h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any:
All runoff from construction activities will be controlled, per the requirements of the Temporary
Erosion and Sedimentation Control Plan. 1A fence will be installed around the perimeter of the site at
locations necessary to prevent silt ladden storm runoff from exiting to subject property. All erorsion
control measures will conform to the City of Edmonds standards.
a. What types of emissions to the air would result from the proposal (i.e., dust, automotive, odors,
industrial wood smoke) during construction, and when the project is completed? If any,
generally describe and give approximate quantities if known.
Excavation equipment during site work. Normal emissions associated with construction and project
completion.
b. Are there any off -site sources of emissions or odor which may affect your proposal? If so,
generally describe.
None known.
c. What are the proposed measures to reduce or control emissions or other impacts, if any:
During construction, construction vehicles will be maintained so that they are operating efficiently.
SEPA APPLICATION Page 5
PROJECT: Sound Urological Associates 12/29/98
APPLICANT: c/o Carl etti—Architects
c. Water Runoff (including storm wate ):
1) Describe the source of runoff and storm water method of collection and disposal, if any (include
quantities, if known). Where will this water flow? Will this water flow into other waters? If so,
please describe
Storm water run-off from the proposed building roof and proposed asphalt and sidewalk improvement
areas will be collected by a series of on -site catch basins, which will then be piped and discharged to the
City of Edmonds storm systern. Water quality measures will meet the requirements of the Puget Sound
Water Quality Design Manual.
2) Could waste materials enter ground or surface waters? If so, generally describe.
No.
d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any:
If the proposed impervious surface increases exceed the threshold per the City of Edmonds requirements,
on -site detention will be instituted through a series of underground, oversized pipes.
4. Vegetation
a. Check or Indicate types of vegetation found on the site:
deciduous tree: alder, maple, aspen, other
__,X—evergreen tree: Er, cedar, pine, others
__x_shrubs
__x_grass 1
pasture
crop or grai
wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other
water plants: water lily, eelgrass, milfbil, other
other types of vegetation
b. What kind and amount of vegetation will be removed or altered?
Most of the existing trees and vegetation on -site will be removed in order to accommodate the
proposed building footprint and parking lot improvements.
C. List threatened or endangered species known to be on or near the site.
None.
d. List proposed landscaping, use of native plants, or other measures to preserve or
enhance vegetation on the site, If any:
Landscaping for the new building will be in conformance with the City of Edmonds Landscaping
Ordinance and Zoning Codes. In addition, we are providing a planting plan to off -set the removal
of existing trees.
SEPA APPLICATION
PROJECT: Sound Urological Associates Page 7
APPLICANT: c/o Carl etti—Arch itects 12/29/98
8. Land and Shoreline Use
a. What is the current use of the site and adjacent properties?
Site is currently occupied by two single family residence of approximately 2,000 square feet, each.
Boda residences are one-story wood frame structures. We are proposing to demolish and remove the
existing residences on -site and replace them with a new medical clinic of approximately 5,300 square
feet. The site is located on two adjacent lots thaffront directly on to 76' Avenue West in the City of
Edmonds. Immediately adjacent to the north are existing cosmetic surgery clinics and doctors' offices.
To the cast of our proposed site are existing medical clinics and doctors' offices. West of our property
are existing single family residences. Directly south of our property are additional single family
residences and other minor commercial businesses.
b. Has the site been used for agriculture purposes? If so, describe
No.
c. Describe any structures on the site:
As previously mentioned, there exists two single family, one-story residences of approximately 2,000
gross square feet each.
d. Will any structures be demolished? If so, what
Yes, both existing single family residences will be demolished.
e. What is the current zoning classification of the site?
e7
R24-Multiple Residential. /4/y 4, �
L What is the current comprehensive plan designation of the site?
Medical Highway 99 Activity Center.
g. If applicable, what is the current shoreline master program environment designation of the site?
Not applicable.
h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify.
No.
i. What are proposed measures to ensure the proposal is compatible with existing and projected
land uses and plans, if any:
Proposal is compatible with current comp plan designation. It matches other medical office activity
uses located within this area.
I
j. Approximately how many people would reside or work in the completed project?
Approximately seven to eight people will work in the proposed clinic.
k. Approximately how many people would the completed project displace?
Two residents will be removed from each existing family residence.
1. What are proposed measures to avoid or reduce displacement or other impacts, if any:
None,
SEPA APPLICATION
PROJECT: Sound Urological Associates Page 9
APPLICANT: c/o Carletti—Architects
c. What are the proposed measures to reduce or control aesthetic impacts, if any?
Provide attractive color scheme and material uses, which will coordinate with surrounding c ercial
omm
properties.
/&V�A
12. Light and Glare
a. What type of light or glare will the proposal produce? What time of day would it mainly occur?
'ne project will produce minimal glare from exterior wall pack lighting. Any glare produced will be
minimal, due to the fact that the devices can be fitted with cut-off throw devices to prevent glare from
spreading to surrounding properties.
b. Could light or glare from the finished project be a safety hazard or interfere with views?
No.
c. What existing off -site sources of light or glare may affect your proposal?
None.
d. What are the proposed measures to reduce or control light and glare impacts, if any:
Any parking lot light fixtures for exterior building lighting wall packs will be equipped with cut-off
throw devices and the distribution will not be allowed to produce glare to surrounding properties.
13. Recreation
a. What designated and informal recreational opportunities are in the immediate vicinity?
Various City parks.
b. Would the proposed project displace ady existing recreational uses? If so, describe.
No.
c. What are the proposed measures to reduce or control impacts on recreation, including
recreation opportunities to be provided by the project or applicant, if any:
None.
14. Historic and Cultural Preservation
a. Are there any places or objects listed on, or proposed for, national, state, or local preservation
registers known to be on or next to the site? If so, generally describe.
None known.
b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural
importance known to be on the site.
None observed or known.
c. What are the proposed measures to reduce or control Impacts, If any:
None proposed.
SEPA APPLICATION Page 11
PROJECT: Sound Urological Associates 12/29/98
APPLICANT: c/o Carletti—Architects
17. Utilities
a. Indicate utilities currently available at the site: electriciV. natural gas. water. refuse service,
telephone, sanitary sewer, septic system, other:
b. Describe the utilities which are proposed for the project, the utility providing the service, and the
general construction activities on the site or in the immediate vicinity which might be needed.
Power is to be provided by Snohon-dsh County P.U.D. Gas is to be provided by Puget Sound Energy,
Telephone services are to be provided by GTE. Water is to be provided by the City of Edmonds.
Sewer is to be provided by the City of Edmonds. Cable service is to be provided by Chambers.
The above answers are true to the best of my knowledge. I understand that the lead agency is relying on
the to ake if-q tip.rkinnq-
Signature:
Date Subn
Vicinity Map
SOUND UROLOGiCAL ASSOCIATES
21822 & 21830 76TH AVENUE WEST
6DP - CONDITIONAL USE PERMIT
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
Prepared for
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
2204 Riverside Drive, Suite 270
Mount Vernon, WA 98273
Prepared by
TRANSPORTATION PLANNING & ENGINEERING, INC.
2101-112thAve.N.E., Suite110
Bellevue, Washington 98004
Telephone - (425) 455-5320
FAX - (425) 453-7180
January 14, 1999
JA C-,^N
S C)
OV
PORES 4131 (9 C) I
TRANSPORTATION PLANNING & ENGINEERING, INC.
2101 - 112th AVENUE N.E., SUITE 110 — BELLEVUE, WASHINGTON 98004
VICTOR H. BISHOP P E Presicient TELEPHONE (425) 455-5320
OAVIO H. ENGER. P.E. vice Pres,ceni
FACSIMILE (425) 453-7 180
January 14, 1999
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
2204 Riverside Dr., Suite 270
Mount Vernon, WA. 98273
Re: Sound Urological Medical Clinic - Edmonds
Traffic Impact Analysis
Dear Gentlemen:
We are pleased to submit this traffic impact analysis for the proposed Sound
Urological Medical Clinic project. The project consists of a 5,000 sq. ft. medical office
building and is located at 21822 & 21830 76 th Ave. W. in the City of Edmonds. The project
will replace two existing single family dwelling unit structures.
We have visited the project site and surrounding street network. The work included
in this report is based on our telephone conversation with Mr. Jamal Mahmoud of the City of
Edmonds. The City requested the following intersections be evaluated in this report.
7 Ih Ih S t'
6 Ave. W./212 , S.W.
76 Ih Ave. W./220" St. S.W.
Site access intersection
The summary., conclusions and recommendations begin on page 6 of this report.
PROJECT DESCRIPTION
Figure 1 is a vicinity map showing the location of the proposed site* and the
surrounding street network.
Figure 2 shows a preliminary site plan prepared by Carletti Architects P.S. The plan
consists of a 5,000 square foot medical office building and 25 parking stalls including one
handicap stall. Accegs to the project is proposed via a driveway on 76 th Ave. West.
Full development of the 5,000 sq. ft. Sound Urological Medical Clinic building project
is expected to occur in 1999; however, to ensure a conservative analysis we have used
2002 as the horizon year for the purposes of this study.
C:1-P"0j8ct3IE PROJECTSIE0316981E0316986a.doc
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 4
FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT
Figure 5 shows projected 2002 PM peak hour traffic volumes without the project.
These volumes include the existing traffic volume counts plus background growth. In
accordance with the City's request we have applied a 2% per year growth factor for our
analysis in this report. Based on previous traffic reports done in the area the actual growth
rate is less than the 2% rate identified by the City. Therefore, the 2% rate should provide a
conservative analysis.
PROPOSED STREET IMPROVEMENT PROJECTS
The City of Edmonds Six Year Transportation Improvement program (1996-2003)
identifies the following project in the vicinity of the proposed Sound Urological Medical Clinic
development. The project is the SR 99 - 244th St. S.W. to 210th St. S.W. highway
improvement project. Included in this project are curb gutter and sidewalks, overlay,
widening to seven lanes and signalization of the SR 99/216th St. S.W. intersection. It is our
understanding that the City of Edmonds will be contributing over $1,000,00 towards the cost
to construct this project.
We understand that the SR 99 project will be constructed in three phases. Phase 1,
King/Snohomish County line to 208th St. S.W., will be bid in early 1998. Construction is
anticipated by spring with a duration of around one year.
I
TRIP GENERATION AND DIS TRIB UTION
Trip Generation
A vehicle trip is defined as a single or one direction vehicle movement with either the
origin or destination (exiting or entering) inside the study site.
Table 2 shows the vehicular trips during an average weekday and during the AM and
PM street traffic peak hours for the proposed 5,000 sq. ft. Sound Urological Medical Clinic
project. The trip generation is calculated using the average trip rates in the Institute of
Transportation Engineers (ITE) Trip Generation, Sixth Edition, 1997 for Medical/Dental
Office Building (ITE Land Use Code 720). These trip generation values account for all site
trips made by all vehicles for all purposes, including commuter, visitor, recreation, and
service and delivery vehicle trips.
The trip generation for the existing single family detached homes'is calculated using
the average trip rates in the Trip Generation for Sinale-Family Detached Housing (ITE Land
Use Code 210). These trip generation values are �Iso shown on Table 2.
C-1-ftiec(slE PROJECTSIE0318981E031698tia.doc
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 7
2. No changes to the existing curb, gutter and sidewalk abutting the subject site
appear to be necessary except with respect to driveway curb cuts.
3. The City will likely request participation in their informal traffic fee program. The
calculated amount is $3,808.
In addition to the above development mitigation we would recommend that the City
of Edmonds evaluate the opportunity to rechannelize, from four to three lanes, 76 1h Ave. W.
between 220th St. S.W. and to the north of 212 1h S t. Southwest.
No other traffic mitigation measures should be necessary. If you. have any questions
please call me or e-mail me at mjacobs@tranplaneng.com.
MJJ:sv
A
Very truly yours,
TRANSPORTATION PLANNING
& ENGINEERING, INC.
Mark J. Jacob P.E.
Associate
C:1-projec'SlE PROJECTSIE03169ME0316981ja.doc
0 0
Date: January 28, 199XI
To: Gordy Hyde, Development Services Engineer
From: Jarnal Mahmoud, Traffic Engineer \ AA
Subject: Building Permit Application for Sound Urological Medical Clinic at
21822/21830 — 76"' Ave W (ADB - ) (Plan Check — )
The following comments need to be addressed by the developer.
1 Proposed traffic mitigation is $3,808.
2 For commercial, business, the width of the sidewalk should be at least 7' with
curb and gutter. Code 18.90.030
Thanks.
City of Edmonds
Community Services Department
Engineering Division
E
0 "d-W-a -1-"
V UI IOL ?-A 9 1) J U
Date: February 16, 1999
To: Don Fiene, Hydraulics Engineer
Jamal Mahmoud, Traffic Engineer
From: Gordy Hyde, Development Services Engineel?o
Subject: ADB Application for Carletti Architects at 21822 — 76 Ih Ave. W.
(ADB-99-28)
Engineering received attached proposal for a new medical office building. Please review
and return your comments for this Architectural Design Board submittal so I may incorporate
your comments into a memo to the Planning Division by February 25, 1999.
Thank you for a rapid response.
City of Edmonds
70
Development Services Department
RECEIVED
JAN 2 1 1999
ENGINEERING
- SOUND UROLOGICAL MEDICAL CLINIC Pr-0PDSeJ
TRAFFIC IMPACT ANALYSIS 4-; cuf
1 237
Prepared for
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
2204 Riverside Drive, Suite 270
Mount Vernon, WA 98273
r EIVED
R FLi d C
J AN 2 0 1999
AN 2 0 1999
2101 - 112th Avenue N.E., Suite 110
Bellevue, Washington 98004
(425) 455-5320
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
Prepared for
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
2204 Riverside Drive, Suite 270
Mount Vernon, WA 98273
Prepared by
TRANSPORTATION PLANNING & ENGINEERING, INC.
2101 - 112th Ave. N.E., Suite 110
Bellevue, Washington 98004
Telephone - (425) 455-5320
FAX - (425) 453-7180
January 14,1999
JA C,;04,
6�V:IAS��,C'
WASijIl,
[EXPIRES 413/ 0 0
TRANSPORTATION PLANNING & ENGINEERING, INC.
2101 - 1121h AVENUE N.E.. SUITE 110 — BELLEVUE, WASHINGTON 98004
CTOR H BISHOP P E Pfesident TELEPHONE (425) 455-5320
DAVVIID H. ENGER. P E. vice P(esident FACSIMILE (425) 453-7180
IJanuary 14, 1999
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
2204 Riverside Dr., Suite 270
Mount Vernon, WA. 98273
Re: Sound Urological Medical Clinic - Edmonds
1 Traffic Impact Analysis
Dear Gentlemen: .
We are pleased to submit this traffic impact analysis for the proposed Sound
Urological Medical Clinic project. The project consists of a 5,000 sq. ft. medical office
building and is located at 21822 & 21830 76 Ih Ave. W. in the City of Edmonds. The project
will r2pLace two existing single family dwelling unit structures.
We have visited the project site and surrounding street network. The work included
in this report is based on our telephone conversation with Mr. Jamal Mahmoud of the City of
Edmonds. The City requested the following intersections be evaluated in this report.
76 Ih Ave. W./212 Ih St. S.W.
76 Ih Ave. W./2201h St. S.W.
Site access intersection
The summary, conclusions and recommendations egin on page 6 of this report.
PROJECT DESCRIPTION
Figure 1 is a vicinity map showing the location of the proposed site and the
surrounding street network.
Figure 2 shows a preliminary site plan prepared by C I tt* Architects P.S. The plan
'e
consists of a 5,000 square foot medical office building ar. n5)arking stalls including one
handicap stall. Acce�s to the project is proposed via a driveway on 76 Ih Ave. West.
Full development of the 5,000 sq. ft. Sound Urological Medical Clinic building project
is expected to occur in 1999; however, to ensure a conservative analysis we have used
2002 as the horizon year for the purposes of this study.
I
ICl-ProjeclskE PROJECTSIE03169810316986a.doc
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SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 2
EXISTING PHYSICAL CONDITIONS
The project site is presently developed with two single family dwelling unit. These
structures will be removed from the site to make way for the subject proposal. Adjacent to
the subject site are a number of other existing commercial facilities. These facilities share
the same access driveways onto the street system.
Curb, gutter and sidewalk exists along the subject sites frontage to 76 th Ave. West.
11 r
Street Facilities
Figure 3 shows existing traffic control, number of roadway lanes, number of
approach lanes at intersections, and other pertinent information. The primary streets and
the City's classifications within the study area are as follows:
SR 99
Principal Arterial
2201h St. S.W.
Minor Arterial
212" St. S.W.
east of SR 99
Minor Arterial
west of SR 99
Collector
76 1h Ave. W.
north of 212 1h
Minor Arterial
south of 212 1h
Collector V/1
72 nd . Ave. W.
Unclassified
73 d p 1. W.
Unclassified
215 1h St. S.W.
Unclassified
216t' St. S.W.
Unclassified
218t' St. S.W.
Unclassified
21 9th St. S.W.
Unclassified
EXISTING TRAFFIC CONDITIONS
Traffic Volumes
Figure 4 shows existing PM peak hour traffic volumes at the pertinent intersections
affected by site generaited traffic. The pertinent intersections identified for analysis were the
following:
76 th Ave. W./212 1h St. S.W.
76 1h Ave. W./220t" St. S.W.
In addition to the PM peak hour traffic volume counts average daily traffic (ADT)
7,17-
Ea5k
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CA-ProjedslE PROJECTSIE0316981031698tia.doc
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SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 3
volumes are also shown on Figure 4. These ADT volumes were derived based on the PM
peak hour traffic volumes and a "k" factor of 10, i.e., approximately 10% of the daily traffic
occurs during the PM peak period.
Level of Service Anglysis
Level of service (LOS) is a qualitative measure describing operational conditions
within a traffic flow, and the perception of these conditions by drivers or passengers. These
conditions include factors such as speed, delay, travel time, freedom to r�a'neuver, traffic
interruptions, comfort, convenience, �i—nd safe7—y L-e-ve-I—sof serv'iceare given letter
des-ig'6'ations, fro—mA to F-,w-i—thLOS A re pres enting the best operating conditions (free flow,
little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and B are
high, LOS C and D are moderate, and LOS E and F are low.
Table 1 shows calculated levels of service (LOS) for existing conditions at the
pertinent street intersections. The LOS were calculated using the procedures in the
Transportation Research Board Highway Capacity Manual - Special Report 209 3rd Edition
updated 1994. The LOS shown indicate overall intersection operation. At intersections,
LOS is determined by the calculated average delay per vehicle. The LOS and
corresponding average delay in seconds are as follows:
TYPE OF
A
B
C
D
E
F
INTERSECTION
Signalized
<5.0
>5.0 and
>1 5.0 and
>25.0 and
>40.0 and
>60.0
<15.0
<25.0
<40.0
<60.0
Stop Sign Control
<5.0
>5 and
>10 and
>20 and
>30 and
>45
1
1 :S1 0
:� 20
< 30
:S 45
The intersection LOS is an average for every vehicle entering the intersection. On
occasion specific movements, such as stop sign controlled left turn movements, experience
significantly worse LOS than other movements at the intersection. When this is the case
other factors such as safety can be considered when determining whether improvements
are warranted.
IAccident H[a "or -
City of Edmonds staff were not aware of any accident problem locations in the
vicinity of the proposed project. Further, during our field review there were no apparent
problems at the analysis intersections
ICA-ProjecfskE PROJECTSIE0316WE0316981ia.doc
SOUND UROLOGICAL ASSOCIATES
c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 4
FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT
Figure 5 shows projected 2002 PM peak hour traffic volumes without the project.
These volumes include the existing traffic volume counts plus background growth. In
accordance with the City's request we have applied a 2% per year growth factor for our
analysis in this report. Based on previous traffic reports done in the area the actual growth
rate is less than the 2% rate identified by the City. Therefore, the 2% rate should provide a
conservative analysis.
PROPOSED STREET IMPROVEMENT PROJECTS
The City of Edmonds Six Year Transportation Improvement program (1996-2003)
identifies the following project in the vicinity of the proposed Sound Urological Medical Clinic
development. The project is the SR 99 - 244th St. S.W. to 21 Oth St. S.W. highway
improvement project. Included in this project are cu��t r and sidewalks, overlay,
widening to seven lanes and signalization of the SR122116th
JSt. S.W. intersection. It is our
understanding that the City of Edmonds will be contributing over $1,000,00 towards the cost
to construct this project. lejE!!!�
We understand that the SR 99 project will be constructed in three phases. Phase 1,
King/Snohomish County line to 208th St. S.W., will be bid in early 1998. Construction is
anticipated by spring with a duration of around one year.
TRIP GENERATION AND DISTRIBUTION
Trip Generation
A vehicle trip is defined as a single or one direction vehicle movement with either the
origin or destination (exiting or entering) inside the study site.
Table 2 shows the vehicular trips during an average weekday and during the AM and
PM street traffic peak hours for the proposed 5,000 sq. ft. Sound Urological Medical Clinic
project. The trip generation is calculated using the average trip rates in the Institute of
Transportation Engineers (ITE) Trip Generation, Sixth Edition, 1997 for Medical/Dental
���poses, including commuter, visitor, recreation, and
Office Building ITE Land These-ffri_6n�eration values account for all site
p 9
trips made by ail Pve ic es or a DpUroMses
service and delivery vehicle trips.
The trip generation for the existing single family detached homes is calculated using
the average trip rates in the Trip Generation for Single -Family Detached Housing (ITE Land
VU-seCode 210)N These trip generation values are also shown on Table 2.
IC:I-ProjectslE PROJECTSIE031698E031698lia.doc
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c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 5 \?
The vehicular increase during the PM peak hour due to the site redevelopment is
projected to be <:Qt;rip�s, On a daily basis the increase is calculated to be 160 trips. These
0
values are shown o able 2.
Trip Distribution
Figure 6 shows the calculated site -generated traffic and assumed distribution. The
distribution is based on the characteristics of the road network, existing traffic volume -
patterns, and the location of likely trip origins and destinations (employm6ht, shopping,
social and recreational opportunities).
FUTURE TRAFFIC CONDITIONS WITH PROJECT
Traffic Volumes
Figure 7 shows the proje4d 2002 PM peak hour traffic volumes with the proposed
project. The site-generateq PM peak hour traffic volumes shown on Figure 6 were added to
the projected background traffic volumes shown on Figure 5 to obtain the Figure 7 volumes.
Level of Service Analysis
Table 1 shows calculated LOS for future with and without project conditions at the
pertinent street intersections. According to our LOS analysis the development of the Sound
Urological Medical Clinic project would not significantly affect the LOS operation of the
analysis intersection. -B.Qtraffic engineering inspection thi—p—roject driveway onto 76 in Ave.
W. would operate atlbood)legyel of service.
CITY OF EDMONDS OPPORTUNITY
The projected 2002 daily traffic volumes on 76 1h Ave. W. in the vicinity of the proposed
project site range between 13,370 and 16,660 vehicles per typical weekday. The combined
northbound and southbound PM peak hour traffic volumes on 76 th Ave. W. between the 212'h
and 2201h St. intersections is between 1,300 and 1,700 vehicles per hour. The PM peak hour
directional split is around 62/38 percent. It%
According to Table A-2 attached "Guidelines for Relating Average Weekday Daily Traffic
Volumes to Peak Hour Level of Service for Suburban Arterials of Various Roadway
c
C Configurations", a three lane street (two lanes with left turn lane) with 0.50-2'.49 signals per mile
C can accommodate around 15,500 vehicles per day (vpd) at a level of service (LOS) C condition.
'
At a LOS E, 24,800 vpd could be accommodated. The projected daily traffic volumes on 76th
Ave. W. are between 13,370 and 16,660 vehicles per day. Thus an opportunity exists to
re
ft
rechannelize the existing four lane street into three lanes. A three lane street would improve lel
tL
turning operations into and out of side streets and driveways along the corridor.
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c/o Mr. Peter Carletti
CARLETTI ARCHITECTS, P.S.
January 14, 1998
Page 6
We believe that converting 76th Ave. W. from a four lane to three lane street between
2201h St. S.W. and to the north of the 212 th St. S.W. intersection should be evaluated by City
staff. A three lane street would provide the following benefits:
Enhanced safety (reduced potential for rear end accidents due to left turning
traffic). MY'49 -e
Adequate vehicle capacity (LOS E 24,800 vpd) into the foreseeable future.
Cost effective to implement.
Allow revision to the 76 th Ave. W./212 1h St. S.W. signal operation to remove the
northbound and southbound split phase. This can be done because the left turn
pockets on 76 1h Ave. W. would be aligned. 'Y-1
For the above reasons we recommend that the City evaluate the opportunity to
rechannelize 76 th Ave. W. to three lanes.
TRAFFIC IMPACT MITIGATION REQUIREMENTS
Per our discussion with City of Edmonds staff, the City does not have a formal traffic
impact fee system in place. Other development projects have been requested to contribute
$238. per new PM peak hour trip. The Sound Urological Medical Clinic project is calculated
to generate 16 rimary new PM peak hour trips. Thus a fee of $3,808. is calculated for a
5,000 sq. ft.tuilding. If the building size changes the fee should be 7odified accordingly.
SUMMA R Y, CONCL USIONS A ND RECOMMENDA TIONS
This report used existing traffic data collected at the pertinent street intersection and
roads identified for analysis. Level of service analyses were performed for existing and
projected future traffic volumes, using the collected traffic data, for the without proj6ct
condition. The evaluation of the traffic impact of the proposed project, included adding
project generated traffic to the future traffic volume projection and calculating the'level of
service. The with project traffic operations were then compared to the without project
operations. The comparison of traffic operations with and without the project identified that
the project would not cause a significant adverse affect on the operation of any -of the study
intersections. I
Based on our analysis the 5,000 sq. ft. Sound Urological Medical. Clinic project
should be approved with the following traffic mitigation measures:
v 1. Construct site access driveway in accordance with City of Edmonds
requiremerTt-s.
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CARLETTI ARCHITECTS, P.S.
January 14, 1998 -5;Je,'c,-(4r w;,L4-4 SouLJ
Page 7 ae-4*%er6q�/ /5
/V'O 2. No changes to the existing curb, gutter and sidewalk abutting the subject site
appear to be necessary except with respect to driveway curb cuts.
3. The City will likely request participation in their informal traffic fee program. The
calculated amount is $3,808.
In addition to the above development mitigation we would recommend that the City
of Edmonds evaluate the opportunity to rechannelize, from four to three lanes, 76'h Ave. W.
between 2201h St. S.W. and to the north of 212 1h St. Southwest. . r
No other traffic mitigation measures should be necessary. If you have any questions
please call me or e-mail me atfmm_jacobs@tTa�2��
IMJJ:sv
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Very truly yours,
TRANSPORTATION PLANNING
& ENGINEERING, INC.
Mark J. Jdacob . P.E.
Associate
IC:t-ProjectskE PROJECTSIE03169BIE031698tia.doc
TABLE 1
SOUND UROLOGICAL MEDICAL CLINIC - EDMONDS
TRAFFIC IMPACT ANALYSIS
(P�M�PEAK HOUR LEVEL OF SERVICE SUMMARY
PROJECTED
PROJECTED
INTERSECTION
EXISTING
2002 WIO
2002 WITH
PROJECT
PROJEST----.,,
ra-z:-
')
76 1h Ave. W/212" St. S.W.
Overall
E (43.4)
E (54.4)
E((5/5.2)
E (49.2
L
'; 9%Aa (; 7, A
76 1h Ave. W./2201h St . S.W.
m cl 44
Overall
1
E (41.4)
1
E (54.2)
' -
E (54.
1
Number shown is the average stopped delay in seconds per vehicle for the
intersection as a whole, which determines the LOS for intersections per the 1985
Highway Capacity Manual, 3rd Edition updated 1994
LOS with revised channelization on 76 th Ave. West. With protective/permissive
left turn phasing on all appraches the LOS improves to D with an average delay
of 35.3 seconds per vehicle. joroJ
� 11
C04
CA-ProjoctsXE PROJECTME0316ME031698fia.doC
TABLE2
SOUND UROLOGICAL MEDICAL CLINIC - EDMONDS
TRAFFIC IMPACT ANALYSIS
TRIP GENERATION
TIME PERIOD
TRIP RATE
I
TRIPS ENTERING
I
TRIPS
EXITING
TOTAL
Medical/Dental Offic Building (ITE L nd Use Code 720, 5, 00 sq. ft.)
Average Weekday
T 36.13X
90(50%)
90(50%)
180
AM Peak Hour
T 2.43X
10(80%)
2(20%)
12
PM Peak Hour
T 3.66X
3(17%)
15(83%)
18
Single -Family Detac ed Dwelling Units (ITE Land Use-210 2 units)
Average Weekday
T = 9.57X
10(50%)
10(50%)
20
AM Peak Hour
T =0.75X
0(25%)
2(75%)
2
PIVI Peak Hour
T = 1.01X
1(64%)
1(36%)
2
Net New Trips - (Me ical/Dental Office Building- Single Family Detached Dwellinq Units
Average Weekday
80
80
160
AM Peak Hour
10
0
10
L�M Peak Hour
2
14
T = Trips
X = 1,000 sq. ft., dwelling units
These trip generation values account for all site trips made by all vehicles for all
purposes, including commuter, visitor, recreation, and service and delivery trips.
CA-ProjeclskE PROJECTS�E0316981031698fla.d�
0
"Reproduced with permission granted by THOMAS BROS. MAPS6. This map is copyrighted by THOMAS BROS. MAPS*. It is unlawful
to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved."
VICINITY MAP
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
FIGURE
1
m m m m m m m m m m m m m m m m m m m
Cf)
0
ED
> C-
71 X
-71 0
0 r-
C)
C/)
C-)
M
> >
0
>
> m
2--o
CA
C/')
-9
0
c
x
m
76TH AVE W
Sound Urol__oqiccl
1'=30'-O'
DUMPSTER
Asaociates
0 0
L- L- %J L- 1 14 "
0 Traffic Control S,ignal
Stop Sign
Approach Lane & Direction
XL Number of Roadway Lanes
EXISTING STREET CONDITIONS
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
I
N
not to scale
FIGURE
3
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EXISTING(PM) PEAK HOUR TRAFFIC VOLUMES
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
FIGURE
1�
99
2,0
a
r-7
265
1w
9w
Ok
94
—265
A'-'- 6 0
212th St. S.W.
220--w
t
307—
57 --*,
0 (D LO
(D rn ca
215th St. S.W.
<
-0
C
CL
216th St. S.W.
218th St. S.W.
Project Site
219th St.
S.W.
in M
0,4- N
64 to
,*-505
-1-488
Or— 51
220th St. S.W.
9 1 _J0,
t
316—o-
2 6 --k
'-d- LO 04
PO 00 to
PO
LEGEND
I
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not to scale
X— PM Peak Hour Traffic
Volume
& Direction
PROJECTED �2
PM PEAK HOUR TRAFFIC VOLUMES W/O PROJECT
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
FIGURE
5
PROJECT GENERATED TRAFFIC VOLUMES AND DISTRIBUTION
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
FIGURE
lo�
0 0
Lo Do
to to w
C14 rn 00
94 b,
jf265
60
212th St. S.W.
2 2
307
t
57
n r-
10-400
y
>
<
215th St. S.W.
216th St. S.W.
218th St. S.W.
Q
C
Project Site 219th St. S.W.
LO
OtON
64 in ,*-506
--488L,
ow- 51 220th St. S.W.
i-N 91 ) t
,n316-
2 6 4 4- LQ C14
K) 00 pq
LEGEND I
X— PM Peak Hour Traffic Volume & Direction
PROJECTED 2002. PM PEAK HOUR TRAFFIC VOLUMES OW/ PROJECT
SOUND UROLOGICAL MEDICAL CLINIC
TRAFFIC IMPACT ANALYSIS
I
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not to scale
FIGURE
7
'k
sound urological med 1 clinic
01/13/99
212th street sw/76th ave west
17:35:59
existing (su21276e)
SIGNAL904 TEAPAC[Ver 1.21] - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c)
0.88 Vehicle Delay
43.4 Level of
Servicea
-------------------------------------------------------------
Sq 76 1 Phase 1 1 Phase 2 1
Phase 3 1 Phase 4
1 Phase 5 1
-------------------------------------------------------------
*>
v
A ****I A
A v 1****
North I <* *>I
>
>
1++++
v
I v
-------------------------------------------------------------
I G/C=0.220 I G/C=0.276 I
G/C=0.043 I G/C=0.066
I G/C=0.228
I G= 26.411 G= 33.211
1 Y+R= 4.0,, Y+R= 4.01,
G= 5.111 G= 7.91-
Y+R= 4.011 Y+R= 4.01,
1 G= 27.4--
Y+R= 4.01,
1 OFF= 0.0% OFF=25.4%
-------------------------------------------------------------
OFF=56.3% OFF=63.9%
OFF=73.9%
C=120 sec G=100.0 sec =
83.3% Y=20.0 sec = 16.7% Ped= 0.0 sec
0.0%
-------------------------------------------------------------------------------
I Lane lWidth/I g/C I
Service Ratel Adj I
I HCM I L
190% blaxl
I Group I Lanesl Reqd Used I
-------------------------------------------------------------------------------
@C (vph) @E jVolumej
v/c I Delay I S
I Queue I
N Approach
-----------------
55.2 E
ILT+TH+RTI 24/2 10.318 10.228 1
-------------------------------------------------------------------------------
255 1 788 1 790 11.003 1 55.2 J*E
1 514 ftj
S Approach
39.8 D
ILT+TH+RTI 24/2 10.346 10.285 1
-------------------------------------------------------------------------------
641 1 1024 1 972 10-949 1 39.8 J*D
1 586 ftj
I
I
I
I
I
E Approach 46.7 E+
I TH+RTJ 12/1 10.321 10.236 1 152 1 408 1 377 10.913 1 46.1 I*E+l 485 ftj
I LT 1 12/1 10.212 10.051 1 1 1 72 1 63 10.700 1 50.0 J*E 1 101 ftj
-------------------------------------------------------------------------------
W Approach 31.3 D+
I RT 1 12/1 10.213 10.336 1 356 1 514 1 60 10.117 1 17.8 1 c+1 67 ftj
I TH 1 12/1 10.289 10.336 1 444 1 626 1 321 10.513 1 -21.3 1 C 1 360 ftj
I LT 1 12/1 10.262 10.150 1 1 1 249 1 230 10.865 1 .49.0 I*E+l 330 ftj
-------------------------------------------------------------------------------
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0 0
sound urological medical clinic 01/13/99
212th street sw/76th ave west 17:36:11
existing (su21276e)
SIGNAL94/TEAPAC[Ver 1.21] - Summary of Parameter Values
Intersection Parameters
METROAREA
NONCBD
LOSTTIME
3.0
LEVELOFSERVICE
C
S
NODELOCATION
0
0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
NONE
NONE
NONE
NONE
PARKVOLUMES
0
0
0
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLABELS
RT TH
LT
RT
TH
LT
RT
TH
LT
RT
TH
LT
VOLUMES
250 346
81
89
250
57
80
602
151
54
289
207
WIDTHS
0.0 24.0
0.0
0.0
12.0
12.0
0.0
24.0
0.0
12.0
12.0
12.0
LANES
0 2
0
0
1
1
0
2
0
1
1
1
UTILIZATIONS
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TRUCKPERCENTS
2.0 2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
PEAKHOURFACTORS
0.90 0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
ARRIVALTYPES
3 3
3
3
3
3
3
3
3
3
3
3
ACTUATIONS
YES YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0 4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0 5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
1900 1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
FACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
DELAYFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
NORM NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
SATURATIONFLOWS
0 3447
0
0
1748
1770
0
3598
0
1530
1863
1770
Phasing Parameters
SEQUENCES
76
ALL
PERMISSIVES
NO
NO
NO
NO
LEADLAGS
NONE
NONE
OVERLAPS
YES
YES
YES
YES
OFFSET
0.00
1
CYCLES
120
120
30
PEDTIME
0.0
0
GREENTIMES
26.42 33.15
5.13
7.93 27.38
YELLOWTIMES
4.00
4.00
4.00
4.00
4.00
CRITICALS
2
8
6
12
5
EXCESS
0
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I
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0 0
sound urological medical clinic 01/13/99
212th street sw/76th ave west 17:35:03
2002 w/o project (su21276f)
SIGNAL94/TEAPAC[Ver 1.211 - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c) 0.93 Vehicle Delay 54.4 Level of Service OE
-------------------------------------------------------------
Sq 76 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
-------------------------------------------------------------
/I\ J<* *> I
v A ****I
A v 1****
North <* > >
1++++ r I
v I v I
-------------------------------------------------------------
I G/C=0.220 I G/C=0.276 G/C=0.043 I G/C=0.066 I G/C=0.228
I G= 26.411 G= 33.211 G= 5.111 G= 7.91, G= 27.411
Y+R= 4.011 Y+R= 4.011 Y+R= 4.011 Y+R= 4.01, Y+R= 4.01,
OFF= 0.0% OFF=25.4% OFF=56.3% OFF=63.9% OFF=73.9%
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3% Y=20.0 sec = 16.7% Ped= 0.0 sec 0.0%
-------------------------------------------------------------------------------
I Lane JWidth/l g/C I Service Ratel Adj I I HCM I L 190% MaxJ
I Group I Lanesl Reqd Used I @C (vph) @E JVolumel v/c I Delay I S I Queue I
-------------------------------------------------------------------------------
N Approach
73.6
F
JLT+TH+RTJ 24/2 10.328 10.228 1
-------------------------------------------------------------------------------
255 1 788 1 838 11.063 1 73.6
J*F 1 545 ftl
S Approach
51.0
E
JLT+TH+RTJ 24/2 10.358 10.285 1
-------------------------------------------------------------------------------
641 1 1024 1 1031 11.007 1 51.0
J*E 1 622 ftl
I
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E Approach 54.9 E
I TH+RTJ 12/1 10.330 10.236 1 152 1 408 1 398 10.964 1 55.0 J*E 1 513 ftl
I LT 1 12/1 10.213 10.051 1 1 1 72 1 67 10.744 1 54.4 J*E 1 107 ftl
-------------------------------------------------------------------------------
W Approach 34.5 D
I RT 12/1 10.21� 10.336 1 356 1 514 1 63 10.123 1 17.8 1 C+J 71 ftl
I TH 12/1 10.296 10.336 1 444 1 626 1 341 10.545 1 --21.7 1 C 1 382 ftl
I LT 1 12/1 10.267 10.150 1 1 1 249 1 244 10.917 1 �56.7 J*E 1 350 ftl
-------------------------------------------------------------------------------
FJ
sound urological medical clinic 01/13/99
212th street sw/76th ave west 17:35:13
2002 w/o project (su21276f)
SIGNAL94/TEA.PAC[Ver 1.21]
- Sununary of Parameter
Values
Intersection
Parameters
METROAREA
NONCBD
LOSTTIME
3.0
LEVELOFSERVICE
C
S
NODELOCATION
0
0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
PARKVOLUMES
NONE
0
NONE
0
NONE
0
NONE
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLA]3ELS
VOLUMES
RT TH
265 367
LT
86
RT
94
TH LT
265 60
RT
85
TH
639
LT
160
RT
57
TH
307
LT
220
WIDTHS
0.0 24.0
0.0
0.0
12.0 12.0
0.0
24.0
0.0
12.0
12.0
12.0
LANES
0 2
0
0
1 1
0
2
0
1
1
1
UTILIZATIONS
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
TRUCKPERCENTS
2.0 2.0
2.0
2.0
2.0 2.0
2.0
2.0
2.0
2.0
2.0
2.0
PEAKHOURFACTORS
0.90 0.90
0.90
0.90
0.90 0.90
0.90
0.90
0.90
0.90
0.90
0.90
ARRIVALTYPES
3 3
3
3
3 3
3
3
3
3
3
3
ACTUATIONS
YES YES
YES
YES
YES YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0 4.0
4.0
4.0
4.0 4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0 5.0
5.0
5.0
5.0 5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
FACTORS
1900 1900
1.00 1.00
1900
1.00
1900
1.00
1900 1900
1.00 1.00
1900
1.00
1900
1.00
1900
1.00
1900
1.00
1900
1.00
1900
1.00
DELAYFACTORS
1.00 1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00 1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
NORM NORM
NORM
NORM
NORM NORM
NORM
NORM
NORM
NORM
NORM
NORM
SATURATIONFLOWS
0 3447
0
0
1748 1770
0
3598
0
1530
1863
1770
Phasing Parameters
SEQUENCES
76
ALL
PERMISSIVES
NO
NO
NO
NO
LEADLAGS
NONE
NONE
OVERLAPS
YES
YES
YES
YES
OFFSET
0.00
1
CYCLES
120
120
30
PEDTIME
0.0
0
GREENTIMES
26.42 33.15
5.13
7.93 27.38
YELLOWTIMES
4.00 4.00
4.00
4.00 4.00
CRITICALS
2
8
6
12
5
EXCESS
0
I
I
1 4
1 0 0
sound urological medical clinic
212th street sw/76th ave west
2002 w/ project (su21276w)
ISIGNAL94/TEAPAC[Ver 1.211 - Capacity Analysis Summary
I
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I
01/13/99
17:33:59
Intersection Averages:
Degree of Saturation (v/c) 0.94 Vehicle Delay 55.2 Level of Service0E
-------------------------------------------------------------
Sq 76 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
-------------------------------------------------------------
v A
A V
North I <* >
V V
-------------------------------------------------------------
I G/C=0.220 G/C=0.276 G/C=0.043 G/C=0.066 I G/C=0.228
I G= 26.411 G= 33.21- G= 5.111 G= 7.9-- 1 G= 27.4-1
Y+R= 4.01, Y+R= 4.01, Y+R= 4.01, Y+R= 4.011 Y+R= 4.011
OFF= 0.0% OFF=25.4% OFF=56.3% I OFF=63.9% OFF=73.9%
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3% Y=20.0 sec = 16.7% Ped= 0.0 sec 0.0%
-------------------------------------------------------------------------------
I Lane JWidth/J g/C I
Service Ratel Adj I I HCM
I L 190% Maxi
I Group I Lanesl Reqd Used I
-------------------------------------------------------------------------------
@C (vph) @E JVolumel v/c I Delay
I S I Queue I
N Approach
74.1
F
ILT+TH+RTI 24/2 10.328 JO.228 1
255 1 788 1 839 11.065 74.1
J*F 1 546 ftl
-S-Approach --------------------------------------------------
---
----------
52.9
E
JLT+TH+RTJ 24/2 10.360 10.285 1 641 1 1024 1 1039 11.015 1 52.9 J*E 1 627 ftl
-------------------------------------------------------------------------------
E Approach
55.1
E
TH+RTJ 12/1
10.330
10.236 1
152 1
408 1
398
10.964 1
55.0
J*E 1
513
ftl
LT 1 12/1
10.213
10.051 1
1 1
72 1
68
10.756 1
55.7
J*E 1
109
ftl
-------------------------------------------------------------------------------
W Approach
34.5
D
RT 1 12/1
10.214
10.336 1
356 1
514
63
10.123
17.8
1 C+J
71
ftl
TH 1 12/1
10.296
10.336 1
444 1
626 1
341
10.545 1
'72i.7
I C 1
382
ftl
LT 1 12/1
10.267
10.150 1
1 1
249 1
244
10.917 1
-56.7
J*E 1
350
ftl
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sound urological me 1 clinic 01/13/99
212th street sw/76th ave west 17:34:16
2002 w/ project (su21276w)
SIGNAL94/TEAPAC[Ver 1.211 - Summary of Parameter Values
Intersection Parameters
METROAREA
NONCBD
LOSTTIME
3.0
LEVELOFSERVICE
C
S
NODELOCATION
0
0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
NONE
NONE
NONE
NONE
PARKVOLUMES
0
0
0
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLABELS
RT TH
LT
RT
TH LT
RT
TH
LT
RT
TH
LT
VOLUMES
265 368
86
94
265 61
87
643
161
57
307
220
WIDTHS
0.0 24.0
0.0
0.0
12.0 12.0
0.0
24.0
0.0
12.0
12.0
12.0
LANES
0 2
0
0
1 1
0
2
0
1
1
1
UTILIZATIONS
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
TRUCKPERCENTS
2.0 2.0
2.0
2.0
2.0 2.0
2.0
2.0
2.0
2.0
2.0
2.0
PEAKHOURFACTORS
0.90 0.90
0.90
0.90
0.90 0.90
0.90
0.90
0.90
0.90
0.90
0.90
ARRIVALTYPES
3 3
3
3
3 3
3
3
3
3
3
3
ACTUATIONS
YES YES
YES
YES
YES YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0 4.0
4.0
4.0
4.0 4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0 5.0
5.0
5.0
5.0 5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
1900 1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
1900
FACTORS
1.00 1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
DELAYFACTORS
1.00 1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00 1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
NORM NORM
NORM
NORM
NORM NORM
NORM
NORM
NORM
NORM
NORM
NORM
SATURATIONFLOWS
0 3448
0
0
1748 1770
0
3597
0
1530
1863
1770
Phasing Parameters
SEQUENCES
76
ALL
PERMISSIVES
NO
NO
NO
NO
LEADLAGS
NONE
NONE
OVERLAPS
YES
YES
YES
YES
OFFSET
0.00
1
CYCLES
120
120
30
PEDTIME
0.0
0
GREENTIMES
26.42 33.15
5.13
7.93 27.38
YELLOWTIMES
4.00
4.00
4.00
4.00
4.00
CRITICALS
2
8
6
12
5
EXCESS
0
I
0
sound urological medical clinic 01/13/99
212th street sw/76th ave west 18:11:38
2002 wl project revised channelization (su21276i)
SIGNAL94/TEAPAC[Ver 1.211 - Capacity Analysis Sununary
Intersection Averages:
Degree of Saturation (v/c)
0.91 Vehicle Delay 49.2
Level
of Service 0E+
-------------------------------------------------------------------------
Sq 66 1 Phase I I Phase 2 1
Phase 3 1
Phase 4 1 Phase
5
1 Phase 6 1
-------------------------------------------------------------------------
*> J<*
I
v
A ****I A
A I
A v 1****
North I <+ <* + +>I
+ +>I
>
>
1 1++++ + I .... + +
+ +
-------------------------------------------------------------------------
I G/C=0.058 I G/C=0.014 I
G/C=0.395 I
G/C=0.042 I G/C=0.065
I G/C=0.226
I G= 7.011 G= 1.7-1
G= 47.41,
G= 5.111 G=
7.811
G= 27.111
Y+R= 4.011 Y+R= 4.01,
Y+R= 4.01,
Y+R= 4.011 Y+R=
4.011
Y+R= 4.011
OFF= 0.0% OFF= 9.2%
OFF=13.9%
OFF=56.7% OFF=64.2%
OFF=74.1%
-------------------------------------------------------------------------
C=120 sec G= 96.0 sec =
80.0% Y=24.0 sec = 20.0% Ped=
0.0 sec = 0.0%
-------------------------------------------------------------------------------
I Lane lWidth/I g/C I
I Group I Lanesl Reqd Used I
Service Ratel Adj I I
@C (vph) @E JVolumel v/c I
HCM
Delay
I L 190% Maxi
I S I Queue I
- ----- - ------ ---- ---- -
-- ----- --
-------- --- -
-----
- - - ----- -
N Approach
----------------
56.3
E
I TH+RTJ 12/1 10.477 10.403 1
549 1 686
1 703 11.025 1
56.1
---------
J*E 1 708 ftl
I LT 1 12/1 10.220 10.067 1
-------------------------------------------------------------------------------
1 1 98
1 96 10.814 1
58.0
J*E 1 151 ftl
S Approach
49.2
E+
I TH+RTJ 12/1 10.508 10.450 1
685 1 806
1 811 11.006 1
47.2
1 E+J 752 ftl
I LT 1 12/1 10.244 10.114 1
1 1 181
1 179 10.891 1
58.4
J*E 1 268 ftl
-------------------------------------------------------------------------------
E Approach
57.2
E
I TH+RTJ 12/1 10.330 10.234 1
144 1 403
1 398 10.973 1
57.3
J*E 1 514 ftl
I LT 1 12/1 10.213 10.051 1
- -- - ---- ------ ------ -
1 1 71
1 68 10.764 1
-- ------ -
56.9
----
J*E 1 109 ftl
--- - --- ---
W Approach
34.5
D
I RT 1 12/1 10.214 10.471
616 721
63 10.087 1
11.3
1 B.1 56 ftl
I TH 1 12/1 10.296 10.333 1
I LT 1 12/1 10.267 10.149 1
435 1 619
1 1 247
1 341 10.551 1
1 244 10.924 1
22.0
58.1
1 C 1 384 ftl
J*E 1 350 ftl
- -- - ---- ------ ------ -
- - ---
- --- ------ -
----
--- - --- ---
I
1 7
1 0 0
sound urological medical clinic 01/13/99
212th street sw/76th ave west 18:11:55
2002 w/ project revised channelization (su21276i)
SIGNAL94/.TEAPAC[Ver 1.21]
- Summary of
Parameter
Values
Intersection
Parameters
METROAREA
NONCBD
LOSTTIME
3.0
LEVELOFSERVICE
C
S
NODELOCATION
0
0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
PARKVOLUMES
NONE
0
NONE
0
NONE
0
NONE
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLABELS
VOLUMES
RT TH
265 368
LT
86
RT
94
TH
265
LT
61
RT
87
TH
643
LT
161
RT
57
TH
307
LT
220
WIDTHS
0.0 12.0
12.0
0.0
12.0
12.0
0.0
12.0
12.0
12.0
12.0
12.0
LANES
0 1
1
0
1
1
0
1
1
1
1
1
UTILIZATIONS
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
TRUCKPERCENTS
2.0 2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
PEAKHOURFACTORS
0.90 0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
o.90
ARRIVALTYPES
3 3
3
3
3
3
3
3
3
3
3
3
ACTUATIONS
YES YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0 4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0 5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
1900 1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
FACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
DELAYFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
NORM NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
SATURATIONFLOWS
0 1702
1770
0
1748
1770
0
1790
1770
1530
1863
1770
Phasing Parameters
SEQUENCES
66
ALL
PERMISSIVES
NO
NO
NO
NO
LEADLAGS
NONE
NONE
OVERLAPS
YES
YES
YES
YES
OFFSET
0.00
1
CYCLES
120
120
30
-
PEDTIME
0.0
0
GREENTIMES
6.99
1.66
47.38
5.07 7.83
27.08
YELLOWTIMES
4.00
4.00
4.00
4.00 4.00
4.00
CRITICALS
3
9
2
6
12
5
EXCESS
0
.-.1
I
I
1
sound urological medical clinic
01/13/99
212th street sw/76th ave west
2002 w/ project (su21276w)
17:37:59
P,-, � e-, et, %)Z-/p ov,
SIGNAL94/TEAPAC[Ver 1.211 - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c)
0.85 Vehicle Delay 35.3 Level
of Service L6)
-------------------------------------------------------------------------
Sq 66 1 Phase 1 1 Phase 2 1
Phase 3 1
Phase 4 1 Phase 5
1 Phase 6 1
-------------------------------------------------------------------------
+
+
/1\ I +> I 1< . . . >
I
v
A A
A I
A v 1****
.... v
North I <* I < >1
<+ *>I
I .... >
>
* 1++++ + + + I
+ 1
1++++
V * I v + + + I
+ I
I v
v
- ----- -,
- - - - - - - -
--- - - - -
G/C=0.068 I G/C=0.000 I
-----------------------------------------------
G/C=0.456 I
G/C=0.045 G/C=0.024
I G/C=0.240 I
G= 8.111 G= 0.011
G= 54.711
G= 5.41, G= 2.9-1
G= 28.8-1
Y+R= 4.011 Y+R= 0.011
Y+R= 4.011
Y+R= 4.011 Y+R= 4.011
Y+R= 4.011
OFF= 0.0% OFF=10.1%
OFF=10.1%
OFF=59.0% OFF=66.9%
OFF=72.7%
-------------------------------------------------------------------------
C=120 sec G=100.0 sec =
83.3% Y=20.0
sec = 16.7% Ped= 0.0
sec = 0.0%
-------------------------------------------------------------------------------
I Lane lWidth/I g/C I
Service Ratel Adj I I HCM
I L 190% Maxi
I Group I Lanesl Reqd Used I
-------------------------------------------------------------------------------
@C (vph) @E
JVolumel v/c I Delay
I S I Queue I
N Approach
26.4
D+
I TH+RTJ 12/1 10.477 10.464 1
677 1 790
1 703 10.890 1 27.7
1 D+J 635 ftl
I LT 1 12/1 10.045 10.076 1
-------------------------------------------------------------------------------
141 1 189
1 96 10.487 1 17.4
1 C+J 74 ftl
S Approach
41.0
E+
I TH+RTJ 12/1 10.508 10.464 1
716 1 831
1 811 10.976 1 39.3
J*D 1 733 ftl
I LT 1 12/1 10.109 10.076 1
143 1 189
1 179 10.909 1 48.8
J*E+J 174 ftl
-------------------------------------------------------------------------------
E Approach
41.9
E+
I TH+RTJ 12/1 10.330 10.248 1
189 1 431
1 398 10.917 1 45.6
J*E+J 505 ftl
I LT 1 12/1 10.021 10.054 1
-------------------------------------------------------------------------------
130 1 195
1 68 10.332 1 20.3
J*C 1 80 ftl
W Approach 32.7 D
I RT
1 12/1
10.214
10.407 1
495 1
623 1
63
10.101 1
.14.2
1 B 1
63
ftl
I TH
1 12/1
10.296
10.306 1
367 1
570 1
341
10-598 1
24.1
1 C 1
399
ftl
I LT
- --
1 12/1
- ----
10.148
------
10.111 1
------ -
188 1
--- -
256 1
--- -
244
---
10.942 1
------ -
49.6
----
J*E+J
-----
261
---
ftl
---
I
1
9 0
sound urological 1 clinic
220th street sw/76th ave west
existing (su22076e)
SIGNAL94/TEAPAC[Ver 1.211 - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c) 0.85 Vehicle Delay 41.4 Level of
-------------------------------------------------------------
Sq 57 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
**/** -------------------------------------------------------------
North
I
+ + + + + A
+ + + + + ****
+> 1<+ + *> 1<+ + I < .... I
v v .... I A
A v
<*
v
-------------------------------------------------------------
I G/C=0.041 I G/C=0.108 I G/C=0.231 G/C=0.333 I G/C=0.121 I
I G= 4.911 G= 12.911 G= 27.711 G= 40.011 G= 14.611
Y+R= 4.011 Y+R= 4.01, Y+R= 4.01, Y+R= 4.0" Y+R= 4.011
OFF= 0.0% OFF= 7.4% OFF=21.5% OFF=47.9% OFF=84.5%
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3% Y=20.0 sec = 16.7% Ped= 0.0
01/09/99
14:20:39
Service OE+
sec = 0. 0%
-------------------------------------------------------------------------------
I Lane lWidth/I g/C I Service Ratel Adj I I HCM I L 190% Maxi
I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S I Queue I
-------------------------------------------------------------------------------
N Approach
----------
36.0
D
I TH+RTJ 12/1
10.308
10.380 1
510 1
660 1
344
10.521 1
- ---------
19.2
1 C+1
360
ftj
I LT 1 12/1
10.293
10.190 1
1 1
324 1
314
1b.935 1
54.4
J*E 1
429
ftl
-------------------------------------------------------------------------------
S Approach
49.5
E+
I TH+RTJ 12/1
10.328
10.239 1
166 1
427 1
407
10.944 1
50.5
J*E 1
522
ftl
I LT 1 12/1
-------------------------------------------------------------------------------
10.204
10.049 1
1 1
69 1
33
10.379 1
37.1
J*D 1
53
ftl
E Approach
36.4
D
I RT 1 12/1
ILT+TH 1 12/1
10.406
10.370
10.341 1
10.341 1
366 1
455 1
522 1
633 1
492
524
---------------------------
10.943 1
10.828 1
43.5
29.7
I*E+l
1 D+j
547
582
ftj
ftj
-------------------------------------------------------------------------------
W Approach
53.2
E
ILT+TH+RTI 24/2
-------------------------------------------------------------------------------
10.252
10.130 1
1 1
458 1
441
10.940 1
.53.2
J*E 1
324
ftl
I
1 10
I
I
I
I
I
11
I
I
11
I
F
I
I
I
I
I
I
I
0 0
sound urological 1 clinic 01/09/99
220th street sw/76th ave west 14:23:07
existing (su22076e)
SIGNAL94/TEAPAC[Ver 1.21] - Summary of Parameter Values
Intersection Parameters
METROAREA NONCBD
LOSTTIME 3.0
LEVELOFSERVICE C S
NODELOCATION 0 0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
NONE
NONE
NONE
NONE
PARKVOLUMES
0
0
0
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLABELS
RT
TH
LT
RT
TH
LT
RT
TH
LT
RT
TH
LT
VOLUMES
97
230
298
467
451
47
30
356
31
24
292
84
WIDTHS
0.0
12.0
12.0
12.0
12.0
0.0
0.0
12.0
12.0
0.0
24.0
0.0
LANES
0
1
1
1
1
0
0
1
1
0
2
0
UTILIZATIONS
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00-0.00
0.00
TRUCKPERCENTS
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
PEAKHOURFACTORS
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
ARRIVALTYPES
3
3
3
3
3
3
3
3
3
3
3
3
ACTUATIONS
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
FACTORS
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
DELAYFACTORS
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
SATURATIONFLOWS
0
1738
1770
1530
1854
0
0
1802
1770
0
3615
0
Phasing Parameters
SEQUENCES
57
ALL
PERMISSIVES
NO
NO
NO
NO LEADLAGS NONE NONE
OVERLAPS
YES
YES
YES
YES OFFSET 0.00 1
CYCLES
120
120
30
PEDTIME 0.0 0
GREENTIMES
4.88
12.90
27.69
39.95 14.58
YELLOWTIMES
4.00
4.00
4.00
4.00 4.00
CRITICALS
9
3
8
4 11
EXCESS
0
1 11
sound urological medical clinic
01/09/99
220th street sw/76th ave west
15:00:02
2002 w/o project (su22076f)
SIGNAL94/TEAPAC[Ver 1.211 - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c)
0.92 Vehicle Delay 54.2
Level
of
Service�)
-------------------------------------------------------------
Sq 57 1 Phase 1 1 Phase 2 1
Phase 3 1
Phase 4 1 Phase
5
1
-------------------------------------------------------------
+ + +
+ +
A
+ + +
+ +
****I
/1\ I +> J<+ + *> J<+ +
< ....
v
v
.... I A
V
North
v
F.
----------- -------
G/C=0.041 G/C=0.107
G/C=0.231
----------- -------
G/C=0.333 G/C=0.122
G= 4.911 G= 12.911
G= 27.711
G= 40.011 G=
14.611
Y+R= 4.011 Y+R= 4.011
Y+R= 4.011
Y+R= 4.011 Y+R=
4.011
OFF= 0.0% OFF= 7.4%
OFF=21.5%
OFF=47.9% OFF=84.5%
-------------------------------------------------------------
C=120 see G=100.0 sec =
83.3% Y=20.0 sec = 16.7% Ped= 0.0
sec
0.0%
-------------------------------------------------------------------------------
I Lane JWidth/l g/C I
Service Ratel Adj I I
HCM
I L
190% Maxl
I Group I Lanesl Reqd Used I
- ----- - ------ ---- ---- -
@C (vph) @E
-- ----- --
JVolumel v/c I
-------- --- -
Delay
-----
I S
- -
I Queue I
- ----- -
N Approach
-------------- ------------------
------------------
44.9
E+
I TH+RTJ 12/1 10.320 10.380 1
=========
510 1 660
1 373 10.565 1
19.8
1 C+J 390 ftl
I LT 1 12/1 10.304 10.190 1
-------------------------------------------------------------------------------
1 1 324
1 340 11.012 1
72.5
J*F
1 465 ftl
S Approach
65.6
F
-- - -- - ------------
-- -------------------
I TH+RTJ 12/1 10.341 10.239 1
-
166 1 427
-----
1 439 11.019 1
1 563 ftl
67.9
J*F
I LT 1 12/1 10.205 10.049 1
1 1 69
1 36 10.414 1
37.6
J*D
1 58 ftl
-------------------------------------------------------------------------------
E Approach
47.7
E+
I RT 1 12/1 10.427 10.341 1
366 1 522
1 532 11.019 1
60.9
J*F
1 591 ftl
JLT+TH 1 12/1 10.388 10.341 1
------ - ---- ------ ------ -
455 1 633
--- - ---
1 568 10.897 1
- --- ------ -
35.3
----
1 D
- -
1 631 ftl
- --- ---
W Approach
71.5
F
ILT+TH+RTI 24/2 10.258 10.130
1 458
479 11.021 1
71.5
J*F
1 352 ftl
-------------------------------------------------------------------------------
I
1 12
sound urological
medical clinic
01/09/99
220th street sw/76th
ave west
14:18:14
2002 w/o project
(su22076f)
SIGNAL94/TEAPAC[Ver
1.21] -
Summary of
Parameter
Values
Intersection
Parameters
METROAREA
NONCBD
LOSTTIME
3.0
LEVELOFSERVICE
C
S
NODELOCATION
0
0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
NONE
NONE
NONE
NONE
PARKVOLUMES
0
0
0
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLABELS
RT TH
LT
RT
TH
LT
RT
TH
LT
RT
TH
LT
VOLUMES
105 249
323
505
488
51
32
385
34
26
316
91
WIDTHS
0.0 12.0
12.0
12.0
12.0
0.0
0.0
12.0
12.0
0.0
24.0
0.0
LANES
0 1
1
1
1
0
0
1
1
0
2
0
UTILIZATIONS
TRUCKPERCENTS
0*00 0*00
2.0 2.0
0*00
2.0
0*00
2.0
0*00
2.0
0*00
2.0
0"00
2.0
0,00
2.0
0*00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
PEAKHOURFACTORS
0.95 0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
ARRIVALTYPES
3 3
3
3
3
3
3
3
3
3
3
3
ACTUATIONS
YES YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0 4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0 5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
1900 1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
FACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
DELAYFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
SATURATIONFLOWS
NORM NORM
0 1738
NORM
1770
NORM
1530
NORM
1854
NORM
0
NORM
0
NORM
1803
NORM
1770
NORM
NORM
NORM
0
3615
0
Phasing Parameters
SEQUENCES
57
ALL
PERMISSIVES
NO
NO
NO
NO
LEADLAGS
NONE
NONE
OVERLAPS
CYCLES
YES
120
YES
120
YES
30
YES
OFFSET
PEDTIME
0.00
0.0
1
0
GREENTIMES
4.88 12.90
27.69
39.95 14.58
YELLOWTIMES
4.00 4.00
4.00
4.00 4.00
CRITICALS
9
3
8
4
11
EXCESS
0
11
I
1 13
0 0
sound urological medical clinic 01/09/99
220th street sw/76th ave west 14:14:50
2002 w/ project (su22076w)
SIGNAL94/TEAPAC[Ver 1.21) - Capacity Analysis Summary
Intersection Averages:
Degree of Saturation (v/c) 0.93 Vehicle Delay 54.6 Level of Service0E
-------------------------------------------------------------
Sq 57 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
**/** -------------------------------------------------------------
North
I
+ + + + + A
+ + + + +
+> 1<+ + *> J<+ +
v v
A v
<*
v
-------------------------------------------------------------
G/C=0.041 G/C=0.108 G/C=0.231 G/C=0.333 G/C=0.121
G= 4.91' G= 12.9" G= 27.7" G= 40.0" G= 14.6-1
Y+R= 4.011 Y+R= 4.011 Y+R= 4.0,, Y+R= 4.011 Y+R= 4.011
OFF= 0.0% OFF= 7.4% OFF=21.5% OFF=47.9% OFF=84.5%
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3% Y=20.0 sec = 16.7% Ped= 0.0
sec = 0. 0%
-------------------------------------------------------------------------------
I Lane
JWidth/J g/C
I Service
Ratel Adj I I
HCM I
L 190% Maxl
I Group
-------------------------------------------------------------------------------
I Lanesl Reqd Used
I @C (vph)
@E [Volumel v/c I
Delay I
S I Queue I
I
I
I
I
I
I
I
I
N Approach 45.7 E+
---- - ----- - ----- ------------------ - - ----- -
I TH+RTJ 12/1 10.322 10.380 1 510 1 660 1 377 10.571 1 19.9 1 C+J 394 ftl
I LT 1 12/1 10.304 10.190 1 1 1 324 1 342 11.018 1 74.2 J*F 1 467 ftl
-------------------------------------------------------------------------------
S Approach 66.2 F
------ - ---------
I TH+RTJ 12/1 10.341 10.239 1 166 1 427 1 440 11.021 1 68.6 J*F 1 565 ftl
I LT 1 12/1 10.205 10.049 1 1 1 69 1 36 10.414 1 37.6 J*D 1 58 ftl
-------------------------------------------------------------------------------
E Approach 48.0 E+
--------------- --------- ======== ----------
RT J 12/1 10.427 10.341 366 522 533 11.021 1 61.5 J*F 1 592 ftl
JLT+TH 1 12/1 10.388 10.341 455 633 568 10.897 1 35.3 1 D, 1 631 ftl
-------------------------------------------------------------------------------
W Approach 71.5 F
-- - ------------- - ---------------- - ------ -
ILT+TH+RTI 24/2 10.258 10.130 1 1 458 479 11.021 1 .71.5 J*F 1 352 ftl
-------------------------------------------------------------------------------
I
14
1 0 0
sound urological medical clinic 01/09/99
220th street sw/76th ave west 15:01:15
2002 w/ project (su22076w)
SIGNAL94/TEAPAC[Ver 1.211
- Sunwtary of
Parameter
Values
Intersection
Parameters
METROAREA
NONCBD
LOSTTIME
3.0
LEVELOFSERVICE,
C
S
NODELOCATION
0
0
Approach Parameters
APPLABELS
N
E
S
W
GRADES
0.0
0.0
0.0
0.0
PEDLEVELS
25
25
25
25
PARKINGSIDES
NONE
NONE
NONE
NONE
PARKVOLUMES
0
0
0
0
BUSVOLUMES
5
5
5
5
RIGHTTURNONREDS
0
0
0
0
Movement Parameters
MOVLABELS
RT TH
LT
RT
TH
LT
RT
TH
LT
RT
TH
LT
VOLUMES
107 251
325
506
488
51
32
386
34
26
316
91
WIDTHS
0.0 12.0
12.0
12.0
12.0
0.0
0.0
12.0
12.0
0.0
24.0
0.0
LANES
0 1
1
1
1
0
0
1
1
0
2
0
UTILIZATIONS
TRUCKPERCENTS
0.00 0.00
2.0 2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
0.00
2.0
PEAKHOURFACTORS
0.95 0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
ARRIVALTYPES
3 3
3
3
3
3
3
3
3
3
3
3
ACTUATIONS
YES YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
REQCLEARANCES
4.0 4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
MINIMUMS
5.0 5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
IDEALSATFLOWS
1900 1900
1900
1900
1900
1900
1900
1900
1900
1900
l 900
1900
FACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
DELAYFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
NSTOPFACTORS
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
GROUPTYPES
NORM NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
NORM
SATURATIONFLOWS
0 1737
1770
1530
1854
0
0
1803
1770
0
3615
0
Phasing Parameters
SEQUENCES
57
ALL
PERMISSIVES
NO
NO
NO
NO
LEADLAGS
NONE
NONE
OVERLAPS
CYCLES
YES
120
YES
120
YES
30
YES
OFFSET
PEDTIME
0.00
0.0
1
0
GREENTIMES
4.88 12.90
27.69
39.95 14.58
YELLOWTIMES
4.00
4.00
4.00
4.00 4.00
CRITICALS
9
3
8
4
11
EXCESS
0
I
U
1 15
I
I
I
I
I
I
I
I
I
F ]
L
I
I
I
I
I
I
7-7
%/Ofun'.','s co(responding lo tpeak.-hour le*
s al .1 is Gf service C, D.
and E (cal)acl(y) applicable 10 sul),urban arleri2l foadwavoc, of vario "
and contigura(lons. us [lumbers of lanes
Table A-2
Guidelines for Relating Average Weekday Daily TraffiC VOILIIIIeS
to Peak-HOUr Level of Service [Or SUburban Artei-fals o(
Val-ious Roadway Lane COIllig Lirall oils
Total Nunit)er Lane
of 1-3nes Configuration
Two-way Streets
2
Two Lanes
3
Two Lanes with Left.Tufn Lai)e
4
Four Lanes
5
Four Laties with Lell-Tufn Lanc.
6
Six Lanes
7
Slx Lanes with LE((-.l.Ufn Lane
One-way
Streets
2
Two Lanes
3
Three Lanes
,rj
Four Lanes
5
Five Lanes
Daily I'wo-way Trafjjc Volume
ior Vatious Levels of Sei-vice I
E
c (cafmcily)
8,000
'10,000
16,000
2 1,000
25.000
31,000
12,000
19,000
23,000
20,000
1 1,000
14.000
23,000
29,000
36,000
,15,000
17.000
27,000
J3,000
,12,000
13,000
4
6, 000
-6,000
32,000.
39,000
,19,000
19,000
29,000
'16,000
IJ
'(5,000
I. The volunies rEprosPnt inaximums for [Ile J911y volume thal Y/ill rosult I(' lavOls of S(;tvltIIe InclIcaled
clu(Ing peak ljours, Milt an avefage spacing G( 2.5 1. 4.5 signall,,Gcl Intarseclions pet nille. For ap.
proxinIII(IOns ;;( 0(hOr Sig.-lat spacings, multiply Ille abovr, servica voillf)les us follows:
slgaals per Kille LOS C LOS() LOS E
U-50-2.49 nitifillily by: 1.55 1.16 1.06
C�ver .1.5 Plultiply by: Not Pessible 0.37 0.99
Prapared by Eillranco based on da(a I r, Me Flo(idn Or3p3r1m.eni C-1 Transpollallon 'Level of Setvlce
Standards and Guidelines Manual', April 19.92.
vaw� . F-Pa-I I TIA I C-10 I I a7:zI.,131 i ;,,,,
F .2
1 16
CITY OF EDMONDS 121 Fifth Avenue North, Edmonds, Washinoon 98020
FAX COVER SHEET
To:
Mark Jacobs
2101 — 112'h Ave NE
Bellevue
WA 98004
Phone (425) 455-5320
Fax: (425) 453-7180
CC:
Date: January 6, 1999
Number of pages including cover sheet:
From:
Jamal Mahmoud, P.E.
Traffic Engineer "'
Phone: (425) 771-0220
Fax phone: (425) 771-0221
REMAPM: El urgent 0 For your roview [I Reply ASAP [I Please comment
Traffic Counts (ADT)
INTERSECTIONS
76M Ave W. and 200"' St. SW
76 TH Ave W. and 220'h St. SW
76M Ave W. and 212thSt.,SW
If you have questions, please call.
NB SB EB WII UUr
7,960 n/a 1,634 n/a 2-1997
n/a n/a n/a 10,231 10-1997
7,643 8,488 8,258 11365 9-1998
17
0 9
212th Street SW
cl�
INTERSECTION
PEAK HOUR VOLUME
IN 2,456
OUT 1 2,45
COUNTED BY: SH
REDUCED BY: CN
DATE: 1/7/99
TTRA FFIC DATA GATHERING
TURNING MOVEMENTS DIAGRAM
PM PEAK HOUR ENDING AT: 5:45 PM
1 1,575 1
3:
a)
:3
C W77]
a) F
(0
r- 250 1 346 1 81
07
28
54
E
a)
:3
C
(D
T T I
F;98
212th Street SW
89
4K
250
—.4
57
151 1 602 1 80
y
[75�7 F833]
1 1.290 1
212th Street SW @ 76th Avenue W
Edmonds, WA
HV
PHIF
SIB
1 %
0.85
N13
1 %
0.88
W13
2%
0.96
EB
1 %
INTRS.
1 %
HV Heavy Vehicles
PHF Peak Hour Factor
DATE OF COUNT Wed. 1/6/99
TIME OF COUNT: 4:00 - 6:00 PM
WEATHER: Rain
18
0
LOCATION:
TIME
INTERV
ENDIN
AT
03:15
03:30
03:45
04:00
04:15
04:30
04:45
05:00
05:15
05:30
05:45
06:00
PEAK H
TTRA FFIC DATA GATHERING
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
212th Street SW @ 76th Avenue W DATE OF COUNT: Wed. 1/6/99 COUNTED BY: SH
Edmonds, WA TIME OF COUNT: 4:00 - 6:00 PM WEATHER: Rain
AL
G
FROM NORTH ON
76th Avenue W
FROM SOUTH ON
76th Avenue W
FROM EAST ON
212th Street SW
FROM WEST ON
212th Street SW
INTERVAL
TOTALS
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right I
HV
Left
Thru
Right
PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
PM
0
0 1
0
1 0
0 1
0
0 1
0
0 1
0
0
0
0
0 1
0
0
0
PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
PM
3
10
73
47
3
23
117
21
5
14
61
1 16
1 3
37
77
21
517
PM
5
16
63
40
2
44
118
20
3
22
72
22
1
37
77
20
551
PM
3
13
1 88
1 55
4
1 34
129
1 20
5
1 15
58
16
3
31
1 50
13
1 522
PM
6
13
72
51
3
47
134
28
1
13
70
20
3
39
58
9
554
PM
3
31
103
65
1
32
182
22
2
14
65
24
1
67
100
16
721
PM
0
22
95
67
2
37
138
16
3
17
65
21
1
59
70
16
623
PM
1
15
76
67
2
35
148
1 14
1
13
50
24
1
42
61
13
558
PM
1
16
1 65
48
1
39
107
22
5
17
82
20
3
44
1 68
1 8
536
OUR
TOTALS
10
81
346
250
8
151
602
80
250
89
6
207
1 289
1 54
INTERSECTION
ALL MOVEMENTS
677
833
396
550
2456
% HV
1%
1%
2%
1%
1%
PEAK HOUR
FACTOR
1 0.85
0.88
0.96
0.75
0.85
HV Heavy Vehicles
PHF Peak Hour Factor
REDUCED BY: CN
PM PEAK HOUR: 4:45 TO 5:45 PM
DATE OF REDUCTION: 1/7/99
- I
19
TTRAFFIC DATA GATHERING
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
220th Street SW @ 76th Avenue W DATE OF COUNT: Wed. 411/98 COUNTED BY: Lit
Edmonds, WA TIME OF COUNT: 4:00 - 6:00 PM WEATHER: Overcast
TIME
INTERVAL
ENDING
AT
FROM NORTH ON
76th Avenue W
FROM SOUTH ON
76th Avenue W
FROM EAST ON
220th Street AW
FROM WEST ON
220th Street AW
INTERVAL
TOTALS
HV
Left I
Thru I
Right
HV
Left
Thru
Right
HV
Loft
Thru
Right
HV
Left
Thru I
Right
03:15 PM
0
0
0
0
0
0 —1
0
0.
0
0
0
0
—0
. 0
0
0--
0
0
0
0
0
0
0
0
03:30 PM
0
—0
0
0
0
0
0
0
0
0
0
03:45 PM
0
0
0
ro —
0
0
0
0
—0--
0
—0 -
0
0
-.0—
0 —
0
0
04:00 PM
0 1-
0
a
—0
0
0
—0—
0
0
0
0
0
0 ,
0
0
0
04:15 PM
1
3
70
47
43
47
15
24
0
7
5
70
53_
13
13
2
1-1
12
13
83
82
122
li7
1___.
—5
1
30__
15
20
__74_
55
61
_._15__
18
55�4
489
570
540
04:30 PM
04:46 PM
6
88
58
29
—0
1
7
60
10
13
114
5 —
05:00 PM
3
, 88
55-1
25
5
1—
68
a
—3
1
14
1-105
84
104
0
20
72
1
05:15 PM
1
74
53
2�—
2
7
,0
6
_I 4_
10
j_._I 07
118
141
97
_3
__Zl_
68
0
618
0 -30 PM
1
75
53
23
0
2
13
_100
80
7
1
3
5
—2
21—
72
18
593
05:45 PM
5
60
69
21
1 5
106
123
107
a
25
67
5-
608
06:00 PM
5
89
55
1 28
0
6
70
5
0
7
103
12�
1
17
85
1
588
TOTALS
4
31
3
6
84
292
24
INTERSECTION
ALL MOVEMENTS
625
417
965
�00
2407
% HV
2%
1%
1%
2%
1%
PHF
0.91
0.86
0.92
0.90
0.97
HV =HoavyVahiclos
PliF = Peak Ilour Factor
REDUCED BY: CIN
PM PEAK HOUR: 5:00 TO 6:00 PM
DATE OF RLMLICHON: --.-4/l/98
20
TTRA
FFIC DATA GATHERING
TURNING MOVEMENTS DIAGRAM
PM PEAK HOUR ENDING AT: 6:00 PM
220ih Street AW
0)
r-
0)
INTERSECTION
PEAK HOUR VOLUME
IN 2,407
�OUT 2.407
COUNTED BY: LH
REDUCED BY: CN
DATE: 4/1/98
84
292
24
E
c
(D
r-
1.532
r625]--;§,
298
y
El
90
2201h Stfeel AW
467
451 =65
47
co
LQ
=20
31T3,56] 30
F4 17]
718
HV PHF
SEI
2%
0.91
NEI
WEI
EB
1%
0.86
1%
0-92
2%
0.90
1%
0.971
I -IV Heavy Vehicles
PFIF Peak HOW Faclor
220th Street SW @ 76th Avenue W
Edmonds, WA
DATE OF COUNT: Wed. 411/98
TIME OF COUNT, 4.00 - 6.00 PM
WEATHERi Overrast
21
City of Edmonds Permit Nd-1 !1 4
lWqq
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date.
t t
A. Address or Vicinity of Construction: 21b 2- to A v8 LO
B. Type of Work (be specific): *pe-YL_ APWO V6-V C_j 0 P C_ PL A tU
C. Contractor: W I Lr_ 0 YrAZ_0 C—T-70A.)
Mailing Address7 A
State License #: %A) 04
D. Building Permit # (if applicable):
Contact: 'f�b b ka
Pho ne:_ 47- �; - -7 -7 k/ - 4 ( 92 s-:-
Liability-Insurance:— Bond:
Side Sewer Permit # (if applicable)
E. Commercial Subdivision City Project EUC (PUD, GTE, PSE, CHAMBERS, OVWD)
Multi -Family Single Family Other
INSPECTOR-
F. PAVEMENT: YES NO) SIZE OF CUT x H. Charge: $
CONCRETE CUT: E] YES E] NO P" PLOY.
APPLICANT TO READ AND SIGN
IDEMNITY.- Applicant understands by hislher signature to this application helshe holds the City of Edmonds harmlessftom injuries,.
damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or
any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATEDIRESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITYFORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
+ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit. application.
IHAV D A CANO WLED GE
T F�
A=rD TIJE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AN
MU,
A S E PINK CO A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
7.0- �01
Date:
(Contractor or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
Approved by- 0 e 4 Right-of-way Fee:
Time Authorized: Vdid After -7 /-2-6 Disruption Fee/Fund 111:
Special Conditions: P0� A,0,AQy ar-D PL-i4 f- _S Restoration Fee:
Total Fee:
Receipt No:
Issued by:
UPON COMPLETION OF PERMITTED WORIC. AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00.OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE.
FINAL APPROVAL OF PERMITTED WORK.
INSPECTOR'S SIGNATURE DATE:
For inspection requirements -see Engineering Informati6n Handout.
.................................... . ............... — - ---- - ----
NO WORKSIIAIA, BEGIN PRIOR TO PERMITISSUANCE
T
%
"Ti
�7
77
I- t-1
j.'T 'i
et,
L
L
4
/4!,
L
I t
Ok 1%
qb.
.7
%
3 /4!'
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INS
LANDSCAP_ ARCHITECT- PRIOR,�'�:TO TALLATIdN.
MUM
2:.,, SET'' VALVE BOXES" SQUARE. TO ADJACENT T601LDINGS OR
PA V I N G.
ALL -IRRIGATIION:,, PIPE., OR, WIRE! UNDbR'. ROADS", WALKS PARKING
kffVl
AR'EAS', �OR:OTHER: PAVED -AREAS SHALL,'BE! SLEE-VED.d
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PROPERTY LINE
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3 1 4 1 5 1 6
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PROPFRTY I IMF 202.70 202.70 PROPERTY LINE
rl
EUMAM EARTHWORK QUAN"n-
535 CUBIC YARDS — CUT
5 CUBIC YARDS — FILL
532 CUBIC YARDS — NET
CALL 48 HOURS BEFORE YOU DIG
1-800-424-5555
....... . ....... . .....
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E(W)=l 91.34(12"CPEP) IE(S)= I 94,40(112-001,1C.)
N 0 1 '3 0'0 8,'v' W $;.,(N)=-1 94,29(12*'CONC.)
662.19' 4'
4"
76TH AVENUE W.
W . ..... ... . .. ....... W
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SHEET TITLE:
CIVIL ,
GRADING 8t,'
STORM DRAINAGE
PLAN
SHEET NO.
C-3
SECTION 30, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
5,15,11r, ?'op'D
R=l 5' MIN.
....d' __
INSTALL DRIVEWAY CULVERT IF THERE
IS A ROADSIDE DITCH PRESENT
AS PER KING COUNTY ROAD STANDARDS.
DRIVEWAYS SHALL BE PAVED TO THE
EDGE OF R—O—W PRIOR TO INSTALLATION
OF THE CONSTRUCTION ENTRANCE TO
AVOID DAMAGING -OF THE ROADWAY.
IT IS RECOMMENDED THAT THE ENTRANCE
BE CROWNED SO THAT RUNOFF DRAINS
OFF THE PAD.
A0.
4"-8" QUARRY SPALLS ::
GEOTEXTILE 12" MIN. 16 �*A
THICKNESS
MAINTENANCE STANDARDS not
PROVIDE FULL WIDTH
1. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN INGRESS/EGRESS AREA
ACCORDANCE WITH THE SPECIFICATIONS.
2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT,
THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.
THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE,
OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN
AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP
OR POND.
3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY
SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED
ON —SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT
WHEN SWEEPING IN INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS
NECESSARY TO WASH THE STREET, THE CONSTRUCTION OF A SMALL SUMP SHALL BE
CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP.
4. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY
SHALL BE REMOVED IMMEDIATELY.
5. IF VEHICLES ARE ENTERING OR EX EXITING THE SITE AT POINTS OTHER THAN THE
CONSTRUCTION ENTRANCE(S), FENCING (SECTION 5.4.1) SHALL BE INSTALLED TO CONTROL
TRAFFIC.
rnWlqTPlIr.TI0N FNTRANCE
10 "
SCALL : N I ti
R 1.5" (TYP)
R 1" (TYP)
DEPTH OF
THROUGH JOINT
#3 DEFORMED BARS
(ALTERNATE TO EPDXY)
SCALE : NTS
3 - 1 4
JOINTS IN FILTER FABRIC SHALL BE SPLICED
AT POSTS. USE STAPLES, WIRE RINGS, OR
EQUIVALENT TO ATTACH FABRIC TO POSTS.
2"X2" BY 14 Ga. WIRE Of?
EQUIVALENT, IF STANDARD
STRENGTH FABRIC USED
5
FILTER FABRIC IN
X _m ...
-- ---------
mxmx
IT:
Taa: m . .........
m a
\�\qMIN. 4"W E
4 - - - - - - - - - - -
C14
6' MAX. BACKFILL TRENCH WITH
NATIVE SOIL OR 3/4�-1.5'
u WASHED GRAVEL
POST SPACING MAY BE INCREASED--"/ 2NX4." WOOD POSTS, STEEL FENCE
TO 8' IF WIRE BACKING IS USED POSTS, REBAR, OR EQUIVALENT
NOTE: FILTER FABRIC FENCE
SHALL BE INSTALLED ALONG
CONTOUR WHENEVER
POSSIBLE.
MAINTENMCE-SIARDAM
1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY.
2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED
AND CONVEYED TO A SEDIMENT TRAP OR POND.
3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGN OF THE FENCE
CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF
FLOWS PARALLEL TO THE FENCE. IF THIS OCCUR, REPLACE THE FENCE AND/OR REMOVE THE
TRAPPED SEDIMENT.
4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH.
5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE
REPLACED.
r"Il TVP PAPPIr. FFNCE DETAIL
5'-0"
27. SLOPE
1: 1 (TYP.)
SIDEWALK WITHOUT CURB
A
SUALL : N I b
<7
P
SHALLOW Y GROOVE IF---" vt
MONOLITHIC. 3/8" X 4" JOINT IF
SEPARATE CONSTRUCTION
000
6" T
2% SLOPE
C-4
12"
SIDEWALK WITH CURB
7
1-2"0 HOLE FOR 1"0 X 20" LONG
REINFORCING BAR ANCHORING PIN (2 —
6- PINS PER LOCATION) FILL TOP OF HOLE
W/ MASTIC OR CONCRETE AFTER
ETflTING BARS
c'o"
(2) #4 BARS
(CONTINUOUS)
olb CLR.
CEMENT CONCRETE WHEELSTOP
BACKFILL — REFER TO LANDSCAPE PLAN
3" ACP — CLASS "B"
4" CRUSHED SURFACING
TOP COURSE
EXTRUDED CONCRETE CURB
6"
BOND EXTRUDED CURB TO----
ACP W/ EPDXY CEMENT
95% COMPACTED SUBGRADE
NOTE:
PAVEMENT SEC11ON MAY BE REDUCED IF
RECOMMENDED BY A LICENSED GEOTECHNICAL
ENGINEER.
c�
SCALE : NTS
ASPHALT PAVEMENT SECTION
CEMENT CONCRETE WALK SCALE: NTS PRIVATE PROPERTY ONLY SCALE NTS
PRIVATE PROPERTY ONLY
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I SHEET TLE:
CIVIL
MISCELLANOUS
DETAILS
a it I I �
&
And
0
At
ABV
Above
ACP
Asphaltic Concrete Pavement
ADD'L
Additlional
ADJ
Adjacent
ANSI
American National Standards Institute
APP
Approximate(ly)
ARCH
Architect(ural)
ASSY
Assembly
B or BOT
Bottom
BEL
Below
BLDG
Building
em
Benchmark
BNDRY
Boundary
BTWN
Between
C&G
Curb and Gutter
CB
Catch Basin
cc
Concrete Curb
CE
Crown Elevation
CF
Cubic Feet (Foot)
Cl
Cost Iron
Ci
Construction Joint
CL or
Center line
CMP
Corrugated Metal Pipe
CONC
Concrete
CONST
Construction
CPEP
Corrugated Polyethylene Pipe
CR
Concrete Romp
CS
Concrete Slab
CTR
Centeqed)
Cy
Cubic Yard
DEPT
Department
DET
Detail
DI
Ductile Iran
DIA (0)
Diameter
DIM
Dimension
DS
Down Spout
MIUM
STORM PIPE
CATCH BASIN
STORM MANHOLE
SANITARY SEWER PIPE
SANITARY SEWER MANHOLE
WATER MAINS
FIRE HYDRANTS
WATER METERS
WATER VALVES
FlTTINGS NTH THRUST BLOCKS
SURFACE WTR AND PIPE DIRECTION FLOW
EXISTING CONTOUR LABELS
PROPOSED CONTOUR LABELS
GROUND SPOT ELEVATIONS (TENTHS)
EC
Electrical Conduit
NO ( #
Number
ECC
Extuded Concrete Curb
P
Power
EL
Elevation
PL
Property Line
EOP
Edge of Pavement
PROP
Proposed
EX
Existing
PSF
Pounds Per Square Foot
Fl)
Floor Drain
PSI
Pounds Per Square Inch
FDN
Foundation
PrT
Public Telephone
FFE
Finish Floor Elevation
PVC
Polyvinyl Chloride
FIN
Finish(ed)
OTY
Quantity
FL
Flow Line
RAD(R)
Radius
FLR
Floor
RCP
Reinforced Concrete Pipe
FOC
Face of Curb
RD
Roof Drain
FS
Finished Surface
REF
Reference
FT
Foot (feet)
REQD
Required
FTG
Footing
SHT
Sheet
G
Gas Main
Sim
Similar
GIRD
Grade
SPC
Space(s)(ing)
HB
Hose Bibb
SPEC
Specification(s)
HDPE
High Density Polyethylene
SQ
Square
HGR
Hanger
SS
Sanitary Sewer
HORIZ(H)
Horizontal
ST
Storm
HT
Height
STI)
Standard
HYD
Hydrant
TOE
Toe of Wall, or Slope
ID
Inside Diameter
T
Telephone Vire
IE
Invert Elevation
TC
Telephone Conduit
IN
inch(es)
Toe
Top of Curb
lNV
Invert
TG
Top ofr Grate
IRR
Irrigation Water
TMP
Temporary
LB #
Pound(s)
TOP
Top of Wall, or Slope
LGTH
Length
TV,
Television Vire
LOG
Up of Gutter
TYP
Typical
LT WT
Light Weight
UNO
Unless Noted
MAVL
Material
VERT(V)
Vertical
MAX
Maximum
W
Water Main
MFR
Manufacturer
W/
With
MH
Manhole
WT
Weight
MIN
Minimum
WWF
Welded Vire Fabric
MISC
Miscellaneous
N
North
FRI
150"1
- - _W_ - _W_ - - -
�% PROP. :�C EXIST.
I M
FATO 1-210
-(457)-
+ 756.5
756.5
756.55
FINISHED SURFACE ELEVATIONS (HUNDREDTHS) + 756.75 IF&
TOP OF WALLIM OF WALL
TOP AND TOE OF SLOPES
SLOPE INDICATORS
RIP RAP
FILTER FABRIC FENCING
RAIN WATER LEADERS (RWL)
CLEANOUTS (C.O.) SS, AND RWL
INTERCEPMR AND BIO—SWALES
CONCRETE HATCHING
COORDINATES, & LEADERS
STUBBED & PLUGGED LINE
EXTRUDED CONC. CURB
CURB & GUTTER
ASPHALT CONCRETE PAVEMENT
3:1- -72:1
0
N 1000.00
E 5000.00
EXISTING SITE FEATURE LEGEND
0
SURVEY MARKER RECOVER[--[.) AS NOTED
[111
WATER ME'TER
MI,
WATER VALVE
f�)
POINER POLE WITH GUY ANCHOR
0
CATCH BASIN
0)
SR)RM SEYNER MANHOLE
0
SANITARY SEWER MANHOLE
JIL
TF?AFFIC SIGN
(NIP
0%&RHEAD POWER LINE
..............
SANITARY SEWER LINE
STORM 1.4 RAIN SEWER LINE
BASIS OF BEARING
CENTERLINE OF 76TH AVENUE WEST BETWEEN FOUND MONUMENTS PER BOOK 35 OF
SURVEYS, PAGE 89 RECORDS OF SNOHOMISH COUNTY AS SHOWN HEREON BEARING
NORTH 01*30'08" WEST
VERTICAL DATUM
ASSUMED
PROJECT BENCHMARK
NORTH RIM OF STORM DRAIN MANHOLE AT PROJECT SITE NEAR GUTTER OF 76TH
STREET W.
NORTH RIM ELEVATION = 197.84'
LEGAL DESCRIPTION
LOT 1, BLOCK 2 OF HADLEYS ACRES LESS THE NORTH 225 FEET.
TOGETHER NTH THE SOUTH 75 FEET OF THE NORTH 225 FEET OF LOT 1, BLOCK 2 OF
HADLEY'S ACRES.
RESEARCH
BOOK 35 OF SURVEYS, PAGE 89 RECORDS OF SNOHOMISH COUNTY
VOLUME 8 OF PLATS, PAGE 30 RECORDS OF SNOHOMISH COUNTY
BOOK 21 OF SURVEYS, PAGE 243 RECORDS OF SNOHOMISH COUNTY
SURVEYOR'S NOTE
SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS OF
RECORD, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR
ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE.
THIS MAP IS A TOPOGRAPHIC SURVEY AND IS NOT INTENDED TO BE USED AS A
PROPERTY SURVEY. THE PROPERTY LINES AS SHOWN HEREON ARE SUBJECT TO
CHANGE BASED ON A COMPLETE PROPERTY SLRVEY IN COMPLIANCE NTH R.C.W. 58.09.
CONTRACTOR NOTE
ALL EXISTING UTILITIES SHOWN ON PLANS ARE TO BE VERIFIED HORIZONTALLY AND
VERTICALLY PRIOR TO ANY CONSTRUCTION. ALL EXISTING FEATURES INCLUDING BURIED
UTILITIES ARE SHOWN AS INDICATED ON RECORD MAPS AND SURVEY FURNISHED BY
OTHERS. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS AND
SURVEY, FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO
CONSTRUCTION CONTACT THE UTILITY OWNER/AGENCY.
VICHY"_:i�`Y MAP
, .) ��' TO SCALE t
OWNER / DEW.'". ..!..,OPER
SOUND UROLOGY ASS(,.`):'.`1ATES
21600 HIGHWAY 99, SUITE 200
EDMONDS, WA 98026
(425)-775-7166
T1111110MI
CARRLETTI ARCHITECT.`�, P.S.
2204 RIVERSIDE DRIVE., SUITE 270
MOUNT VERNON, WA q8273
(360) 424-0394
SHEET INDEX
CIVIL ENGINEER
D'AMATO CONVERSANO INC.
2821 NORTHUP WAY, SUITE 200
BELLEVUE, WA 98004
(425) 827-2238
FAX (425) 827-8986
SURVEYOR
METRON & ASSOCIATES, INC.
307 N. OLYMPIC, SUITE 205
ARLINGTON, WA 98223
(360) 435-3777
TITLE SHEET & VICINITY MAP ......................................................... COVER
DEMOLITION AND TEMPORARY
EROSION & SEDIMENTATION CONTROL PLAN ................................... C-1
HORIZONTAL CONTROL PLAN ........................................................... C-2
GRADING AND STORM DRAINAGE PLAN ........................................... C-3
SANITARY SEWER & VIATER SYSTEM PLAN .................................... C-4
MISCELLANEOUS DETAILS ........................... * ...................................... C-5
MISCELLANEOUS DETAILS ................................................................. C-6
2
CATCH OVERFLOW
GRATE
BASIN
Aj
SOLID
WALLS
Mll�
FENCE 0.5' SOUTH
OF PROPERTY LINE
Ov�
-TER MEDIA
)EWATERING
POROUS
BOTTOM
...........
CATCH BASIN INSE
NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY
INSERT IS ALLOWED THAT HAS A MIN. 0.5
C.F. OF STORAGE. THE MEANS TO DEWATER
THE STORED SEDIMENT, AN OVERFLOW AND
CAN BE EASILY MAINTAINED.
STANDARD STRENGTH GRATE
FILTER FABRIC
CATCH BASIN
FILTER FABRIC PROTECTION -
NOTE: ONLY TO BE USED WHERE PONDING OF
WATER ABOVE THE CATCH BASIN WILL NOT
CAUSE TRAFFIC PROBLEMS AND WHERE
OVERFLOW WILL NOT RESULT IN EROSION OF
SLOPES.
ITENANCE-31ANDAM
ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER
FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY.
SEDIMENT SHALL NOT BE REMOVED NTH WATER, AND ALL
SEDIMENT MUST BE DISPOSED OF AS FILL ON -SITE OR
HAULED OFF -SITE.
ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE
REMOVED WHEN SEDIMENT HAS FILLED ONE-THIRD OF THE
AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT
SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY.
REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF
CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF
PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION
WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED
PROPERLY.
%013 PROTECTION
3
4 1 5
F�
CONSTRUCTION SEQUENC
1 CALL FOR A PRE -CONSTRUCTION MEETING NTH THE CITY INSPECTOR PRIOR
TO STARTING ANY WORK.
2. FLAG CLEARING LIMITS INDICATING WHICH TREES ARE TO BE SAVED.
3. INSTALL TEMPORARY QUARRY ROCK CONSTRUCTION ENTRANCE.
4. INSTALL FILTER FENCE. PERFORM SITE DEMOU11ON AND CLEAR AND GRUB
SITE. ADDITIONAL FILTER FENCE MAY BE REQUIRED AROUND THE PERIMETER
TO PREVENT SILT LADEN WATER FROM LEAVING THE SITE.
5. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS,
WHERE NO FURTHER WORK IS ANTICIPATED FAR A PERIOD OF 15 DAYS,
SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED EROSION &
SEDIMENT CONTROL METHODS, (E.G., SEEDING, MULCHING. NETTING, EROSION
& SEDIMENT CONTROL METHODS.)
6. ROUGH GRADE SITE.
7. INSTALL UTILITIES AND PERMANENT STORM. DRAINAGE SYSTEM AS SOON AS
POSSIBLE.
8. PROVIDE CB PROTECTION PER DETAIL.
9. FINE GRADE AND PAVE.
10. HYDROSEED AND MULCH ALL EXPOSED AREAS THAT ARE NOT LANDSCAPED.
11. REMOVE TEMPORARY EROSION CONTROL FACILITIES, ONLY, AFTER ENTIRE
SITE IS STABILIZED AND THE POTENTIAL FOR EROSION HAS PASSED.
12. CLEAN ANY SILT THAT HAS ACCUMULATED IN THE PERMANENT STORM
DRAINAGE SYSTEM.
EXIST. SITE FEATURE LEGEND
0 SURVEY MARKER RECOVERED AS NOTED
WATER METER
m WATER VALE
f� POWER POLE NTH GUY ANCHOR
0 CATCH BASIN
C STORM SEWER MANHOLE
0 SANITARY SEWER MANHOLE
TRAFFIC SIGN
OHP ...... . .... OVERHEAD POWER LINE
SS SANITARY SEWER LINE
SD STORM DRAIN SEWER LINE
W ---- ----- WATER LINIF
GRAPHIC SCALE
10 0 a 10
FIR Q EXIST. TREE TO EXIST. ASPHALT IF w IN FEET
EXIST. ASPHALT PAD !EMOVED
BE REMOVED (TYP.) TO BE fi
t� 1 inch = 10 ft.
TO BE REMOVED
....... - - - -___ - - - - - ......... --- _4
RECOVERED
REBAR & CAP
COD CALL 48 HOURS BEFORE YOU DIG
(201)- + c IR (CAP UNREADABLE)
30" IR 1-800-424-5555
NOTE: REMOVE EXItT.
CONIC. DRIVEWAY c - - - - - - - - --
-AND-SIDEWALK
-(200)- -
PROVIDE CB PROTECTION IN FEN-GE-0.-S -SOUTH
NEXT DOWNSTREAM CATCH BASIN -7rn
FENCE 0.6' SOUTH I n n n- OF PROPERTY LINE
OF PROP_ERTY LINE foe ---- g" -(799)- cl o .. -
76alL Cox= N - - - - - - - - -
............... x -.1.11.111.1 11 z
Comm cc� P30
. . . . . ......... wW 51.12 FOUR
CONCRETE SIDI
N mAILBOXES
............
. ...........................
........... ..................
........... . .....
....................
dHQ
3 dH0
dH0 . .. . ...... . ..... . ....
dFIO -glHo 1.1- - - ___ -4, < j
. . . ........ . ...... . . . ......... . - - --- Rt
SD . . .......... . . ......... SD . ...... . .
SD - - - SD . . ...... . .. SD - - ----- -b I SID . .....
< SD CD 11
. . .. . ....... ' :31) 00 REMOVE EXIST. SA COT AND
- 1 6 \ SAW CUT AND TEMPORARY- -60NSTRUCTION
C) I I RECOVERED E130JE 1-1 � CONIC. DRIVEWAY E. ACE ASPHALT
C) 0 REPLACE ASPHALT ENTRANCE
REBAR & CAP s I, I SEE DETAIL AND SIDEWALK 2D
ss s
CD STAMPED RIM=197.84 �,3s- ly-_
ss . . . . ............ ............. ss s ss ss 3s . . .............................. ss ss ss- z
.......... ................. SS CB
Sc
ry §56? IE(E)=191.77(8`C0bjd,) RIM=200.90
IE(N)=l9t42(12"G0NC,) if.[ z 0
�AW)=194,57(12%,ONC,l
IE-'l(S)=l 91.34(12"CONC.) IE(S)=l 94.40
(I 2"CONC,) APMOVED FOR
IE(N)=l 94,29(12% 0
ONC.)
CONSTRUCTION uj
N 01*30'08:1�1 W 662.19'
q
S I z !I , I ct
"o/
SsMH CB e- ui
RIM=197�54 RIM=197�68
AS -BUILT 195�50(8"CONO/ WY EMINEER
IE(N)=188,63(12"CONC) 4�k , _"' 76TH AVENUE W.
CENTERLINE C"
IE(E)=188.21(12$`C0N
SION AND SEDMIENT CONTROL ESC) NOT 13. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE
__L TIVITIES A. EROSION CONTROL FOR EXCAVATED AND STOCKPII ED MATERIALS. 9. SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS
kLL ACTIVITIES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY 2. STABILIZA11ON OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING AC THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT
'ROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION SHALL SHALL BE STABILIZED BY SUITABLE APPLICAT10N OF BMPS, INCLUDING, BUT NOT LIMITED CONSISTENT WITH SAFETY AND SPACE SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM
IE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE
G FROM CONSTRUCTION. PROJECTS BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE NTH THE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE SEDIMENT.
'ERMANENTLY STABILIZE EXPOSED SOIL RESULTIN MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED PS, SEDIMENT PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE
4VOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY WITH ANY COMBINATION
, )F THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE DEMONSTRATED THROUGH THE TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRA SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 14. REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND F=
MPLEMENTATION OF AN APPROVED ESC PLAN. GUIDELINES FOR PREPARING ESC PLANS DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM PONDS, OR OTHER ACCEPTABLE MEANS). SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN THIRTY (30) 11.3
kRE PROVIDED IN THE MANUAL. THE PLAN MUST ADDRESS THE FOLLOWING MAY 1 THROUGH SEPTEMBER 30). D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING. 10. CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN Dh'*fs AFMR FINIpti- IsIlE ISTAbluzhmw Is Nuumm op, NF-MR -MF- �g
?EQUIREMENTS: A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT CL
3. PROTEC11ON OF ADJACENT PROPERTIES. ADJACENT PROPER11ES SHALL BE PROTECTED ACCORDANCE NTH ESC REQUIREMENT NO.2. SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS
r nAll V ri CAMP AND STREET MAINTENANCE. DCCHI'nklP- EMMA PPMOVAI qI4AH BE PERMANENTLY STABILIZED.
MLIJAK & UAH
STAMPED "9567"
FENCE 0.5' EAST OF FENCE 1.0' EAST OF
PROPERTY LINE PROPERTY LINE �l N 01*30'01" W
__ X X , A A I x ',x X=7- x x x
x 76.23'
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0 75.00 1
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IR OF P OP Y LIN�___-_,
10" CHERRN
FILTER FABRIC FENCE -
SEE DETAIL
EXIST. HOUSE
TO BE REMOVED
L
re T
0,5
1010
�\l
12"
RECOVERED
REBAR & CAP
STAMPED "9435"
c
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(TYPICAL)
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'#ONSTRUCTION ACCESS ROUTE. CONSTRUCT10N VEHICLE ACCESS SHALL BE, WHENEVER
)RACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY
FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BLIFER SIRIP,
SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE
AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING
11. CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTREAM FROM
SITES. DEWATERING SYSTEMS SHALL
3PALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC
MEASURES AND OTHER APPROPRIATE BMPS.
7. ALL NEW DEVELOPMENT
ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE
DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE
VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT
15. DEWATERING CONSTRUCTION
DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND.
?OADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE
1EANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM
4. MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY
MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPL� WTH ESC REQUIREMENTS
VOLUME,
SITE.
SEDIMENT ON CONSTRUCTION
?OADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT
INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF
SHALL BE CONDUCTED IN
LISTED -BELOW.
12. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY
16. CONTROL OF POLLUTANTS OTHER THAN
SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON
ASPOSAL AREA WITHIN TWENTY-FOUR (24) HOURS. STREET WASHING SHALL BE AH OWED
THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR
8. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS
CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO
SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN
WIY APTPP SEDIMENT IS REMOVED IN THIS MANNER.
ACCORDANCE WITH THE MANUAL.
CAC AM TUC OHrrPPq
ON -SITE
KITALImAlinKi nt: IZTnPkA WATPP
AND/OR ANY EASEMEN I S, bt I tJAUr%Zl,.-)LNZ)I H VL/ �,Ml I R.,ML AR PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW MUM A IWU-TtAll, . A MANNtK MAI UUL� NUI lvMuzr- �,v
5. OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE TREES AND DRAINAGE COURSES. TWtNTY-FOUR HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION SHEETNO.
EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND 17. FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE
ILL PROJECTS TO
DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR A. c -1 (n
ENSURE COMPLIANCE NTH THE APPROVED EROSION AND SEDIMENT -+j
6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY SYSTEMS. 0
LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: CONTROL PLAN.
SECTION 30, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
10719.0954 File G: \Dci-CiVil\99023\dwg\99023pin.dwg JRogers
2 3 4 5 6
STAMPED
)19567)1
- AS —BUILT
CENTERLINE
330.07211 File : G: \Dci— Civil \99023\dwg\9 9023pl n.dwg JRogers
N 01 *30'08" W 662.19'
kbLt UtIAIL—bHttl L;b) L#Umt3 & k;ulltrl
(SEE DETAIL —SHEET C6)
76TH AVENUE W.
—INTERSECTION OF DRIVEWAY AND
CENTERLINE OF RIGHT —OF WAY
EXIST. FACE OF CURB
7
( IN FEET )
1 inch = 10 &
ALL 48 HOURS BEFORE YOU DIG
1-800-424-5555
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SHEET T11LE:
CIVIL
HORIZONTAL
CONTROL -
PLAN
Fm
1 1 2 1 3 1 4 1 5 1 6
FENCE 0.5' EAST OF
PROPERTY LINE
on X X X
FENCE 0.5' SOUTH
OF PROPERTY LINE
FENCE 0.6' SOUTH
OF PR-OP-ERTY LINE
�'Z�
. . ......... - - - - ---------
SD — — ---------- - — - — ------ - --
A)z ..........
141,
ssmH CB —
RIM=197�54 RIM=197M
I 95.50(8"CONC)
IE(N)=188-63(12"CONC.) --AP
IE(E)=l 88,21(12-CONC)
W ...... ....... .... ....... ....... .... .. .......
w .... . . .. ....... w .... ....... ....... w ..... ...... w . ....... .. w ....... .......
FENCE 1.0' EAST OF
PROPERTYIINF i LI
FENCE 0.1' EAST OF
c)onnrn-r%./ i K,�
\4 ---------
7
ES11MATM EARN WORK QUANTITIE
535 CUBIC YARDS — CUT
5 CUBIC YARDS — FILL
532 CUBIC YARDS — NET
ik�
i IN
CALL 48 HOURS BEFORE YOU DIG
1-800-424-5555
SD
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E(N) 19t42(12"C0NC)
1-1
1-1
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RIM=200.90
"(S ):1 91.34(12 -CONC)
IE(Vi)=194,57(12"C0NC
E(W)=l 91.34(12"CPEP)
2"CONC.)
'E^(N),-;,-1 94�29(12*'CONC.)
N 0 1 '3 0'0 w 662.19'
4�
76TH AVENUE
W.
w w
...... ....... ....... ......
w w ....... ....... ....... ...... ....... w ....... ....... .......
w . .. ........ ....... ........
....... ...... w ....... ....... ....... . ... . ....... w . .... ....... .... w w w
EXISr. VVATER LINE
(LOCATION ASSUMED)
EXIST. FACE OF CURB
...... . . ..
. . . ............................................................................................................. ............... ............................... ..................... . .....
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FS-HEET'nTLE:
CIVIL
GRADING 8t.
STORM DRAINAGE
PLAN
SHEET NO.
C-3
SECTION 30, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
. 530.0721 File : G: \Dci— Civil \99 023\dwg \9 9023pl n. dwg JRogers
1 1 2 1 3 1 4 1 5 1 6
I FOR DOMESTIC SERVICE
(A N 01 *30'08" W 662.19'
ssmi-I CB
RIM=197454 RIM=197.68
IE(N)=l 88,63(12"CONK" 95-50"CONC.)
IE(W)- 195.38(8"CONC�)
IE(E)=188.21(12-CONC,)
1E'(W)=PL-UGGE1 )
ww ....... ....... ........ w w .... ....... w w
76TH AVENUE W.
13± LF 6m DI CL 52 w w w w w w w
(1) "B"'Yffin-1tt (FJXFJ)
(2) 8" GATE VALVE (FJxMJ) (RES.) \ '1111,"—EXIST. WATER UNE
(1) 6" GATE VALVE (FJxMJ) (RES.)
(1) CONC. BLOCK (LOCATION ASSUMED)
(1) FIRE HYDRANT ASSEMBLY EXIST, FACE OF CURB
. . . . . . . . . ................. . ........... . .......................................................................................... . ......................................... ........................ . . ...................................... . . . ....
NOTE:
LOCATE NEW FIRE HYDRANT BEHIND
11Y EXISTING SIDEWALK, Cl FAR OF DRIVEWAYS
V) AND OTHER OBSTRUCTIONS
7
[1
L4rf "'�
b.
I IN
10 qml 0 V* I uo W, TO-1.11 0 0
miss
ALL 48 HOURS BEFORE YOU DIG
1-800-424-5555
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IE(N)=1.94,29(12`C,0NC.)
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SHEET 111LE:
CIVIL
SANITARY SEWER
8t WATER SYSTEMS
PLAN
SHEET NO. C-4
(n
f
0
'630.0721 File : G:\Dci—CiVil\99023\dwg\99023pin.dwg JRogers SECTION 30, TOWNSHIP 27 NORTH, RANGE 4 EAST,
R=15' MIN.
INSTALL DRIVEWAY CULVERT IF THERE
IS A ROADSIDE DITCH PRESENT
4"-8" QUARRY SPALLS
GEOTEX*nLE
2 1 3 4
'msj%� ?'OND
10
12" MIN.
THICKNESS
MAINTENANCE STANDARDS mot
PROVIDE FULL WIDTH
1 . QUARR
SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN INGRESS/EGIRESS AREA
ACCORDANCE WITH THE SPECIFICATIONS.
2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT,
THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.
THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE,
OR THE INSTAL! AT10N OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN
TO A SEDIMENT TRAP
AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN
OR POND.
3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY
SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED
D BY WASHING DOWN THE STREET, EXCEPT
ON —SITE. THE PAVEMENT SHALL NOT BE CLEANE FETY. IF IT IS
WHEN SWEEPING IN INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SA
NECESSARY TO WASH THE STREET, THE CONSTRUCTION OF A SMALL SUMP SHALL BE
CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP.
4. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY
SHALL BE REMOVED IMMEDIATELY.
5. IF VEHICLES ARE ENTERING OR EX EXITING THE SITE AT POINTS OTHER THAN THE
CONSTRUCTION ENTRANCE(S), FENCING (SECTION 5.4.1) SHALL BE INSTALLED To CONTROL
IRAFIC.
CONSTRUCTION ENTRANCE
AS PER KING COUNTY ROAD STANDARDS.
DRIVEWAYS SHALL BE PAVED TO THE
EDGE OF R—O—W PRIOR TO INSTALLATION
OF THE CONSTRUCTION ENTRANCE TO
AVOID DAMAGING OF THE ROADWAY.
IT IS RECOMMENDED THAT THE ENTRANCE
BE CROWNED SO THAT RUNOFF DRAINS JOINTS IN FILTER FABRIC SHALL BE SPLICED
OFF THE PAD. AT POSTS. USE STAPLES, WIRE RINGS, OR
CEQUIVALENT TO ATTACH FABRIC TO POSTS.
4nn
FXTRUDED CONCRETE CURB
1. 5" (TYP)
R 1 - (TYP)
SCALE N] 5
DEPTH OF
THROUGH JOINT
#3 DEFORMED BARS
(ALTERNATE TO EPDXY)
SCALE NTS
5
2"X2* BY 14 Ga. WIRE OR
EQUIVALENT, IF STANDARD
STRENGTH FABRIC USED
-44flf�
jEax: � -::: .. I
LEH:- FILTER FABRIC -c-4
MIN. 4"W ENC
--4 ------------
C14
6' MAX.
BACKFILL TRENCH WITH
I
NATIVE SOIL OR 3/4"-1.5"
u WASHED GRAVEL
POST SPACING MAY BE INCREASED kll"-2"X4" WOOD POSTS, STEEL FENCE
TO 8' IF WIRE BACKING IS USED POSTS, REBAR, OR EQUIVALENT
NOTE: FILTER FABRIC FENCE
SHALL BE INSTALLED ALONG
CONTOUR WHENEVER
POSSIBLE.
MAINTE STANDARDS
-NMCE
1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY.
2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED
AND CONVEYED TO A SEDIMENT TRAP OR POND.
3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGN OF THE FENCE
CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZAT10N OF
FLOWS PARALLEL TO THE FENCE. IF THIS OCCUR, REPLACE THE FENCE AND/OR REMOVE THE
TRAPPED SEDIMENT.
4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH.
5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE
REPLACED.
11711 T17P PARRIC FFNCE DETAIL
50—on
2% SLOPE
V v
SIDEWALK WITHOUT CURB
SHALLOW 'Y GROOVE 117---�
MONOLITHIC. 3/8" X 4" JOINT IF
SEPARATE CONSTRUCTION
4'-6" 6"
/,-- FLAT
2% SLOPE
?N\'
'64
12" 1
SIDEWALK WITH CURB
r.FMFNT CONCRETE WALK
PRIV , ATE PROPERTY ONLY
SCALE NTS
SCALE N 15
1-2"0 HOLE FOR 1"0 X 20" LONG
REINFORCING BAR ANCHORING PIN (2
EIN
PINS PER LOCATION) FILL TOP OF HOLE
W/ I
W/ MASTIC OR CONCRETE AFTER
ETTING BARS
o"
<
CEMENT CONCRETE WHEELSTOP
BACKFILL REFER TO LANDSCAPE PLAN
EXTRUDED CONCRETE CURB
7,-
3" ACP CLASS "13 -
4" CRUSHED SURFACING
TOP COURSE
6"
BOND EXTRUDED CURB TO
ACP W/ EPDXY CEMENT
95% COMPACTED SUBGRADE
NOTE:
PAVEMENT SECTION MAY BE REDUCED IF
RECOMMENDED BY A LICENSED GEOTECHNICAL
ENGINEER.
ASPHALT PAVEMENT SECTION
PRIVATE PROPERTY ONLY
0*
(2) #4 BARS
(CONTINUOUS)
3" CLR.
SCALE: INTS
SCALE NTS
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SHEET TITLE:
CIVIL
MISCELLANOUS
DETAILS
SHEET NO.
u
C-5 11W
-18
T.G.=200.20
30"0 CPEP
@SL=0.00%
I.E.=193.50
0 I.E.=1 911.4.r.
4' AVERAGE
DEPTH
101
OUTLET
PIPE
-MONDs. -
D
DI
NDARD-PETAILS
TYPICAL SIDEWALK
2 3 4 6 7
ING
..... .....
2
M
20
MAX.r
CE=1 96.30 CE=1 96.60
WET/DETENTION TANK
60 LF 84" CMP
OSL=0.5%
IE=1 89.30
TRUCTURE
CONTROL S
SEE DETAIL
DETENTION PIPE/TANK
ELEVATION VIEW
CONTROL
STRUCTURE
DETENTION TANK
PLAN VIEW
IE=189.60
V SATTER
O-OS M Fr.
-----*--:PAVEMENT WIDTH
sit
1 a TA N PA. 13 P
'-R,f!'ARTERtA1,
EN.G IN EE RI N
GITY Of: EDMONDS-.
§LJ�.NDARQ PETAILS
VERTICAL CURB AND GUTTER
T.G.=199.40
2"0 MIN. AIR VENT
AT SOFFIT, PIPE
WELDED TO TANK
30"0 CPEP
OSL=0.00%
I.E.=1 93.50
SCALE NTS'
HANDICAP STALL DETAIL
REMOVABLE WATERTIGHT
COUPUN(
6" 0
PLATE WELDED TO ----
ELBOW WITH ORIFICE
DETAIL
ELBOW RESTICTOR
NOTES
1. USE MIN. 54" DIA. CATCH BASIN TYPE 11, AS APPLICABLE.
2. OUTLET CAPACITY: DEVELOPED DESIGN FLOW.
3. METAL PARTS: CORROSION RESISTANT. GALVANIZED PIPE PARTS
TO HAVE ASPHALT TREATMENT 1.
4. FRAME & LADDER OR STEPS OFFSET SO:
A. CLEANOUT GATE IS VISIBLE FROM TOP.
B. CLIMB -DOWN SACE IS CLEAR OF RISER AND CLEANOUT GATE.
C. FRAME IS CLEAR OF CURB.
5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE:
OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE
I.D. LESS 1/4".
6. PROVIDE AT LEAST ONE 3"X.090 GAGE SUPPORT BRACKET
ANCHORED CONCRETE WALL (MAX. 3'-0" VERTICAL SPACING).
7. LOCATED ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE
MIN. CLEARANCE AS SHOWN.
I
8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS
ACCESS TO TANKS OR VAULTS TO ALLOW ACCESS WHEN CATCH
BASIN IS FILLED WITH WATER.
BLUEBACK-
GROUND W/
WHITE SYMBOL
& LETTERING
1" WHITE LETTERS
W/ STD. WORDING
PER HANDICAP
CODE REQ,MNTS
z
n
a_
2" 0 STL POST CL
CENTERED ON
HDCP. STALL
CONTROL STRUCTURE DETAIL WITH ELBOW RESTRICTOR
HANDICAP SIGN
HANDICAP
SYMBOL
WHITE PAINT STRIPE (TYP)
---------
IN
PER PLAN
_'i���PER PLAN
EL. 200.20
TYPE Ii CATCH BASIN
- 54"0 MIN.----
Z F_
195.24
EL. 194.55
EL. 194.25
ELBOW RESTRICTOR
SEE DETAIL
120 OUTLET PIPEJ IN
IE=191.45
L
12'_
ADJUSTABLE HOOK--,,,,,,
4' @HANDICAP STALL
-DEVICE SHALL BE
LOCATED SO THAT 80%
OF OVERFLOW PIPE IS
VISABLE FROM OPENING
�--RESTRICTOR PLATE
NTH 1.3"0 ORIFICE C
INLET PIPE
30"0
[E=193.50
F
GRID LINES 4" O.C. EACH
WAY (GRID FOR LAYOUT
ONLY, NOT TO BE PAINTED)
4" WIDE WHITE PAINTED
STRIPE 2 COATS
BLUE PAINTED SOLID
BACKGROUND 2 COATS
SCALE NTS
100 YR W.S. EL. 195.24
W.Q. SURFACE EL. 193.50
4 0' AVERAGE
DiPTH
- - - - - - - - - - - - - -
0.5%
IE=189.30
RESTRICTOR PLATE
1' SEDIMENT
\11, WITH 11.4�0 ORIFICE
��-SHEAR GATE
--PIPE SUPPORTS
3 xO.09 BOLTS
OR EMBEDDED 2*IN WALL
RESTRICTOR PLATE
NTH 0.75"0 ORIFICE
0
SHEAR GATE DETAI
NOTES:
1. SHEAR GATE SHALL BE: 3. GATE SHALL BE JOINED TO TEE SECTION BY
A. CAST IRON BODY AND GATE, BOLTING (THROUGH FLANGE), WELDING, OR OTHER
SECURE MEANS.
OLYMPIC FDY, STD, OR EQUAL.
B. ALUMINUM, DRAINAGE SPECIALTIES 4. LIFT ROD: AS SPECIFIED BY MANUFACTURING NTH
(SAVANNA, GA) STD. OR EQUAL. HANDLE EXTENDING TO WITHIN ONE FOOT OF
COVER AND ADJUSTABLE HOOK LOCK FASTENED
2. GATE SHALL BE 8"0 TO FRAME OR UPPER HANDHOLD.
UNLESS OTHERWISE SPECIFIED.
STORAGE
P,pp
I'A 1*01f Er%WD FOR
N VIE %5 T R T I - vf%!kN
e, 114"Co
SCALE: NTS
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CIVIL
MISCELLANOUS
DETAI LS
SHEET NO.
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.........
30.072 File : G:\Dci-CiVil\99023\dwg\99023det.dwg JRogers