600 BELL ST.PDFIIIIIIIIIIIIII
10298
600 BELL ST
ADDRESS: to 00 M 56/�'
TAX ACCOUNT/PARCEL NUMBER: 004LFA -?
,j,I`,9(5bIfbL
BUILDING PERMIT (NEW STRUCTURE): Q Q()-Z2 Vo S-� (24+10,Dad'O
� I I
COVENANTS (RECORDED) FOR: 9-a02--P-t
CRITICAL AREAS:1 1-1 E)�e - DETERMINATION: f--j Conditional Waiver F-I Study Required 0 Waiver
DISCRETIONARY PERMIT #'S: AD 0 D2--2�,e
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
10 w1bS
0
a niwmk a WIN ml
WAro 170.1-PIMI-Mr IEA . . . . . .
PLANNING DATA CHECKLIST DATED: MIUZ-
SCALED PLOT PLAN DATED: 121�0'L-
SEWER LID FEE $:
LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED: :)
�R fr-,51 -7
U
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED: 1115102-
OTHER:
LATEMP\DS'Ps\Fon-ns\Street File Checklist.doc
-Y
Diwict ILJ , j
City of '."E''d"'ftiond6.,7--�,W'at'e'r.-'D"'-e'partment -
TAP CARD
Reading: Date _Z6_-j_-oZ L'
jNo. No.
Meter Tap
S
SizeZ'1 ize
Mfgrs. No. 3 9-3 e 2- Style_5,��o,5vs
Purchaser:
Serv. Add. low &0 5_�
Lot No. Blk. No.
Add.
Residential:
Other:
Meter Location 9;o,(, oi-� eD iz- V9 C-V
Pei I
Service Material: :p? C_'� L_�L_/
Pressure - I b s. T e"s t
Date of Work o-2—
vi 0
Guar. Voucher No $
Proj. No:
Remarks: ffig)kk
4,J
OUTGOING Index- Reg. -Route Bk. Stencil- Card -
INCOMING index— Reg. —Route Bk. w� Sfencil—ca
ROUTING SLIP
NEW SERVICE:INSTALLATION
ADDRESS: lom &T
DATE: 2W 2-
LOCATE REQUEST NUMBER
LOCATES
DATE CALLED:
FOREMAN/CREW FUTURE SERVICE:, YES
BORE: COT:
COMMENTS
DRAWING I LOCK- DATE:
F&�
BMW- =,$A#
'ACCOUNT: 2-R3
METER SHOP
ROUTE /SEOPENCE.�
SUPPLIER:�511.
TREATMENT'PLANT'.'
FOREMAN
B L T.
FOREMAN
INITIAL -A DATE:
TAPCARD
METER SHEET
APPLICATION1
UTILITY
DISPATCH
BILLING
%
Site Information, its,/
1. Site Address/ Location:
CA,FileNo:
Iscriltica- I Areas-..,-Qh,ec.k1ist
)090,ph 1,hydrology/vegetation)
2. Property Tax Account Number: 4?)4Z r)!E�S 62eO I/) e15
3. Approximat�e SA68iie (acres or square feety:
4. Is, this site currently develop eid?)�: yes; no.
If yes; how is site developed? 1- 1,
5. Describe thegeneral site topography. Check'all,that apply�
X Flat: less than 54eet elev I aticin chan e over entire site�. REcEIVEE)
9.
Rolling: slopes on site generally, less than 15% (a, vertical, rise of 10-MC oUr 2Q%orizontal
.distance of 66-feet).
I I I PERMIT CPUNT�� 10-feet
Hilly: slopes present on site of more than 15% and les's"than 30% a vertica rise
-over a horizontal` distance 60� -to 664eet�.
Steep:,,,.. grades of greater, than 30% present on site (a vertical rise of 10-feet over a horizontal
distance ofless than 33-feet).
Other'(please describe):
6. Site contam': sareas of year-round standing -Water! "Approx.."De th:
�.p
J
7, Site 'contains areas of seasonal standing:Water: Approx. Depth:
What season(p) of the year?
8. Site is: in the fl6odwa� ' I AD floo'dplai of awater course.
9. Site contains a creek or an area where waterflows acrossjhe grounds surface? Flows are year-round?
'Flow§, are seasoriaIZ.
10. Site is primarily: forested meadow ;shrubs :1111xed
urban 4andscaped, (Iawnsfirubs,6tc);,
11. Obvious �V�ilan'd' is present on site:
Tor City StafftU e,Only
Plan Che&-.Numi;�i:-if bl''?
ca e
` 2 Sitd is�26fied?
d
SCS rnapfT s04. t�*, LA ".
4., Critical Areas ii��L&fitbr' 'C,A�;�,�'m'a'p�indicat'e�§.-C-iifieid;"A're��az'on�-'sit��. No
'Y, or,.!
d d J':
5. Sit� kiiagjid haz��&area7�
_)V#hm esipnate �,ear
-INATIM
D M RM
R
WAIVER
44 T�UDY OR— b.-
F 1.,j ........
Revii*ed,b�_-:,:L*
Critical Areas Checklist.doc/3.19.2001
ate eceive:d Q
City of M D
it, Rec�
Development Ser ji-,-,
lvic s,Debartrhent,__'j0;;, Y !ipt #:
.7
Planning Division ritii� I I ArO�s, R e
Phone: 425.771.0220 ticak, reas-Checklist)Feen $45"001
Fax: 425.771.0221 Aptte EAD15licant
The Critical Areas Checklist contained on -this form is,t67 A pyoperty owner, or.,his/her authorized representative,
1v 1"
be filled out by any person preparing a P&v6lopmenit: Tnus,t'f1lf6U't, th'e-�.checklist, sign and date it, and "submit it
Permit Application for the City.of Edmonds Pri*or.�tq-:,i. lto:th&,City.� 'The "CityiwilbreViewW;�the. qhe&list'�, make a
his/her submittal ofthe?a0plication to the City. te visit,.and make a determination of the
precursory -si
A
t steps necessary to* �onip etd a "development
The purpose of, the Checklist is to enable City staff to ueh
' 1' ' , permit application.
determine, whether 'an ;`potent�iil Critic'M lkr6'
y as�--hr&, ','O'r
may be, present on,the.,s4�ject property. The information Please submit a: vicinity map; - - along with the signed copy
needed ,to' c6molete 'ihe"Checklist should rbe. easily of,thi-s folrin.t.o. ass.istC,ity §taff in finding: and locating the
available from4servations of the site-ordata available -at,, ecifiC Diece,,ofy erty, described on this form. ' In
City Hall (Critical areas inventories, maps, soil add tion, the applicant shall include other pertinent
surveys). .....;�inf6rmiaition (e.g.'; siW.plaft,`Ao'pd'graphy map, etc.) or
studies-ifi-c6njunctionmith this' Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant,. and his/her/its heirs, and assigns, in consideration, on the,pTQcqssing- of the,a agrees
of
to release, indemnify, defend and hold the City Ed��9* har"miless 'from any and all d'am'ages, inclu:di! ble
attorney's fees, arising from any action *or infraction _bas�&in whole or -part upon- false; misl6idi 'accura
fike , i ,
incomplete information fumished by the applicant, his/her/its. agents or emplo�,,ees.. A , . ::1 ?
By my signature, I certify that the information and ex i 0 s erewith submitted are.;true, and.correct%`e6%st of my
t1Vknowledge and that I am authorized is applic the behalf of the owner ig ligted below.
SIGNATURE OF APPLICANVAGENT
DATE /Z
property Owner's Authoriz.:4
By my signature, I certify that I h V'T auth6rizeigabov� Ap"pl'ica'nt/Agent to I apply��qr . the subi ect. land, use application,
and grant my permission for th blic officials and -the siaff "'f the''Cl' -*Of Edmonds to enter the s . ubject property for the
0 j%
purposes of inspection and 5)his application.,
ing aftendantfo
SIGNATURE OF OWNER
Ownei/Appficaint'-
"0. vt
Street Address
MQ L@ 5 CA) !3&OZo
U, ty State Zip
Telephone: 2r-Ij(, -,-'5 f
Email address (optional):
DATE— /,Z —
.�4�p4caht,Represptative::
00'
//- --v� 0-1) A-----) - - I e - bf -7— -
- Name ,
rl_�
St et Address
city State Zip
Telephone: >&v
Email. Add'ress'(optioinal):
Critical Areas Checklist.doc/3.19.200i
RECEIVED
SEP 2 0 20
PERMrr �cwNTER
BELL STREET MULT ' I-TAMILY
HYDROLOGIC ANALYSIS
,W4 BELL.STREETI EDMONDS
I. B
17
cn/
INTENSUS,
P0 Bo Engineering & Suryeying
x 1486, Snohomish, VA'98291
425481-7282'* 3W;66&7534
STREET FILE
Bell'Sued Multi�FamilY
604 Bell'Street, Edmonds
Existing Conditions
9/20/02.
DRAINAGE OVERVIEW
BELL STREET MULTI -FAMILY
604 BELL STREET, EDMONDS
The project area encompasses.0.23 acres of previously developed land.- There is one habitable
building located on the site and a single unit garage, both are to b6.0emoved. The site is
bounded on the east andsouthby residential property.. The west bOundary'is bounded byVh
Ave: N;'the north boundary abuts Bell Street. An alley separates this. site from the residential
property to the south.
Downstream Drainage
Sur . fa , ce drainage from this site is to the northwest entering the existing storm drainage system
that flows, northerly in Bell Street.
Storm Detention
Hydrologic analysis indicates that stormwater detention will be required based on the preliminary
site modeling of the various storm events.. Horographs for the 2, 10 and 100 year storm.events
were developed for the site. It is proposed that site stormiwater detention be,provided in a 480
diameter detention pipe with pumped discharge dueto the lack ofsLifficient depth.,of theexisting
storm system to provide a gravity flow system
Santa Barbara Urban Hydrographs were developed utilizing the SoilsConservation-Service Type
IA rainfall distribution to model runoff from the site using "STORMSHED, Release 6.1.5.7,JtPro),
1999, Engenious Systems, Inc. under license from Boss International. Inc. '!Size (Volume) of the
detention facility was determined by routing the developed hydrographs, through. the detention
facility to provide storage volume for the 2, 10 and 1 W 'year storm events.
1nWnsusXngin=iag-& Sj�yeyiM PO Box.1486, -Snohomish, WA 98291 * 43-5-481-72.82 0 360.;98-7534
2
Bell Street Multi -Family
604 Bell -Street, Edmonds
Tabulation of Flows
Design
'Storm
2
10
100
WOW
Existing Developed Discharge
0 '06
0.02
0.02 0.09 0.03
0.04 0.13 0.04
Discharge for the 2 year-stoffri.event does not begin until the . storage depth reaches-1 .0 foot. The
pump activates and discharge continues until the water level reaches zero depth in the-d6tePtion
oeeds the existing peak discharge by
pipe. The -peak discharge for the 10year storm event ex
0.01 ds for* approximately 1 1 ho . ur. The11D0 year storm event matches the existing peak flow
ra te. Seethe included hydrographs for a graphic representation. . System overflow will'be from
CB #3 into8ell Street.
PUMP STATION
1. GENERA . L: Contractor shall furnish all labor, materials, equipment and 'Incidentals required
to,construct a duplex pumping system at specified herein.
2. OPERATING CONDITIONS: The pump station'shall be a buried, dry ph type with a ground
levelentrance having H20 loading capacity. Pumps, two required. shall be rated % HP, 120
volts, 2 phase, 60 hertz, best RPM. -Each pump shall produce 9 gpm at 23 feet TDH-
Design calculations and pump curves shall be provided indicating the operating
characteristics of the pumps. Discharge side of each purnp shall be equipped with a ball
check valve.
3. CONSTRUCTION: The. pump station "I consist of a wet well and an above ground
enclosure for the electrical control panel. The wet well consists of two W diameter concrete
ipe. Float
storm drain manholes (`SDMH) and 40 fed of.48" diameter corrugated metal pi
control switches are to be installed WC121 (SDMH) #1 with the pum . ps. .. A 24"minimum
diameter access opening, capable of H20 loading, -shall be provided in each -CB.
4. SUMP LEVEL.CONTROLS: Float switches "I be supplied to control sumpjevel and
alarm signal, if furnished. The switches "I be SeWed in a solid polypropylene float for
corrosion and shock,iesisLmce. The support Wire WWI have a heavy Neoprene jacket. A
weight shall be attached to the cord above the float to hold the switch in place in the sump
and efficiently prevent sharp bends,in the cord when the float operates. A quantity of four
(4) float switches shall be provided to control water surface levels, and one (1) float Switch
for an o0tional alarm. -float switches shallbe Model No 3900 as j)rovided by Hydromatic
Purrips, or equal.
282 * 36M.68-7534
Intensus,-Engineering &Surveying, PO Box 1486, Snohomish, WA 98291,0425-484-7.
Bell'Stred -Multi-Family 9/202 3
604 Bell"Streel, Edinonds
5. SYSTEM OPERATION: On sump level rise the lower switch shall first be energized to start
the lead pump; the upper level switch shall next be energized to start the lag pump. With
lead pump operating, sump level shall lower to low switch tum-off setting and pump shall
stop. An afternating relay shall*index on stopping of the lead pump so that the lag pump will
start first on.next.operation and become the.lead pump. if sump level contin ' ues to rise when
lead purnpis operating, the upper level tum-on switch shall energize and start the lag pump.
Both lead and lag pump shall operate together until the upper level tum-Off switch stops the
lagp'u,mp. If the water level continues to rise when both pumps are operating, alarrn switch
shall energize and . signal the alarm, where used. If one pump shall fail for anyreason, the
seoond pump shall operate on an override control. If the water level continues to rise the
alarm shall signal, where used. All float switches shall be adjustable for le I vel setting, from
the top oVCB'(SDIVIH) #1.
6. MAINTENANCE: The pump supplier shall furnish a manual duat'includes.operab,"rig
instructions and maintenance procedures for operation and upkeep of the pump system
supplied. Cost of operation and maintenance will be the responsiVility of the owners of the
units located . on the site. Responsibilities of the owners will be outlined'in the covenants to
be recorded for this project.
In the event there is a total loss of eJectrical power -the owner/s shall be.-.mspoiWble to
provide an alternate means of pumping water from the holding tank to the storm system
located in'6th Avenue N. .
Bio-Filtration
Storm runoff from the project site will be directed to the storm detention holding ta . nk (48" pipe).
Sediments transported will settle in the 48" diameter pipe and associated catch basins. The
pump suction line. wi 1 11 be underwater at zero stage therefore no floatable, material.will be
discharged from the detention system under normal operating conditions.
Erosion Control
The . area around CB #1 is to be utilized as a sedimentation trap during the construction phase.
After the site is finish graded the sediment trap area will be finish graded and landscaped.
WrdWAV0-Q4270306Wyd0WVW
qntmus,-Enginee,ing &-SurveyiM�P0 Box,1486, -Snohomish, WA 98291 4�5481-7282 * 360-668-7534.
TOTAL DYNANfiC BEAD
Project: 242703.06
Goodnight Brothers -Construction
'604 Bell Street Condos
"Edmonds,,WA
Static Suction Lift
ft
Pipe Length
x
ft
fitfings
EPL 90 BMW
ft
45 B&W
ft
Valves
G98
BWI
Total p�ipe length
0
ft
Total friction loss
0.00
ft
(roW poe kqWIOO) x Fj x (Camcbm
Fador. Ci for c 120)
dia 2
gpm 9
F, = 0.41
V = 0.92
fps
Ci 0.83
Total Dynamic Suction Lift
0.00
it
...................
Static Discharge Head
....................................
11.5.
ft
Pipe Length.
15
ft
Fittings
EPL go Bond
4
ft
45 Bend
ft
Valves
Cwte
1.5
ft
BWI
11.9
ft
Total pipe. length
32.4
ft
Total friction loss
22.53
ft
(TotM poe WOWIW) x F, x (Cwecbm
FecW. Ct for C- 120)
dia 2
gpm 9
F, = 0.41
V = 0.92
fps
Ci = 0.83
TDH total dynamic head
22.53
ft
irdensus,-;Engineering Surveyir.ig, PO -Box 1486, Snohomish, WA-98291 -* 4225-481-7-2082 * 360166-8-n34
Goodnight Brothers C 9/19/02
604 Bell'-Stred Condos
D"NA GE ANALYSIS - 604. BELL STREET
Two 54 " CBs; 6'_ 36" Pipe; 40'- 48 " Pipe, Equivalent Length of 48 53.5'
RLPCOMPUTE 148equivO2] SUMMARY
2 yr Match 0: 0.0113 cfs Peak Out Q: 0.0200 ds - Peak Stg: 101.36 ft - Active Vol:
200.38 d - Pipe length: 53.00 ft
10*yr Match 0: 0.0190 cfs Peak Out-0: 0.0308 ds -Peak Stg: 102.04 ft - Active Vol: IZ
�41.15 d - Pipe length: 53.00 ft
100 yr Match 0: 0.0407 ds Peak:40ut 0: 0.0419 cfs - Peak Stg: 102.73 ft Active Vol,.
484.71 d, - Pipe lerigth: .53.00 ft
Running C:Vntensus�24210306\48equiv02 Report.pgm on Thursday, -September 19, 2002
Summary Report of all RLPool Data
Project Precips
[2 yr) .1.40 in
[5 yr) 1.80 in
110 yr] 2.10 in'
[25 yr] 2.50 in
[100 yr) 2.90 in
[Other] 1.06 in
BASLIST2
[Existing) Using [TY`PE1A] As [2 yr]
[Existing) Using [TYPE1A] As 110 yr)
[Existing] Using frYPEIA] As [100 yr]
[Developed] Using [TYPEIA] As [2 yr]
[Developed] Using frYPEIA] As [10 yr)
[Developed) Using [TYPEIA] As (100 yr]
LSTEND
HYDROGRAPHS
BasinID Peak Q Peak T Peak Vol
Area
Method
Raintype
Event
WS) Mrs) (ac-ft)
ac
/LOSS
E-,dS*V 0.0113 7.83 0.0054
.0.23
SBUHISCS
rYF!ElA
2 yr
f-,ds*V 0.0190 8.w 6.0119
0.23
MR=
TYPE1A
10 yr
0.0407 &00 0.0214
0.23
SBUKISCS
TYPE1A
1W
yr
0"Oped 0.05W 7.83 0.0191
P.23
SBUKISCS
TYPE1A
2 yr
Dmkped 0.0897 7.83 0.0313
0.23
SBUKISCS
TYPEIA
10 yr
Deyeloped 0.1300 7.83 0.0458.
.0.23
S B U K15=
'TYPEIA
190
yr
BASLIST [TYPEIA] AS 12 yr] DETAILED
[Existing] [Developed]
LSTEND
IntensusfiWineerin "'Surveying. PO.Box 4416, Snohomish, WA 98291 * 4,25481-728.2 *I60-668M34
g*
Goodnight Brothers Consmiction, Inc 9/19/02
604 Bell Street Condos
EX1STING CONDITIONS
Drainage Area: Existing
Hyd Method: SBUH Hyd
Peak Factor 484.00
Storm Dur -24.00 hm
Area
CN
Pervious 0. 1900 ac
74.00
-Imperviotis; 0.0360 ac
98.00
Total 0.2260 ' ac
Supporting Data:
Pervious CN Data:
Pasture, grass,(good condition) 74.00
impervious CN Data:
House
98 * 00
Garage
98.100.
Pervious TC Data:
flow type: Description:
Sheet grass
Impervious TC Data;.
Flow type: Description:
Shallow gutter
DEVELOPED CONDITIONS
Drainage Area: Developed
Hyd Method: SBUH Hyd
Peak Factor , 484.00
Storm Dur 24.60 hrs
Area
�CN
Pervious 0.0520 ac
86.00
Impervious 0. 1750 ac
98.00
Total 0.2270 ac
Supporting Data:
Pervious CN Data:
grass,(good condition)
86.00
impervious CN Data:
Driveway
.98.00
walkway
98.00
Rooftop
98.00
patio
98.00
Pervious TC Data:
Flow type: Description:
Sheet grass
impervious TC Data:
flow type: Description:
Shallow gutter
Sheet pavement
Loss Method: SCS-CN Number
SCS Abs: '020
Intv: 10.00 min
TC
0.29 hrs
0.02 hrs
0. 1900 ac
0.0300 ac
0.0060 ad
Length: Slope: coeff.
140.00 ft 1.56% 0.1500
Length: Slope: Coeff.
60.00'ft' 0.20% 27.0000
Loss Method: SCS CN Number
SCS Abs: 0.20
Intv: 10.00 min
TC
0.35 hrs
0.06 hrs
0.0520 ac
0.0510 ac.
0.0130 ac
0. 1020 01c
0.0090 ad -
Travel Time
17.48 min
Travel Time
1.10 min
Length: Slope: 4Coeff. - TravelTime
100.1)0 ft 0.50% 0.1500 21 . 06 min
Length: Slope, CoW Travel Time
60.00 ft 020% 27.0000 1.10 min
100.00 ft .0.50% 0.0110 2'.160 min
Intensus Engineering-& Surve)ing, PO Box 1486,'Snoh6inish, *WA 98291 * 475481-7282 0 30668-7534
Goodnight']3rothers'C-onstruction, Inc .9/j9/02
3
604 Bell'Stmet Condos
HYDLIST SUMMARY
[02pump2l 102PUMP101 402PUMP1001
LSTEND
RQUTINGL,�i�schqrge) HYDROGRAPHS
HydID Peak Q 'Peak T
Peak Vol
Cont. Area .
(ds) (hrs)
(ac-ft)
(ac)
04KInip2 0.02 7.17
0.0163
02M
02pLMID .0.03 9.17
0.0284
.0.2270
02purnplOO 0.04 12.50
0.0428
0.2270
STORLIST
[EquivDetentionO2]
LSTEND
Node ID: EquivDetentionO2
-Desc: "Manhole structure
Start El: 100.0000 ft
Max El:
104.00oo ft
Contrib Basin:
Contrib Hyd:
Length Diarn Slope
UpNode
DnNode Num
53.0000 ft 4.0000 ft 0.00%
DISCHLIST
[pumpQ2]
LSTEND
Control Structure ID: pump02 - Pump
rating curve
Descrip: Duplex pump system; rate 0.02 ds each
Start El Max El Increment
1010.0000 ft , 102.0200 ft 0.10
Low Depth: 1.00 ft
Low Rate:
0.02 cfs
Mid Depth: 2.00 ft
Mid Rate:
0. 02 ds
High Depth: 2.02 ft
High Rate:
0.04 ds
WrdrWt/prP4270306AEquivWaM8.dw
jntewus.Engjneerjng*-Surve)in
_ S,-PO,Box 1496, Snohomish, WA 98291 * 425-481-7282.* 360-669-7534
Hydrograp h Plot - 2 year event
0.020
0.018
0.016
0. 014
0.012
c 0.010
0,008
0.006
0.004
0.002
0.000
Time In Hours
604 Bell Street CoAdoe
02pump2
Hydr6graph Plot - 10 y6ar dvent
0
0
Hydrograph -Plot - 100 year event
0.040
0.035
0.030
0.025
c 0.02 0
1
0.015
0.010
0.005
0.000
time in Hours
604 Bell Street Condos
— (k2pumpIQQ
�Im
0
600 Bell"Strod Condos
Edmonds, WA .
8/3 M2
ID"NA GE ANALYSIS -�� 600 BELL STREET
Running C:VntensuM24270306kRouting48 Report.pgrn on -Saturday, August 31,2002
Summary Report of all RLPool Data
Project Precips
[2 yr] 1.40 in
J5yr] 1.80 in
110yr) 2.10 in
[25 M 2.50 in
11 00,yr] 2.90 in
[Other] 1.00'in
BASLIST2.
[Existing] Using FYPE1AJ As 12 yr)
[Existing] Using [TYPEIA] As 110yr]
JExisting] Using [TYPEIA) As [100 yr]
[Developed] Using [TYPEIA] As [2 yr]
[Developed] Using [TYPEIA) As [10yr)
[Developed) Using [TYPE 1 A], As [100 yr]
LSTEND
RYDROGRAPHS
I
BasinlD
Peak 0
Peak T
Peak Vol
Area
Method
Raintype
Event
(ds)
(hrs)
(ac-ft)
ac
A_oss
US"
0.0113
7.83
0.0054
0.23
SBUWSCS
TYPEIA
2 yr
EAsfing
..0.0190
8.00
0.0119
0.23
SBUKSCS
TYPE1A
10 yr
E-)dsWV
0.0407 .8.00
0.0214
023
SBUH/SCS
T*V?E1A
100
Yr
Demloped
0.0550
7.83
0.0191
0.23
SBURGM
TYPEIA
2 yr
Developed
0.0897
7.83
0.0313
0.23
SBUHISCS
TYPEIA
V yr
.Deydq)ed
0.1300
7.83
0.0458
023
SBUHISCS
TYPE1A
100
Yr
BASLIST [TYPEIA) AS [2 yr) DETAILED
[Existing] [Developed]
MEND
bftwus,Engineering &`Surve)in& PO Box 1,486, Snohomish, WA 99291 * 475481-7282 * 3607668-7534
600 Bell Sure Condos
8/31/02
Edmonds, WA
EXISTING CONDITIONS
Drainage Area: Existing
Hyd Method: SBUH Hyd
Loss,Method: SCS CN Number
'Peak Factor 484.00
SCS Abs:
.0.20
Storm Dur 24.00 hrs
Intv:
10.00 min
Area
CN
TIC
Pervious 0. 1900 ac
74.00
0.29 hrs
Impervious 0.0360 ac
98.00
0.02 hrs
Total 0.2260 ac
Supporting Data:
Pervious CN Data:
Pasture, grass,(good condition) 74.00
.0. 1900 ac
Impervious CN Data:
House
98.00
0.-0300 ac
Garage
98.00
0.0060 ac,
Pervious TC Data:
Flowtype: Descriptiom.,
Length:
Slope: Coeff:
Travel Time
Sheet 9
140.00 ft
1:56% 0.1500
17.48 min
Impervious TC Data:
Flow type: Description:
Length!
Slope: Coeff:
Travel Time
Shallow gutter
60.00 ft
0.20% 27.0000
1.1.0 min
DEVELOP-ED CO]WITIONS
Drainage Area: Developed
.Hyd Method: SBUH Hyd
Loss Method: SCS CN Number
Peak Factor 484.00
SCS Abs.
0.20
Storm Dur 24.00 hrs
Intv:
10.00 min
Area
CN
TC
Pervious 0.0520 ac
86:00
0.35 hrs
Impervious 0. 1750 ac
98.00
0.06 hrs
Total 0.2270 ac
Supporting Data:
Pervious CN Date:
grass,(good condition)
86.00
0.0520 ac
Impervious CN Data:
Driveway
98.00
0.0510 ac
walkway
.66.0o
0.0130 ac
Rooftop
98.00
0. 1020 SIC
patio
98.00
0.0090 ac
Pervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Sheet grass
100.00 ft
0.50% 0.15W
21.(ra,min
Impervious TC Data:
Flow type: Description.
Length:
Slope: Coelf:
Trayal'Time
Shallow gutter
,60.00 ft
0.20% 27.0000
1.10 min
Sheet pavement
100.00 ft
0.01io
2.160 min
intensusEngineering-& Surve)ing. i�08ox 1486, Snohomish, WA 98291 0 4-75-481-7-282 *-.360-A68-7534
600.Bell'Strect Condos 8/31/02
Edmonds, WA
ROUTING,,ADischar-2e)HYDROGRAPHS
HYDLIST SUMMARY
[Routing2]'[RoutinglO] [Routing100]
LSTEND
FlydN) Peak,Q Peak T
Peak Vol
Cont Area
— , t (ds) (hrs)
(ac-ft)
(ac)
Roufing2 0.01 10.83
0.0175-
0.2270
RoubnglO 0.02 11.17
0.0283�
102270
RaifinglOO 0.04 9.17
0.0428'
0.2270
STORLIST
[48"Storage]
LSTEND
.DETENTIONSYSTEM
Node ID: 48"Storage
Desc: Manhole structure
Start4EI:' 100.0000 ft
max fl:
104.0000 ft
Contrib Basin: -
Contrib Hyd:
Length Diarn Slope
UpNode
DnNode
45.0000 ft 4.0000A 0.00%
-DISCHLIST
[48-Orifice]
LSTEND
Control Structure ID: 48"Orifice.- Multiple Orifice Structure
Descrip: Multiple Orifice
,Start-IEI Max El Increment
100.0000 ft 104.000.0 ft 0.10
Orif Coeff: 0.62
Bottom El:
0.100 ft
Lowest Diam:
0.5859 in
out to 2nd: 1.6200 ft
Diam:
0.3516 in
2nd to 3rd: 1.0700 ft
Diam:
0.8203 in
wrd/int/p04270306/Storage48.doc
Num
I
3
IntensusBjgineefing&Survcying, PO Box -1486, Snohomish, WA 98291 0 425-481-7282 0 360-668-7534
Hydrograph Plot
0.012
0.010
0.008
C 0.006
0.004
0.-002
0.000
N N C4 C4 0
Time In Hour'b
2 Year Orifice Discharge - 604 Bell Street
Routin(
0.020
0.618
0.016
0.014
0.012
0.010
0.008
0.006
0.004
0.002
0.0 00
Titne In Hours
10 Year Orifice Discharge - 904 Bell Street
Routin
0
Hydrograph Plot
0.045
0.040
0.035
0.030
6.025
0.020
0.015
0.0 10
0.005
6.000
Time In Hours
00 Year Orifice Ditcharige --604. Bell Street
— Routlh
E
06/22/2002 12:1:0 4254811B01 cAiLIN EXCAVATING PAGE 02
Produa
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Height - 12 -
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SYSTEMS AVAILABLE
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ID 0.- R DEWATERING Pump�
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Standard all M*dels , Weight 39 lbs, - 1/1 H-P, SeLECTM GUIDE
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05/31/2002 14:26 4257478561
GEOTECH
PAGE 01
OUOTECH
CONSULTANTS, INC.
Goodnight Brothers Construction
P.O. Box 689
Edmonds, Washington 98020
Attention; Bruce Goodnight
Subject: Geotechnicall Engineering Study
Proposed Multi-F6mily Development
604 Bell Street
Edmonds, Washington
Dear Mr. Goodnight:
13256 Northeast 20rh Strcet. Suire 16
Bellevue, Washington 08005
(425) 747-5618 FAX (425) 747-9561
May 31, 2002
JN 02170
via facsimde: (206) 517-4961
We are pleased to present this geotechnical engineering report for the proposed . six -unit muni.
family development to be constructed in Edmonds, Washington. The scope of our services
consisted of exploring site surface and subsurface conditions, and then developing this report to
provide recommendations for general earthwork and design criteria for foundations, retaining walls,
and subsurface drainage. This work was authorized by your a ptan e of our propo 1, dated
May 6, 2002. cce c $a
We were provided with a proposed site plan and an existing site plan with spot elevations. Carl J.
Colson, Architect developed these Plans, which are dated January 2002. Based on these plans
and discussions with you, we anticipate that a single building will t>e constructed in the center of the
site. The first floor of the building will be near the existing grade, but will be buried using raised
landscape beds to create a basement. Two floors of living space would be constructed above this
first level., Slab -on -grade construction is anticipated.
S/rE CONDITIONS
SURFACE
The Vicinity Map, Plate 1, illustrates the general location of the site. The rectangular site features
approximately 90 feet of frontage along Bell Street to the north and approximately 110 feet of
frontage along 6th Avenue to the east. An unpaved alley abuts the site's southern line- The
subject property is relatively flat with only about 3 feet of fall from its southeastern comer to its
northwestern comer. An old, one-story, single-family house occupies the center of the lot.
Numerous settlement cracks are visible in the old, shallow foundation, which utilizes a crawlspace.
A detached garage is located on the southwestern portion of the site, and the remainder of the
property is covered with lawn. The construction of a multi -family building with a shallow foundation
was underway on the adjacent property to the east during our visit to the site.
ju:'I 1 8
WIt
EETI BUILDING DEPT.
I L E -
05/31/2002 14:26 4257478561 GEOTECH PAGE 02
9 .0
Goodn'ght BrOthers Construction
May 31, 2002 JN 02170
Page 2
SUBSURFA CE
The subsurface conditions were explored by excavating two test pits at the approximate locations
shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed
construction, anticipated subsurface conditions and those encountered during exploration, and the
Scope of work outlined in our proposal.
The test pits were excavated on May 9,,2002 with a tracked backhoe supplied by the client. A
,qeotechnical engineer from our staff observed the excavation process, logged the test Pits, and
obtained representative samples of the soil encountered. "Grab" samples of selected subsurface
soil were collected from the backhoe bucket. The Test Pit Lo S rt P a
3. gs are attached to thi repo as I te
Soil Conditions
Our test Pits revealed relatively similar subsurface conditions across the site. Below
approximately 18 inches of topsoil and sod, we encountered reddi-sh-brown, slightly silty to
silty sands that were loose. The sands became gray and medium -dense at about 3 feet
below the existing grade. Dense to very dense gravelly silty sand was encountered at 5 to
6.5 feet Wow grade in the test pits, and extended to the maximum explored depth of 7 feet.
We would interpret this dense to very dense gravelly silty sand as glacial till. -
Groundwa'er Conditions
Perched groundwater seepage was observed at a depth of 6.5 feet in Test pit 1. The test
Pits were left open for only a short time pe6od- Therefore, the seepage levels on the logs
represent the location of transient water seepage and may not indicate the static
groundwater level. Also, some iron staining of the sands at 2PProximately 5 feet below
grade were observed in Test Pit 1. This iron stainin may indicate that the groundwater
may rise to approxim ately this elevation during the wet
season or following heavy rainfall.
It should be noted that groundwater levels vary seasonally with rainfall and other factors.
Weanticipate that groundwater could be found in more permeable soil layers and between
the near -surface weathered soil and the underlying glacial till.
The final logs represent our interpretations of the field logs. The stratification lines on the logs
transition between soil types may be gradual, and subsurface conditions ca i ct I
represent the approximate boundaries between soil types at the exploration locat ons. The a ua
exploration locations n vary between
. The logs provide specific subsurface information only at the locations tested.
The relative densities and moisture descriptions indicated on the test pit logs are interpretive
descriptions based on the conditions observed during excavation.
The compaction of backfili was not in the scope of our services. Loose soil will therefore be found
in the area of the test Pit5. If this presents a problem, the backfill will need to be removed and
replaced with structural fill during construction.
05/31/2002 14:26 4257478561 GEOTECH PAGE 03
0 0
Goodnight Brothers Construction
May 31, 2002 JN 02170
Page 3
CONCLUSIONS AND RECOMME 4DATIONS
GENERAL
THIS SECTION CON7AINS A SUMMARY OF OUR STUDY AND FINDINGS FOR
GENERAL OVERVIEW ONLY MORE SPECIFIC THE PURPOSES OF A
CONTA INED IN THE REmAINDER OF THIS REPOR T. RECOMMENDATIONS AND CONCLUSIONS ARE
READ 7HE ENTIRE DOCUMEA17 ANY PARTY REL YING ON THIS REPORT SHOULD
The test pits conducted for this study encountered loose, slightly silty to silty sands that generally
became medium -dense approximately 3 feet below the existing ground surface. The Proposed
-structure may be Supported by conventional continuous and spread footings bearing on
recompacted medium -dense native soils or on structural fill placed above the medium -dense soils.
If the footings are lowered to bear on the medium -dense soils, we recommend that the footing
subgrades, be Compacted with a jumpingjack or vibratory roller. If the foundation areas are
overexcavated to the medium -dense sands and restored With structural fill, the fill should be
compacted as described in the General Earthwork and Structural Fill section of this report- We
recommend that the topsoil and loose native soils also be removed from beneath the slab areas of
the structure. These slab areas can be' restored to grade with structural fill. -
The drainage and waterproofing recommendations presented in this report are intended only to
prevent active seepage from flowing through concrete walls or slab$. Even in the absence of active
seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmitted from slabs and foundation walls due to the
concrete curing process. Water vapor also results from occupant uses, such as cooking and
bathing. Excessive water vapor trapped within structures can result in a variety of undesirable
conditions, including., but not limited to, moisture problems with flooring systems, excessively moist
air within occupied * areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely. occupant uses, and provide Sufficient ventilation, either passive or
mechanical, to prevent a build up of excessive water vapor within the planned structure.
A significant' geotechnical consideration for development of th . is site is the overly moist to wet
condition of the silty soils. Based on our observations, the moisture contents of the on -site soils
are somewhat above the optimum moisture content necessary for the required structural fill
compaction. These fine-grained, silty soils are sensitive to moisture, which makes them impossible
to adequately compact when they have moisture contents even 2 to 3 percent above their optimum
moisture content. The reuse of these soils as structural fill to level the site will only be successful
during hot, dry weather. Aeration of each loose lift of soil will be required to dry it before the lift is
Compacted. This aeration will slow the earthwork process dramatically. The earthwork contractor
must be prepared to rework areas that don't achieve proper compaction due to high moisture
content. Utility trench backfill in structural areas, such as Pavements, must a s be dr d be
can be adequately compacted, 1 0 je fore 4
Improper compaction of backfill in utility trenches and around
control structures is a common reason for pavement distress and failures. Imported granular fill will
be needed wherever it is not possible to dry the on -site soils -sufficiently before compaction.
The erosion control measures needed during the site development will depend heavily on the
weather conditions that are encountered, While site clearing will expose a large area of bare soil,
the erosion potential on the site is relatively low due to the gentle slope of the ground. We
anticipate that a silt fence will be needed around the downslope sides of any cleared areas.
Rocked construction access roads should be extended into the site to reduce the amount of mud
05/31/2002 14:26 4257478561 GEOTECH PAGE 04
Goodnight Brothers Construction
May 31, 2002 JN 02170
Page 4
carried off the property by trucks and equipment. Wherever Possible, these roads should follow the
alignment of planned pavements. Cut -slopes and soil stockpiles should be Covered with plastic
areas that will not be immediately covered with landscaping or an S
during wet weather. Following rough grading, it may be necessary to mulch or hydro eed bare
impervious surface.
Geotech Consultants, Inc, should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately, addressed in the design. Such a plan
review would be additional work beyond the current scOPe of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process. -
We recommend including this report, in its entirety, in the project contract documents. Thi
should also be provided to any future property owners so they will be aware of our findin$gsrepordt
recommendations.
SEISMIC CONSIDERATIONS
The site is located within Seismic Zone 3. as illustrated on Figure No. 16-2 of the 1997 Uniform
Building Code (UBC). In accordance with Table 16-J of the 1997 U13C, the site soil profile within
100 feet of the ground surface is best represented by Soil Profile Type SD (stiff Soil). The site soils
have a low potential for seis m-ic liquefaction because of their dense nature.
CONVENTIONAL FOUNDATIONS
The proposed structure can be supported on conventional continuous and spread footings bearing
on undisturbed, medium -dense, native soil, or on structural fill placed above this competent, native
-soil. See the section entitled Generat Earthwork and Strucfural Fill"for recommendations
regarding the Placement and compaction of structural fill beneath structures. Adequate
compaction Of Structural fill should be verified with frequent density testing during fill Placement.
Prior to Placing structural fill beneath foundations, the excavation should be observed by the
geotechnical engineer to document that adequate bearing . soils have been exposed, We
recommend that continuous and individual spread footings have minimum widths of 16 and 24
inches, respectively. Footings should also be bottomed at least 18 inches below the lowest
adjacent finish ground surface. The local building codes should be reviewed to determine if
different footing widths or erTibedment depths are required. Footing subgrades must be cleaned of
loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints,
this may require removing the disturbed soil by hand.
Depending on the final site grades, overexcavation may be required below the footings to expose
competent native soil. Unless lean concrete is. used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavatio ' n and the footing width. For example, an overexcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. if lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing.
An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings
supported on competent, native soil and constructed as described above. A one-third increase in
this design bearing pressure may be used when considering short-term wind or seismic loads. For
the above design criteria, it is anticipated that the total Dost-constru& inn aimmiarn--4. -c x!_
05/31/2002 14:26 4257478561 GEOTECH PAGE 05
9
Goodnight Brothers Construction
May 31, 2002
founded on competent, native soil,
with differential settlements on the
footing with a uniform load.
0
JN 02170
Page 5
or on structural fill up to 5 feet in thickness, will be up to. 1 inch,
order of V7. inch in a distance of 50 feet along a continuous
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relaWely
level, undisturbed soil or be surrounded by level structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
Where: (i) Pcf is pounds per cubic foot and (ij) passive earth
Pressure IS COmPuted using the equivalent fluid density,
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PERMANENTFOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressure$
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
Where: (i) Pcf is Pounds per cubic foot, and (ii) active and
passive earth pressures are computed using the equivalent fluid
Pressures.
* For a restrained wall that cannot deflect at least 0.002 times its
height. a uniform lateral Pressure equal to `10 Psf times the -height
of the wali Should be added to the 2b*Ve active equivalent fluid
pressure.
The values given above are to be used to design permanent foundation and retaining walls only.
The values for friction and passive resistance are ultimate values and do not include a safety
factor. We recommend a safety factor of at least 1.5 for overturning and sliding,- when using the
above values to design the walls. Restrained wall soil parameters should be utilized for a distance
05/31/2002 14:26 4257478561 GEOTECH PAGE 06
0 0
Goodnight Brothers Construction JN 02170
May 31, 2002 Page 6
of 1.5 times the wall height from comers or bends in the walls. This is intended to reduce the
amount of.cracking that can occur where a wall is restrained by a corner.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral sail pressures. Where sloping backfill Is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures
Retainkhri Wall Backtill and Waterprooring
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand
is used as backfill, a minimum 12-inch width of free -draining gravel should be placed
against the backfilled retaining walls. Free -draining backfill or gravel should be used for the
entire width of the backfill where seepage is encountered. For increased protection,
drainage composites could be placed along cut slope faces, and the walls backfilled entirely
with free -draining soil.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential for surface water to percolate into
the backfill. The section entitled General Earthwork and Structural Fill contains
recommendations regarding the placement and compaction of structural fill behind retaining
and foundation walls.
The above recommendations are not intended to waterproof below -grade walls. Over time,
the performance of subsurface drainage systems can degrade, subsurface groundwater
flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing
should be provided where future seepage through the walls is not acceptable. This typically
includes limiting . cold -joints and wall penetrations, and using bentonite panels or
membranes on the outside of the walls. Waterproofing systems should be installed by an
experienced contractor familiar with the anticipated construction and subsurface conditions.
Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered
waterproofing, and will only help to reduce moisture generated from water vapor or capillary
action from seeping through the concrete. As with any project, adequate ventilation of
basement and crawl space areas is important to prevent a build up of water vapor that is
commonly transmitted through concrete walls from the surrounding soil, even when
seepage is not present. This is appropriate even when waterproofing is applied to the
outside of foundation and retaining walls.
05/31/2002 14:26 4257478561 GEOTECH PAGE 07
Goodnight BrotherS Construction JN 02170
May 31, 2002 Page 7
SLABS -ON -GRADE
The building floors may be constructed as slabs -on -grade atop medium -dense native soils, or on
structural fill. The subgrade soil must be -in a firm, non -yielding condition at the time of slab
construction or underslab fill placement. Any soft areas encountered should be excavated and
replaced with select, imported structural fill.
AJI slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a
minimum 4-inch thickness of coarse, free -draining structural fill with a gradation similar to that
discussed in Permanent Poundation and Retaining Walls. As noted by the American Concrete
Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is
desirable immediately below any on -grade slab that will be covered by tile, wood, carpet,
impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that
vapor retarders, such as 5-mil plastic sheeting, are typically used. A vapor retarder is defined as a
material with a permeance of less than 0.3 US perms per square foot (pso per hour, as determined
by ASTIVI E 96. It is possible that concrete admixtures may meet this specification, although the
manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs,
joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should
extend to the foundation walls for maximum vapor protection. If no potential for vapor passage
through the slab is desired, a vapor bafTier should be used. A vapor barrier, as defined by ACI, is a
product with a water transmission rate of 0.00 perms per square foot per hour when tested in
accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this
requirement.
In the recent past, ACI (Section 4'.1.5) recommended that a Minimum of 4 inches of well -graded
compactable granular material, such as a 5/8-inch-minus crushed rock Pavement base, be placed
over the vapor retarder or barrier to protect them during slab construction and to act as a "blotter"
for more even curing of the concrete slab. However, more current literature indicates that long-
term vapor problems could result where the protection/blotter material becomes wet before the slab
placement occurs. This is especially an issue in areas with wet climates, such as the Puget Sound.
Therefore, if there is a potential that the protection/blotter material will become wet before the slab
is installed, ACI now recommends that no protection/blotter material be used. However, they then
recommend that the joint spacing in the slab be reduced, a low shrinkage concrete mixture be
used, and "other measures" (steel reinforcing, etc.) be utilized to reduce the potential for irregular
slab curing and excessive shrinkage cracking due to uneven curing.
We recommend that the contractor, architect, structural engineer, and the owner discuss these
issues and review recent ACI literature and ASTIVI E-1643 for installation guidelines and guidance
on the use of the protection/blotter material.
EXCA VA TIONS AND SLOPES
No excavated slopes are anticipated other than for utility trenches. Excavation Slopes should not
exceed the limits specified in local, state, and national government safety regulations. Temporary
cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no
indications of slope instability. However, vertical cuts should not be made near property
boundaries, or existing utilities and structures. Based upon Washington Administrative Code
(WAC) 295, Part N, the soil at the subject site would generally be classified as Type B. Therefore,
05/31/2002 14:26 4257478561 GEOTECH PAGE 08
Goodnight Brothers Construction JN 02170
May 31, 2002 Page 8
temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper
than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut.
The above recommended temporary slope inclination is based on what has been successful at
other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a
relatively short duration to allow for the consiruction of foundations, retaining walls. or utilities,
Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes
should also be backfilled or retained as soon as possible to reduce the potential for instability.
Please note that sand ran cave suddenly and without warning. Excavation, foundation, and utility
contractors should be made especially aware of this Potential danger.
All permanent cuts into native soil should be inclined no steeper than 2:1 (HY). Water should not
be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently
exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and
improve the stability of the surficial layer of soil.
DRAINAGE CONSIDERATIONS
Foundation drains should be used around the perimeter of the proposed structure. Drains should
also be placed at the base of all earth -retaining walls. These drains should consist of 4-inch-
diameter perforated PVC pipe surrounded by at least 6 inches of 1-inch-minus, washed rock and
then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At
its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab
floor or the level of a crawl space, and it should. be sloped for drainage. AJI roof and surface water
drains must be kept separate from the foundation drain system. A typical drain detail is attached to
this report as Plate 4. For the best long-term performance, perforated PVC pipe is recommended
for all subsurface drains.
If the structure includes an elevator, it may be necessary to provide special drainage or
waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will
be necessary to provide a footing drain and free -draining wall backfill, and the walls should be
waterproofed. If the footing drain willi be too low to connect to the storm drainage system, then it
will likely be necessary to install a pumped sump to discharge the Collected water. Alternatively,
the elevator pit could be designed to be entirely waterproof: this would include designing the pit
structure to resist hydrostatic uplift pressures.
As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section should be provided in
any crawl space area to limit the transmission of water vapor from the underlying soils, Also, an
outlet drain is recommended for all crawl spaces to prevent a build up of any water, that may
bypass the footing drains.
Groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building
05/31/2002 14:26 4257478561 GEOTECH PAGE 09
Goodnight BroMers Construction JN 02170
May 31, 2002 Page 9
should slope away at least 2 percent, except where the area is paved. Surface drains should be
provided where necessary to prevent ponding of water behind foundation or retaining walls.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic Soil, and
other deleterio�js material. It is important that existing foundation be removed before site
development, The stripped or removed materials should not be mixed with any materials to be
used as structural fill, but they could be used in non-structural areas, such as landscape beds.
Structural fill is defined as any fill, including utility backfili, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture contenit at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content Of fill is very important -and
must be closely controlled during the filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, the Compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the
need to remove the fill to achieve the required -compaction. The following table presents
recommended relative compactions for structural fill -
Where., Minimurn Relative compaction Is the ratio, expressed in
Percentages, Of the COMPacted dry density to the maximum dry
density, as determined in aCcOrdanCe with ASTM Test
Designation D ISS7.91 (Modified Proctor).
Use of on -site soit
If grading activities take place during wet weather, or, when the silty, on -site soil is wet, site
preparation costs may be higher because of delays due to rain, and the Potential need to
import granular fill. The on -site soil is generally silty and therefore moisture -sensitive,
Grading operations will be difficult during wet weather, or when the moisture content of this
soil exceeds the optimum moisture content.
The moisture content Of the silty, on -she soil must be at, or near, the optimum moisture
content, as the soil cannot be consistently compacted to the required density when the
moisture content is significantly greater than optimum. The moisture content of the on -site
soil was generally above the estimated optimum moisture content at the time Of our
05/31/2002 14:26 4257478561 GEOTECH PAGE 10
0
Goodnight Brothers Construction JN 02170
May 31, 2002 Page 10
explorations. The on -site slightly silty to silty sands underlying the topsoil could be used as
structural fill, if grading operations are conducted during hot, dry weather, when drying the
wetter soil by aeration is possible. During excessively dry weather, however, it may be
necessary to add water to achieve the optimum moisture content.
Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from
construction equipment, or even foot traffic, when the moisture content is greater than the
optimum moisture content. It may be beneficial to Protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from traffic.
The General section should be reviewed for considerations related to the reuse of on -site soils,
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a sift or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITATIONS
The analyses, conclusions, and recommendations contained in this report are based on site
conditions as they existed at the time of our exploration and assume that the soil and groundwater
conditions encountered in the test pits are representative of subsurface conditions on the site. if
the subsurface conditions encountered during construction are significantly different fmm those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary. Unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully anticipated by merely taking soil
samples in test pits. Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of Goodnight Brothers Construction, and its
representatives, for specific application to this project and site. Our recommendations and
conclusions are based on observed site materials. Our conclusions and recommendations are
professional opinions derived in accordance with current standards of practice within the scope of
our services and within budget and time constraints. No warranty is expressed or implied. The
scope of our services does not include services related to construction safety precautions, and our
recommendations are not intended to direct the contractor's methods, techniques, sequences, or
procedures, except as specifically described in our report for consideration in deiign.
ADDMONAL SERVICES
Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and
observation Services during construction. This is to confirm that subsurface conditions are
consistent with those indicated by our exploration, to evaluate whether earthwork and foundation
construction activities comply with the general intent of the recommendations presented in this
report, and to provide suggestions for design changes in the event subsurface conditions differ
from those anticipated prior to the start of construction. However, our work would not include the
supervision or direction of the actual work of the contractor and its employees or agents. Also, job
and site safety, and dimensional measurements, will be the responsibility of the contractor.
05�31/2002 14:26 4257478561 GEOTECH PAGE 11
9 0
Goodnight Brothers Construction
May 31, 2002 JN 02170
Page 11
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plate 3 Test Pit Logs
Plate 4 Typical Footing Drain
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be offurther service, please do not hesitate to contact us.
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
FEWPIRES 01-31- C>Z--1
James H. Strange, Jr., P.E.
Project Manager
Marc R, McGinnis, P.E.
Principal
JHS/MRM: esm
05/31/2002 14:26 4257478561
9
GEOTECH
PAGE 12
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GEOTECH
CONSULTAMM INC.
VICMTY MAP
604 Bell Street
Edmonds, Washington
Job No: Date. Scale, Plate:
02170 Me, None
1 1 a I V,
05/31/2002 14:26 4257478561 GEOTECH PAGE 13
Bell St.
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97. 97.00 nwk SU7
F& � 97.3& "" 4.
(Adapted from "Existing Site Plan' by Carl J. Colaon -Architect)
GEOTECH
CONSUTANTS,INC.
95.10
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TP-1
SITE EXPLORATION PLAN
604 Bell Street
Edmonds, Washington
Job No: Date: Scale: Plate: —
02170 May. 2002 1 None 1 2 11
05/31/2002 14:26 4257478561
0
GEOTECH
0
PAGE 14
Test Pit I
epth (feet) Observations
0.0-1.5 Topsoil and sod
1.0-6.5 Reddish -brown, slightly silty SAND, fine- to medium -grained, with occasional gravel, moist
loose. [SP/SM]
- becomes grayish brown, medium -dense at 3.0 feet
- becomes iron -stained, very moist at 5 feet.
- becomes wet at 6 feet
6.5-7.0 Brownish -gray, gravelly, silty SAND, fine- to medium -grained, moist, very dense.
(Glacial Till) [SM]
Test Pit terminated at 7.0 feet on 5/9/2002. Slight perched groundwater was encountered at
6.5 feet, No caving was observed.
Test Pit 2
Depth (feet) Observations
0.0-1.5 Topsoil and sod
1.5-5.0 Reddish -brown, gravelly, slightly silty to silty $AND with roots, fine- to medium -grained, moist,
loose. [SP/SMI
- becomes gray medium -dense to. dense at 3 feet.
5.0-6.0 Gray, gravelly, silty SAND, fine- to medium -grained, moist dense. (Glacial Till) [SMI
Test Pit terminated at 6.0 feet on 519/2002. No groundmiater was encountered. No caving
was observed.
GEOTECH
CONSUTAM'S, INC.
TIEST PIT LOGS
604 Bell Street
Edmonds, Washington
Job No: Date: Scale: Plate:
02170 May.2002 I None 1 3
05/31/2002 14:26 4257478561
01
GEOTECH
0
PAGE 15
Slope backfill away from
foundation. Provide surface
drains where necessary.
I
Washed Rod
(718" min. size)
6" min.
Backfill
(See text for
requirements)
Nonwoven Geotextile
Filter Fab ric -
oor-*�
.0.0
-00
Tightline Roof Drain
(Do not connect to footing drain)
SLAB
Vapor. Retarder
or Barrier ,
'— Free -Draining Gravel
4" Perforated Hard PVC Pipe (if appropriate)
(Invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate'ouffail.
Place holes downward.)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for additional drainage and waterproofing conside* rations.
GEOTECH
CONMMTANT$, INC.
TYPICAL FOOTING DRMN
604 Bell Street
Edmonds, Washington
Job NO: Date: Scale: Plate:
02170 May.2002 I None 1 4
PLANNING DATA
New Commercial / Mulffamily Proeects
S,ITE ADDRESS: ZONING:
USE(S) PROPOSED: ALLOWED?:
LEGAL NONCONFORMING LAND USE DETEMINATION ISSYED_klo
CUP'File: To Allow What Uses?:
ADBFILE#: -1 A., .. -1. � � , , , -I-
�Z4 / 2- 1, 1 2A 13 , . . -;-I
PARKING:
U se: 2-- r-�- No. Spaces Required:
X (floor area, # employees, etc.) = "T:0,
Use: .-I- �+- No. Spaces Required: I
. X -2— 1 --F-S (floor area, # employees, etc.) = e--'
Use: No. Spaces Required:
X (floor area, # employees, etc.) =
Use: No. Spaces Requi red:
X. (floor area'# employees, etc.)
Total Required: 'I C> Actual Provided:
I
SETBACKS:
Required Setbacks: Fi-ppq+
Front: 115 " Left Side: 10 Right Side: Alear"
Actual Setbacks: /
Front: (IS; Left Side: (0 "Right Side: 10 e'Rear: I
Street map checked for additional setback required? ^/0 ffesq�
t00R-4RM
Maximu ual
MAXIMUMP Y qV5
ect--) Act
ff ICN�10"
BUILDING HEIGHT:
t r Maximum Allowed: 2-5"4-,
/12--7,. Z/Actual Height: 2—
Modulation Allowed?: /V ation Height: /V
A Modul /A
Datum Point: --SS �-,, 1,+ Datum Elevation: 9-7. 2-q
Elevator Penthouse > 3 feet over height limit?" If so,VAR#
LANDSCAPING:`
Matches ADB approved:
Bid Provided? d Amount (100% bid)!, e-,�,
CRITICAL AREAS #: 691 V\/a- I V
SEPA DETERMINATION: rr�-- +z> -7s&,) r--�k
SHORELINE REQUIREV: /Vo
Continued ...
1A1ibrary\^P1andatNewComm.doc
DATE: PLAN CHK#-. 0;—�7
.,NAME OF BUILDING PERMIT APPLICANT:
PROJECT DESCRIPTION:
ADB FILE #: 02- 24/'o OR . DATE VED:
PLANS MATCH APPROAD PLAN:
SUBDIVISION:
LOT AGGREGATION REQUIREW:
0
r;; REDUCED SITE PLAN (8.5Xll) PROVIDED FOR STREET FILE?
OTHER:" K
=f 3L e—
Plan,Review By: 1
1Alibrary\APlandatNewComm.doc
IPC. 1%4-
NO:
ityof Edmonds PERT
PERMIT EXPIRE
SIDE SEWER PERMIT
Address of Construction: 177 LID #
Property Tax Account Parcel No. 1-16 6IZ21
Attach copies of all. access and utility
Verified and Approve(L�.
Owner and/or Contractor:
Contractor License #: Building Permit #:
R Single Family Invasion into City *Right -of Way: El Yes No
2-Im",ulti-Family (No. of Units *RW Construction Permit #
F] Commercial (No. of Units Crosspttjr 1�* Private Property: E] Yes El No
IWIM
t ption and �copy--d recorded easement.
lic
0
tor
Owner/Co_ntractot
t
ture
lwn,e ' r contrac si. nt 1� ent statement:
ks� c � iT
t
"or I
1 si ing for this pe t I certify that I have read the City's public handout entitled
Sewer Specifications, and shall compl� with all City requirements outlined therein.
9 CALL DIA-A-:14.)IG (1-800-444-5555) BEFORE ANY.",E)I
2 FOR: 1140K N CALL 425-77t:0120 ext�nsionl,
')A Un"111112 KnT1rVRF,0111RFD FOR ALL INSPECTION RE01
City Permit Surcharge Fee $5.00 Total Fees Paid $
Date
CAVATION 9
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE,CHARGED.
Job Site Ready YES NO —Date:_----,—Initial-.
Partial Inspection: Da . te: Initial:
Partial Inspection: —Date:—Initial:_
FINAL INSPECTION APPROVED: Date: JJ141�9- .: Initial: D6 As -built to Street File: El
o%§-vr- Wk
T_� PI:KMI I MUb I b.t ruZ) I tu U. jVD 011 E: v
White Copy: File Green Copy:. Inspector Buff Copy: Applicant
L;temp;bldg,form�;sspertnitjlg4/00
APPLICATION
for
The City of Edmonds SIDE SEWER PERYaT EASEMENT No . ..........................................
NEW CONSTRUCTION 0 REPAIRS 0
114-02850
OV,7NER ........... ��rn H. Faust
............................................................................................. CONTRACTOR .................................................................................................. PERMIT No . ......................
ADDRESS........ 6..OA ---- Dell ---- $t .................................................................
0
LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
NAMEOF ADDITION .........................................................................................................................................
Dye Tested On Sewer 1972
Approved:
DATE................................................ By ......................................
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) ?71-0220 FAX (425) 771-0221
Website: www.d.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
October 2, 2002
A&
FILE
Brian Goodnight
Goodnight Brothers Construction, Inc.
PO Box 669
Edmonds, WA 98020
RE: Building Permit No. 2002-0754
600 Bell Street — Six -Unit Condominium
Performance Bond Information
Dear Brian,
With regard to the above -referenced project, the City of Edmonds requires that. a
Performance Bond be posted in the total amount of $73,400. This amount includes
$56,400 for site improvements (storm, sidewalk, alley, erosion control, sewer, water) and
$17,000 for landscape improvements. The bond must be posted for a period of at least 12
months and cannot be released until said improvements have been completed, inspected
and approved by the City.
I have enclosed a copy of the costs for your infon-nation. In addition, I have enclosed a
copy of the City of Edmonds Performance Bond form for completion by you and your
bonding company.
If there are any questions, please contact Lyle Chrisman. at 425-771-0220, Ext. 1324.
Thank you.
CONNI CURTIS
Administrative Assistant
c: Development Services Permit Coordinators
C:\Documents and Settings\curtis\My Documents\Engsec\BONDS\CORSPNDC\GwdnightBondAmount.doc
0 Incorporated August 11, 1890 0
Sister City - Hekinan, Japan
r- . �_J Iff-
GOODNIGHT BROS. CONST INC.
P. 0. BOX 669
EDMONDS WA. 98020
206-517-4961
-Cjoo*&.*ght.-Bros'.-,-.-..C6nstruction�Inc.
Se
,ptember 19 2002 RECEIVED-
SEP 19 2002
Lyle Christman
Engineering Deg. ENGINEEIRING DIVISION
City of Edmonds
Project: 600 Bell ST. Edmonds (six unit condo)
Dear Lyle:
Listed below am the site improvements. cost for your review. Also included is the landscape
' improvement price with spri�er system, Please review as soon as possible for bonding purposes.
All'bonds are required before permit submittal. I would like to have bonding submitted well ahead
0 permit issuance.
Fete
.:Stwm' ntion system $23,000.00
02,716,
I
43
2. SidewallL gutter replacement with tree grates $12,000.00
.3.:,. Asphalt alley $2,000.00
4.':�:E,rosion control $2,000.00
5. Clearing $3,000.00
.6. Sewer $3,000.00
7. Water line ( 2" copper)
1. Landscape bid with sprinkler system
Bros. Construction Inc. VP
$2,000.00 '2�, .4 at';:,'
------------
$16,768.95
4
P ix5ta ftb: 1;0 2A.
. . . . . . . . . .
RECEIVED
SEP 2 0 2002
PERMIT COUNTER
BELL STREET MULT.I.-FAMILY
HYDROLOGIC ANALYSIS
6 BELL STREET, EDMONDS
SW C
30
01
17G58
ONAL
r 7xp 1 WE 5 ' qw - =1
INTENSUS, Engineering & Surveying
PO Box 1486, Snohomish, WA 98291
425-481-7282 * 360-668-7534
Bell Street Multi -Family 9/20/02
604 Bell Street, Edmonds
DRAINAGE OVERVIEW
BELL STREET MULTI -FAMILY
604 BELL STREET, EDMONDS
Existing Conditions
The project area encompasses 0.23 acres of previously developed land. There is one habitable
building located on the site and a single unit garage, both are to'be removed. The site is
bounded on the east and south by residential property. The west boundary is bounded by 6 th
Ave. N; the north boundary abuts Bell Street. An alley separates this site from the residential
property to the south.
Downstream Drainage
Surface drainage from this site is to the northwest entering the existing storm drainage system
that flows northerly in Bell Street.
Storm Detention
Hydrologic analysis indicates that stormwater detention will be required based on the preliminary
site modeling of the various storm events., Hydrographs for the 2, 10.and.1 00 year storm events
were developed f . or the site. It is proposed that site stormwater detention be provided in a 48"
diameter detention pipe with pumped discharge due to the lack of sufficient depth of the existing
storm system to provide a gravity flow system
Santa Barbara Urban Hydrographs were developed utilizing the Soils Conservation Service Type
IA rainfall distribution to model runoff from the site using "STORMSHED, Release 6.1.5.7, (Pro),
1999, Engenious Systems, Inc. under license from Boss International, Inc. Size (Volume) of the
detention facility was determined by routing the developed hydrographs through the detention
facility to provide storage volume for the 2, 10 and 100 year storm events.
intensus, Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425-481-7282 * 360-668-7534
0
Bell Street Multi -Family 9/20/02
604 Bell Street, Edmonds
Tabulation of Flows
Design
<-
FLOW ->
Storm
Existing
Developed
Discharge
2
0.01
0.06
0.02
10
0.02
0.09
0.03
100
0.04
0.13
0.04
2
Discharge for t . he 2 year storm event does not begin until the storage depth reaches 1.0 foot. The
pump activates and discharge continues until the water level reaches zero depth in the detention
pipe. The peak discharge for the 10 year storm event exceeds the existing p . ea k discharge by
0.01 cfs for approxim I ately 1 hour. The 100 year storm event matches the existing peak flow
rate. See the included hydrographs for a graphic representation. - System overflow will be from
C13 #3 into Bell Street.
PUMP STATION
1 . GENERAL: Contractor shall I furnish all labor, materials, equipment and incidentals required
to construct a duplex pumping system as specified herein.
2. OPERATING CONDITIONS: The pump station shall be a buried, dry pit type with a ground
level entrance having H20 loading capacity. Pumps, two required, shall be rated '/2HP, 120
volts, 2 phase, 60 ' hertz, best RPM. Each pump shall produce 9 gpm at 23 feet TDH.
Design calculations and pump curves shall be provided indicating the operating
characteristics of the pumps. Discharge side of each pump shall be equipped with a ball
check valve.
3. CONSTRUCTION: The pump station shall consist of a wet well and an above ground
enclosure for the electrical control panel. The wet well consists of two 54" diameter concrete
storm drain manholes (SDMH) and 40 feet of 48" diameter corrugated metal pipe. Float
control switches are to be installed in C13 (SDMH) #1 with the pumps. A 24" minimum
diameter access opening, capable of H20 loading, shall be provided in each CB.
4. SUMP LEVEL CONTROLS: Float switches shaill be supplied to control sump level and
alarm signal, if fumished. The switches shall be sealed in a solid polypropylene float for
corrosion and shock resistance. The support wire shall have a heavy Neoprene jacket. A
weight shall be attached to the cord above the float to hold the switch in place in the sump
and efficiently prevent sharp bends in the cord when the float operates. A quantity of four
(4) float switches shall be provided to control water surface levels, and one (1) float switch
for an optional alarm. Float switches shall be Model No 3900 as provided by Hydromatic
Pumps, or equal.
Intensus, Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425-481-7282 * 360-668-7534
3
Bell Street Multi -Family
604 Bell Street, Edmonds
5. SYSTEM OPERATION: On sump level rise the lower switch shall first be energized t o start
the lead pump; the upper level switch shall next be energized to start the lag pump. With
lead pump operating, sump level shall lower to low switch tum-off setting and pump shall
stop. An alternating relay shall index on stopping of the lead pump so that the lag pump will
start first on next operation and become the lead pump. if sump level continues to rise when
lead pump is operating, the upper level tum-on switch shall energize and start the lag pump.
Both lead. and lag pump shall operate together until the upper level tum-off switch stops the
lag pump. If the water level continues to rise when both pumps are operating, alarm Switch
shall energize and signal the alarm, where used. If one pump shall fail for any reason, the
second pump shall operate on an override control. If the water level continues to rise the
alarm shall signal, where used. All float switches shall be adjustable for level setting, from
the top of CB (SDMH) #1.
6. MAINTENANCE: The pump supplier shall furnish a manual that includes operating
instructions and maintenance procedures for operation and upkeep of the pump system
supplied. Cost of operation and maintenance will be the responsibility of the owners of the
units located on the site. Responsibilities of, the owners will be outlined in the covenants to
be recorded for this project.
In the event there is a total loss of electrical power the owner/s shall be responsible to
provide an alternate means of pumping water from the holding tank to the storm system
located in 6th Avenue N.
Blo-Filtration
Storm runoff from the project site will be directed to the storm detention holding tank (48" pipe).
Sediments transported will settle in the 48" diameter pipe and associated catch basins. The
pump . suction line will. be underwater at zero stage therefore no floatable material will be
discharged fro m the detention system under normal operating conditions.
Erosion Control
The area around CB #1 is . to be utilized as, a sedimentation trap during the construction phase.
After the site is finish graded the sediment trap area will be finish graded and landscaped.
Wrd\int\pd\24270306\1iyd0vrvw
Intensus, Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425-481-7282 * 360-668-7534
0
I*
TOTAL DYNANHC -HEAD
Project: 24.2703.06
Goodnight Brothers Construction
604 Bell Street Condos
Edmonds, WA
Static Suction Lift
ft
Pipe Length
x
ft
Fittings
EPL
90 Bend
ft
45 Berld
ft
Valves
Gate
Ball
Total pipe length.
0
ft
Total friction loss
0.00
ft
(TOW pipe iar�i 00) x F, x (Correction Fedor, C, for c 120)
dia
2
gpm
9
F, =
0.41
V=
0.92
fps
C,
0.83
Total Dynamic Suction
Lift
0.00
ft
Static Discharge Head
11.5
ft
Pipe Length
15
ft
Fittings
EPL
90 Bend
4
ft
45 Bend
ft
Valves
Gate
1.5
ft
BaJI
11.9
ft
Total pipe length
32.4
ft
Total friction loss
22.53
ft
(Total pipe kwgW1 00) x F, x (Correction Factor, Cf for c 120)
dia
2
gpm=
9
F, =
0.41
V =
0.92
fps
Cf
0.83
TDH total dynamic head
22.53
ft
Intensus, Engineering Surveying, PO Box 1486, Snohomish, WA 98291 * 425-481-7282 * 360-668-7534
Goodnight Brothers Construction, Inc 9/19/02
604 Bell Street Condos
D"NA GE ANALYSIS 604 BELL STREET
Two 54 " CBs; 6'- 36" Pipe, 40'- 48 " Pipe; Equivalent Length of 48" = 53.5'
RLPCOMPUTE [48equiv02] SUMMARY
2 yr Match Q: 0.0113 cfs Peak Out Q: 0.0200 cfs - Peak Stg: 101.36 ft - Active Vol:
200.38 cf - Pipe length: 53.00 ft
10 yr Match Q: 0.0190 cfs Peak Out 0: 0.0308 cfs - Peak Stg: 102.04 ft - Active Vol:
341.15 cf - Pipe length: 53.00 ft
100 yr , ' Match Q: 0.0407 cls Peak Out Q: 0.0419 cfs - Peak Stg: 102.73 ft - Active Vol:
484.71 cf - Pipe length: 53.00 ft
Running C:\Intensus\24270306\48equivO2 Report.pgm on Thursday, September 19, 2002
Summary Report of all Rl-Pool Data
Project Precips
[2 yr)
1.40 in
[5 yr]
1.80 in
[10 yr]
2.10 in
[25 yr]
2.50 in
[100 yr]
2.90 in
[Other]
1.00 in
BASLIST2
[Existing] Using [TYPEIA] As [2 yr]
[Existing] Using [TYPE1A] As [10 yr]
[Existing] Using FYPE1A] As [100 yr]
[Developed] Using [TYPEIIA] As [2 yr]
[Developed] Using [TYPE1A] As [10 yr]
[Developed] Using [TYPE1A] As [100 yr]
LSTEND
HYDROGRAPHS
BasinlD
Peak Q
Peak T
Peak Vol
Area
Method
Rainty . pe
Event
(cfs)
(hrs)
(ac-ft)
ac
/Loss
Usfing
0.0113
7.83
0.0054
0.23
SBUFVSCS
TYPE1A
2 yr
Usting
0.0190
8.00
0.0119
0.23
SBUH/SCS
TYPEIA
10 yr
E)dsbng
0.0407
8.00
0.0214
0.23
SBUWSCS
TYPE1A
100
yr
Developed
0.0550
7.83
0.0191
0.23
SBUHISCS
TYPEIA
2 yr
Developed
0.0897
.7.83
0.0313
0.23
S131.11-11SCS
TYPE1A
10 yr
Developed
0.1300
7.83
0.0458
0.23
SBUFVSCS
TYPE1A
190
yr
BASLIST [TYPE1A] AS [2 yr) DETAILED
[Existing] [Developed]
LSTEND
lntcnsus Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425481-7282 * 360-668-7534
0
Goodnight Brothers Construction, Inc
604 Bell Street Condos
EXISTING (70"ITIONS
Drainage Area: Existing
Hyd Method: SBUH Hyd
Peak Factor
Storm Dur: 24.00 hrs
Area
CN
Pervious 0. 1900 ac
74.00
Impervious 0.0360 ac
98.00
Total 0.2260 ac
Supporting Data:
Pervious CN Data:
Pasture, grass,(good condition) 74-00
Impervious CN Data:
House
98.00
Garage
98.00
Pervious TC Data:
Flow type: Description:
Sheet grass
Impervious TC Data:
Flow type: Description:
Shallow gutter .
9/19/02
DEVEL . OPED COADITIONS
Drainage Area: Developed
Hyd Method: SBUH Hyd
Peak Factor: 484.00
Storm Dur 24.00 hrs
Area
CN
Pervious 0.0520 ac
86.00
Impervious 0.1750 ac
98.00
Total 0.2270 ac
Supporting Data:
Pervious CN Data:
grass,(good condition)
86.00
Impervious CN Data:
Driveway
98.00
walkway
98.00
Rooftop
98.00
patio
98.00
Pervious TC Data:
Flow type: Description:
Sheet grass
Impervious TC Data:
Flow type: Description:
Shallow gutter
Sheet pavement
Loss Method
SCS Abs:
Intv:
TC
0.29 hrs
0.02 hrs
0. 1900 ac
0.0300 ac
0.0060 ac
SCS CN Number
0.20
10.00 min
Length: Slope: Coeff: Travel Time
140.00 ft 1.56% 0.1500 17.46 min
Length: Slope: Coeff: Travel Time
60.00 ft 0.20% 27.0000 1.10 min
Loss Method: SCS CN Number
.SCS Abs: 0.20
Intv: 1 0.00 min
TC
0.35 hrs
0.06 hrs
0.0520 ac
0.0510 ac
0.0130 ac
0. 1020 ac
0.0090 ac
Length:
Slope:
Coeff:
Travel Time
100.00 ft
0.50%
0.1500
�1.06 min
Length:
Slope:
Coeff:
Travel Time
60.00 ft
0.20%
27.0000
1.10 min
100.00 ft
0.50%
0.0110
2.60 min
1ntensus Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425-481-7282 * 360-668 1 -7534
Goodnight Brothers Construction, Inc 9/19/02
604 Bell Street Condos
HYDLIST SUMMARY '
[02pump2] [02pump101 (02pump1001
LSTIEND
ROUTING (disc arae
h ) HYDROGRAPHS
HydID
Peak Q
Peak T
Peak Vol
Cont Area
(cfs)
(hrs)
(ac-ft)
(ac)
02pumP2
0.02
7.17
9.17
0.0163
0.0284
0.2270
0.2270
02pumplo
02pumpl 00
0.03
0.04
12.50
0.0428
0.2270
STORLIST
[EquivDetentionO2]
LSTEND
Node ID: EquivDetention02
Desc:
Manhole structure
-Start El:
100.0000 ft Max El: 104.0000 ft
Contrib Basin:
Contrib Hyd:
Length
Diam Slope UpNode DnNode Num
53.0000 ft
4.0000 ft 0.00% 1
DISCHLIST .
. [pump02]
LSTEND
Control Structure ID: pump02 - Pump rating curve
Descrip:
Duplex pump system; rate = 0.02 cfs each
Start El
Max El Increment
100.0000 ft
102.0200 ft 0.10
Low Depth:
1.00 ft Low Rate: 0.02 cfs
Mid Depth:
2.00 ft Mid Rate: 0.02 cfs
High Depth:
2.02 ft High Rate: 0.04 cfs
Wrd/int/pi:�24270306/Equivalent48-doc
3
Intensus Engineering & Surveying, PO Box 1486, Snohomish, WA 98291 * 425 - 481-7282 * 360-668-7534
Hydrograph Plot - 2 year event
0.020
0.018
0.016
0.014
0.012
0.010
10:
1 0.008
0.006
0.004
0.002
0.000
Time in Hours
604 Bell Street Condos
— 02pump2
0
Hydrograph Plot - 10 year event
0.035
.0. 030
0.025
0.020
U. 0.015
0.010
0.005
0.000
Time in Hours
604 Bell Street Condos
— 02pumpIO
9
Hydrograph Plot - 100 year event
0.040
0.035
0.030
1-11-
D IYV
0.020
U.
0.015
0.010
0.005
0.000
Time in Hours
604 Bell Street Condos
— 02pumpIQQ
600 Bell Street Condos 8/31/02
Edmonds, WA
D"NA GE ANALYSIS — 600 BELL STREET
Running C:Xlntensus\24270306\Routing48 Report.pgrn on Saturday,
August 31, 2002
Summary Report of all RLPool Data
Project Precips
[2 yr] 1.40 in
[5 yr] 1.80 in
110 A. 2.10 in
[25 yr] 2.50 in
[100 yr] 2.90 in
[Other] 1.00 in
BASLIST2
[Existing] Using [TYPE1A] As [2 yr]
[Existing] Using [TYPE1A] As [10 yr]
[Existing] Using [TYPEIA] As [100 yr]
[Developed] Using [TYPE1A] As [2 yr]
[Developed] Using [TYPE1A] As [10 yr]
[Developed] Using [TYPE1A] As [100 yr]
I-STEND
HYDROGRAPHS
BasinlD Peak Q Peak T Peak Vol
Area
Method Raintype
Event
(Cfs) (hrs) (ac-ft)
ac
/Loss
Usbng 0.0113 7.83 0.0054
0.23
SBUFUSCS TYPE1A 2 yr
EAsting 0.0190 8.00 0.0119
0.23-
SBUFVSCS TYPE1A 10 yr
EAsting 0.0407 8.00 0.0214
0.23
SBUFVSCS TYPE1A 100
Yr
Developed 0.0550 7.83 0.0191
0.23
SBUFVSCS TYPE1A 2 yr
Developed 0.0897 7.83 0.0313
0.23
SBUFVSCS TYPE1A 10 yr
Developed 0.1300 7.83 0.0458
0.23
SBUHISCS TYPEIA 100
Yr
BASLIST [TYPEIA] AS [2 yr] DETAILED
[Existing] [Developed]
LSTEND
Intensus Engineering & Surveying, PO Box 1486, Snohomish, WA 98291. * 425-481-7282 * 360-668-7534
. 0
600 Bell Street Condos
Edmonds, WA
EXISTING
Drainage Area: Existing
Hyd Method: SBUH Hyd
Peak Factor: 484-00
Storm Dur: 24.00 hrs
Area CN
Pervious 0. 1900 ac 74-00
impervious 0.0360 ac 98.00
Total 0.2260 ac
Supporting Data:
Pervious CN Data:
.Pasture, grass,(good condition) 74.00
impervious CN Data:
House 98.00
Garage 98.00
Pervious TC Data:
Flow type: Description:
Sheet grass
Impervious TC Data:
Flow type: Descriptiorf.
Shallow gutter
DEVELOPED
Drainage Area: Developed
Hyd Method: SBUH Hyd
Peak Factor: 484.00
Storm Dur 24.00 hrs
Area
CN
Pervious 0.0 520 ac
86.00
Impervious 0. 1750 ac
98-00
Total 0.2270 ac
Supporting Data:
Pervious CN Data:
grass,(good condition)
86.00
Impervious CN Data:
Driveway.
98.00
'walkway
98.00
Rooftop
98.*00
patio
98.00
.Pervious TC Data:
Flow type: Description:
Sheet - grass
Impervious TC Data:
Flow type: Description:
Shallow gutter
Sheet pavement
8/31/02
Loss Method: SCS CN Number
SCS Abs: 0.20
Intv: 10.00 min
TC -
0.29 hrs
0.02 hrs
0. 1900 ac
0.0300 ac
0.0060 ac,
Length:
Slope:
140.00 ft
1.56%
Length:
Slope:
60.00 ft
0.20%
Coeff:.
Travel Time
0.1500
17.48 min
Coeff:
Travel Time
27.0000
1.10 min
Loss Method: SCS CN Number
SCS Abs: 0.20
Intv: 10.00 min
TC
0.35 hrs
0.06 hrs'
0.0520 ac
0. 0510 ac
0.0130 ac
0.1020 ac
0.0090 ac
Length:
Slope:
Coeff:
Travel Time
100.00 ft
0.50%
0.1500
21.06 min
Length:
Slope:
Coeff:
Travel Time
60.00 ft
0.20%
27.0000
1.10 min
100.00 ft
0.50%
0.0110
2.60 min
81-7282 360-668-7534
intensus Engineering & Surveying, PO Box.1486, Snohomish, WA 98291. 4254
600 Bell Street Condos
8/31/02
Edmonds, WA
ROUTING (Discharee)HYDROGRAPHS
HYDILIST SUMMARY
[Routing2] [Routing'10] [Routing'100]
LSTEND
HydID Peak Q
Peak T
Peak Vol
Cont Area
WS)
(hrs)
(ac-ft)
(ac)
Routing2 0.01
10.83
0.0175
0.2270
Routinglo 0.02
11.17
0.0283.
0.2270
Routing100 0.04
9.17
0.0428
0.2270
STORLIST
[48"Storage]
.-LSTEND,
DETENTIONSYSLEM
Node ID: 48"Storage
Desc: Manhole structure
Start El: 100. 0000 ft
Max El:
104.0000 ft
Contrib Basin:
Contrib Hyd:
Length Diam
Slope
UpNode
DnNode Num
45.0000 ft 4.0000 ft
0.00%
1
DISCHILIST
[48"Orifice]
.LSTEND
Control Structure ID: 48"Orifice
- Multiple
Orifice Structure
Descrip: Multiple Orifice
Start El Max El
Increment
100. 0000 ft 104.0000 ft
0.10
Odf - Coeff:. 0.62
Bottom El:
0.00 ft
Lowest Diam:
0.5859 in
out to 2nd: 1.6200 ft
Diam:
0.3516 in
2nd to 3rd: 1.0700 ft
Diam:
0.8203 in
wrd/int/prj/24270306/Storage48.doc
Intensus Engineering & Surveyin'g, P0. Box 1486, Snohomish, WA 98291 4254811-7282 360-668-7534
0.012
0.010
0.008
0.006
U.
0.004
0.0 02
0.000
Hydrograph Plot
-i� N N N N C,
Time in Hours
2 Year Orifice Discharge - 604 Bell Street
— Routin(
10.
0
0.020
0.018
0.016
0.014
0.012
C
.- 0.010
10:
5- 0.008
0.006
0.004
0.002
0.000
Hydrograph Plot
w 00 C) C*4 qq w (N RW w 11
N CM CM C14 0
Time in Hours
10 Year Orifice Discharge.- 604 Bell Street
— Routin
0-
Hydrograph Plot
0.0.45
0.040
0.035
0.030
'0.025
E
0 0.020
U-
0.015.
0.010
0.005
0.000
N C4 C4 C4
Time in Houri;
100 Year Orifice Discharge -- 604 Bell Street
0
— Routin
I*
0
08/22/200 2 12:10 4254eleo CAJUN EXCAVATI6 PAGE 02
SECTION! M025
q49,13
�Vklry 101WAS y/W.-F 19,719'
0700
Produa intiumation 0198
here reflects
Of
c%ry visit our web site:
publirAtion. Consult fac
!egar(rm discrepancios ot M P10. Box 1047 - twis**. KY 40258,W7
3649C-aVAWP4W -LwtnQ.XY4Wf1-1961
- 1 (6MM~-FAX(02) 774-,W4
COMPARE THESE FEATURES
• Non -clogging engireered plastic vorlex
Impeller design.
• Corrosion resistantpowciercoated ePmcy finish
• Durable cast constniction. C&st switch case,
motor and pump ho"ing and base. No
sheet meta! parts to rust or corrode.
Castings . All 6ast iron class 25-30 25000#
�ensile strength.
Bearings - Upper & lower oil ted cast iron.
SWnless s*W screws, guard, hanctle and
arm and seal assembly.
Float operated sut>mersible (NE M A 6)
2-pole mechanical swritch.
00-filled mmor—hemetically sealed.
Permanent split capacitor motor
Entire unit pressure tested after assembly.
Automatic reset thermal Gverload
protection.
Carbon and ceramic shaft seal.
-Watertight neoprene "C" ring between
motor and, pump housing,
Maximum temperature -for effluent or
dewatering 130, F.* - 546 C.,
80 cycles, 1725 RPM.
Passes 1/2 in& solids (sphere).
No screens to clog.
Standard cord length 15'(ULIWed)-
1 W, N PT Discharge (1 %' x 2' PVC Adapter
included with GN & BE M*dele),-
On point - gli-
Off point - F
Major %ldth - 1 J '/6"
Height - I
SIMPLEX AND DUPLEX
SYSTEMS AVAILABLE
PACKAGED'SYSTSMS
AVAILABLE
Note: rhe sizing of off iuent systems rofmally reore-S
variable le * vel float(s) controls and properly &t�
baght to aalova roqLiirad pum�ng cycles.
98 Cast,lron Series
"FLOW -MATE
(FOR PU&fp PRERX IDEWOCATION SEE NEWS & VIEWS 0062)
FOR SEPTIC TANK
LOW PRESSURE PIPE (LPP)
AND ENHANCED FLOW STEP SYSTEMS
C10OR DEWATERING PUMP
SUBMERS113LE
1 'A" NPT DISCHARGE
moo
1/2
A,
VI
M Zoeller Co. AN 6gM5 rewrved.
0._, 2nu
-d
08/22/2002 12:10 4254810 CAJUN EXC,AVATIO FAGE 03
qFAO x.APACITY CURVE
MODEL 98
20
10-
IS
10 20 30 40 TO
I U.S. CALL
15 CALZI
U-Ir" 0 00 1W 2+V
FLOW KR 19WA
. 5 1/4 ___11
4 5/6
16
CONSULT FACTORY FOR SPECIAL APPLiCATiONS
Ej=rlcjW afteMe.ors, for dupte I x systems, are avi6lable and e, Variabiq level float switches are avaj able tw cordnonhv sinigie
suppOed w1th an alarm, three phIM sM*m.
MachanW afternstors, for duplex SY6t&M2, are avallable Double piggybeck va:iabie level float switches are available
with or withotfi aJBf m sw�chcs- for variable level Wg cycle controt6.
Standard all models - We ght 39 lbs. - I/P H-P,
SELECTION GUIDE
98 560"
C-001rol 800c"an
no SXLBffw cw*al raq'*-1.
1. kfto hoW cpanned 2-09 PW&Wt0W fffftin- pWyb8Ck vaftt6e ICI-101,
level iwwl OrwiLclh a f COL"O
mo" YOKO-ph
Mpdo!_ AMPG
2. Skqft pWyba& v*iw*
noat qvAch. Wer to F140477. .
115
9.4
MedwicWgiligmtor W-W726r*10-017M
115 1
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4. US FW712. 1IQr WnV= MMW of E"r= AAW4W'
conird Fabb 104VA kiwo $3 a =MCI adwam, "Cilly **W (21) - (4)
0 230 1
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Auto
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L"o S.WM, All inittIlDlIan a, conlrols,omittilon (AvicAlz one. rArips 010101stallor, . ;th
F, WnW* dd" 7ocner poodUds Misr 0 G644 05 PW/49'* mmu. lice md 6ectheisr. All gic:jn pri zAd 010; Odri 11"U14 132 IO'lz)* ln;'� olf, e Moll
-Wch.nia A*ndur, WPM; 9WVr-9WW ns*'2' F
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sirlgk RWO siffou PwW C*&4 FWA SH; AMtm Syroms, FWIM
S 10 H.
FIF-SERVE,pOWERED DE
safety factor is engineered into the design of every Zoeller pump,
For unusual conditions 8 rGserve
*a To. I, C. a=
4W
tudirvAl. Ky 40211-1961
rjs4M. 144 W&PLAW17
WeyAr Co. jivi t" reuo"O
0 copyrqm 20M
ego *0 1 an 0?_ 2nU
-03 AaZaer S H
SQ94 'B9.S.709C
too
000�
0
GARY HAAKENSON
CITY OF EDMONDS MAYOR
LJW—
IF __J 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
111 Planning - Buildin g - Engineering
September 26, 2002
Bruce Goodnight
Goodnight Brothers Const.
P.O. 669
Edmonds, WA 98020
RE: Bell Street Condominiums at 600 Bell ST. (P.C. # 02-303)- Waiver of driveway width
requirement
Dear Bruce:
We have reviewed your letter dated September 19, 2002, requesting reduction of the required entry
width from 24 feet to 22 feet due to a conflict with a power pole guy anchor. The issue was discussed
with Bob Kakaley from PUD, and he stated that removing the anchor, or pole and anchor, would
place extreme stress on the Easterly pole (which also contains a pole mounted transformer). He also
said the pole could not be moved to the East because it would impact the driveway entrance of the
new Multi -family units being constructed on the adjacent site and, moving it west of the entrance
would exceed the allowable span between poles. He did say the existing guy anchor could be
shortened. Based on our site visit and the information provided by PUD, we hereby grant your
request to reduce the entrance from 24 feet to 22. As condition of approval, the guy anchor shall be
moved as close to the pole as PUD will allow.
If you have any questions, please call me at 425-771-0220 ext 1324
Sincerely,
1.4; a 14wz'o�
V`yle Chrisman
Engineering Program Manager
Cc: Marie Harrison, Permit Coordinator
Incorporated August 11, 1890
. Sister City - Hekinan, Japan
December 2000
Figure 6H-13. Temporary Road Closure (TA-13)
Page 6H-31
SWL QLOI
44�1
Dwember 2000
Table 6H-3. Meaning of Letter Codes,on
Typical Application Diagrams
!stance Beh
I
1
30('
1)
100
1)
1501
0)
450('
Page 6H-S
Speed category to be determined by highway agency
Distances are shown in meters (feet). The column headings A, B, and C are the dimensions
shown in Figures 6H-1 through 6H-46. The A dimension is the distance from the transition or
point of restriction to the first sign. The B dimension is the distance between the first and second
signs. The C dimension is the distance between the second and third signs. (The third sign is the
first one in a three -sign series encountered by a driver approaching a temporary traft control
zone.)
Fonrnulas for L are as follows:
For speed limits of 60 knk/h (40 mph) or less:
L = WS2 (L WS2)
155
For speed limits of 70 km/h (45 mph) or greater-
L= WS (L = WS)
1.6
Where: L = taper length in meters (feet)
W width of offset in meters (feet)
S posted speed limit, or off-peak
85th-percentile speed prior to work starting,
or the anticipated operating speed in km/h (mph)
S=L 6H.01
0
0
December 2000
Table 6H-3. Meaning of Letter Codes on
Typical Application Diagrams
Page 6H-'5
s"
C
30(100)
100(350)
150(600)
100(2,640)
Speed category to be determined by highway agency
Distances are shown in meters (feet). The column headings A, B, and C are the dimensions
shown in Figures 6H-I through 614-46. The A dimension is the distance from the transition or
point of restriction to the first sign. The B dimension is the distance between the first and second
signs. The C dimension is the distance between the second and third signs. (rhe third sign is the
first one in a three -sign series encountered by a driver approaching a temporary traffic contrcd
zone.).
Foffnulas for L are as follows:
For speed limits of 60 km/h (40 mph) or less:
L = -AS--2 (L = WS2)
155 . 60
For speed limits of 70 km/h (45 mph) or greater
L= WS' (L=WS)
1.6
Where: L = taper length in meters (feet)
W width of offset in meters (feet)
S posted speed limit, or off-peak
85th-percentile speed prior to work starting,
or the anticipated operating speed in km/h (mph)
S=L 6H.01
Page 6F-42
Figure 6F-4 Channelizing Devices (Sheet I of 2)
'450 mm (18.1n) MIN.
Facing
Traff ic
100 to
7
150 mm
(4 to 6 In)
900 m
(36 In)
'72-
DRUM
200 to
300imm
(a to 12 In)
600 mm
(24 In) MIN
900 mm
(36 in) MIN.
Sam 6F35
D=mber 2000
Retroreflect Retroreflective
Ba d IV150 mm (2 In) 2 and 50 mm
1175 mm (3 in) (2 in)
50 to 150 mm (2 to 6 In)
700 mm 175 mm (3 In)
)1 1
(28 In) 71--
450 mm 5 MMI
_T(3 in)
Night and/or Freeway Day and Low -Speed
High -Speed Roadway Roadway (s 60 knVh)
70 km/h) (a 45 mph) (s 40 mph)
TUBULAR MARKERS
Retroreflective
75 to 100 mm (3 to 4 in)
Tftnd
ISO mm (6 In)
VA-7
700 mm 11111113— 50 mm (2 in)
(28 in) 100mm
450 mm
=A
(4 in)
(18 In)
Night and/or Freeway
Day and Low -Speed
High -Speed Roadway
Roadway (a 60 km1h)
(2! 7U Krrunj 45 mphl ts 40 rnph)
VERT16AL PANEL CONES
WarnInq Ilghts; (optional)
Nominallumber dimensions are satisfactory for barricade rail width dimensions.
Rail stripe widths shall be 150 mm (6 In), except that 100 mm (4 in) wide stripes
may be used if rail lengths are less than 900 min (36 in).
The sides of barricades facing traffic shall have retroreflective rail faces.
Decembcr 2000
Figure 6F-A Channelizing Devices (Sheet 2 of 2)
45"
rq
600 mm -T
900 mm [.*—, 7-11-1
j36 In) (24 in) MIN. 200 to
MIN. 300 mm
(8 to 12 in)
.7
TYPE I BARRICADE ***
i I rq * //N - 45
TrdEA&r1drj4QrA#r
1.5 rn -er
(5 Ift) r Arw A
MIN.
1`1 AV A01 Ar 200 to
300 mm
1.2 rn (4 ft) MIN. (8 to 12 in)
Q
TYPE III BARRICADE
Page 6F-43
900 mm
(36 in) 200 to
MIN. 300 mm
600 rnT (8 to 12 In)
(24 in) MIN.
TYPE 11 BARRICADE ***
600 myn
[4- (24 In) -11-i
V1301
-F
mm
900 mm
1(0102 In)
(36 in)
00 mm
(8 in)
DIRECTION INDICATOR BARRICADE
Warning lights (optional)
Nominal lumber dimensions are satisfactory for barricade rail width dimensions.
Rail strips widths shall be 150 mm (6 in), except that 100 mm (4 in) wide stripes
may be used if rail lengths are less than 900 mm (36 in).
The sides of barricades facing traffic shall have retroreflective rail faces.
SacL 6F-55
9
Page 6H-4 December -2000
Table 6H-2. Meaning of Symbols on Typical Application Diagrams
000
Sea 61LOI
Arrow panel
Arrow panel support or trailer
Channelizing device
Direction of Itraft
Direction of temporary traffic detour
Flagger
High-level warning device (Rag tree)
Luminalre
Pavement marldrigs that should be
removed for a long-term project
Sign (Shown facing left)
Temporary barrier
Temporary barrier with warning rights
Surveyor
Traffic or Pedestrian signal
Truck -mounted attenuator
Type III Barricade
Crash Cushion
Changeable message sign or support trailer
Warning lights
Work space
Work vehicle
0 � � .0
State Highway/Roadway Locations (Refer to Figure 6H-31)
Advance warnin and one-lane/detour traffic signs shall be placed at 1000 and 1500 lineal feet,
1 9
respectively, in advance of channelization markers. Distances may vary as to existing speed
conditions. Lane change channelization taper markers shall be placed at 30 lineal feet spacing
for every 300 lineal feet in advance of work area.
Traffic Co�trol Plans
The attached traffic control plans represent the various traffic control situations that are typically
encountered in the City of Edmonds. The applicant shall be required to adopt one of the traffic
control plans that is appropriate for the proposed work or to submit a site -specific traffic control
plan for review and approval by the City of Edmonds.
DAMy Documents\Engsec\EL4NDOLiMTRAFCNMDOC 3 ReOsW 05/OW2
40
RETURN ADDRESS:
City of Edmonds, City Clerk
121 5th Avenue North
Edmonds, WA 98020
1 0
CONFORMED COPY
200210100560
10/10/2002 04:56 PM Snohomish
P-0002 RECORDED County
DECLARATION OF RESTRICTIVE COVENANT
MULTI -FAMILY RESIDENTIAL
Reference#: 4We-61 —6 75
Grantor(s): (1229--jo-t- 6CO40 h X.) 1r, Additional on pg.
Grantee(s): City of Edmonds
Legal Description (abbreviated): See 4A Twn Rng_3 Qt
OR Lot Block Plat
Assessor's Tax Parcel ID#(s): (1) C04 �4ZO 19AM I dp (2)
Assessor's Tax.Parcel 1D# not yet assigned
WHEREAS, an-ijej,
are the owners of the foliowing described real estate in the City of Edmonds, to wit:
Property Address: Q E� Ad a_-j b -)z4 W02t>
I
Legal Description:
Assessor's Tax Parcel ID # (s): nc4 qp,6!> I f.,o
AUTBORIZED FOR RECORDING
By:-&9City of Edmonds
Date-4&9Z42
* 7
Page of
WHEREAS., the above named owners are desirous of i r mposing a restrictive
covenant upon said premises in compliance with Section 19.00-040 of the Edmonds
Community Development Code. WITNESSETH, that for and in
consideration of the premises, the- above named owners do hereby declare and grant to
the City of Edmonds as Grantee the following restrictive covenant, to -wit:
That at the time of the execution of this Covenant the Grantors have agreed to the
Ordinance of the City of Edmonds provide that no building for multiple family housing
may be erected on subject property containing more than A units.
Said Covenant shall be binding upon all present and future owners of said real estate and
their heirs, successors and assigns.
DATED this
. _ —.a2/ d3pof 2oo2-
GRANTOR
State of Washington
)ss
County of ',�NOV&yms 9)
I certify that I know or have satisfactory evidence that
(is/axe) the person*
who appeared before me, and said person(s) acknowledged that (he/s4eA*ey) signed this
instrument, on oath stated that (he/ihtAhey) (is/am) authorized to� execute the instrument
and acknowledged it as the
(title) Of 6342WIC+2
.3kis . doffsr me - to be the free and voluntary act of such party(ies)
for the uses and purposes meiA*ons in this instrument. Subscribed and sworn to before
me this s2/411�-_ da of 2007—
Y
o P
p
10otary Public in and fo th' S f W shington.
e'lls it 1 :0. A+44A VU - S PeLLVK 441-1
-4r %ko M n expires
y commissio
CA
0, At, AUTBORIZED FOR RECORDING
Edmonds
C' of
By:� —Date
I
Page of r4Z
L:kTEMP\BVILDING\FORMSk]iESTRJCT
"1 8 C�
9 0 - 19
CITY OF EDMONDS LAURA M. HALL
MAYOR
250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works 9 Planning * Parks and Recreation Engineering
S
IKEET FILE
July 14, 1993
Occupant
604 Bell Street
Edmonds, WA, 98020
Dear Resident:
The City of Edmonds Public Works has received complaints about the
vegetation overgrowing the sidewalk at your.residence.
Please be advised that it is the -responsibility of the abutting.
property owners to maintain per the City'.s Ordinance No. 1571 (see
attached).
If you shoul d have any.questions, please feel free to give me a call. at
771-0235, extension 348.
Si cerely,
Bi 11 Stroud
Street Supervisor
cc: Dale Wickersham
Home.owner
BS/l k
Enclosure
Im
604BELL/TXTSTR EE/l
0 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
'W'
CITY OF EDMONDS
250 - 5TH AVE.-N. - EDMONDS, WA 98020 - (206) 771-0220 FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
8 go C� 1�) Public Wo rks * Planning e Parks and Recreation 9 Engineering
July 14, 1993
LAURA M. HALL
MAYOR
Dale Wickersham
9730 - 216th Place SW
Edmonds, -WA 98026
Dear Property Owner:
The City of'lEdmonds Public Works has received complaints about the
vegetation overgrowing the sidewalk at 604 Bell Street.
Please be advised that it is the responsibility of the abutting
.property owners to maintain per the City's Ordinance No. 1571 (see
attached).
If you should have any questions, please feel free to give me a call at
771-0235, extension 348.
Sincerely,
Bill Stroud
Street Supervisor
cc: Occupant
BS/lk
Enclosure
604BEL0TXTSTREE/2
Incorporated Augu§t 11, 1890
Sister Cities International — Hekin.an, Japan
11NOCI., 0,11 CITY I
Al OR
2 4 CT lill-,
01�
U h, 01' SIDL-
WALI',S, AN*D 1,11.'TE:-,SLCT]C)�.",1; .".j' ADOPTjNG
A NEI%' SECTION 7.24.050 017 S.71-11) AND PP0-
VIDI-IlZro' '&-ZEW FOR 1 7 1 C) L!j '1' ] (j OF CHAPTER
7.24 BY THJ�-' CRLA'110N OF A NLAJ, S-L"CTION 7.24.060.
THE CITY COUNCIL Cjl,:' THE C2Ar%-' OY LD140NDS, 1%'ASH1N-'-STON'.
D 7, 101 j'Cjj?7S
DO OR Lj I
Section 1. The Edmonds Cii[--y Coo-n-, Section 7.24.05(
is hcreloy repealed aml a ncw section sul-,st.-Ituted
t4heref or
reaOin�,, as follows:
c:ection 7.24!.01j0'7,) sh�;I' be, unlay.-ful for
any person v.-,rc) e3-thi-.r o-vins, c.r the to
possession or hoth, of roai Pyoperty, to
any
pc,rmit the erection or rii—* e o
6 evice, structure or vegcAE�L-LO�' r. tric,
circu',i-istainces herein set forti. and- in the cven�-
L
of circumstances presently whic"'i 'DY
reason of th-4-- Sect] -On are. 2-10*...- �n v3olation of t h e
Ed i n a i'll d s CJ t- Code., s a -L c; p c-.- E, I I i rrl7'-,- C� i E%
.1 .:: -2 . t C
remc;vc the same:
In Such that it or CoY.'CE'als
a-114y traff-L'c contrc;-'L sign, cr ci[A-ier (3evice as
-C� interfc-re w4th fu-'A. an- c'Fec-ive Use ar,:7
V 14 t
- c. f thc, saime to th.�-
.Mub I i C.
2. 1 - 1) S U Ch 17, a 1, -; n e r t I ! E; 'L J' -"L' C."L. �- -, L, -r C c; t h e -v i s
b i a -'L t 0 f t h
c a s
Su cl-
a E;-�rc,et:
for a 6:1s-
t a r. c c., of: r c a r t'r a n
4
n *� e r 9 o c t I C. x -:1 F �L J c
r "T.i C?,-,
-v'!-1 �i c
t h e 1) r c) p c-.- r
3. In suc,-,
oac. upc).n a-
part of &I Si 00":L 11'. 017 W-i t."-i 41 3, (5) feet of tl,e
improvcd or tra,17L!c-�
I n --f. L-� P.L:I)Iic rC)a&v.-Z;.y' for
a vertica] c:i!:�tancc! of ter, (ILO\ fect above sa.-L(3 si.-,
de-
wall-, or puh,lic rcjFd%,,a\,-.
I
4. In such -iiannor as to the breal:iril- oj-
othorwise of any v.-ithir, thc� 'City
of L(111101-jas .
(1;) Jr. the
evoi--.t ariv si cf!-:,
S1.1 'turc: cr
vege'.ation
by
tl,.:I�
no,, I-cr,;c,vc,(-i
J
rl. C,
t"Ic. rj-ql�t 'Lo
P D.I.; �-i 3. C)."
. I -)
I propc-.rty'
the Director Of Public 11orks may cause� the same to
be removed. In the evcnt the Director of Public
Works notifies the o%,iner or porson in POSSession
of the abutting property in writing to rei-,,,ove
any of said obstruc�ion-s fivo (5) days in advance
and said property o�,.,ner "ails to remove the sa-
within said five (5) day period, the Director of
Public Works niay ch-arce'said person for the cos�
of removal of the same. t, t
Section 2. The Edmonds Code is hereby amended
.1
by the addit-ion of a now section -reaCing as follows:
7%
Section 7.24.060. Fe r, F, I t-li s . Any person or
-1.-)ly ith any of
persons who �7�iolat�—e or fall to Co"I
Frovisions of this Ch-a'ptoL,- 7.224, hereafter
referred to as "Street Obstruction,"
or any part thereof, shall upon conviction be
punishe-d by a 'Line or hy imprisr.nmentu in jail, or
by both finc--� and impriscror.,rit- as set for'4-h in
Sec'Elion 5.12.170 of the Edmonds Cit-y Code which
cection bv this reference is incorporated herein as
if Set fo�th in full.
APPROVED:
- 7AY
ATTEST:
CITY CLERX
PASSED BY THE CTTY CC',-',"-CI7-
4
FILED WITH TrIE CIT-Y CT
E R,
PUBLISHED:
1A
RECEIVED'.
'APP, 12 1983
PUBLIQ WORKS
I
j7e�,
All
STREET FILE
0.
CHTY OF EDMONDS
200 DAYTON ST. - EDMONDS, WASHINGTON 98020 - (206) 771-3202
DEPARTMENT OF PUBLIC WORKS
CERTIFIED MAIL
Mr. Richard D. Wickersham
9730-216th Pl. S.W.
Edmonds, WA 98020
PROPERTY DESCRIPTION:
Dear Resident:
File No. 05.2.21
March 31, 1983
Lots 1, 2, & 3, Blk. 98
Plat of Edmonds (4342)
Re: 604 Bell Street
Edmonds, WA 98020
HARVE H. HARRISON
MAYOR
IS Poe W�
.81:0- F71LS
On February 17, 1981, the Edmonds City Council passed Resolution 488 for
construction, reconstruction, and repair of deteriorated sidewalks. A letter
dated March 16, 1981 was sent to residents that were required to repair the
sidewalk abutting their property. A certified letter was also sent dated June
15, 1982. The improvements of sidewalks in need of repair at the expense of
the abutting property owner is provided by City Ordinance, Chapter 7.20 and
Revised Code of Washington, Chapter 35.69.
The areas needing repair have been marked in paint on the sidewalk
adjoining your property. Reconstruction permits must be obtained from the
Building Department located at 250-5th Ave. N. within thirty (30) days upon
receipt of this final notice. The permit fee for the sidewalk repair has been
waived by the City of Edmonds. In the event you have not obtained the
reconstruction permit within thirty (30) days, the City forces will commence
with the reconstruction of the sidewalk, and the City will bill the abutting
property owner.
This action is in response to many citizen requests and pedestrian falling
accidents which have been increasing in recent years as a result of sidewalk
deterioration and increased pedestrian traffic.
If you have any questions regarding this final notice, please call Bill
Stroud at 771-3202, extension 289.
Sincerely,
BOBBY R. MILLS
Acting Supt. of Public Works
BS/ml
COTY OF 71-70MONDS
200 DAYTON ST. - EDMONDS, WASHINGTON 98020 - (206) 771-3202
DEPARTMENT OF PUBLIC WORKS
CERTIFIED.MAIL
HARVE H HARRISON
ts r) MAYOR
)�646 P/4 A 6
June 15, 1982
Mr. Richard D. Wickersham
9730-216th Pl. S.W.
Edmonds, WA 98020
PROPERTY DESCRIPTION: Lots 1, 2, & 3, Blk. 98
Plat of Edmonds (4342)
Re : C6-T-'6�Ve�r4:iS-R-';A
Edmonds, WA 98020
Dear Resident:
On February 17, 1981, the Edmonds City Council passed
rh) Resolution 488 for construction, reconstruction, and repair of
deteriorated sidewalks. A letter dated March 16, 1981 was sent to
residents that were required to repair the sidewalk abutting their
property. The improvement of sidewalks in need of repair at the
expense of the abutting property owner is provided by City
Ordinance, Chapter 7.20 and Revised Code of Washington, Chapter
35.68.
The areas needing repair have been marked in paint on the
sidewalk adjoining your property. Reconstruction permits must be
obtained from the Building Department at 501 Bell Street within 30
days upon receipt of this certified letter. The fee for the
sidewalk repair has been waived by the City of Edmonds. In the
event these improvements are not completed within ninety (90) days
upon receipt of this certified letter, the City will employ a
private contractor to perform the designated repairs and the City
will bill the abutting property owner.
This action is in response to many citizen requests and
pedestrian falling acci,dents which have been increasing in recent
years as a result of sidewalk deterioration and increased
pedestrian traffic.
If you have any questions, please call Bobby Mills at 771-3202,
ext. 289.
BM/ml
Sincerely,
JOHN B. MITCHELL
Superintendent of Public Works
0
HARVE H. HARRISON
-Y 0 9--- E 0 M 0 N L�"' C
C11 "M.'111
200 DAYTON ST. EDMONDS, WASHINGTON 98020 (206) 175 25'�') MAYOR
DEPARTMENT OF PUBLIC WORKS
March 16, 1981
Dear Resident:
On February 17, 1981, the Edmonds City Council passed
Resolution 488 for construction, reconstruction and repair
of deteriorated sidewalks. A puhlic hearing will be held
in the Council Chambers at the"Civic ("enter on April 21,1981
at 7:30 P.M.,_ You are. invited tQ___at.t,end,
-this hq,a_r,in.g,f.or
discussing frepair of portions-6f -det6ri.or6ted-"'v"_"" Jik!"
,,,s i.d e',� a
r ' - "'" i - ' ' -, I �
abutting yod'-pr6perty�.The mp'-rovemenr- o*f sidewalks in
need of repair at the expense of the abutting prope I rtv
owner is provided by City Ordinance, Chapter 7.20 and.
Revised Code of Washington, Chapter 35.68.
The areas needing repair have heen marked in pai'nt on
the sidewalk adjoining your property. Reconstruction�and
repair of these sidewalks must be completed on',6r,*beE:ore
September 1, 1981. In the event improvements�,are'not
completed withinthe above specified 'time, the City will,
perform and complete the improvements at the,expense'of the
abutting property owner.
This action is in response to many citizen requests
and pedestrian falling accidents which have been increasing
in recent years as a result of sidewalk deterio . ration and
increased pedestrian traffic.
Sincerely,
FRED F. HERZBERG
Director of Public Works
Mmmmmraj1;TpT_4k7;9m
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APPROV B PLANNING
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1w
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"TREET FILE
CITY OF EDMONDS
BUILDING DEPARTMENT
WORK
ADDRESS
OWNER I
APPROVED DATE-
BLDG. OFFICIAL
FIERMIT, NUMBER
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RECEIVED
JUL 6,2004
PERMIT COUNTER
"TREET: FILE
RECEIVED
CITY OF EDMONDS
O�
JOB
CONSTRUCTION PERMIT APPLICATION EADDRESS
OWNER NAMEMAME OF BUSINESS
MAILING ADDRESS
NAME
CITY
NAME
ZIP [TELEPHONE
A 10 j
ZIP TELEPHONE
FCPL #
IFPERMIT EXPIRES
PERMIT
NUMBER4&_;:�
PLAT NAME/SUBDIVISION NO.
LOT NO.
LID NO.
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approved 13
RW Permit Required
0
Street Use Permit Req'd
EXISTING — PROPOSED
Inspection Required 13
Sidewalk Required [3
REQUIRED DEDICATION— FT
Underground
whing requirea 11
METER SIZE
LINE SIZE
NO. OF FIXTURES
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77-4
City Surcharge
PLAN CHECK NO:
VESTED DATE
Rlumbin"g )r
-51
1)94.151
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIr I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
N INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY: WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
NOR LIMIT IN ANY WAY THE C17YS ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
TION; AND IN DOING THE WORKill[UTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABORfODE OF THE STATE OF WASHINGTON RELATING TO
WORKM5W'S COMPENSATION PSURANCE AND RCW 18.27.
N ED
-.rm
TT IS UNLAWF440 USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
Mechanical
Grading
Engr. Review
Engr. Inspection
Fire Review
Plan Chk. Depose
Fire Inspection
Receipt #
Landscapelnsp.
Total Amt. Due
Recording Fee
Receipt #
APPLICATION APPROVAL
CALL
This application is not a permit until signed by the
Building Official or his/her Deputy: and Fees are paid, and
FOR INSPECTION
receipt Is acknowledged In space provided.
ICI IGN;Aj DATE-
(425)
77/1-0220
Off 1333 1?/=
DATE
�_4, i . . - - A— f
Q
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL -FILE YEL SPECTO
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER GOLD -ASSESSOR
04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING
#ATERECE
ATE RECEIVEP
0 PERMIT EXPIRES
CITY OF EDMONDS
q SE PERMIT
19NE N '
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ADDRESS
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NAME
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REMARKS
PROGRESS INSPECTIONS. PE,R UAC 19411/FINAL INSPECTION REqrQ
Iw !I
ARE #
a4a IILJ tv 1=7
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VALQAt10W$ �6, 49-74?
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ok
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EAT SLQURQE 61 ING % 10TIlk
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% Building'.'
P N 01
CHECK N VESTE DArE Plumbing
Mechanical
THIS PERMIT AUT"QRIZIES ONLY THE WORK NOT THIS PERMIT COVERS WORK TO
.' ' - ' ' ' P. " ' '' L . -
BED HE U
ONE ON PRIVATE PROPIERTY ONIIJX ANY CONSTRYCTION ON T P BLIC
3 DOMAIN (CURBS . -DRIVEWAYS, 1111A�MUEE!k ETC.) WIL.� R�IEQUIRE Grading Recording Fee
SWEWAL^
SEP A*TE PE.11111111111,61111,10-141.
Engr. Review 25r,>. City Surc,h,argg
PERIMITAPPLICATIOft 180DAYS
ILI PE�kW UUM I Y1,AR - PRiDWIPEP WORK IS STA I RTEDVATHIN 18P DAYS Engf. Inspectioz j State Surc4qrge
V
ql� WK OF PINK PE"IT FOR MORE INIFOIP�AATION 0
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE HEIRS, ASSI 8 AND SUCCESORS Traffic Mitigation Plan Chk Deposit
. . I qN
IN INITE ' R ' EST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, ANq AGENTS FROM ANY AND Fire Review Receipt #
ALL CLAIMS FORI DAMAGES OF W HATEVER N.ATLI RE. ARISING DIRECTLY OR INDIRECTLY
FROM THEISSUAN
I I . CEQFTHISPERMrr. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Fire Inspection 50 Total Amount Due
I . .6�
0 NOR LIMIT IN ANY WAY THE CITY$ ABILITY TO ENFORCE ANY ORDINANCE PROVISION.-
X1
Landscapeinsp. Receipt #
I
I HEREBY ACKNOWLEDGE THAT I HAVE REAI? THIS APPLICATIQN; THAT THE INFORMATION
GIVEN IS COARE" AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF APPUCATION APPKUVAL
M
THE OWN)EFL I AGREE To COMPLY rH rry ANo STATE LAWS REGUIATING CdNSTRuC- This application Is not a permit untH siWwd by the
TION; AND IN DO . ING THE Rk o THEREBY. NO'PERSQN WILL BE EMP'LPYED CALL Building Official or hWher DepsAy: and Few are paid,
j g o'
0
IN. VIOLJjION OF THE tqo= 40EOQ) THE STATE OF WASHINGTON RELATING TO FOR INSPECTION
WQI!0�8 COMPENSATION CE ANQ RCW 1827. receipt Is acknovAefted in space p.rmided.
0
IC
IC INV
IG DATE
6 ON . (OWN PATE SIGNEDI
.00"� 2 -/9--C>, (425)
ENTION 7-71-0220 P PTE
Pff 1333
I S t)NLAWFYL TO USE OR 9CCyPY A BUILDING OR STRYCTURE tjNTIL ? /�M 9a
FINAL INSPECTION HAS BEEN MADE ANO APPRQVAL OR A CERTIFI_ 771"02.21
CATE OF OCCUPANCY HAS BEEN G"TED.: UBC SECTION 190 Q�KIINAL - FILE - YEL.LqW - INSPEC119F1
FAX PINK - OWNER - GOLD - ASSIESSOR
L"%W FLAM N�5
1, CONTWCfOR 5H&� 09 W5PON51ft� FOR I`AMLfflZIWA HIM5ftF WdH & GtKR 59 W104WW5 POOR fO 59M
�ANI25cff� wcw.
2, CONTKTOR %X� U% CUON WHIZ =,AVA1W TO AVOIP P15TI01W M 11=5 UrDNW- C04tKfCR 15 fO
ppOMpjLy W% agpX CaOXTOR MV ONtR Opr My t215=12 11105, (�OCAfM 5WVa RM:
1-800-424-55�5)
�, GONTWCfOR %&� MNWAN MP 01M A,� MW MAZft UNT1 F1% IN5FX11ONMKaffAa Vyft OffiVORH5
m5w IN VVMIWA.
4, CONTWOk 5H&L Pe IT5FON51PLe FOR COMPWN6 5MCIPIC aWM5 Of au" C005 " KAw MAVZ&5 U`rL1ZM
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ON-aNfrR 5PKIN6 FOR MW5A5 5TA212 IN111t FLW5CMnV*VMMMUMVMU17L'r*a5A5 Crrt7ff 14
IK% NOM5.
5.6wUw COWR5 %K� M M41%V IN M �QULAZIK IRMLLAR 5PKM FAfM Afltt ON CeN= P19r*a5 %M ON
TM P�M OR INJIf MANT 50fn�- W-fW 6ROUNV COV5R ADW5 COW, WAXNAY5,5M OR FOIX5, MINIMUM PLANIM
pl5f*a5 qjkL 09 121, FROM aWR Or KMf TO CUM, WASWAY, �%., MNWW KMM VI!%*a %U M 14" FROM
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6, CONT)kfOR %K� % W51`05IPLe FOR PROVIPINO ft OU*M5 OF RMr5 1Mf M WM%NMP Py 5ywa5 ON
1. 5LV(jM 15 TO Pe WTHIN I / IOTH FOOr A5 FROVVW PY OH15.
43. MINIMUM 6" P", WNMIX, ZF 50L IN a K-�WW M95-
9. MINIMUM 21112WTH WNgRMIX, fCF5Mj IN &� LM AM.
10, MINIMUM 2" MM KPIUM allM PAT, MU1,0i IN Al PL"W PrI25.
11. A,� FLAW MATfft %K� M P=1�012 WTH ACRO TR4r~ MMUR 4-2-2 MR M4VACIM15
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Cramer Design Consultants
LANDSCAPE ARCHITECTURE
1909 242nd Street SE
Bothell, WA
98021
(425) 482-4322
NCEPTS
LANDSCAPE CO.
5019 156TH ST. SE
BOTHELL, WA
98012
REGISTRATION
PROJECT TITLE
III
F'7--7
SHEET TITLE
-REF: GOODNIGHT BROTHERS
PROJECT NO.
DRAWN DATE
SR 1/29/01
REVISED DATE
SR. 8/30/02
SCALE DRAWING NO.
VARIES
�t�
STREET FILF
SEP 0 5 20o2
PE"M'T COUNTEtj
FRECEIVED
SEP 0 5 2002
PERMIT COUNTER
STREET FILE
AP,
FILE
NW 1/4 SW 1/4 Section 24, T. 27 Ns) R. 3.E., WOM.
GENERAL NOT
I . All work and materials shall be in accordance with City of Edmonds Standards and Specifications;
Washington State Department of Transportation (WSDOT) 2002 Standard Specifications for Road,
Bridge and Municipal Construction; and the WSDOT Hydraulics Manuel.
2. All work within the site and City right-of-way shall be subject to the Inspection of the City
Engineer.
3. All site work must comply with Chapter 33 of the Uniform Building Code.
4. Temporary erosion/sedimentation control facilities shall be constructed prior to any grading or
extensive land clearing In accordance with the approved erosion control plan. These facilities shall
be satisfactorily maintained until construction Is completed and the potential for erosion Is minimal.
5. Unless otherwise noted on the plans storm sewer pipe may be concrete (CP); corrugated metal pipe
(CMP) of specified gage; HDPE corrugated pipe with Integrally formed smooth Interior (AASHTO M
294). All pipes shell have gaskets. See note 16 for pipe specifications.
6. All pipe shall be placed on stable earth, or If In the opinion of the City Engineer, the existing
foundation Is unsatisfactory, then the unsuitable material shall be excavated and the void backfilled
with a free draining granular material, free of debris and clay.
Pipe bedding shall be class B, or satisfactory native material In the bottom of the trench, leveled and
compacted to a uniform grade, so that the entire length of the pipe will be supported on a uniformly
dense unyielding base. If the native material In the bottom of the trench meets the requirements for
"gravel backfill for pipe bedding", Section 9-03.12(3), WSDOT Standard Specifications, 2000, the first
lift of pipe bedding may be omitted provided the material In the bottom of the trench Is loosened,
regraded and compacted to form a dense unyielding base.
7. Backfill shall be placed uniformly on both sides of the pipe, or pipe -arch, In layers with a loose
average depth of W-8", thoroughly compacting each layer to 90% maximum density. These
compacted layers must extend to the trench wall and to one foot over the crown of the pipe. Materials
to complete the fill shall be In accordance with WSDOT Standard Specification 7-08.3(3); for
compaction see note 10.
8. STORM SYSTEM - All catch basins to be Type I unless otherwise noted; catch basins with a depth
over 6 feet to the flowline shall be a Type 11 CB. Standard ladder steps shall be provided In all
structures exceeding 5 feet In depth.
Catch basin frami? and grate shall be Herringbone pattern (WSDOT Std. Dwg B-2a); Vaned Grate
WSDOT Std. Dwg. B-2b); or other approved equal . The contractor shall be responsible for adjusting
all manhole, Inlet, and catch basin frames and grates to grade just prior to pouring of curbs and
paving. All structures shall have locking lids.
9. All road fills shall be compacted to a minimum of 95% of maximum density when tested using the
modified proctor test. Compaction shall be accomplished In accordance with Section 2-03.3(14)C,
Method B or C.
Backfill placed In utility trenches shall be compacted to 95% relative density under roadways and
90% relative density outside of roadways; test shall be conducted In accordance with Section 2
-03.3(14)D, WSDOT Std. Specs.
10. Stormwater retention/detention facilities must be constructed and maintained In accordance with
City of Edmonds requirements.
11. Provide and maintain temporary sedimentation collection facilities to Insure sediment laden waters do
not enter the natural drainage system.
All disturbed areas such as detention facilities, roadway back -slopes, etc., shall be seeded with a
perennial ground cover or mulch to minimize erosion. Grass seeding will be done using an approved
hydro -seeder or other approved method.
All earthwork shall be performed In accordancewith City standards and Note 4. A soils Investigation
may be required to evaluate soil stability.
12. If cut and fill slopes exceed a maximum of two feet horizontal to one foot vertical, a segmental
or concrete retaining wall may be required. All retaining walls shall be In accordance with City
Standards and designed by a civil engineer.
13. ESC Minimum Requirement � Stabilize All soils -exposed by land disturbing
activities shall be stabilized by suitable application of BMP's, lncludln� bUt not limited to sod,
hydroseeding or other vegetation, plastic covering, or mulching. All BMP's shall be selected,
designed and maintained In accordance with the manual. Exposed soils shall be stabilized according
to an approved time table. Typically no soil shall be exposed for more than two days from October I
to April 31; and, no more than seven days from May I to September 30.
14. Vegetation shall be established on disturbed or construction areas as necessary to minimize erosion.
Stockpiles are to be located In safe * areas and adequately protected by temporary seeding and
mulching. Hydro -seeding Is the preferred long term method of protection.
15. Areas to be rough -graded with finish grading to follow near project completion are to be seeded with
annual, perennial or hybrid rye grass; Includes perimeter dikes and sediment basin embankments.
Immediately following finish grading, permanent seeding will be applied. See Hydroseeding
specification.
16. PIPE SPECIFICATIONS - Galvanized steel CMP shall meet the requirements of AASHTO
designation M-36, Type I and 2. Steel pipe Is to be galvanized and coated with asphalt (AASHTO
N-190), Treatment I or better. CMP Is to have helical corrugations, 2 2/:Y'x 1/2" unless specified
otherwise; CMP may also be corrugated aluminum (AASHTO M-196), or aluminized steel (AASHTO
M-274).
aEEL PIPE
GAGE PIPE ARCH BAND
16 IZ'-30" 17xI3 thru 35x24 IZ'
14 3611-4811 42x29 thru 49x33 18"
12 64!1-6011 57x38 & 64x43 24!'
ALUMINUM EEE
16 1Z'-2T' 17xI3 thru 24xI8 1T
14 30'1-361 28x2O thru 35x24 18"
12 4211-5411 42x29 thru 49x33 18"
to 60" 57x38 thru 64x43 24!'
All non -perforated metal pipe shall have neoprene gaskets at the joints. Minimum finished cover
shall be 1.5 feet. More cover may be required during construction to protect the pipe.
Concrete pipe (CP) shall be non -reinforced according to ASTM C-14 (24!and larger shall be
reinforced, ASTM C-76)
High density polyethelene (HDPE) pipe shall be Type ill, Class C, Category 5, Grade P-34, according
to ASTM D-1 248. Pipe shall have a cell classification rating equal to 345434C according to ASTM
D-3350.
High density polyethelene (HDPE) corrugated pipe with an Integrally formed smooth Interior shelf
meet the requirements of AASHTO Designation M 294. Material shall be Type III, Class C, Category
4 or 5, Grade P-33 or 34, according to ASTM D-1 248.
Corrugated Polyethelene Drainage Tubing (HDPE) and fittings shall be made of virgin PE compounds
which conform with the requirements of Type If I, Class C, Category 4 or 5, Grade P-33 or P-34
according to ASTM D-1248.
Perforations In perforated tubing shall be cleanly cut so as not to restrict the Inflow of water, and
uniformly spaced along the length and circumference of the tubing. Circular perforations shall not
exceed 3/16'diameter. Width of slots shall not exceed 1/9'. The length of Individual slots shall not
exceed 10% of the nominal circumference on 4!'to W tubing. Slots shall be centered In the valleys of
the corrugations. The water Inlet area shall be a minimum of I square Inch per linear foot of tubing.
PVC pipe shall be ASTM D-3034, SDR 35.
17. Approximate locations of existing utilities have been obtained from available records and are shown
for convenience. The contractor shall be responsible for verifying the location of all existing utilities
Mether shown or not. The contractor shall call the Utility Locator Service, 1-800-424-5555, five
working days prior to any construction.
18. It Is the responsibility of the contractor to verify what perrnits have been secured (if any) and to obtain
and possess all required permits prior to commencing construction.
19. All building downspouts shall be connected to the storm drain system.
20. Mailbox standards shall be constructed at the locations shown on the plans.
21. Prior approval must be obtained from the City Engineer before any structures, fill or obstructions,
Including fences, are located within any drainage easement, floodplain or native growth protection
easement. Structures shall not be permitted within 10 feet of the springline of any storm drainage
pipe, or 15 feet from the top of any channel or pond bank.
22. The contractor shall take all necessary precautions for the safety of employees on the project and
shall comply with all applicable provisions of Federal, State, and Municipal safety IBM and building
codes. He shall erect and properly maintain, at all times, as required by the conditions and progress
of the work, all necessary safeguards for protection of workmen and the public; shelf post danger
signs warning against known or unusual hazards; and he shall designate a responsible member of his
organization on the construction site whose duty shall be the prevention of accidents.
-EROSION & SEDIMENTATION CONTROL
18.30.050 Development approval standards for erosion and sedimentation control (ESC)
plan.
A. ESC Minimum Requirements. All activities necessitating a clearing or grading permit
and all utility projects consisting of more than 600 lineal feet of trench excavation shelf be
required to control erosion and sediment during construction and to permanently stabilize
exposed soll resulting from construction. Projects Involving a critical area may also be
required to comply with any combination of the ESC minimum requirements. Compliance will
be demonstrated through the Implementation of an approved ESC plan. Guidelines for
preparing ESC plans are provided In the manual. The plan must address the following
requirements:
1. ESC Minimum Requirement - Construction Access Route. Construction vehicle access
shall be, whenever practical, limited to one route. Access points shall be stabilized with
quarry spalls or crushed rock to minimize the tracking of sediment onto public roads. If
sediment Is transported onto a road surface, the roads shall be cleaned thoroughly at the end
of each day. Sediment shall be removed from roads by shoveling or sweeping and be
transported to a controlled sediment disposal area within 24 hours. Street washing shall be
allowed only after sediment Is removed In this manner.
2. ESC Minimum Requirement - Stabilization of Exposed Areas. All soils exposed by land
disturbing activities shall be stabilized by suitable application of BMPs, including, but not
limited to, sod, hydroseeding, or other vegetation, plastic covering, or mulching. All BMPs
shall be selected, designed, and maintained In accordance with the manual. The exposed
soils shall be stabilized according to an approved timetable. (Typically, no soils shall remain
exposed for more than two days from October 1 through April 30 and no more than seven
days from May 1 through September 30).
3. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties
shall be protected from sediment deposition by appropriate use of vegetative buffer strips,
sediment barriers or filters, dikes or mulching, or by a combination of these measures and
other appropriate BMPs.
4. ESC Minimum Requirement - Maintenance. All erosion and sediment control BMPs
shall be regularly Inspected and maintained by the owner to ensure continued performance of
their Intended function. All maintenance and repair shall be conducted In accordance with the
manual.
5. ESC Minimum Requirement - Other BMPs. As required by the city. other appropriate
BMPs to mitigate the effects of Increased runoff shall be applied.
G. Erosion and Sediment Control Requirement - Underground Utility Construction. The
construction of underground utility lines shall specifically address the following:
a. Erosion control for excavated and stockpiled materials;
b. The placement of excavated material where consistent with safety and space
considerations shall be placed on the uphill side of trenches;
c. Trench dewatering systems (must discharge into sediment traps, sediment ponds, or
other acceptable means);
d. Tracking and spilling of materials on streets due to hauling;
e. Daily cleanup and street maintenance.
7. Additional ESC Minimum Requirements for Larger Developments. All new development and
redevelopment that includes land disturbing activities of greater than, or equal to, one acre in
addition to meeting the minimum requirements set forth above shall comply with ESC
requirements listed below.
8. ESC Minimum Requirement - Delineate Clearing and Easement Limits. In the field, mark
clearing limits and/or any easements, setbacks, sensitive(critical areas and the buffers, trees and
drainage courses.
9. ESC Minimum Requirement - Sediment Trapping. Prior to leaving the site, storm water
runoff shall pass through a sediment pond or sediment trap, or other appropriate BMPs. Sediment
ponds and traps, perimeter dikes, sediment barriers, and other BMPs Intended to trap sediment
on -site shall be constructed as a first step In grading. These BMPs shall be functional before land
disturbing activities take place. Earthen structures, such as dams, dikes, and diversions shall be
seeded and mulched according to an approved timetable.
10. ESC Minimum Requirement - Cut and Fill Slopes. Cut and fill slopes shall be designed
and constructed In a manner that will minimize erosion. In addition, slopes shall be stabilized In
accordance with ESC, Requirement No. 2.
11. ESC Minimum Requirement - Controlling Of Site Erosion. Properties and water ways
downstream from development sites shall be protected from erosion due to Increases In the
volume, velocity, and peak flow rate of storm water runoff from the project site.
12. ESC Minimum Requirement - Stabilization of Temporary Conveyance Channels and
Outlets. All temporary on -site conveyance channels shall be designed, constructed and stabilized
to prevent erosion from the expected velocity of flow from a two-year, 24-hour frequency storm for
the developed. condition. Stabilization adequate to prevent erosion of outlets, adjacent stream
banks, slopes and downstream reaches shall be provided at the outlets of all conveyance
systems.
13. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain inlets made
operable during construction shall be protected so that storm water runoff shall not enter the
conveyance system without first being filtered or otherwise treated to remove sediment.
14. ESC Requirement - Removal of Temporary BMPs, All temporary erosion and sediment
control BMPs shall be removed within 30 days after final site stabilization Is achieved or after the
temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site.
Disturbed soil areas resulting from removal shall be permanently stabilized.
15. Erosion and Sediment Control Requirement - Dewatering Construction Sites. Dewatering
systems shall discharge Into a sediment trap or sediment pond.
16. Erosion and Sediment Control Requirement - Control of Pollutants other than Sediment on
Construction Sites. All pollutants other than sediment that occur on site during construction shall be
handled and disposed of in a manner that does not cause contamination of storm water.
Financial Liability. Performance bonding, or other
17. Erosion and Sediment Control Requirement
appropriate financial instruments, shall be required for all projects to ensure compliance with the approved
erosion and sediment control plan. [Ord. 3013 1, 1995].
SANITARY SEWER GENERAL NOTES
I . All work ani materials shall be In accordance with the applicable standard specifications of
the City of Edmonds, project specifications and the APWA Standards and Specifications.
2. In case of conflict between the above specifications, the City of Edmonds specifications
shall have precedence.
3.-: Work shall not commence until approval has been received from the City of Edmonds.
4.,� Existing utilities, whether shown or not, shelf be located prior to construction, so as to avoid
damage ordisturbance. The contractor shall assume all responsibility and costs connected
therewith to protect, maintain and repair, where necessary.
5. For aid in Ltillty location call 1-800-424-6556, 48 hours prior to beginning of construction.
6. Connection to the existing sewer main shelf be done so as to prevent any foreign materials
from enterlig the existing sewer.
7. PVC pipe Ehall be $DR 35, ASTM-D-3034. Pipe shall be fully encased In granular bedding
material mdending from 4!' below to I Z' above the pipe.
8. Sewer lines shall be cleaned and tested in accordance with City of Edmonds Standards and
Specifications.
9. The contractor shall be responsible for maintaining and repairing asphalt and gravel
surfaces disturbed as a result of this construction until they are accepted by the City of
Edmonds Engineering Division.
10. All trench Wckfill and roadway embankment shall be compacted to 0% of maximum
density. Backfill shall be gravel base, class B, conforming to the requirements of Section
9-03.10 of the State of Washington Standard Specification for Road and Bridge
Construction or granular material, commonly known as bank run gravel, shall be used as
directed bythe City of Edmonds Engineering Division.
11. The contractor shall take all necessary precautions for the safety of employees on the
project and shall comply with all applicable provisions of federal, state, and municipal � safety
lam and building codes. The contractor shall erect and properly maintain at all times, as
required by the conditions and progress of the work, all necessary safeguards for protection
of workmen and the public; shall post danger signs warning against known or unusual
hazards; and he shall designate a responsible member of his organization on the
constructloa site whose duty shall be the prevention of accidents.
WATER SPECIFICATIONS
1 . The work shall be done under a schedule approved by the City of Edmonds Engineering
Division which creates a minimum of Interruption or Inconvenience to vehicular and foot 00 It
traffic. Traffic maintenance and protection shall be at the Contractors expense. Required 0� M
ba V)
signing shall be In conformance with the Manual of Uniform Traffic Control Devices. t--.-.
2. Ductile Iron pipe shall be new, Class 62, cement -lined, conforming to ANSI Standard A21.51 00
(AWWAC-1511). Pipe shall bepush-on mechanical joint. Push -on joints shall be furnished L
with a single rubber gasket and suitable lubricant to effect the seal. Mechanical joints shall
be of the stuffing box type, Including rubber gasket, cast -Iron gland, and tee -head bolts and
nuts to effect the seal. All joints shall conform to ANSI Standard A21.11 (AWWA C-1 11). ZA 0
3. Fittings shall be of the short body type with a pressure rating of 150 pal. All fittings. shall be
cement mortar lined In accordance with ANSI Standard A21.4 (AWWA C-104) and the City
00
of Edmonds Standards. C4
4. Fire hydrants shall be of a type approved by the City of Edmonds.
'00
"t 00
6. Gate valves, resilient seated, 8" and smaller shall conform Wth the requirements of AWWA V-4 I
Standard Specifications for gate valves for ordinary water works service No. C-500. 10,
6. Valve boxes shall be cast Iron with adjustable sections as required per City Standards.
7. When required In areas of unsuitable trench bottom, foundation gravel shall consist of 0
clean, granular material free from objectionable materials such as vegetable matter or other
deleterious substances with at least 90 per cent coarse material ranging from I" In diameter
to 3" in diameter and 100 per cent T1 In diameter or less.
8. Bedding material shall consist of clean, granular manufactured pea gravel. Material shall be
placed and firmly, compacted to provide a firm, uniform cradle for the pipe. The minimum
thickness of the layer of bedding material sha)l be 4 Inches under the bell for all pipe sizes
less than 27 Inch diameter. After the pipe Is laid, additional bedding material shall be
placed and compacted by hand tools for the full width of the trench to a height of 6" above
the.top of the water main.
9. Where excavated material Is not approved for backflll, Gravel Base, Class B, conforming to
the requirements of Section 9-03.10 of the State of Washington, Standard Specifications for
Road and Bridge Construction, 2002, or granular material commonly known as bank run
gravel, shall be used as directed by the City of Edmonds Engineering Division.
10. Concrete blocking shall be cast In place and have a minimum of 1/4 square foot bearing
against the fitting and two square feet against undisturbed soil. Blocking against fittings shall U 130
be dear of joints so as to permit taking up or dismantling of the joint. Blocking shall be In
accordance with standard blocking details and shall be adequate to withstand full test
pressure as well as to continuously withstand operatinq pressures under all conditions of 0
service.
11.. WATER SERVICE PIPE
COPPER TUBING - Copper tubing shall conform to the requirements of ASTM B 88, Type
K, annealed, for underground Installation.
POLYETHELENE PIPE - Polyethelene pipe for water service lines, 2 Inches In size and
smaller, shall conform to the requirements of AWWA C901 and the City of Edmonds
Standards, The pipe shall bear the seal of the National Sanitation Foundation for potable
water pipe. Pipe joints shall ba made In accordance with the manufacturer's
recommendations. Solvent w,,',Jed pipe joints will not be permitted. Minimum working
pressure rating shall be 160 psl. A 14 gage vinyl coated copper tracer w1re shall be
wrapped around the pipe and taped every 10'. Bare and connect w1re to the meter yoke and
to the connection at the house
C-4
cr 0 oo
Ch
CONSTRUCTION s9EQUENCE
1 . Arrange and attend pre -construction meeting
2. Flag or fence clearing limits
3. Install filter fabric fencing
4. Install rock construction entrance
d
5. Provide storm drain Inlet protection r-r "I
6. Provide other ESC measures as required by ECDC 18.30.050 (See ESC noles)
7. Clear site
8. Construct storm system. Cover Ed entrances to storm system with filter fabric
9. Building Construction
10. Install other utilities
11. Construct curbs/sidewalks In Bell Street and 6th Ave N
12. Place AC pavement In Alley and on -site
13. Install Landscaping
14. Clean storm system and remove all remaining erosion control measures
fficee"C��11'
S 202002
COUNTEf?
APPROVED FOR CONSTRUCTION
Project # 24.2703-06
9 7/2 -7/0- No. I �- �.. , M
Ass+ cityErialnear I Date Sht ; I of 5
I
NW 1/4 SW 1/4 Section 24, T. 27 N., R. 3 E, W.M.
F.W.
001*
K
W_
91:1
401,
.00
40�
N 0* 01' 05' W
An,
W + 9 6,p�4 s W + ?6.04SW
Und r i
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N N
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MN
WIM
m ,39F
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t 10"r"
FF 95. 8
TW + FF 95.58
GRD
At
Gr
96.42
+1
4� 7_6117 -9
18F 95. 5 +
7
_G F —9 C. TT
cub'
GF 96.24
GF .50 �i
_j
it 95.EITC
5 94,71R�
iff —9
M9 2
+
11
FFI 95.50
GF 96.24
GF 9 5.50
A
.Mime
lilter
Grate
W
6N
to
6
ON
00
1117-0
Si V = 20'
LEGAL DESCRIPTION
Lots 1, 2 & 3, Block 08, CKy of Edmonds
Tax Parcel Number 4342-098-001-0002
-49.36
-top 96.00 -top = 96.50
i
Potypropykene Ladder Rungs
21 dia, Discharge Potypropylene Ladder Rungs
l.e.=93.50 54' d1o.
Z) 1� aim
2' dia, Air Vi 2' 1 Air Vent
10 gage end ptate 10 gage end ptate
40 lif 48' 1
14 gage, 2 2/3 x I/R' corrugations
36' 1 36' 1
1,1 85.00
11 min
CB I
LEGEND:
AC
Asphalt Concrete
TC
Top Curb
FL
Flowline
CS
Concrete Surface
FF
Finish Floor
GF
Garage Floor
TD
Top Drain
TW
Top Wall
GRD
Ground
SW
Sidewalk
AC 97.44 + ExIstIng Elevatlon
+ FF
95.58 Proposed Elevation
I
Surface Slope
ESTIMATE OF EARTWORK
Excavation 160 c.y. (includes topSoil)
Embankment 120 1
Excavat on (Footing
Sht 2 of 5
DETENTION SYSTEM PROFILE
Filter tabric to be rolled over
top of wire fabric and stapled.
Filter Fabric Mirart
100X or equal
14 gage Wire Fabric
5'k 5 max grid
3141 Washed
Rock Both sides of
fence
Support Posts 4'ctr - ctr
/0
FILTER FABRIC FENCE
BMP E3. 10 Filter Fence
Perforations in riser to be %" dia. four per row
unless soecified otherwise
0
AO
0 0
0
0 0
0
0
tot) = 95.30
1 Overf tow to BeLl St
8'1,e,= 92.70
CB 3
moi.
lit.
?:
tb
Surface
Drainage 1 Depth . . ..... 7.
(ZRAVEL CONSTRUCTION ENTRANCE
See Erosion Control Notesfor Material
S �N
C�_
Weld Steel Plate to
t""Bottorn of Riser
it J, I /_t�\ I"
FILTERCONE DETAIL
-SEDIMENT TRAP
APPROVED FOR CONSTRUCTION
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BUILDING DETT.
Project # 24.2703.06
0 20 40 80
NW 1/4 SW 1/4 Section 24, T. 27 N., R. 3 E., W.M.
C
L
Storm MH
Topi 97,00
w. s, 9 3,6 0
Scale: V = 20'
Exlstln!D Storm
N 00 01'05" W
61HAVENUE _N
N -1
11>M NOTE: Remove and
Topi 97,24 :replace existing driveway cut
l,e, 88.72 with new curb, gutter &
sidewalk
30..
.25'
41---141 144—
x, F, Hyc
W
Ex, CB Conmct
Topt 94.45 2" Discb
6' Le, 93.00 Flxis�ng
-30
71
ZZ
au.
Y, Ic Rd
XNX - Area Drain
X
5
3.5'
6.58t
dn r --- - - - - - - - -
1 4--
AD.S. D.S. X
D. .
_P S.
S_�
Footing Drain
"X Footing Drain
t D.S.
ILD.S. ----1 40'- 48" dia. Detention Pipe
14 ga.. 2 2/3 x 1 /2 corruptions w/ 10 ga end plates
W/3'- 36" CMP, same gage & corruption, each end
low
r— — — — — — - — — — — — — —
- - - - - - - - - - - -
>
An
J
D.S.
_J
Slotted Drain
---------------
!L
QJ
00
*so D.S,
Z'. D.S
d
--------------
.3
Slotted Drain
Ex, CB --------------- Footing Drain
F— — — — — — — — — — — — — - --
OP'Le. 9DIRO
96.25
22
S# D. D.S,
6" pVC Roofj).rain
no
3.55t
09.93
N 00 OW 5411 W CB #4, Type 1 #3, Type
Top: 95.00 Top: 95.30
8" i.e.: 93.00 8" i.e.: 92.70
NOTE.- Existing alley paving shall be overlayed full
width from 6th Ave N to the east propertyline
J, �
SCHEMATIC
Storm MH
Topi 94,88
w, s, 91.2 3
NOTE: Remove and
dng Drain and replace existing curb return
Line to & sidewalk and construct
new curb return & sidewalk
w/ramps per City Standards.
Verify ramps -with city
inspector.
...E,x, Gfl Storm
is��-aqp line
7
V.,
..1.-.CB#1,54" dia
Toi .96.00
36. 85.00
-31
TUM 'St1ti0f L
. 1""
X,
Pump 82.00
N
beo
S -S C1
ot ificxions
f
or
28
Control Setti
igs
TIT Kanter
(typica�)
in
0
2
P.
To':
P
96.50'
Z
36" e.: 85-.00.'
'ie
.8.
92.46
Existing Vo-te,r
Remove
Service
existit
g water meter;
IN
. .. ..... . ....
Extend service line to right -of
Install -irrigation meter & doul
backflow prevc
ntion
C, eAtedine of
22! Driveway
rchorr
Cq
r-4
Re
locatf
-21
pp.*
valve
e
NOTE: All existing
curb/gutter & sidewalk
damaged prior to or during
construction shall be
replaced as determined by
the City Inspector.
Overflow, CB #3
95.30
Dis
93.50
Alarm
90.10
Lag Pvp
p On
87.10
Lead P� On Lag Pump Off
$6.00 86.00
Lead Pump Off 36" i.e.
85.00- 85.00
Centerline
82.00
I'min.
JAU
PUMP STATION
0113"h # 1
54" Diameter
1. GENERAL: Contrac,".orshall furnish all labor, materials, equipment and
incidentals required toc'onstruct a duplex pumping system as specified
herein.
2. OPERATING CONDITIONS: The pump station shall be a buried, wet pit
type with a ground level entrance having H20 loading capacity. Pumps, two
required, shall be rated 1/2 H P, 120 volts, 2 phase, 60 hertz, best RPM
Each pump shall produce 9 gpm at 23 feet TDH. Design calculations and
pump curves shall be provided indicating the operating characteristics of the
pumps. Discharge side of each pump shall be equipped with a ball check
valve.
3. CONSTRUCTION: The pump station shall consist of a wet well and an
above ground enclosure for the electrical control panel. The wet well
consists o two 4 iameter concrete storm drain manholes (CB) and 40 feet
of 48" diameter corrugated metal pipe. Float control switches are to be
installed in CB #1 with the pumps. A 24" minimum diameter access
opening, capable of H20 loading shall be provided.
4. SUMP LEVEL CONTROLS: Float switches shall be supplied to control
sump level and alarm signal, if furnished. The switches shall be sealed in a
solid polypropylene float for corrosion and shock resistance. The support
wire shall have a heavy Neopriene jacket. A weight shall be attached to the
cord above the float to hold the switch in place in the sump and efficiently
prevent sharp bends in the cord when the float operates. A quantity of four
(4) float switches shall be provided to control water surface levels, and one
(1) float swith for an optional alarm. Float switches shall be Model No. 3900
as provided by Hydromatic Pumps, or equal.
5. SYSTEM OPERATION., On sump level rise the lower switch shall first be
energiz ' ed to start the lead pump; the upper level switch shall next be
energized to start the lag pump. With lead pump operating, sump level shall
lower to low switch turn-off setting and pump shall stop. An alternating relay
shall index on stopping of the lead pump so that the lag pump will start first
on next operation and become the lead pump. If sump level continues to rise
when lead pump is operating, the upper level turn -on switch shall energize
and start the lag pump. Both lead and lag pumps shall operate together until
the upper level turn-off switch stops the lag pump. If the water level
continues to rise when both pumps are operating, the alarm switch shall
energize and signal the alarm, where used. If one pump shall fail for any
reason, the second pump shall operate on an override control. It the water
level continues to rise the alarm shall signal, where used. All float switches
shall be adjustable for level setting, from the top of CB #1 -
APPROVED FOR CONSTRUCTION
V_ MIA a
Date
tn
C
E:
-0
-0 1CU
j,
-96
T 7— 7
J77, \i
!.I, J
S 2
BUILDING D E. P T.
NW 1/4 SW 1/4 Section 24, T. 27 N., R. 3 E., W.M.
Ex. Fire Hyd
oEx. SSMH 6TH
Anf ��O--
PPW
W.V.,
�Ie lk
/N 01
ol
IN
N
A N
NS4%,
7-
DS
DS
DS DS
N
DS DS
vX
r
Cap exi� ting clay
side .06,0 br at 1whin
.. . Y Y '/�// 1 N
EIS
Ex. V S1
ol
DS
w/Cleanoit 6 loqking el ver
IX
a� prope tty line
10
r - - - - - - 7 - - - - - - - TI - - - - -
S
>)
- - - - - - - - - - - - - -
lation Meter!
0�
IDS
-----------
-------------
----------------
-------------- I -------------- L—Foo-ting Drain
Sprinkler Room Centerline
I n I
DS DS EIS 221 . ve . way
IT 2" Copper Domestic FIre L a to Sprinkler Room
2'PlWtr
J I lop In 11
11 MINN.
Atm.
2" Water Meter
pp,
..............
0 10 20 40
Scale: 1"= 10,
4sil
APPROVED FOR CONSTRUCTION
r.
1:
L
cu
CD
1-4
9R,
A
17-
S E 11 2
BUILDING DL,--P,r.
AV
0
Project # 24.2703.06
Engineer
Date
Sht 5 of 5
rvL