234 2ND AVE N.PDFIIIIIIIIIIII
4789
234 2ND AVE N
ADDRESS: �,rlcl AVO-7,
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: —DETERMINATION: E] Conditional Waiver F 00aiver
]Study Required XW
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: 12,1)j,4 lob , -Dyu-tarme-) &n1w-e jz
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #:
SOILS REPORT DA
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
OTHER: Ct y/ L RA Af5
- I
LATEMP\DSrs\Forms\Street File Checklist.doc
City of Edmonds Permit No:(9/
'RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: lo
A. Address or Vicinity of Construction: A ;,,'4+ ALI— I-IWF-- IV
B. Type of Work (be specific): I MSrALLtd7o� 6C' UII,UTIJE�51 WAA41ftlEAt
VNE
C. Contractor:
Mailing Address: 7 .21,
.) 7
State License #:-
D. Building Permit #(if applicable)
>
Contact: -
Phone:
Liability Insurance: Bond: $
Side Sewer Permit # (if applicable):
E. F-1 Commercial Subdivision City Project F� EUC (PUD, GTE,PSE, CHAMBERS, OVWD)
Multi -Family Single Family F-1 Other
INSPECTOR- IAS66WA�
F. PANiEMENT: ES NO G. SIZE OF CUT x H. Charp: $
CONCRETE CUT: ES F� No
�yy
APPLICANT TO READ AND SIGN
IDEMNITY. Applicant understands by hislher signature to this application helshe holds the City of Edmonds harmlessftom �injuries,
damages or claims � of any kind or description whatsoever, foreseen or u f rese
en, that may be made against the City, of EdTonds or
any -of iis departm�ents or employees, including but,hot limited"to the"defense of any legal proceedings including defense costs and
�attorneyfqes by reason ofgranting this permit.
THE CONTRA CTOR IS RESPONSIBLE FOR. WORKMANSHIP. AND MA TERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE.FINAL STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
Traffic control and public safety shall be in accordance with City regulations as required by the'City Engineer. Every
flagger must be trained as required by (WAC) 296-155-jO5 and must have certification verifying completion of the
required training in their possession.
Restoration is to be in accordance with City, codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the ' end of the workday - NO EX.CEPTIONS.
4 Three sets of construction drawings of proposed work are required with the permit application.
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND,ACKNOWLEDGE,
THATIMUSTMAKE THE PINK COPY OF�THE PERMIT AVAILABLE ONSITEATALL TIMES FOR INSPECTIONS
Signature:— Date:,? 6
'(Contractor or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
Approvedby:z/wt,�e, Righ�-of-way Fee-&) +
,Time �Authoriied:'Void-After6&6r-->,03tiwir- Disiuption Fee/Fund,111:
',Special Conditions: Restorati F
911, ee:
p6z;_;634?12��Q ell. 7'
Urt Irrs: C4ui L.3 Total Fee:. 145.
R,6ceiptNo':
V ku zros
Issued by:,
y
UPON COMPLETION OF PERMITTED WORKAN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY'D, EVELOPMENT CODE.
FINAL APPROVAL OF PERMITTED WORK.
INSPECTOR'S SIGNATURE -DATE:
For inspection requirements see Engineering Information*.Handout.
MNO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
150
IN5TALL III
NEW :211
C13 Lu
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Lu
INTEK5ECTION OF DKIVEWAY
& CENTERLINE OF RIGHT -OF- Edmonds
WAY
1.4 ho a4r, A YJ d4 rj4- I W
frrc
EXIOTING
HOU5E TO
15E KEMOVEO
— — — — — — — — — —
— \\---
NEW �\RIPLEX
92.50 FT
Hl(-,H
OD,EPY
,EXIIJI�C2 qll)E;W�LK
%1\1'
2
(b �,3
120.00,
Street
4 00-'
1.1.50" (:S
5
<
T.
6FT CEDAP',
FENCED FNCL05UP,4
EXISTING CONDOMINIUM
�= \j
<
DRAINAG
Lu <
p"Zil
DATUM KIM
-13#3 50.20 PARKIN
APPROVED By PLANNING
& PLOT PLAN
SCALE: 1"=20'
uj
co
<
X
0-
LLJ
<
RECEIVED
DEC 1
4 2000
DEVELOPMENT SESVICES CTR.
CITY OF EDMONDS
HEIGHT CALCULATION5
A 52.88
[3 56.21'
c 6.60,
P 52.34'
54.51'=- AVEKAGE GRADE
EX15TING TOFO
FKOFO5EI) TOFO
Dennis M. Bruce, RE.
m.S.C.E., M.B.A. Geotechnical/ Civil Engineer
December 12, 2000
RECEIVED
City of Edmonds DEC- 14
2000
c/o Michel Construction, Inc.
7907 - 212th Street S.W. #102 DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
Edmonds, Washington 98026
C)/<-
Subject:. Detailed Drainage Report
Proposed 3-Unit Condominium at 234 Second Ave. N.
-Referen.ces
- Drainage desi I. gn plan, certified December 12, 2000
ly
- Santa Barbara Unit Hydrograph calculations (attached)
Criteria:
Total site area equals 0. 1652 acres (7,200 square feet).
Existing conditions are assumed to be fixed grass or meadow.
The existing impervious surface is e cludid per City of Edmonds stipulations.
Storm detention required is the 10 year and 100 year undeveloped match, t-*'-
based on City of Edmonds Drainage Code, Section 18.30.060 (1)(c).
Assume Type "C" soils (typically such as Alderwood or Tokul G.S.L., Hydrologic
Group "C").
Assume C(n) initial to b e ,81 for grass or pasture.
Assume C(n) final to be .85 for landscaped areas and .98 for roof top.
L-1 = 138'at a slope of -0.0454
T(c) = 13.34 minutes
P (2-year) = 1.5 inch per hour
P (10-year) = 2.1 inches per hour �10
P (1 00-year) = 3.2 inches per hour 3,0
Proposed impervious area = 5,340 square feet, or 0. 122 acres
Proposed pervious area =. 1,860 square feet, or 0.042 acres
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Re: Michel Construction, Drainage Report, 234 Second Ave. N., Edmonds
Page two
. The runoff from the proposed three -unit project is estimated by the SBUH
method. The reduction in release rate from the developed to the undeveloped case is
accomplished using a simple two orifice configuration per plan.
Q (allowed) 0 (developed) Q, (pipe release)
2-year n/a n/a n/a
1 0-year 0.016 cfs 0.060 cfs 0.016 cfs
1 00-year 0.045 cfs 0.098 cfs 0.044 cfs
Design conclusions based on SBUH site model:
36" diameter pipe outlet invert will be at Elevation 47.5'.-
Total detention for the project is required to be 318 cubic feet (stored in 50 lineal
feet of 36" CMP or equivalent).
- The restrictor shall be set in a conventional 54" size restrictor manhole.
The 54" manholes, in series, will hold a total of 48.6 cubic feet of storm water.
The remaining detention shall be handled in a single 36" diameter culvert, PVC
or CMP. The length of the run of pipe shall be 43 lineal feet.
Orifice No. 1 is 0.66 inches in diameter at Elevation 45.0 feet, (with the outlet
elevation as described above).
- Orifice No. 2 diameter is 1.03" at Elevation 49.4'.
The 6" riser overflow elevation will be at Elevation 50.2. The riser will release
the Q (100 developed flow), and more, before reaching Elevation 50.2 (or less
than 0.1 foot above the riserin the event of a clogging problem with the
restrictor).
Concluslons
Total project storage volume of 318 cubic feet is achieved via underground
detention pipe system.
Re: Michel Construction, Drainage Report, 234 Second Ave. N., Edmonds
Page three
The designed drainage plan has effectively incorporated the SBUH design
release rates for. the project.
- The City of Edmonds drainage requirements have been met.
The project runoff enters the downstream storm system at CB No. 7, on Second
Avenue North, and flows southerly to Manhole No. 7-13 (at the intersection of Second
and Bell Streets). The flow thereafter turns westerly to Brackett's Landing North Park
(B.L.N.P.), and subsequently into Puget Sound.
If there are any questionsi do not hesitate to call.
WA
ta
171
*eel
PIRES UMI 9 0& 11
DMB:vIb
Dennis M. B ruce, P.E.
Geotechnical / Drainage Engineer
Dennis M. Bruce, P.E. DEPC 14 2000
C
C
Geotec"' "'bMiZagineer
M.S.C.E., M.B.A. 0
M 1(2 j4 e L #JS 7-
BASIN ID: B002
SBUH METHODOLOGY
TOTAL AREA .......
RAiNPALL TYPIS ......
PRECIPITATION .... :
,TIME INTERVAL ......
CP
BASIN SUMMARY
.R34
NAME: undeveloped 2-year
------------- %
0.16 Acres BASEFLOWS#-
.TYPEIA
j..50 inches ARSA.-:.
1.0.00-min CN. - -
TC....#:.
0.00 cfs
PERV
.0. 16 Acre$
81.00
13.34 min
ABSTRACTION COEFF: 0.20
TCReaLch - Sheet L: 138.00 ns:0-150()_p2yr: 1.50 9:0.0454
pEAK RATE. 0,00 cfe VOL:. 0.00 AC it TIME: 490 min
BASIN ID: B010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE .....
PRECIPITATION .... :
TIME INTERVAL .... :
.NAME: undeveloped 10-year
0.16 Acres. BASEFLOWS: . 0.00 C fs
TYP81A I PERV
2.10 inches AREA..: 0.16 Acres
lo.00 min CN....: 81.00
TC.... : 13-.34 min
ABSTRACTION COEFF: 0.20 - yr; 1.50 s:0.0454.
TcReach - Sheet L.- 138.00 ns:0.1500 jp2
PEAK RATE; 0.02 CfS VOL: 0.01 Ac _ ft TIME: 480 min
BASIN ID: B100
SBUH METHODOLOGY
TOTAL�AREA .......
RAINFALL TYPE ....
PRECIPITATION....:
Tjj413 INT13RVAL. . - - -
NAME: Undeveloped 100-.year
o.iG Acres
TYPEIA
3.20 inches
10. 00 MiLl
BASEFLOWS:
AREA.. ;
CN....;
TC.... :
0. 00 cf a
PERV
0.16 Acres
81.00
13.34 Min
ARSTSUACTION COEFF 0.20
L: 138.00 ns:0.1500 p2yr: 1.60 s:u.u4b4
Sheut _ ft TIME: 480 min
PEAK RATE: 0.04.cfs VOL: 0.02 Ac
BASIN ID: D002
SBUR METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE....-:
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: Developed 2-year
0.16 Acres
TYPRIA
1.50 inches
jo. 00 min
BASEFLOWS:
TC. - - i:
0.00 cgs
PERV
0.04 Acres
86.00
6.30 min
IMP -
0.00 Acres
O.QO
o. oo tnin
ABSTRACTION COEFF: 0.20
TcReach Sheet . L: 138.00 ns:0.2400 p2yr: 1.50.s:0.0454
0.04 Cfs. VOL: 0.01 Ac-ft TIM: 480 min
pEAX RATE
IMP
0.00 Acres
0.00
o.00 min
IMP
0.00 Acres
0.00 �
0.00 min
IMP
0.12 Acres
98.00
6. 3 0 min
SOILS . FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
4
Dennis M. Bruce,. RE.
Geotechnical / Civil - Engineer
lwll.&C�;E., M.B,.;A-
.............
BASIN SUMMARY
BASIN ID: D010
NAME: Developed 10-year
SBUH METHODOLOGY
TOTAL AREA 6
0.16 Acres-
BASEFLOWS:
0.00 CfS.
RAINFALL TYPE..-:
TYPE1A
PERV
IMP
PRECIPITATION .... :
2.10 inches
AREA..:
0.04 Acres
0.12 Acres
TImE INTERVAL .... :
10'.00 min
CN....
TC....:
86.00
6.30 min
98.00
6.30 min
ABSTRACTION COEFF,
TcReach -�iSheet
0.20
L:. 138.00 ns:0.2400 p2yr: i-50
B:0.0454
PEAK RATE: o.o6
cfs -VOL: 0.02
AC-ft TIME: 480min
BASIN 1D: D100
SBUK METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE....:
PRECIPITATION....:
T1149 INTERVAL.... :
NAME: Developed 100-year
0.16 Acres
TYPE1A
3.20 inches
10. 00 min
BASEFLOWS:
AREA., . :
CN.... :
TC. - ... ,
0.00 cfs
PERV
0*04 Acres
86:00
6.30 min
ABSTRACTION COEFF: 0.20
TcReach -' Sheet L- 138.00 nB:0.2400 p2yr: 1.50 S:0.0454
PEAK RATE: 0.10 CfB VOL: 0.04 Ac-ft TIME: 480 min
a a
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
MUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.005
490
189
cf
0.16
2
0.016
480
401
Of
0.16
3
0.045
480
880
cf
0.16
4
0.039
480
642
cf
0.16
5
0.060
480
911
cf
0.16
6
.0.098
480
1594
cf
0.16
7
0.014
690
880
cf
0.16
,a
0.016.
620
971
cf
0.16
9
0.044
520
1594
cf
0.16
imp.
0.12 Acres
98.00
6.30 min
SOILS . FOUNDATIONS - SITE DEVELOPMENT INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-921T - FAX 54643442
Dennis M. Bruce,. RE.
M.S.C.E., M.B.A. Geotechnical/ Civil- Engineer..
STAGE STORAG TABLE
UNDERGROUND PIPE ID No. P01A
Dencription: Ifill 9q0valent Pipe
Diameter: 3.00 ft. Length: 50.00 ft,
slope... 0.0050 ft/ft upstr: dnatr:
STAGE ( ---- STORAGE- STAGE ( ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE ---- STORAGI--..>.
(f 0 --- ef--- --Ac-pt- (ft) ---ef --- -- AC -Ft. (f 0 --Ac-pt- (ft) -.AC-Ft-
41.50 0,0000 0.0000 48.40 72,794 0.0011 49.30 202.81 0.0047 50-20 322.02 .0,0074-
47.60 0.7230 0.0000 48.50 86.112 '0.0020 49,40 217.59 0.0050 50.30 331.75 0.0076
47.70 4.0476 0,0001 48.60 99.896 0.0023 49.50 232.17 0.0053 50.40 340.09 0.0078,
41.60 9.0393 0.0002 48-70 114.06 0.0026 49.60 246.49 0.0057 50.50 346.10 .010080
47.90 17.310 0,0004 48-80 128.52 0.0030 49.70 260.48 0.0060 $0.60 35i.45 0.0081
48.00 26.393 0.0006 40.90 143.21 0.0033 49.80 274.04 0.0063 50-70 151-31 0.0081
48.10 36.688 0,0008 49.00 158-05 0.0036 49.90 287.09 0.0066 50.80 353.43 0.0081
48.20 47..960 0,0011 49.10 172.98 0,0040 50.00 299.52 0.0069 50,90, 353.43 0.,0081
48.30 60,039 0.0014 49.20 187.92 0.0043 50.10 311.22 0.0071
STAGE DISCHARGE TABLE
-----------
MULTIPLE ORIFICE ID No. R01A
Description: 10-year outlet
Outlet Elev:- .47.50
Elev: 45.00 ft orifice Diameter: 0.6606 in.
Elev: 49.40 ft Orifice 2.Diameter: 1.0313 in.
STAGE (-DISCHARGE --- > STAGE <--DISCURGE-) STAGE <--DISCHARGE --- STAGE 0-DISCHARGI ---
(ft) --.Cfo -- ------- (ft) ... cfs -- ------- (ft) ... cft -- ------- (ft) --- ell .. .......
'41 50 0,0000 48.30 0,0106 49.10 0.0150 49.90 0.0382
48.40 0.0112 49.20 0.0154 50.00 0.0411
47.60 0.0037 48.50 0.0118 49.30 0.0159 50.10 0.0432
47.70 0.003 49.40 0.0163 50.20 0.0453
47.80 0.0065 48-60 0.0124
41.90 0,0075 (8.70 0,0130 49.50 0.0259 $0.30 0.0472
46,00 0.0084 48-80 0.0135 49.60 0.0301 50.40 0.0490
48.10 0,0092 40.90 0.0140 49.70 0.0334 50.50 0.0508
48.20 0.0099 49.00 0.0145 49.80 0,0362
SOILS FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE , DESIG N a PERMIT LEGAL
P.O. Box 55502 - S horeline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Dennis M. Bruce,. P.E.
Geotechnical /Civil Engineer
M.S.C.E., M.B.A.
ZZ
STAGE DISCHARGE TA33LE
RISER DISCHARGE 1. ID No R02A
Description: 611 Riser
Riser Diameter (in): 6.00 elev: 50.20 ft
weir Coefficient ... : 9.739 height: 50.60 ft
Orif Coefficient ... : 3.1782 increm: 0.1.0 ft
STAGE STAGE (--DISCBkRGE --- > STAGE (--DISCHARGR --- ) STAGE (--DISCHARGE ---
(ft . ) ... cis-. ...... Aft) ... Cts .... ....... (10. ..-Cis ... ....... (it) ---CIS ----------
=%ZC=Zt= C :Z=z z =Z za Ila 2 A 2 an ona a 21A lk a a on a a a a am San a as a a VV Vzow a a or. rz==z=== ==Z a an Ada as a a as a am a a a V quo
50.20 0.0000 50.30 . 0.2990 50.50 0.5179 50.60 0.5980.
50.20 0.0000 50.40 0,4228 0.5980
STAGE DISCIiARGE TABLE
COMBINATION DISCHARGE
ID No.
R03A
Description: Orif ice
Plus Riser
Structure: R01A
Structure:
Structure: 902A
structure:
St3:Ucture:
STAGE c.-DISCHARGE ---
STAGE <--DISCHARGE --- > STAGE
<--DISCURGE ---
STAGE
(..DISCHARGE---)
fit) --- cis -- -------
(f 0 -..cis
-- -------
ift)
---Cfr --- -------
ift)
---cis -- -------
*as As A: zX:====
=== a 2 anal to an
pang Naga==:: ====Zzzz2ftftz add 0VV2z:=::=:=:X2
&nuns Sam an
47.50 0,0000
48.30
0.0106
49.10
0.0150
49.90
0,0388
47.60 0.0037
46.40
0.0112
49.20
0.0154
50-00
0.0411
47.70 0,0053,
48.50
0.0118
49.30
0.0159
50.10
0,0432
47.80 0-000
48.60
0.0124
49.40
0.0163
50.20
. 0.0453
47.90 0.0075
48.70
0,0130
49.50
0.02S9
50.30
0.1462
48.00 0,0084'
48.80
0.0135
49.60
0.0301
50.40
0.4719
48.10 0.0092
48.90
0.0140
49.70
0.0334
50.50
0,5607
48.20 0.0099
49.00
0.0145
49,80
0.0362
50.60
0.6505
SOILS . FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN A PERMIT - LEGAL
p.0. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 -' FAX 546-8442
Dennis M. Bruce,. P.E. v S)
Geotechnical I Givil Engineer
M.S.C.E., M.B.Ae
- IN
L VEL POOL TABLE SUMMARY
XATCH INFLOW -$TO. -DIS- OBAV) STORAGE
-;-Jd- <-STAGb A VOL'[d)
------- DESCRIPTION ......... ids) (C
=a* ISBN W706611
49.31 8 '207.22 ef
10-year ...................... .0,02 0-06 POlA Ra'A
0.04 0,10 Polk Roll so -it 9 _11
100ayear ..................... . .1
Lf 3 LF-,)
(41
4 3 01. (TT
suj�mary
a, 1asln Des, Cr
::::j:j1nd1v1dU01 Inawl, U-2-I notion
Drainage Basin InTOFFTIatlon D
-site Area
n A
0. 1,15
Typp.Rf StOra a .0
I Im ra e Volume
App iximate StO
3`18
AlderwooO
soil types
fpe
GSL
P ro-developed.lcunau 1406
. In-
I 0 year
16
100 year
hinn Iminbff Rate
WAS
COO
17405
70NAL
r'EXPIRES 1
SOILS FOUNDATIONS - SITE DEVELOPMENT - INSPECTION. - DRAINAGE ' DESIGN a PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-W2
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
February 1, 2001
Michel Construction, Inc. Tly
7907 - 212th Street S.W. #102 UVP
Edmonds, Washington 98026
Subject: Geotechnical Evaluation and Foundation Recommendations
Proposed New Three -Unit
234 Second Avenue North, Edmonds
This engineering report presents the results of a geotechnical evaluation of the
property at 234 Second Avenue North, Edmonds, Washington. This evaluation was
required due to owner / developer concerns, as well as City of Edmonds requirements.
Vicinity map
Site plan
Site photographs
1421"itel-ftelli N-PA
T"71 L-I'm
t - T F
The property at 234 Second Avenue North currently contains a single family
residence. The residence reveals no evidence of any geotechnical distress: No
settlements, no shifting, no foundation cracking, nor any erosional degradation were
observed.
The overall lot is essentially flat to gently sloping (slopes westerly towards
Second Avenue North).
The property outside the footprint of the existing house contains established
lawn with occasional shrubbery.
It is understood that project developer, Michel Construction, Inc., intends to
demolish the existing single family residence, and construct a' new three -unit
condominium project (see site plan).
EVALUATION:
In order to augment the existing site geotechnical information, soil test holes
were h.and-.dug by this engineer on January 30, 2001 . . A total of seven (7) test holes
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 FAX 546-8442
Michel Construction, 234 Second Avenue North
Pagetwo
were dug in the vicinity of the proposed building foundations. All seven test holes
revealed similar subgrade conditions, namely:
0" to 611 Lawn, roots, and organic silt
6" to approx. 14" Light brown to reddish -brown sandy loam,
grading to silty sand
14" to approx. 34" Increasingly dense sands with occasional
(bottom of test holes) gravels
No water was encountered in any of the seven test holes. All test hole walls
remained vertical and stable. No sloughing or caving occurred.
Kel ZI[qX1,1141*1 Z_&-JFA_J_=14P1Ti L!LM_1
Based on the findings of this investigation, and experience with similar sites in
the area, the property at 234 Second Avenue North, Edmonds, Washington, is
geotechnically approved for the proposed Michel Construction new three -unit
condominium project, subject to the following:
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.f.
Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall
design provided drainage zone is inspected and verified by this engineer.
For retaining wall design, use friction factor of 0.55 and passive pressure of
350 p.c.f.
Geotechnical inspection by this engineer grior to any foundation concrete
placement.
The proposed structure can be supported on conventional continuous and
spread footings bearing on undisturbed native soils or on structural fill placed above
native soils. See the later sub -section entitled General Earthwork and Structural Fffill
for structural fill placement and compaction recommendations. Continuous and
individual spread footings should have minimum widths of eighteen (18) and twenty-
four (24) inches, respectively, and should be bottomed at least eighteen (18) inches
below the lower adjacent finish ground surface.
Depending on the final site grades, some overexcavation may be required
below footings to expose competent native soils. Unless lean concrete is used to fill
0 . 0
Michel Construction, 234 Second Avenue North
Page three
the over excavated hole, the width of the overexcavation at the bottom must be at least
as wide as the sum of two times the depth of the overexcavation and the footing width.
For example, an overexcavation extending two feet below the bottom of a three400t
wide footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be
designed for an allowable soil bearing pressure of three thousand (3,000) pounds per
square foot (p.s.f.). 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 total post -construction settlement of footings founded on competent,
native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
inch, with differential settlements on the order of one -quarter inch.
. Lateral loads due to wind or seismic forces may be resisted by friction between
the foundations and the bearing soils, or by passive earth pressure acting on the
vertical, embedded portions of the foundations. For the latter condition, the
foundations must either be poured directly against undisturbed soil or the backfill
placed around the outside of the foundation must be level structural fill. We,
recommend the following design values be used for the foundation's resistance to
lateral loading:
Coefficient of Friction
Passive Earth Pressure
Where:
0.55
350 p.c.f.
(1) p.c.f. is pounds per cubic foot.
(2) Passive earth pressure is computed using the equivalent fluid density.
We recommend that a safety factor of at least 1.5 be, used for designof the
foundation's resistance to lateral loading.
Slab -on -grade floors may be supported on undisturbed, competent native soils
or on structural fill. The slabs may be supported on the existing soils provided these
soils can be recompacted prior to placement of the free -draining sand or gravel
underneath the slab. This sand and gravel layer should be a minimum of four (4)
inches thick. We also recommend using a vapor barrier such as 6-mil. plastic
membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes.
Michel Construction, 234 Second Avenue North
Page four
PERMANENT FOUNDATION AND RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
earth pressures imposed by the soils retained by these structures. The following
recommended design parameters are for walls less than twelve (12) feet in height
which restrain level backfill:
Active Earth Pressure*
Passive Earth Pressure
Coefficient of Friction
Soil Unit Weight
Where:
1R0qrGr11kV1._1,
35 p.c.f.
350 p.c.f.
0.55
125 p.c.f.
(1) p.c.f. is pounds per cubic foot
(2) Active and passive earth pressures are computed using equivalent fluid
densities.
For restrained walls which cannot deflect at least 0.002 times the wall
height, a uniform lateral pressure of one hundred (100 p.s'.f. should be
added to the active equivalent fluid pressure).:
The values given above are to be used for design of permanent foundation and
retaining walls only. An appropriate safety factor should be applied when designing
the walls. We recommend using a safety factor of at least 1.5 for overturning and
sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will bef placed above
the walls. If these conditions exist, then those pressures should be added to the above
lateral pressures. Also, if sloping backfill is desired behind the walls, then we will
need to be given the wall dimensions and slope of the backfill in order to provide the
appropriate design earth pressures.
Heavy construction equipment should not be operated behind -retaining and
foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Michel Construction, 234 Second Avenue North
Page five
Retaining Wall Backfill
Backfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should
contain no more than five (5) percent silt or clay particles and have no particles greater
than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve
should be between twenty-five (25) and seventy (70) percent. Due to their high silt
content, if the native soils are used as backfill, a drainage composite, such as Mirafi
and Enkadrain, should be placed against the retaining walls. The drainage
composites should be hydraulically connected to the foundation drain system. the
purpose of these backf ill requirements is to assure that the design criteria for the
retaining wall as not exceeded because of a build-up of hydrostatic pressure behind
the wall. The subsection entitled General Earthwork and Structural Fill contains
recommendations regarding placement and compaction of structural fill behind
retaining and foundation walls.
In no case should excavation slopes be greater than the limits specified in local,
state and national government safety regulations. Temporary cuts up to a height of
four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a
height greater than four (4) feet, the cut should have an inclination no steeper than 1:1
(Horizontal:Vertical) from the top of the slope to the bottom of the excavation. Under
specIf Ic recommendations by the geotechnical engineer, excavation cuts
may be modified for site conditions. All permanent cuts into native soils should be
inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 1:1 (H:V). It is
important to note that sands do cave suddenly, and without warning. The contractors
should be made aware of this potential hazard.
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 stability of the
surficial layer of soil.
IA.; V 11 � Y-1441161031" A
Footing drains are recommended at the base of all footings and retaining walls.
These drains should be surrounded by at least six (6) inches of one -inch -minus
washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or
similar material). At the highest point, the perforated pipe invert should be at least as
0 0
Michel Construction, 234 Second Avenue North
Page six
low as the bottom of the footing and it should be sloped for drainage. All roof and
surface water drains must be kept separate from the foundation drain system.
No groundwater was observed in any of the seven test holes during the field
work. Seepage into the planned excavation is possible, and likely if excavation occurs
during winter months, and if encountered should be drained away from the site by use
of drainage ditches, perforated pipe, French drains, or by pumping 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. Any exposed
slopes to be covered with plastic to minimize erosion. Final site grading in areas
adjacent to buildings should be sloped at least two (2) percent away from the building,
except where the area adjacent to the building is paved.
The proposed building and pavement areas should be stripped and cleared of
all surface vegetation, all organic matter, and other deleterious material. The stripped
or removed materials should not be mixed with any materials to be used as structural
fill.
Structural fill is defined as any fill placed under the building, behind permanent
retainingor foundation walls, or in other areas where the underlying soils needs to
support loads. This engineer should observe site conditions during and after
excavation prior to placement of any structural fill.
All structural fill should be placed in horizontal lifts with a moisture content at or
near the optimum moisture content. The optimum moisture content is that moisture
content which results in the greatest compacted dry density. The moisture content of
fill soils 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,
compaction equipment, and the number of passes made to compact the lift. In no case
should the lifts exceed twelve (12) inches in loose thickness. The following table
presents recommended relative compaction for structural fill:
0
Michel Construction, 234 Second Avenue North
Page seven
RKOM-t z 0 1=6 #M1111:04 =H- I
Beneath footings, slabs or walkways
Behind retaining walls
Beneath pavements
I In MITI-,", 1 zmum-
W91*1 I 11 Pv� - 0 1
Mau
95%
90%
95% for upper 12 inches of
subgrade, 90% below that level
Where: Minimum 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-1557-78 (Modified Proctor).
Use of On -Site Solis
If grading activities take place during wet weather, or when the silty, on -site soils
are wet, site preparation costs may be higher because of delays due to rains and the
potential need to import granular fill. The on -site soils are generally silty and thus are
moisture sensitive. Grading operations will be difficult when the moisture content of
these soils exceeds the optimum moisture content.
Moisture sensitive soils will also be susceptible to excessive softening and
"pumping" from construction equipment traffic when the moisture content is greater
than the optimum moisture content.
Ideally, structural fill which is to be placed in wet weather should consist of a
granular soil having no more than five (5) percent silt or clay particles. The percentage
of particles passing the No. 200 sieve should be measured from that portion of the soil
passing the three -quarter -inch sieve.
The use of "some" on -site soils for fill material may be acceRtable if the upper
organic materials is segregated and moisture contents are monitored by engineering
inspection.
No drainage problems were evident with the existing residence at 234 Second
Avenue North. Surface runoff flows generally westerly into the existing City of
0 0
Michel Construction, 234 Second Avenue North
Page eight
Edmonds street storm system in Second Avenue North. The existing residence
contains a gutter and downspout system that also flows into the existing storm system.
The proposed new three -unit condominium will comply with City of Edmonds
drainage requirements and this engineer's detailed drainage calculations and
drainage plan (see drainage plan).
All foundation concrete (footings, stem walls, slabs, any retaining walls,
etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete
mix.
The recommendations of this report are only valid When key geotechnical
aspects are inspected by this engineer during construction:
• Soil cuts
• Foundation subgrade verification
• Retaining wall, or rockery placement
• Any fill placement
• Subsurface drainage installation
The proposed new three -unit condominium project at 234 Second Avenue
North, Edmonds, is geotechnically viable when constructed in accordance with the
recommendations herein, compliance with City of Edmonds approved plans and
requirements, and key geotechnical inspection during construction.
The plans and specifications for the new Michel Construction, Inc., three -unit
condominium project at 234 Second Avenue North, Edmonds, Washington, have
been reviewed by this engineer and conform to the recommendations of the analysis
and report and, provided that those conditions and recommendations are satisfied
during the construction and use, and inspected and verified by this engineer, the area
disturbed by construction will be stabilized and remain stable and will not increase the
potential for soil movement, and the risk of damage to the proposed development and
from the development to adjacent properties from soil instability will be minimal.
Michel Construction, 234 Second Avenue North
Page nine'
CLOSURE:
The findings and recommendations of this report were,prepared in accordance
with generally accepted professional engineering principles and practice. No other
warranty, either express or implied, is made. The conclusions are based on the results
of the field exploration and interpolation of subsurface 6onditions. between explored.
locations. If conditions are encountered during construction that appear to be different
than those described in this report, this engineer should be notified'to observe the
situation and review and verify or modify the recommendations.
If there are any questions, do not hesitate to call.
EXPIRES 12/23/
DMB:vIb
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
001L0 KEPOPT TEOT -HOLEO
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LOCATION: 234 2nd Ave N
EDMONDS, WA 98020
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Erosion and Sedimentation Control (ESC) Checklist
I Will work entail, Yes No
a Grading Permit? X
a Clearing Permit?
> 500 lineal feet of trench excavation?
work in a Critical area?
If all answers to 1 are no, ESC plan not required. Otherwise continue below.
2 A) Separate Plan depicting ESC devices
B) Limits of disturbed area
C) Perimeter control, protection of adjacent areas
D) Existing & Proposed Contours
E) Location of construction entrance and detail
F) Identify Drainage features, streams, wetlands,seeps, swales, etc
G) Show cut & fill slopes, indicating top/bottom of slope/catch lines
H) Conveyance System
1) Locate drainage pipes, ditches, swales, cut-off trenches
2) Temporary Pipe Inverts, or minimum slope & cover
3) Grades, dimensions, location, flow direction for ditches/swales
4) Bypass details for off -site runoff
5) Locations and outlets for Dewatering systems
J) Provide ESC notes
1) Stabilization of exposed areas (verbatim by code)
2) Other measures as needed to limit sediment impacts
3) Inspection & Maintenance of ESC devices & CBs
4) Seeding, mulching, matting requirements
5) Stockpiling location & protection
6) Street sweeping
7) Construction access
8) Vehicle cleaning to prevent tracking
9) Du st Control
10) dtl�e r
K) Construction Sequence
1) Preconstruction Meeting
2) Call for Utility Locations
3) Review ESC notes
4) Flag Clearing Limits
5) Installation of ESC devices
6) CB protection
7) Grading Activities
8) Reference stabilization of exposed area requirements
9) Utility Activities
10) Removal of ESC devices only after Stabilization
11) Other
L) Other
3 Land disturbing activities greater than 1 acre?
Complete
Incomplete
Comments
X
X
X
X
Show Existing & Proposed Contours
X
Not applicable,
Not applicable
Not applicable
Not applicable
1 Not applicable
Not applicable
Not applicable
X
X
X
X
X
X
X
X
X
Not necessary
Yes No
X
E�
If all answer is no, end of checklist. Otherwise continue below.
Sediment Trapping
1) Sized per DOE or King County SWM manual
2) Berm Width and Slope inside & outside slopes
3) Storage info., depth, length, width
4) Conveyance to Trapping Facility
5) Typical Section View
6) Typ. details of gravel cone, standpipe, filtering devices
7) Detail control/restrictor device location & details
8) Mulch and/or cover of berms and slopes
9) Rock check dams, spacing, sections
10) Stabilization techniques
11) Other
Not necessary
Site is stabilized
Comments
ou
CA FILE NO. 'q
Atical Areas Checklist*
--------------------------------------------------------------
Site Information (soil s/topography/hydrology/ve getation)
1. Site Address/Location: . cP-,3 41 j5P '% 6( 1�v c— 41-
2. Property Tax Account Number:— jqq21_ 0or _00,7 0,0
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? yes;_no.
If yes; how is site developed? FIC"
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire'site.
Rolling: slopes on site generally less than 15% (a vertical rise of 1 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: /Vo Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway M0 floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? - /Vo — Flows are seasonal? - (What time of year?
10. Site is primarily: forested ; meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc),
11. Obvious wetland is present on site: A/0
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City of Edmonds
Critical Areas File IJA�
Critical Areas Checiffst Fee: $45.00
Date Received by Dev. Serv..Dept�a �i(D �-�
City Receipt No:-- LS(o2'7,
Date Mailed to Applicant:
CRITICAL AREAS CHECK LIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal. of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical.Areas are. or
may be, present on the subject property. The .
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a deterrnination of the
subsequent steps necessary to complete a develo'pment
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent infor mation (e.g... site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
49kI
/ / " C' 1 e K7 4-f �-
Name
-7,�o 7
Street Address
city State Zip
- )76
Telephone
Signature
,�)'
Date
Applicant Representative:
Name
Street Address
City State
Telephone
Signature
Date
Zip
czecepdon�anakacl.doc
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OF EDMONDS
SIDE SEWER AS -BUILT
ADDRESS
234-2ncl Ave N,
PERMIT
NUMBER 9404
HOMEOWNER
CONTRACTOR
MicheLL Construction
DATE 4-11-2001
DRAWN
I
Jim Roberts
BY
7777-77-77,77
,1,7 C. I S 9�,
0.�
PERMIT NO: 9404
City of Edmonds
PERMIT EXPIRES_�2
SIDE SEWER PERMIT . : -/_ 7 - I
AAltirave f%,rrf%netnu-t;f%n- rjjj4_ 1�-C_COWD 6PAAONZ51,11) 4
Property Tax Account Parcel No. 001+ 'a4+005 00-7 25)
Attach copies of all access and utility easements 17,44 Verified and Approved b
Owner and/or Contractor:
Contractor License 14 �4 a C,-r 0 C., ID 5:7�j Building Permit#: er,�
El' -Single Family
VMulti-Family (No. of Units 1,7
Fj Commercial (No. of Units
F] Public
A�L, le"e
Invasion into City *Right -of Way: El Yes VNo
*RW Construction Permit
Cross other "Private Property: El Yes No
"Attach legal, description and copy of recorded easement.
Owner or contractor signature and acknowledgement statement:
By signing for this permit I certify that I have read the City's public handout entitled
Oide Sewer Specificatio . ns, and shall comply with all City requirements outlined therein.
,q Xpq Ll
Date
,It"
2 CALL DIAL -A -DIG (1-800-43,,r.-5555) BEFORE ANY EXCAVATION 9
W FOR INSPECTION C L 425-771-0220 extension 320-V 132�kv
24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REOUESTS
......... ..............
FOR OFFICE USE ONLY
Permit Fee $ _j Repair Fee $_AJIA Issued By:
Trunk Charge $ Date Issued:
Receipt No:
Assessment Fee $ 2"
City Permit Surcharge Fee $5.00 Total Fees Paid $ zo
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: Date: Initial:
Pa rtial Inspection: ---Date: Initial:
I FINAL INSPECTION APPROVED: Date: Initial: As -built to Street File:
1,� PERMIT MUST B E POSTED ON JOB SITE 1�
White Copy: File Green Copy: Inspector Buff Copy: Applicant
L;temp;bldgform�;sspermitjlk4/00
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onds Street
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DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
HEIGHT CALCULATION5
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6
EDMONDS ST
CITY OF EDMONDS WATERLINE AS -BUILT
ADDRESS: PERMIT
Q), 234 2ND AVE N NO. XXXXXXXX
CONTRACTOR: HOMEOWNERi SCALE1
xxxxxx xxxxx NTS
DATE INSPECTED: INSPECTED BY1 DATE DRAWN: DRAWN BY:
00-00-00 1 xx 1 06-29-07 J. TRIEU
,V Ap-
Z � e-1
RETURN ADDRESS:
City of Edmonds, City Clerk
1215 1h Avenue North
Edmonds, WA 98020
CONFORMED COPY
200103130471
03/13/2001 11:48 AM Snohomish
P.0002 RECORDED Count'
y
DECLARATION OF RESTRICTIVE COVENANT
MUTI-FAMILY RESIDENTIAL
Reference #:
Grantor: MICHEL QONSYRUCTION. I -NC
Grantee: City of Edmonds
Legal Description (abbreviated): Sec_2!2!�3 Twn(� ?W Rng Qt
OR Lot_ Block -P Plat )�-IY47 6^1�
Assessor's Tax Parcel ID#(s): (1)
(2)
Assessor's Tax Parcel ID# not yet assigned
WHEREAS, MICHEL CONSTRUCTI_ON. INC.
is the owner of the following described real estate in the City of Edmonds, to wit:
Property Address:jy
Legal , - 4-67-
Description.--,-
4,0C:,.k Y 0 -F
I /—C Dlozo� i
'4-yOL7- 6 t--'
j,Ae 116Z_ 4,,otf 6- / fl.-r PZ—J�V (X/ 044 /Xy
AUTHORIZED FOR RECORDING
City of Edmoin Slo
By: Date
Page—o
WHEREAS, the above named owner is desirous of imposing 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 owner does 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___.�__units.
Said Covenant'shall be binding upon all present and future owners of said real estate and their
heirs, successors and assigns.
T,- 1/0 , le
DATED this--cl _eday of 2000
1'r
GRANTOR
State of Washington )
.)Ss
County of
I certify that I know or have satisfactory evidence that��� �W t�ql 6 14 6 L
signed this instrument, c=t ' ated that he/she was authorized to execute the instrument and
acknowledged it as the ' i f) F_ LXT (title) of M I r /I L (ftjA)ST,1101�_ Z; Q
(name of party on behalf on whom instrument was executed) to be the free and voluntary act
of such party for the uses and purposes mentions in this instrument. Subscribed and sworn to
before me this ::2 10 day of L.�J- Ugg, 6&tL , 20 0
14-.*.%% It
Ile
Notary Public in and for the StaW of Washingtojf 4t
My.commission expires
Op WAV.
AUTHORIZED FOR RECORDING
,��ity of Ed ds
M07 /of
13 y: LV Dat �- 5
Page of 01
Chrisman, Lyle
To: Rob
Subject: RE: DDCVA - Glen Street - Permit #200980
Rob,
I will have an answer for you tomorrow.
On the grinder pump issue we discussed this morning. I talked with Jim Waite and the poly pipe is what they use on
grinder systems they maintain. Jim said there is more flexibility with poly where the other pipes are rigid and are more
prone to breaking. Since this is a private system to the property line unless you want to follow what Public Works uses,
you will need to follow the UPC. ------------- —
With regard to a staging area on Edmonds street for your project 4t 234 2nd Ave N,, Oart of the parking area on Edmoi
St may be used for such purposes. The fencing must not extend be stall width (8.5') nor is it to extend
into the intersection. Once you have erected the fence�,,please call the in ection line so we can look at it and make
adjustments as necessary.
----Original Message ----
From: Rob [SMTP:rwmichel@nwlink.com]
Sent: Tuesday, May 22, 2001 7:53 AM
To: Lyle Chrisman
Subject: DDCVA - Glen Street - Permit #200980
Hi Lyle:
Is a response to my letter of May 11, 2001 forthcoming?
Please respond today with a target date.
Thank you.
Rob
/4e
co
0
CY)
Edmonds Street
0
57A-
1 —W, r/ I �h ,
RECEIVED ..... is ... ..............
lqml- "90- AW&
JAN P ?001 090AER - [V(
(ORTAT
E U uUnues k S
FOPA
......................................... *
A coordinated utility environment which maximizesjoint utility opportunities to provide quality servicefor the citizens ofEdmonds
..............................................................................................................................................................
YOU WILL BE GIVEN A CONFIRMATION NUMBER BY EACH
UTILITY ONCE YOU HAVE INFORMED THEM OF YOUR PROJECT.
9TIAN15S.- j?-9-k SD &E- 9, (JAI 1-r InA))-,r-) --k its,-rr)f
I'll . ........... .
# 000f�;;7-0,nno
Rich Afdem — 425-670-3208
You will need to provide PUD with a site plan and a completed New Service
Questionnaire.
PUGET
SOUND
FEB 2 L 01
ENERGY
Doug Usitalo — 425-356-7520
DEVELOPMENT ', i-�-G GTR.
CITY OF Eb. )NDS
Or New Customer Construction
Department
%1-7 2 Z
- 1-888-321-7779
VERIZON NW
Frol -2)[3 5S
Greg Meilsen — 425-710-4120
You will need to provide Verizon with the location of your project, total line
requirement, and the date in which service is required.
AT&T
BROADBAND
1#
Esa Patterson — 425-263-5317
SE E
nph - 769
You will need to provide OVWSD with the surve our site and
or cu Myrnpic View Servi ea
complete a development information form.
THIS FORM MUST BE COMPL ' ETED AND GIVEN TO DEVELOPMENT
SERVICES STAFF AT THE TIME OF PERMIT SUBMITTAL
�w
0 0
CITY OF EDMONDS
2!)() - 51H AVE N - EDMONDS, "A 98020 # (206) 771-3202
COMMUNITY SERVICES:
Public Works e Plani iing e Parks and Recreation 9 Engineering
8 9 0 . 1 94 -
April 4, 1991
Shirley Hobbs
234 - 2nd Ave. N.
Edmonds, WA 98020
LARRYS. NAUGHTEN
MAYOR
CERTIFIED MAIL TP
FILE
RE: Problems with venting of your plumbing fixtures
Dear Resident:
The City's sewer cleaning records show that the home at
experiencing problems with the venting of some of your
when the City crew is conducting cleaning operations of the
in front of this address.
PUER E. HAHN
DIRECTOR
this address is
plumbing fixtures
City sewer line
The City's cleaning operation is essential for both you and your
neighbors. It cleans ' debris in lines to prevent plugs, prevents corrosion
and potential future collapse, and achieves a better flow characteristic in
the public sewer lines. We need to do this often -- perhaps even 3 times a
year -- in some critical areas. The City's cleaning operation typically
involves the utilization of a high pressure water jet.
The problem which occurs at the home is the result of a high pressure surge
through your internal plumbing system. A properly constructed plumbing
system is designed to easily vent this additional pressure without any
visible impact at your residence. An undersized venting pipe (or not
having enough vents) cannot handle the pressure surge, and the only release
that's available is then through your toilet (or another fixture). The
Uniform Plumbing Code typically requires a 211 vent, and further requires a
separate vent for each plumbing fixture which is connected to the sewer (a
toilet, a sink, a shower). Your home clearly does not have an adequate
venting system (you either have a 1-1/4" vent, or not enough of them), and
you therefore may continue to experience the pressure surges.
The City does not have a choice as far as discharging its responsibility in
cleaning the public sewer line. It is therefore up to you to take
corrective measures as to how to properly vent your own plumbing system.
The City has come up with two options that will remedy your problem:
Option 1: Upgrade stack vents for toilets and other fixtures which
are experiencing problems to required sizes.
0 � �'t'! i� j
Page 2
Option 2: Install a clean -out outside of house per attached
specifications. Enclose box so it can vent properly when
excess pressure is put on house lines. This option would be
the cheapest and simplest way of correcting this problem.
At the same time, it would allow access to sanitary sewer
lines if stoppage should occur. This vent clean -out would
allow a place for backup in lines to go before entering your
house and causing costly damage.
The City would appreciate your expeditious cooperation in this matter. The
City must continue proper maintenance of its sewer lines, but we obviously
do not wish to see continued problems occurring on your property because of
poorly designed vents. It is your responsibility to correct these
deficiencies.
We cannot keep notifying you each time we come out to clean the line. It's
up to you to have a plumbing system that conforms to code. Option 2 is a
relatively simple one to construct.
Should you have any questions on these options, please call Everett Akau,
Scott Highland or myself at 771-3202, extension 317 or 318.
Sincerely,
Ron Holland
Water/Sewer Supervisor
Enclosure
SEWERVEN/TXTSEWER
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INITIATOR:
Name Mrs. Hobbs Phone 774-3964 home
Address 234 2d- No. .345�-4572 work -
ACTION:
1. Rec'd call 'from Mrs. Hobbs re,the larjZe Winnebago recreatiotL
vehicles parking on the 6treet (owners live.at ihe apt.
hn1jAA at 3d K RAMOVAQ Street
The vehicles Block the view of her backing out of the d/w.
it sound.s like the vehicles park,there all the.time and
may bp- in uInlat-4nn -f tba t-r
.qff4 -C ordinance. Pleasae
inizestigate and let her know if there is anything that 'can
be done.
7 Am".007d 1.
M 2 M. r4 WJ T,,j T-A KG IR - -
iA AgON
Ww". �= W
All concerned notified
Action Completed
d OA
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Map
APPLICATION
for
The City of Edmonds SEDE SEWER PERYaT
EASEMENT No . ..........................................
NEW CONSTRUCTION E] REPAIRS 0
113-02 00
OWNER.......... G....L....Smi.th ....................................................................... CONTRACTOR ................................................. ........... .................................... PERMIT No . .............
ADDRESS ...... ?.14 ... 2nd --- Ave ...... N ............................................................... LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
... ....... ..... .. . .. -
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NAMEOF ADDITION ................................................................................................................... .....................
Dye Tested On Sewer 1972
Approved:
DATE................................................ By ......................................................................
1;' 0 015
7
jo 30
CB #3
-TYPE 2
RIM: 52.50
INV: 4 .99
(5�
r'41
CB #1
TYPE 1
RIM: 51.66
INV: 47.58
EXISTING
r10 - 4 A - .1 __ � I
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RIM: 50.20
INV: 47.00 S I P"
I
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Edmonds Street
20.00' REMOVE AND REPLACE EX15TING
CUR[3/GUTTER
CL05E IN EX15TING 3" PRAIN TO 13E CAFFEL)
/(NOT CATCHING ANY WATER)
ol ACCE55
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NEW 1 10.00
IRRIGATION TEE W/
BACKIFLOW DEVICE REMOVE AND REPLACE
u-
;000
---CONNECT 6" P\/C 5EWER \A15HFAILT ALLEY AND REORAPE �"00
To
T_ TO DRAIN TO THE WE5T
Z
5 lix UT -gasEmIgg
JT.
7, HIGH
� 1\2 10. 0 0' (5N
POCKM B CB #4
CB #2 CONTROL 129.9 LN FT 6" PVC @ 4.47% 5AWCUT TYPE I
TYPE 2 RIM: 55.413
RIM: 52.62 PROVIDE LOCKING LAMPHOLE < INV: 53.89
INV: 47.80 COVER 0 5EWER CLEANOUT CB #5
LN FT 6" PVC @ 1% TYPE 1
16.00, RIM: 55.36
7ALLEY BYPASS INV. IN @ 47.83 1 V: 53.64
EXISTING CONnOMINIUM
EX15-ING TOPO
`ROF'O5E1) TOPO
143
�N
NOTE:
CONTACT THE EI)MONI)5 FU13LIC WORK5 50 THEY CAN DETERMINE
THE CONDITION OF THE EX15TING 6" 511)E 5EWER FROM THE MAIN TO THE
PROPERTY LINE. IF THE EX15TING LINE 15 IN POOR CONDITION, THE LINE
5HALL 13E REFLACEI) WITH NEW 6" FVC.
TOTAL AREA: 7200 SID FT .17 ACRES
IMPERVIOUS: 5340 SID FT .12 ACRES
DETENTION: 318 CUBIC FEET = 43 LN FT OF 36" N-1 2 PIPE
WATER QUALITY: ALL PARKING UNDER BUILDING
NO WATER QUALITY MEASURES
REQUIRED
GRADING: CUT 58 CU YRDS.
LEGEND
3v
13UILPING � 10-001
DRIVEWAY
EX15TING
GRAPE�
TROUGH 16.00,
DRAIN ALLEY
ALLEY EAST/WEST SECTION
1" = 10.00'
1
0
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CROSS
SECTION
A
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SCALE: I"= 20'-0"
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SCALE: I" = 20'-0"
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DRAINAGE, PARKING,
PLOT PLAN RECEIVED
JAN 3 0 2001
PERMIT COUNTER
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12/12/200
::�EVISIONS
A\ 1/30/01
GENERAL NOTES
1. All work and materials shall be in accordance with City of Edmonds Standards
and Specifications, and Washington State Department of Transportation Standard
Specifications for road, bridge and municipal construction.
2. Temporary erosion/sedinlentation control Measures shall be implemented prior to any grading
or extensive land clearing. These facilities shall be satisfactorily maintained until construction
is completed and the potential for erosion is minimal.
3. All pipe sliall be placed on stable earth, or if in the opinion of tile City Engineer, (lie existing
foundation is unsati s factory, then tile Unsuitable material shall be excavated and tile void
backfilled with a free draining granular material, free of debris and clay.
STORM SYSTEM
4. All grates (inlet and catch basin) shall be depressed 0. 1 foot below pavement grade.
All catch basins to be type I unless otherwise noted.
Tile 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 catch basills with a
depth over 5 feet to tile flowline shall be a Type 11 CB. All structures located outside of tile
right-of-way shall have locking lids.
Catch basin fraine and grate shall be Olympic Foundry part No. SM 50G, Herringbone
pattern; part No. SM 52, thru-curb inlet; part No. Sm 44, rolled curb type; or other
approved equal: or as otherwise called for on the plans.
5. Storniwater retention/detention facilities must be constructed and maintained in
accordance with City of Edmonds requirements.
6. All road fills shall be compacted to a minimum of 95010 of maximum density when tested
using the modified Proctor test. Compaction shall be accomplished in accordance with
Section 2-03.3(l 4)C, Method B or C.
7. If cut and fill slopes exceed a lllaXil]lLllll Of One foot horizontal to two feet vertical,
a rock or concrete retaining wall will be required.
8. 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 whether shown or not. The contractor shall call the Utility Locator
Service, 1-800-424-5555, two working days prior to ally Construction.
9. Tile 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
laws and building codes. He sliall erect and properly maintain, at all times, as required by tile
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 lie shall
designate a responsible member of his organization on the construction site whose duty shall be
the prevention of accidents.
10. Tile 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 Public Works Department
of the city.
CONSTRUCTION SEQUENCE.
PRE -CONSTRUCTION MEETING -CONTACT-
CITY OF EDMONDS ENGINEERING INSPECTOR
DRILLED ORIFICE #2
RIM ELE. 55-82
FGL
1.03" DIAMETER
@ELEV. 49.40
12" MIN
OVERFLOW
<' ELE.:
Fro Downspouts
Moi-tai- inside
and outside
OSTORM 611 IPJV ELE
PVC
DEPJTEPJTION
DRAIN 47.80'
PIPE BEYOPJD
Restrictor
IPJV ELE: 47.50
W/ drilled orifice
.66 in dia.
1.00, MIN.
ELEV: 45.00
EXISTING
CEI #A
RIM: 50.20
INV: 47. BO
- 425-771-0220,
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES AND DETAILS
4. INSTALLATION OF ESC DEVICES.
5. INSTALL CB PROCTECTION.
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
In 121:NAnX/,&l nl: FOr nFX/IrlPq
A
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CEI #1
TYPE 11
RIM: 51.66'
INV: 47.58'\
N.S.
C13 #2 CONTROL
TYPE 2
RIM: 52.62'
INV: 47. 80'
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
C13 #3
TYPE 2
RIM: 52.50'
INV: 47.991
- --------------------- --- -------------- -------------------------------- -------------------------------------------------------- ---
-------------- ------ - -----------------------------------------------------------------
.................... - . - . - I - . - . - --------------------------------------------------
----------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ramm7m-ru --------------------------------------------------
----------------------------- ------------
------------------------------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------- ----
--------- --- ---
------------------------------------------------------------------
--------------------
........ - ------------------------------------- ------------- ------------------------- ------ -------------------------------
0 ------------- -- ---------------------------- --- ----------------------------------------------------------------
-------- ----------------------------- ---------- i E4 - f5-
------- ------------------------ ---
------ 0: -------------- -------- --------- ----- ----------------- * ----------------------------- *---* -----------
----------------- ---------------- -----------------------------------------------
--------- ----------------- ---------------- ------------------------------------------------------------------------- - ---------------------
45 ........ - ----------------------------------- --------------------- ......... I ....................... I ............. .................
------ — ------------------------------ -R ---------- ----------------------------------- 1---1 ------------- * ---------------------
-------- ------------------------- -------- - SIDESEVVE
----------------------------------------------------------- --------- ...... -----------------------------------------------------------------------------------
40 1-4f-L-N-FT-F--FVC--@-1%
---------------------------------------------------------------------------------------------- ...... ----------- ----------------- ------ ---- .............
----------------------- ----------------------------------------------------------------------------------------------------------------------------------------
----------------- -- ----------------------------------------------------- ...... ......... ...... -------------------------------------------------------------
--------------------- ----------- ----------------------------------------------------------- ...... --------------------------------------- -- ---------------
I APPROVED FOR CONSTRUCTION:
11. INSTALLATION OF LANDSCAPING
CITY ENGINEER
2 -// 0114 �: � /
DATE
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30 30
STANDARD STREN
FILTER FABRIC
NOTE: ONLY TO 13E U5EI) WHERE FONPING OF WATER
A13OVE THE CATCH DA51N WILL NOT CAU5E
TRAFFIC FRODLEM5 AND WHERE OVERFLOW WILL
NOT RE5ULT IN ER05ION OF 5LOFE5.
A -A FILTER FA[3R1C
FROTECTION
N.5.
FILTER FADRIC� ��/ 2X2 PF
OR 13ETTER
7/5" WASHED
GRAVEL
IM-1
'56..
LIJ — — — — --- 4 — — —
7-
13URY FILTER FA[5RIC f3OTTOM OF FILTER
IN GRAVEL -LINED TRENCH FADRIC IN TRENCH
FILTER FEWCE DETAIL
NO SCALE
2X2 PF
Al 4'- 0" OR 13ETTEP
FILTER FA13RIC
2" - 4"
TOP OF 5WALE QUARRY
5FALL�
ROCK CHECK DAM SECT101
NO SCALE
-IS
10,
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C,k� 0,
OP 4-//4/
P, c
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R=25' MIN.
12" MIN.
4" - 8" QUARRY 5FAL5
FROVIDE FULL WIPTH OF INGRE55/ EGRE55 AREA
EXISTING
138 #A
RIM: 50.20
INV: 47.00 S 12"
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TENIPORIARY
BOAD EUTRAWICE DETAIL
:Z W
TEMPORARY EROS ION/SED I ME NTATION CONTROL NOTES
1. Maintain natural vegetation for silt control where possible. <
2. Temporary erosion sedimentation control facilities shall be constructed by placing siltation
control filters around swales (natural or manmade) and shall be maintained in a satisfactory
condition until such time that land clearing and/or construction of permanent drainage facilities
are completed and operational. Facilities shall then be removed and the site restored to the original
or final design condition.
3. As construction progresses and expected seasonal conditions dictate, more siltation control
facilities may be required to insure complete siltation control of this property. Therefore, during the
course of construction, it shall be the obligation of the contractor to address any nevv conditions that
may be created by his activities and to provide additional facilities, as may be needed.
4. ESC Minimum Requirement - Stablization of Exposed Areas. All soils exposed by land disturbing
activities shall be staliblized by suitable application of EIMPs, including, but not limited to, sod
hydroseeding, or other vegetation, plasitic 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 timetalbe. (Typically, no soils shall remain exposed for more than two (2)
days from October 1 through April 30 and no more than seven (7) days from May 1 through
September 30) Cover stockpile material with 6 mil vapor barrior.
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, liMitE!d
to one route. Access points shall be stabilized with quarry spalls or cruched rock to minimize the
tracking of sediment onto public roads. If sediment is transported onto a road surface, the ro;3ds
shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by !3hoveling
or sweeping and transported to a controlled sediment desposal area within 24 hours. Street washing
shall be allowed only after sediment is removed in this manner.
6. ESC Minimum Requirement - Manintenance. All erosion and sediment control BrVlPs shall 1:)e regularly
inspected and maintained by th owner to ensure continued performance of their intended function. All
maintenance and repair sahll be conducted in accordance with the manual.
7. ESC Minimum Requirement - Cut and Fill Slopes. Cut and fill slopes shall be designed and (,onstructed
in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordance with ESC
Requirement No. 2.
S. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain inlets made oper-able 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
9. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shal be protected
from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filte
mulching, or by a combination of these measures and other appropriate EIMPs.
10. Remove ESC devices after stablization.
APPROVED FOR CONSTRUCTION:
CITY ENGINEER
2- , � 49/
DATE
9-
EXPIRES 1=1
TEMPORARY Edmonds Street
ROCK
ENTRANCE
EX15JING
fVEHICLE CLEANING
TO FREVENT TRACKING"
AREA
EX137-INO
HOU5E 7-0
DEKEMOV
b2.50'
NEW 7-91PL EX
92.50 FT
FILTER FENCE
.......... ......
120.00'
IBM mes
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12/12/200
::IEVISIONS
1/30/01
150 30
C13 #3
-TYPE 2
RIM: 52.50
INV: 4 .99
C13 #1
TYPE 1
RIM: 51.66
INV: 47.58
r-
EXISTING
CE1 #A
RIM: 50.2,1
INV: 47.00 S 1
0
20.00'
-to-
Edmonds Street
REMOVE AND REFLACE EX15TING
CURD/GLITTER
CLO5E IN
TOTAL AREA: 7200 SOFT .17 ACRES
IMPERVIOUS: 5340 SOFT .12 ACRES
DETENTION: 318 CUBIC FEET = 43 LN FT OF 36" N-1 2 PIPE
WATER QUALITY: ALL PARKING UNDER BUILDING
NO WATER QUALITY MEASURES
REQUIRED
GRADING: CUT 58 CU YRDS.
EX15TING 3" PRAIN TO 13E CAFFED
(NOT CATCHING ANY WATER)
GARAGE EXIT
REMOVE AND REFLACE V_ #4
A5HFALT ALLEY AND REGRAPE
TO PRAIN TO THE WE5T
5AWCUT" C13 #4
TYPE 1
RIM: 55.48
CEI #5 INV: 53.B9
TYPE 1
RIM: 55.36
APPROVED FOR CONSTRUCTION:
ITY ENGINEER
2/ / Ct/p
DATE
EXI5-_IN(_3 TOFO
I N * 11405'0
lot
AUS
1-6-kIRE6i lob
13UILL)ING � 10-00'
DRIVEWAY
EX15TING
GARAGE 5LA[3: 54.51'
T FRO U G H 16.00,
PRAIN ALLEY
ALLEY EAST/WEST SECT101M
ill = 10.00,
w
0
4.0 f.
nN15H GRAVi!
''A -A'
CROSS SECTIoN
SCALE: I" 20'-o"
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DRIVEWAY CENTERLINE PROFILE
SCALE: I" = 20'-0"
DRAINAGE, PARKING,
PLOT PLAN RECEIVED
JAN 3 0 2001
PERMIT COUNTER
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2/12/200
EVISIONS
\ 1/30/01
GENERAL NOTES
1. All work and materials shall be in accordance with City of Ednionds Standards
and Specifications, and Washington State Department of Transportation Standard
Specifications for road, bridge and municipal construction.
2. Temporary erosion/sedinlentation control meaSUres shall be implemented prior to any grading
or extensive land clearing. These facilities shall be satisfactorily maintained until construction
is completed and the potential for erosion is minimal.
3. All pipe shall be placed oil stable earth, or if in the opinion of the City Engineer, the existing
foundation is unsatisfactory, then tile unsuitable material shall be excavated and tile void
backfilled with a free draining granular material, free of debris and clay.
STORM SYSTEM
4. All grates (inlet and catch basin) shall be depressed 0. 1 foot below pavement grade.
All catch basins to be type I unless otherwise noted.
The contractor shall be responsible for adjusting all manhole, inlet, and catch basin frames
and grates to grade just Prior to P0111-ing Of curbs and paving. All catch basins with a
depth over 5 feet to the flowline shall be a Type 11 CB. All structures located outside of tile
right-of-way shall have locking lids.
Catch basin fraine and grate shall be Olympic Foundry part No. SM 50G, Herringbone
pattern: part No. SM 52. thru-curb inlet; part No. Sm 44, rolled curb type; or other
approved equal; or as otherwise called for oil the plans.
5. Stormwater retention/detention facilities must be constructed and maintained in
accordance with City of Edmonds requirements.
6. All road fills shall be compacted to a nlininlUln Of 950/0 Of lllaXillILI111 density when tested
using tile modified Proctor test. Compaction shall be accomplished in accordance with
Section 2-03.3(l 4)C, Method B or C.
7. If Cut and fill slopes exceed a IllaXiII11.1111 Of One foot horizontal to two feet vertical,
a rock or concrete retaining wall will be required.
8. 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 whether shown or not. The contractor shall call the Utility Locator
Service, 1-800-424-5555, two working days prior to any construction.
9. The contractor shall take all necessary precautions for the safety of employees on tile
project and shall comply with all applicable provisions of Federal, State, and Municipal safety
laws 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
tile public; shall post danger signs warning against known or unusual hazards; and he shall
designate a responsible member of his organization on tile Construction site whose duty sliall be
the prevention of accidents.
10. 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 tile Public Works Department
of the city.
CONSTRUCTION SEQUENCE
PRE -CONSTRUCTION MEETING -CONTACT-
CITY OF EDMONDS ENGINEERING INSPECTOR
DRILLED ORIFICE #2
1.03" DIAMETER
@ELEV. 49.40 ---
Moi-tai- hiside
and outside
iO STORM 611 INV ELE
DRAIN 41 PVC 47.80'
Restrictor -
vv/ drilled orifice
.66 in dia.
ELEV: 45.00
RIM ELE. 55-62
12" MIN
OXIERFLOW
ELE.: Fro Downspouts
DENTEWTIOW
PIPE BEYOND
INV ELE: 47.50
N.S.
EXISTING C13 #1 C13 #2 CONTROL
CEI #A TYPEII TYPE 2
RIM: 50.20 RIM: 51.66' R I M: 5 2.6 2'
INV: 47.80\ INV: 47.58'\ /INV: 47.801
- 425-771-0220,
2. CALL FOR UTILITY LOCATIONS,
3. REVIEW ESC NOTES AND DETAILS
4. INSTALLATION OF ESC DEVICES
5. INSTALL CB PROCTECTION
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
In RFMC)VAI nr Pqr nrvicipq
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
CEI #3
TYPE 2
RIM: 52.50'
INV: 47.99 1
------------------------------ ---------------------------------------------------------------
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I APPROVED FOR CONSTRUCTION:
11. INSTALLATION OF LANDSCAPING
CITY ENGINEER
ZMAW
EXPIRES 1
I Ql�'X"",
2111-2111'`1011161-�
1,
7,,,,,, 7-yd a
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12/12/200
::IEVISIONS
1/30/01
III = 20'- 0" HRIZ
III = 10'- 0" VERT
RECIEWED
JAN 3 0 2001
PERMIT COUNTER
30 30
STANDARD STRENGTHx, GRA
FILTER FABRIC
x
.6. A V
, x <X
CATCH 13A51N
0
NOTE: ONLY TO 13E U5E1) WHERE FONPING OF WATER
A13OVE THE CATCH 13A51N WILL NOT CAU5E
TRAFFIC FRODLEM5 ANP WHERE OVERFLOW WILL
NOT RE5ULT IN EF,0510N OF 5LOFE5.
A -A FILTER FA[3R1G
MOTECTION
N.5.
FILTER FAEW14� 2X2 P F
\ ��/ OR DETTER
7/8" WA5HEE)
GRAVEL
111W
36.1
LIJ — — — — ---
7-
DURY FILTER FADRIC O.C. � Z
IN GRAVEL-LINEP TRENCH DUPY DOTTOM OF FILTER
FADRIC IN TRENCH
FILTER FENCE DETAIL
NO 5CALE
2X2 PF
1/ 4- - 0" OR HTTER
A
FILTER FAMIC
Z- - 4"
TOF OF 5WALE QUARRY
5FALL5
-------
- -------
ROCK CHECK DAM SECTI01
NO 5CALE
R=25' MIN.�
12" MIN.
4" - 5" QUARRY5PAL5
-IS
�11 b
1,1C �0 70,
S014 5
�"-Ss
EXISTING
C13 #A
RIM: 50.20
INV: 47.00 S 12"\
FROVIDE FULL WIDTH OF INGRE55/ EGRE55 AREA'
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TEMPORARY
ROAD EPJ'TRAPJCE DETAIL
Z LIJ
TEMPORARY EIROSION/SEDIMENTATION CONTROL NOTES Q
<
1. Maintain natural vegetation for silt control where possible. -:��
LU <
(D M
2. Temporary erosion sedimentation control facilities shall be constructed by placing siltation V-- C,\
control filters around swales (natural or manmade) and shall be maintained in a satisfactory
condition until such time that land clearing and/or construction of permanent drainage facilities
are completed and operational. Facilities shall then be removed and the site restored to the original
or final design condition.
3. As construction progresses and expected seasonal conditions dictate, more siltation control
facilities may be required to insure complete siltation control of this property. Therefore, during the
course of construction, it shall be the obligation of the contractor to address any new conditions that
may be created by his activities and to provide additional facilities, as may be needed.
4. ESC Minimum Requirement - Stablization of Exposed Areas. All soils exposed by land disturbing
activities shall be staliblized by suitable application of EIMPs, including, but not limited to, sod
hydroseeding, or other vegetation, plasitic covering, or mulching. All EIMPs shall be selected,
designed and maintained in accordance with the Manual. The exposed soils shall be stabilized
according to an approved timetalbe. (Typically, no soils shall remain exposed for more than two (2)
days from October I through April 30 and no more than seven (7) days from May 1 through
September 30) Cover stockpile material with 6 mil vapor barrior.
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, liMitE!d
to one route. Access points shall be stabilized with quarry spalls or cruched rock to minimize t.he
tracking of sediment onto public roads. If sediment is transported onto a road surface, the roiads
shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by !3hoveling
or sweeping and transported to a controlled sediment desposal area within 24 hours. Street washing
shall be allowed only after sediment is removed in this manner.
6. ESC Minimum Requirement - Manintenance. All erosion and sediment control BIMPs shall 1:)e regularly
inspected and maintained by th owner to ensure continued performance of their intended function. All
maintenance and repair sahll be conducted in accordance with the manual.
7. ESC Minimum Requirement - Cut and Fill Slopes. Cut and fill slopes shall be designed and (.onstructed
in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordance witli ESC
Requirement No. 2.
8. 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
9. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shal be protected
from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filte AikRia RR
mulching, or by a combination of these measures and other appropriate BMPs. M.
10. Remove ESC devices after stablization. of WAASR
ROCK
27-MYRANCE
Edmonds Street
EX151ING qI1)E W�LK I
fVEHICLE CLEANING
'TO FREVENT TRACKING"
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APPROVED FOR CONSTRUCTION:
; CITY ENGINEER
DATE
1451
C-XXVII;
EXPIRES 12rM.
EX15 PNO
HOU5ET01
13E KEMOVtL?
52.50'
NEW 7-91PLEX
92.50 FT
FILTER FENCE
120.00'
16.00,
FILTER FENCE
LEGEND
N
SCALE: 1.0011 = 20.00'
EROSION.. CONTROL
PLAN
RECEIVED
JAN 3 0 2001
PERMIT COUNTER
P "M
t V
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(D
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W
CD
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C-) LO
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2/12/200
EVISIONS
� 1/30/01
'501 30
I
CB #3
-TYPE 2
RIM: 52.50
INV: 4 .99,,�,
CB #1
TYPE 1
RIM: 51.66 1' METER
INV: 47.58\ 1 ICU -
GA5 ---
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EXISTING
co
CB #A
Lo
(s)
RIM: 50.20
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INV: 47.00 S 1 V' \
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0
lon
L
cu
co
ca
i
3'H10H
ROCKERY
0 0'
Qs\
CB #2 CONTROL
\12,0,
129.9 LN FT 6" PVC Ca
TYPE 2
r R 52.62
FROVIPE LOCKING LAMFHOLE
INV: 47.80
7.
COVER 0 5EWER CLEANOUT
\7LN FT 6" PVC
@ 1 %
ALLEY BYPASS INV. IN C@ 47.83
EXISTING
CONDOMINUM
20.00,
-Do-
Edmonds Street_
REMOVE AND REFLACE EX15TING
CURD/GUTTER
CL05E IN
ACCE55
B
G IIIE W�LK
walkway
/TROUGH 1)KAIN\
EX1577NO X
HOU5E TO
13E,1ZEMOVEI? 4
�CONNECT DRA�NG,; 2 3 �N[)5C[
& POWN51`01JT!� i
15\ 1
NEW T_K/P 1 00,
-IRRIGATION TEE w/ O�
BACKFLOW DEVICE
--CONNECT 6" FVC 5EWER
.... �cl
(SN
4.47%
NOTE:
CONTACT THE EPMONI)5 FUDLIC WORK5 50 THEY CAN DETERMINE
THE CONDITION OF THE EX15TING 6" 511)E 5EWER FROM THE MAIN TO THE
FROFERTY LINE. IF THE EX15TING LINE 15 IN FOOR CONDITION, THE LINE
5HALL DE REFLACEP WITH NEW 6" FVC,
TOTAL AREA: 7200 SID FT .17 ACRES
IMPERVIOUS: 5340 SID FT .12 ACRES
DETENTION: 318 CUBIC FEET = 43 LN FT OF 36" N-1 2 PIPE
WATER QUALITY: ALL PARKING UNDER BUILDING
NO WATER QUALITY MEASURES
REQUIRED
GRADING: CUT 58 CU YRDS.
ul
5
EX15TING 5" PRAIN TO 13E CAFFED
(NOT CATCHING ANY WATER)
14000
GA AGE EXIT
\REMOVE AND REFLACE
\A5HFALT ALLEY ANP REORAPE \
T71 PRAIN TO THE WE5T 1�x
5AWCUT\ CB #4
TYPE 1
RIM: 55.48
INV: 53.89
C8 #5
z
0 -TYPE 1
16.00, RIM: 55.36
N
APPROVED FOR CONSTRUCTION:
CITY ENGINEER
EX15--ING TOFO
FPOF'0!5E[) TOFO
LEGIEWD
f �'__ -
21161ol
DATE
0
13UILE)ING � 10-00'
DRIVEWAY
EX15TING
GARAGE HAD: 54.511
TROUGH 16.00,
PRAIN ALLEY
ALLEY EAST/WEST SECT10111d
1" = 10.00'
1 .0 1 .0
rIN15H 6PAIN!
CROSS SECTION A -Al
SCALE: 1" 20'-0"
z
1 .0),
rIN15H GVAPI-2
L
OCKEK)
CROSS SECTION B-B
S "CALL: 1" 20'-0"
-
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0 1
DRIVEWAY CENTERLINE PROFILE
SCALE: I" = 20'-D"
,DRAINAGE, PARKING,
PLOT PLAN RECEIVED
JAN 3 0 2001
PERMIT COUNTER
A
'gxwv'wv�
(3)
LLI U-)
1-1-1
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2/12/200
EVISIONS
N 1/30/01
al
s
1. All work and materials shall be in accorclance with City of Edmonds Standards
and Specifications, and Washington State Department of Transportation Standard
Specifications for road, bridge and municipal construction.
2. Temporary erosion/sedinientati011 Control Measures shall be implemented prior to any grading
or extensive land clearing. These facilities shall be satisfactorily maintained until construction
is completed and the potential for erosion is minimal.
3. All pipe shall be placed oil stable earth, or if in the opinion of the City Engineer, the existing
foundation is UnSatig factory, then the unsuitable material shall be excavated and the void
backfilled with a free draining granular material, free of debris and clay.
STORM SYSTEM
4. All grates (inlet and catch basin) shall be depressed 0. 1 foot below pavement grade.
All catch basins to be type I unless otherwise noted.
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 catch basins with a
depth over 5 feet to the flowline shall be a Type 11 CB. All structures located outside of tile
right-of-way shall have locking lids.
Catch basin frame and grate shall be Olympic Foundry part No. SM 50G. Herringbone
pattern; part No. SM 52, thru-curb inlet; part No. Sni 44, rolled curb type; or 0016-
approved equal; or as otherwise called for on the plans.
5. Storniwater retention/cletention facilities must be constructed and maintained in
accordance with City of Edmonds requirements.
6. All road fills shall be compacted to a millinli.1111 Of 95% Of IllaXillILlin density when tested
using the modified proctor test. Compaction shall be accomplished in accordance with
Section 2-03.3(l 4)C, Method B or C.
7. If cut and fill slopes exceed a maximum of one foot horizontal to two feet vertical,
a rock or concrete retaining wall will be required.
8. Approximate locations Of existing utilities have been obtained from available records
and are shown for convenience. Tile contractor shall be responsible for verifying the location
of all existing utilities whether shown or not. The contractor shall call the Utility Locator
Service, 1-800-424-5555, two working days prior to any construction.
9. The contractor shall take all necessary precautions for the safety of employees Oil the
project and shall comply with all applicable provisions of Federal. State, and Municipal safety
laws and building codes. He shall erect and properly maintain, at all times, as required by tile
conditions and progress of the work. all necessary safeguards for protection of worknien and
the public; shall post danger signs warning against known or unusual hazards; and lie shall
designate a responsible member of his organization on tile construction site whose duty shall be
the prevention of accidents.
10. 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 Public Works Department
of tile city.
CONSTRUCTION SEQUENCE,
PRE -CONSTRUCTION MEETING -CONTACT—
CITY OF EDMONDS ENGINEERING INSPECTOR
DRILLED ORIFICE #2
1.03" DIAMETER
@ELEV. 49.40 ---
Mortar itiside
arid outside
iO STORM 6 " lPJV ELE
DRAIN 4 PVC 47.80'
EXISTING
C13 #A
RIM: 50.20
INV: 47. BO
425-771-0220
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES AND DETAILS
4. INSTALLATION OF ESC DEVICES
5. INSTALL CB PROCTECTION
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
in ixunx/Ai nr: vicr nPurivc.
Restrictor-
w/ drilled orifice
.66 in dia.
ELEV: 45.00
RIM ELE. 55-62 FGL
12" MIN
E OVERFLOW
ELE.: Fro Downspouts
--0
DENTEPJTIOIM
PIPE BEYOIUD
lPJV ELE: 47.50
1.00'MIN.
C13 #1
TYPE 11
RIM: 51.66'
1
INV: 47.58 ,
N.S.
C13 #2 CONTROL
TYPE 2
RIM: 52.62'
INV: 47. 80'
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
CEI #3
TYPE 2
RIM: 52.50'
INV: 47.99V
--- ------------------------------
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55 -------------------------------------------------
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----------- * ----------------------------- * --------- * ---------
40 ---------------------------------------------------------------- W ------ --------------------------------------------------------------------
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------------------------- --------------------------------------------------------------- ----------- --- ................. — -----------------------------
------------------------------------------------------------------------------------------------------------------------- -------------------------------------
------------------------- -------------------------------------------------------------------------------------------------------------------------------------
11. INSTALLATION OF LANDSCAPING APPROVED FOR CONSTRUCTION.
/)Z�'
CITY ENGINEER
'2 -// &Ilc:; o /
k
SYSTEM PROFILE
mile a Ti iv, L1, Y�i im
I H
P""""'40FILE
III = 20'- 0" HRIZ
III = 10'-0" VERT
RECEMED
JAN 3 0 2001
PERMIT COUNTER
C\1
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W
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C\j
LO
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C:
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2/12/200
EVISIONS
1/30/01
301 30
STANDARD STREN
FILTER FABRIC
NOTE: ONLY TO 13E L15EI) WHERE FONPING OF WATER
A13OVE THE CATCH DA51N WILL NOT CAL15E
TRAFFIC FRO13LEM5 ANP WHERE OVERFLOW WILL
NOT RE5ULT IN ER05ION OF 51-OFE5.
A -A FILTER FA[3RIC
FROTECTION
N.5.
FILTER FADFIC 2X2 OF
\ OF 13ETTER
7/8" WA5HED
GRAVEL
1111,
36..
yX-NI! 1 li Ii V� �,
7-
BURY FILTER FA13PIC O.C. 1-43LIPY 130TTOM OF FILTER
IN GRAVEL-LINEP TRENCH FAL3PIC IN TRENCH
FILTER FEWICE DETAIL
NO 5CALE
2X2 OF
A V 4'- 0" OR 13ETTEP
FILTER FA13PIC
2" - 4"
UAR
'r
TOP, OF 5WALE 0 'y
51'ALL5\',
1, ..........
ROCK CHECK DAM SECT10i
NO 5GALE
R=25' MIN.
12" MIN.
4" - 8" QUARRY5FAL5
FROVIDE FULL WIPTH OF INGRE55/ EGRE55 AREA
�0
0"
Ct�/41
7-�f
S , 6,
014
Q-SS
To M-1
TEMPORARY EROSION/SEDIMENTATION CONTROL NOTES
��7
C)
EXISTING
CE1 #A
RIM: 50.20
INV: 47.00 S 12"
-7��
Lii
LU
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1. Maintain natural vegetation for silt control where possible. ><
Ld
0 ZZ
2. Temporary erosion sedimentation control facilities shall be constructed by placing siltation I-- C�,
control filters around swales (natural or manmade) and shall be maintained in a satisfactory
condition until such time that land clearing and/or construction of permanent drainage facilities
are completed and operational. Facilities shall then be removed and the site restored to the original
or final design condition.
3. As construction progresses and expected seasonal conditions dictate, more silta�on control
facilities may be required to insure complete siltation control of this property. Therelore, during the
course of construction, it shall be the obligation of the contractor to address any ne�v conditions that
may be created by his activities and to provide additional facilities, as may be needed.
4. ESC Minimum Requirement - Stablization of Exposed Areas. All soils exposed by land disturbing
activities shall be staliblized by suitable application of BMPs, including, but not limited to, sod
hydroseeding, or other vegetation, plasitic covering, or mulching. All l3MPs shall be selected,
designed and maintained in accordance with the Manual. The exposed soils shall be stabilized
according to an approved timetalbe. (Typically, no soliis shall remain exposed for more than two (2)
days from October I through April 30 and no more than seven (7) days from May 1 through
September 30) Cover stockpile material with 6 mil vapor barrior.
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, ]iMitE!d
to one route. Access points shall be stabilized with quarry spalls or cruched rock to minimize t. he
tracking of sediment onto public roads. If sediment is transported onto a road surface, the ro;Elds
shall be cleaned thoroughly at the end of each day. Sediment shall be removed from, roads by !3hoveling
or sweeping and transported to a controlled sediment desposal area within 24 hours. Street washing
shall be allowed only after sediment is removed in this manner.
6. ESC Minimum Requirement - Manintenance. All erosion and sediment control EIMPs shall I:)e regularly
inspected and maintained by th owner to ensure continued performance of their intpnded function. All
maintenance and repair sahll be conducted in accordance with the manual.
7. ESC Minimum Requirement - Cut and Fill Slopes. Cut and fill slopes shall be designed and c.onstructed
in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordance with ESC
Requirement No. 2.
8. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain inlets inade 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
9. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shal �be protected
from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filte
mulching, or by a combination of these measures and other appropriate EIMPs.
10. Remove ESC devices after stablization.
APPROVED FOR CONSTRUCTION:
CITY ENGINEER
DATE
ITEXPIRE
0
to
V1.
1W
T ?1
wfll�,,-- C-0-10=
Edmonds Street
SCALE: 1.0011 = 20.00'
EROSION CONTROL
PLAN.
RECEIVED
JAN 3 0 2001
PERMIT COUNTER
IV
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2/12/200
EVISIONS
1/30/01