658 GLEN ST.PDF11111111111111
11426
658 GLEN ST
ADDRESS: (0�(p
TAX ACCOUNTIPARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
/7 L
COVENANTS (RECORDED) FOR: 4"m —,
CRITICAL AREAS: Q— Ir< DETERMINATION: E] Conditional Waiver 0 Study Require �Kwaiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED: /4
SIDE SEWER PERMIT(S).#:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
L-ATEMP\DSrs\Fonns\Street File Checkiist.doc
- 11 C. I �5 ') -
0
City of Edmonds PERMIT NO; 9558,
PERMIT EXPIRE
SIDE SEWER PERMIT
Address of Construction-, LID #
/7/
Property Tax Account Parcel No. 1KQj I C22 — d LD
Attach copies of all access and utility easements Verified and Approved b ---------
Owner and/or Contractor: C VWL (OUSMUM
Contractor License Building Permit
E] Single Family
OMulti-Family (No. of,Units*
Commercial (No. of U.nits
PjdbPiq
Invasion i nto City *Right -of Way: 0 Yes E] No
*RW Construction Permit # (-b - 4?,s
Cross other "Private Property: Ej Yes rj�No
"Attach legal description and copy of recorded easement.
/0�ner or con-t—rkAysigndture and acknowledgement statement:
By signing for tlVpermit I certify that I have read"the City's public handout entitled
ide Sewer Specifications,. and shall comply with.911-City requirements,outlined therein.
9
k) f
Date
CALL DIAL -A -DIG (1-800-424,-5555) BEFORE ANY EXCAVATION 9
Iff FOR INSPECTION CALL 425-771-0220 extension,,'
HOUR NOTICF, REOUIRED FOR ALL INSPECTION REOUESTS
NOT I E: 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: 4��vs 9,L, bate: q � 12— lnitiaEgtaffm.
Partial Inspection: Aiygnw,�, —Date: Initial,'A t-C,
FINAL INSPECTION APPROVED: Date: 6-7. 16, 1 Initial: As -built to Street File:
PERMIT-MUST"BE POSTEP ON JOB.SITE t-
White Copy: File Green Copy: Inspector Buff Copy: Applicant
L-,temp;bl dgfornnssspermitj Ig4/00
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a
,Row
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L. 5' 2.0' D From bottom of
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'D 2,7' D f rom top of patio
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6th Ave S
CITY OF EDMONDS SIDE
SEWER
AS -BUILT
ADDRESS
658 GLENN ST
PERMIT
NUMBER 9558
HOMEOWNER
Michel Construction
CONTRACTOR
Tom Cat Const,
DATE 9/12/01
DRAWN
BY Lyle
Chrisman
E IV
Critical Areas Checklist
sl=
. �L-IrH -----------------------------------------------
I 0i. I'
imaTion soils/topography/hydrology/vegetation)
Yi7VAn'6Ykss cation: -7 /Y 6)..
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet): goo RECEIVEELE)
4. Is this site currently developed? yes; no. SEP 2 8 2000
If yes; how is site developed?
BUILDING DEPT.
5. Describe the general site topography. Check all that apply.
F I at: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of I 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
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% 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: P4 Approx. Depth:
7. Site contains areas of seasonal standing water: 1416_; Approx. Depth:
What season(s) of the year?
8. Site is in the floodway floodplain_ of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs — mixed
urban landscaped (lawn,shrubs etc) 7-
11. Obvious wetland is present on site: NO
DETERMINATION
IN I LKI�t(, I 10N ()� L)KWEWA
AND CENTEPLIME OF
?,IGHT-OF-WAY
CTAINAGE �,51EM
Ivi rl
LID: 100.PO
INV: 94.4�
1100
_41102
16 15 13
DRAINAGE, PARKING,
PLOT PLAN
SCALE: I"=40'
RECEIVED
SEP 2 8 2000
13UILDING DEPT.
By PLANNING
ALL F'APrING UNOER
COVEK -NO WATEK
OUALITY REQUIPED
I - - - EXISTING TOFO i
70, FILE
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
City of Edmonds
c/o Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026'
October 30, 2000
e)
-1 1
Subject: Detalted Drainage Report
658 Glen Street
Proposed 9-UnIt Condominium
RECEIVED
ov?)J
G 3 12: - 1,
_�D
,�VELOPMENT SERVICES CTR-
CITY OF EDMONDS
I
tJ
C,
This engineering report responds to concerns raised by City of Edmonds
regarding the drainage analysis and design for the Michel Construction proposed 9-
unit mufti -family project at 658 Glen Street.
• September 27, 2000 drainage report by D. Bruce, P.E., with calculations
• Drainage design by D. Bruce, P.E., dated October 23, 2000
• Correction Notice / Comments from City of Edmonds
As indicated on the drainage design plan and as commented by City of
Edmonds, the project proposes to bypass the detention vault with the entrance and
parking area driveway zone. The modifications of this report and revised, calcutations
respond to that driveway bypass area.
Assuml2tions:
- The existing conditions are assumed to be thick grass or meadow.
The existing (pre -developed) impervious area contribution is ignored (per City
of Edmonds requirements), even though in reality, the site currently contributes
significant impervious runoff. LJJL)
t
The storm detention required s the 1 0-year an 00-year undeveloped match
based on City of Edmonds drai n 18.30.060 (1) (c).
,Eiii tor
Soil conditions were assumed to be Type C, such as Alderwood or Tokulgsl -
Hydraulic Group "C".
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Michel Construction, Inc.
Re: 658 Glen Street
Pagetwo
• Assume CN initial to be .81 for grass.
• Assume CN final to be .8.5 for landscaped areas and .98 for rooftop.
L-1 = one hundred forty feet (140') at a slope equal to 0.0222.
T(c) = 26.16 minutes
P (2-year) = 1.5 inches per hour
P (1 O-year) = 2.1 inches per hour v k"
P (1 00-year) = 3.2 inches per hour 0
Proposed impervious area = 10,364 square feet (or 0.24 acres)
Proposed pervious area = 6,136 square feet (or 0. 14 acres)
In order to correct for the driveway bypass of the two required design storms
(1 0-year, and 1 00-year), the runoff from the driveway area must be estimated by the
SBUH method. This peak flow must be subtracted from the Q-allowable discharge
from the detention vault. Note: It is this engineer's opinion that for areas this small, the
level of detail required is beyond the accuracy limits of the model.
The reduction and release rate from the detention vault to compensate for the
driveway bypass will result in smaller orif ices than previously calculated, and an
increase in the size of the detention vault.
In the previous design, the following release rates were utilized:
0-allowed, 0-develo2ed 0-vault Lelgase
2-year 0.009 CFS 0.080 CFS
1 0-year 0.030 CFS 0. 125 CFS 0.030 CFS
I 00-year 0.088 CFS 0.211 CFS U84 CFS
City of Edmonds has responded by requiring a correction for the bypass created
by diverting 0.04 acres of driveway directly into the storm system because of non -
constructible elevations required to service this project.
Michel Construction, Inc.
Re: 658 Glen Street
Page three
KI
SBUH Hydrographs provide the following description of the driveway runoff
conditions:
1 0-year developed runoff = 0. 016 CFS
I 00-year developed runoff = 0. 025 CFS
Q-10 allowed = 0.030 - 0.016 = 0.014 CFS
Q-1 00 allowed = 0.084 - 0.025 = 0.059 CFS
Thus, the area of bypassed driveway is subtracted from the entire site area by
Virtue of the bypass of 0.04 acres..
The new developed site area is: 0.38 acres - 0.04 acres = 0.34 acres.
"D M- F111-.311-1
Recalculations of the SBUH site model results in the following conclusions:
The vault outlet invert remains at elevation 93.35 (with a vault floor at least
eighteen inches [18"] lower to allow for the stand pipe of the restrictor structure).
Orifice No. I diameter is now reduced to 0.517 inches (or approximately 0.5
inches).
Orifice No. 2 diameter is now changed to 1.682 inches at elevation 97.15.
- The overflow elevation will now be 97.5.
The existing vault design will be increased to a new length of thirty feet (30').
The vault width remains at eight foot (8'), and a structural inside depth of six and
one-half feet (6.5').
Michel Construction, Inc.
Re: 658 Glen Street
Page four
• The driveway bypass flow has been calculated for the design storm events.
• The bypass Q has been subtracted from the Q-allowed (or undeveloped Q).
• The designed release rates have been reduced by the amount of bypass runoff.
• Storm detention has been Increased to accommodate the reduced releases.
• City of Edmonds issues have been addressed.
• See revised drainage design dated October 30, 2000.
If there are any questions, do not hesitate to call.
M.'&
WA
000
40.17405
NISTS
NAL
LEarm-Es i2j237 Koo 7
DMB:vIb
Dennis M. Bruce, P.E.
Geotechnical /Civil Engineer
Dennis M. Bruce, RE. Oc-r
m.S.,C.E., M.B.A. Geotechnical/ Civil Engineer
�OAJST.. -577-
Basins B002 — B 100
Basins D002DW- D100DW
Basins XD001-XD 100
19
HYDROGRAPFUC ANALYSIS S
For the
DRIVEWAY BYPASS CASE (All PJA
Undeveloped Conditions
Developed Driveway Runoff
Developed Site Runoff (Total Area — D/W)
Summary Tikh&
A
B..
C
D
On -site Area
0.34
0.04
Type of Storage Proposed
Vault
bypass
Approximate Storage Volume
993
0
Soil types
Alderwood
Alderwood
GSL
GSL
1 8 "WIEWIN Flam
Q (cfs) 2 year
NIA
I
10 year
0.030
WA
100 year
0.084
WA
F- %pa "www"Plu F%wf#w" rxa&u
Before / after controllina
2 year
WA
WA
10year
0.1110.014
0.016
100 year
0.1810.059
-T-03
4
ZXNR
SOILS FOUNDATIONS - SITE DEVELOPMENT INSPECTION o DRAINAGE - DESIGN A PERMIT LEGAL
P.O.Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-W2
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
658 Glen Street, Edmonds, WA
10 & 100 year Detention w.. D/W Bypass
BASIN SUMMARY
BASIN ID: B002
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 2-YEAR UNDEVELOPED
0.38 Acres
TYPE1A
1.50 inches
10.00 min
BASEFLOWS:
AREA..:
CN .... :
TC .... :
0.00 cfs
PERV
0.38 Acres
81.00
26.17 min
ABSTRACTION COEFF: 0.20
TCReach -*Sheet , L: 140.00 ns*.0.2400 p2yr: 1.50 s:0.0222
PEAK RATE; 0.01 cfs VOL: 0.01 Ac-ft TIME: 540 min
BASIN.ID: B01.0
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 10-YEAR UNDEVELOPED
0.38 Acres
TYPEIA
2.10 inches
10.00 min
BASEFLOWS:
0.00 cfs
PERV
0.38.Acres
81.00
26. 11 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:062400 p2yr: 1.50 s:0.0222
PEAK RATE: 0.03 cfs' VOL: 0.02 AC-ft TIME: 490 min
BASIN ID: B0100
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 100-YEAR UNDEVELOPED
0.38 Acres
TYPEIA
3.20 inches
10.00 min
BASEFLOWS:
AREA.,. :
CN.... :
.TC.... :
0. 00 cf s
PERV
0.38.Acres
81.00
26.17 min
ABSTRACTION COEFF: ..0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATE: 0.08 cfs VOL: 0.05 Ac-ft TIME: 490 min
BASIN ID: D002
SBUH METHODOLOGY
TOTAL AREA ........
RAINFALL TYPE-.:
PRECIPITATION.-i
TIME INTERVAL.... :
NAME: 2-YEAR DEVELOPED
0.38 Acres
TYPE1A
1.50 inches
10.00 min
BASEFLOWS:
AREA..:
CN.... :
TC.... :
0. 00 Cf B
PERV
0.14 Acres
85.00
6.30 min
ABSTRACTION COEFF: - 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet ' L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.08 cfs VOL: 0.03 Ac-ft TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
.0.24 Acres
...98.00
6.30 min
y'!
SO&S . FOUNDATIONS . SUE DEVELOpMENT . INSpECTION DRoUNAGE DESIGN a PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206)1546-9217 - FAX 54643442
A,
Dennis M. Bruce, P.E.
Geotechnical/ Civil Engineer
M.S.C.E.j M.B.A.
658 Glen Street, Edmonds, WA
10 & 100 year Detention w. D/W Bypass
BASIN SUMMARY
BASIN ID: D010
SBUK METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 10-YEAR DEVELOPED
0.38 Acres
TYPE1A
2.10 inches
10.00 min
ABSTRACTION COEFF:
TCReach - Sheet L:
TCReaCh - Sheet L:
pEm RATE: 0.13 cfs
BASIN ID: D010.0
SBUR METHODOLOGY
TOTAL*AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
BASEFLOWS:
AREA..:
CN .... :
TC .... :
0.00 cfs
PERV
0. 14 -Acres
85.00
6. 3 0 min
0.20
140.00 ns:0.2400 p2yr: 1.50 s:0.0222
9.00 ns:0.2400 p2yr: 1.50 s:0.6100
VOL: 0.05 Ac-ft TIME: 480 min
NAME: 100-YEAR DEVELOPED
0.38 Acres
TYPEIA
3.20 inches
10.00 min
ABSTRACTION COEFF:
TcReach - Sheet L:
TcReach - Sheet L:
PEAK RATE: .0.21 cfs
BASEFLOWS:
AREA. . :
CN.... :
TC � ... :
0.00 cfs
PERV
0.14 Acres
85.00
6.30 min
0.20
140.00 ns:0.2400 p2yr: 1.50 s:0.0222
9.00�ns:0.2400 p2yr: 1.50 S:0.6100
VOL: 0.08 Ac-ft TIME: 480 min
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres
98.00
6.30 min
t.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRoUNAGE - DESIGN & PERMIT -. LEGAL
p.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Dennis M. Bruce, P.E.
Geotechnical/ Civil Engineer
M.S.C.E., M.B.A.
658 Glen Streett Edmonds, WA
10 & 100 year Detention.w. D/W Bypass
BASIN SUMMARY
BASIN ID: D002DW
SBUR METHODOLOGY
TOTAL AREA ........
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL .....
NAME: 2-YEAR DEVELOPED -Driveway
0.04 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
1.50 inches AREA...
0.00 Acres
.10.00 min CN .... 0.00
TC ..... 0.00 min
ABSTRACTION COEFF:
TcReach - Sheet L:
TcReach - Sheet L:
PEAK RATE:-, 0.01 cfs
BASIN ID: D010DW
SBUK METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL.. ... :
0.20
140.00 ns:0.2400 p�yr: 1.50 s:0.0222
9.00 ns:0.2400 p2yr: 1.50 s:0.6100
VOLt 0.00 Ac-ft TIME: 480 min
NAME: 10-YEAR DEVELOPED -Driveway
0.04 Acres BASEFLOWS: 0.00 cfs
TYPEIA PERV
2.10 inches AREA-: 0.00 Acres
10.00 min CN .... : .0.00
TC .... : 0.00 min
ABSTRACTION COEFF:
TCReach - Sheet L:
0.20 .
140.00 nB:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L:
9.00 nB:0.2400 p2yr.: 1.50 s:0.6100.
PEAK RATE:� 0.0.2 cfs
VOL: 0.01 Ac-ft TIME: 480 min
BASIN ID: D100DW
NAME: 100-YEAR DEVELOPED -Driveway
SBUK METHODOLOGY
TOTAL AREA ....... :
0.04 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
-TYPEIA PERV
PRECIPITATION .... :
3.20 inches AREA..: 0.00 Acres
TIME INTERVAL .... :
10.00 min CN .... : 0.00
TC .... : 0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L:
9.00 ns:0.2400 p2yr: 1. 50 s:0.6100
PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min
IMP
0.04 Acres
98.00
6.30 min
IMP
0.04 Acres
98.00.
6.30 min
IMP
0.04 Acres
98.00
6.30 min
SOILS . FOUNDATIONS . SITE DEVELOpMENT . INSpECTIoN - DRAINAGE - DESIGN & PERMIT LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
65 8 Glen Street, Edmonds', Wk-
-.,'Io & 100 year Detention w. D/W Bypass
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.009
540
433 c . f
.0.38 51VF- uvI)g V-F LoPED
2
0.030
490
920 cf
0.38
3
0.084
490
2021 cf
0.38
0.080
480
1336 cf
0.38 SITE OF-VE%oi*-P
5
0.125
480
2060 cf
0.38
6
0.211
480
3457 cf
0.38
7
0.011
480
177
cf
0.04
DI W DOM L-.0 Peb
9
0.016
480
258
ci
0.04
9
0.025
480
409
cf
0.04
lu
0 -
480
1099
cf
0.34
SIM MA6WRSO
.11
0.105
480
1749.cf
0.34
12
0'.183
480
2992
cf
0.34
1-3
:14
0.010
0.014
1140
1340
1097
168'A
cf
cf!
0.34
0.34
X4r:r5L/LTT &Iytr
geZM.�f /
is
0.059
560
2921
cf
0.34
STAGE STORAGE"TABLE
RECTANGULAR VAULT ID No. V2X
Description: Detention for 10 & 100-year.
Length: 30.00 ft., . Width: 8.00 ft.. voids: 1.000
STAGE < .... STORAGE ---- > STAGS< .... STORAGE .... > STAGE ( ---- STORAGE ---- > STAGE ( ---- ST09GE .... >
(ft) ---cf--- --AC-Ft- (ft) ---cf--- --AC-Ft- (f 0 --- Cf-.- --AC-Pt- (f 0 --- Cf--- --AC-Ft-
93.35 0.0000 0.0000 95.10 420.00 0.0096 96.90 852.00 0.0196 98.70 1284 0.0295
444.00 0.0102 97.00 876.00 0.0201 98.80 1308 0.0300
93.40 12.000 0.0003 95.20
93.50 36.000 0.0008 95.30 468.00 0 '.0107 97.10 900.00 0.0207 98.90 1332 0.0306
9330 60-000 0.0014 95.40 492.00 0.0113 97.20 924.00 0.0212 99.00 1.356 0.03il
93.70 84.000 0.0019 95.50 .516.00 0.0118 97.30 948.00 0.0218 99-10 1380 0.0317
93.80' 108.00 0.0025 95.60 540.00 0.0124 97.40 972.00 0.0223 99.20 1404 0,0322
93.90 132.00 0.0030 95.70 564.00 0.0129 97.50 996.00 0.0229 99.30 1428 ..0.0328
94.00 156.00 0.0036 95.80 588.00 0.0135 97.60 1020 0.0234 99.40 1452 0.0333
94.10 190.00 0.0041 95.90 612.00 0.0140 97.70 1044 0.0240 99.50 1476 0.0339
94.20 204.00 0.0047 96.00 636.00 0.0146 97.80 1068 0.0245 99.0 1500 0.0344
.94.30 228.00 0.0052 96.10 660.00 0.0152 97.90 1092 0.0251 99.70 1524 0.0350
94.40 252.00 0.0058 96.20 684.00 0.0157 98. 00 1116 0.0256 99.80 1548 0.0355
94.50 276.00 0.0063 96-30 708.00 0.0163 98.10 1140 0.0262 99.90 1572 0.0361
94.60 300.00 0.0069 96.40 732.00 0.0168 98.20 1164 0.0267 100.00 1596 0.0366
94.70 324.00 0,0074 96.50 756.00 0.0174 98.30 1188 0.0273 100.10 1620 0.0372
94.80 348.00 0.0080 96.60 780.00 0.0179 98.40 1212 0.0278 100.20 1644 0.0377
94.90 372.00 0.0085 96.70 804.00 0.0185 98.50 1236 0.0284 100.30 i668 0.0383
95.00 396.00 0.0091 96.80 828.00 0.0190 98.60 1260 0.0289 100.35 1680 0.0386
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
658 Glen Street., Edmonds, WA
10 & 100 year Detention w. D/W Bypass
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. R02X
Description: Restrictor Device
Outlet Elev: 93.35
Elev: 91.35 ft Orifice Diameter: 0.5171 in.
Elev: 97.15 ft ' Orifice 2 Diameter: 1.6816 in.
STAGE
(--DISCHARGE ---
) STAGE
(--DISCHARGI --- >
STAGE
(--DISCHARGI ---
> STAGE
(--DISCRARGS --- >
(f t)
--- do -- -------
(f t)
--- de -- -------
(f t)
--- ch -- -------
(ft)
... ch -- -------
93.35
0.0000
94.50
0.0078
95.70
0.0111
96.90
0.0137
93.40
0.0016
94.60
0.0081
95.80
0.0114
0.0139
93.50
0.0028
94.70
0.0084
95.90.
0.0116
97 ' 10
0.0141
93.60
0.0036
94.80
0.,0087
96.00
0.0118
97.20
0.0314
93.70
0.0043
94.90
0.0090
96.10
0.0120
97.30
0.0441
93.80
0.0049
95.00
0.0093
96.20
0.0122
97.40
0.0530
93.90
0.0054.
95.10
0.0096
96.30
0.0125
97.50
0.0602
94.00
0.0058
95.20
0.0099
96.40
0.0127
.97.60
0.0664.
94.10
0.0063
95.30
0.0101
96.50
0.0129
97.70
0.0720
94.20
0.0067
95.40
0.0104
96.60
0.0131
97.75
0.0747
94.30
0.0071
95.50
0.0106
.900
0.0133
94.40
0.0074
95.60
0.0109
96.80
0.0135
658 Glen Street, Edmonds, WA
jo & 100 year Detention w. D/W Bypass
LEVEL POOL TABLE SUMMARY
NATCH INFLOW -STO- -DIS- <-PRAK-> STORAGE
--------- > Ids) Ws) --id- --id- <-STAGE> A VOL NO
2 year ..... o ................. 0.01 0.11 V2X R02X 97.08 13 895.12 cf
10 year ....................... 0.01 0.11 V2X R02X 97.08 14 895.12 cf
100-year ..................... 0.06 0.18 V2X.. R02X 97.48 15 992.18 cf
I EXPIRES 1=31 ;70
Soo
SOILS FOUNDATIONS - SRE DEVELOPMENT - INSPECTION * DRAINAGE - DESIGN & PERMIT a, LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 FAX 546-8442
;i- i
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
o IN 11 ftf
October 30, 2000
City of Edmonds
c/o Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
Subject: Detailed Drainage Report
658 Glen Street
Proposed 9-Unit Condominium
<D k
T F
CO r
S L"o/"-n
/ "-///0 D
This engineering report responds to concerns raised by City of Edmonds
regarding the drainage analysis and design for the Michel Construction proposed 9-
unit mutfi-family project at 658 Glen Street.
September 27, 2000 drainage report by D. Bruce, P.E., with calculations
Drainage design by D. Bruce, P.E., dated October 23, 2000
Correction Notice / Comments from City of Edmonds
As indicated on the drainage design plan and as commented by City of
Edmonds, the project proposes to bypass the detention vault with the entrance and
parking area driveway zone. The modifications of this report and- revised calculations
respond to that driveway bypass area.
- The existing conditions are assumed to be thick grass or meadow.
The existing (pre -developed) impervious area contribution is ignored (per City
of Edmonds requirements), even though in reality, the site currently contributes
significant impervious runoff.
The storm detention required is the 1 0-year and 1 00-year undeveloped match
based on City of Edmonds drainage code, Section 18.30.060 (1) (c).
Soil conditions were assumed, to be Type C, such as Alderwood or Tokulgsl -
Hydraulic Group "C".
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Michel Construction, Inc.
Re: 658 Glen Street
Pagetwo
• Assume CN initial to be .81 for grass.
• Assume CN final to be .8.5 for landscaped areas and .98 for rooftop.
L- 1 = one hundred forty feet (140') at a slope equal to 0.0222.
T(c) = 26.16 minutes
P (2-year) = 1.5 inches per hour
P (1 O-year) = 2.1 inches per hour
P (1 00-year) = 3.2 inches per hour
Proposed impervious area = 10,364 square feet (or 0.24 acres)
Proposed pervious area = 6,136 square feet (or 0. 14 acres)
In order to correct for the driveway bypass of the two required design storms
(1 0-year, and 1 00-year), the runoff from the driveway area must be estimated by the
SBUH method. This peak flow must be subtracted from the Q-allowable discharge
from the detention vault. Note: It is this engineer's opinion that for areas this small, the
level of detail required is beyond the accuracy limits of the model.
The reduction and release rate from the detention vault to compensate for the
driveway bypass will result in smaller orif ices than previously calculated, and an
increase in the size of the detention vault.
In the previous design, the following release rates were utilized:
2-year
0.009 CFS
0.080 CFS
I 0-year
0.030 CFS
0. 125 CFS 0.030 CFS
1 00-year
0.088 CFS
0.211 CFS 0-084 CFS
City of Edmonds has responded by requiring a correction for the bypass created
by diverting 0.04 acres of driveway directly into the storm system because of non -
constructible elevations required to service this project.
Michel Construction, Inc.
Re: 658 Glen Street
Page three
SBUH Hydrographs. provide the following description of the driveway runoff
conditions:
I 0-year developed runoff = 0. 016 CFS
1 00-year developed runoff = 0.025 CFS
Balance of Allowed Runoff from Detentlon Vault:
Q-10 allowed = 0.030 - 0.016 = 0.014 CFS
Q-1 00 allowed =* 0.084 - 0.025 = 0.059 CFS
Thus, the area of bypassed driveway is subtracted from the entire site area by
virtue of the bypass of 0.04 acres.
The new developed site area is: 0.38 acres - 0.04 acres = 0.34 acres.
Recalculations of the SBUH site model results in the following conclusions:
The vault outlet invert remains at elevation 93.35 (with a vault floor at least
eighteen inches [18"] lower to allow for the stand pipe of the restrictor structure).
Orifice No. I diameter is now reduced to 0.517 inches (or approximately 0.5
inches).
- Orifice No. 2 diameter is now changed to 1.682 inches at elevation 97.15.
- The overflow elevation will now be 97.5.
The existing vault design will be increased to a new length of thirty feet (30').
The vault width remains at eight foot (8'), and a structural inside depth of six and
one-half feet (6.5').
C-' ('
Michel Construction, Inc.
Re: 658 Glen Street
Page four
• The driveway bypass flow has been calculated for the design storm events.
• The bypass Q has been subtracted from the Q-allowed (or undeveloped 0).
The designed release rates have been reduced by the amount of bypass runoff.
Storm detention has been Increased to accommodate the reduced releases.
- City of Edmonds issues have been addressed.
- See revised drainage design dated October 30, 2000.
If there are any questions, do not hesitate to call.
DMB:vIb
30
1 5
ONAL
EXF4RES 12/23/ -aa2.L.1
0C)o
S o
. ".' '- M, "
Dennis M. Bruce, P.E.
Geotechnical /Civil Engineer
Dennis M. Bruce, RE. 6CT,
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
6 L
MICAEL
HYDROGRAPF11CMALYSIS
Forthe
DRIVEWAY BYPASS CASE
Basins B002 — B100 Undeveloped Conditions
Basins D002DW- D100DW Developed Driveway Runoff
Basins XD002-XDIOO Developed Site Runoff (Total Area — D/W)
Summmv Table
A
B
C
D
On -site Area
0.34
0.04
Type.of Storage Proposed
Vault
bypass
Approximate Storage Volume
993
0
Soil typ es
Alderwood
I GSL
Alderwood
V I qw-W%Fw W§WjW%FW rsuffowls namy
Q (cfs) 2 year
NIA
I
10 year.
0.030
NIA
100 year
0.084
NIA
V %Rv %&WW%F§%#jwww r%sowswoo r%aav
Before / after controllina
Q (ds) 2 year
NIA
NIA
10 year
0.1110.014
0.016
100 year
0.1810-059
0.03
M.
WA . 000
VA
5
umms =23/1-LO21J
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical aivil Engineer
658 Glen Street, -Edmonds, WA
10 & 1.00-year Detention w.. D/W Bypass
BASIN SUMMARY
BASIN ID: B002
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 2-YEAR UNDEVELOPED
0.38 Acres
TYPHIA
1.50 inches
10.00 min
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.38 Acres
81.00
26.17 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATEi 0.01 cfs VOL: .0.01 AC-ft TIME: 540 min
BASIN ID: B010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE .....
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 10-YEAR UNDEVELOPED
0.38 Acres
TYPE1A
2.10 inches
10.00 min
ELASEFLOWS:
AREA..:
CN.... :
TC .... :
0.00 cfs
PERV
0.38.Acres
81.00
26.17 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATE: 0.03 cfs' VOL: 0.02 Ac-ft TIME: 490 min
BASIN ID: B0100
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 100-YEAR UND EVE LOPED
0.38 Acres
TYPHIA
3.20 inches
10.00 min
BASEFLOWS:
AREA. -. :
CN .... :
TC .... :
0. 00 cf s
PERV .
0.38.Acres
81.00
26.17 min
ABSTRACTION COEFF: ..0.20
TcReach - Sheet L:,140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATE: 0.08 cfs VOL: 0.05 Ac-ft TIME: 490 min
BASIN ID': D002
SBUH METHODOLOGY
TOTAL AREA ........
RAINFALL TYPE .... :
PRECIPITATION....-:i
TIME INTERVAL.... :
ABSTRACTION COEFF: -
TcReach - Sheet L:
TcReach - Sheet . L:
PEAK RATE: 0.08 cfs
NAME: 2-YEAR DEVELOPED
0.38 Acres
TYPE1A
1.50 inches
1 10.00 min
BASEFLOWS:
AREA..:
CN .... :
TC .... :
0. 00 cf s
PERV
0.14 Acres
85.00
6. 3 0 min
0.20
140.00 ns:Q.2400 p2yr: 1.50 s:0.0222
9.00 ns:0.2400 p2yr: 1_50 s:0.6100
VOL: 0.03 Ac-ft -TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.24 Acres
6.30 min
y'!
SOILS - FOUNDATIONS - S17E DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206).546-9217 - FAX 546-8442
Dennis K.Bruce, P.E.
W.-S.C.E.j M.B.A. Geotechnical/ Civil Engineer
658 Glen Street, Edmonds, WA
10 & 100 year Detention w. D/W Bypass
BASIN SUMMARY
BASIN ID: D010
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 10-YEAR DEVELOPED
0.38 Acres
TYPHIA
2.10 inches
10.00 min
ABSTRACTION COEFF:
- Sheet L:
TcReach
TcReach - Sheet L:
PEAK RATE: 0.13 cfs
BASIN ID: D0100
SBUR METHODOLOGY
TOTAL*AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
BASEFLOWS:
CN .... :
TC .... :
0.00 CfB
PERV
0.14 Acres
85.00
6. 3 0 min
0.20
140.00 ns:0.2400 p2yr: 1.50 s:0.0222
9.00 ns:0.2400 p2yr: 1.50 s:0.6100
VOL: 0.05 Ac-ft TIME:, 480 min
NAME: 100-YEAR DEVELOPED
0.38 Acres
TYPE1A
3.20 inches
10.00 min
ABSTRACTION COEFF:
TcReach - Sheet L:
TcReach - Sheet L:
PEAK RATE: .0.21 CfS
BASEFLOWS:
AREA. . :
CN.... :
TC.,...:
. 0.00 cfs
PERV
0.14 Acres
85.00
6. 3 0 min
0.20
140.00 ns:0.2400 p2yr: 1.50 B:0.0222
9.00 nB:0.2400 p2yr: 1.50 B:0.6100
VOL: 0.08 Ac-ft TIME:, 4.80 min
I
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres.
98.00
6.30 min
SOILS - FOUNDATFONS - SITE DEVELOPMENT - INSPECTION & DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Dennis M. Bruce, P.E. A-
m.S.C.E., M.B.A. Geolechnical/ Civil Engineer
658 Glen Street, Edmonds, WA V
10 & 100 year Detention.w. D/W Bypass
BASIN SUMMARY
BASIN ID: D002DW
SBUR METHODOLOGY
TOTAL AREA..,.....:
RAINFALL TYPE....:
PRECIPITATION....:
TIME INTERVAL.... :
NAME: 2-YEAR DEVELOPED -Driveway
0.04 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
1.50 inches AREA..: 0.00 Acres
10.00 min CN .... : 0.00
TC ...... 0.00 min
ABSTRACTION COEFF: 0.20
TCReach - Sheet L: 140.00 ns:0.2400 p�yr: I.so s:0.0222
TcReach - Sheet L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE:., 0.01 cfs VOLt 0.00 Ac-ft TIME: 480 min
BASIN ID: D010DW
SBUR METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL-—:
NAME: 10-YEAR DEVELOPED -Driveway
0.04 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV . .
2.10 inches AREA..: 0.00 Acres
10.00 min CN .... : .0.00
TC .... : 0.00 min
ABSTRACTION COEFF:.
TCReach - Sheet L:
TcReach - Sheet . L:
PEAK RATE: 0.02 cfs
BASIN ID: D100DW
Y
SBUH METHODOLOG
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .....
0.20
140.00 ns:0.2400 p2yr: 1.50 S:0.0222
9.00 ns:0.2400 p2yr: 1.50 s:0.6100
VOL: 0 . 01 Ac-ft TIME: 480 min
NAME: 100-YEAR DEVELOPED -Driveway
0.04 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
3.20 inches AREA..: 0.00 Acres
10.00 min CN .... : 0.00
TC .... : 0.00 min
p ABSTRACTION COEFF:
TCReach - Sheet L:
TcReach - Sheet L:
PEAK RATE: 0.03 cfs
0.20
140.00 ns:0.2400 p2yr: I.so s:O..0222
9.00 ns:0.2400 p2yr: 1.50 B:0.6100
VOL: 0.01 Ac-ft TIME: 480 min
IMP .
0.04 Acres
98.00
6.30 min
,0.(
IMP
0.04 Acres
98.00.
6.30 min
IMP
0.04 Acres
98.00
6.30 min
.4 C) 3
I
SOILS . FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN 8 PERMIT - LEGAL
p.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 54643442
Den RED
1 M. Bruce,..
n s ....................... .
11 Erigmftr
GeotechnlWlCW
A.
WA
t EduK)ndB
en Stree
ax Detention w Bypass
lo 100 yo-
BASIN. SUWIARY
NAME: 2-YEAR DEVELOPED
BASIN ID: XD002 0.00 cfs
SBUK t4ETHODOLOGY 0.34 Acres BASEFLOWS' IMP
L, AREA ....... PERV 18 Acres
TOTAJ TyPEIA o.16 Acres 0.
?ALL TYPE--: s AREA. 00
RAINE i.so inche 85-00 98.
P IPITATION----: CN....
REC 10.00 min 6.30 min 6.30 Min
114TERVAL ..... TC....:
TIME
ION COE17F: 0.20
ABSTRACT L: 140.00 ns:0.2400 p2yr: J..50 S:0.0222
2400 p2yr: 1.50 8:0.6100
TcR,acfi - Sheet
e - g.00 ns:O 480 min
- Slieet L. -ft TIME:
TcReach .0.06 cfS VOL: 0.03 AC
PEAK RATE DEVELOPED
NAME: 10-YEAR
BASIN ID: XD010 S: 0.00. cfs.
SBUH METIMOLOGY 0.34 Acres BASEFLOW PERV IMP
T kL AREA ....... TypElA 0.16 Acres ().18 Acres
OT] gFALL TYPE--: 9
RAI] 2.10 inches AREA. 8.00
:IpITATION----: 10.00 min CN .... 85-00 6.30 min
PREI 6.30 min
TC ....
TIME
INTERVAL
4 COUFF: 0.20
STRACTIOl ns:0.2400 p2yr: 1.50 8:0.0222
AB Sheet L: 140-00
S:0.2400 p2yr: 1.50 s:0.6100
each 9.00 n
TcR 480 min
Sheet L: 4 Ac-ft TIME:.
-Reach 010
Tc 0.11 cfs VOL:
PEAK -DrivewaY
RATE -
0_yM DEVELOPED
NAME: 10
hSIN ID: XD100 0.00 cfs,
S:
METHODOLOGY BASEFLOW IMP
SBUR 0.34 Acres PERV
pLL.AREA.-
TOTj TypHlA o.16 Acres o.18 Acres
RAINFALL TYPE-.- 3.20 inches AREA..'. 85.00 98.00
PRECIPITATION.... CN. 6.30 min
10.00 min r,.30.min
TIME INTERVAL.- TC.*,::
0.20 o.0222
COEFF: 00 p2yr: 1.50 S:
"STRACTION
h - Sheet L: 140.00 ns:0.24 0 p2yr: 1.50 S:O 6100
TcReaC g.00 ns:0.2401 480 min
L: ft TIME:
TcReach - Sheet 0.07 Ac
0.18 cfs VOL:
PEAK RATH.
L
Dtgj(;N,&:p
EfIA#I.T
ANNAGE
D'
INSP9CTION
'OPAIENT
DEM
FOUNDATIONS WE %5W9217 FAX 54*8
SOILS 98156 (20
iftshington
p.
.O.Elox 55502 Shorelk*
658 Glen Street, Edmonds, WA:-
10 & 100 year Detention w. D/W Bypass
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
.NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.009
540
433 c'f
0.38
2
0.030
490
920 cf
0.38
3
0.084
490
2021 cf
0.38
4
0.08U
480
1336 cf
0.38
5
0.125
480
2060 cf
0.38
6
0.211
480
3457 cf
0.38
7
9
9
0.011
0.016
0.025
480
480
480
.177
2'58
409
cf
Ct
cf
0.065
T-80
1099
cf
11
0.105
480
1749.cf
12
0'.183
480
2992
cf
13
0.010
1140
1097
cf
14
0.0 * 14
1340
168'A
cf
is
0.059
560
2921
cf
5"V8.'U AJbC V'F-Lo PED
SITE OEVErLOAE-50
0.04 DJW
0.04
0.34 S1tVD6Y&4P60 4#0A
0.34
0.34 Xr:;r%ujTT at-
0.34
0.34
STAGE STORAGE,,TABLE
RECTANGULAR VAULT ID No. V2X
Description: Detention for 10 & 100-year
Length: 30.00 ft.. . Width: 8.00 ft.. voids: 1.000
STAGE <
---- STORAGE ---- )
STAGE( .... STORAGE ---- >
STAGE(
---- STORAGE ---- >
STAGE( .... STORAGE ---- >
(ft) ---cf---
--AC-Pt.
(f t) ---
cf--- --AC-Ft-
(f t) ---
C f --- -- AC -Ft-
(f t) ---
Cf--- --AC-It-
93.35
0.0000
0.0000
95.10
420.00
0.0096
96.90
852.00
0.0196
98.70
1284
0.0295
93.40
12.000
0.0003
95.20-
444.00
0.0102
97.00
876.00
0.0201
98.80
1308,
0.0300
93.50
36.000
0.0008
95.30
468.00
0.0107
97.10
900.00
0.0207
98.90
1332
0.0306
9330
60-000
0.0014
95.40
492.00
0.0113
97.20
924.00
0.0212
99.00
1356
0.03il
93.70
84-000
0.0019
95-50
516-00
0.0118
97.30
948.00
0.0218
99.10
1380
0.0317
93.80
108.00
0.0025
95.60
540.00
0.0124
97.40
972.00
0.0223
99.20
1404
0.0322
93.90
132.00
0.0030
95.70
564.00'
0.0129
97.50
996.00
0.0229
99.30
1428
0.0328
94.00
156.00
0.0036
95.80
588.00
0.0135
97.60
1020
0.0234
99.40
1452
0.0333
94.10
180.00
0.0041
95.90
612.00
0.0140
97.70
1044
0.0240
99.50
1476
0.0339
94.20
204.00
0.0047
96.00
636.00
0.0146
97.80
1068
0.0245
99.60
1500
0.0344
.94.30
228.00
0.0052
96.10
660.00
0.0152
97.90
1092
0.0251
99.70
1524
0.0350
94.40
252.00
0.0058
96.20
684.00
0.0157
98.00
1116
0.0256
99.80
1548
0.0355
94.50
276.00
0.0063
96.30
708.00
0.0163
98.10
1140
0.0262
99.90
1572
0.0361
94.60
300.00
0.0069
96.40
732.00
0.0168
98.20
1164
0.0267
100.00
1596
0.0366
94.70
324.00
0.0074
96.50
756.00
0.0174
98.30
1188
0.0273
100.10
1620
0.0372
94.80
348.00
0.0080
96.60
780.00
0.0179
98.40
1212
0.0278
100.20
1644
0.0377
94.90
372.00
0.0085
96.70
804.00
0.0185
98.50
1236
0.0284
100.30
1668
0.0383
95.00
396.00
0.0091
96.80
828.00
0.0190
98.60
1260
0.0289
100.35
1680
0.0386
Dennis K Bruce, RE. I V'el
I
m.S.C.E., M.B.A. Geotechnical / CWH Engineer
658 Glen Street., Edmonds, WA
10 & 100 year Detention w. D/W Bypass
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. R02X
Description: Restrictor Device,
Outlet Elev: 93.35
Elev: 91.35 ft Orifice Diameter: 0.5171 in.
Elev: 97.15 ft ' Orifice 2 Diameter: 1.6816 in.
STAGE (--DISCHARGE --- > STAGE (--DISCHARG1---> STAGE <--DISCHAIGI --- > STAGE <--DISCHARG9---)
(f t) --- cf 8 -- ------- (f t) --- de -- ------- (f t) --- efs -- ------- (f t) --- ef 8 -- -------
93.35 0.0000 94.50 0.0078 95.70 0.0111 96.90 0.0137
93.40 0.0016 94.60 0.0081. 95.80 0.0114 .97.00 0.0139
93.50
0.0028
H. 10
0.0064
95.90.
0.0116
97 ' 10
0.0141
93.60
0.0036
94.80
0.,0087
96.06
0.0118
97.20
0.0314
93.70
0.0043
94.90
0.0090
96.10
0.0120
97.30
0.0441
93.80
0.0049
95-00
0.0093
96.20
0.0122
97.40
0.0530
r C
0
93.90
0.0054
95.10
0.0096
96.30
0.0125
97.50
0.0602
94.00
0.0058
95.20
0.0099
96.40
0.0127
.9 ' 7.60
0.0664
-.03
94.10
0.0063
95.30
0.0101
96.50
0.0129
97.70
0.0720
94.20
0.0067
.'95.40
0.0104
96.60
0.0131
97.75
0.0747
94.30
0.0071
95.50
0.0106
.96.70,
0.0133
94.40
0.0074
95.60
0.0109
96.80
0.0135
VS
658 Glen Street, Edmondst WA
10 & 100 year Detention w. D/W Bypass
LEVEL POOL TABLE SUMMARY-----
NATCH INFLP"- TO- -DIS- <-PEAK-> STORAGE
-------- DESCRIPTION ......... > (Cfq) gs) --id- --id. <-STAGE> id VOL (Cf)
2 year ....................... 0.01 0.11 V2X R02X 97.08 13 - 895.12 ef
r- .
10 year ....................... - U.0 0.11 V2X R02X 97.08 14 895.12 cf
100-year ..................... 0.06 0.18 V2X.' R02X 97.48 15 992.18 cf
C6
'0
0
WAS
# VOID
NAL
EXPIRES
SOILS FOUNDATIONS 0 SITE DEVELOPMENT - INSPECTION - DRAINAGE * DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 54643442
Erosion and Sedimentation Control (ESC) Checklist
658 Glen Street
I Will mrk 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 I are no, ESC plan not required. Otherwise continue balm.
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. wettands,seeps. swales. etc
G) Show cut & fill slopes. indicating topfbottom of skipricatch lines
H) Conveyance System
1) Locate drainage pipes, ditches, sviales, cut-off trenches
2) Temporary Pipe Inverts, or minimum slope & cover
3) Grades, dimensions, location, flow direction for ditches/sales
4) Bypass details for off -site nmoff
5) Locations and outlets for Dewateflng system
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) Dust Control
10) Other
K) Construction Sequence
1) Premnstruction Meeting
2) Call for Utility Locations
3) Review, ESC notes
4) Flag Clearing Limits
5) Installation of ESC devices
6) CS protection
7) Grading Activities
8) Reference stabilization of exposed area requirements
9) Utility Activities
10) Removal of ESC devices only after Stabilization
11) Other
Q Other
3 Land disturbing activities greater than I acre?
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
6) Typical Section View
6) Typ. details of gravel cone, standpipe, filtering devices
7) Detail controlfrestrictor device location & details
8) Mulch and/or cover of berms and slopes
9) Rock check dams, spacing. sections
10) Stabilization techniques
11) Other
X
Coixact City of Edmonds Enanmdng Impactor C 77"22D
X
X
X
X
In Construdon Sequence
X
X
RAEngADw1ESC checklist-gle—is,
I. % 4
MEENNIft IV
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
October 30, 2000
City of Edmonds 3 'kA�
c/o Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
Subject: Detailed Drainage Report
658 Glen Street
Proposed 9-Unit Condominium
ou� J 13 S)
(OA � RECEIVED,
OCT 3 12?0`5`3
7,
DEVELOPMENT SERVICES CTIF.
- C,
C 1 T Y 0 F '11 D M1 3 ME`
This engineering report responds to concerns raised by City of Edmonds
regarding the drainage analysis and design for the Michel Construction proposed 9-
unit multi -family project at 658 Glen Street.
• September 27, 2000 drainage report by D. Bruce, P.E., with calculations
• Drainage design by D. Bruce, P.E., dated October 23, 2000
• Correction Notice /Comments from City of Edmonds
As indicated on the drainage design plan and as commented by City of
Edmonds, the project proposes to bypass the detention vault with the entrance and
parking area dfiveway zone. The modifications of this report and- revised- calculations
respond to that driveway bypass area.
- The existing conditions are assumed to be thick grass or meadow.
The existing (pre -developed) impervious area contribution is ignored (per City
of Edmonds requirements), even though in reality, the site currently contributes
significant impervious runoff.
The storm detention required is the 1 0-year and I 00-year undeveloped match
based on City of Edmonds drainage code, Section 18.30.060 (1) (c).
Soil conditions were assumed to be Type C, such as Alderwood or Tokulgsl -
Hydraulic Group "C".
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN 41 PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
! . i
Michel Construction, Inc.
Re: 658 Glen Street
Pagetwo
- Assume CN initial to be .81 for grass.
- Assume CN final to be. 85 for landscaped areas and .98 for rooftop.
L-1 = one hundred forty feet (140') at a slope equal to 0.0222.
T(c) = 26.16 minutes .
P (2-year) = 1.5 inches per hour
P (1 O-year) 2.1 inches per hour
P (100-year) 3.2 inches per hour
Proposed impervious area = 10,364 square feet (or 0.24 acres)
Proposed pervious area = 6,136 square feet (or 0. 14 acres)
In order W correct for the driveway bypass of the two i-equired design storms
(1 0-year, and 1 00-year), the runoff from the driveway area must be estimated by the
SBUH method. This peak flow must be subtracted from the Q-allowable discharge
from the detention vault. Note: It is this engineer's opinion that for areas this small, the
level of detail required is beyond the accuracy limits of the model.
The reduction and release rate from the detention vault to compensate for the
driveway bypass will result in smaller orif ices than previously calculated, and an
increase in the size of the detention vault.
In the previous design, the following release rates were utilized:
0-allowed. Q-develg2ed Q-vault release
2-year 0.009 CFS 0.080 CFS
1 0-year
0.030 CFS
0. 125 CFS
0.030 CIFS
1 00-year
0.088 CFS
0.211 CFS
0.084 CFS
City of Edmonds has responded by requiring a correction for the bypass created
by diverting 0.04 acres of driveway directly into the storm system because of non -
constructible elevations required to service this project.
'e .
Michel Construction, Inc.
Re: 658 Glen Street
Page three
"D dVL:Y"'1-XA;1
SBUH Hydrographs provide the following description of the driveway runoff
conditions:
1 0-year developed runoff = 0.016 CFS
1 00-year developed runoff = 0. 025 CFS
Q-10 allowed = 0.030 - 0.016 = 0.014 CFS
0-100 allowed = 0.084 - 0.025 = 0.059 CFS
Thus, the area of bypassed driveway is subtracted from the entire site area by
Virtue of the bypass of 0.04 acres..
The new developed site area is: 0.38 acres - 0.04 acres = 0.34 acres.
Recalculations of the SBUH site model results in the follovAng conclusions:
- The vault outlet invert remains at elevation 93.35 (with a vault floor. at least
eighteen inches [181 lower to allow for the stand pipe of the restrictor structure).
Orifice No. 1 diameter is now reduced to 0.517 inches (or approximately 0.5
inches).
- Orifice No. 2 diameter is now changed to 1.682 inches at elevation 97.15.
- The overflow elevation will now be 97.5.
The existing vault design will be increased to a new length of thirty feet (30').
The vault width remains at eight foot (8'), and a structural inside depth of six and
one-haif feet (6.5').
Michel Construction, Inc.
Re: 658 Glen Street
Page four
• The driveway bypass flow has been calculated for the des1gn storm events.
• The bypass Q has been subtracted from the Q-allowed (or undeveloped Q).
• The designed release rates have been reduced by the amount of bypass runoff.
• Storm detention has been Increased to accommodate the reduced releases.
- City of Edmonds issues have been addressed.
- See revised drainage design dated October 30, 2000.
If there are any questions, do not hesitate to call.
12-12319-00
DMB:vIb
r
4.000
k...— �- /� e "
Dennis M. Bruce, P.E.
Geotechnical /Civil Engineer
I
Dennis M. Bruce, P.E. ocr
, 3� Zooa
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
qe 4 E-du ST
HYDROGRAP19C ANALYSIS
Forthe
DRIVEWAY BYPASS CASE
BasinsB002—B100 Undeveloped Conditions
Basins D002DW- D100DW Developed Driveway Runoff
Basins XD002-XDIOO .- Developed Site Rimoff (Total Area — DIW)
Sumnmry Tahlo
�X
A B
C D
On -site Area
O.0
0.04
Type of Storage Proposed
Vault
bypass
Approximate Storage Volume
993
0
Soil types
Alderwood
Alderwood
GSL
GSL
8 . --W� W �#%Frrw%q H %sagowls "WSW
Q (cfs) 2 year
WA
NIA
10 year
0.030
NIA
100 year
rs_ A -J— -8
0.0"_
NIA
r-W1D&wwwVV,1VPVW hiiijoh Raw
Before / after controllina
a (ds) 2 year
WA
WA
10 year
0.1110.014
0.016
100 year
0.1810.059
0.03
SOILS - FOUNDATIONS - SITE DEVELOPMENT INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-MQ
/141
Dennis M. Bruce, RE
M.S.C.E., M.B.A. Geotechnical/aivil Engineer
A
658 Glen Street, Edmonds, WA
10 & 100 year Detention w. D/W Bypass
BASIN SUMMARY
BASIN ID: B002
SBUR METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 2-YEAR UNDEVELOPED
0.38 Acres
TYPE1A
1.50 inches
10.00 min
BASEFLOWS:
AREA..:
CN .... :
TC .... :
0.00 cfs
PERV
0.38 Acres
81.00
26.17 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATEi 0.01 cfs VOL: 0.01 Ac-ft TIME: 540 min
BASIN ID: B010
SBUR METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION....:
TIME INTERVAL.... :
NAME: 10-YEAR UNDEVELOPED
0.38 Acres
TYPE1A
2.10 inches
10.00 min
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0. 00 cf s
PERV
0.38 Acres
81.00
26.17 min
ABSTRACTION COEFF: 0.20
TCReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 490 min
BASIN ID: B0100
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 100-YEAR UNDEVELOPED
0.38 Acres
TYPEIA
3.20 inches
10.00 min
BASEFLOWS:
AREA.,. :
CN .... :
TC.... :
0. 00 cf 8
PERV
0.38,Acres
81.00
26.17 Min
ABSTRACTION COEFF: ..0.20
TcReach - Sheet L:'140.00 ns:0.2400 p2yr: 1.50 s:0.0222
PEAK RATE: 0.08 cfs VOL: 0.05 Ac-ft TIME: 499 min
BASIN ID: D002 NAME: 2-YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ........ 0.38 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPHIA PERV
PRECIPITATION....--. 1.50 inches AREA-: 0.14 Acres
TIME INTERVAL.... 10.00 min CN .... : 85.00
.TC .... : 6.30 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 S:0.0222
TcReach - Sheet . L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: , 0.08 Cfs VOL: 0.03 Ac-ft 'TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
.0.24 Acres
98.00
6.30 min
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION * DRAINAGE - DESIGN & PERMIT . - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 646-9217 - FAX 546-8442
f,
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
658 Glen Street, Edmonds, WA
10 & 100 year Detention w. D/W Bypass
BASIN SUMMARY
BASIN ID: D010
SBUK METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION....:
TIME INTERVAL.... :
NAME: 10-YEAR DEVELOPED
0.38 Acres
TYPHIA
2.10 inches
10.00 min
ABSTRACTION COEFF:
TcReach - Sheet L:
TcReach - Sheet L:
PEAK RATE: 0.13 cfs
BASIN ID: D0100
SBUH METHODOLOGY
TOTAL*AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
BASEFLOWS:
AREA
CN .... :
TC .... :
0.00 CfB
PERV
0. 14 - Acres
85.00
6. 3 0 min
0.20
140.00 ns:0.2400 p2yr: 1.50 S:0.0222
9.00 ns:0.2400_p2yr: 1.50 8:0.6100
VOL: 0.05 Ac. ft TIME: 480 min
NAME: 100-YEAR DEVELOPED
0.38 Acres
TYPEIA
3.20 inches
10.00 min
ABSTRACTION COEFF:
TCReach - Sheet L:
TCReach - Sheet L:
PEAK RATE: 0.21 cfs
BASEFLOWS:
AREA..:
CK .... :
TC; ... :
0.00 cfs
PERV
0.14 Acres
85.00
6. 3 0 min
0.20
140.00 ns:0.2400 p2yr: 1.50 s:0.0222
9.00 ns:0.2400 p2yr: 1.50 s:0.6100
VOL: 0.08,Ac-ft TIME:, 4.80 min
3
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres.
98.00
6.30 min
SOILS . FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAIN4GE - DESIGN & PERMIT - LEGAL
p.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Dennis M. Bruce, P.E. A-
Geolechnical /Civil Engineer
M.S.C.E., M.B.A.
658 Glen Street, Edmonds,_�i___
10 & 100 year Detention.V. D/W Bypass
BASIN SUMMARY
BASIN ID: D002DW
SBUR METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION....:
TIME INTERVAL—-:
NAME: 2-YEAR D EVE LOPED -Driveway
0.04 Acres BASEFLOWS: 0 .00 cfs
TYPEIA PERV
1.50 inches AREA..: 0.00 Acres
10.00 min CN .... : 0.00
TC .... : 0.00 min
ABSTRACTION COEFF:
TCReach - Sheet L:
TcReach - Sheet L:
PEAK RATE:'. 0.01 CfS
BASIN ID: D010DW
SBUR METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL.....:
0.20
140.00 ns:0.2400 p2yr: 1.50 S:0.0222
9.00 ns:0.2400 p2yr: 1.50 8:0.6100
VOL: 0.00 Ac-ft TIME: 480 min
NAME: 10-YEAR DEVELOPED -Driveway
fm
0.04 Acres BASEFLOWS: 0.00 c.
TYPEIA PERV ' '
2.10 inches AREA..: 0.00 Acres
10.00 min CN .... :
TC .... : 0.00 min
ABSTRACTION COEFF: 0.20
TCReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 8:0.0222
TcReach - Sheet L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
pEM RATE:- 0.02 cfs VOL: 0.01 AC-ft TIME: 480 min
BASIN ID: D100DW NAME: 100-YEAR DEVELOPED -Driveway
SBUH METHODOLOGY
TOTAL AREA ....... 0.04 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE....: TYPEIA PERV
PRECIPITATION .... : 3.20 inches AREA..: 0.00 Acres
TIME INTERVAL .... : 10.00 min CN .... : 0.00
TC .... : 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L: 9.00 ns:0.240O.p2yr: 1.50 s:0.6100
PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min
IMP �
0.04 Acres
98.00
6.30 min
IMP
0.04 Acres
98.00.
6.30 min
IMP , .
0.04 Acres
98.00
6.30 min
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Brueb
I Engineer
GoolechifroW I C40
M.B.A
WA
at Edmondst
Glen Stree ion v D/14 BYPa9G
100 year Detent
B N. SUMARY
ASI
NAME: 2-YEAR DEVELOPED
BASIN ID: XD002 0.00 cfs
SBUR METHODOLOGY 0.34 Acres BASEFLOWS: PERV 114P
T L, AREA ....... : 0.18 Acres
OTX FALL TYPE.,.: TYPM AREA,.: 0.16 Acres 98.00
RAIN 1.50 inches CN.... 85.00
PRECIPITATION-" 10.00 min 6.30 min 6.30 Min
INTERVAL,-: TC....:
TIME
().20
STRACTION COEFF. yr: 1.50 8:0.0222
AB - ach - Sheet L: 140.00 ns:0.2400 p2
TcRe .00 ns:0.2400 p2yr! 1.50 S:0.6100
L: 9 480 'min
TcReach - Sheet 0.03 Ac-ft TIME:
.06 cf-S VOL
RATE: 0
PEAK
10-yEAR DEVELOPED
NAME:
BASIN ID: XD010 BASEFLOWS: 0.00.Cfs 114P
SBUR METHODOLOGY 0.34 Acres PERV
TOTAL AREA ....... TyPRIA 0.16 Acres 0.18 Acres
TYPE,..: inches AREA.-:
RXINFALL ON ...... 2.10 85-00 98.00
pRE,r_IpITAT1 lo.00 min CN. 6.30 min 6.30 min
TI INTERVAL .... TC.:::::
COEFF: 0.20
STRACTIO: : 140-00 ns:0.2400 p2yrz 1.50 8:0.0222
AB L 1.50 s:0.6100
ch Sheet 9.00 ns:0.2400 p2yr:
TcRea L: 480 Min
t
TcReach Shee .11 cfs 0 .04 Ac-ft TIME
pW 'RATE 0 13VELOPED -DrivewaY
NAME: 100-yEAR D
BASIN ID: XD100 0.00 cfs
OLOGY BASEFLOWS- IMP
SBUH METHOD 0.34 Acres PERV
TOTAL - AREA ..... �.: 0.18 Acres
FALL TYPE .... TypE2.A AREA..'. 0.16 Acres
RAIN 3.20 inches 98.00
IpITATION-* ... 10.00 min CN .... 1 85-00 6.'30 min'
PREC INTERVAL .... TC .... 6.30 Min
TIME
ABSTRACTION COEFF: 0.20
Sheet L: 140-00 ,,0.2400 p2yr: 1.50 0:0.0222
TeReach - 9.00 ns:0.2400 p2yr: 1.50 B:0-6100
L: TIME: 480 min
TcReach - Sheet cf VOL: 0.07 Ac-ft
PEAK RATE: 0.18 8
'0':DEtJ
0 DAAINAGE It
INSPECTION
SOEDEVELOPA00
FAX t46 -8442:,,
fOUNDAT10" 96155 (206)'S"I.
Wastdrigton
E16x 55502 ShOMO�, -
P.O.
658 Glen Street, Edmonds*, WA
. 0. ,
10 & 100 year Detention w. D/W Bypass
w I L-
#0 -� Mr�"
PEAK
TIME
VOLUME
HYD RUNOFF
OF
OF Contrib
.NUM RATE
PEAK
HYDRO Area
cfs
min.
cf\AcFt Acres
1
0.009
540
433
cf
0.38 $'.VF-. (J I.ViD 9 VF-Lo
2
0.030
490
920
cf
PED
0.38
3
0.084
490
2021
cf
0.38
�r-
'G. 080
480
1336
cf.
0.38 SITF- DEVEqoAW
5
0.125
480
2060
cf
0.38
6
0.211
480
3457
cf
0.38
7 0.011 480 177 cf 0.04 DjW
9 . 0.016 480 258 ci 0.04
9 0.025 480 409 cf 0-04
iu-
0.065
480
1099
cf
0.34 SIM DSV6WPC30 4# DRUM-
11
0.105
480
1749.
cf
0.34
12
0'. 183
480
2992
cf
0.34
13
0.010
1140
1097
cf
0.34 )e,=,-%ujTT
14
0. 014
1340
168A
cf
0.34
is
0.059
.560
2921
c f
0.34
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. V2X
Description: Detention for 10 & 100-year
Length: 30.00 ft. Width: 8.00 ft.. voids: 1.000,
STAGS c .... STORAGE ---- > STAGE( .... STORAGE .... ) STAGE( ---- STORAGE ---- > STAGE( ---- STORAGE .... >
(f t) --- cf--- --Ac-It- (f t) ... cf--- --AC-Ft- (ft) --- cf--- --AC-1t- (ft) ---cf --- -- AC-It-
93.35 0.0000 0.0000 95.10 420.00 0.0096 96.90 SS2.00 0.0196 98.70 1284 0.0295
93.40 i2.000 0.0003 95.20 - 444.00 0.0102 97-00 876-00 0.0201 98-80 1308. 0.0300
93.50 36.000 0.0008 95.30 468.00 0.0107 97.10 900.00 0.0207 98.90 1332 0.0306
93.60 60-000 0.0014 95.40 492.00 0.0113 97.20 924.00 0.0212 99.00 1356 0.03h
93.70 84-000 0.0019 95-50 516-00 0.0118 97.30 948.00 0.0218 99.10 1380 0.0317
93.80 108.00 0.0025 95.60 S40.00 0.0124 97.40 972.00 0.0223 99.20 1404 0.0122
93.90 132.00 0.0030 95.70 564.00 0.0129 97.50 996.00 0.0229 99.30 1428 0.0328
94.00 156.00 0.0036 95.00 588.00 0.0135 97.60 1020 0.0234 99.40 1452 0.0333
94.10 180-00 0.0041 95-90 612-00 0.0140 97-70 1044 0.0240 99.50 1476 0.0339
94.20 204.00 0.0047 96.00 S36.00 0.0146 97.80 1068 0.0245 99.60 1500 0.0344
.94.30 228.00 0.0052 96.10 660.00 0.0152 97.90 1092 0.0251 99.70 1524 0.0350
94.40 252.00 0.0058 96.20 684.00 0.0157 98-00 1116 . 0.0256 99.80 1548 0.0355
94.50 276.00 0.0063 96.30 708.00 0.0163 98.10 1140 0.0262 99.90 1572 0.0361
94.60 300.00 0.0069 96.40 732.00 0.0168 98.20 1164 0.0267 100.00 1596 0.0366
94.70 324.00 0.0074 96.50 756.00 0.0174 98.30 1188 0.02?3 100.10 1620 0.0372
94.80 348.00 0.0080 9630 780.00 0.0179 98.40 1212 0.02?8 100.20 1644 0.0377
94.90 372.00 0.0085 96.70 804.00 0.0185 98-50 1236 0.0284 100.30 1668 0.0313
95.00 396.00 0.0091 96-80 828.00 0.0190 98-60 1260 0.0289 100.35 1680 0.0386
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical Civil Engineer
658 Glen Street, Edmonds, WA
10 & 100 year Detention W. D/W Bypass
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. R02X
Description: Restrictor Device
Outlet Elev: 93.35
Elev: 91.35 ft Orifice Diameter: 0.5171 in.
Elev: 97-15 ft ' Orifice 2 Diameter: 1.6816 in.
STAGE
<--DISCHARGE-- -�
STAGS
<--DISCRAIGS ---
> STAGE
(--DISCMGI ... �
STAGE
(--DISCMGB --- ),
(ft)
--- cts -- -------
(ft)
--- do .. .......
(f t)
... efs -- -------
(ft)
... de -- -------
22cccc zZma-mccox 2 c=Xac mazzaacca-Z czczcctzzzctmx_-Xzac Mtn
93.35
0.0000
94.50
0.0078
95.70
0.0111
91 .90
0.013?
93.40
0.0016
94.40
0.0081
95.80
0.0114
.97.00
0.0139
93.50
0.0028
94.70
0.0084
95.90.
0.0116
97,10
0.0141
93.60
0.0036
94.80
0.,0087
96.06
0.0118
97.20
0.0314
9310
0.0043
94.90
0.0090
96.10
0.0120
97.30
0.0441
93.80
0.0049
95-00
0.0093
96.20
0.0122
97.40
0.0530
93.90
0.0054.
95-10
0.0096
96.30
0.0125
97.50
.0.0602
94.00
0.0058
95.20
0.0099
96.40
0.012?
.97.60
0.0664,
94.10
0.0063
95.30
0.0101
96.50
0.0129
97.70
0.0720
94.20
0.0067
.95.40
0.0104
96.60
0.0131
97.75
0 .07A7
94.30
0.0071
95.50
0.0106
96.70
0.0133
94.40
0.00?4
95.60
0.0109
96.80
0.0135
658 Glen Street, Edmonds, WA
10 & 100 year Detention w. D/W Bypass
LEVEL POOL TABLE SUMMARY
KATCH INFLOW 4TO- -DIS- <-PEAK-), STORAGE
........ DESCRIPTION ......... > Ids) (efs) --id- --id- <-STAGE> A VOL NO
=CCZCZZZZZCZCZZCC.Z.z= ..... Zoo coca z coca __ z-_rxczzz-_-_= cum-c _3 am-- z czarraza-cauccr
2 year ....................... 0.01 0.11 V21 R021 97.08 13 895.12 Cf
10 year ....................... 0.01 0.11 V21 R021 97.08 14 895. 12 cf
100-year ..................... 0.06 0.18 V2X., 1021 97.48 15 992.18 cf
WAS,
NA
I EXPIRES 1=31 TC00 f
:1
SOILS - FOUNDATIONS - SHE DEVELOPMENr - INSPEC77ON - DRAINAGE - DESIGN a FERUff * LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical /,Civil Engineer
RECEIVED
September 27, 2000 SEP 2 8 2000
13UILDING DEPT.
Mr. Rob Michel
Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
Subject: Proposed 9-Unit Condominium at 658 Glen Street
Drainage Information
As requested by the City of Edmonds during their review of the proposed 9-unit
condominium project at 658 Glen Street, the following drainage information is
submitted:
1. Existina Site Conditions: The existing site contains a total property of 0.38
acres, which has historically been used as a parking lot, and is covered with 2" of
asphalt paving. The soil consists of a sandy silt, grading into a sandy loam. This soi
is extremely pervious and drains very well. The existing drainage pattern follows the
natural topography of approximately six percent (6%) towards the north.
2. Downstream Conditions: The north and south sides of the City of Edmonds
Glen Street are curbed and contain an existing storm water system. Rain water flows
into an adequate number of catch basins on either side of Glen Street. From these
catch basins, storm water flows through a 12" concrete storm line to the north, through
an easement over private property to catch basin C13 8-124d, then east 98.22 feet to
manhole MH 8-5d, then northwest 51.60 feet to Shell Creek, then.ce into Puget Sound.
This engineer has observed these street inlet catch basins during heavy rains,
and has observed no backup or ponding. Obviously, it is important to maintain the
access to these inlet catch basins with periodic clean outs. It is understood that the
City of Edmonds undertakes such tasks.
3. Proposed Development: This project consists of the construction of a 9-unit
condominium project (see project plans). The proposed condominium project will
result in 0_24 acres of impervious surface. This project will contain, store and control -
release storm water via tight -line into the existing storm system on the south side of
Glen Street (see drainage plans dated August 28, 2000). All parking is located under
the building, therefore no water quality mitigation is required.
4. DrainaQe Calculations: The attached calculations result in a required
storage volume of 699 cubic feet for the proposed 9-unit project. A storage system
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN& PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Michel Construction
Re: 658 Glen Street 9-Unit Condominium
September 27, 2000
Pagetwo
consisting of a detention tank of 699 cubic feet will adequately provide required
capacity.
If there are any questions, do not hesitate to call.
M
1'-'mz��
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
FR'bll : El. Sr u ce, F. E. Engineer F'HOHE 110. : 206 546 6442 Aug. 2_17 2'000 02:12P[l P1
RECEIVED
SEP 2 8 2000
''-"Dennis M. Bruce, go C)o
M.S.C.E., M.B.A. Gootechnical/ Civil Engineer
.�RAWA6,E CALCULAT(00-5' (,Ogl (stG;0 51�7- (,_�
5%1AIDWLS
11-TV7 AluFA: 0-2787 AuL"
1 L L L 4 EF P-VJ06 41 _r0 VL (J L) -TC = ;Lc? 9 fu -
#0 1 w % _r - :11 ? L i
Ct,) PINkL:=
BASIN SUMMARY
BASIN ID: B002 NAME: 2-YEAR-UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.38 Acres' BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPE1A PERV
PRECIPITATION .... 1.50-ipches AREA..: 0.38 Acres
TIME INTERVAL .... 10.00 min CN.... 81.00
TC....: 26.94 min
ABSTRACTION COEFF: 0.20
TcReach Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach Sheet L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.01 cfs VOL: 0.01 Ac-ft TIME: 540 min
BASIN ID: B010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL....:
NAME: 10-YEAR UNDEVELOPED
0.38 Acres
TYPtl'A
2 . 10 inches
10.00 min
BASEFLOWS:
AREA.
CN. . .
TC....
.0.00 cfs
PERV
0.38 Acres
81.00
26.94 min
ABSTRACTION.COEFF: . 0.20
TcReach Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach Sheet L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 490 min
BASIN ID: B0100
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION ....
TIME INTERVAL ....
NAME: 100-YEAR UNDEVELOPED
0.38 Acres
TYPE1A
1.20 inches
10.00 min
BASEFLOWS
AREA. . :
CN.... :
TC .... :
0.00 cfe
PERV
0.38 Acres
81.00
26.94 min
ABSTRACTION COEFF: 0.20.
TcReach Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach Sheet L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.08 cfs VOL: 0.05 Ac-ft TIME: 490 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
SOILS FOUNDATIONS SITE DEVELOPMENT INSPECTION DRAINAGE DESIGN PERMIT LEGAL
P.O. Box 55502 - Shoreline, Washington . 98155 - (206) 546-9217 FAX 546-8442
FFbri : D. Prucja, F. E. Engineer RHOHE 110. : _706 546 -0442- Aug. 27 2000 02:12P11 P2
1�1
Dennis M. Bruce, RE. �57
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
1. "A 3.a
T- ;Alk
TKOPO'SEFL 1meiFAviovz AkLFA (0 4- 4
e p- \j 10 0 -S
BASIN SUMMARY
BASIN ID: D002
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: 2-YEAR-DEVELOPED
0.38 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
1.50 inches- AREA..: 0.14 Acres
10.00 min CN.-...: 85.00
TC.... 6.30 min
ABSTRACTION COEFF: 0.20
TcReach Sheet. L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach Sheet L: 9.00 ns.:O.'2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.08 cfs VOL: 0. 03 Ac-ft TIME: 480 min
BASIN ID: D010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL....:
NAME: 10-YEAR DEVELOPED
0.38 Acres
TYPRIA
2.10 inches
10.00 min
BA§EFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.14 Acres
85.00
6.30 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L- "9.00 ns:0.2400 p2yr: 1.50 s.-O.6100
PEAK RATE: 0.13 cfs VOL: 0.05 Ac-ft TIME: 480 min
BASIN ID: D0100
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: 100-YEAR DEVELOPED
0.38 Acres
TYPEIA
3.20 inches
10.00 min
HASEFLOWS:
AREA.
CN. . .
TC....
0.00 cfs
PERV
0.14 ACreS
85.00
6.30 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L: 9.00 ns:0.2400 p2yr: 1-50 s:0.6100
PEAK RATE: 0.21 cfs VOL: 0.08 Ac-ft TIME: 480 min
7 -------------
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres
98-00
6.30 min
IMP
0.24 Acres
98.00
6,30 min
SOILS FOUNDATIONS SITE I)EVELOPMENT INSPECTION DRAINAGE DESIGNAPERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 9815.5 - (206) 546-9217 FAX 546-8442
FROH : D. Bruce, P. E. Engineer PHOHE HO. : 206 5,46 8,442 Aug. Z7 2000 02:1�-PH P3
Dennis M. Bruce, P.E. g1t. 9
,00(3
M.S.C.E., M.B.A. Geotechnir-al/ Civil Engineer
=ROGRAPH SUMKARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cts
min.
cf\AcFt
Acres
1
0.009
540
433 cf
0.38
2
0.030
490
920 cf
0.38
3
0.084
490
2021 cf
0.38
4
0.080
480
1336 cf
0.38
5
0.125
480
2060 cf
0.38
6
0.211
480
3457 Cf
0.38
8
0.030
680
2060 cf
0.38
.9
0.084
550
3457 cf
0.38
4�
STAGE
STORAGE TABLE
RECTANGULAR VAULT ID No. V1
Description: Detention for 10
& 100-year
Length:
25.00
ft. Width: 8.00
ft.
voids:
1.000
STAGE �----STORAGE ---- > STAGE < ---- STORAGE .... >
STAGE <----STORAGE
---- >
STAGE < ....
STORAGE....
(f t) --- c f ---
-- Ac-Ft-
(ft� --- cf--- --kc-Ft-
(ft) --- cf--- --Ac-Pt-
(f t) ...
Cf --- -- Ac-Ft-
93.35 0.0000
0.0000
94.50 230.00 0.0053
95.70 470.00
0.0!08�
96.9 0
710. 0 0 0.0163
93.40 10.000
0.0002
94.60 250.00 0.0057
95.80 490.00
0,0112
97.00
730.00 0.0168
93.50 30.000
0,0007
94.70 270.00 0.0062
95-90 510.00
0.0117
97.10
750.00 0.0172
93 .60 50,000
0.001!
94.80 290.00 0.0067
96.00 510.00
0,0122
97.20
770.00 0.0177
93.70 70.000
0.0016
94 30 310.00 0,0071
96.10 550.00
0.0126
97.30
790.00 0.0181
93.80 10.000
0.0021
95-00 330-00 0. 007�
96.20 570.00
0,0131
97.4'
810.00 0.0!16
93.90 110.00
0.0025
95-10 350,00 0.0080
96.30 590.DO
0.0135
97.5�
830.00 0 . 0 191
94-00 130.00
0.0030
95.20 370.00 0.0085
96-40 610,00
0.0140
97.(0
850.00 0.0195
94.10 150.00
0.0034
95-30 390-00 0.0090
96-50 630.00
0.0145
97.65
860. 0.
00 0197
94.20 170.00
0.0039
95.40 410.00 0.00014
06.60 650-00
0.0149
44
95.50 430.00 0,0099
96.70 670-00
0.0154
94.40 210.00
t.0048
M.60 450.00 0.0103
96.60 690.00
0,0156
601ILS -FOUNOATIONS SITE
DEVELOPMENT INSPECTION
-DRAII�-Adk :DESIGN-&-PERMI T.
.........
--LEGA
PD. Box 55502
Shoreline,
Washirigt66.98155, -
(200):�.4'6-9217
- FAX 5 -8442
4�6
FFt'j1%1 : D.'E.'rucc, P. E. Eric, i naer PH01 IE 1.10. : 206
15-46 8-4-42
Aug. 27 20CIO 02: 1_�Pll P4
Dennis
M. Bruce,
P.E.
M.S.C.E., M.B.A.
Geotechnical /Civil Engineer
STAGE
DISCHARGE TABLE
KULTIPLE ORIFICE ID No. R01
Description: Restrictor Device
Outlet Elev: 93.35
Elev: 91.35 ft Orifice
Diameter: 0.8130 in.
Elev: 96.25 ft Orifice 2
Diameter: 1.2686 in.
STAGE <--DISCEARGE ... > STAGE <--DISCRARCR ... >
STAGE c--DTSCHARGE---> STAGE
<--DISCHARGE---
(ft) ---cfs -- ------- (ft) ---cfs -- -------
(ft) ---cfs -- ------- (ft)
---,,fs -- -------
93.35 0 .0000 94.50 0.0192
95.70 0.0275
96.90 0.0690
93.0 0.0040 94.60 0.0201
95.80 0.0281
97.00
0.0721
111.50 0.0069 94.70 0.02D8
95.90 0.0286
97-10
0.0750
93.60 0.0090 91.80 0.0216
9(.00 0.0292
97.20
0.0778
93.70 0.0106 94.90 0,0223
96,10 0.0297
97.30
0.0804
43.80 0,0120 95.00 0.0230
96.20 0.0303
97.40
0.0829
93.90 0.0133 95.10 0.0237
96.30 0.0406
97.50
0.0854
94.00 0.0145 95.20 0.0244
96.40 0.0482
97.60
mer
94.10 0.0155 95.30 0.0250
96.50 0.0537
97.70
0.0900
94 .20 0.0165 95.40 0.0257
96.0 LOS82
97.75
0.0911
94.30 0.0175 95.50 0.0263
96.70 LU21
94.40 0.0184 95.60 0.0269
96.80 0.0657
STAGE DISCHARGE TABLE
RISER DISCHARGE
ID No.
R02
Description: Tank Outlet
Riser
RiSer Diameter (in)
6_100
elev
97.50 ft
Weir coefficient...:
9.739
height
97.70 ft
Orif Coefficient...:
3.782
increm:
0.10 ft
STAGE <--DISCHARGE.--> STAGE
<..DISCHARGE --- > STAGE <--DTSCHARG8---> STAGE <--DISCHARGE ... >
(ft) --- cfs -- ------- (ft)
... cfs -- -------
(ft) ... Cfs -- -------(f 0 --- cfs .. .......
97.50 0.000D 97.50
0.0000
97.60 0.29,90
7.H 0.4228
-----------
SOILS...- -FOUNDA TIONS:.- :SITE.DE:VEL PMENT IN.�PECTION
DRAINAGE..,, DESIGN & PERM17" -LEGAL
P,10. Box 55502., i Shoreline, Washington_981.55.*...-�.. (206)'S46-921:7
FAX.546:-5442.
F4SI : D. Er u ce, P. E. Eng i neer RHOHE 110. : 206 54i, C-44-2 Aug. 27 2000 02':14F11 P5
I Dennis M. Bruce, RE. 9,;ze'Row
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
in in
in in
= = in ni = = � = = = in in = = = = in in = in = =
STAGE DISCHARGE TABLE
= = = = =
in in in in in
COMBINATION DISCHARGE
ID No.
R03C
Description: Orifice/Riser
Combo
Structure: R01
Structure:
Structure: R02
Structure:
Structure:
STAGE <--DISCHARGE --- >
STAGE
<--DISCHARGE ... >
STAGE
<--DISC9ARGB->
STAGE
-DISCHARGE --- >
(f t) ... cfs -- -------
nizz=zz ZZ===2x inn 2 t=zz2zi
(ft)
---Cfs .. .......
(ft)
---cfs -- -------
(f t)
... cfe -- -------
93-35 G.Hoo
====
91.50
:eT : =1z a zzz zz
0.0192
95.70
0,0275
96.90
0,0690
93.40 0.0040
94.60
0.0201
95.80
0.0281
97.00
0.0721
93.50 0.0069
94.70
0.0208
95.90
0.0286
97.10
0,0750
93.60 0.0090
94.80
0.0216
96.00
0,0292
97.20
0.0778
93.70 0.0106
94.90
0.0223
96,10
0.0297
97.30
0.0804
93.80 0.0120
95.00
0.01,30
96,20
0 0303
97.40
0.0829
93-90 0.0133
95.10
0,0237
96.30
0.0406
97.50
0.0854
94.00 0.0145
95.20
0.0244
96.40
0.0482
97.60
0.3867
94.!0 0.0155
95.30
0.0250
96.50
0.0537
97-70
0.5128
94.20 0.0165
95.40
0,0257
96-60
0.0582
97.75
0.5639
94.30 0.0175
95.50
0.0263
96-70
0.0621
94.40 0.0!84
95.60
0.0269
96-80
0.0657
"�LFA,M' CAW,) It= (!�oE;4-rivp-c
SO . ILS - FOUNDATIoNs - SITE DEVELOPMENT - INSPECTION * DRAINAGE , DESIGN&PERMIT # LEGAL
P.O. Box 55502 - Shoreline. Washington 98155 - (206) 546-9217 - FAX 546-8442
0
.0
0
Date:
To:
From:
Subject:
MEMORANDUM
May 1, 2000
Gordy Hyde
Maryanne Zukowski
Michelle Construction 9-unit condo 7th and Glen ADB-044
Gordy, Rob Michelle called on Friday April 28th with regards to some questions on the
correction letter for his permit application. Some of the questions he had, I could not answer
directly, so when you return, could you call him to clarify what was sent to him? His number is
776-2211.
He also asked about procedures for requirements for supplying a traffic impact analysis report as
a condition of SEPA. I went over this information with Jim Walker and the results are as
follows:
In the case of similar projects located in the downtown areas, where trip distributions have been
established by employment centers, and determined approved by submittal of similar projects;
the following shall apply. Mitigation basedon thepeakPMtrips impacting projects identified
in the 1995 transportation element and the City of Edmonds 6-year T.LP shall be required to
pay the interim $200. 001per peak PM trip impacting these identified areas. The$200.001per
peak PM trip was an average of the last two year construction projects assessed to projects
within the downtown area.
Therefor the submittal of the traffic impact analysis report may be waived and the assessment as
agreed by Rob Michelle is 14 peak PM trips @ $200.00 per trip = $2800.00
Cc: Don Fiene, Jim Walker
City of Edmonds
F- I Is. -t:!-;-4 c c E. En
: �0- RFO-ICIVED
Au 9.
c� i near PHU41E 1-10 lz� =1 2- -7300 0-: I -PH P1
SEP 8 zoos
[)VT -
wILDING
Dennis M. Bruce, RE. g, p
,S,,12000
-E-- -ngineer
M.S.C.E., M.B.A.
Gootechnical/ Civil
1,R A I Q Ae,,' E7
c A L, C U L AT(0 #J (�;'ts;o -c-T-.
787 AuaA F41AOWLS
-Roe if (,4L4FP-VJ0041 OK(J) -Te- Rc? + M fu -
.1
4,b
do
FS
BASIN SU14MARY
BASIN ID: B002
NAME: 2-YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
0.38 Acres BASEFLOWS: 0.00 cf 6
TYPEIA PERV /0100 IMP
PRECIPITATION .... :
1.50-ipches AREA..: 0.38 Acres 0.00 Acres
TIME INTERVAL .... :
10.00 min CN .... 81.00 0.00
TC .... 26.94 min 0.00 min
ABSTRACTION COEFF:
0.20
TcReach Sheet
L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach Sheet
L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.01
cfs VOL: 0.01 Ac-ft TIME: 540 min
BASIN ID: B010
NAME: 10-YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA.... ... :
0.38 Acres BASEFLOWS: .0.00 cfa
ZIMP
RAINFALL TYPE .... :
TYP21-A PERV
PRECIPITATION .... :
2.10 inches AREA..: 0.38 Acres 0.00 Acres
TIME INTERVAL .... :
10.00 min CN ...... 81.00 0.00
TC .... 26.94 min 0.00 min
ABSTRACTION COEFF:
0.20
TcReach Sheet
L: 140.00 ns:0.2400 p2yr: 1.50 stO.0222
TCReach Sheet
L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.03
cfs VOL: 0.02 Ac-ft TIME: 490 min
BASIN ID: B0100
NAME: 100-YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... : 0.38 Acres --.1 BASEFLOWS: 0.00 CfS
A � PERV IMP
RAINFALL TYPE .... : TYPE1A
PRECIPITATION ....
: 3.2 0 inches AREA. . : 0.38 Acres 0.00 Acres
TIME INTERVAL .... : 10.00 min CN .... : 81.00 0.00
TC ..... 26.94 min 0.00 min
ABSTRACTION COEFF:
0.20
TcReach Sheet
L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TCReach Sheet
L* 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE*. 0.08
cfs VOL: 0.05 Ac-ft TIME: 490 min
SOILS FOUNDATIONS
SITE DEVELOPMENT INSPECTION - DRAINAGE DESIGN A PERMff LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 * (206) 546-9217 FAX 54643442
1111 : D. Bru c e., P. E. Engineer
PHO14E 1,40. : 206 546 8442
Aug. 2-7 2000 02:12P[l P2
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
A'A4
T- A
AN
4
3 a
Kopo'sF4 IA�IFAVIOUI AkIFA
.
BASIN ID: D002
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
BASIN SUMMARY
NAME: 2-YEAR DEVELOPED
0.38 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
1.50 inches AREA..: 0.14 Acres
10.00 min CN.-...: 85.00
TC .... : 6.30 min
ABSTRACTION COEFF: 0.20
TcReach Sheet. L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach Sheet L: 9.00 ns.:O.'2400 p2yr:, 1.50 s:0.6100
PEAK RATE: 0.08 cfs VOL: 0.03 Ac-ft' TIME: 480 min
BASIN ID: D010
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: 10-YEAR DEVELOPED
0.38 Acres
TYPE1A
2.10 inches
10.00 min
BASEFLOWS:
AREA..
CN.. . .
TC....
0.00 cfs
PERV
0.14 Acres
85.00
6. 3 0 min
ABSTRACTION COEFF.: -0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L: 9.00 ns:0.2400 p2yr: 1.50 G:0.6100
PEAK RATE: 0.13 cfs VOL: 0.05 Ac-ft TIME: 480 min
BASIN ID: D0100
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
NAME: 100-YEAR DEVELOPED
0.38 Acres
TYPE1A
3.20 inches
10.00 min
BASEFLOWS:
AREA. . :
CN.... :
TC. ... :
0.00 cfs
PERV
0.14 ACreS
85.00
6.30 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 140.00 ns:0.2400 p2yr: 1.50 s:0.0222
TcReach - Sheet L: 9.00 ns:0.2400 p2yr: 1.50 s:0.6100
PEAK RATE: 0.21 cfs VOL: 0.08 Ac-ft TIME: 480 min
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres
98.00
6.30 min
SOILS FOUNDATIO . NS SITE DEVELOPMENT. - INSPECTION - DRAINAGE DESIGN A PERMIT LEGAL
P.O. Box 55502 - Shoreline, Washington 98 . 1 11 5.5 - (206) 546 1 -92V FAX 546-8442
D. Fil-L.' Ce? P. E. Erjoinear PHOHE-E 2206 546 8442 Au,4. 27 2000 02:13F111 P3
Dennis M. Bruce, P.E.
M.S.C.E., M,B.A. Geolechnical/ Civil Engineer
HYDROGRAPH SUMMAPY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
Num RATE PEAK HYDRO Area
CfS min. cf\AcFt Acres
------------
1 0.009 540 433 cf 0.38
2 0.030 490 920 cf 0.38
3 0.084 490 2021 cf 0.318
4 0.080 480 1336 cf 0.38
5 0.125 480 2060 cf 0.38
6 0.211 480 3457 Cf 0.38
8 0.030 680 2060 cf 0.38
9 0.084 550 3457 cf 0.38
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. V1
Description: Detention for 10 & 100-year
Length: 25.00 ft.
Width: 8.00 ft. voids: 1.000
STAGE < ---- STORAGE ---- > STAGE ---- STORAGE .... > STAGE < ---- STORAGE—-> STAGE < .... STORAGE ---- >
lift) ---Cf --- -- Ac-Ft- (f 0 ... cf... ..AC.Ft_ (ft) --Ac-pt- (f t) ... C f --- -- AC-F
93.35 0.0000 0.0000 94.50 230.00 0.0053 95.70 470.00 0.0!08 H.90 710.00 0.0163
93.40 10.000 0.0002 94.0 250,00 0.0057
95-80 490.00 0.0112 97.00 730.00 0.0168
93.50 30.000 0.0007 94.70 270.00 nv.0062 95.90 510.00 0.0117 97.10 750.00 0.0172
93 . 60 50.000 0.001i 94.80 290.00 0.0067 96.00 SAM 0.0122 97.20 770.00 0.0!77
93.70 70.000 0.0016 94.9t 310.00 0.0071 96-10 550-00 0.0126 97.30 790.00 0.0181
93.80 90.000 0.0021 95.03 330.00 0.0076 96.20 $70.00 0,0131 97.40 810,00 0'ai86
93.90 110.00 0.0025 95-10 350-00 0.0080 96-30 590.00 0.0135 97.50 830.00 0.0191
94-00 130.00 0.0030 95.20 370.00 0.0085 96.40 610.00 0.0140 97,60 850.00 0.0195
94.10 150.00 0.0034 95.30 390.00 0.0090 96.50 630.00 O.C145 97.65 860.00 0.0197
94.70 170.00 0.009 95.40 410.00 0.0094 96.0 650.00 0,0149
94. 95 .50 430.00 0.0099 96.7o 670,00 0.0
30 190.00 0.0044 154
.,10.00 O.0048 95.60 450.00 0.0103 901.ee 690,OC Loi56
SOILS -FOUNDATIONS. - SITE DEVELOPMENT @-INSPECTION 0"NAGE DjESIGN& PERMIT -LEGAt
P.;O. Box 55502 Shoreline. Washington- 98155, (2QO):5.46-9217 - FAX 5,k&8442'
D.Bruc,=F P.E.
PHOHE H"D. : 2-CIZ5 5�16 6442 PL19. -7 20013 02:13-Pil P4
3,
'i? Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
am am am am = am am am am am am am am am Za Ma Za
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. R01
Description: Restrictor Device
Outlet Elev: 93.35
Elev:
91.35 ft Orifice
Diameter:
0.8130 in.
Elev:
96.25 ft Orifice 2
Diameter:
1.2686 in.
STACE
<--DISCEAR03 ... > STAGE <--DIS'PARP2 ... >
STAGE e--DTSC.qARG3 --- > STAGE
(--DISCHARGE ---
(f t)
--- cts -- ------- (f 0 ... cfs .. .......
M) ... cfs --
------- (f 0
---cfs -- -------
93.35
a a a==
0.0000 904.50 0.0192
za:X2zmGQz 9Qzm9z9zGz
95.70 0.0275
amNazz a gazz a amm
96.90
mzzz� cc= zaz�azz-_= a 22
0,0690
93.40
0.00,10 94.60 0 .0201
55.80 0.0281
97.00
0 .0721
G1.50
0.0069 94.70 0,0208
95.90 0.02C6
97.10
0,0750
93.60
0 '009C. 9 01 0 0. 0 2'. E
9E .00 0,01,92
97.20
0.0779
93.70
0.0106 94.90 0.0223
96,1t 0.0297
97.30
0.0804
93-80
0 .0120 95.00 OAM
q6,20 0.0301
97.40
0.0829
93.90
0.0133 55.10 O.C37
96.30 0.0406
97.50
0.0814
94 .00
0.0145 95.20 0.0244
96.40 0.0482
97.60
OM77
94.10
0.0155 95.30 0.0250
96.5G 0.0537
97.70
0.0900
94 .20
0.0165 95.40 0.0257
96.60 DASH
97.75
0.0911
94.30
0.0175 95.50 0.0263
96.70 0.0621
94 .414,
EM4 95. ;0 0.0269
96.80 C.0657
STAGE DISCHARGE
TABLE
.7.
RISER DISCHARGE
ID No.
R02
Description: Tank Outlet
Riser
Riser Diameter (in) :
6-.00
elev:
97.50 ft
Weir Coetficient . . . :
9.739
height:
97.70 ft
Orif Coefficient . . . :
3.782
increm:
0.10 ft
STAGE <--DISCEARGE---> STAGE
<--DISCHARGE --- >
STAGE <--DISCHARGE --- > STAGE <.-DISCHARGE.
(ft) --- cfs -- ------- (ft)
... efs -- -------
(ft) ... cfs� - ------- (ft) --- ef S: . .....
97.50 0.0000 97-50
0.0000
7
97.60 0.2990
97.70 0,4228
SOILS FOUNDATIONS StTE DEVELOPMENT
INSPECTION
777t
-,DP.41NAGE - DESIGN & PERMIT. 1E0AL
R.O. Box 55502.. 9 Shoreline, Washington 981:55
(206)�546�9217
FAX 546-t442.
131.1
1 : D. Pt-'U C6, P. E. Erig 1 r;F=j- PH01,11E t15. : _2C1,:_:, _54c, 6442 Au Q. 27 2000 02: i :PV1 P-17
I Dennis M. Bruce, RE. 00-99-Row
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer (�.T/6,7,
STAGE DISCHARGE TABLE
COMBINATION DISCHARGE
ID No.
Description: OrifiCe/Riser Combo
Structure: R01 Structure:
Structure: R02
Structure:
Structure:
SAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE... >
STAGE
<--DISCE.;RG3--->
STAGE
<-.DISCHARGE---
(ft)
... CfS -- -------
(ft)
--- C14S -- -------
(ft)
--- CfS -- -------
(ft)
>
... cfs--
103-35
0.0000
94.50
0.0192
95.70
0.01,75
1 10
0.0690
93.40
0,0040
94.60
010201
95-80
0.0281
97-00
0.0721
93.50
10.00Eq
94-70
OAHE
95-90
0.0286
97-IC
0.0750
93.60
0.0ogo
94.80
0.0216
96-00
0.0292
97.20
0.0778
93-70
93.80
0.0106
0.0120
94.90
3.0223
96.10
0.0297
97.30
0.0�04
93.90
0,0133
95-00
95.10
0,0130
OAL7
9E,20
56.3G
0.0303
0.0406
97.40
0.0829
94 . 00
0.0145
95-20
0.0244
96-4�
0.0492
97.50
97-60
0.0854
0.3867
q4.--O
94.20
0-0155
0.0165
95.36
0.0250
96.50
0.0537
97.70
0.5128
94 .30
0.0175
95.40
95-50
0.0257
0.0263
96.60
0.0582
97.75
0.5639
96.70
0.0621
7.
94.40
0.0'-84
55.6c
0.0269
96.80
0.0657
a �LFASE: (fAbb) It= 0 0 E;.4 T/ v P4
17405'r\_ 'k-
44.
VIONAL��
1EMM lmymoolj
SO . IL S - FOUNDA TIONS - SITE DE VEL OPMENT - IIVSPEC TION - DRAINA GE - DESIGN A PERMIT # I FrA I
P.O. Box 55502 - Shoreline. Washington 98155 - (206) 546-9217 - FAX 546-8442
OCT-3 1 -01
13 :12 F ROM -
SEE NOTE 1
(W20-7
< ROAD
NARROW$
8>. SEE NOTE 1
f W5_1
TAPER LENGTH
(TABLE A)
TABLE A
SPEET
(MPH)
TAPER LENGTH
(FT)
CONE SPACING
ALONG TAPER
(FT)
OFFSET WIDTH
10'
12'
25
105
125
25
30
1 5o
ISO
30
35
205
245
35
40
270
320
40
45 1
450
540
NOTE:
1. DISTANCE BETWEEN SIGNS SHALL
BE 100' FOR RESIDENTIAL
STREETS (25 MPH), AND
200� POP ARTERIAL ROADWAYS
2. FLASHING BEACON SHALL BE
INSTALLED AT EACH SIGN FOR
NIGHT-TIME USE.
3. DISTANCES MAY VARY AS APPROVED
BY THE ENGINEER.
A. FLAGGERS REQUIRED TO CONTROL
TRAFFIC WHENEVER THE CONTRACTOR
MUST INTERRUPT TRAFFIC FLOW
TO ACCESS THE WORK SITE WITH
MATERIALS OR EQUIPMENT.
5. SIGN SIZE PER MUTCD.
LEGEND:
K CONE OR CHANNELIZING DEVICE
(SEE STO 702)
F�UG E T
SOUND
11,
MIN
im I N
I—lbb I' UUI/UUI r—ti4i
f
NO I -
ENG!1'4E_--F�iNi,03
WORK AREA
TRUCK WITH
FLASHING OR WITH
IV I
BEACON t
T
TAPER LENGTH
(TABLE A)
SEE NOTE 1
SEE �OTE I
O(wi-A L)
q ROAD
ONSTRUCTIO
AHEAD
>ol; 0-1
KtV I bF Q: DATE:
TRAFFIC CONTROL PLAN P. OAO 07-22-98
2 LANE ROADWAY: PARTIAL LANE CLOSURE APPROVED: DATE:
ORAlVlNr 41,WRER;
PLANNING AND IrENGINEERING DEPARTMENT 12A-901
i
Dennis M. Bruce, IRE.
M.S.C.E., M.B.A. Geotechnical /Civil Engineer
September 27, 2000 'RECOVED
SEP 2 8 2000
Mr. Rob Michel BUILDING DEPT.
Michel Construction, Inc.
7907 - 212th Street S.W. #102
Edmonds, Washington 98026
Subject: Geotechnical Evaluation "Soils Report"
Proposed Nine Unit Condominium Project
658 Glen Street, Edmonds, Washington
This engineering report presents the results of a geotechnical evaluation at 658
Glen Street, Edmonds, Washington, with respect to the proposed nine unit
condominium project. This evaluation was required due to owner/developer
concerns, as well as City of Edmonds requirements.
REFERENCES:
• Location map
• Site plan
• Project drainage calculations and drainage plan by D. Bruce, P.E.
• Photographs
BACKGROUND:
The overall property is approximately 0.38 acres, and is covered with two
inches (2") of asphalt paving, having historically been used as a parking lot. The
overall property contains an approximate six percent (6%) slope, draining north -
south.
The proposed nine unit condominium project, to be constructed by Michel
Construction, Inc., will occupy the majority of the overall property, with access drive to
underground parking at the west (see site plan).
The surrounding area to this project consists of similar condominium projects to
the north and west, and a church building to the south.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DRAINAGE - DESIGN & PERMIT - LEGAL
P.O. Box 55502 - Shoreline, Washington 98155 - (206) 546-9217 - FAX 546-8442
Michel Construction / 658 Glen Street
Pagetwo
EVALUATION:
Visual assessments of the property at 658 Glen Street revealed no evidence of
any geotechnical distress. No slides, no settlements, no creep, nor any significant
erosional degradation were observed. This engineer has considerable experience in
the immediate vicinity and understands the foundation subgrade conditions.
Experience has proven that the subgrade soils are fully capable of properly supporting
the proposed condominium project.
In order to augment the existing site geotechnical information, soil test pits were
dug under this engineer's observation on June 6, 2000. A total of three backhoe soil
test pits were dug. (See site plan for locations). All three soil test pits revealed similar
subgrade conditions, namely:
0" to 2" Asphalt paving
2" to approx. 5' Relatively clean sands, with occasional
gravels
5' to 9' (bottom of test pit) Increasingly dense sandy loam
No ground water was observed in any of the test pits. All test pit walls
remained vertical and stable. No sloughing or caving occurred.
CONCLUSIONS / RECOMMENDATIONS:
Based on the findings of this investigation, and experience with similar sites in
the area, the property at 658 Glen Street is geotechnically approved for the
proposed Michel Construction nine 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.
Temporary shoring in accordance with D. Bruce, P.E. recommendations,
utilizing ecology blocks carefully placed under this engineer's inspection are
required. This ecology block shoring should be properly embedded in the
undisturbed subbase soil and installed at a batter angle of 1 H:6V. Additionally,
the shoring blocks should be staggered, as indicated in the elevation view.
Michel Construction / 658 Glen Street
Page three
Geotechnical inspection by this engineer prior 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 Fill
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
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 three-foot
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:
Parameter
Design Value
Coefficient of Friction 0.55
Passive Earth Pressure 350 p.c.f.
Where:
Michel Construction / 658 Glen Street
Page four
(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 design of the
foundation's resistance to lateral loading.
SLABS -ON -GRADE:
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.
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:
Parameter
Active Earth Pressure*
Passive Earth Pressure
Coefficient of Friction
Soil Unit Weight
Where:
Desian Value
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
Michel Construction / 658 Glen Street
Page five
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 be 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.
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 backfill 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.
EXCAVATION AND SLOPES:
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
specific recommendations by the geotechnical engineer, excavation cuts
may be modified for site conditions. All permanent cuts into native soils should be
Michel Construction / 658 Glen Street
Page six
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.
DRAINAGE CONSIDERATIONS:
No drainage problems were evident with the lot at 658 Glen Street. Surface
runoff flows generally northerly into the existing City of Edmonds storm water system,
with existing storm water controls.
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
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.
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.
GENERAL EARTHWORK AND STRUCTURAL FILL:
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
retaining or 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.
Michel Construction / 658 Glen Street
Page seven
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:
Location of Fill Placement
Beneath footings, slabs or walkways
Behind retaining walls
Beneath pavements
Minimum Relative
Compaction
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 Soils
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.
Michel Construction / 658 Glen Street
Page eight
The use of "some" on -site soils for fill material may be acceptable if the upper
organic materials is segregated and moisture contents are monitored by engineering
inspection.
DRAINAGE CONTROLS:
No drainage problems were evident at 658 Glen Street. Currently surface
runoff flows generally northerly. The drainage plan entails total control of storm water
runoff by means of containment, a detention vault and controlled orifice release into
the existing City of Edmonds drainage system. .
CONCRETE:
All foundation concrete (footings, stem walls, slabs, any retalning walls,
etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete
mix.
INSPECTION:
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
SUMMARY:
The proposed Michel Construction 9-unit condominium project proposed for
658 Glen Street, 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.
STATEMENT OF MINIMAL RISK:
The plans and specifications for the proposed nine unit Michel Construction
condominium project at 658 Glen Street, Edmonds, Washington, have been reviewed
by this engineer and conform to the recommendations of the analysis and report and,
Michel Construction / 658 Glen Street
Page nine
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.
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 conditions 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.
of WAS
*$.17405
-Orms-
NAL
JEXF4RES 12n3/
DMB:vb
Dennis M. Bruce, P.E.
Geotechnical / Civil Engineer
CITY OF EDMONDS
COMMERCIAL TENANT IMPROVEMENT/REMODEL COVER SHEET
Directions@ Applicants are to complete the Information In the WHITE BOXES ONLY (Shaded boxes are for City use only).
This cover shoot must accompany each building permit application for a commercial tenant Improvement/remodol prol2t.
PLAN CHECK #
"PLICANT—MVI"K (1115� I
DATE RECEIVED
PROJECT ADDRESS I a Z> C1 4—tk0,jy UNIT If
PROPERTY TAX ACCOUNT PARCEL # S-7 k" - wx-�, -il
DESCRIPTION OF WORK Q "'t-A, 0-4-L��
MAILING ADDRESS —/�Jfrj '.;7[, - -4 !> on,
.7 t. cv�U—/— ny MIffnt —/2� _
FAX CORRECTIONS MAIL CORRECTIONS 11 E-MAIL CORRECTIONS
0 Y SIGNING THIS STATEMENT I UNDERSTAND THAT I AM THE CONTACT PERSON FOR THIS PROJECT. IT IS MY RESPONSIBILITY TO
COORDINATE ALL SUBMITTALS WITH THE CITY AND ONLY I CAN MAKE INQUIRIES ON THE STATUS OF THE APPLICATION. I
UNDERSTAND IT IS MY RESPONSIBILITY TO DETERMINE IN ADVANCE OF PERMIT SUBMITTAL ANY DISCRETIONARY PERMITS THAT
MAY BE APPLICABL&TO THIS PROJECT. I ACKNOWLEDGE THAT TO THE BEST OF MY ABILITY I HAVE SUBMITTED ALL NECESSARY
DOCUMENTATIOVN OPDER TO MAKE4A CS"Lj�"JLICATION AND NO DISCRETIONARY APPROVALS ARE REQUIRED.
SIGNATURE A,-�,( Y-e-41 I F- DA
CO -PE EDITIONS 199-7 USC, UMC, UPC, WSEC, VIAO WITH AMENDMENTS (including State Barrier Free Code)
TYPE 0 . F CONSTRUCTION V-1 141? �M OCCUPANCIES j9 I -�- -5 -3
NUMBER OF STORIES BASEMENTS— &F— 444A4,,Q— VWC11--1
r 47
NUMBER OF EMPLOYEES -7 —ICATED TO TENANT
BARRIER FREE PARKING SPACES EXISTING 111-4
PROPOSED
STRU CTURAL CALCS PROVIDED R1 LIGHTING BUDGET PROVIDED M
EXISTING AUTOMATIC SPRINKLER SYSTEM [j MANUAL AUTO NONE
YES NO
EXISTING FIRE ALARM SYSTEM E] 91-1
DISCRETIONARY APPROVALS. ADEI C U OTHER
FIRE PROTECTION INFORMATION (City Use Only)
ALTERATIONS TO EXISTING SPRINKLER SYSTEM
ALTERATIONS TO EXISTING FIRE ALARM SYSTEM
FIRE EXTINGUISHER TYPEIRATING QUANTITY (See plans for locations)
STAFF COMMENTS
PLUMBING FIXTURES WAC Table 29-A (City Use Only)
O.FT- LAVATQRIES
EANSting Pronosed ExIstina ProRosed
E E At E K. E
BARRIER FREE RESTROOMS EXISTING PROPOSED
STAFF COMMENTS
PARKING INFORMATION (City Use Only)
USE SQ;FT. FACTOR SPACES
�REQUIRED
TOTAL SPACES REQUIRED
TOTAL SPACES PROVIDED
BARRIER FREE SPACES REQUIRED
BARRIER FREE SPACES PROVIDED
STAFF COMMENTS
SEPARATE PERMITS (City Use Only)
MECHANICAL/HVAC
PLUMBING
GREASE TRAP
E] FIRE SPRINKLER
Any request for modlflc ation'
, art a nee or other administr a five
d eviatl 0 n (herinefter 'variance')
must be . pecifically called out and
Identified. Approval of any plot or
plan containing provisions which do
not comply with the city code and lor
which a variance has not been
specifically Identified, requested a d
considered by the appropriate city
offical In accordance with the
appropriate provision of city code or
state law does not approve any
Items not to code specification.
Am. I - ��-
VIAO CODE COMPLIANCE INFORM ATION (Table 3-4)
OCC.LOAD/
SO.FT FACTOR
STAFF COMMENTS
OCCUPANT LOAD CALCULATIONS (City Use Only)
AREA FACTOR
TOTAL OCCUPANT LOAD
STAFF COMMENTS
PERMIT ISSUANCE APPROVALS (City Use Only)
PLANNING REVIEW & APPROVAL DATE
CONDITIONS OF APPROVAL:
FIRE REVIEW & APPROVAL DATE
CONDITIONS OF APPROVAL:
BUILDING REVIEW & APPROVAL DATE
CONDITIONS OF APPROVAL:
?j
L:ItempkbuildingllormskTl-rvw.vsd -- 7/00
RECEIVED
A 0�f LbAfo 4-
SEP 2 8 2000
CITY OF EDMONDS BUILDING DEPT.
121 5IH AVENUE NORTH * EDMONDS * WA 98020 * (425) 771-0220
http://www.ci.edmonds.wa.us
RCW 197-11-970 Determination of Nonsignificance (DNS)
MITIGATED DETERMINATION OF NONSIGNIFICANCE
Description of proposal: Nine -unit multifamily condominium with three floors above an 18-space parking garage
and associated 2700 cubic yards of grading for the under -building parking garage (File ADB-200044).
Proponent: Michel Construction Inc.
Location of proposal, including street address if any: 658 Glenn Street, Edmonds WA
Lead agency: CITY OF EDMONDS
The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the
environment. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was
made after review of a completed environmental checklist and other information on file with the lead agency. This
information is available to the public on request.
There is no comment period for this DNS.
x This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14 days from
the date below. Comments must be submitted by "-a- 1 2000.
Responsible Official: Meg Gruwell
Position/Title: Planner
Phone: (425) 771-0220
Address: City of Edmonds
121 - 5th Avenue North
Edmonds, WA 98020
Date: 57A IR Z 2xz)� Signature:_
xx You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue North,
Edmonds, WA 98020, no later than J L-W- I , 2000, by filing a written appeal citing the
specific factual reasons for the appeal. The appeal submittal must also include the required fees and
mailing list. Please contact the Planning Division for specific submittal requirements.
xx Posted on /0�� 18 , 2000, at the Edmonds Public Library, Edmonds Community Services
Building, and the'Ehmonds Post Office.
xx Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist
MITIGATENEWDOC Page I of 2
CRFATEDONOI/19/004:35PM
Mailed to the following Environmental Checklist:
along w0the
XX
National Marine Fisheries Service
XX Environmental Review Section
Attn.: Steve Landino
Department of Ecology
WA. State Habitat Branch Chief
P.O. Box 47703
5 10 Desmond Drive SE
Olympia, WA 98504-7703
Lacey, WA 98503
XX Department of Fisheries XX
Applicant: Michel Construction Inc.
Attn.: Richard E. Johnson
79-8-212 1h Street SW, # 102
Regional Habitat Manager
Edmonds, WA 98026
16018 Mill Creek Boulevard
Mill Creek, WA 98012
XX Department of Wildlife
16018 Mill Creek Boulevard
Mill Creek, WA 98012
XX MITIGATING MEASURES INCORPORATED INTO THE PROPOSAL:
1. Erosion control plan shall be approved prior to any grading being done on site and all
required erosion control measures shall be implemented. Note that the stormdrain at the
southwest comer of 7h Avenue N. and Glen Street drains directly to Shell Creek.
2. A traffic mitigation assessment of $2800.00 shall be paid prior td issuance of a building
permit.
Attachments
pc: File No. ADB-2000-44
SEPA Notebook
Page 2 of 2
MITIGATENEWDOC
CREATED ON 01/18/00 4:35 PM
RETURN ADDRESS:
City of Edmonds, City Clerk
121 5'h Avenue North
Edmonds, WA 98020
CONFORMED COPY
200012270297
12/27/2000 11:54 AM Snohomish
P.0002-RECORDED County
I
DECLARATION OF RESTRICTIVE COVENANT
MUTT -FAMILY RESIDENTIAL
Reference#:- &/4&w6.&M1T
4/
/, /e r
Grantor(s): (1) Additional'on pg._
Grantee(s): City of Edmonds
Legal Description (abbreviated): Sec Twn e-07AI RnggF Qt
OR Lots /I e-Offlock
Plat OF ?"C'-"77)--5W7-
-1-0 x5A&VS5
Assessor's Tax Parcel ID#(s): (1)
Assessor's Tax Parcel TD# not yet assigned
WHEREAS,— OVC-
are the owners of the following described real estate in the City of Edmonds, to wit:
Property Address: o6
Legal
Description: 4,07T - /v/, /7, 14 19'. c9t-0 dl-o ct- /0 --2-
-7— 0 F1 - —
-0 f cf 7' �/&yy
M o0:Z-,&7- lceevac,-� /.,%
-7
Assessor's Tax Parcel ID#(s): J-9 if 7 /0,2 - 0 6 coo,?
. WHEREAS, the above named owners are 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 owners do hereby declare and grant to the City. of Edmonds as
Grantee the following restrictive cdvenant, to -wit:
0
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
maybe 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.
DATED this Cgr day of '2060
.14 -V�
11160,5.e- a�vvj7t&10�7161y,
G%ANTOR 00�7 -,I
V. - A-r,-,V I
Y-4� - �'. 000�eles
GRANTOR
State of Washington )
)ss,
County oj,.IqL�AM� L-I
I certify that I know or have satisfactory ev . idence tha /A] 0) MIL4 A Z
signed this instrument, on oath stated t"/she was authorized to expcute the
instrument andacknowledged it as. the 7��)Vt- (title) of
(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 menqons in this instrument.' Subscribed and
sworn to before me this- Ig-4-- day of Agt- - —, 20
Notary Public in and for the State Wwashington.
UM /-4z
My comnussion q?� s -
N01ACKAY
N(.iTAr"Y -PL)BLIC
Sl'r�71 E 0 1" VVil, S HI � N (4,`I"'0i N
ON EXPOR
4- 1: 1-�
RIGHT -OF -
A. Address or Vicinity of
Mailing Address:
ity of Edmonds
CONSTRUCTION PERMIT
LI
Phone:c;06A1&-4)X /
Permit No:
IssueDate:
State License #: Liability Insurance: Bond: $
D. Building Permit #,(if applicable): Side Sewer Permit # (if applicable):
E. Commercial Subdivision City Project EJ EUC (PUD, GTE, PSE, CHAMBERS, OVVID)
Multi -Family Single Family Other
INSPECTOR-
F.' 'PAVEMENT: YES NO G. SIZE OF CUT X L/ H.. Charge: $
CONCRETE CUT: YES F1 NO,
APPLICANT TO READ AND SIGN
IDEMNITY. Applicantunderstands by hislher-sifnature to this apftlication-61she holds the City of Edmonds harmlessfrom injuries,
damages or claims of an� kind or des��i�ii�n_4whatsoever, foreseen or unforeseen, that may be made againsi the City of Edmonds or
any of its departments or employees, including but not limited to the defense%of any legal proceedi n*gs incl�ding defense costs and
attorneyfees'by reason gfgrantingjhis permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERL�LS,,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
COMf,kETED BY CITY FORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED F OR ISSUANCE TO THE A PPLICA NT.
* Traffic control and public safety shall be in accordance with City regulations as'required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched'with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the permit application.
IRAVEREAD THE -ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
t7 17-
Signature: 0, Date: �:d —9U Ut
(Contractor or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
Right-of-way Fee: O'c
Approved
Disruption Fee/Fund 111:
14% "A
:'T'Ime-Authotize Voia'Aft 161
71
ft
- � � _; , I t r
Spicial,Couditi6ns: . '10%/F IM S. g6ln Restoration Fee:
5 Cie F-p- MJ+1A, ��C aAl-TROt- P94?- T otal Fee:
A /&r1J&, /9*-,e4'7-P,0 eF5iX'2F1J7-r Receipt No:
PPiox -ro iMAx hs Issued by J -4,
"wet-le-o-, .4 -Fizk, 12P < -rnz E rz. 1,6 eF_x-
UPON, COMPLETION"61P Pt . ITTf1YW0R_K'*'AN-.ENGINEERJ. G' FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENTCODE.
FINAL APPROVAL OFPERMITTED WORK,
INSPECTOR'S SIGNATURE DATE: alq I
For inspection requirements see Engineering Information Handout.
NO WORK SI-IALL BEGIN PRIOR TO PERMIT ISSUANCE
_7
City of Edmonds Permit No:
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date:
A. Address or Vicinity of Construction: 670b /.4 Lem =4t
B. Type of Work (be sp6cific): Uri L'I T-(a'51 J?A� g I L2!�Jj g��J 60 A e;', L;eV_1A(X
C. Contractor:
Mailing Address:
nse #:
State Lice'
D., Building Permit # (if applicable
Contact:
Phone:
Liability Insurance: ' Bond:
Side Sewer Permit # (if applicable):
E R Commercial E] Subdivision E] City Project E] EUC (PUD, GTE, PSE, CHAMBERS, OVWD)
Multi -Family Single Family Other
INSPECTOR-
F: PAVEMENT: EJ YES f-1 NO G. SIZE OF CUT x H. Charge: $
CONCRETE CUT: EJ YES F1 NO
3PLICANT TO READ ANE
IDEMNITY. Applicant understands by hislher signature to this application helshe holds the City of Edmonds harmlessfrom injuries,
damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made agbinst the City of Edmonds or
any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
TH&CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND A CCEPTANCE OF THE WORK ESTIMA TED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS
COMPLETED B Y CITY FORCES, A T WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICA NT.
-kineer. Every
Traffic control and public safety shall be in accordance with City regulations as required by the City Efi T
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the permit application.
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: Date.
.,2 �/,ZOO
(Contractor or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE.
IFINAL APPR OVAL OF PERMITTED WORK, J�4)ILAMI
INSPECTOR'S SIGNATURE DATE:
For inspection requirements see Engineering Information Handout..
NO WORK SHALI. BEGIN PRIOR TO PERMIT ISSUANCE
GLEN STREET
------ ------
NOTE - THE CONTRACTOR 5HALL KEFLACE ALL
DAMAGE[) CURD/GLITTER AND 51PEWALK A5
IDENTIFIED DY THE CITY IN5FECTOR ADJACENT
TO FROF'05EL) 51TE ONLY
y PA r)'�
NEW 51DEWALK X 99.23
1:20
1:20 6" 0 2%
jDETENT10
T ---- ------ -
-TANK ----- ---
CONN E171
C"%
4' ROCKE
W E
5 0
07 ,
4-11 0. W EEL INIS
4
LOO
LEV: 02.3
C6 411 2%
2 J4 5 7
4
c) nri
c 8 #2 I -GARAGE DRAIN
(CB-9) OIL/WATER 5EF.
RIM 94.35 TO 5ANITARY 5EWER
INV. 93-35 13
li, IN Q CE F 1, 'E_;'lJ!ILD:1:I\J'G PA.rP,!/II\lG
'\TROUGH rb 50'
/4\". 0 2%
16 15 14 13 12 11 1 10
c.
L
411 C. c
- w 1-1 PATIO (3- -E5
10 2 6" 0 2 (d (,IF NECCE5 AKY) L
-7
-- -----------
7
IN�TALL CURD RAMP
0 ORNER
I
/f,� H
LID: 100.09 DATUM
X 99.44 INV: 94.42
�l 00
G. 0. �D EX15TING
HYDRANT
c!
EX15TINGI
61,
1.16"
STUD
.102
C.O.
713
Z
11.001
Lu
C�,
Q?
> -
>
7�
--\
7)
104
C\l
F 1) C
051
INDICATO� (I F
NEC�E55AK-r
Dc' "A\ V �.T
\'� 0.00,
ALLEY 6' KOCKERY RETAIN5 EX15TIMG. CUT 5LOFE AND
DOE5 NOT 5LIF'FORT A 5LJKCHAKGE ---,EE DETAIL 5HEET C3
OFEN DIDLE
CHURCH
JS
LOT SIZE: 16,500 SQ FT
EXISTING IMPERVIOUS: 14,960 SQ FT
PROPOSEDIMPERVIOUS AREA: 10,038
MI. T ICT
N-
SCALE: 1.0011 = 20.00'
ALI. FARKING UNDER
COVER -NO WATER
OUALITY KEOUIKEE)
FROF05ED TOFO
5HORING
LEGEND
GRADING: 2600 CU131C YARD5
DRAINAGE, PARKING, &
PLOT PLAN,
WROVED
By EtO
Date:
(: " I
0 � 3 50
Qp
658
GLEN STREET
NOTE - THE CONTRACTOK 5HALL KEFLACE ALL
DAMAGED CUK13/GUTTEP, AND 51DEWALK A5
IDENTIFIED 13Y THE CITY IN5FECTOK ADJAC'ENT
TO FFOF05E[) 51TE ONLY
NEW 51DEWALK X 99.23
1:20
1-k 1:20 6" 0 2% 0
4DRETIEWT1011%
--TANK-- ""4GONNECT
CONNECT
r��r= T
4'KOCKEP T
olp
CB #2 GARAGE DRAIN
(CB-9) OIL/WATEK 5EF.
RIM 94.35 /TO 5ANITAKY 5EWER
INV: 93 . 35
cl
TKOUGH IJ _14D "El 'BllJ'FLQl,11\JG PAP'll"11AG
8 50'
4 11 cj/
102 11
N�2
-----------
(c-v 27.
11 10
f C, I
Lq: I
410N
Ali
FATIO ol
00_
----------- o' c-.(g.,j
pt
%
9
IN TALL CUF\5 KAMF
0 ORNER
H
LID: 100.0
DATU M
INV: 94.42
1100
EXIETING
FIRE
HYDKANT
EX15TINGI
16" 5TUD
/--------!102
m
C.O.
IM
104
--FDC
-FO5
IN DICA TO� (I F
GE55AKY)
DCVA VA U LT
IF NECCE51AKY)
L
150.00,
6' ROCKERY KETAIN5 EX15TING CUT 5LOFE AND
DOE5 NOT 5UPFORT A 5URCHARGE 5EE DETAIL 5HEET C3
OFEN [3113LE
CHUKCH
APPROVED AS NOTED
BY ENQRJEERING
ALLEY
LOT SIZE: 16,500 SO FT
EXISTING IMPERVIOUS: 14,960 SO FT
PROPOSEDIMPERVIOUS AREA: 10,038
JS
ALL FAKKING UNDER
COVER -NO WATEK GP\A[)ING: 2600 CU51C YARD51
QUALITY KEQUIKED
APPROVED AS NOTED
BY ENGINEERING
Date:
WOKK X 20-1 5/0
.AHEA 36,10611
A U
rTU DE (CONDOZ&IIIINfluid
30,30
658
----GLEN STREETL
0
tc)
NOTE - THE CONTRACTOR SHALL KEFLACE ALL FLA"a#
DAMAGED CUKI3/GUTTEK AND SIDEWALK AS
IDENTIFIED 13Y THE C17Y INSFECTOK ADJACENT
TO f-KOF05E1)5ITE ONLY INSTALL 51DEWALK
y QA P;11� CL05E1) SlGN-__X 99-44
NEW SIDEWALK X 99.25
11:20
:21
1:20
;DETENTIO
J _T
AN K ----- ---------
It CONNECT
Q A `\ xPOWN5FOUTS
4'KOCKEK\f(�.�wl
ZWHEEL Ill -WISH
1111"111-001114
li 102.3
C6
1 2 % 4 5 6 7 a
.9.0 .
X) 21-5 D/O
I
IN�TALL CUK13 KAMF
-a CORNER
H
L11): 100.09 DATUM
1 NV: 94.42,
13
EXI—cTIN
L6 nv P FIRE
HY1)FAN
EX
C.0
___1100
G 13 ZC:
T
15TIN�,
P152
CB #2 /GAKAGE L)PAIN 15.00'
(CB-9) OIL/WATEK 5EF.
RIM 94.35 TO 5ANITAKY SEWER'
INV: 93 35 13
U 1\1 Q E Fll E)'IJI!l DING PAr"j"KING
TROUGH (5 50'
DKAIN5
Ail
'l 2 11 10
FIKEV
16 15 14 15 L2
0"/
_P
00�,AE5T�
��T 1115 "1
F P I T 11111
f.7
102 FATIO
-------------- cl� -----------------------
0 CP
m m[X3
>
70
4—
LU >
13� 713
>
r 04
FE)C
1� 05-- INPICAT(:4 (IF
,/ I
NEC�E55AKY
10 6
I F NECCE515ARY)
13
I L11 13
0.00,
ALLEY \� 6' ROCKERY KETAIN5 EX15TING CUT 5LOFE AND
DOES NOT 5UFFOPT A 5UKCHAKGE SEE DETAIL SHEET C5
13
U F F_ 1 \4 L-11 I L__l L_ Ul
CHUKCH
JS
FROP05ED WORK AREA
LEGEND:
13 15" Min. Traffic Corloo (Spaced 110'O.C.)
X Sion Mounted on Foot or Tripod
-�*5igrl Mounted on Type 11 l3arricade
PtA44i;lf�
I v 'ElE
SEP IG - 2001
PERNIF CO'.."NT-ER
R4wiep_
T,00 A41vA4__)
Tiody
X W2Y 13/0
INSTALL 51DEWAL66,lX3(5
CL05E1) SIGN
+H,--
N K 0 A 1)
Q:)
WOKK
A
S CAL rz I OOl 20.00' < AHE >
X W20-1 5/0
56,1061,
APPROVED AS NOTED
Ay=1EERING
Date:
MICHEL CON5TRUCTION INC.
212TH 5T. 5.W. 51JITE 102
PHONE 1.425.776.2211
PERMIT # 200950
PATE 9.05-01
�771 9- 1#
1-90w
'r\_A8r0'09r00lC CONTK'OL "r"OLAN.
�7
ISM,'S MEE, 0JAW101hillul
658
GLEN STREET
------ ------ ---------
NOTE - THE CONTKACTOK 5HALL KEFL/'�CE ALL
50:50
I
IN�TALL CUF,13 KAMF
04 OKNEK
DAMAGED CUP,[3/GUTTEF, AND 5IDEW/',,;_K. AS /MH 1,
IDENTIFIED 13Y THE CITY IN5FECTOK 4,,i)J/\CENT I
rl TO FKOF'05ED 51TE ONLY /J LIP: 100.0 DATU M
'0. 1 NV: 94.42
x 95.55 x 99.44
�2
NEW 51DEWALK X 99.25
i5o.00'
100
1:20—
< c) .0. EXISTING
1:20 6'; D 2 %
DETEWT10 FIKE
JAN K ----- ------- - - k HYDKANT
c) A CONNECT EXISTING
I tKO C K E K'� 14. Co" a_TlJb
4' FOCKEF,)<:) 6"
v
-7
Mills -102
F 0 WHEEL
LOO
C.O.
4 411 5TOF5 LEV: 02.3
71 ` 2%
7 M. >
2 4- 5
713
>
9 oc
CB #2 GARAGE [)F� 11 N jr,
1�3 _73
(CB-9) _<
OIL/WATEK 5EF.
RIM 94 35
/TO SANITARY SEWER
INV' 93'.35 13 104
di C\l
N- - . . -, r,-.
-`o2 X F'
IJ I \1 EDE r 11 BUILDING PArr-o/
TROUGH __x
50,
FDC
DKAIN5 2'. '11'05-_ INPICATO� (I F
NEC 'ES5AKy)
16 15 14 15 12 11710
2t
E
411
IT
7 FATIO 5'A
102 KY)
IF NECCE
-------------- 2L
ALLEY
150.00,
6' ROCKERY RETAINS EXISTING CUT 5LOFE AND
DOES NOT 5UFF'OKT A SURCHARGE SEE DETAIL SHEET C3
nF F W F31 F31 F
CHUKCH
JS
SCALE: 1.0011 = 20.00'
LOT SIZE:. 16,500 SO FT
EXISTING IMPERVIOUS: 14,960 SO FT
PROPOSEDIMPERVIOUS AREA: 10,038
ALL FAKKING UNDEP,
COVEK -NO WATEK GKADING: 2600 CU131C YAKD5
z
QUALITY KEQUIKED
All! 11 A 11
WROVED AS NOTCO'
By SNGI RING
Date:
nr- NE � S-71 D) E C 0 P W 0, )411 k, - \ HT U), 7 1 U-1 V
X W20-1 13/0
I ; 36"X36"
GLEN STREET
NOTE - THE CONTRACTOR 5HALL REFLACE ALL
DAMAGED CUK[3/GUTTER AND 511)EWALK A5
IDENTIFIED 5Y THE CITY IN5FECTOR ADJACENT
TO FKOFO5EL) 51TE ONLY
IN5TAOtAtWALK
vvnLf\
Y C) A P;'7� CLO5EL) 51G�7��
NEW SIDEWALK X 99.25
1:20 >
I DRETE PJT ION 4 1:20
--TANK ----- ---------
C) A _ ]CONNEIT
4' ROCKER\Pl`�'<P0WN5F0UT5
'WHEEL
51-OF5
C6
1 2 f- 4- 5 6
9.0j.
v
CB #2 GARAGE DRAIN
15.00,
(CB-9) OIL/WATER 5EF.
RIM 94.35 0
TO 5ANITARY 5EWER 2'11-0-�'
INV- 93 . 35 Fq
\TROUGH U'I\j_DEr_r_i E;'UfLlQl'I\J:Q PARI .
�b 50'
2 11 10
16 15 14 15
FIRE
�O
13 FOR
�7-
4_=
102 KATIO
....... -------- —
------------ E
0
Q6 � ----------------------
1 30: 50
21-5 5/0
IN4TALL CURD RAMF
0_�ORNER
ZHI
LIP: 100.09 DATUM
INV: 94.42 AL
100
EXIETING a t
FIRE C�
HYDRANT
EX15TIN�l
�D CP
Z3,
m: >
73 7-
3:
LLJ >
713
4)-
104
J�-4-1"05T INDI 'ATZ, (IF
NEC(�E!55AKY';�
7
--1,106
13
TDCVA VAULT
CIF NECCE5�ARY)
C�
\� 0.00,
ALLEY 6' KOCKEKY RETAIN5 EX15TING CUT 5LOFE ANE)
DOE5 NOT 5UFF'OFT A 5URCHAPGE 5EE rL)ETAIL 5HEET C5
OFEN 13113LE
CHURCH
JS
13
13
IN5TALL 511)
CLO5EL) 5IG
SCALE: 1.0011 = 20.00'
APPROVED AS NOTED
BY ENGINEERING
Date: ?171,01
FROP05EP WORK AREA
LEGEND:
13 15" Min. Traffic Corleo (5paced 10'O.C.)
X 5ign Mounted on Foot or Tripod
Ifft5ign Mounted on Type 11 barricade
PLA446-9—
L&a!!!! 7&" W
ul
0�_
< 5HOULDEF,
ORK C
>
X W2 ID3/0
SEP f;
VVAL961IX36"
PERMIT COUNTER
ROAD
WORK
A
< AHE >
X W20-1 [3/0 y
MICHEL CON5TRUCTION INC.
212TH 5T. 5.W. 5UITE 102
PHONE 1.425.776.2211
PERMIT # 200980
PATE 9.05.01
Taoft a 9-.&
KAFFIC CONTKA"OL r"'LAN
sc-P 2001
fax.
..575. k
4 — 1 1/4- DIA.
PULLING INSERTS
COVER
4 — 5/8- DIA.
LIFT INSERTS ----------
4 — 'C" CHANNELS 24' LG..
VAULT 2 — 'C' CHANNELS 64' I.G.
No. 575—BL
4,400 Ibs.
k 5.-0.
2 — 2 1/2- DIA. q
GROUND ROD KNOCKOUTS
q�
4
f—o*
24% 18' KNOCKOUT 11%
2 EACH SIDE tw,
A
001
12" DIA. SUMP
7'— 0'
4-8
OPTIONAL PULLING IRON
I EACH END
Note: Pulling Iron locations may vary
CM 0' A
BUILDING DEF4kR7fW0NT
WOMI
ADDP
2 LOCKING SIEEL COVERS
Ct No. 57TL 2-332P
APPROVED DATE:
Z160 lbs. ERY
CLDG. OFFICIAL PSPL CODE f 76632DO < i
HANDHOLE k COVER ) I
x�u
io--
6--
4
2
'o 4-
0
0 4' Documented Flow Characterkt/cs
........ ...
.. .... .... .. . .... . . .... . . .... ...
7-
100 200 300 400 500 600 700
FlowRele (GPM)
b
C)
FUD
VAULT
E
0—
T.P.
30,30
GLENN S-JTxw"S"L'EET
IN5TALL CUP,13 RAMP
- — - — ---- — - — - — - — - — - — - — - — - — -- 0 ORNER
'01
25.0( NOTE - THE CONTRACTOR 5HALL REPLACE AL L'
DAMAGED CURE5,1GUTTER AND 51DEWALK A5 H
IDENTIFIED 15Y THE CITY IN5FECTOR ADJACENT
TO PKOF'05ED 51TE ONLY LID: 100 L) DATUM
V n 1?,Ik/ CIA A' OY
Alc-7_
(S)
<
LLI
0
X 9Q.53
NEW 51DEWALK X 99.23
--�100
1:20
FIRE
11( 1:20 EXIr_-TING
LD
DETENT10A q— — I tK (D
-TAN K ------ i --------- A HYDRANT
CO�NECT EXIOTINGI
'*J'
V FOC7ERT7_1"\C0WN51`0UT5
W EEL INIS!,
LOOF
LEV: 102.3.
1 2 2;_ 4 5 ro 7 6
-------- 31' �1
9 0C
C13 #2 lGi"RAGE DRAIN
(CB-9) ER 5EF.
RIM 94.35
TO 5ANITARY!5EWEP,
INV: 93.35 06
102
FA
ALLEY
M
zE: (D
M, >
.104
150.00,
6' ROCKERY RETAIN5 EX15TING CUT 5LOPE AND
DOE5 NOT 5UPPORT A 5URCHAKGE 5EE DETAIL 5HEET C3
N,;g qm - �-p
WA7ER MOTES
STANDARD SPECIFICATKIom. Swomn -_v-_cw"yIONS 70 K Wmii!46ni" ii,
I QN ST*dWV SPECIF)CATIONS FOR ROAD. BRM AND uUMWAL CONSTRUCT
AND TW =;AM COUNTY P.U.D. REQAREMENTS AS OEM w PmxxuTc*
..4
CONTRACTOft CIONTRACTORS SKML ,qOTiFY Am cooRDwATE Wn P TD.
MATIERIIALS. ALL MATERL43 TO 13E APPROVED BY . . . . . . . .
11111094PI PRI"TOCONSTRUCTI(K.'.
WA PftM MATERIAM USE CLASS 50 ANS/AwwA C151 A21.51 DUCTILE am ". * IN. -09 .. . .
ON THE DRAMa JOWS FOR MaF__r-,!JM PPr lwmt sw vtiT,�� IPIPE;- UNLESS Orr0rMSE WN
0 0 OF POMM 501 USE MDWA?XAL BOLTED JXft - ALL &EF i— I U-7 T I W-f fp�-Zjicm
WOCH 4 A WOM Of 8 MIL THICK Me tMALIM PER M" 'STML&M'V ' IMMDC PIPE M�Z"
To IN ACCORDANCIE " AM%4 CIO& SCALE: 1.00" = 20.00'
D I
Ib LDC, C6 %XYE& , ALL WAM UAIX GATE VALM 94AU BE AWWA CSOD. F43XMNT wEDGE TYPE PER SIANDARD SpE"rpon
CK 9-30. ALL VALVES WiALL COINF3RMI WITH 90410-e� STANDARDS.
A ------ EMOTING TOI10
IF ALL WATIIA INSTALLAWO REOI)IRE A 36- MINIMUM AND MAXIMUIM OF 4a' TRENCH DEPTH BELOW PRfftSED FINISHED GPAX
FROP05EP TOFO
LUNIIIJUM14MOOT WJ;MCAL CLEARAN;.E BETWEEN WATERLINE AND ALL OTHER UTILMM 5HORING
BEDDING MATERIALS FOR THE DUCTILE IRON PIPE MAY BE SELECTED NATIVE GRANULAR MATERIAL FREE
FROM WOOD
WASTF_ ORGANIC MATERIAL. OR OTHER EXTRANEOUS OR OaJECTIONASLE MATERIALS AND SHALL HAVE A MAXIMUM LEGEND
1 PARTICLE MOWN OF 2-INCHES Oq APPROVED PIPE SED04NC PER WSDOT SPECIFICATIONS SECTION 7-10.3(9)A.
m Ames 3000ss - Weights & Dimensions (inches) m Physical Characteristics
SIZE-
1
A B
C
D
E (Open).
F
1, Net WL(Ib.)
w/Gates
Net W. 11b.)
w/o Ga es
21/2*
22' 38*
10"
31/2'
16,
121/2'
1 1551
6U
3'
22' 38'
10"
3 3/4'
22'
1 13'
2301
701
=;� _4-
22- 40-
10-
4112-
231/2'
141/2"
2401
731
112*
30-
151/2-
3.901
15- 1 63/4- 37 5721 1801
7741 1901
.04
Sizes - 2 112', 3. 4, 6, 8% 10'. 12' 1 BACKFILL TRENCH IN PAVEMENT ARDS WITH APPROVED PIT —RUN GRAVEL COMPACTED IN MAXIMUM I —FOOT LIFTS
I TO A DENSITY OF 95X (ASTM 1557).
Rated workingpressure - 175ps!
I I BLOCK ALL FTTTINGS WITH POURED CONCRETE ACCORDING TO THE SKAGIT COUNTY P.U.D. STANDARD THRUST
hydrosta tic Pressure - 350 psi BLOCKM DETAIL
Temperature range -34F- 110'F i PRESSURE TEST NEW PIPELINE. INCuUDING SERVICE UNES AT 150 PSI IN EXCESS OF OPERATING PRESSURE
Body rna terial - 300 series stainless steel (UMMUM OF 250 PSI). AND AS PEP WSDOT STANDARDS.
Flange dimension in accordance with AWWA TEST DATE TEST PREMRIE
Class D TIIIJE START 'TIME END
Assemblyshall be ASSE 1048 approved for PRESSURE DROP— LIAKE UP
WATER_
vertical installations, DISINIFEcTIoN. PLACE .5 OUNCES OF HI —TEST HYPO —CHLORITE GRANULES IN WATERLINE FOR EVERY 1100 FEET
OF V PIPE FOLLOW AWWA C6-KI—o-) mcm
24—f S A D luulwn al. Q-0. FLUSH AFTER LE NG SOAK A MINIMUM OF
4OURS N WSDOT STANnAprot "ce- r%r
%,nLWrWF1^IJVn EQUIPME WHEN FLUSHING OR FLUSH INTO
W4(,C1_Mf SANITARY SrWER 114ANHOLES. DO NC:'.FLUSH INTO OR ALLOW TO DRAIN INTO ANY CREEK OR SURROUNDING
CATCH BAXNS.
COORMArL ALL SHUTDOWN. FLUSHIN7, AND HEALTH SAMPLES WITH Betipfly IS U.wk INSPECTORS.
A PRE-0ONsTRxnoN CONFERENCE ;:US'T BE SCHEDULED BY THE PRIVATE CONTRACTOR WITH THE p.U.0. pR*R
TO CONSTRUCTION.
TIHE RUM. IS TO CONNECT TO THE -:XISTING WATERLINE. 10jaMCMAS
CONTRACTOR SHALL. Nory AND COORDINATE WITH
9*4MXCOWft*ft PRIOR TO ANY EXCAVATION,
INSMATION, OR CONNECTION TO EXISTING FACILITIES.
wTmm Or wOm. TWiO". BEDDING. AND BAcKnu_ USE ALL MATERIALS AND METHODS PER THESE SPECIFICATIONS AND DErM-%
SECTION AT STM-DARO SPECIFICATIONS. AND R Ii"t'iNG rwv CT rug"Ne
CAP OR PLUG TEE 90* BEND 45' BEND 22 112, BEND 11114* BEND AU FrMNGS - .1 - -
, :i;- I I FOR IL#AWTIERED FIRE LINES TO' SPRI'IKLER SYSTEMS., CONTRACTOR WILL COMPLY WITH NFIPA 24.
-KEY 9=9*41 SPECIFICATION: NTRACTOR SHALL BE A13LE TO COMPLETE ALL ASPECTS OF
1 ROAD BORM IT IS ASSUMED THAT THE CO
2 2 UNDIER-ROAD BORING. PIPE INSTALATION. AND PUD CONNECTION TO EYJSTING 4* WATER MAIN WITHOUT
MATERIALS SHALL INCLUDE 34 INCH ENCIRGA041.40 ON OR DAMAGING THE 'DJACENT PROPERTY.
REST��&M4 ROM HEX NUTIS AND
WASHERS OF HGH STRENGTH LOW
ALIJDY STEEL MEETING AWWA C�l 11-0 D=NG MMES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFICATION OF un I Me' OMPA"I
. rw
COMPOSITION SPECIFICATIONS. IMMUM MAY HAVE UND GROUND UTILITIES IN THE WORK AREA.
ROMAC *DUCTLE LUCr OR D? EYE
RESTRAHMOSY3TEM THRUST
BOLTS ANO'6W SERIES PIPE M'MUCTOR SHALL AT A MINIMUM. L-SE THE ON�.CALL LOCATE SERVICE AT (800) 424-5555. CONTRACTOR
&'0" VMJrY ALL UNDERGROUND U1110Y LOCAnOUS.WHICH UNIT MULTI -FAMILY BLDG.
RESTRA94T TO BE CALCULATED AT ARE MLy
eSOR WHICH MAY CONFUCT WITH THE
71500 POUP408 PER BOLT OR AS WORK HMN, AND SHALL 13E RESPOIiSIBLE FOWkEPAIR OF WHICH ARE DAMAGED AS A RESULT
RECOWAENDED BY ENGINEER. ALL -TH4- rvVm UNFORESEEN PHYSIC& CONINTIONS; IF CONTiAcToR ENCoumitis coNwnoNs r1E SITE -
I &A1rU1:1 rnX1(!TDH1`T1nX1 1X1('
RESTRAINTS AM TO BE CUM. TWO "r-4-ARE SUBSURFACE OR OTHERIUSE CONCEA-ED. UNKNOMNI 69 UNUSUAL IN NATURE. THEN HE
SI'VLL NOTVY THE ENGINEER AND O%AER IMMEDIATELY. CONTRACTOR SHALL, NOT PROCEED WITH F I
S. AU CONCRETE "DOW SIVU BE POURED AGAINLOT ORY, BWM AREA REQUIRED IN WMARE EgM SEPARATE BRUSH COATS OF ASPHALT
UNOMURBED SUBGRADE. TANI 13 W.SIM ON 20M POUNDS PER COATWG AS APPROVED BY THE 2r CONSTRUM. UNTIL APPROVED BY OWNER.
SQUARE I= ALLOWABLE WC SEARING, %V)MR SOL WILL THE SAFE SOL kMNO LOADS SH001 BELOW ARE
ENGINFER TO BE APPUED. A "JCH 658 GLEN STREET
FOR HOFdZONTAL THRUSTS WHEN THE DEPTH OF MINIMUNI CLEAYLANCE 15 REQUIRED
REQUIRE IRCMASED BEAR*4 AMA. WE SOL SEARING LOAD CHART COVER OVER THE PIPE EXCEEDS 2 FEET. LOCATION
CONCRETE CUM OFJOINTS AM ACCESSORIES. USIL BUM _-4 WAWA PIPE AND
FORMINOAS NECESSARY. bOL SA"_ SEARING LOAD COW-, �ETE. SOL$ IS TO BE
MMMUM 16 (3141 = AND HAVE A .. EDMONDS, V/A 98020
COWPACTED TO 95%. REBAR TO HE i-.,.
I HORMC*(TALANCHOR O-00040 CONFIGURATIONS FOR FITTINGS -.n
NOT SHOWN SHALL MVIE AMIROVAL OF THE P.UA *MUCK PEAT.
MINIMUNI 04NCH CLEARANCE FROM
SOFT CLAY, — — ------ 1,000
A
4. THE SQUARE FOOT APSM REQUIRED FOR BEARING ARE SAM SANDY SILT ...... ANY CONCRETE SURFACE.
CALCULATED SY THE FOLLOWM FCMULAB: SAND'iND Alto?—.
FORLJIULA AT TM A CAP OR PUAk SAND AND GRAVEL CEM ENTED W/ CLAY.__A
T-PA HARD bHAL.E__.._______.__.1 0 INSPECTION REQUIRED
T - K - BlEkMM AMA REQUIRED 04 SQUARE FEET KEYBILOIKK
F=I1ULA AT ALL PIPE 94IND& *IN MUCK OR PEAT. ALL THRUSTS SHAI BE RESTRAINED BY 7
- 2PA (SIN 112 ANGLI) WHERE ANGU PILES OR TM ROM TO KUD FOUNDAT)" OR BY R840VAL Of
DEGREE &ENOOFTH"MINO MUCK OR PEAT AND REPLACEMENT WtTH BALLAST OF I/ I
I ita W
T - K - SEARING AREA REQUIRED IN SO, FEET SUFFC:IENT STASKM TO RESIST PUM11C UTIL 01" SKAW COUNTY ZV� �w f, W
WHW.
T - THRUST w PaiNoe
KEY BLOCX M
P- TEST PRESSURE *1 PIN
THE IftSTALLATION Or A KEY BLOCK IS TO SE CONSIDERED ONLY FORTEMPORARY HORIZ THRUST
A- CRO"46ECTIONAL AREA Of PIPE MY 50. JNCH�"
X- ASSUMED 2= PW W& DEMINC. PRESSURE
L WRAP wrom mm w ic mL Ywxxest PRioR To BLOCK poLvL
SLOCJaNG FOR 5-10 YEAP-1. W THE PIPE1.941E 93 TO RE14AW A DEADEM OR AN BIL I DETAILS
EXTENS" 13 LIKELY TO BE MORE THAN 10 YEARS AWAY, THEN A STANDARD BLOCK
FOR CAP OR PLUO VALL BE WSTALLED. USE OF KEY BLOCK 18 TO BE APPROVED BY
THE DISTRICT.
7a 1 HE-VML4k U24K 1
JIMA 1
Vvl�,
5II)EWALr\
13 E ' �ON
EXIE� I
CURF7
2 *la-),-
Ti I3OTTOfvi OF
AFF,'OH
1 1 " I'm .1m,
EXISTING (8-1 23d) /DOWNSTREAM- 112.45 FT TO 8-1 24d
C8 THEN EAST 98.22 FT TO MH 8-5d
THEN NW 51.60 FT TO SHELL CREEK wnrl
RIM: 96.52
INV (IN): 89.9
INV (OUT): 139.
EXISTING—% DRIVEWAY AFRON 5LOFE 1-2%
12" CONC. INSTALL CUR13 RAW ON EACH
42.80 LN FT SIDE OF DRIVEWAY ENTRANCE GLENN STREET
05.04%
C13 #1 C)
A TYPE 1 — - — - — - — - — - — -- — - — - — - — - — -
EXISTING
C8 #A RIM: 97.79' \1 25.00' NOTE - THE CONTRACTOR SHALL REFLACE ALL
I INV: 92.92' nAhAAt-,pn rHPP,/ H-rT[:P Akir-)
59.60,
15ACK OF AFRON
ELEVATION 98.13
cErljrE_*l�lpjE
24"X24"X72"
ECOLOGY 13LOCK (TYF)
COMFACTED
FREE DRAINING FILL
SHORING DETAIL
SHORING DETAIL
114" = 1.00'
NOTICE:
DENNIS M. BURCE, P.E.
TO MO NITOR INSTALLATION
OF SHORING
h ivi: Z-10.00 Z�)IL./E"nUN no /M H
INIX/. 0 0 1 A 10) IDENTIFIED RY TWP CITV IKIC�Prf-TnP An jAc�fi-r
NOTE - THE CONTRACTOR SHALL REFLACE ALL'
DAMAGED CURD/GUTTER AND SIDEWALK WHERE
STORM LINE IN 13EING INSTALLED
EDGE OF
GARAGE 1)
GARAGE 5LA13
ELEVATION - 94.3
FILE
1" = 10.00'
DETEPJTIDIM
BYPASS
AREA
(SHADED)
6'ROCKERY
TO FROFO5ED SITE ONLY
ALLEY
50 50
IN4TALL CURD RAMF
(0 CORNER
LID: 100.00 PATUNI
INV: 94.42�
EXIeTING
FIRE
HYDRANT
EX15TINGI
116" STUD I
— - — -'102
__j
m
::�: (3)
Ml>
Lu
�J)
>
713
m —
104
QLU
F D C
05
INDICATOR (IF
HEC�E55AR)/)
106
[)[)C\/A
VAULT
NECCE55ARY)
L
(,IF
I!DU.UU'
6' KOCKERY RETAINS EX15TING CUT 5LOFE AND
DOES NOT 5UFFORT A SURCHARGE SEE DETAIL SHEET C3
C0rMSTRUCTl0r*J SF.QUEIMCF. 0 FE N 13113 L E
CHUKCH
I . r I KW.- I lUIN Witt I I INU -WN I A�_ I
CITY OF EDMONDS ENGINEERING INSPECTOR
425-771-0220
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES AND DETAILS
4. INSTALLATION OF ESC. DEVICES
5. INSTALL CI3 PROCTECTION
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
10. REMOVAL OF ESC DEVICIES
I I - INSTALLATION OF LANDSCAPING
APPROVED FOR CONSTRUCTION:
Is] I "N 0110 101
2- -111 -�00
LOT SIZE: 16,500 SQ FT
EXISTING IMPERVIOUS: 14,960 SID FT
PROPOSEOIMPERVIOUS AREA: 10,038
6�M - 09 c60 I C(� )
Ff
R, EC E I V F� 0
IJEJ�, I '1 20010
nEVEW,PMENT SERVICES Gll'�
i TY OF EMI.ONDS
SCALE: 1.0011 = 20.00'
EXISTING TOFO
FKOFOSED TOFO
SHORING
L r= CjE /v IS
ALL FAKKING UNDER
COVER -NO WATER GRADING: 2600 CUDIC YAKD5
QUALITY REQUIRED L_
WA
- 40 0 DRAINAGE ARKING, &
P
06 17405
PLOT PLAN
NAL I
MM
C\j
Q) cr)
.c (.6
cn't
c: Lo
w
Q0
C)
c\j
LO
L0
00
0
w
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cl:
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LO
Lo
-X
w 0
(j co
uj d
:� n'
LLJ
LLJ
Lu
00
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2K
Epp
tiXPIRES 12f23L_,j_p P_Lj
#5 - 40 GRAPE RE13AR
0 b" EACH WAY
7 RIGH DENO INTO WALL
8
KE13AR
12" HORIZ
12" VEFT
oil
ETAIL
GENERAL NOTES
1. All work and materials shall be in accordai ice wi I I I City of Edmonds S tanclards
and Specifications. and Washingtoll State Department of Transportation Standard
Specifications for road. bridge and 111LIllidpal C011SIrLictioll.
2. Temporaiy erosion/sedimentatiol, control measures shall be implemented prior to airy grading
of- extenske land clearing. These facilities shall be satisfactorily maintained Lintil collsti-LICtion
is completed and the potential for erosion is ruminial.
3. All pipe sliall be placed oil stable eai III- Or il if' 111C OPillioll of tile City Engineer, the existin.o
foundation is unsatisfactory. then the WlStlitable material shall be excavated and the void
backfilled with a free drainin .
,q granular mateiial. free of debris and clay.
STORM 5) STEM
4. All ,rates (inlet and catch basin) sliall be depiessed 0. 1 foot bel(-.iw pavement grade.
All catch basins to be type 1 "IlleSS Odlel-WiSt? 1101CLI.
The contractor shall be responsible (OradiLIA1110 all mailliole. inlet. arld catch basin franies
alld Ora[Cs to orade jUSt prior ILI pourill.0 of ctirbs and paving. All catch basins with a
depth ~r 5 feet to the flowline sliall be a T�pe 11 CB. All structures located 0LItside of the
right-of-way shall [lave locking lids.
Catch basin frame and grate shall be Cll�riipic Ivurldry part No. SM 50G, Herrinobone
pattern; part No. SM 5). thru-curb inlet: part NO Sni . 44. rolled curb type; of- other
approved e(pal: of- as otherwise called for oil ilic plails�
5. 1.101-111water retelition/cletention facilities 11111SI! Ile COIISII'Licted and maintained in
accordance with City of Edmonds requirements
6. All roa(f fills sliall be compacted to a 01 9306 Of niaxilllLml density when tested
USill" the modified proctor test. Compaction shall be accomplished in accordance witli
V
Section 2-03.3(14)C. Method B or C.
7. If cill and fill slopes exceed a rilaxii-I'll k1l One loot horizontal to two feet vertical.
a rock or concrete retaillillo wall will be requiml.
0
8. Appro\irmite locations of existill- (Itilitic, liaw been obtained from available records
and are shown for collverfielice. The'contractor shall be responsible for verifying the location
of all existino titilities "fietilel- sliOM' of- [lot. flie contractor shall call the Utility Locator
Service. I -SOO-4)4-5555. txvo woikin,o (111\S lViOr to allY MISIRICtioll.
9. The contractor sliall take all necessary 111-CCalitiOliS for Ilie safety of employees oil the
project alld sh,111 comply with all applicable Pro\ isions of Federal, State. and MILIflicipal safety
laws and building codes. He shall erect all(] properk maintain. at all tinies, as required by the
conditions and progress of tile work. all necessar\ 'afeguards for protection of workmen and
the public: shall post clanger signs warnino aoains . I knok'Vil Or LlIlListial hazards: and lie shall
de-sio I. � n' atioll )If
,flate a iesponsible member of his o oa i--
the prevention of accidents, the cOlistructioll site whose dUty shall be
10. The contractor shall be responsible for filaintainin.o and repairing asphalt and gravel SUrfaces
disturbed as a reAllt of this ColiSti-Lictioll until Ihe\ are accepted by tile public Works Department
of the cit�.
CONSTRUCTION SEQUENCE
PRE -CONSTRUCTION MEETING -CONTACT
CITY OF EDMONDS ENGINFFRING INSPECTOR
425-771-0220
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTF-S AND DETAILS
A. -LNSTALLATION OF ESC DEVICES
5. INSTALL CR PROCTECTION
6. GRADING ACTIVITIES
7. REFERENCE STARII 17ATION OF EXPOSED AREA
S. UTILITY ACTIVITIES
9. CONSTRI-ICTION ACTIVITIES
10. REMOVAI OF F Q QEVICIPZ
I I - INSTALLATION OF LANDSCAPING
5OL11)
LOCKING
L IP
TANK TOP VILE-W
FROF05EP 992
CUL31C FOOT
PETEHTION
TANK
P, F "_ 10 0.9 5
-APPER
50.00,
1.6816" PIA. ORI `L'-:6- MIN COVER
EL = 97.15 9,92 CU -T
REINF. (.-)�C-
6" F'N'C 3034 DETENTON TANK
TO 5TOFM (FOKM it) FLAGE)
5EWER,
.5LOPE 130TTOM 0 .05%
I E = 93.35 DETENTION TANK SECTION
..5171 " PIA. ORIFICE NTS
IE = 91.35
C6
FIN15H GRAPE
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
12" // \ C 13
MIN
EXISTING C13 #1
C13 #A TANK
TYPE 1 CONTROL STRUCTURE
RIM: 96.6B RIM-: 97-79' RIM: 100-95
''.IE: 93.35
INV: 92.14 1
INV: 92.92 (SEE DETAIL THIS SHT)
------ --------------- ------------------ - FIN15H GKADE
. . . . . . . . . . . . .
-------------- --------------------------------- ------ ........
------------------------------------------------
- ----- --- --- -----------
0
----------------
_w X -4
95 ------- -- ---- L_ - .12 % ----------- * 2'?-'7-- L L� 1. E. a
........ - --------------------------
------ ... ..... DETENTION TANK . . . . . . . . ... . . . . . . . . .
,Lr
---------------- -----
----------------------- ----------------- --------- - -----
-------------------------- ----------------- 7
-------------------------
- _ - - ---------
------------------ 1, , , .* I . 11 --------------------------------
-------------------------------------------------------------------------- 7 ------- ...... ---------------
...... -------------------------------- -------- ...... ...... - ----------
---------------------------------- -------------------------------------------------------------
------- --------------------------------------
------ ------------- ------ .......... ---------------------- ------------
--- -------- __ ----- -
85 --------------------------------------------------------------------------- * --- ------- * ------- - -
-------------------_-------- ------ - - -------------------------------------------- --------- .........................................
EXISTING --------------------------------- * ----- ------------------- - --- - --- *-*-*-,-,-* -------
------------------------ --- ------- - - --------- - ---
---------------------_------ . ..... ...... -------------------------------------------
-C ------ ------ ------ ---------------------------------
C13 #A ------ ------------------------- ---- ---
TYPE 1 C13 #2
RIM: 96.6B RI . M: 97-79' (CB-9)
INV: 92.14 1 NV: 9 2.9 2' RIM 94.35
�_� ------------- - ----------- * ------ - ----- - - ----- - - - ----- -------------- /INV: 93.35
100-
----- --- ----- - - ------------------- ----- - - - ---
-.7.7-7, ....... 7-7.7-1.771-1-1 ---------------------
...... . ...... ...... ...... -------------- ----------------- - \ - ----------- ........ ..... ..
------- -------- - --- ----
ZLP� I/E1W 7 - - -- -- - - - - - - -
L
--- - ---------------- -------
95 ------ -- ------ -0- ------- ------
------ ------ - ----- ------ - / ...... ------- ----
........ - --------------------------- -- ----- H- -F-F-& 'VIC-0. t2lb ............ ---------------------------------
...............
CL ------------- * ------ ..... ................
--------------------------------------------------- ------------------ ------ - -
-------- ---------------------------------------- -----------
- - - - - --- - - -
-----------------
------------------------------------------------------------------- - --------------- ............ -------------------
----------------- ___ --------------------------------------------- -------------------------------------- ---- -
------------------------------------ ......
--------------------------------------------------------------------------------------------------------
5 ---------------------------------------------------------------------------------------------------------------------------------------------------------------
8 -'- * - --------- ------------------------------------ * --------------- *-*-,-,-*- - ---- - --- * --------
------------------ --------------------------------------------------------------------------------------- __ ------------- -------- ------- - - ......
--------------------------------- ....... --------------------------------------------- ...... ...... ------------------------- ------- - -
------------- ...... ----------------------------------------------------------------- ...... -------------------- -- ----------- - -------
...... ...... ...... - ------------------- .......
------------------------------------------------------------------------------------- --------------------------------- ----------------- -- --------- --- ------
SYSTEM
PROFILE
EQUIREMENT
APPROVED FOR CONSTRUCTION:
CITY ENGINEER
-/VIOL)
DATE
1EXPIRES 12/231 &CO-t I
20'- 0" HRIf
10'- 0" VERT
RECEIVEL'
20,UO
UEVELUP6�111 ';/�MXCES CTR.
CITY OF EDMONDS
W _j
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C�
8/2B/2000
REVISIONS:
10/30/2K
'I 1/30/2K
1 2/1 3/2 K
limit
NOTE: ONLY -1-0 1-1�3EI) WHERE FONPING OF WATER
A[3CVE THE (-1,1`\TCH DAGIN WILL NOT CAU5E
TRAFFIC Fl`off�LEM5 AND WHERE OVERFLOW WILL
�2)
y
NOT RE5U I � I- I I I ER05ION OF 5LOFE5.
�1/v ID
-1c, /0a /00,
0,
.......... OP
A - A FILTU,' FA[3RIC 4-
0
�T . . '7:17'
FROTECTION . . . . . . ...... So/
11 1 FF� FA[3PI(-:
7/�Y' WASHEP
361,
— — — — --- 4p-
51JF,Y FIL-rFF FAr5F.I;
IN GRAVEL-LIHEF) ITT 0" O.C. 4/ ZEILIPY DOTTOM OF FILTEP,
FAF-EIG IN TfZENCH
FILTER FEPJCE DETAIL.
NO 5CALE
2X2 OF
4'- 0" OR DETTEF
F11 TFF FAf3PlC,\
2" - 4"
% F OUAFPY
5F.ALI-5
ROCK CHECK DAM SECTI101
NO ,-3(-ALE
- - — -1 1. �� .. , .. ...
R=25' MIN.
12" MIN.
4" - 8" OUARRY 5FAL5
FROVIDE FULL WIPTH OF INGRE55/ EGKE55 AREA
TEMPORARY
ROAD ENTRANCE DETAIL
TEMPORARY EROSION/SEDIMENTATION CONTROL NOTES
0
-- — - — - — - — - — -- -- — - — - — -
GLENN STREET M-H
LIP: 100.00 PATUM
X 99.44 INV: 94.42
EX15TING 51PEWALK
FILTER FENCE/
<
LLJ
C�l
X
LLJ
106 ALLEY
1. Maintain natural vegetation for silt control where possible.
2. Temporary erosion sedimentation control facilities shall be constructed by placing siltabon
control filters around swales (natural or manmade) and shall be maintained in a satisfact-Cry
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 BMPs, 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 thrcugh
September 30)
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, iiroited
to one route. Access points shall be stabilized with quarry spalls or cruched rock to mill(rizE: the
tracking of sediment onto public roads. If sediment is transported onto a road surface. Lhe roads
shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling
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 BMPs shall be regullarly
inspected and maintained by th owner to ensure continued performance of their intender] 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 construc�ted
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 made operable during
construction shall be protected so that storm water runoff shall not enter the conveyance system witi-iout
first being filtered or otherwise treated to remove sediment.
9. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties.shal be prOtE3cted
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.
APPROVED FOR CONSTRUCTION:
......... 11:�� /Z
-rE
CITY ENGINEER DA,A-
DRAINAGE MATERIAL5
TO CON515T OF CLEAN
ANGULAR 4-2" 5FALL5, OR
OTHER MATERIAL, AFPROVED
5Y THE GEOTECHNICAL
ENGINEER
5URFACE 5EAL: MAY CONS15T
OF WIFERVIOUS 501L OR A FINE
FREE DRAINAGE GRANULAR
MATERIAL.
UN015TURDED FIRM NATIVE 501L
0
DRAINFIFE: 4" MIN. DIAMETER,
FERFOKATED OR 5LOTTED
RIGID FLA5TIC A05 FIFE LAID
WIITH A FOSITIVE GRADIENT TO
DISCHARGE UNDER CONTROL
WELL AWAY FORM THE WALL
1111111tiltimillieffil F-111-TER-F-ENCE-7
LEGEND
E 11133 1:3
MIN!
N
2 SCAI LE:
1.00 20.00'
X
< 1�
M IN LU
C�
J)
R, E C E VV E
DE51GNATES 51ZE OF ROCK
FEQUIRED I.E. 4 MAN. 01C 1 2000
�J
IT VIGEq CTTI-
�IEVELOI`Aib' S�P'
MIN WIDTH OF KE(WAY EXCAVA-rioN. w. CITY OF EI)KiONIDS
5HOULP 5E EQUAL TO THE THICKNE55
OF THE DA5AL ROCK( 5A DETEKMINED
13Y GEOTECHNICAL ENGINEER'5 PE51GH)
KOCK FLU5 [3. --------------
y
WALL SECTION
5CALE:1/2"=1'
*01 WASq
e EROSION CONTROL,
b, 00
4t 17405 Ar PLAN & DETAILS
ONAL
F2:P11ES 11
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2 K
�1111`- M1
4 0
EXISTING (8-123d)
C8
RIM: 96.52
INV (IN): 89.98\\
INV [OUT): 89.34
/DOWNSTREAM 112.45 FT TO 8-1 24d
THEN EAST 98.22 FT TO.MH 8-5d
THEN NW 5 1,60 FT TO SHELL CREEK
EXI5TING---\\
12" CONC.
42.50 LN FT
24"X24"X72",
ECOLOGY 13LOCK (TYF)
COMFACTED
FREE DRAINING FILL
SHORING DETAIL
1/4" 1.00'
UNP15TUP15ED 50 LEVEL DA5E
SHORING DETAIL
114" = 1.00'
NOTICE:
DENNIS M. BURCE, P.E.
TO MONITOR INSTALLATION
OF SHORING
r')P I UM A I A\/ A t�,Pnk I r- I nV� - 1 1)
10 1 =4 k0k,",
-0 al
(CC!NA2,Nrq:2l/rZp3 E CONDONI-11AVITU10
/-\LLEY
1. PRE -CONSTRUCTION MEETING -CONTACT
CITY OF EDMONDS ENGINEERING INSPECTOR
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
8. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
10. REMOVAL OF ESC DEVICIES
11. INSTALLATION OF LANDSCAPING
APPROVED FOR CONSTRUCTION:
150.00,
6' ROCKERY RETAIN5 EX15TING CLIT!5LOFE: AND
DOE5 NOT 5LIFFORT A 5URCHARGE 5EE DETAIL 5HEET C3
LOT SIZE: 16,500 SO FT
EXISTING IMPERVIOUS: 14,960 SO FT
PROPOSEDI M PERVIOUS AREA: 10,038
APPROVED BY ENGINEERING
Date: 11;71VI
I
IN�TALL CUR13 RAMF
01 ORNER
H
Llu: 100.0 DATUM
INV: 94.42
--�loo
EXIC-TING
FIRE
HYDRANT
EX15TINJ
611 5TU 13
.102
m
>
70 Z
>
>
7z
m
;7a-
104
-FPC
�F'05T
INDICATO�
(IF
,NEC�E55ARY)
1106
rIF' NECCE5�)ARY)
SCALE: 1.0011 = 20.00'
ALL FARKING UNDER
COVER -NO WATER
OUALITY REQUIRED
ul I Y tl\IUII\4t:th
511) EWA L r,
[3EYONR
EX15TING
c u P, 13
FOUNDA
WALL
EXISTING (8-123d) DOWNSTREAM 112.45 FT TO 8-1 24d
CB /THEN EAST 98.22 FT TO MH 8-5d
RIM: 96.52 THEN NW 51.60 FT TO SHELL CREEK CR Eq-,2,rr,.fM7DE
INV (IN): 89.98 50i 30
INV (OUT): 89.34\
EX15TING-----\\
12" CONC.
42.80 LN FT
9 5.04%��
7W$ A0 ^004 51Z7,e4Avl"
4�'�c
13ACK OF AFRON
ELEVATION 98.13
130TTOM OF
AFKON
CEkT-E�_Lj-kE-
24"X24"X72"
ECOLOGY DLOCK (TYF)
COMFACTEP
FREE DRAINING FILL
5.00'
SHORING
DETAIL
1/4" 1.00'
e/ee
UND15TURDED 507�
LEVEL bA5E
SHORING DETAIL
1/4" = 1.00'
NOTICE:
DENNIS M. BURCE, P.E.
TO MONITOR INSTALLATION
OF SHORING
DRIVEWAY AFRON 5LOFE = 1-
EDGE OF
GARAGE POO
GARAGE HAD
ELEVATION - 94.
1" = 10.00'
DETEPJTIOPJ
BYPASS
AREA
(SHADED)
61ROCKERY
17
Grl.FNNSTRFF.T
16 15 14 15
021111 m
150.00,
6' ROCKERY RETAIN5 EX15TING CUT 5LOFE AND
POE5 NOT 5UFF'ORT A 5URCHARGE 5EE DETAIL 5HEET C5
OFEN 13113LE
CHURCH
1. PRE -CONSTRUCTION MEETING -CONTACT
CITY OF EDMONDS ENGINEERING INSPECTOR
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
10. REMOVAL OF ESC DEVICIES
1 1. INSTALLATION OF LANDSCAPING
APPROVED FOR CONSTRUCTION:
LOT SIZE: 16,500 SID FT
EXISTING IMPERVIOUS: 14,960 SID FT
PROPOSEDIMPERVIOUS AREA: 10,038
APPROVED BY ENGINEERING
Date: '�17 /,:
I
IN�TALL CURD KAMF
9
JORNER
_ LIP: 100.Op PATUM
'�NV: 94.421
--�loo
EXIc-TING
FIRE
HYDRANT
EX15TINJ
C�TH R
102
m Qp
m
>
73 Z
::E Q?
>
713
104
-FPC
�F'05-_
INDICAT04 (IF
,NEC�E55AKY)
k7l
110(a
[)-[)CV-A VAUL'I'-
(,IF NECCE5 ARY)
N
SCALE: 1.00'1 = 20.00'
EX15TING TOFO
FROF05EP TOFO
P Tol'o
5HOKING
LEGENLD)
ALL FARKING UNDER
COVER -NO WATER [GRADING: 2600 CU131C YARP5
QUALITY REQUIRE[)
� wal
1904111,111111111-1
PLOT PLAN
t oll.-I
WEFT. D
2001
(D
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= co
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2K
09/04/01
cmw I
CITY ENGINEER
HERMIT COUNTER
0
PROPOSED 11/4" MPE SVC &
9 METER MANIFOLD
SEE WO. #107011968
FOR METER DETAIL
E.O.M.
1281Y I ------ S C/L
GLEN ST
60' R/W
EX. 2" STW-IP 22'S (CP)
71C-054
. Z
658
GLEN ST UJ
CREEKSIDE CONDO'S >
LINING
ALLEY
Z1 5'_
z 14
a.
RETIRE EX. I" STW SERVICE AND
REPLACE WITH NEW 11/" MPE SERVICE
TEST & TIE OVER TO AEW MAIN
INSTALL VALVE FOR SERVICE
657
HOLY ROSARY
CHURCH
FITTER (CHECK BOX IF COMPLETE)
Work area left In Clean & Safe condition 1:1
Complete all Pipe Tables and Gas Pressure Sta 1771
Field changes Red -Lined on as -built
Material verified and Chanae noted on paperwork
All Valve & Tie-in Location noted on as -built 171
Note beginning of Main, EOM & Line of Main locations 171
Show Rope Locations & Cul-de-sac Radius 171
Foreman's Signature
Company Employee ID#
DALEY
j�
ST
CJ
PROPOSED. 2" MPE-IP MAIN
----- IS C/L
2" B/O STOPPER
2" X 90 WELD ELL
T/L WIRE & BOX
22'E, 146'S C/L
(2) 3'X 5' CUTS
Owner/ Developer Contact Info
MICHEL CONSTRUCTION
7907 212 ST SW
EDMONDS,WA 98026
425-776-2211
GAS MAIN INSTALLATION RETIREMENT
I / R
SIZE
PROP -FT-
ACTUAL FT.
TYPE
MANUFACTURER
1
211
150,
MPE
'NOTIF
PROJECT PHASE
6RDER #
GAS MAIN
X022424912
107011559
IND MTR
SERVICE
X888158334
106070300
GAS MAIN PRESSURE & TESTING
TYPE TEST:
PRESSURE;
TESTED BY:
DATE ON:
TIME ON:
DATE OFF:
TIME OFF:
DESIGN: PSIG
SYS MAOP: 45 PSIG
CONSTRUCTION COST CODES:
011-103-1
STANDARD NCC GAS CONSTRUCTION NOTES:
1. FIELD LOCATE ALL UNDERGROUND UTILITIES. CALL "ONE- CALL"48 HOURS
PRIOR TO CONSTRUCTION9 1-800-424-5555.
2. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS
AND GAS STANDARDS PROCEDURES MANUAL.
3. INSTALL MAIN VALVES OUT OF TRAFFIC WHERE POSSIBLE.
4. ANY CHANGE IN ROUTE9 TIE-IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE
APPROVED BY PSE REPRESENTATIVE.
5. COMPLETE OPIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE
FACILITIES. CHECK BOX ON REPORT FOR WIRE BOX (TEST LEAD
INSTALLATION.
6. INSTALL ONE POUND ANODE.FOR EVERY 1000' OF LOCATING WIRE. INSTALL
ANODE AND TEST LEAD WIRES PER PSE GAS OPERATING STANDARDS 14.2 AND
14.5.
7. MAINTAIN CATHODIC PROTECTION FOR STEEL MAINS BY THE USE OF
CONTINUITY BONDS OR OTHER MEANS DETERMINED BY THE PSE CORROSION
ENGINEER PER PSE GAS OPERATING STANDARDS 10.3
8. INSTALL ANODES AND TEST LEAD WIRES AS REQUIRED PER PSE GAS
STANDARDS PROCEDURES P0201 AND P0303 AND PSE GAS OPERATING STANDARD
10.2. TESTLEAD WIRES ARE REQUIRED ON ALL TRANSITION FITTINGS.
9. REFER TO PSE GAS OPERATING STANDARD 6.8 FOR MAIN AND SERVICE COVER
REQUIREMENTS.
10. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS
OPERATING STANDARDS 6.14 AND 6.17.
11. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200
TECHNIQUES FOR TEMPORARY EROSION AND SEDIMENT CONTROL AND ANY ADDITIONAL
LOCAL JURISDICTION REQUIREMENTS.
12. COORDINATE WITH CORROSION CONTROL -ED VOOGT AT 206-396-2799.
PROJECT SITE
VICINITY MAP
NOT TO SCALE
0
4
0
..11
Project Manager Contact Information: DOUG USITALO
Office Phone 206-418-4236 CALL 1 -800-424-5555
Ce# Phone 425-327-3451 2 BUSINESS DAYS BEFORE YOU DIG
THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES
5
REAL ESTATE/EASEMENT
NOT REO'D
PERMIT
EDMONDS
A
3
FUNCTION
CONTACT
PHONE NO
DATE
2
1
_REV#
PROJECT MGR:
D. USITALO
(206) 418-4236
ENGR - POWER:
DATE
BY
DESCRIPTION
ENGR - GAS:
COUNTY
SNOHOMISH
EMER SEC
5
Work Center
MCNSEG
DRAWN BY:
PHUONG DAD
(206) 418-4218
08/22/01
CHECKED BY:
C. WOOLERY
(253) 476-6300
08/29/01
1/4 SEC
SW-24-27-03
OP MAP
160-0662
PLAT MAP
162-066
APPROVED BY:
D. USITALO
(206) 418-4236
09/19/01
FOREMEN #1:
U-MAP# (POWER)
CIR MAP#
CIRCUIT#
FOREMAN #2:
I MAPPING:
JOINT FACILITIES
ARRANGEMENTS
UTILITIES
CONTACT
PHONE#
PUGET
SOUND
ENERGY
DESIGNED BY PILCHUCK CONTRACTORS, INC.,
GAS MAIN EXT. & SVC
658 GLEN ST
(CREEKSIDE CONDO'S)
SAP SUPERIOR ORDER#
107011559
SAP SUBORDER#
SCALE: 1 50
-----------------------------
GLEN"T'N STREEr"
r_ul)vlr
150.00'
ALLEY
5HORT
13ENCH
I
I
zi
ZI
zi
11% 1 A
I 1w. I
ilN - -q%kLAN
LIGHTI"k �rG - _iw"
"L`rANDSCAl'll"/
SCALE: 1"=20'
------------
/0+00 GLENNSTIR"EET
INTERSECTION OF DRIVEWAY
AND CENTERLINE OF
RIGHT-OF-WAY X 9b.02
97 7g'
EXII_
DRAINAGE 5Y5TEM\KlM: 9&.52
FORN-W
wit
MH
0
LID: 100.po
INV: 94.4p
-- — - — - 100
-Zll 102
--W'104
1--n loro
SCALE: 1"=20'
EXL15TING TO FO
_or P To
PROPOSED TOPO.
A
N
L__
PLANTING 5CHEbULE
(D AZAELEA 5GALLOl
T5UGA MEPTEN5fANA/MOUNTAIN HEMLOCK 6�121
PINUE, NIGPA /AUSTFIAN PINE 20'
A-CERCIPCINATUM /VINE MAPLE
MALU5 FLOKII3UNDA'DOLGO`/ PINK DOGWOOD
ACEP PU13RUM'AUTUMN BLAZE'/ MArLE
THLIJA PYPAMIDAL15 / PYPAMIDAL15
POCKEPY
0 VI5UKNIUMI DAVID/ V113UKNIUM 2 GALLON
RHOAPENDRON/VNIQUE' 24�`30"
CH015YA TEKNATA/ MEXICAN UKANUt 5 GALLOJ
VINCA MINOP 4" POTEWMY'O.C.
LAWN
AFCT05TArHYLOS UVA-UK51/ KINNIKIN14ICK 4"POT5/24�'O.C.
PAVEP5 OP DECOPATIVE CONCPETE
0 PAVER5
TRA5H ENCL05UPE TO BE 5URROUNDEP BY &CEPAP FENCE
�1_ m __ ad
60 WATT PORCH LIGH
- 0 V'
0
T
rHEIGHT 68"
G
5 5TY 4�
TYLE #5L 9486-62
L
I Y 0� C
7
DY THOMAS LIGHT'JIN
00
1. LOTS 16,17,18,19, & 20 IN BLOCK 102 OF PLAT OF BRACKETT'S FIRST ADDITION TO EDMONDS, ACCORDING TO PLAT
RECORDED IN VOLUME 8 OF PLATS AT PAGE(S) 47, IN SNOHOMISH COUNTY, WASHINGTON .. 4
2. PROPERTY TAX ACCOUNT NUMBER: 3957-102-016-0003 ICU z
3. VICINITY MAP (SEE TIES PAGE)
u
4. NEW CONSTRUCTION FOR 9 UNIT CONDOMINIUM AT 658 GLEN ST EDMONDS, WASI-HNGTON 98020
5. OWNER: MICHEL CONSTRUCTION INC. - 7907 212TH ST. S.W. #102 EDMONDS, WA. 98026 776-2211
6. CONSTRUCTION DRAWING: MICHEL CONSTRUCTION, INC. 7907 212TH ST. S.W. #102 EDMONDS, WA. 98026 7
7. STRUCTURAL ENGINEER: REED & ASSOCIATES, PS 8311-212TH ST. SW. EDMONDS, WA. 98026 778-2793
8. CIVIL ENGINEER: DENNIS M. BRUCE, P.E. P.O. BOX 55502 SHORELINE, WA. 98155 546-9217
SEP 2 8 2oog
9. GEOTECHNICAL ENGINEER: DENNIS M. BRUCE, P.E. P.O. BOX 55502, WA. 98155 546-9217 z
00
'10. LEAD DESIGN PROFESSIONAL/CONTACT PERSON: DWIGHT MCGREW 776-2211 BUILDING Dep-r.
11. ZONING: RM 1.5,16,500 SQ.FT. LOT SIZE 45% LOT COVERAGE = 7425 SQ. FT.
12. ACTUAL LOT COVERAGE = 7414/16,500 = 45%
0
13. MECHANICAL SYSTEM: FORCED AIR RHEEM 80% GAS RADIENT HEAT RGDG-05,50,000 BTU u
14. WIND EXPOSURE B, SEISMIC ZONE 3, SOIL: 200OPSF
15. OCCUPANCY: GROUP R, DIVISION 1, AND GROUP S, DIVISION 3, AND GROUP A, DIVISION 3, TYPE V/1
OCCUPANT LOAD: 147,37 EACH FLOOR
16. COMPLIANCE PATH: COMPONENT PERFORMANCE APPROACH OR PRESCRIPTIVE GLAZING 12-08% AVE
17. GLAZING U VALUE =.380, DOOR U VALUE =.400, CEILING R VALUE=38, WALL R VALUE=19f SLAB R VALUE=10'�z
18. COMPLY WITH UBC 97, UPC 97, UMC 97, UFC 97, VIAC 97, AND WSEC. WAC CHPT 51.20.3100, ECDC 19.90-19.96 ;7,
19. LOT SLOPE = 6% N-S
20. DRIVEWAY SLOPE = 7.5%
21. GRADING YARDAGE = CUT DEPTH 9.5 X BLDG FOOTPRINT 7426 SQ. FT. 27 2600 YDS
22. CA FILE NUMBER 99-18
23. ADB NUMBER: 2000-44
--24.-SET BACKS:-ST-REET 15'(2), SIDE 10'(2)
25. IMPERV. SURFACE AREA: DRIVEWAY 1905.58 SQ. FT. BUILDING 7426.00 SQ. FT. = 9331.58 SQ. FT
26. HEIGHT CALCS: AVE. GRADE = (A 104.34'+ B 104.60'+�C 106.95'+ D 105.44'3)/4 = 105.33' , TOP PLATE =130.33, MAX RIDGE 135.33.
27. PARKING SPOTS REQUIRED: 18, PROPOSED: 18, ONE MUST BE HANDICAP ACCESSIBLE.
28. ANY NEW G.E. ELECTRIC DRYER VENT PER MFG SPECS.
29. FIRE ALARM SYSTEM REQUIRED.
STEM R-EQUIRED=O-U—(:�-H-0-U-T-9-U-I-LDIN-
30.9-3 NFPA-13R SPRINKLER SY G PER UBC_904,13_,_______
31. HANDICAP RAMPS W/ SLOPES OF 1:20 OR GREATER SHALL HAVE HANDRAILS AND EDGE PROTECTION PER z <
UBC 3106 (h) Lu 3::
32. SPECIAL INSPECTION REQUIRED: (1) SOIL CUTS (2) FOUNDATION SUBGRADE VERIFICATION, (3) PLACEMENT
OF SHORING (4) RETAINING WALL OR ROCKERY PLACEMENT (5) ANY FILL PLACEMENT (6) SUBSURFACE
DRAINAGE INSTALLATION (THE ABOVE SPECIAL INSPECTION ARE AS REQ'D IN GEOTECHNICAL REPORT U
DATED 8/30/00 BY DENNIS BRUCE, P.E. (7) WELDING (WABO CERTIFIED ONLY) (8) STEEL FIELD WELDS, z
(9) GEOTECHNICAL CONSULTANT REQ'D.
33. SEPERATE PERMIT REQ'D: (1) PLUMBING (2) MECHANUCAL (3) FIRE ALARM (4) FIRE SPRINKLER
34. FLAME SPREAD FOR ENCLOSED VERTICAL EXITWAYS 0-25 CLASS 1, OTHER EXITWAYS 26-75 CLASS 2,
ROOMS OR AREAS 76-200 CLASS 3.
35. PROIDE F&T STOPS PER UBC. 714
36. DATUM POINT: SAN SEWER NUN HOLE IN THE MIDDLE OF 7TH 100.00'
37. MAX HEIGHT-30', MEASURED FROM AVERAGE ELEVATION OF UNDISTURBED SOIL AT CORNERS OF EXTENDED
BUILDING RECTANGLE, SUBJECT TO FIELD CHECK BY BUILDING DEPARTMENT
38. TRANSIT SHALL BE SET UP FOR INSPECTOR AT FRAMING INSPECTION TO CHECK HEIGHT OF STRUCTURE.
39. LOT LINES STAKES MUST BE IN PLACE AT TIME OF FOUNDATION INSPECTION
40. ADDRESS NUMBERS (6" HEIGHT ON APPR. CONTRASTING BACKGROUND) SHALL BE POSTED PLAINLY VISIBLE
AND LEGIBLE FROM STREET OR ROAD FRONTING PROPERTY.
41. PROVIDE FIRE ESTINGUISHERS PER UFC standard 10-1
42. ALL NEW EXTENDED, RE -BUILT OR RELOCATED ELECTRICAL UTILITY AND.OR SERVICE SHALL BE PLACED UNDERGROUND
42. ACCEPTABLE TIGHTLINE MATERIAL SCH 40 PVC OR EQL--IV, SDR 34 (ASTM D3TM D3034)
43. ANY REQUEST FOR MODIFICATION, VARIANCE OR OTHER ADMINISTRATIVE DEVIATION (HEREINAFTER "VARIANNCE)
MUST BE SPECIFICALLY CALLED OUT AND IDENTIFIED. APPROVAL OF ANY PLAT OR PLAN CONTAINING PROVISIONS 0
WHICH DO NOT COMPLY WITH CITY CODE AND FOR WIMCH A VARIANCE HAS NOT BEEN SPECIFICALLY IDENTIFIED, RE-
QUESTED AND CONSIDERED BY THE APPROPRIATE CITY OFFICAL IN ACCORDANCE WITH THE APPROPRIATE PROVISION
OF CITY CODE OR S TATE LAW DOES NOT APPROVE ANY ITEMS NOT TO CODE SPECIFICATION.
44. PLUMBING FIXTURE COUNT: WATER CLOSET-21, DISHWASHER-9, CLOTHESWASHER-9, TUB-18, SINK-18, SHOWER-9, LAVATORY-30
z
HOT WATER TA_ NK-18, EXPANSION TANK-18, FLOOR DFAIN-9, BACKFLOW PROTECTION DEVICE-1, PRESSURE REDUCTION -0
VALVE-1, GREASE TRAP-0, WATER SERVICE LINE-1, HOSE BIB-14, DRINKING FOUNTAIN-0, BIDET-0,URINAL-0.
45. ALLOWABLE AREA CALCULATIONS: (22,242/42,000(R-I)=,.53) + (7390/56,000(S-3)=.13) =.66, O.K. LESS THAN 1.
TT T T 1� C")
A BL.ru OF
'"S
CONIENrl
COVER SHEET:
Fl SITE PLAN & bUILDING HEIGHT CALC5
VICINITY MAP
FLOOR AREA SUMMARY
PROJECT INFORMATION
LANDSCAPE & LIGHTING PLAN
PLANT 5CHEDULE
ARCHITECTURAL:
Al ELEVATIONS
A2 GARAGE FLOOR
A5 FIRST FLOOR PLAN
A4 SECOND FLOOR PLAN
A5 THIRD FLOOR PLAN
A(o--& ELEVATOR DETAILS
A9-11 ARCHITECTURAL DETAILS
STRUCTURAL PRAWING5:
01 STRUCTURAL NOTES
52 FOUNDATIONS
53 FIRST FLOOR FRAMING PLAN
54 SECOND FLOOR FRAMING
N
55 THIRD FRAMING PLAN
56 ROOF FRAMING PLAN
57 DETAILS
58 DETAILS
59 DETAILS
510 DETAILS
CIVIL DRAWINGS:
Cl STORM DRAINAGE, EROSION
C2 51TE CK055 SECTIONS
u
9.21.00
REVISIONS:
,� —I U
C/b
vzscslvst)
SEP 2 NO
5u DEFT'
do
EXISTING (8-1 23d) 'DOWNSTREAM 112.45 FT TO 8- 1 24d RIM
CEI THEN EAST 98.22 FT TO MH 8-5d
RIM: 96.52 THEN NW 51.6D FT TO SHELL CREEK
INV (IN): 89.98
INV (DUT): 89.34
SIDEWALK
13EYON IfACK OF AFRON
EX15TIN(� ELEVATION 98,15
Cupff,
SL
13OTTONd OF CEAJTER LIPJE
AFRON
I
6
5.00,
�TACII !-.� 1 11
Ju '00
EXISTING DRIVEWAY AFRON 5LOF'E
12" CONC. —A INSTALL CURD RAMF ON IiXCH
42.80 LN FT SIDE OF DRIVEWAY ENTRANCE
GLENN STE FFT
A- — - — - — - — - — CB #1 IN6TALL CUP,[3 RAMF
EXISTING TYPE 1 — - — - — - — - — - — - R__�OKNEK
RIM: 97.79' 1
CB #A I V:, 92 92' 25.00' NOTE THE CONTRACTOK SHALL KEFLACE ALL tq
rillvi: -JtD.tDti DAMAGED CUP,13/GUTTEP, AND SIDEWALK AS
INV: 92.14 IDENTIFIED 13Y THE CITY INSPECTOR ADJACENT /MH
TO FROF05ED 51TE ONLY
LID: 100-00 PATUNI
X 985') X 99.44 INV: 94.42
=.oz
NEW SIDEWALK X 99.23
moss-
---too
10 1:20—)'-
1:20
DETENT10 EXISTING
Ld
NOTE THE CONTRACTOR SHALL REFLACE ALL < PJK 00 FIRE
DAMAGE[) CUR13/GUTTER AND 51PEWALK WHERE TA_ v
< Lu HYDRANT
Lu
STORM LINE IN 13EING INSTALLED 0 A CONNECT
R WN5FOUTE) K,, EXISTING'
C�l
4' ROCKE
1/6" STUD
C.
59.60, INIS
W EEL .102
LOD
06 5 0 FS I;Lpv: 102.3:
EDGE OF m
C 0
.0
1 2 5 6 z� m
/GARAGE DOOR\ DETENTIOM
m>
< 7q Z
BYPASS C13 #2 3�:
GARAGE 1) R A I N w >
AREA (CB-9) 15.00' ::�E QP 713
94.35 OIL/WATER 5EF. >
(SHADED) RIM
m
0 13 TO SANITARY SEWER
GARAGE 5LA[3 INV: 93.35
4
ELEVATION - 94.35
U 1\1 D QUILDING PAr'___,j,,/II\jG
61 ROCKERY/ \TROUGH
cnl D R A I N5 18�.50'
�FPC
15 14 13 05- 1
17 16 NDICATO� (IF
12
DRIVEWAY. PROFILE FIRE NEC�E!55ARY)
1101 OME5'r
jjjjjj�
10.00' i J 4
F
24"X24"X72"
ECOLOGY 13LOCK (TYF)
COMFACTED
I FREE DRAINING FILL
SHORING DETAIL
1/4" = 1.00'
NOTICE:
DENNIS M. BURCE, P.E.
TO MONITOR INSTALLATION
OF SHORING
7
:106
FATIO 102 K)
-7 F�A, TIO CVA VAULT
(.IF'NIHCCES5ARY)
------------- __ ......
-----------------7-7----
ALLLY
750—oo,
6' ROCKEKY�j-,KETAIN5 EX15TING CUT 5LOFE AND
DOES NOT 5UF'FOFT A SURCHARGE SEE DETAIL SHEET C3
OFEN 13113LE
I F-CC)N],;T H(-Tl(lt\l NAr_r_Tl&I(-_ i—nKl k-/ F] U r-\ (-,. rl
CITY OF EDMONDS ENGINEERING INSPECTOR
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
10. REMOVAL OF ESC DEVICIES
1 1. INSTALLATION OF LANDSCAPING
APPROVED FOR CONSTRUCTION:
Lei I VA a" al- 9-1101 Il: I a - mall
2-
LOT SIZE: 16,500 SID FT
EXISTING IMPERVIOUS: 14,960 SQ FT
PROPOSEDIMPERVIOUS AREA: 10,038
R F_ C: FE, I V rF I- T
20011
X A)
DFVEt OPME TS VICES ('Tl*.
TY OF E ONOS
N
SCALE: 1.0011 = 20.00'
EXISTING TOFO
FROFO5ED TOFO
SHORING
L E6E/v)�
slow
ALL FAKKING UNDER
COVER -NO WATER !GRADING: 26OOCU13ICYAKD5
QUALITY REQUIRED I_
M.
Ir WAS
0- iat, DRAINAGE, PARKING,. &
J7405 4V
ONAL PLOT PLAN
r�_
L_ T_
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Lo
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Lo
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2K
DATE
#5 - 40 GKAPE KEDAK
0 8" EACH WAY
KIGH DEND INTO WALL
. REDAR
12" HORIZ
12" VERT
ma JI
GENERAL NOTES
I. All work and materials shall Lie in accoi dance with City of Edmonds Standards
,in(] Specifications, and Washington State Pepartment of Transportation Standard
Specifications for road, bridge and municipal construction.
2. 1 emporary erosion/sedimentation control ineaAll-eS sliall Lie implemented prior to any grading
oi extensive land clearing. These facilities shall be satisfactorily maintained Until ConStruCtioll
is completed and tile potential for erosion is mininial.
3. All pipe sliall be placed on stable eai Ill, or it ill [lie opinion of tile City Engineer. the existing
foundation is umatisfacti-m-y. then the (111SILlitable material shall be excavated and the void
backfilled with a free draining gramilar material. free of debris and clay.
SlORM SYSTEM
-1. All ,rates (inlet and catch basin) sliall be depressed 0. 1 foot below pavement grade.
0
All catch basins to be type I unless otherwise noted.
The contractor sliall be responsible fOl. adjUSH110 all manhole. inlet, and catch basin frames
0
and orites to grade iLlSt prior to p0l.irinlo of cuibs and paving. All catch basins with a
depth Over 5 feet to the flowline sliall be a IN lie 11 CB. All StrLICtures located OLItside of the
riolit-of-way shall have locking lids.
Catch basin frame and grate sliall be 01�mpic Foundry part No. SM 50G. Herringbone
pattem; part No. SM 52. tIll-LI-curb inlet: part No. Sill 44. rolled curb type; or other
appioved eqUal; or as otherwise called tor on the plans.
5. Slorinwater retention/detention facilities inust be constrLICted and maintained in
accordance with City of Edinc.,nds requirements.
6. All road fills shall be compacted to a minimum Of 95�/t, of maxinlLim density when tested
1.1sill" [lie modified proctor test. Compaction shall be accomplislied ill accordance with
Section -1-03.3(1 4)C. Method B or C.
7. If CLIt and fill slopes exceed a maxil"U'll Of one lot. -It horizontal to two feet vertical,
a rock Or concrete retaining Wall Will lie I 0(111il Cd.
S. Approximate locations of existing unlitic., have been obtained froill available records
,in(] are shown for convenience. Tile comractor shall be responsible for verifying the location
Of all CXiStillO Utilities whether shown Or not - The contraclor sliall call the Utility Locator
0
Service. 1-800-424-5555. two workino tla\s prior to any construction.
I .
9. Ihe contractor sliall take all necessar\ piccautions for the safetyof employees oil the
proicct and shall comply %\,itll all applicable pi ox isions of Federal, State. and Municipal safety
lak% s and building codes. He sliall erect in(] properly maintain. at all tinles, as reqUired by the
Conditions and progress of the \%ork. all necessary safeguards for protection of workmen and
the public: shall post danger sions %%arniii,, a�,.ainst kno%�Vfl Or 111111SLial hazards: and lie shall
desionate a responsible nienibei (it his oi ��am-aticin oil the coils t ruction site whose duty sliall be
tile pre%ention of accidents.
10 [lie contractor sliall be i esponsible foi maintaining and repairing asphalt and oravel surfaces
disturbed as a reSLIlt Of this COnStRiclion until they areoliccepted by Ike PlIblic Works Department
Of tile city.
CONSTRUCTION SEQUENCE
501-11)
LOCKING
LIP
TANK TOP VIEW
FROFOSED 992
CLIDIC FOOT
DETENTION
TANK
R�=100,95
/LAPPEF,
50.00,
1.6816" PIA. ORIFie-F-,_ L-6" MIN COVER
EL = 97.15 992 CU :T. 4,
REINF. C)NC.
6" FYC M34 PETENTOM TANK
TO 51F�PKI (FORM 10 FLACE)
5EWEP -mc-5LOFE 130TTOM 9 .05%
TL y
I E = 93.35 DETENTION TANK SECTION
-.5171 " PIA. ORIFICE NTS
IE = 91.35
1211
MIN
I 11b
N
FIN15H GRADE
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
EXISTING C13 #1 TANK
C13 #A TYPE. 1 CONTROL STRUCTURE
RIM: 96.6B RIM: 100.95
RIM: 97.79' /IE: 93.35
1 NV: 9 2.14 INI\ a 00 CI�Dy (SEE DETAIL THIS SHT)
.FIN15H GRAPE
------------- * --- ------------ ---- --- -- ----
- -------------------- -------------
100 ....... I ----------------- ......
)0 -----------------------
------------------------------------------ ------- I ------ ------------------------ - .......
---------------------------------------- ---- ......
... ...... - -- -------- --------------- ---------------------
-----------------
- - - - - - - - - - - - - 4 rm w-'m " " - --- -- - - -- - - * --- - - - - - - . - . - -
1NI.- 1ZL.(2 In T T
2Z7- L.6112- K
------------- - i ................................
--------- -------------------------- I-- - I --- - DETENTION TAN
------- --------------------------- -- -
-01 �: ------------------------- ------------- - -----
...... ........ - ------------------------------ --- -- ----------------- - --
- --------------------------------------------------- - -----------
------------------- I ........ -------------------------------- 1-1 -----------
------- ------------------------------ ---------------------------------------------- - -------- - ....... ...... -----------------------
--------------------------------- -- ...... ----------------------------------- --.- ...... ------ ...... ------- ------------ ---
----------------------------------------------------------------------------------------------------- * ----- --- -
----------------------------------- ------------- ------------------------------------- --- ----------------- ----------- --- ---------- -- --
85 ----------------------------------------------------------------------
............................
- --- -------
------------------------------
- ---------- -----
EXISTING ----------- ----- -
---------------------------------- -- - -------- ---- --------
-C # --------- * - ------------- -1-1 --- - ------------- -------------------- ......
C13 #A ------------------------------- EV-
RIM: 96.68 TYPE 1 C13 #2
RIM: 97.79' (CB-9)
I NV: 9 2.14 n I RIM 94.35
1. PRE -CONSTRUCTION MEETING -CONTACT
- CITY OF EDMONDS ENGINEERING INSPECTOR
- 425-771-0220
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES AND DETAILS
4. INSTALLATION OF ESC DEVICES
5. INSTALL QB PROCTECTION
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
10. REMOVAL OF ESC DEVICIES
1 1. INSTALLATION OF LANDSCAPING
11 NJ V w. , Z--j - C: \ / INV: 93.35
--------------------------------------------- -------
---------------------------------
I 00�- ------------------------- --------------
---- - ------------------------------------- ...... --------- ------------- - - --- - ------------
..... ...... ...... ............... -------------------- 1�-.
-------- ------ ...... ------ --------
_7
- ------- !Yl IVA
.......... .. ..... ----------- --
r r
95- -- ----
-------- ------------------------------- ... ..... _HF -T- (5 F C- 0 -'Flb ............ ------------------------------------------------
------------------- -
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...... -------
...... ...... -.- ...... ...... ------ ...... ......
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85 ----------------------------------------------------------------- I --------------------- * - ---------
. - ..................... -------------------------------------
------ ...... --------------------------------------------------------------- - ----------------- ----------------
...... --------------------------------------------------------------------- ----------- -- ----------
...... ...... ------------------------------------------------------------------------------------- ...... ......
--------------------------------------- ...... ----------------------------- ...... -----------------------------
APPROVED FOR CONSTRUCTION:
mm-wrl"aVIEW,
Mo.
Lei I va me, Le -I 161, 1: 1 wool
2-, /1/, 0 L)
EXPIRES lldj/ &�F z:1
ER
SYSTEM PROFILE.
all,
in - )0'- 0" HRIZ
In - 10'- 0" VERT
RECEIV V--.Ll
UEVELOPMEN1 '�'ERVICES GIB.
CITY OF EDIAONDS
V,
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2K
M
. . . . . . . . . .
NOTE: ONLY TO 13L IJ�-,Ef) WHERE FONPING OF WATER
ADOVE Tl-l[--- J-CH 13A51N WILL NOT CAUSE
TRAFFIC 1`1'013LEMS AND WHERE OVERFLOW WILL
NOT RE5UI- I III EROSION OF SLOPES.
A - A-FILTEK FA13PIC
E -F-,OTECTION
N.5.
(!-I EF FADMC
7/�� " WA 5 H E 1)
—FA
,.�EL
361,
7
2
`1JF,Y FILTEF, f3rv- Z
7P�AVEL-LIIAF �,pl: 13UPY 50TTOM OF FILTEF,
FAFKIC IN TKENGH
FILTER FENCE DETAIL
NO �-CALE
2X2 OF
OF 13ETTEP\
1-11 TFF FAFF\IC\
2- 4"
')1J,,1,FFY
I -A L L
ROCK CHECK. DAM SECTIO T
rT)
PROTECT EX15TING
CATCH 13ASIN
SEE DETAIL THIS SHEET
oe��
C)
EXISTING
CB #A
RIM: 96.68 GLENN STREET
INV: 92.14
"VEHICLE CLEANING
TO PREVENT TRACKING"
AREA
-IS
-1 /0 00
0 0'
A- -1-C,
0
so/� QS
R=25' MIN.
12" MIN.
4" QUAKRY5FAL5
FKOVIPE FULL WIDTH OF INGPE,55/ EGRESS AREA
TEMPORARY
ROAD EPJTRAPJCE DETAIL
X 99.4-4
EXISTING SIDEWALK
WIIMII Wit MI'm I'm
FILTER FENCE/
106 ALLEY
TEMPORARY EROSION/SEDIMENTATION 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
A INA G E
DRAINAGE MATERIALS
M A T E R A L 5
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
C ON 55
TO CON515T OF CLEAN
T 0 C L E A N
T 0 A I` G U LA P 4
ANGULAR 4-2" 5PALL5, OR
2
- SPA L L 5 0 P
or final design condition. site restored to the original
0 H E M ATE I A
OTHER MATERIAL, AFFROVED
L OVE I)
3. As construction progresses and expected seasonal conditions dictate, more siltation control
facilities may be required to insure complete siltation control of this
�AFP�
TH E C EO E H
T
13Y THE GEOTECHNICAL
C ICA L
I
ENGINEER
FEj
property. Therefore, during the
course of construction, it shall be the obligation of the contractor to address any new condibons that
may be created by his.activities and to provide additional facilities, as be
SURFACE SEAL: MAY CONSIST
AY CONSI
may needed.
4. ESC Minimum Requirement - Stablization of Exposed Areas. All soils exposed by land dl�stirbing
activities shall be staliblized by suitable application of BMPs including,
ST
F I M E VIOU
R
OF imr-ERVIOU5 501L OR A FINE
501L 0 A Fl NE
hydroseeding, or other but not limited to, Sod
vegetation, plasitic covering, or mulching. All BMPs shall be selected,
designed and maintained in accordance
F E P ,\I N AC
FREE DRAINAGE GRANULAR
'A UL
MATERIAL.
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
UNI)15TUR13E[) FIRM NATIVE 501L
September 30) seven (7) days from May 1 thrOUgh
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, limited
to one route. Access points shall be stabilized with
0 DRAINFIFE: 4" MIN. DIAMETER,
PERFORATED OR SLOTTED
quarry s or cruched rock to minimize the
tracking of sediment onto public roads. If sediment is transppoarlitsed onto a road surface, th
shall be cleaned thoroughly at the e mads
RIGID FLA5TIC ADS FIFE LAID
I
end of each day. Sediment shall be removed from roads b� shoveling
or sweeping and transported to a controlled sediment clesposal area within 24 hours. Stree, washincl
shall be allowed only after sediment is removed in this
WIITH A POSITIVE GRADIENT- TO
DISCHARGE UNDER CONTROL
manner.
6. ESC Minimum Requirement - Manintenance All erosion -1
WELL AWAY FORM THE WALL
FILTER FENCE
LE-=GE-=N1:3
2
2
MIN
r
f, I H
LIP: 100.oC, PATUM
11"IV: 94.42
<
LLJ
Z
LLI
A
SCAIN
LE:
1.0011:;-- 20.001
inspected and maintained by th owner to ensur . an se ment control EIMPS shall be regul:arly
e continued performance of
their intended fun-tion. All DE51GNATE5 51ZE OF ROCK
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 construc.-ted REQUIRE[) I.E. 4 MAN. DEC 11 '12009
in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordanc2 W
Requirement No. 2. i-,h ESC
MIN WIDTH OF KE'�AVAY EXCAVATION. :�EVELOAIENT SERVcICES
8. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain inlets made opErable during SHOULD U5E EQUAL ro THE THICKNE55 CITY OF EDkIONDS
construction shall be protected so that storm water runoff shall not enter the conveyance system witl-lout OF THE 13A5AL KOCK( 5A DETERJJINED
first being filtered or otherwise treated to remove sediment. 13Y GEOTECHNICAL ENGINEER',3 DE51GH)
9. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shal be protE3cted KOCK PLUS [3.
�:rom sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or :ilters, dikes or
mulching, or by a combination of these measures and other appropriate BMPs. S
5P
Pi S 1 75(-, (1 (1 D�
v
3-1 fIR r%nai ,
LL bECTION
SCALE: 1/2"=1'
APPROVED FOR CONSTRUCTION:
CITY ENGINEER
I WAs
EROSIO
Q-SS--N CONTROL
PLAN &. DETAILS
ONAL
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REVISIONS:
10/30/2K
1 1/30/2K
1 2/1 3/2K
DATE
=F-XPIRES 12/23/ &CO J- '
IZ2
��5a-R
EXISTING (8-123d)
C8
RIM: 96.52
50 50
)IDEWALK
13 F YO N
2
__Tj 13OTTOtvI (T
A FR 0 H
.,/DOWNSTREAM 112.45 FT TO 8-124d
THEN EAST 98.22 FT TO MH 8-5d
THEN NW 51.60 FT TO SHELL CREEK
INV (IN): 89.98 i i YJ
INV (OUT): 89.34
EX15TING-------A
12" CONC.
42.80 LN FT
0 5.04%
59.60,
I;ACK OF AFRON
FLEVATiON 9b.13
UWE
ElYTIER LIME
a
a
�2'X 2 4 "' X 7 2
E LOCY
CO 13LOCK (TYF)
COMFACTED
FREE DRAINING FILL
:,j
SHORING DETAIL.
1/4" = 1.00'
x
LEVEL 13A!5E
SHORING DETAIL
1/4" = 1.00'
NOTICE:
DENNIS M. BURCE, P.E.
TO MONITOR INSTALLATION
OF SHORING
- — - — - — - — - — Ub 4 -1 \ 0 IN5TALL CUK[3 RAW
TYPE I — - — - — - — - — - — - 0 CORNER
EXISTING
RIM: 97.79'
CB #A 92.92'\ 25 00' 1 NOTE - THE CONTRACTOR 5HALL REFLACE ALL
RIM: 96.6B INVa DAMAGED CUP,13/GUTTER AND 51DEWALK A5
K'A
CONSTRUCTION SEQUENCE
/ALLt Y
F I
LID: 100.00 DATIJI'd
INV: 94.42'
1: 20
loo
1: 2 0
EXle-FING
FIRE
- -
- - - - - - - - -
CONNECT
v
HYEA?\AHT
POWN5FOU re
EX15TIHG
WHEEL
INIS14
C..
5TUF3
02
L000
5TOF5
ELEV:
102.31E
4 5 6
)o
>
713
/GARAGE DRAIN
OILMATER 5EF,
15.00'
C�' k
1_z- 11
:�E
> z
>
TO 5ANITARY 5EWEP,
AD
104
I 1-ij 'JUEN
J I'l Q 3UILQIljQ PAr,;'Illr
c
F P C
OE,
INDICATOR
13
10
(IF
11, E
om
HEC�E!55ARY)
(s)
10-6
L 10
-7--7 c= ----------------------- I
ju
TDC'M
(,'F
VAULT
_-CCE,;5A
N E F" Y
i: �':: �
150.00,
6' ROCKERY RETAINS EX15TING CUT 5LOFE AND
POE5 NOT SUFFORT A 5UKCHARGE 5EE DETAIL 5HEET C3
F? E C� F_
I V t3
2001C,
DEVELOPMENT SEMICES ('11',
OFEN 13113LE n1l"ONDS
FITY Of' E
-1 u Flu rl �M
P F_CC)NJrsT H(-Tl(lf\l rnki �_/ 1 1 ! I
CITY OF EDMONDS ENGINEERING INSPECTOR
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 REQUIREMEWS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
10. REMOVAL OF ESC DEVICIES
I I . INSTALLATION OF LANDSCAPING
APPROVED FOR CONSTRUCTION:
p tommog
ml I WA ml lei
2,-N-Co
DATE
LOT SIZE: 16,500 S*D FT
EXISTING IMPERVIOUS: 14,960 SQ FT
PROPOSEDIMPERVIOUS AREA: 10,D38
SCALE: 1.0011 = 20.00'
EX15TING TOFO
FFOFO5ED TOFO
5HORING
L E�GE/Qs
ALL FARrING UNDER
COVER -NO WATER iGKADING: 2600 CUE51C YARD5
QUALITY REQUIRE[) i __ —
ol WAS
;t' of DRAINAG ARKING &
El P
1740
cl -PLOT PLAN
NAL I
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2K
cbrol Am I
I EXPIRES 12/23/ 3 & 0 1 1
I -
#5 - 40 GRAPE KEDAK
0 b" EACH WAY
RIGHT 13ENP INTO WALL
J, 151,
. KE13AF,
12" HOFIZ
12" VERT
+
GENERAL NOTES
I. All kvoik and materials shall be ill aCCOILIMICe Wit Il City of Edmonds Standards
and Specifications. and Washington State Depai iment of Transportation Standard
Specifications for road, bridge and 1111.11liCTI)al COIIStl-Licti011.
2. Temporary erosion/sedimentation control meaSt.jres sliall be implemented prior to any grading
or extensive land clearing. These facilities shall be satisfactorily maintained until coristructiot]
is completed and the potential for erosion is minimal.
3. All pipe sliall be placed oil stable eai Ill. oi it ill the opinion of tile City Engineer, the existing
fOL111datioll is Llllsatisfactoi),. then tile unsuitable material shall be excavated and tile void
backfilled with a free draining granular matei ial. flee of debris and clay.
STORM SYSTEM
-1. All grates (itilet and catch basin) sliall be delliessed 0. 1 loot below pavement grade.
All catch basin., to be type I Uliless othermse noted.
The contractor sliall be responsible foi adjustino all manhole. inlet. and catch basin frames
ind oiates to orade just prior to poin ino. of cm hs and paving. All catch basins witb a
0
depth Over 5 feet to tile floldille shall be a 1\1)c 11 C13. All StrUCtUres located outside of the
1. �
ight-ol-way shall have locking lids.
-111 be 01\ IllpiC I Lltli]Lll-\' part No. SM 50G, Herrinoborle
Catch hasin frame and ,rate shl
pa!tern: part No. Sm 52. thru-curb inlet: pm I No� Sni'44. rolled Cl-d-b type: or otiler
apprOVCd e(JUal: Or as Otherwise Called Jol (,11 tile 1)1,111S.
5. Sloiniwater reterition/detentioll facilities must be constructed and maintained ill
accordance will' City of Edmonds requirements
6. All load fills shall be compacted to a minimum of 95L)b Of rilaxinium density when tested
LNil)0 the modified Proctor test. Compaction liall be accomplished ill accordance with
Section 2-03.3(l 4)C, Method B or C.
7. 11 cut and fill slopes exceed a maxin)[1111 of one loot horizontal to two feet vertical.
a rock Or concrete retaining wall will be retlun ed.
S. Appioxiniate locations of existillo Litilitie, -om available records-
lia\e been obtained h
and are shown for convenience. The contiactor shall be responsible for verifying tile location
Of all e\ktill" LitilitieS whether shown Or nol I lie contractor shall call tile Utilitoy Locator
0
Sem,ice. 1-800-424-5555, two workino, da\., prior to any coils truct ioll.
9. Tile contractor sliall take all ilece%saiN piecautions for tile safety of employees oil the
proiect and shall comply with all applicable pro0sions of Federal. State, and Municipal safety
IaWS alld btlildifIg codes. He shall erect 111d pioperly maintain. at all times, as I-ellUired by the
conditions and prooress of the work, all necessary safe"Liards for protection of workmen and
tile JILII)IiC: shall post clanger si�ns warnino aoamst known Or L111LISLIal hazards: and lie shall
desilona(e a responsible member of his oi "all'i-atioll oil file coils I ruct ioll site whose duty shall be
tile limention Of accidents. I
10. Tile contractor sliall be iesponsible Ioi maimainino all(] repairing asphalt and oravel surfaces
disturbed as a restilt of this construction until tile\, are accepted by tile Public Works Department
Of tile city.
CONSTRUCTION SEQUENCE.
501-0
LOCKING
LIP
TANK TOP VIEW
MOF'05ED 992
CUE31C FOOT
DETENTION
TANK
RE=100.95
L A 1) 1) E R
ffffels]
1.6816" PIA. 0FIFfC-E,_ *E6" MIN COVER
REIN
PETE TON
EL = 97.15 Q02 CU .
�. r)NC.
FTC 1034 N TAN
TO 7 0�kl (FORM ill I -LACE) Q�
5B��E -"(-5LOFE 130TTOM 0 .05%
I E = 95.35
DETENTION -TANK SECTION
t
..5171 " PIA. ORIFICE N T5
I E = 91.35 )R
1211/ C 13
MIN
FIN15H GRADE
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
CAID I ir u C8 #1 TANK
C13 #A TYPE 1 CONTROL STRUCTURE
RIM: 96.6B RIM: 100.95
RIM: 97.79' 93.35
INV: 92.14 1 (SEE DETAIL THIS SHT)
INV: 92.92
- ----- FIN15H GRAIDE
100 17 ...... 17 .*-,-.-.-,-.-,-. ........ ....
------- --------- - - ------- ----------- --- ----- "I ---- - --------------- ------ ------------------ ----------------
- --------- ----------------------- --------- -- --- - -
------- ---
Z �5a L--N T ------
j-2
95
...... ------
-------- DETENTION TANK ------- -----------
. . . . . . . . . . . .
9 C�- ........... ...... -1 .........
---------------------------------------------------------------------
...... ------
------------------------------------------------------------------------------ ------------ -------
----------------------------------------------------------------------------------- ------- ---------------- -----
------------------------------------- ----------- ---------------------- ......
85 . . . . . . . . .
.....................................
------------------------------
EXISTING ---------------------------------- - --------------- *---,-* ----- --- ------ --- --------
-------- --- ----- --
--- ----------------------------- -
...... ...... .
------------------------------ ------- ---------
C13 #A
TYFIE 1 CI3 #2
RIM: 96.6B R I NI: 9 7.7 9' (CB-9)
INV: 92.14 1 RIM qd qr-)
1. PRE -CONSTRUCTION MEETING -CONTACT
- CITY OF EDMONDS ENGINEERING INSPECTOR
- 425-771-0220
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES AND DETAILS
4. INSTALLATION OF ESC DEVICES
5. INSTALL C13 PROCTECTION
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
S. UTILITY ACTIVITIES
9. CONSTRUCTION ACTIVITIES
10. REMOVAL OF ESC DEVICIES
1 1. INSTALLATION OF LANDSCAPING
I I N V ZJ
------------------------------- ---------- INV: 93 .35
100 ------- I ----------- ------------ --------------
.. ..... ...... ......... ----- -- .......... .
. . . . . . . . . . . . - - - - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . .
. . . . . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
------ ......... .......
............. ............... ..... ........
2 a-., 2. z6L j X
- -------------------------
-Cy-
--- ----------- ----------- ----------- ------- - -- - --- -
....... CY - ----- ----------------
----------- ------- - --
.......... *-,--"-,--,--.,-.*-"-,, ............ * .......
------ --------------------------------- ...... ------------------------- - - - ------- - --- * ----- - ----------------------------------- ---------
----------------------------------------------- ...... ........................... - --- --- ------------- -------------------- -
----------------------------------------------------------------------- ------- ......
- ------------------------------------------------------------------------- - -----------------
85 ------------------------------------------------- 1-1-1-*-,-*-*-,-,-*-*-*-* ------ -------------------------------------------------------------------------------
------------------------------------ ----------------------------------------------------- --- ------ ----- ----- --- -----
---------------------------------- ...... ......
...... ........ --------------- - ...... -.- ...... --- - - - -
...... ------------------------------------------------------------------------------------------------------- -------------------
------ ------------------------------- --------------------------------------------- ------ ------- - ...... ......
APPROVED FOR CONSTRUCTION:
mm-mo".0-afiv,
Lei I va am- 161, 1 mm
)--/V -- 0 D
DATE
1EXPIRES 12/23/ U07:1
SYSTEM PROFILE
20'- 0" HRIZ-
10'- 0" VERT
R ECE IV ELI
20'UG
I,1EVEL011kiFNi SEH1,110ES CIR
CITY OF EDMONDS
Lo
W
CD
0
C\j
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0 L0
T-
0 G)
(1)
0
(3)
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B/28/2000
REVISIONS:
10/30/2K
1 1/30/2K
1 2/1 3/2K
STANDARD STRENGTH GRA
FILTER FABRIC
/,-,-rCH 13A51N
-v X.
. ..
. . . . .
....... ..
NOTE: ONLY TO FT- J'-��El) WHERE FONDING OF WATER
AE30VE THF (---./\TCH 13A51N WILL NOT CAU5E
TFAFFIC 17F,013LEM5 AND WHERE OVERFLOW WILL
NOT KE5LILT1[ I EK061ON OF 5LOFE5.
A -A FILTER FA[3K1C
FROTECTION
N.5,
FIIJEF FAFF.1,11
718" WA51-1EI)
(�!KAVEL
361,
FROTECT EX15TING
CATCH 13A51N
5EE DETAIL TH15 5HEET
L11 — — — — 4r—
2"
— —
Z
FJ-LIKY F11-Fr-F F/%,F,; 1,
0" O.C. I/
IN GFAVEL-1.11 IFP
51-IKY F30TTOM OF FILTEr�
FAf5KIC IN TPENCH
FILTER FEPJCE DETAIL
NO SCALE
2X2 PF
/1/ 4' - 0"
OF, 5ETTEF,
F11 I-Ef,� FAf3PIC\,
2'' - 4"
-1 E OUAF, PY
5FALL5
ROCK CHECK DAM SECTIC)l
NO SCALE
EXISTING
CB #A
RIM: 96.68
INV: 92.14
"VEHICLE CLEANINC7
TO FREVENT TRACr\ING"
AREA
I
K=25' MIN.
12" MIN.
4" - 5" OUAKKY 5FAL!5
0 Ai
�,941
10
1 00,
60, 4,1,
S
Q-ss
FKOVIDE FULL WIPTH OF INGRE55/ EGRE55 AREA
TEMPORARY
ROAD ENTRAMCE DETAIL
TEMPORARY EROSION/SEDIMENTATION CONTROL NOTES
0
-- — - — - — - — - — - — - — - — -
GLENN STREET
X 99.44
EXIbl IN& 51[),-::7WALK
11=11 =it m
FILTER FENCE
106 ALLEY
1. Maintain natural vegetation for silt control where possible.
2. Temporary erosion sedimentation control facilities shall be constructed by placing silution
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 f3cilities
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 E3MPs, 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 sta)ilized
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 thrcugh
September 30)
5. Construction Access Route. Construction vehicle access shall be, whenever practicle, limited
to one route. Access points shall be stabilized with quarry spalls or cruched rock to minirnize the
tracking of sediment onto public roads. If sediment is transported onto a road surface, t-le roads
shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling
or sweeping and transported to a controlled sediment desposal area within 24 hours. Etreet washing
shall be allowed only after sediment is removed in this manner.
6. ESC Minimum Requirement - Manintenance. All erosion and sediment control BMPs shall be regul!arly
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 construc,,ted
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 made operable clui-ing
construction shall be protected so that storm water runoff shall not enter the conveyanc3 system witViout
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 barrier3 or filters, dikes or
mulching, or by a combination of these measures and other appropriate BMPs.
APPROVED FOR CONSTRUCTION:
DRAINAGE MATERIAL5
TO CON515T OF CLEAN
ANGULAR 4-2" 5FALL5. OF,
OTHER MATERIAL, AFF'POVEE)
[3yTHE GEOTECHNICAL
ENGINEER
5LIRFACE 5EAL: MAY CON515T
OF IMFERVIOU5 501L OR A FINE
FREE DRAINAGE GRANULAR
MATERIAL.
LIN015TURDED FIRM NATIVE 501L
0 PRAINFIFE: 4" MIN. DIAMETER,
FERFOKATEP OF, SLOTTED
RIGID FLA5TIC A[)5 FIFE LAID
WIITH A P051TIVE GRADIENT To
P15CHARGE UNDER CONTROL
WELL AWAY FORM THE WALL
<
LU
(S)
Lli
Wilmll-limil FILTER FENCE
M H
LEGENO
N
SC
A� LE:
20.00'
1.00
C�j
C�': MIN
DESIGNATES 5iZE OF ROC
K
4 DIC I 1 21000
MIN WIDTH OF KEYWAY EXCAVATION, W, )EVELOPRNi FERVICEq c'm,
5HOULP DE EQUAL TO THETHICKNE55 CITY OF EDMONDS
KOC OF THE DA5AL PZOCK( 5A PETERMINEP
13Y GEOTECHNICAL ENGINEER'5 PE51GN)
K FLU5 [5.
Ig -S P
I
WALL. GIECTION (��ec)-rC-C�JWCAL
5CALE: 1/2"=1'
..s M. h 11
CI WAS14r,
e EROSION CONTROL
.0 17405 PLAN & DETAILS
-'cis
ON
LU
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B/2B/2000
REVISIONS:
10/30/2K
I 1/30/2K
1 2/1 3/2K
I CITY ENGINEER DATE
UP—IRES