22707 76TH AVE W.PDF� 111111 lill 11
6373
22707 76TH AVE W
441 0
ADDRESS:
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS:-#.32 DETERMINATION: E] Conditional Waiver 0 Study Required 5J'Waiver
- I /
DISCRETIONARY PERMIT #'S: &/-A, CU 09 d7i2l
DRAINAGE PLAN DATED: -/Q -Y *0y
I I
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR: -
PLANNING DATA CHECKLIST DATED: X'12
SCALED PLOT PLAN DATED: 9 5 *015
SEWER LID FEE $: LID
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED: (-o*3D'04. W11'
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DA'
LATEMP\DST's\FonTis\Street File Checklist.doc
'11C. 116,1-
STREET - FILE
City'of Edmo nds PERMIT NO: 10053
PERMIT EXPIRES/JJ///,/)
SIDE SEWER PERMIT
Addressot Construction: �1&� -4ve LID #
Property Tax Account Parcel No. 1:�2
Attach copies of all access and utility easements Verified and Approved b
Owner and/or Contractor:
C- / -
Contractor Licensek Building Permit 0
E] Single Family Invasion into City *Right -of Way: El Yes WN 0
4A
�Kmulti-Family (No. of Units *RW Construction Permit #
F1 Commercial (No. of Units Cross other "Private Property: El Yes No
El lic "Attach legal description and copy of recorded easement.
�Os-
Owner/Contractor
.wnet,- r contractor signature and acknokyleldgement statement:. Date
By signing ii�r this permit I certify that I (�'ave read the City's public handdut entitled
ide Sewer Specifications, and shall -comply with all City requirements outlined therein.
Perm!tFee$-2A!2 RepairFee$ Issued E3y:
Trunk Charge $ Date Issued:
Assessment Fee $ Receipt No:
City Permit Surcharge Fee
Total Fees Paid $
. NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO —Date: Initial:
Partial Inspection: Date: Initial:
Partial Inspection: Date: Initial:
FINAL INSPECTION APPROVED: Date: oe— Initial As -built to Street Pile:
1,� PERMIT MUST BE POSTED ON JOB SITE t,
White Copy: File Green Copy: Inspector Buff Copy: Applicant
L;temp;bldg;forms-,sspermitjlg4/00
ri. 0 F W
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PLANNING DATA .
New Commercial /-MulffamiTV'Projects
SITE ADDRESS: 2z-7o ? - -76 — A�,- ZONING: P-M- /.'F
USE(S) PROPOSED: k-i - � L-- T-n c.,,x ALLOWED?: Yes,
LEGAL NONCONFORMING LAND E DETERMINATION ISSUED
CUP File.: C 04 - Z-7 To Allow What Uses?: 94 94 RLL" jg'A&4'.
I.W - - -6 .
ADB FILE#: 01 -?-6
PARKING:
Use: 6r, No. Spaces Required: I
. X 9 A (floor area, # employees, etc.) = 94 OL'r'�M 0.4
Use: No. Spaces Required:
X (floor area, # employees, etc.) =
Use: No. Spaces Required:
X (floor area, # employees, etc.) =
Use: No. Spaces Required:
X (floor area, # employees, etc.) =
Total Required: 9 A Actual Provided:
SETBACKS:
Z7
L m4 -4-4 4 f.
Required Setbacks: .7
+ront: ts I Left Side: 10 Right Side: to, Rear: /5,
Actual Setbacks: 37' h 17"
Front: 15, Left Side: 33',h?Riaht Side: k' 4. -,,�iftear: 13 6' flla-
Street map checked for additional setback required? (Ye-s/No)
MAXIMUM FLOOR -AREA:
Maximum Allowed: Actual: _78- 117" t, P-
BUILDING HEIGHT:
-1;1* , C
kti. on Maximum Allowed: Z5, + S' tual Height: 3o' 3 6,7. e
�114-" Modulation Allowed?: Y;-( S Modulatio n Heiaht:
z
0
aturn Point: 51,. ��ftwtwu -V4.sv Datum Elevati n:
�.j.,`F21-�Elevator Penthouse> 3 feet ov6-r-fie"`1g"8t limit? Ar,)(V1,')fso,VAR#
AL4_ F.A,1 C,.__ _ oe ?
LANDSCAPING:
Matches ADB approved:
Bid ProvidWjL�..Bond Amount (100% bid): 'j
'7 -
P- a— � (v"" P-",t7-
CRITICAL AREAS #: 19-A - gg Pw4 - 7-4 rw;4A k—.-c ZI&
M.
SEPA DETERMINATION: rVAS-'f-S 04 oiz kwjiw'�^ P'e' P!!�A
6-PP;�� NV-" W Jj 6 . -7- �,h Mopjj A b-�JA�p
SHORELINE REQUIRED?: ffo
Continued ...
- 1Ahbrary\AP1andatNewComm.doc
DATE: PLAN CHK#:. 01 -
NAME OF BUILDING PERMIT APPLICANT:.
PROJECT DESCRIPTION: c-,o,ku4+ 94-.,;- 91f
ADB FILE #: 04 - Z-6, OR DATE WAIVED:
PLANS MATCH APPROVED PLAN: A"
SUBDIVISION:
z
0
LOT AGGREGATION REQUIRED?: Yq Oz-aj,'�M rfk-i�-4 '�12-klll+
r�
REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE?
OTHER:
Plan Review By:
Z_ h Olt_
3, (,t.- Pur.4 /,- .
A. j 4�0,m. , *,, 'A' , " , 14-
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4-f—,
(Ax
9k
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1Afibrary\AP1andatNewComm.doc
PLANNING DATA
.4
SIGNS,
SITEADDRESS: A-\/?, W ZONING:
DATE: CAP /'1-'7- / S-0 0 PLAN CHK#:
2. M I - C:;-
NAME OF BUILDING PERMIT APPLICANT:
P -dy� yyl� f n m, &�m
ROJECTDE�CRI0TI6N-'-,M u' (A (b -C'
ADBFILE#: OR DATE WAIVED:
- PLANS MATCH:APPROVED PLAN: IIA a" 101 DY9
.7—Vl'r1Xj 15AMFk�'
-TOTAL AREA PER TYPE OF SIGN:
T TAL
' j
Alldw"ed
Maitrix
Sign area
allowed
Type of
in
Conditions
Allowed Per
for this
Sign
Zone?
Met?
Unit
Unit
sign
le,
Wall, wl
Yes, wl
Yes
1 sq. ft./ lin.
41 foot
41 square
Internal
cond.
ft. o f
attached
feet
Ilium.
attached
wall
wall
SIGN' f
P
!J
M, TYA "C
6WtW1fi*'-
6',
SIGN 2
'SIGN,3�
TOTAL SIGN AREA FOR SITE TENANT:
Maximum Allowed: Previous Total:
Proposed Total:
W-A
1A1ibrary\p1anning\fbrms & handouts\staff reports\Aplandat—SIGN.doc
SIGN HEIGHT:
SignType: FIMe�nclfvlq
Maximum Allowed: Actual Height:
Sign Type: I
Maximum Allowed: Actual Height:
Sign Type:'
Maximum Allowed: Actual Height:
SIGN LIGHTING-.
Sigh Type,.'. Lightirig'Prolidsed: 4-DW
Allowed in this Zone: 1/0 WQL+-th a i r r- C;ir- 9� \'n'-C' P C' tv 0, (1
SignType: Lighting Proposed: Leyi
Allowed in this Zone: P vvp-e �
Sign Type: Lighting Proposed:
Allowed in this Zone:
SIGN COLORS: - 10 rLA,6, Ke-
Proposed: ,5
C"!j ;?vp-,E�vj jp m at -al s i'd j'ri a ah',jue 13 r,-y " M'd+&)
svifY18 I e
Acceptable? Renuires DB Annroval?
SIGN LOCATION:
Proposed:
If Freestanding and 3 feet or over (unless on a fence) meets setbacks? rAD
Required Setbacks:
Front: /,- Left Side: —Right Side: Rear:
Actual Setbacks: - , . 1-11 N 4- +4
Front: "'� Left Side: Right Side: Rear. >
LANDSCAPING FOR FREESTANDING SIGNS: ckf 5f V1 a ir-e- CL-, ( I C) ro)
Size: 2_00 jaindro(
'&J2 1;'V1 41. re -a tA i re-d—,
Lbcation: ri-et, .. t�07/0 i n. I t WLAYhyrot
CRITICAL AREAS# (Freestanding'Sig�fisbnly): (W64iV&)
Waiver / Meets CA requirements
REDUCED SITE PLAN (8.5X1 1) PROVIDED FOR STREET FILE? — h Ut n 0
a vroW, 6 c-a It,, or
OTHER: n A M p ry V-1, 61 td
Plan Review By:
r) o r-t-h
15-'tr-PueA-
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1Ahbrary\p1anning\fonns & handouts\staff reports\Aplandat—SIGN.doc
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-RECEIVED
J U N 3 B 2005
PERMIT COUNTER
f
CA File No:. 04-2-4
Critical Areas Checklist
_,ite Information (soils/ topography/ hydrology/vegetation)
1. Site Address/ Location:
2.
3.
4.
Property Tax Account Number:
MO.
a! 04 R9 � 003 094- OC
Approximate Site.Size (acres or square feet): 4,-
Is this site currently.developed? — yes;
,If yes; how is site developed? -
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rollir�g: slopes on site generally less than 15% (a ve' e
rtical ris of .10-feet over a horizontal
'distance of 66-feet).
Hilly: slopes pres ent 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 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year? P
8. Site is in the floodway Iq floodplain of a water course.
9.. Site contains a creek or an area where water flows across the grounds surface? Flows are . year-round?
Dt aa�r* e 64�� — Flows are seasonal? (What time of year?
10. Site is. primarily: forested meadow shrubs mixed
urban landscaped Oawn, shrubs etc)
11-.- � Obvious wetland is present on site:jxojs�&
For City Staff Use Only
1. Plan Check Number, if applicable?
2. Site is Zoned? C
3. SCS mapped soil type(s)?
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
-5. - Site within designated earth subsidence landslide hazard area? �k':IAFZ4�w,A, 0,
W4
DETERMINATION
STUDY REQUIRE"
Reviewed bv:
31
WArVER
OV ED& tdmonds
City Of
Development Services Department
Planning Division
Phone: - 425.771.,.0220
I Ic. Pak: 425.771.0221
14 C.
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to. complete the Checklist should be easily
available from observations of the site or data available.a,t
City Hall (Critical areas inventories, maps, or soil
surveys).
Pate Received: - 1 !4 L�- I I W 1,
City Receipt#:
Critical Areas File #:
CriticalAreas Checklist Fee: $135.00
Date Mailed to Applicant:
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vic . inity map, along with the signed copy
of this form to assist City staff in finding and locating the
spe c ' ific. piece of property described. on this form. In
addition, the applicant shall include other pertinent
information (e.g. site . plan, topography map, etc.) or
studiesin conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
I N -
The undersigned applicant, and his/her/its heirs, and assigns, in consideration onthe processing of the application agrees
to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable'
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, ina . ccurate or
incomplete information furnished by the applicant, his/her/its agents or employees.
By my signature, I certify that the information and' 6xhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to, file this application on the behalf of the owner. as listed below.
SIGNATURE OF APPLIcANVAGENT
DATE
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use * application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property f6r the
purposes of. inspection and -posting attendant to this application.
SIGNATURE OF OWNER DATE
Owner/Applicant: Applicant Representative:
Name
Name
Street Address Street Address
city State Zip
Telephone:
Email address (optional):
City State Zip
Telephone:
Email Address (optional):
Critical Areas Checklist.doc/4.22.2003
Critical Areas ChecklisP CA File No: 04. -Z4
�ite Information (soils/topography/hydrology/vegetation)
1. Site Address/ Location:
2.
3.
4.
5.
Property Tax Account Number:
C_
'y_
Is,this site currently.developed? no
yes;
if yes; how is site developed?
Describe the general site topography. Check all that apply.
Flat. less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-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 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site cont . dns areas of year-round standing water: Approx. Depth:
Site contains areas of seasonal standing water: Approx- Depth:
What season(s) of the year?
8. Site is -in. the floodway JYJ floodplain of a water course.
-2
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? 1�61M )�Iflil_l I
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn, shrubs etc) POP.
"7
11.- Obvious wetland is present on site. pn!ds�& 64A-Te
0
City Staff Use Only
1. Plan Check, Number, if applicable?
2. Site is Zoned? C&
3. SCS mapped soil type(s)? (,.,A c—eu, 11%
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
Y.�� c2tt �kw-j i, A"$4 gQ�� cdy� Azebif f,16 A- ;(A
-5. Site within designated earth subsidence landslide hazard area? W4. Pi,,I. PZiVNA_i,Ar_
W4
00,01 DETERMINATION
STUDY REQUIRED WAIVER
r
Reviewed br. Date. 31ul.,4-
Critical Areas Checldist.doct4.22.2003
.4c. 1%9V
City o?Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Pax: .425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application* for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to, complete the Checklist should be easily
available from observations- of the site or data availableat
City Hall (Critical areas inventories, maps, o r soil
surveys).
9VP4
.Date Received: I V�l I UIT
City Receipt#: WNO(o 1
'Critical Areas File #-
CriticalAreas Checklist Fee: $135.00
Date Mailed to Applicant:
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review. the checklist� make a
precursory site visit, and make a determination of 'the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property de scribed. on this form. In
addition, the applicant * shall include other pertinent
infonnation (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on. the processing of the application agrees
to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate c ,
incomplete information finnished by the applicant, histher/its agents or employees.
By my signature, I cer* I t the JPfOiFnaation and exhibits herewith submitted are true and correct to the best of my
tht
knowledge and that I am aul n 'c: to file s a on the behalf of the owner as listed below.
z
SIGNATURE OF APPLIC G
ENT DATE
Property Owner's Authorization
By my signature, I cer* that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and.posting attendant to this application.
.. SIGNATURE OF OWNER
Owne A pficant:
02��—D
Street Address
/ -L-f 141vt 1 A116040
aty, State zip
Telephone: 2-P(P, 3L3,1D2-3-J
Email address (optional):
DATE
4"Cant Reprpw�fative:
Naine
A 60
V V- 0
Street Address
city State zip
Telephone: C
Email Address (optional):
N
Critical Areas ChecklisLdoe/4.22.2003
I
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79TW AVC
Tf Fff 22 51
22430
22309
7533
7518
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C LE NO. Q4
Critical Areas Checklist
Site Information (soils/topograph /h droAogy/vegetation)
1. Site Address/Location:
2. Property Tax Account Number: 7 0 q-- 3 6 CP00
C73. Approximate Site Size (acres or square feet):
4. Is this site currently developedl -yes; X no.
If yes; how is site developed?
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Pa rl Rolling: . slopes on site generally less than 15% (a vertical rise of 104eet over a
horizontal distance of 66-feet). '
f�x rt 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 dia n 30% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: A Approx. Depth:
7. Site contains areas of seasonal standing water: 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 wEere]w1ater �flow acro the grounds surface? Flows are year- e&,
r s
round? hio�wsarers easonal? (What time of year?
10. Site is primarily: forested meadow shrubs _X mixed
urban landscaped (lawn,shrubs etc)
IL Obvious wedand is present on site:
RcV 01/0494
1-1
.. '�V
8 .90 - J9q
City of E&mon&
Critical Areas Checklist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmondsprior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
and submit it to the City. The City will
review the checklist, make a precursory site
visit, and make a determination of the
subsequent steps necessary to complete a
development permit application.
With a signed copy of this form, the
applicant should also submit a vicinity map
or plot plan for individual lots of the parcel
with enough detail that City staff can find
and identify the subject parcel(s). In
addition, the applicant shall include
other pertinent information (e.g. site
plan, topography map, etc.) or studies in
conjunction with this Checklist to assist
staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner Applicant: Applicant Representative:
Name Nme
Street Address
MFI
City, State, ZIP Phone
6 (� I =?,- 0? C9 6*1
Street Address
�46 o w-r k A r E-
City, State, ZIP Phone
Signature Date ignature Date
see
&per Zeman Associateac.
Geotechnical and Environmental Consulting
Ballinger Court Associates Limited Partnership
c/o Covenant Construction Management, Inc.
P.O. Box 60
Lynnwood, Washington 98046
Attention: Mr. Pat Carroll
Subject: Report of Geotechnical Services
Ballinger Court Apartments
Edmonds, Washington
Dear Mr. Carroll:
J- 1777-03
June 4, 2004
a— I
-1-RE'v FILE
RECEIvED
JUN 3 0 2004
PERMIT COUNTER
Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above -
referenced report. This report presents the results of our subsurface exploration and geologic
evaluation relative to foundation and construction considerations for the proposed Ballinger
Court Apartments. The subsurface exploration was completed in December 2003. Geotechnical
information gathered during the exploration program was submitted in a Technical
Memorandum dated January 5, 2004. The geotechnical information presented in the Technical
Memorandum has been incorporated into this report for completeness. Our current services were
completed in accordance with our proposal letter dated May, 4 2004. Written authorization to
proceed with our current services was provided on May 5, 2004.
The purpose of our study was to evaluate surface and subsurface information previously
collected at the site relative to preliminary site and grading plans provided by the design team
from which conclusions and recommendations regarding foundation design and construction
considerations could be formulated. The scope of our work consisted of a review of existing
geotechnical information, a site visit to observe conditions in the vicinity of the existing garage
which we understand may need underpinning, geotechnical engineering analyses, and
preparation of this report.
At the time this report was prepared, project plans were in the preliminary stage. As
such, we recommend that ZZA be allowed the opportunity to review the plans and specifications
of the project once they become available to determine that the recommendations presented
herein have been properly interpreted with respect to this project. This report has been prepared
in accordance with generally accepted geotechnical engineering practices for the exclusive use of
Ballinger Court Associates Limited Partnership, and other members of the design team, for
if
Spec ic application to this project and the stated purpose.
SITE AND PROJECT DESCRIPTION
The project site is an undeveloped area comprising the lots at 22617 and 22701 — 76"
Avenue West in Edmonds, Washington. The property consists of a relatively level upland area
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Sep
Ballinger Court Apartments*
Edmonds, Washington
J-1777-03
June 4, 2004
Page 2
east of 76 th Avenue West that transitions to a low drainage course that begins at a culvert outlet
near the northwest comer of the site and flows to the southeast. Northeast of the drainage, site
grades rise again. There is about 20 feet of relief across the site, with ground surface elevations
ranging from about 344 to 322 feet. The site has been logged and existing trees are limited to
several small diameter trees in the northeast and southeast comers of the site. A well -developed
blackberry, scotch broom, and grass growth mantles much of the site. Some debris materials,
including landscaping, construction, and domestic waste materials, are scattered about the site.
The site is bordered to the west by 76 th Avenue West, to the south by a multi -family
development, to the east by single family residences, and to the north by an office building and
parking lot. Existing site features and proposed site improvements are shown on the enclosed
Site and Exploration Plan, Figure 1.
We understand that the proposed development includes the construction of a three-story
apartment building in the western portion of the site and a tiered parking area in the eastern
portion of the site. The parking area will be accessed via 76 th Avenue West by a paved drive
located adjacent to the northern property line. Preliminary plans indicate that the building will
be a wood framed structure with a slab -on -grade floor elevation of about 339 feet and an interior
courtyard elevation of 338 feet.
The western tier of the parking area will have a surface elevation of about 338 to 334
feet. The eastern tier of the parking area will have a surface elevation ranging from about 334 to
330 feet. A 2 foot tall concrete retaining wall will be located between the two parking lot tiers.
The plans indicate that a north -south trending, rectangular stormwater detention vault will
be located near the east side of the site below the parking lot. The vault location straddles the
existing drainage ditch. The plans indicate a vault floor elevation of approximately 320 feet.
We understand that the existing drainage ditch will be filled and that the surface water
will be piped along the north side of the site to a new drainage ditch. The new drainage ditch
will be located along the eastern third of the northern property line, and will turn and continue
south along the eastern property line to intersect the existing ditch flow path.
Rockery walls and keystone walls are planned at several locations across the site. A 2-
foot tall Keystone wall will be located along the west side of the building and will face a cut. A
second Keystone wall will be located along the eastern side of the parking lot. This wall will
range from about 2 to 4 feet tall and will face both cuts and fills. Rockery walls ranging from
about 2 to 6 feet tall will be located along the north, south, and east sides of the new drainage
ditch, and will face cuts.
The plans indicate that an existing off -site garage located adjacent to the eastern property
line extends about I foot into the subject property. The plans indicate that the western side of the
garage may be supported by a new concrete wall. It is our understanding that the garage may
need underpinning to allow for construction of the new wall.
Zipper Zeman Associates, Inc.
18905 — 33" Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Ser* qP J- 1777-03
Ballinger Court Apartments June 4, 2004
Edmonds, Washington Page 3
SUBSURFACE EXPLORATION
The subsurface exploration program consisted of completing eleven test pit explorations
across the site. The location and depth of our explorations were selected based upon site access,
the proposed development, and geologic conditions. The test pit explorations were completed to
depths ranging from 9 to 12 feet below the existing ground surface. The approximate locations
of the test pit explorations are shown on the Site and Exploration Plan, Figure 1. Subsurface
exploration procedures and descriptive logs of the explorations are enclosed in Appendix A.
Soil Conditions
In general, the site appears to be mantled by topsoil, fill, and interbedded post glacial
deposits over weathered and unweathered glacial till. Topsoil deposits ranged from about 4 to 18
inches thick, with an average thickness of about 6 inches, and typically consisted of very loose,
silty sand with some gravel, roots, and fine organic material. Fill soils were encountered in test
pits TP-1, TP-5, and TP-6 to depths of 3.5, 4, and 5.5 feet below the ground surface,
respectively. In general, the fill consisted of loose to medium dense, silty sand with some gravel,
cobbles, and trace to some asphalt and concrete debris to 1.5 feet in size. Approximately 6
inches of very loose to loose relic topsoil, similar in composition to the previously described
surficial topsoil, was encountered below the fill. Post glacial deposits were encountered above
the glacial till in test pits TP-3, TP-4, TP-8, TP-9, and TP-10 to depths of 3.5, 6, 8, 9.5, and 9 feet
below the ground surface, respectively. In general, the post glacial deposits consisted of
interbedded loose to medium dense silty sand with some gravel to silty fine sand, medium stiff to
stiff fine sandy silt, and massive silt deposits. Weathered and unweathered glacial till deposits
were encountered below the topsoil, fill, and post glacial soils. In general, the weathered till
consisted of loose to medium dense silty sand with variable gravel content and trace cobbles.
The underlying unweathered till typically consisted of dense to very dense, sandy gravel and
gravely sand deposits with variable silt content and trace to some cobbles.
Groundwater Conditions
Groundwater in the form of seepage was observed in test pits TP-4, TP-7, and TP-10 at
the time of our evaluation at depths of 4.5, 4, and I I feet below the ground surface, respectively.
The observed seepage is interpreted to represent perched groundwater located above low
permeability fine-grained deposits, dense glacial till deposits, and sandy zones within the glacial
till soils. In general, the rate of seepage was slight to moderate and appeared to be greatest near
the existing drainage. Groundwater conditions should be expected to fluctuate due to changes in
season, precipitation patterns, site utilization, on -site or off -site irrigation activities, and other on -
and off -site factors.
CONCLUSIONS AND RECOMMENDATIONS
It is our opinion that the project can be satisfactorily developed as proposed using
standard construction practices. Recommendations for project design and construction are
presented in the following sections.
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036
(425) 771 - 3304
Report of Geotechnical Sen J-1777-03
Ballinger Court Apartment*
s June 4, 2004
Edmonds, Washington Page 4
Seismic Criteria
Figure 16-2 presented in the 1997 Uniform Building Code classifies t * he subject site as
being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and
published geologic literature, it is our recommendation that a Soil Profile Type of SC be used to
describe the average properties within the upper 100 feet of soil beneath the site. This
designation describes soils that are considered very dense with a shear wave velocity of 1,200 to
2,500 feet per second, Standard Penetration Test values between greater than 50, and an
undrained shear strength greater than 2,000 psf.
Soil liquefaction is a condition wherein loose granular soils located below the ground
water surface loose strength during the ground shaking associated with an earthquake. Based on
the grain size distribution of the site soils and the absence of a groundwater table, we did not
observe any layers of liquefiable soils on the project site within 12 feet of the ground surface,
and liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of
the soils disclosed below the surficial fill and post glacial deposits. It is our opinion that the risk
of damage due to soil liquefaction is negligible.
Site Preparation
The preliminary grading plan indicates cuts on the order of 3 to 4 feet near the west side
of the building and up to about 8 feet in the northeast comer of the site. Fill up to about 12 feet
thick is indicated within the existing drainage and fills about 5 to 6 feet thick are indicated in the
southeast comer of the site. Site preparation should include the removal of all vegetation, root
mass, organic soils, existing structures, undocumented fill material, and any deleterious debris
from building and paving areas, or those locations where "structural fill" is to be placed.
Preparation for site grading and construction should begin with procedures intended to drain
ponded water and control surface water runoff. It will not be possible to successfully utilize on -
site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is
not controlled during construction. Attempting to grade the site without adequate drainage
control measures will reduce the amount of on -site soil effectively available for use, increase the
amount of select import fill materials required, and ultimately increase the cost of the earthwork
and foundation construction phases of the project
Following clearing and grubbing, any organic -rich topsoil will need to be stripped in the
building and pavement areas, as well as those areas to receive structural fill. Based on our
explorations, topsoil on the order of 5 to 18 inches thick appears to mantle the site, with an
average topsoil thickness on the order of 6 inches. The topsoil should be removed and should not
be reused as structural fill. Localized areas of deeper organics, such as root systems, may be
encountered within the project site and should likewise be removed. Any excavations that
extend below finish grades should be backfilled with structural fill as outlined subsequently in
this report.
After stripping of the topsoil and existing undocumented fill, the exposed soils will
generally consist of silty sand with some gravel, silt, and fine sand. After stripping, and prior to
placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Sen
_0 Ballinger Court Apartments
Edmonds, Washington
J-1777-03
June 4, 2004
Page 5
pavement subgrade areas, and areas to receive structural fill, be proofrolled and compacted to a
firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of
the modified Proctor maximum dry density as determined by the ASTM:D- 1557 test procedure.
Due to the silty nature of the site soils, proofrolling and adequate compaction can only be
achieved when the soils are within approximately ± 2 percent of the optimum moisture content.
Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or
other heavy equipment under the observation of a representative from our firm. This observer
will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to
grubbing and stripping operations should be considered fill to the depth of the disturbance and
treated as subsequently recommended for structural fill placement. The need for or advisability
of proofrolling due to soil moisture conditions should be determined at the time of construction.
We recommend that a representative of our firm observe the soil conditions prior to and during
proofrolling to evaluate the suitability of stripped subgrades.
Earthwork may be difficult or impossible during periods of elevated soil moisture and
wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may
not be reusable as structural fill depending on the moisture content and weather conditions at the
time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the
stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils
become unusable, it may become necessary to import clean, granular soils to complete wet
weather site work.
Subgrade soils that become disturbed due to elevated moisture conditions should be
overexcavated to expose firm, non -yielding, non -organic soils and backfilled with compacted
structural fill. We recommend that the earthwork portion of this project be completed during
extended periods of dry weather if possible. If earthwork is completed during the wet season
(typically November through May), it may be necessary to take extra precautionary measures to
protect subgrade soils. Wet season earthwork may require additional mitigative measures
beyond that which would be expected during the drier summer and fall months. This could
include diversion of surface runoff around exposed soils, draining of ponded water on the site,
and collection and rerouting of groundwater seepage from upgradient on- and off -site sources.
Once subgrades are established, it may be necessary to protect the exposed subgrade soils from
construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and
gravel over these areas would further protect the soils from construction traffic.
Structural Fill
All fill material placed in building, pavement, and non -landscaped areas should be placed
in accordance with the recommendations herein for structural fill. Prior to placement, the
surfaces to receive structural fill should be prepared as previously described. All structural fill
should be free of organic material, debris, or other deleterious material. Individual particle size
should be less than 3 inches in maximum dimension.
Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The
structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry
density as determined by the ASTM:D-1557 test procedure in building areas and to a depth of 2
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Ser,*
Ballinger Court Apartments
Edmonds, Washington
J-1777-03
June 4, 2004
Page 6
feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas,
the structural fill should be compacted to at least 90 percent of ASTM:D-1557. We recommend
that a representative from our firm be present during grading so that an adequate number of
density tests can be conducted as structural fill placement occurs. In this way, the adequacy of
the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling
in municipal rights -of -way, the backfill should be placed and compacted in accordance with
current local codes and standards.
The suitability of soils for structural fill use depends primarily on the gradation and
moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing
the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in
moisture content and adequate compaction becomes more difficult, or impossible, to achieve.
Generally, soils containing more than about 5 percent fines by weight (based on that soil fraction
passing the U.S. No. 4 sieve) cannot be compacted to a firm, non -yielding condition when the
moisture content is more than 2 percent above or below optimum. The optimum moisture
content is that moisture which yields the greatest dry density under a specified compactive effort.
At the time of the subsurface evaluation, the site soils disclosed by the explorations
appeared to have moisture contents above their estimated optimum moisture content relative to
their possible use as structural fill. However, soil moisture conditions should be expected to
change throughout the year. Most of the site soils contain a moderate to high fine-grained
fraction. Consequently, use of the on -site soil as structural fill will require that strict control of
the moisture content be maintained during the grading process. Selective drying of over -
optimum moisture soils may be achieved by scarifying or windrowing surficial materials during
extended periods of dry weather. Soils which are dry of optimum may be moistened through the
application of water and thorough blending to facilitate a uniform moisture distribution in the
soil prior to compaction.
In the event that inclement weather or wet site conditions prevent the use of on -site soil
or non -select material as structural fill, we recommend that a "clean", free -draining pit -run sand
and gravel be used. Such materials should generally contain less than 5 percent fines, based on
that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 3
inches in maximum dimension. It should be noted that the placement of structural fill is, in
many cases, weather -dependent. Delays due to inclement weather are common, even when using
select granular fill. We recommend that site grading and earthwork be scheduled for the drier
months, if at all possible.
Fill On Slopes
When the ground surface slopes more that 511: IV beneath proposed fills, the fill should
be keyed and benched into suitable undisturbed native soils per the minimum requirements of the
Uniform Building Code (UBC), Volume 1, Section 33.3.2, Preparation of Ground. We
recommend that all benches be at least 4 feet wide. The fill should be placed and compacted in
accordance with the recommendations presented under the "Structural Fill" section of this report.
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Seno 4P J-1777-03
Ballinger Court Apartments June 4, 2004
Edmonds, Washington Page 7
Permanent Slopes
Permanent cut and fill slopes should be constructed no steeper than 2H: IV, provided that
all embankment fill is placed and compacted in accordance with the recommendations of this
report. If site slopes are exposed to prolonged rainfall before vegetation becomes established,
the surficial soils will be prone to erosion and possible shallow sloughing. We recommend
covering permanent slopes with a rolled erosion protection material, such as Jute matting or
Curlex II, if vegetation has not been established by the regional wet season.
The preliminary grading plans indicate that the new drainage ditch and pond will have
finished slopes of 2H:IV. It should be noted that 3H:IV slopes are typically recommended
along water features up to the high water line, with 2H: IV slopes above the high water line due
to the erosive nature of water and episodic downdraw effects. Permanent slopes in these areas
may require additional erosion protection, such as quarry spall armoring.
Apartment Building
Shallow Foundations
All footings for the apartment building should be founded on medium dense or stiff
undisturbed native soils, or on compacted structural fill which is placed above a stripped and
properly prepared subgrade. Footings should not be founded on or within loose or disturbed
native or fill soil. Based on the soils encountered at the exploration locations, we anticipate that
portions of the foundation subgrade exposed in the vicinity of test pits TP-1, TP-4, and TP-5 will
consist of fill and loose post glacial deposits over glacial till soils. In our opinion, the existing
fill and loose post glacial soils will not provide adequate support for foundation elements. We
recommend that these soils be removed and replaced with compacted structural fill.
Continuous or isolated column footings founded on medium dense or stiff native soils, or
on compacted structural fill which is placed above a stripped and properly prepared subgrade,
may be designed for a maximum allowable bearing pressure of 2,500 psf. A one-third increase
in this bearing pressure may be used for short-term wind or seismic loading. For building and
retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a
maximum allowable passive resistance of 250 pef for those foundations embedded at least 18
inches below finish grades. Exterior footings should extend at least 18 inches below adjacent
grade for frost protection, while the interior footings should extend at least 12 inches below
adjacent grade. We recommend that all continuous and isolated footings be at least 18 and 24
inches in width, respectively.
We estimate that the total settlement of foundation members founded as described above
will be less than I inch. Differential settlement of foundations founded within the same soil type
could approach V2 inch over a distance of 40 feet. Settlements would occur rapidly as the loads
are applied. Foundation settlement is oftentimes a function of the condition of the footing
excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or
water prior to pouring footing concrete.
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Se n
t� 0
Ballinger Court Apartmen s
Edmonds, Washington
J- 1777-03
June 4, 2004
Page 8
The moisture sensitivity of the silty site soils may require that the footing excavations be
covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the
bearing surface during construction in wet weather. Under no circumstances should footings be
cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that
a representative from our firm observe the condition of the footing subgrades prior to the pouring
of concrete, or a lean concrete mud mat, in order to confirm that the bearing soils are undisturbed
and that conditions are consistent with the recommendations contained within this report.
We recommend that the building be protected by a perimeter footing drain. The drain
should consist of a minimum 4-inch diameter perforated pipe embedded in at least an 18-inch
wide envelope of clean, free -draining, well graded mixture of course sand and gravel. Footing
drains should be directed toward appropriate storm water drainage facilities. Roof drains should
not be connected to the footing drains.
Slab -On -Grade Floors
Slab -on -grade floor subgrades should be prepared in accordance with the site preparation
recommendations presented above. All slab -on -grade floors should be founded on medium
dense or stiff undisturbed native soils, or on compacted structural fill which is placed above a
stripped and properly prepared subgrade. Slab -on -grade floors should not be founded on or
within loose or disturbed native or fill soil. As discussed under the foundation section, we
anticipate that portions of the slab -on -grade floor subgrade exposed in the vicinity of test pits
TP- 1, TP-4, and TP-5 will consist of fill and loose post glacial deposits over glacial till soils. We
recommend that these unsuitable soils be removed and replaced with compacted structural fill.
We recommend that slab -on -grade floors be underlain by a minimum 4-inch thickness of
clean, free draining, well graded mixture of course sand and gravel to provide uniform support
and act as a capillary break. The capillary break material should contain less than 3 percent
fines, based on that portion passing the U.S. No. 4 sieve.
In floor slab areas where moisture sensitive floor coverings are planned, an impermeable
membrane (e.g. polyethylene sheet) should be placed directly beneath the slab to act as a vapor
retarder. The vapor retarder should be installed in accordance with ASTM E 1643 "Standard
Practice for Installation of Water Vapor Retarders Used in Contact with Earth of Granular Fill
Under Concrete Slabs". We recommend a minimum 10-mil polyethylene thickness, or the
minimum thickness specified by the flooring manufacturer, whichever is greater. When concrete
slabs are cast directly over polyethylene vapor retarders the concrete water -to -cement ratio must
be correctly specified in order to control bleed water and plastic shrinkage cracking. Differential
drying and slab curl may be controlled with either a curing compound or a temporary covering of
plastic sheeting.
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Sen
Ballinger Court Apartment-*
s
Edmonds, Washington
Stormwater Detention Vault
Shallow Foundations
J-1777-03
June 4, 2004
Page 9
All footings for the detention vault should be founded on medium dense or stiff
undisturbed native soils, or on compacted structural fill which is placed above a stripped and
properly prepared subgrade. Footings should not be founded on or within loose or disturbed
native or fill soil. Based on the soils encountered at the exploration locations, we anticipate that
adequate bearing soils will be encountered at or near the proposed vault subgrade elevation of
approximately 320 feet. Based on our evaluation, the foundation design parameters presented
for the apartment building are appropriate for the proposed stormwater detention vault.
Backfilled Walls
All backfill placed behind walls or around foundation elements should be placed in
accordance with our recommendations for structural fill. The following recommended earth
pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level
backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth
pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the
wall should consist of well graded sand and gravel containing less than 5 percent fines, based on
that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base
of the wall backfill, similar in configuration to that described for the perimeter apartment
building footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty
soil and be sloped away from the wall in order to reduce the potential for surface water
infiltration behind the wall.
If the backfilled walls are structurally restrained from lateral movement at the top, we
recommend that they be designed for an "at -rest" equivalent fluid weight of 55 pounds per cubic
foot(pco. If the top of the wall is free to move laterally in an amount equal to at least 0. 1
percent of the wall height during placement of backfill soils, they may be designed for an
(Cactive" equivalent fluid weight of 35 pcf.
Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment,
etc., must be added to these values. The above equivalent fluid pressures assume that the
backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry
density. Additional compaction adjacent to the wall will increase the earth pressure, while a
lesser degree of compaction could result in post construction settlements.
Rockery and. Keystone Wall Considerations
Rockery walls and Keystone walls are planned at several locations across the site. In
general, the proposed Keystone walls and rockeries are relatively short and appear
geotechnically feasible. Based on the preliminary plans and our subsurface investigation, we
have identified several items that should be considered when designing the site Keystone walls
and rockeries.
Zipper Zeman Associates, Inc.
18905-33 rd Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Se
Ballinger Court ApartmentAsp
Edmonds, Washington
J-1777-03
June 4, 2004
Page 10
• Portions of the eastern Keystone wall will face cut and fill soils with parking lot
surcharges or sloping backfill.
• The rockery located on the south side of the new drainage ditch may be subject to a
parking surcharge.
• The rockery and Keystone walls located along the new drainage ditch are sited on 2H: IV
slopes.
• The rockery and keystone walls located in the northeast comer of the site will face loose
to medium dense post glacial deposits.
Off -Site Garage Considerations
The plans indicate that an existing off -site garage located adjacent to the east side of the
site extends about I foot into the subject property. We made a site visit on 7 May 2004 to
observe conditions in the vicinity of the garage. The garage is a single -story, wood -framed
building with a concrete, slab -on -grade floor. The garage appears to be supported by a
conventional shallow perimeter footing. The main building measures approximately 24 feet in a
north -south direction by 22 feet in an east -west direction.
Covered storage areas are located on the north and west sides of the garage building. The
storage area on the north side is approximately 4 feet wide and terminates at a 2-foot tall
concrete wall that separates the parcel supporting the garage from the higher adjacent northern
parcel. The storagg area on the west side of the garage is approximately 4.2 feet wide and
appears to extend about I -foot into the subject site based on the preliminary grading plan. The
storage areas have asphalt shingle covered roofs that are supported by 2x6's attached to the
exterior of the garage, and lightly framed walls on or near the lot lines consisting of 2x4's spaced
32 inches on center. The storage areas have wood floors. We excavated a shallow test hole at
the base of a vertical 2A framing member and encountered a horizontal 2A sill plate resting on
soil. No indication of a concrete foundation was observed.
Based on our measurements, it appears that the retaining wall proposed along the eastern
site property line will encroach on the bearing splay of the main garage concrete footing, and
will directly underlie the covered storage area located on the west side of the garage. We
recommend that the contractor provide adequate support for the existing off -site structures
during construction. Vertical support for the garage foundation could include 2-inch diameter
pin piles, in our opinion.
CLOSURE
The conclusions and recommendations presented in this report are based on the
explorations accomplished for this study. The number, location, and depth of the explorations
were completed within the site and scope constraints of the project so as to yield the information
necessary to formulate our recommendations. The plans for this project were in the preliminary
stage at the time this report was written. Under the circumstances, it is recommended that we be
provided the opportunity for general review of the project plans and specifications in order to
Zii)per Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Report of Geotechnical Sery J-1777-03
Ballinger Court Apartments June 4, 2004
Edmonds, Washington Page I I
confirm that the recommendations and design considerations presented in this report have been
properly interpreted and implemented into the project design package.
The integrity and performance of the foundation systems at this site will depend greatly
on proper site preparation and construction procedures. Field judgment by a qualified engineer
will be necessary in order to determine the adequacy of the si * te drainage and foundation support
systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper
Zeman Associates, Inc. be retained to provide geotechnical engineering services during the
earthwork and foundation construction phases of the project. If variations in the subsurface
conditions are observed at the time of construction, we would be able to provide additional
geotechnical engineering recommendations to the contractor and owner in a timely manner as the
project construction progresses.
We appreciate this opportunity to be of service to you, and would be pleased to discuss
the contents of this report or other aspects of the project with you at your convenience.
THO
4e
O'Al, I
/ 3 /120GS
Respectfully submitted,
Zipper Zeman Associates, Inc.
� P z2e'c��
James P. Georgis, L.E.G.
Project Geologist
J011� 'R
James B. Thompson, P.E.
Principal
Enclosure: Site and Exploration Plan, Figure 1.
Appendix A: Field Exploration Procedures and Logs
Zipper Zeman Associates, Inc.
18905-33 d Avenue West, Suite 117 Lynnwood, Washington 98036
(425) 771 - 3304
GID111
Sam
W.N110
56'CONC f ir-=70
0
LEGEND:
N TP-1 APPROXIMATE TEST PIT
LOCATION AND NUMBER
0 40 80
APPROXIMATE SCALE IN FEET
Zipper Zeman Associates, Inc.
Geotechnical and Environmental Consulting
18905 33rd Avenue West, Suite 117
Lynnwood, Washington 98036
Tele: (425) 771-3304 Fax: *(425) 771-3549
Project No: J-1777-03
Drawn by: J.Duncan
Date: June 2004
Scale: As Noted
Ballinger Court Apartments
Edmonds, Washington
FIGURE 1 - SITE AND EXPLORATION PLAN
ry Grading and Drainage Plan Provided by LAND
PMENT CONSULTANTS. INC.
0 0
APPENDIX A
FIELD EXPLORATION PROCEDURES AND LOGS
J-1777-03
Our subsurface exploration for this project included I I test pit explorations
advanced in December 2003. Approximate exploration locations are shown on the Site
and Exploration Plan, Figure 1. The exploration locations were determined by measuring
distances from existing site features with a fiberglass tape relative to an undated
preliminary site drawing prepared by Land Development Consultants, Inc. As such, the
exploration locations should be considered accurate to the degree implied by the
measurement method. The ground surface elevations at the exploration locations were
inferred from topographic information presented on the site plan. The following sections
describe our procedures associated with the explorations. Descriptive logs of the
explorations are enclosed in this appendix.
Test Pit Explorations
An independent contractor working for the owner excavated the test pits through
the use of a tracked excavator. An engineering geologist from our firm continuously
observed the test pit excavations, logged the subsurface conditions, and obtained
representative soil samples. The samples were stored in moisture tight containers and
transported to our laboratory for further visual classification. After we logged the test
pits, the operator backfilled the test pits with excavated soils tamped into place. Some
settlement of the backfill should be expected over time.
The enclosed test pit logs indicate the vertical sequence of soils and materials
encountered at the -exploration locations. Where a soil contact was observed to be
gradational or undulating, our log indicates the average contact depth. We estimated the
relative density and consistency of in situ soils by means of the -excavation characteristics
and by the sidewall stability. Our logs also indicate the approximate depth of sidewall
caving or groundwater seepage observed in the test pits, as well as sample numbers and
sampling locations.
Visual Classification
Samples recovered from the explorations were visually classified in the field
during the exploration program. Visual classification was generally done in accordance
with the Unified Soil Classification system. Visual soil classification includes evaluation
of color, relative moisture content, soil type based upon grain size, and accessory soil
types included in the sample. Soil classifications are presented on the exploration log in
this appendix.
PROJECT: Ballinger Court partqd& JOB NO. J-1777-03 I TdIFITS 1.11 PAGE 1 OF 6
Location: Edmonds, WA 11111111W MW
TP-1
Elevation: 341 Feet
Depth (feet) Material Description Sample No.
0.0-0.5 Very loose, moist, brown, silty SAND with some gravel and
roots. (Topsoil)
0.5-3.5 Loose, moist, mottled gray -brown, silty SAND with some S-1 @ 2.0'
gravel, cobbles, and concrete debris to 1.5 feet in size. (Fill)
3.5-4.0 Loose, moist, brown, silty SAND with some gravel, fine
organic material, and fine roots. (Relic Topsoil)
4.0-11.0 Dense, moist, gray SAND with some gravel and silt to S-2 @ 6.0'
gravelly SAND with trace silt. (Glacial Till)
Test pit terminated at 11 feet on 12/29/03.
No groundwater seepage observed at time of exploration.
Slight caving observed in upper 4 feet.
TP-2
Elevation: 343 Feet
Depth in feet Material Description Sample No.
0.0-0.5 Very loose, moist, brown, silty SAND with some gravel, fine
organic material and roots. (Topsoil)
0.5-3.0 Loose grading to medium dense at 1.5 feet, wet, brown, silty S-1 @ 2.0'
SAND with some gravel. (Weathered Glacial Till)
3.0-9.0 Dense to very dense, moist to wet, gray, silty SAND with
some gravel and trace cobbles. (Glacial Till)
Test pit ten-ninated at 9 feet on 12/29/03.
No groundwater seepage observed at time of exploration.
No caving observed.
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE A-1
Geotechnical & Environmental Consulting Date Logged: 12/29/03 Logged by: JPG
PROJECT: Ballinger Cou
Location: Edmonds. WA
JOB NO. J-1777-03
PAGE 2 OF 6
TP-3
Elevation: 343 Feet
Depth in feet Material Description
0.0-0.4 Very loose, moist to wet, brown, silty SAND with some fine
organic material and fine roots. (Topsoil)
0.4-2.0 Loose to medium dense, moist, mottled gray -brown, silty
SAND with some gravel.
Sample No.
2.0-3.5 Loose grading to medium dense at 2.5 feet, wet, gray -brown S-1 @ 3.0'
with iron oxide staining, silty, fine SAND.
3.5-11.0 Dense to very dense, moist, gray, silty SAND with some
gravel and trace cobbles to silty, gravelly SAND with trace to
some cobbles. (Glacial Till)
Test pit terminated at I I feet on 12/29/03.
No groundwater seepage observed at time of exploration.
No caving observed.
S-2 @ 7.0'
TP-4
Elevation: 338 Feet
Depth in feet Material Description Sample No.
0.0-1.0 Very loose, moist, brown, silty SAND with some fine
organic material and fine roots and trace gravel. (Topsoil)
1.0-3.0 Medium stiff, wet; gray -brown, fine, sandy SMT with trace S-1 @ 2.0'
clay.
3.0-4.5 Medium dense, wet to saturated, gray SAND with some silt
and gravel.
4.5-6.0 Stiff, moist to wet, tan, thinly bedded SILT. S-2 @ 5.0'
6.0-12.0 Dense to very dense, gray, gravelly SAND with some silt and S-3 @ 10.0'
cobbles. (Glacial Till)
Test pit terminated at 12 feet on 12/29/03.
Slight perched groundwater seepage observed at 4.5 feet at
time of exploration.
No caving observed.
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE A-1
Geotechnical & Environmental Consulting Date Logged: 12/29/03 Logged by: JPG
PROJECT: Ballinger Court Apartnm JOB NO. J-1777-03 I TMTS 1-11 PAGE 3 OF 6
Location: Edmonds. WA
TP-5
Elevation: 340 Feet
Depth in feet Material Description Sample No.
0.0-0.5 Very loose, wet, brown, silty SAND with some fine organic
material and roots. (Topsoil)
0.5-4.0 Medium dense, moist to wet, gray to gray -brown, silty, S-1 @ 2.0'
gravelly SAND with occasional cobbles and asphalt debris.
(Fill)
4.0-4.5 Loose to medium dense, wet, brown, silty SAND with some
fine organic material. (Relic Topsoil)
4.5-6.5 Medium dense, wet, gray -brown, silty SAND with trace to S-2 @ 5.5'
some gravel to sandy SILT with trace to some gravel.
(Weathered Glacial Till)
6.5-11.5 Dense to very dense, moist, gray, silty, gravelly SAND with S-3 @ 9.0'
trace cobbles. (Glacial Till)
Test pit terminated at 11. 5 feet on 12/29/03.
No groundwater seepage observed at time of exploration.
No caving observed.
TP-6
Elevation: 329 Feet
Depth in feet Material Description Sample No.
0.0-0.5 Very loose, moist to wet, brown, silty SAND with some
gravel, fine organic material, and roots. (Topsoil)
0.5-5.5 Loose, moist, gray -brown, silty SAND with some gravel and S-1 @ 4.0'
trace construction debris. (Fill)
5.5-6.0 Very loose, moist to wet, brown, silty SAND with some
gravel and trace fine organic material. (Relic Topsoil).
6.0-10.0 Loose grading to medium dense at 7 feet, damp, gray -brown,
silty, gravelly SAND. (Weathered Glacial Till)
10.0-11.0 Dense to very dense, moist, gray, silty, gravelly SAND with
some cobbles. (Glacial Till)
Test pit terminated at I I feet on 12/29/03.
No groundwater seepage O*bserved at time of exploration.
Moderate caving observed in upper 6 to 8 feet.
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE A-1
Geotechnical & Environmental Consulting Date Logged: 12/29/03 Logged by: JPG
PROJECT: Ballinger Court Apart JOB NO. J-1777-03 I T ITS 1-11 PAGE 4 OF 6
Location: Edmonds, WA I
TP-7
Elevation: 323 Feet
Depth in feet Material Description Sample No.
0.0-1.5 Very loose, wet, brown, silty SAND with some fine organic S-1 @ 0.5'
material and fine roots. (Topsoil)
1.5-4.0 Loose grading to medium dense at 2.5 feet, moist grading to S-2 @ 3.0'
saturated at 4 feet, silty SAND with some gravel. Moderate
iron oxide staining. (Weathered Glacial Till)
4.0-10.0 Very dense, moist to wet, gray, gravelly, silty SAND with S-3 @ 6.0'
trace to some cobbles. (Glacial Till)
Test pit terminated at 10.0 feet on 12/29/03.
Slight to moderate perched groundwater seepage observed at
4 feet at time of exploration. Estimated seepage rate of I to
2 gallons per minute.
Slight caving observed in upper 4 feet.
TP-8
Elevation: 334 Feet
Depth in feet Material Description Sample No.
0.0-0.5 Very loose, moist to wet, brown, silty SAND with some
gravel, fine roots, and organic material. (Topsoil)
0.5-3.0 Loose grading to medium dense at 2 feet, moist, gray -brown S-1 @ 2.0'
SAND with some silt and gravel.
3.0-5.5 Medium dense, moist to wet, gray -brown with iron oxide S-2 @ 4.0'
staining, silty, fine SAND to fine, sandy SILT.
5.5-8.0 Stiff, damp, light gray, thinly bedded, fine, sandy SILT. S-3 @ 7.0'
8.0-10.5 Dense to very dense, moist, gray, silty, gravelly SAND with
trace to some cobbles. (Glacial Till)
Test pit terminated at 10.5 feet on 12/29/03.
No groundwater seepage observed at time of exploration.
No caving observed.
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE A-1
Geotechnical & Environmental Consulting Date Logged: 12/29/03 Logged by: JPG
PROJECT: Ballinger Court ApartIft. JOB NO. J-1777-03 I TMITS 1-11 PAGE 5 OF 6
Location: Edmonds, WA X_qW
TP-9
Elevation: 337 Feet
Depth in feet Material Description Sample No.
0.0-0.7 Very loose, moist to wet, brown, silty SAND with some
gravel, fine roots, and organic material. (Topsoil)
0.7-4.0 Loose to medium dense, moist, gray -brown with slight iron S-1 @ 2.0'
oxide staining, silty SAND with some fine gravel.
4.0-9.5 Medium stiff, moist to wet, gray to gray -brown, thinly S-2 @ 7.0'
bedded, fine, sandy SILT to massive SILT.
9.5-12.0 Dense to very dense, moist, gray, gravelly SAND with some
silt. (Glacial Till)
Test pit terminated at 12 feet on 12/30/03.
No groundwater seepage observed at time of exploration.
Slight caving observed in upper 4 feet.
TP-10
Elevation: 339 Feet
Depth in feet Material Description Sample No.,
0.0-0.4 Very loose, moist, brown, silty SAND with some gravel, fine
roots, and organic material. (Topsoil)
0.4-4.0 Loose grading to medium dense at approximately 2 feet, S-1 @ 2.0'
moist to wet, gray -brown, silty SAND with some gravel.
4.0-9.0 Medium stiff grading to stiff, moist to wet, gray�brown S-2 @ 6.0'
grading to gray, thinly bedded SILT and fine, sandy SILT.
9.0-12.0 Dense to very dense, wet grading to saturated, gravelly S-3 @ 11.0'
SAND with some silt. (Glacial Till)
Test pit terminated at 12 feet on 12/30/03.
Slight to moderate groundwater seepage observed at I I feet
at time of exploration. Estimated seepage rate of 2 to 3
gallons per minute.
Slight caving observed in upper 4 feet.
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE A-1
Geotechnical & Environmental Consulting Date Logged: 12/30/03 Logged by: JPG
PROJECT: Ballinger Cou
Location: Edmonds. WA
JOB NO. J-1777-03 I TMITS 1.11
PAGE 6 OF 6
TP-I I
Elevation: 334 Feet
Depth in feet Material Description Sample No.
0.0-0.5 Very loose, wet, gray -brown, silty, gravelly SAND with
some fine roots and organic material. (Topsoil).
0.5-4.5 Loose grading to medium dense at 2.5 feet, wet, gray -brown, S-1 @ 3.0'
silty, gravelly SAND with trace to some cobbles.
(Weathered Glacial Till)
4.5-11.0 Dense to very dense, wet, gray -brown to gray, silty, gravelly S-2 @ 7.0'
SAND to sandy GRAVEL with some silt and trace to some
cobbles. (Glacial Till)
Test pit terminated at I I feet on 12/30/03.
No groundwater seepage observed at time of exploration.
Slight caving observed in upper 3 feet.
Zipper Zeman Associates, Inc. TEST PIT LOG FIGURE A-1
Geotechnical & Environmental Consulting Date Logged: 12/30/03 Logged by: JPG
"W'o-) -AOL Ave- ]A)
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Enviro,nmental.Consultants
18905 33rd Ave W. Suite 117, Lynnwood, Washington 98036 (425) 771-3304 / FAX: (425) 771-3549
DAILY FIELD REPORT # 13
PROJECT: Ballinger Court Apartments
CLIENT: Covenant Construction
ZZA FIELD REP: Greg Simons
ARR./DEP. TIME: 2:45pm- 3:15pm
WEATHER: Cloudy'30's
DATE: November 29, 2004
JOB NUMBER: J- 1777- 10
CONTRACTOR: Covenant
LOCATION: Edmonds, Wa.
PERMIT NUMBER:
EQUIPMENT USED: Trackhoe
PAGE I OF 1
A site visit was made at the request of the client to observe footing excavations for the proposed
building. Upon arrival, we observed that a majority of the building footings had been excavated down to
bottom offooting elevation. Pat Ca ' rroll directed us to the north footing line where he had overexcavated a
section of footing down to the previously placed quarry spalls and 2-inch crushed rock. Pat informed us that he
was currently approximately 4 feet below the bottom of the footing elevation at this location. We informed Pat
of our recommendations for backfill of this section of trench.
1. We recommended that the width of the footing excavation be equal to the depth of overexcavation, if
structural fill is to be used to backfill the excavation.
1 2. We informed Pat that CDF could be used to backfill the footing excavations back up to bottom of
footing grade. We informed Pat that if CDF were used, the footings would not have to be widened to match the
overexcavation depth.
Pat informed us that he would use CDF to backfill this section of footing line. We were informed that
we would be needed to observe the remaining footing excavations on 11/30/04.
REVIEWED BY: � a_V-_-C '?, J
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to
comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence ofour field
representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work ofthe
contractor, its employees, or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way
for defects discovered in its work. ZZA will not be responsible for job or site safety on this project.
"P\-) 0-1 -7 6 �14- A V-4 - k-i
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave W. Suite 117, Lynnwood, Washington 98036 (425) 771-3304 / FAX: (425) 771-3549
DAILY FIELD REPORT # 14
PROJECT: Ballinger Court Apartments
CLIENT: Covenant Construction
ZZA FIELD REP: Greg Simons
ARR./DEP. TIME: 9:30am- 10:45arn
WEATHER: Cloudy 40's
DATE: November 30, 2004
JOB NUMBER: J-1777-10
CONTRACTOR: Covenant
LOCATION: Edmonds, Wa.
PERMIT NUMBER:
EQUIPMENT USED: Trackhoe
PAGE I OF 2
A site visit was made at the request of the client to observe footing excavations for the proposed
building. Upon arrival, we hand probed the entire footing excavations for the proposed building using a V2 inch
diameter steel probe. We generally found the footing subgrade soils to consist of native silty sand and silty sand
structural fill material. Hand probing revealed the subgrade to be generally firm arid unyielding and adequate
for the design bearing capacity of 2,500 psf, in our opinion. However, we encountered several small isolated
areas of softer soils within the footing lines. We marked these areas with paint and recommended to Pat that the
areas be overexcavated down approximately 12-inches,
. We recommended that the exca vations be backfilled
with on site 2-inch clean crushed rock. Patinformed us that he would backfill the� small excavations with the
crushed rock.
Pat informed us that CDF would be poured today in the footings areas mentioned in field report #13.
Pat also informed us that he was going to pour CDF in the southeast comer footing area. We had observed this
comer to have been overexcavated approximately 3 feet, down to firm and unyielding soils.
We observed one section of footing that had been left unexcavated due to accessibility to equipment.
Pat informed us that he would dig this remaining section today or tomorrow. We will return to observe this
remaining section of footing trench.
REVIEWED BY: t
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to
comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence ofour field
representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work ofthe
contractor, its employees, or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way
for defects discovered in its work. ZZA will not be responsible for job or site safety on this project.
fj(�-L- 7,01 05 03: 58a CT.Engineering PLLG
P.1
VJ
E- 11 G 1 11 E I--- P 1 11 G GM�
FAX COVER SHEET
13ATE: August 1, 2005 '"ME: 9:49 AM
TO; Pat Carroll FAX: 425-743-3896
FROM: Craig Roberts
RE! Structural Observation letter
cc,
ISO Nidwrson SL
Suite 302
ScKdc, WA
951U9
(206) 28S-4$12(V)
(206) 285-061 8(F)
Number of pages including cover sheeb 2
Message
Pat -
Here's a oopy of the Structural Observation Letter that you requested on Friday. We are sending you
the original letter in the mail today.
r
Please call if you have any question
Thanks.
Craig
stftx�uraj Enableers -
Zipper Zeman. Associatujnc,
Geotechnical Engineers andEnvironmental Consultants
18.905 33rd Ave W. Suite 117, Lynnwood, Washington 99036 (425) 771-3304 / FAX: (425) 771-3549
DAILY FIELD REPORT # 15
PROJECT: Ballinger Court Apartment
CLIENT: Covenant Construction
ZZA FIELD REP: Greg Simons
ARR./DEP. TIME: 10:30am- I 1:00am
WEATHER: Cloudy 50's
DATE: DeceIATETT4,2004
JOB NUMBER: J- 1777- 10
CONTRACTOR: Covenant
LOCATION: Edmonds, Wa.
PERMIT NUMBER:
EQUIPMENT USED: Trackhoe
PAGE I OF 1
A site visit was made at the request of the client to observe the remaining footing excavations for the
proposed building. Upon arrival, we hand probed the portion of footing excavation which had previously been
unexcavated to allow construction traffic to entire the building area. The section of footing was located at
approximately grid line F and between grids 3 and 5. Hand probing this section. of footing revealed soils that
appeared to be firm, unyielding, and adequate. for the design bearing capacity of 2,500 psf, in our opinion. We
observed that the contractor had placed I inch to I V4 inch crushed rock in much of the footing excavations to
protect the subgrade from rain. We recommended that the footing excavations be free of all loose debris and
standing water prior to pouring concrete.
REVIEWED BY:
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to
comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. Tbepresence' ofour field
representative will be for the purpose of providing observation and field testing services Our work does not include supervision or direction of the actual work ofthc
contractor, its employees, or agents. Neither the presence of the ZZA field representative* nor the observation and testing by ZZA shall excuse the contractor in any way
for defects discovered in its work. ZZA will not be responsible forjob or site safety on this project,
Zipper Zeman Associates. Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE --L OF
PROJECT: Rmq% i)'NQ�c Co ZZA JOB NO: 7� 77 D
CLIENT: L1N'?-VV'-r%V C lz�' CONTRACTO -
. K&-x E— EIAL WA
ZZA FIELD REP: cle,ai LOCATION: ,
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ARR./DEP. TIME: PERMIT NUMBER: .
WEATHER: A&Z EQUIPMENTUSED:
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REVIEWED BY:
This report presents opinions formed as a result ofour observations ofthe contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration ofthe project irrespective of the presence ofthe ZZA field representative. The presence ofour field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work ofthe contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible for job site safety on this project.
1-T)
Zipper Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE OF
PROJECT- ZZA JOB NO: �-Tl
CLIENT: CONTRACTOR:.-�-"z-�—A-
ZZAFIELDREP: LOCATION: t
ARR./DEP. TIME: PERMIT NUMBER:
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REVIEWEDBY:
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible for job site safety on this project.
Zipper Zeman Associa
Geotechnical,Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT #
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Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE OF 2",
PROJECT: ZZAJOBNO: —7—
CLIENT:
CONTRACTOR- CCLIUNJ-
ZZA FIELD REP: LOCATION:
ARR./DEP.TIME: PERMIT NUMBER:
WEATHER: EQUIPMENT USED:
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REVIEWED BY:
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This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractorto comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presenceof our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of t I he contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
Zipper Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT #
PROJECT:
DATE OND101-0-1 PAGE OF
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Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE 0 PAGE OF
PROJECT: 9'611'kooex AP ZZA JOB NO: 17-7-1--13
CLIENT: zrk—'7a 4 &16r" CONTRACTOR-
ZZA FIELD REP:
LOCATION: 4�"V'4d
ARR./DEP.TIME: PERMIT NUMBER:
WEATHER: 1�16-/1711�1 (2,2 �s EQUIPMENT USED:
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REVIEWED BY:
This report presents opinions formed as a result of our observations of thecontractors activities relating to geotechn-ical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible for job site safety on this project.
Form #I
himer Zeman Associate
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE P PAGE —2 OF
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Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-330.4 FAX,(425) 771-3549
DAILY FIELD REPORT # DATE: q PAGE aOF3
PROJECT: &Iloeva' ZZA JOB NO.: -7 -71 — /D
Table . Summary of Field Densitv Teqt RPvn1tq-
Test
No.
Test
Date
General
Location
Elev.
Feet
to
Grade
Mat'l
Type
Field
Dry
Density
%
Field
Moist.
%
Comp.
Field
Pass
Fall
__(pcf)
W
q
1.2d
It
�4
9,4
4f-
70
—),2'9
9( 61.4,1,1r—
,1 -14
124o
If-15
Id -3
J-5
Percent Compaction Based on:
F� standard Proctor, ASTM D 698
P Modified Proctor, ASTM D 1557
El Other
LEGEND
DT = Density Test
RT = Retest
TEST METHOD
N = Nuclear (ASTM D 2922)
SC = Sand Cone (ASTM D 1556)
DC = Drive Cylinder (ASTM D 2937)
Specification: El 90% Ej 95%
D 698 D 698
El 90% 95%
D 1557 1557
F-1 Other
Material
Type
Reference
Sample #
Material
Description
Max. Dry
Densi (pcf)
Optimum
Moisture
-4V-+j&.-,A/e i
Form # 2
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE AVZ�Ok' PAGE I OF
PROJECT: I�WIaez' <07u,?r
I ZZAJOBNO:
V
CLIENT: 6L-ImIa41—
CONTRACTOR-
ZZAFIELDREP: II S* LOCATION:
ARRJDEP. TIME: 7 M/40 PERMIT NUMBER:
WEATHER: RV-?,4 EQUIPMENT USED: ;nffzf&146&e s 4b7-
zk
J�'- �41 A--e�z 14� 4z
'4-
aM5;'f� C/
7-L
-$;�wea-z 4,ZzL9,'
"::�7 Z LA led d9e,10�
v4p 7-,;(l -Qi,:r-,r4r 7— 04�;
7z 12erl 41/11 -9 d
z
V,�4 eZd
,Z 7
'0o'
REVIEWED BY:
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or dii'ection of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
1-10M) ff I
Zipper Zeman Associate
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT#
PROJECT-
D ATE PAGE 42 OF
ZZA JOB NO:
2k law ak"'- Z-Ye
ale
zno 4Vz""—e- ze, 62204 A
IOU
4-4 a��e4e-4e, A
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�tlezl Id 'q le o-7 �S.' 4, --5"
4>04!�M
jooe-
. N"-.jL
10 11
f=iFST-
Form # 3
Zivver Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants -
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / VAX (425) 771-3549
DAILY FIELD REPORT# DATE PAGE 0 F
PROJECT: AN� ZZA JOB NO: Z 771—
CLIENT: CONTRACTO
ZZA FIELD REP: LOCAT ION: '0� whm�j
ARRADEP. TIME: '��—.PERMIT NUMBER:
WEATHER: EQUIPMENT USED:
A
01, �/- ' �9!�
14-r aez
1-56 4�C'41 ogg4r'
10-
zr2 s-'1-0a &a 0,4o2
1-00,
y4p
102�
.0P,
7Z,
-All 0. e
'4P 7—
f
. 3nww4,
42
ioe-
100V
REVIEWED BY:
This report presents opinions formed as a result of our observations ofthe contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible for job site safety on this project.
orm #1
Zipper Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # - DATE PAGE OF
PROJECT: &11117dee-- Z!�9� ZZA JOB NO:
MMEM,211FA A112-774 M!
F I I 1 11
i"Al"Mova WI-e
FVWX pp
0 N W, 7A
Em®r'.
mow.,
-71 P-! K, n ff
rormff.j
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-3304 / FAX.(425) 771-3549
DAILY FIELD REPORT # DATE: PAGE _,50F_?_
PROJECT: 0.114,11,
�5
Table . Summary of Field Densitv Test Results.
ZZAJOBNO.: .1-7-71—,,Lq
General
Location
Feet
to
Grade
—Field
Dry
Density
(pcf)
%
Field
Moist.
%
Comp.
Field
F
Pass
Fall
mum
1101110100m,
KIM
11011MOEM
IIMMMI
WRIM
110101MMO=
M/EMI
M.-
mz[-N�
��.
MEMMEMMMOR-REM!
mom
IMMENIMMIN
MM
"M
ME
ME
1011011101MEM
M.
ME
om
�EIMEMM
MIEMM=010
=.-BE
Percent Compaction Based on:
El Standard Proctor, ASTM D 698
)k Modified Proctor, ASTM D 1557
F� Other
LEGEND
DT = Density Test
RT = Retest
TEST METHOD
KN = Nuclear (ASTM D 2922)
F] SC = Sand Cone (ASTM D 1556)
n DC = Drive Cylinder (ASTM D 2937)
Specification: D 90% 95%
D 698 D 698
El 90% 5%
D 1557 *D 1557
El Other
Material
Type
Reference
Sample
Material
Description
Max. Dry
Density (pcf)
Optimum
Moisture (%)
I
F_
i
r-
Form # 2
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT# D A T E PAGE 0 F -2
PROJECT:
ZZAJOBNO:
CLIENT: 6ymaw-l-- CONTRACTOR-.
ZZA FIELD REP: LOCATION:
ARRJDEP.TIME: PERMITNUMBER:
/"W'30
WEATHER: EQUIPMENTUSED: '007-,ft
Z�4
az/z 66��'Jeci
6224dl�� x e-7 /00 ±7-q
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'W �,2 7�� 4-4
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J,� ,, e 4f��k 4,;- -5�
rf- "g? cw 4��
94r,!n,�7-
00,
/Z
Z�w
(117
REVIEWEDBY:- os-
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative, The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or diiection of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
Form #I
Zipper Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT #
PROJECT:
— DATE PAGE OF
ZZAJOBNO:
U/z
71�' ,025�,c
a,Lza
.PIC
'efkz�'
74,_0 60
Ce:74, e
j
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Fonn # 3
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT# — DATE PAGE OF
PROJECT: Or "k,.5 ZZA JOB NO:
CLIENT: S�m CONTRACTO
ZZA FIELD REP: LOCATION-
ARR./DEP. TIME: 11LY—S PERMIT NUMBER:
WEATHER: EQUIPMENTUSED:
7
_5
4-7 Z:I,<,
JA�9A-�4V— dOts Q 1eef2ZLZ<;k
1�)" r10 d,'
7— Ag d ZL :Old
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lv�/ Ldl)aej ell*) t_1 d 60 &-,S V2?!d4_A:2Loe
/7
eg' k��O'
coo,
A L" A14&"_ gal 0� ;�L -e'-Oele.
t
V
501,14L 0
7&�
lz e:��
REVIEWED BY:
This report presents opinions formed as a result of ourobservations of the contractors activities relatingto geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of (he project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work ofthe contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
K10611WIN
Zipoer Zeman Associate
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # — DATE Z'— PAGE -eL OF
PROJECT: ZZA JOB NO:
-V
:eK e.!5:e 92
'o
Form 4 3
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE OF
1,41
PROJECT: r—"Fe7L - ZZA JOB NO:
U
CLIENT:aVal9ew, CONTRA CTOR.__-el?�42W C-
ZZA FIELD REP: —LOCATION:
ARRJDEP.TIME:
PERMIT NUMBER:
WEATHER: 1;�Nbl sy�'�v 6P EQUIPMENT USED:
i AVA 5'_ Ile dg!:�
A
1 4,3 e4mlo a'u(ev- eq 1!�-
Le
,5�//&- z,,zwl? lbe sz/
V
'0-
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REVIEWED BY:
This report presents opinions formed as aresult of ourobservations of the contractors activities relating togeotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
Form #1
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-3304 / FAX.(425) 771-3549
IDAILY FIELD REPORT # DATE: je)�/ 1 0
PROJECT: - FAR Vy)A:j\,- COUK-k- ZZA J OID NO.:
Table Summary of Field Densitv Test Re.pn1tv-
PAGE 0? OF
Test
No.
- Test
Date
General
Location
Elev.
(ft)
Feet
to
Grade
Mat'l
Type
Field
Dry
Density
(pcf)
%
Field
Moist.
%
Comp.
Field
Pass
Fail
q-1
)Q111104P
/5 4 /D W.q4NE&1__
zC?
P V I
3,.?,!5 /0 0
A-1
/C*
S- 5 go "W
4�5
9.3
�91
Percent Compaction Based on:
n Standard Proctor, ASTM D 698
FModified Proctor, ASTM D 1557
0 Other
LEGEND
DT = Density -Test
RT = Retest
TEST METHOD
N = Nuclear (ASTM D 2922)
SC = Sand Cone (ASTM D 1556)
F-1 DC = Drive Cylinder (ASTM D 2937)
Specification
090%
M 95%
D 698
D- 698
090%
D 1557
'505%
D 1557
El Other
Material
Type
Reference
Sample #
Material
Description
Max. Dry
Density (pcf)
Optimum
Moisture (%)
Vorm if 2
Zioner Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE OF
V -7-7
-2�:4o ^�ala Se+110n, ZZAJOBNO: I :Z jD
PROJECT: E U-''
CLIENT. CDO&'N On CONTRACTO COL) &A
ZZA FIELD REP: LOCATION:
ARR./DEP. TIME: 0 PE R M I T N U M B E R:
WEATHER: S 1 JA.n 4 7d EQUIPMENT USED: tCZAee---, V?&k6 so
141( a
'qh6eil-v t L/
avy W J44,1 4., d-
40!�: Z30�'� j4 hZ2��I�
�,O�
V
Led*- 0� AJ
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C'
vA-JJ61 Cwo �-e-6 g�t/t-- 06,Fz--g- ve eo-wk4�1� X-� 04�mw
149
e ogqj-"'� '::244t-j� eA 4 V
-44000'
--F-�60
REVIEWED BY:
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
.be for the purpose of providing observation and field testing services, Our work does not include supervision or direction of the actual work of the contractor, its employees,
agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
ZZA will not be responsible for job site safety on this project.
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE I ;T;]eD PAGE OF 03
PROJECT: -&q'o venL�A SeA�3 I a V?, ZZA JOB NO:
CLIENT: CoticyN aAaT- CONTPACTOR-CDO04AO L P-k�
��1!AnD V-)s
ZZA FIELD REP: LOCATION:
ap
ARR./DEP. TIME: I PERMIT NUMBER:
5,
WEATHER: Jnn EQUIPMENT USED:
-!5,11� 41--Tf'y OLC)
,r t,V j4-(�, (4
//M kyli-VV
36 (eel
/Up &r-� 0 1? '-;�o
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C-�, vA-1 J 6 06%Sj--ir L.,e J�
42 00,
CA CF�koo'� V J216n-51 A4 te45-
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REVIEWED BY:
This report presents opinions formed as aresultof our observations of thecontractors; activities relating togeotechnical engineefing.We relyon the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees,
agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
%. ZZA will not be responsible for job site safety on this project.
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-3304 FAX.(425) 771-3549
DAILY FIELD REPORT # DATE: PAGE C;? OF;?
PROJECT: COuK-i- A191LO' ZZA JOB NO.: -- 17 -77
Table Summary of Field Densitv Test R"ults.
Test
No.
Test
Date
General
Location
Elev.
(ft)
Feet
to
Grade
Mat']
Type
Field
Dry
Density
(pcf)
%
Field
Moist.
%
Comp.
Field
Pass
Fail
C11 //0
4 ID tv 0 N F leg,-
49
95
5 /t/w 40,
q -3
1d6
q-�
-4S-
ICA
9-3
42X
q -q-
41
5) kv
Percent Compaction Based on:
Standard Proctor, ASTM D 698
Modified Proctor, ASTM D 1557
Other
LEGEND
DT = Density Test
RT = Retest
TEST METHOD
N Nuclear (ASTM D 2922)
SC Sand Cone (ASTM D 1556)
F�' DC Drive Cylinder (ASTM D 2937)
Specification: F1 90% F1 95%
D 698 D 698
El 90% 1�995%
D 1557 D 1557
El Other
Material
Type
Reference
Sample #
Material
Description
Max. Dry
Density (pcf)
Optimum
Moisture (%)_
rurm fF z
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) t1-3304 / FAX (425) 771-3549
b 101
DAILY FIELD REPORT # - DATE PAGE 0 F —
PROJECT: &Q110n$(QL APA-5 ZZA JOB NO: 1-7-7-7 —tD
CLIENT: (iQ edlLa I CONTRACTO
ZZA FIELD REP: r'-1 S IF 1;wr� LOCATION: E--DA8QA5' 92el
ARR./DEP. TIME: ID 04?An,--, QCD ERMIT NUMBER -
WEATHER: 61/y? EQUIPMENT USED: DEDIX15 st-�'v
06,3-ev V toy? - &ZI -;,.s B /r-q!�J C) 174,f
ff /del
tl
/;-4 52DVIC, W r- �n LA�
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U I
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4"o ev t"�ee2p z"o
e-Dwp;c+e-6 v
CY d 60 44-.",
a Y,
REVIEWED BY: ire 14.� V V1 N.J
<'0J'kSJ /e,7- OL,#z
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications ftoughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
beforthepurpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
IW4
Form #I
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-3304 / FAX.(425) 771-3549
IDAILY. FIELD REPORT# jib DATE: /011aloy
PAGE C OF
I.PROJECT:
Table . Summary of Fipld Dp.n,.qitv Te.0 Rt,.rm1tq-
ZZA JOB NO.: 1-7 -7-7 — /L
Test
No.
Test
Date
z I a �
General
Location
Elev.
(ft)
Feet
to
Grade
Mat'l
Type
Field
Dry
Density
(Ocf)
%
Field
moist.
%
Comp.
Field
Pass
Fail
W
3
a.
vo
&L/ 4- -�t o '.5 ID No (tK-
4Alf
+
4(
JV3
W PC 0 'rv'oe'
,
411)>�
/7
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7
D / ty 3 4? AT 6-L
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3
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7P
4
11-7
7P
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9 A�S
:21
'0 1VF
een
0,
-C, 4V 7� 12�;
f 11 ---4
Percent Compaction Based on:
F] Standard Proctor, ASTM D 698
-P'�Modified Proctor, ASTM D 1557
F1 Other
LEGEND
DT = Density Test
RT = Retest
TEST METHOD
:KN = Nuclear (ASTM D 2922)
9C = Sand Cone (ASTM D 1556)
DC = Drive Cylinder (ASTM D 2937)
Specification: El 90%
D 698
El 90%
D 1557
n Other
El 95%
D 698
V635%
D 1557
Material
Type
Reference
Sample #
Material
Description
Max. Dry
Density��pcf)
Optimum
Moisture
Form # 2
Zivver Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE OF
PROJECT: VV8X re— ZZAJOBNO:
V F
CLIENT: 7— CONTRACTOR-
ZZA FIELD REP:. LOCATION: -4
ARR.ADEP. TIME: /Z S�41— PERMIT NUMBER -
WEATHER:
EQUIPMENT USED:
A 1Z LIZ 7'to C --5
z Z—
ZL 42:2 4or-z—A—t /6r d
7L et 1,4, ew- zvka
15"
1A A6
1A16
4,17
Ag6 a zle
�Ve s,.-> 6G 6r or u 6 C.122 040.1,
2/W7 C-
y
7- &jJA-<
REVIEWEDBY:
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnicall engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actu'al work of the contractor, its employees,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible forjob site safety on this project.
rOTM fF1
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-3304 FAX.(425) 771-3549
DAILY FIELD REPORT # DATE: PAGE OF
PROJECT: ZZA JOB NO.:
,411 ir,�cvz- &pi6 1-7-77—) 0
Table Summary of Field Densitv Test Results.
Feet
Field
Dry
%
%
Test
Test
General
Elev.
to
Mat'l
Density
Field
Comp.
Pass
No.
Date
Location
(ft)
Grade
Type
(Ocf)
Moist.
Field
Fail
10 f .3 +ao I 6d NO
ID 5 -t-- -A 9 W d
1/0
'fs
AS'
f5
11-4
35 e> 5
L;5
P-- A10 6
72
t 1
0
"Op
0 d 7
3;9 5
'�S'
4/
I
Percent Compaction Based on: Specification: El 90% 095%
D 698 D 698
��-Standard Proctor, ASTM D 698 El 90%
Modified Proctor, ASTM D 1557 D 1557 D 1*557
R Other F1 Other
LEGEND
DT = Density Test
RT = Retest
EST METHOD
�`SNuclear (ASTM D 2922)
c Sand CODe (ASTM D 1556)
F� DC Drive Cylinder (ASTM D 2937)
Material
Type
Reference
Sample #
Material
Description
Max. Dry
Density (pcf)
optimum
Moisture
k1i :5,0"o "Ir
1,orm # 2
Zipper Zeman Associa
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # 12- DATE 1 0- lq-,oq PAGE OF '2--
"5 1 ��
rT- IPJ(� te VA ADv+ vw" ZZAJOBNO:
PROJE 1. - " - / 0
CLIENT: tOt)&A"AA CONTRACTO '&vePt^'%k /Velt6�
ZZA FIELD REP: LOCATION: �'J�f g WA-
ARR./DEP. TIME: PERMIT NUMBER:
WEATHER: EQUIPMENT USED:
V
0 ka'e-'� & 4- S 41 a "Cir- W cxv'4,� e4 4-t�
ZUAR, N#*\14 0" CAfr/V&J-- I' kAl� 0 LO W-�'Gd
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V
REVIEWED BY:
This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with
the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will
be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employ�es,
or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its
work. ZZA will not be responsible for job site safety on this project.
Zipper Zeman Associates, Inc.
Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, Washington 98036 (425) 771-3304 / FAX �(425) 771-3549
DAILY FIELD REPORT #
DATE:
to—(q—OL(
PAGE OF 'Z-
PROJECT:
ZZA JOB NO.:
Table _. Summary of Field Densitv Test Results.
Test
No.
Test
Date
General
Location
Elev.
(ft)�
Feet
to
Grade
Mat']
Type
Field
Dry
Density
(Pcf)
%
Field
Moist.
%
Comp.
Field
Pass
Fail
pT-1
lo-jq
tj M,- 6 �- low' yLvt
17,11
�0
el 5—
DT-
j er R-X v
7,-
/0
VT -3
4-2,5—
7 5
Percent Compaction Based on:
r-1 Standard Proctor, ASTM D 698
Kmodified Proctor, ASTM D 1557
F1 Other
LEGEND
DT = Density Test
RT = Retest
TEST METHOD
XN = Nuclear (ASTM D 2922)
— I
SC = Sand Cone (ASTM D 1556)
DC = Drive Cylinder (ASTM D 2937)
Specification: F1 90% El 95%
D 698 D 698
El 90% 5%
D 1557 A
D 1557
n Other
Material
Type
Reference
Sample #
Material
Description
Max. Dry
Density (pef)
Optimum
Moisture
/o/*V
rurm ffZ
ZZAN3
V ""Ift Ippe Zeman Associates, Inc.
eotechnical and En,vironmental Consulting
J- 1777-10
August 1, 2005
Ballinger Court Associates Limited Partnership
c/o Covenant Construction Managemen t, Inc.
P.0 Box 60
Lynnwood, Washington 98046
Attention: Mr. Pat Carroll
Subject: Summary Letter
Geotechnical Observations During Construction
Ballinger Court Senior Apartments
Edmonds, Washington.
Dear Mr. Carroll:
The letter provides a summary of our geotechnical observations during construction of
the Ballinger Court Senior Apartments in Edmonds, Washington. Zipper Zeman Associates
(ZZA) also prepared a geotechnical for this project dated June 4, 2004.
Representatives from our firm made fo ' urteen (14) site visits between September 27,
2004, and November 30, 2004, to observe the geotechnical aspects of selected portions of project
construction. Daily field reports prepared for each site visit are attached.
ZZA's primary emphasis was to observe the remov�l of unsuitable soils and the
placement of structural fill within the building footprint. Our firin also observed the condition of
the bearing soils exposed in the footing excavations. This included the removal soft, unsuitable
soils in the northern and southeastern portion of the building. Based on the results of our
observations, it appeared that unsuitable soils. -were removed from the -building area as
recommended. The results of the in -place density testing of the structural fill placed within the
building footprint indicated that this structural fill was compacted to at least 95 percent of the
maximum dry density determined in accordancewith the ASTM D-1557 in accordance with our
geoteclinical recommendations. Hand probing of the footing subgrade generally revealed firm
and unyielding conditions. Footing subgrade areas requiring additional preparation were
identified to Covenant Construction.
18905 33r'Avenue West #117, Lynnwood, WA 98036 (425) 771-3304 Fax: (425) 771-3549
ZZABallinger Court Senior Apartments
;0 )-1777-10
SIM
go 'M August 1, 200 5
Page 2
in summary, it is our opinion that the geotechnical aspects of project construction
observed by ZZA were in general accordance with our geotechnical recommendations for the
project.
T 0
CO 0
0
-ni
19409
NAII
L RES 4 / 3 /20M
�T-- --
Respectfully submitted,
ZIPPER ZEMAN ASSOCIATES, INC.
James B. Thompson
Principal
J- 1777-10 08105
HUZ'-.01 05 o3:58a CT Englneer.lhg PLLG (206)285-0618
P. 2
C T
P L &. 4C
August 1, 2005
City of Edmonds
Building Divi5ion
121 5th Avenue North
1�dmonds, WA 08020
Attn: Ann Rullis, Agsistant Building Official
RE; Ballinger Court Senior Apartments
S;7t0§7
�6 vc1W
Dear Ann:
We are writing this letter to summarize our structural observation for the Ballinger Court
Senior Apartments Project.
In OCCOM2rice with UBC Section 1702, our structural observation included visual observation
of the structural system for general confornl2noe to the approved piano and specificaffiona. A
variety of clarification bulletins was relayed in writing to the contractor. These bulletin3 were
available for the Building -Official's review on site. The bulletin items have been resolved to
our satisfaction.
Please call it you have any questions.
Sincerely, I
Craig F. Roberts, P.E.
structural Engineers
180 NiCkersoli St.
Suite 302
Sr-atdc, WA
99109
(2VICIP33-4512
Ft%;-. 285-06 18
-1011 A-kq W
Tri-County
Land Surveying
Company
. 4610 200th St. SAV, Suite A. Lynnwood, WA 98036
I-1hone: 425-776-2926 Fax: 425-776-28,50
April 28, 2005
City of Edmonds
121 5" Avenue North
Edmonds, Washington 98020
Subject: Ballinger Court- Asbuilt roof elevation for Covenant Construction.
To Whom It May Concern:
On April 15" 2005 a survey crew from Tri-County Land Surveying Company went to
the Ballinger Court site located on the East side of 75" Avenue West just North of
228t' Street Southwest to obtain an asbuilt elevation on the highest part of the roof.
The elevation was found to be 369.96 feet.
Please call me if you have any questions
Sincerely,
Tri-County Land Surveying Company
Reid Speegle
Survey Manager
RECEIVED
MAY 0 5 2m
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
R 9 D
DEVELO'! CES CTR.
MAYESTESTING'ENGINEERS, INC.
May 12, 2005
City of Edmonds Building Department
121 5th Avenue N
Edmonds, WA 98020-3146
Attn.: Jeannine Graff
Re: Ballinaer Court Apartments
w2,2,7,ar-7;,%-th,Aven, we--Sw-
Edmonds, WA
MTE- Project No. E4300
Dear Ms. Graff,
" k
k
VONIM10'M
04TI-In MEWAIDE NIEW
Everett Office
917-134th Street SW
Suite A-1
Everett, WA 98204
ph 425.742.9360
fax 425.745.1737
Tacoma Office
10029 S. Tacoma Way
Suite E-2
Tacoma, WA 98499
ph 253.584.3720
fax 253.584.3707
Portland Office
7911 NE 33rd Drive
Suite 190
Portland, OR 97211
ph 503.281.7515
fax 503.281.7579
This is to inform you that registered special inspections have been completed for this project as
per our reports, copies of which have been sent to you.
Special inspection was provided for:
Reinforced Concrete
Epoxy Grouted Anchors
To the best of our knowledge, all work inspected was either performed in accordance with, or
corrected to conform to, the city approved drawings, or engineer approved changes.
We trust that this provides you with the information which you require. Should you have any
questions give us a call.
Sincerely,
MAYES TESTING ENGINEERS, INC.
--- � K
/ -1-117C�11
Timothy Zckerle, P. E.
Branch Manager
CC: Patrick Carroll- Ballinger Court Apartments LP
Comer Flag,
=gb cks ENILired _Actual
a,
Front -2-
Sides 10
Rear
Other
3—oTL3 69 —.0'
; I
Rec elveo
NOV 0 3 2004
PEFIA41T COUNTEP
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INICISM MW - C&
ft 604M.0 W-M.M.M. me Now "w.
a =Lgq.M="-&wft W-W
AMUAL aXAM 30M
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(tItt ^44191$4 1�- Llrbtr 6-)0
ISSUE DATES
41 c
Johnson Bmund
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MUMFOWNT
46
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PJAMCOMMOM
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MEET INIORMOON
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APPROVED BY PLANNiNG
SITE PLAN
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DRA� BY: LPIMB
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I
State of Washington
DEPARTMENT OF FISH AND WILDLIFE
Region 4 Office: 16018 Mill Creek Boulevard - Mill Creek, Washington 98012 - (425) 775-1311
REC
November 30, 2004
Covenant Construction Manageme nt Inc. 2004
ATTENTION: Patrick G. Carroll os
_PT
PO Box 60
Lynnwood WA 98046-0060
Dear Mr. Carroll:
SUBJECT-: Request for Letter of Compliance; HPA ST-F9887-01, Ballinger Court
Senior Housing, WRIA 08, SW 1/4, Section 29, Township 27 North, Range 04
East, Snohomish County
On November 24, 2004, you requested that the Washington Department of Fish and Wildlife
(ArDFW) provide a letter stating that Covenant Construction Management, I * nc. has completed
the permitted project and complied with all the provisions of the Hydraulic Project Approval
(HPA), Log Number ST-F9887-0 1. This letter is intended to meet that request.
On November 29, 2004, 1 met you at the site and inspected the project. All provisions stated in
the HPA were met.
Thank you for the opportunity to provide this information. If you have any questions, please
contact me at (425) 379-2305
Sincerely,
Ginger Holser
Area Habitat Biologist
GH:gh:
cc: Meg Gruwell
-Ax-)07 -76X!I- AV-( VIJ
CITY COPY
City of Edmonds
MICROFILM
Attn: mike snook
Reference to: permit # 2004-0952
Ballinger court apartments
ReCtIVED
AUG - 1 2W5
PERMIT COUNTER
I Jere . me Wickstrom project engineer would like to state the following
info in regards to pressure relief blow off lines that are ran interior of
building for the reasons of safety for the tenants of ballinger court
apartments. On all retirement type facility unit'S. it is standard practice to
keep any safety lines with in the boiler room, reason being a person in a
wheel chair or a person with slower reflex's can not move out of the way
fast enough to not b . e hit with 145 f water. Also winter time becomes a factor
with freezing slicks across walk Ways. I hope this is the type of explanation
you were looking fdr, if not please feel free to contact me at any time.
Thank -you
,ay
Jereme at wolfe plumbing
LV
I n Z
CA25 750 6564
0:360 794 8621
I Jereme Lwol feplumbing@verizon -net
f4 V
A-
VZSC;SIVSD
AUG
�EnMq COUNTER
1-1 T n InU
PRO.WCT STATUS CIMCKLIST
for STREET FILE
Short Plats/Plats/PRDS
PROJECT NAME: DV -
A 'SUBDIVISION NO:
4—
Project Address I Phone no.
i:00x M&Leveloper Qft In III A M
ul"411) 91
PRELIMINARY okulkm
El TRAFFIC STUDY (applicant submits with SEPA and mitigation fee determined)
L3 PRELIMINARY DRAINAGE PLAN (initial submittal for completeness)
CMLS
0 CiVILS SUBMITTED: Q INITIAL REVIEW (includes PW):
o INITIAL COMMENTS SENT Q1ST RESPONSE RECEIVED
o 2ND REVIEW: L32ND COMMENTS SENT L32nd RESPONSE RECVD
0 3rd REVIEW
o 4th REVIEW
PEER REVIEWS
C33RD COMMENTS SENT 03rd RESPONSE RECVD
04th COMMENTS SENT L34th RESPONSE RECVD
L3 ROCKERYIMODULAR BLOCK/ RETAINING WALL STRUCTURAL CALCS AND DRAWINGS SUBMITTED
PEER REVIEWS REQUIRE A TASK ORDER SIGNED BY CITY ENGINEER AND CONSULTANT BEFORE REVIEW CAN OCCUR.
Q TASK ORDER # Oinitial review due U 2nd review due
L3 1 ST REVIEW TO CONSULTANT L3 1 ST COMMENTS FROM CONSULT.
L3 1 ST COMMENTS TO DEVELOPER L32ND RECEIVED FROM DEVELOPER
Q 2ND REVIEW TO CONSULTANT L32ND COMMENTS FROM CONSULT
U2ND COMMENTS TO DEVELOPER L3411 RECEIVED FROM DEVELOPER
03rd REVIEW TO CONSULTANT E13rd COMMENTS FROM CONSULT
03'd COMMENTS TO DEVELOPER 03'd RECEIVED FROM DEVELOPER
ENGR'S EST RECEIVED BONDAMOUNT Ll BOND RECVD
TRAFFIC CONTROL PLAN(S) SUBMITTED ; Ell DATE APPROVED lolqAW44
SPECIAL OUTSIDE AGENCY PERMITS (i.e.; Dept Natural Resources JDNR)�� �FR)
RIGHT-OF-WAY PERM IT#q,6ak:j6 �?,q # OF INSPECTIONS
CIVIL DRAWINGS SIGNED (do not release plat originals until all fees are paid and bond submitted)
VAryistr fomis\project status chccklist.doc as of 4 Feb 2004
W
FEES TO BE CO LECTED
o Engineering Review $
NaRmw
2.2% Engineering Inspection $
Right of Way Permit $
o Traffic Impact $ L3 Traffic Mitigation $ ItWu
LIL3 0APPLICANT NOTIFIED ALLFEE AND�OCNDAMO:—LINT—
ATF- RECEIPT#:
o Pass through Peer Review
0 RECORD OF SURVEY SIGNED (authorizing recording)
L3 SEPARATE GRADING PE T (only if appIlicant asks- do not encourage separate permit)
Grading planiquantities -9MIL , vio VMJ,- \AJMtCA Silt -
b Engineer's estimate
o GfediRg-b�ffiffli led
Signed civils for grading and erosion control only
I
LEI
PRECONSTRUCTION MEETING NOTIFICATION 0/0 10(4�JU04 I (40A
DATE OF MEETING
0 Planning 13 Public Works
Llutility Co's 0 CT
INSPECTIONS/ REQUIREMENTS
Engineering
L3 School District
LIErosion Control QTraffic Control LIStaging area
L3 Detention LITightline EID/W slope < 14%
LlWatermain L3Purity/pressure L] Water services
LJDDCVA LITPRL remote sensor (on exterior wall -commerical)
L3 Sewer main LITested Ll Side sewers
L]Road Grading/pre-paving LICompaction tests
L]Geo-Tech reports LJ C/G forms LISM forms
LIRestricted parking-signage - L3Striping
CIStreet signs LIStreet monuments ElStreet lighting
0S1W disruption dates to
LIAlley disruption dates to
OTHER:
LIParking disruption dates to.
oFINAL
V:Vnstr forms\project status checklist.doc as of 4 Feb 2004
..CITY OF EDMONDS
252 11
�""bEVELOPMENT SERVICES.
D E:
Fleceived-o-f:
Address:
Lfit Phone,
'ProjeQt Location -?r-1 7ZA
-Check No.. Cash Total Received
Is: I
-7 Lf
.'Water Meter Size:
Amount
Water Connection Fee
Sewer Permit/Repair
.�.Sewer ConnectionILID Fee
.,Street Disruption Fee (111 Fund)
*.-Storm 6rainage Fee
Engineering Inspection Fee (W) T2oW
�Engineering.2.2% Inspection Fee (SP, Multi. Comm)
-7-7
Engineering Review Fees,(SP, Multi. Comm)
ROW/Street Use/Encroachment Permit
c
i ':.Street Cut / Restoration Fee (620 Fund)
.Traffic Mitigation Fee/Sidewalk Contribution
Fee -
Fire Plan Check Fee
building Permit Fee - Type
..PlAn Check Fee
Reimbursable Consulting Fees
Critical Areas
Landscape inspection Fee (1 %)
SEPA Review Fee.
Shoreline Permit Fee
Sign Installation (620 Fund)
Zoning Application Fee - Type:
:-Maps / Books
Photocopies
Recording Fee
:-.City Surcharge
-State Surcharge (622 Fund)
A
y:
r . 6v j 11 11�2
Permit
AM& ALM mom
IMF,
City of Edmond's a i na i MC Permit No-'M64-0?q
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date:
Address or Vicinity of Construction: 22, Ave- V/
B. 'Type of Work (be specific): . 60 , 1A ee U44�1 VOU4,J k W&I-1i J'bV#tl
ki d- -�o -ev,
AmA _cA44, se4we4-) I I&Y'Ave W, - C voss,"A �wJ44rv!�ti 4 C -76 Y" Ave
4 - 4 4-ATV iPt 05r1'1,!J - bg� 0-&J'PCP&1k 4
Ae 1W 44100�4
C. Contractor: 6-ovemy,4- Ce�. Mire-J, le, Contact: P&
Mailing Address: cyykUM� ILIM4 Phone:
State License #:- &0VFt4 4 14 T1 JeRM Liability Insurance: "Yews Bond: $
City Business License #:
D. Building Permit # (if applicable):
E. F� Commercial El Subdivision
Multi -Family Single Family
INSPECTOR:
F. PAVEMENTCUT: XYES
CONCRETE CUT: W YES
G. R Mail Approved Permit
Side Sewer Permit # (if applicable):
El City Project El EUC (PUD, VERIZON, PSE, COMCAST, OVWSD)
F� Other
El NO
El NO
J< Call for Pickup
G. SIZE OF CUT
140 Ic
�av - QW
fbw& ye
(.0ww" W A 4su-
INDEMNITY. Applicant understands by hislher signature,to this application helshe holds the City of Edmonds harmlesyfrom
i . nj . urt . es, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or anv 9f its departments or emplQvees, including but not limited to the defense qf an.v legal proceedings including defense
costs and attorn V-fees bv reason ofgranting this permit.
CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING _T11E FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
CbMPLETEDWCITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT
T r a f r I fety shall be in.accordance with City regulation as required by the City Engineer. Every
ic contro and public sa s
flagger must. �be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
X,, 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.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE AB6VE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND A C KNOWLEDGE
THATIMVTMAKE E AV LABLE ON SITE A TALL TIMES FOR INSPECTIONS
Signature: L Date: _U01
A.
'EOR CITY 'ONLY
USE.
&04f
T
-Aporoivedby:
Tini�Authorized4-V6id:After /* Vo Disruption FiWFund'1414:�
Speciial"Cohditions: Agq;�tgt_gl _r VPO "iligiDedion. Fee:—
&L�Js A*0 --To oj-,w - S16ka6ws, Wo Re- V.Otaf*Fe'e�
REQUIRED INSPECTIONS: 11 T—T& "-6-
A
Call 425-771-0220, Ext. lj26for a 24-hour voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORW.--.-,agJ&AAJd DATE:�tl 2-10r
's Signature
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
CADocurnents and SettingsTurtisNy Documents\Fomis\EngnmgNROWpermit_.doc Revised 10/01/03
NOTICE:
No warranty of accuracy.
The information shown on the attached
map(s) was compiled for use by the City of
Edmonds, its Employees and Consultants.
The City of Edmonds does not warrant the
accuracy of anything set forth on these
map(s). Any person or entity requesting a
copy should conduct an independent
inquiry regarding the information shown on
the map(s), including, but not limited to,
the location of any sewer stub shown. Such
sewer stubs may or may not exist and may
or may not exist at the location shown.
Neither the City of Edmonds nor its
employees or officers shall be liable for the
information given on this map(s), nor for
any one representation provided based
upon said map(s).
SW/14, SWJ/4 SEC. 29 9TWP. 27 N. RGE. 4 E. qW.M.
i
I
— —30
222ND ST.
SOW.
a
N 00
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0
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3:
0
0.
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220TH ST. S.W.
FND. 2" BRASS DISC. W/
11 +" IN 4" DIA. CONC. MON.
IN CASE, DN. 0.6'
7-22-99
FND. 3" DIA. BRASS DISK
W/ "+" SURFACE MON.
7-22-99
T
T
0-
r
CURB CUT
' 00
4
00
1 r0l
C-4 . .....
04
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V
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,nCURB CUT
CAPPED
!:.NO ' 9567
4.r-.,., OF NW COR.
PARCEL 3
CENTERLINE
OF
DITCH
N,39*57'21 "W -- 302.48'-
N. LN. S 272.5- Wl /2
PA R Ci -.—L A
W. END FNC FNC. INTX.
25.1-E.. 0.7-k OF 75.2'E., 0.8'N. OF
SW PROP. COR. I SW PROP. COR.
N89*57'21" W�
BUILDING
302.60' -,- S. LN. N. 264'
SE FNC. COR.
0. VN. OF
PROP. LINE--�
SW FNC. COR.
0.6' N. OF
PROP. LINE
N. END. CYCLONE FNC.
WOOD FNC. TO N. & E.
FNC. 16.9'S., OXE.
OF NE PROP. COR.----
00
C*4
m
FNC. 81.7'S., OXE.
OF NE PROP. COR.
'a 3
U)
c,j to
6' CYCLONE FNC.
S. END CYCLONE
�4 r4
FNC. 124.0'S., OXW
OF SE PROP. COR.
z
—T
0
A EX. DRAINAGE EASEMENT
A.F. NO. 8107170159 —
FNC, 169.4'E., 1.0'N. FNC. INTX.
OF SW PROP. COR 7r, 91W I JIM nr
SE PROP. COR.--\
302.36' (302.73- TO SUBD. LN.)
S. LN. S. 129.5', N. 272.5' Wl /2
L--
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in
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,7.", - -1
12
,91419 2"5R,4-SS,01Sff
0/1 /";�- " IN .0 ",01,4. CONO
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7-22-NN
NF,955W"#1
670 46'
670 46'
4 "w
N89 59 � T5
66757'
M 2.9
6464
A1176 W,1-1-
FND. 1/2" CAPPED j/ J2 ".9 r.4Cff IN L64,0
REBAR LS NO. 9567 IN 4 � r4 " Ca VC A (ON.
0.12-N., ON LINE E. LINE IN 04-SE 7-22-99
7-23-99
X-- I SM1114, 5EC.29,
N. END. FNC.
0.3'E.. 0.3'S. OF
NE PROP. COR.
WOOD FNC.
2 2
N� z
00
V to
NW COR. WOOD FNC. Ld S
5; z
134.0'N., 0.5'E. OF
SE PROP. COR. —1
0
6' WOOD FNC.
-----N. END. CYCLONE FNC.
S. END WOOD FNC.
114.3'N., 0.3'E. OF SE
PROP. COR.
3' CYCLONE FNC.
SW FNC. COR.
94.0'N., 2.6'E. OF
SE PROP. COR.
FND. 5/8" CAPPED
REBAR LS 9891 LS&A
FNC. 126.1'E., 1.0'N
OF SW PROP. COR.
FNC. ANGLE PT.
CURB CUT 0.35' E., ON LINE
14.9W.. 2.4'N. bF/
SE PROP. COR.
FND. 5/8" CAPPED
REBAR LS 9891 LS&A
7-23-99
0.10'S., 0.98' E.
7-23-99
2
13
4
A SSESSOR'S PL A T OF
L USCHEN'S A DDI TION NO. 4
VOL. 20, PG. 29
1
30'
30,
L
FND. TACK IN LEAD
FND.
IN 5"
2- BRASS DISK W/ 88-28'36* HELD
DIA. CONC. MON. IN
88*28'36" HELD
IN 4" X 4" CONC. MON. b
(N89-32-04"W 497.28- PLAT)
CASE,
ANGLE PER PLAT
DN. 0.6'
ANGLE PER PLAT
IN CASE, DN. 0.7-
7-22-99
N89*57'28"W 497.25'
7-22-99
332.44' f / /
332.24'
165.01' (PLAT HELD)
278.92'
53.33'
— — — — — — — — — — — — --
N89*57'21"W 332.44' SUBD.
FND. 2" BRASS DISC W/
PUNCH IN 4" DIA. CONK.
0
228th ST. S.W.
I
MON. IN CASE, DN. 0.6-
7-22-99
Lo
111
Jo
SCALE: f =30'
190147,101
0
FOUND REBAR AS NOTED
19
FOUND MONUMENT AS NOTED
—SS—
SANITARY SEWER
—W—
WATER
—SD—
STORM DRAINAGE
—OHP—
OVERHEAD POWER UNE
A
FIRE HYDRANT
13
CATCH BASIN
0
SEWERMANHOLE
-0-
POWER POLE
TACK IN LEAD
5' OFFSET TO
PROP. cop,.
qq
212TH ST SW
< <
z
04
220TH STSW ul <
03
SITE
<
co
to
co
228TH ST Sw to
230TH T SW
113
19
MCINITY MAIR
5C-ALE3 I' - 1/2 MILE
)EVEI-OPIENT'Ell��fl(-!
cl'I'Y Of- [Dl�i,Dhl)'�
1p
IN
LEGAL DESCRIP"nON 7
10
(PER EVERGREEN TITLE COMPANY, INC. ALTA COMMITMENT NO. S 100942 11
SCHEDULE A DATED JUNE 24, 1999 AT 8:06 A.M.) § �
0,6
PARCEL A:
z
THE NORTH 129.5 FEET OF THE SOUTH 272.� FEET OF THE WEST HALF OF
.40
THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHWEST 041.0
QUARTER OF SECTION 29, TOWNSHIP 27 NORTH, RANGE 4 EAST. W.M.;
EXCEPTTHE WEST 30 FEET FOR ROAD.
PARCEL 8:
WEST HALF OF THE SOUTHWEST QUARTER i OF THE SOUTHWEST QUARTER OF
THE SOUTHWEST QUARTER OF SECTION 29.:!TOWNSHIP 27 NORTH. RANGE 4
EAST, W.M.;
EXCEPT THE SOUTH 272.5 FEET THEREOF. E)
AND EXCEPT THE NORTH 264 FEET THEREOFi co
cq
AND EXCEPT THE WEST 30 FEET FOR ROAD.
S111JATE IN THE COUNTY OF SNOHOMISH. STATE OF WASHINGTON. r-
C%l 0
Z
co Ir.
M
SCHEDULE B m* ad :;4 Fl
(PER EVERGREEN TITLE COMPANY. INC. ALT' 11* = I
A COMMITMENT NO. S 100942 cq
SCHEDULE A DATED JUNE 24, 1999 AT 8: 00)
cq
STORM DRAINAGE AND STORM DRAINAGE FACIUTIES EASEMENT RECORDED �o
A2 UNDER A.F. NO. 8107170159
(PLOTTED) Z�
o
z
CNI
k
C4 z
CER*nFICA"M
THE UNDERSIGNED, BEING A PROFESSIONAL LAND SURVEYOR IN THE
STATE OF WASHINGTON, DOES HEREBY CERTIFY TO (1) ADULT FAMILY
DEVELOPMENT LLC, ITS SUCCESSORS AND ASSIGNS, (11) ROBERT T.
CANAAN AND KATHLEEN D. CANAAN.'HUSBAND AND WIFE, (1111 z
EVERGREEN TITLE COMPANY, INC.. AND (IV) ALL OTHER PARTIES 0
HAVING ANY INTEREST IN THE TITLETO THE SUBJECT PROPERTY E--1
PREMISES AS FOLLOWS:
1. THE PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE
IN ACCORDANCE WITH ."MINIMUML,bCAL AND STATE SURVEYING
STANDARDS.
2. THE SURVEY WAS ESTABLISHED BY !IUIAL bl-ATION FIELD SURVEY E--4
METHOD ACTUALLY ON THE GROUND PURSUANT TO THE RECORD
DESCRIPTION, AND ALL INFORMATION HEREON IS CORRECT TO THE z
BEST OF MY KNOWLEDGE.
3. THIS PLAT CORRECTLY SHOWS THE LOCATION OF ALL
BUILDINGS, STRUCTURES AND OTHER IMPROVEMENTS. IF ANY,
SITUATED ON THE PROPERTY SHOWN HEREON.
4. EXCEPT AS SHOWN HEREON, THEFi E ARE NO VISIBLE EASEMENTS 0
OR RIGHTS OF WAY OF WHICH THE UNDERSIGNED HAS BEEN ADVISED.
LS OR ENCROACHMENTS UPON
ADJOINING PREMISES, STREETS, OkALLEYS IN ADDITION, THERE
5. THERE ARE NO PARTY WAL
ARE NO ENCROACHMENTS ON THE PROPERTY SHOWN HEREON BY
BUILDINGS, STRUCTURES. OR OTHER IMPROVEMENTS SITUATED ON o
ADJOINING PROPERTY, EXCEPT AS SHOWN ON THIS PLAT.
6. THE UNDERSIGNED HAS RECEIVED 'AND EXAMINED COPIES OF THE
TITLE INSURANCE COMMITMENT NO. S 100942, AND ENDORSEMENTS,
DATED JUNE 24, 1999, ISSUED BY' EVERGREEN TITLE COMPANY.
WITH RESPECT TO THE SUBJ:
INC., ECT PREMISES. AND OF EACH
INSTRUMENT LISTED THEREIN, THE LOCATION OF EACH EASEMENT, z
RIGHT OF WAY, SERVITUDE. AND OTHER MATTERS AFFECTING TITLE ;Z)
LISTED IN SAID COMMITMENT. TO THE EXTENT IT CAN BE LOCATED, C)
HAS BEEN SHOWN HEREON WITH APPROPRIATE RECORDING REFERENCES. E--4
7. THE PROPERTY SHOWN ON THIS PLAT IS THE SAME AS THE
PROPERTY DESCRIBED IN SCHEDULE A, PAGE 2 OF THE ABOVE E-4
REFERENCED TITLE INSURANCE COMMITMENT. co
C)
C)
—177 C/ cl)
JOCIN C. KNAPP, P.L.S. REGISTRATION NO. DATE
SHT I OF 1
JOB NO:99-4029
I
Catch Basin and. Reach Pipe Layout in StormShed
I
I
'. � �i T.-Am. -, , -
I
I
11
I
I
I
I
I
Conveyance Capacity Calculations
Full Q Full .1 nDepth:,.FSize FnVel "�FfVel
A r iea liot [iull Q
[kieach '�r
I c) (efs) (cfs) ratio
D (a (Cfs) (ft)
ID c) t/s) (ft/S)
20667111 4.8700!lBasin C
701- 3.8249
Diam!'
o. o-71ogg . .... ..
--F
[P-027 'F o3
o-1443 o-og _..
. . ........ . -F
3.2163 Tasin B
Diam
0905 F .5-18
[2-5,261 0.04 ".,[0-1294 F
.[P--o-2-8 ,Io-133-4-',"�,, Fo
.2425 Basin
[3
1211 [2.1554
2.5467 0-11 .22717
o Diam
'71F _f _,F I-
025 OF426 0-2888
FP--
3.2284 Basin D
-F-E�,[2-5886
[P-02
�[0.8434 .5534 111[2.535 .22 ',.,[0.3169
o o Diarn
iF I F
1211 7.
.[P-02 o .7408 6.. 0 3 5 7 '!'Ii. FO 12. o --236 Dia 5.2087 1 6849
M
F --iF
Hydraulic Grade Line.Calculation
From.
Nod e
10
Node
Rch Loss
(ft)
_�A;p
IF
t) 1-
Bend
(ft) 1
F
Junct Loss HW Loss �ax E
(ft) Elev ft) (ft)
, (ft)
327.215,00
V-' 334.2142
CB06
�FFVinal
FO. 1040 1,
0.0678,
0.0253 334.1433
337.8000
C 7 ------ - ------
BOI FT� 4--6 4 8 1. 334.6848 3F�37.3000:
F-I I
CB08 CB06 334.1441 ------ ...... 334.1441 335.3200
0804 ------ 334.6994 .7500:
CB09 [7C �O 6' 1 i34 6-917 FO'.072 I iI.O. 1337
CBIO
Fci�oq
F334.8736 IF
----- --
T ------
F ------
334.8736
337.7500.
D
I
I
I
F
I
I
I
41
I
I
I
Outlet Catch Basin and Reach Pipe Layout in StormShed
Outlet Conveyance Capacity Calculations
— — --1
Full Q
At nDeptl�
IFFul
Reach F :�;711 Flow F F Size
1 nVel �FfVel
s
a inI
ID (ac)
(efs) (cfs) rati,
ift Isl
tj
�S)
(ft/s) Hd
Y
1.7900
-194 2.5261
F
[047
[0 4839
3-1706
3.2163 Proposed
Diam:
P-031
1.7900
1.1940
2.5261
0. 47
0.4839
12" i
Dim
[3 1706
3.2163
M32
1.7900
1.1940]
2.526 1
Fo :47
0.48 9
3
1211
1
Diam,
.17061
3.2163
11
Outlet Hydraulic Grade Line Calculation
Wel
nDepth nVei�,i BasinT
tze
ratio (ft) (ft1s) H d
(cfs) (cfs) (ft/S)
fie—a—ch I —Ar e a— I —FI—ow Full Fs Y
ID (ac) Fiuii��,F
127.
--F
2.5261 0. 4 7 0.4839 '[3.1706 3.2163 osed
[P-030 .7900'[1. 19407 p
Dim,
F,
9 F,
2-526 �1, 0-47 .483 3.1706 3-21-63
Dim,:
o
�[P-031 1.7900 F11 940
[2-5261 0.47 '[0.4839 -[3-17706 [3-.2163
Dim
'[--P-o32� F, -.7go—o.'," 11 --1 9-4o-
11
I
I
I
I
I
Conveyance Basin Calculations
Basin A
Basin Definition
Time of Concentration
71
LI
IBasin Details
I
I
I
IP
I
I
I
IDesign Method SEiUH
F-
:111ainfall type
TYPEIA
Iflyd Intv, 10.00 min
:!Peaking Factor
484.00
,Pervious Area 0.57 ac
ifervious CN 96.� 19.
Abstraction Coeff
DCIA
DC CN
0.20
0. 00 ac
0.00
IPervious TC
5.00 min—'Ip
TC
0.00 min
Event Summary
I Event IPeak Q (cfs)'IPeak T (hrs)'FHyq V I (acft)��rea (ac) FMethock,Ra intype's
16 montwil 0..1104 8.00 0.0364 '�F-0-5703 F-S�U� ilTYPEIA;
A�yeaii7- 11,F-0.1800 8.00 0.0595 j 0.5-70 FSBUH F7fVPEIA;
F 0 year 11 .2489-1,1
—8-. 0-05'
.5703 SBUH TYPEIAI
—o-3849
8.00
0.1301
!�B H
i
TYPE I A:
I
� -, ,-;i m
Basin B
Basin befinition
Time of Concentration
4:"
cld*
I
IBasin Details
—iiainfall type TYPEIA
IDesign Method SBUH,
10.00 min .'Peaking Factor 484.00
'[Hyd Intv
Coeff
0.20
0.00 ac
Iiervious Area 0. 13 ac DClA
97.31
0.00
:[�e--rvious -C--N'-- DC CN
e
'If rvious TC --�5PO min Ilk TC
0.00 min
. .......... .. .. .. .. . . .. . .............. .. ...
IEvent Summary
� Event 'IlPeak Q (cfs)�[Peak T (hrs);'!Hyd Vol (ac�fft Raintype,
F I
1354 IS UH 1TYPEIA
F-6.
0.0088 B
'F6 —month 0.0265 IF. 8.00
�F2 y —ea r ','F 0.0-428 8.00 0.0142 0.1334 �[SE�UH;[TYPEIA'
0.1334 BUH IA
0.0197
0.0588 8.00'
1IJO yez�
0
0.0905 8.00 .0307 0.1334 SBUH
TYPEIA
I
I
P
I
I
I
I
Basin C
Basin Definition
Time of Concentration
".PT&
7t
7 Fu
0 0
,, X. 7 --- 51
"Y aljq,,!,,F!pq
Chwoel frierm) Cmerete pipe (n40121 137.00 ZOO 0.0120 0.38
Shed Shad pFaWe gran and laww: 11.30 1.W OL 1500 130
Shalbw PwW and gravel atew (n40121 180.00 ZOO 0.012D 1.31
7
Basin Details
Design Method SBUH lRainfall type
TYPEIA
jHyd Intv
10.00 min Tieaking Factor
484.00
;jAbstraction Coeff
T 0.20
'Pervious Area 0. 14 ac DCIA
0 ac
IPervious CN 95.70 'IDC CN
0.00
IPervious TC .1
5.00 min�.JDC
TC
0.00 min
Event Summary
I eak Q.(cfs) IPeak T (hrs);jHyd Vol �C—fo �!-9(�C-i
[M�i—ko�,,Raintypel
16monO,F-7�--t27-4�-- J11—, . o o —J-6-1
-.0 90 443
E
12 year'l 0.0450. ]1 8.00. 0.0149 F6-14 3
FSBUH,FTYP 1,�;
0
I 10 year'll .0.0625 1 .8.0 �ij 0.0208 1[ 0. 1 44T,
FS B U
TYPEIAI
I 100 yea—rj
0.0970
1 8.00 7
1 0.0327
F6-1443
Fs BUH ]TYPElk
I
I
I
I
I
I
I
Basin D
B asin Definition
RN Ir*
dasin DpW:., P.T�C Calp
:b
DO-CN Cak Cl� TC Cak 6c'�'xft R 6 Do$i
(Basin D)' - �'Ateia' 4
(ac) .0
HSGI.
J,
io 0
r D
A
Do pbw,
ck
ImpwAun Poking and Rools
Lao=
a23 MOO
0.18 MOD
u
S HS
OL2 71"
Abi C
Tatat'
Time of Concentration
�Ss
PCKUW. Pit lid�tkl�alclb&kc
V Ai�a 6 bi�'tv�ni 1:'
6*6* (pr!4 I Lin 4,
'C' oelf
10
10
ij
.'V .7,
Total M 5.00
We
t:
'Len, Slope(%l, Coeff T-�,
Channel Cinteim) Conmeke pipe (n-aOl 21
137.00 zoo
OL 0120 0.38
Shed Short pairie grass and lawm:
11.30 1.00
01500 a30
Shallow PavW and gravel area (n-4012)
MOO ZOO
0.012D 1.31
I
I
I
clois
�I
Basin Details
iDesign Method
SBUH
111 infall type
TYPEIA
IH d Intv 10.00 min
y
Peaking Factor
484.00
]Abstraction Coeff
0.20
IPervious Area 0.42 -ac.IFD61A
.0.00 ac
'F-- -
lPervious CN 92.76
jPervious TC 5.010 min �IDC
TjDC CN
TC
0.00
0.00 min
Event Summary
Rain�pe
--------- ethod)
Eve t Q (cfs jPeak T (hrs)3;lHyd Vol (aeft)l Area (ac) Fm
8.00 1 0.0212 0.4-167 SBUH PE A
IF FTY 1
J�rin�nth 0.0616
j
�2ye��j 0.1118 11 8.00
0.0372 0 4167 SBUH
SBUH'TYPEIA
0.0537 0.4167--;[------'1'---
10 year 0.1629 8.00
0.4167 SBUH: TYPEIA
0. 8.00 0.0876
Basin E
Basin Definition
Di�
IM
Time of Concentration
CharrW Werm
Shed
Shalow
Basin Details
IDesign Method
F—S
-�Ufl 'Rainfatl type
TYPEIA
tl�yd Intv
10.00 min "Peaking Factor
484.00
F--
Pervious Area
IlAbstraction Coeff
C
0.43 a DCIA
0.20
0.00 ac
jPerv.i.ous CN .—F
96.66 �IDC CN
6-66
1pervious TC
.....
5.00 mi n—. —[-0.00
DC TC
... . . .... .. . .. ..... ...
min
Event Summary
Event 1�e-a�4 (cfs)i k T (hrs)l Hyd Vol (acft)' .,A 7rea -(ac), [1�7ethodi Raintypei
'[P—ea -- ---j------- -----'F
0.0276
16 montW!I.., 0.0838 8.00 B!—ITYPEIAI,
ar 0.1358
__Lye 8.00 0.0450
1.0 yea7r 0.1873 8.00 1; 0.0625 FO.472-6[��B—U�,,; TYPEIA1
1-0 0- —y e 7ar
F o .2 8 8 8
8.00 71
0.0978 —T
0.42-6
SBUH iFTYPEIA1
I
I
I
I
I
I
I
I
I
I
CONVEYANCE ANYALYSIS CALCULATIONS
For DRAINAGE SWALE BYPASS SYSTEM
I
Open Channel Flow Calculator Land Development Consultants, Inc.
For Circular Pipes 3830 Monte Villa Pkwy, Tel: (425) 806-1869
Bothell, WA 98021 1 Fax: (425) 482-2893
Project Name:
Description:
Ballinger Court
Drainage Bypass - 42"
Pipe Diameter (D) 42 in
Pipe Slope (S) 3.00 %
-��7-77
Flowrate (Q) 91.00 cfs
Mannings Coeff. (n)
0.024
Theta Angle (0)
4.36
rad
Wetted Area (A)
8.12
ft 2
Wet. Perimeter (P)
7.64
ft
Hydraulic Radius (R)
1.06
ft
Top Width (T)
2.87
ft
Flow Velocity
11.20
fps
Formulas:
LOB
Theta Angle (0): If y —1 r: 0 27r — 2a cos( Y — r)
r
If y :5 r : 0 2a Cos( r — Y
r
Wetted Area (A): A (0 — sin O)d'
8
Wetted Perimeter (P): P= I Od
2
Hydraulic Radius (R): R A
P
In /
Top Width (T): T = sin IU/
V2
Project No.:
LDC-00
Date:
8/26/2004
Catc. By:
MEV
T
where: r = Pipe Radius
where: r = Pipe Radius
Open Channel Flow Calculator Land Development Consultants, Inc.
For Circular Pipes 3830 Monte Villa Pkwy, Tel: (425) 806-1869
Bothell, WA 98021 1 Fax: (425) 482-2893
Project Name:
Description:
Ballinger Court
Drainage Bypass - 36"
Pipe Diameter (D) 36 in
Pipe Slope (S) 1.96 %
Flowrate (Q) 91.00 / cfs
Mannings Coeff. (n)
0.013
Theta Angle (0)
4.41
rad
Wetted Area (A)
6.03
ft 2
Wet. Perimeter (P)
6.61
ft
Hydraulic Radius (R)
0.91
ft
Top Width (T)
2.42
ft
Flow Velocity
15.09
fps
As
T
Project No.:
COV-01
Date:
8/30/2004
Catc.. By:
MEV
Formulas:
Theta Angle (0): If y I— r 0 21r — 2acos( Y — r) where: r = Pipe Radius
r
If y:5 r 0 2a Cos( r — Y where: r = Pipe Radius
r
Wetted Area (A): A (0 — sin O)d 2
8
Wetted Perimeter (P): P = I Od
2
Hydraulic Radius (R): R = A
P
Top Width (T): T = sin (0/
V2 �
Open Channel Flow Calculator Land Development Consultants, Inc.
For Triangular/Trapezoidal Channels 3830 Monte Villa Pkwy. Tel: (425) 806-1869
Bothell, WA 98021 Fax: (425) 482-2893
Project Name:
Ballinger Court Project No.: COV-01
Description:
Station 0+20 to 0+90.41 Date: 8/26/2004
Catc. By: MEV
Bottom Width (b) =
5. 00 ft
Side Slopes (z) =
1.00 :1
Channel Slope (S) =
0.69 %
F Lq'W' 7 -D (-y
Flowrate (Q)
91.00 cfs
Mannings Coeff. (n)
0.035
Wetted Area (A)
2
19.07 ft
Wet. Perimeter (P)
12.16 ft b
Hydraulic Radius (R)
1.57 ft
Top Width (T)
10.06 ft
Flow Velocity
4.77 fps
Formulas:
Wetted Area (A): 'A = (b + zy)y
Wetted Perimeter (P): P = b + 2y�l +
Hydraulic Radius (R): R = A
P
Top Width (T): T = b + 2zy
5.0 Special Reports and Studies
A Critical Areas Report, completed by The Jay Group, Inc. dated
September 8, 2003 will be included with the final submittal of this
report.
A geotechnicat report will also be completed and included with the final
submittal of this report.
5-1
LETTER OF TRANSMITTAL
�V-a�
jC;r
fz JVF
pjf,
120
sFiVIGES
rz.1 10
k7TGR0UPF0UAIw.
16030 Juanita- Woodinville Way NE
Bothell, Washington 98011
FAX (206) 362-3819
(425) 775-4581 - (206) 362-4244
j)r,-xJE)-0r
cily 0� OB NO:
TO: MIL DATE:
RE:
WE ARE SENDING YOU:
Shop drawings
Copy of letter
;x Prints
El Change Order
El Originals Samples Specifications
El Plans
Quantity Date Description
THESE ARE TRANSMITTED:
LJFor your approval Ll For review and comment
D As requested 11
C) For your use LJ Approved as noted
LJFor bids due 19 Ll Prints returned after loaned to us
REMARKS
A,
Ir
COPYTO
REC'D BY :�))'M DATE
SIGNED
PRINT NAME
SURVEYING ENGINEERING PLANNING MANAGEMENT
1C. 7-1-26-99 A 3:28PM
CCITT 03
WVP Wvj Mimi I =use"
e k,
M.11`04 WMT
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INS I
2"b"Ilit *00 thill d4y Pit
6"IFIkort V. 600 EVRI Y71,
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It spa fwr�jmitfter Called Ahe MAIM, "or Of the
7 T I i 7 1 —rI r t., f
is "Olt half of the 6001141S$ q4ortel, of the "louthwelt . quarter of the
101"I"t 9LIArtall Of ;.1orltion RO, tivnship 21 4arth, ranqo 4 w*st, U.N.
itept tho souti, 97215 Nat thorqpfo and except thv north 264 feet
,o&d
vreuf# oxcepi the west 30 f"t, I;hqroaf.for r RECE1
E jW
ju&tQ ip the ccunty 4of snohoMj$h�xtstn if wohington,
AUG I 1 20
DEVELOPMEN
t
T SERVICET!E'Ail
CITY OF EDMOND,
.1'hat the spilt GPA
.IJTC*, for iflo iq Considerstion tf
d
futuft -Om I . 0 o by thtse pritsepts gran I, 04r9slao
Go"111111 "to tho 614 0 MTEE, itt WC42501's'Ond assigato a
i's 1 P410101 &Ad Storm drbirl lW31
f *141y 04SWORM. V0 storm d -Xfkf—ff 901
r y vrelm mr,descri r AM
1`01,12h, ACM&I Aft 4 "10-f $194,
too�:e ;he prpp
pArticularly da#ribad 44 0116"1
"�'Ovzt 16 feet 6f the north 50: 'et a! the following described ptopfrtp .!.I
north 129,5 -Fatt-Of tho iP h' 7zl� feet of the ve%t half of the
the 4 11 t Of
3uthwast 904ri-sr of loothw qoArter of the southwest auarter
action 29. towtship 27 north, r 90.4 east, w-K.., Except thft v8st ZQ fast
64id ISPAMICE-P its surcoslov , lli&N assigns, shmll flave the rig" as such
116�ssj;aryt to enter 4 , -S41d property for the Purpose of repair*
14 n �.2%u= MI. pli
IN NITNES". 1111901cor 004 C-04TORtha-V hervul"Itta ti AAvP
#all t1ij and yi-ar f I rSt stQ11111 IT02" I
gild S
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to op flis itAivid4A Iscribed if% -1114
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jP*trW"1t;? and Ackno4jo 0 0 th6t
AS... Y-Wgr, ---. " " :-:2�r Q "A
�nr
6T." Viere ;ro
of
6 day
IC41 seal/tvi L_nl
ut,jjjjr,fAy hand ars4 off,
19
I IV;
1140 SALES TAX C r n r t a b
.RF-QUIRP-p 4 iriyOnt rvl-i, i n, at I
�ItIl It; I J.-I
r 17
Drawing: P:\COV\01 Bollinger\ Exhibits\Droinoge Basins.dwg Plotted: Aug 26, 2004 1:53pm
>
M
z
0
0
C)
I K: 0
0 C/) <
-;h.. U) 0
m m W CID m
0 1> 2)
-0 -0 -0 �� z -0 2 z m m —Z
m C;m C)mmc7m C7 M C7 M
70 .70 n . —m CC) .—;a :l,
rQ
C7, 00 1-1 Njp po :-J p 90 :P-
t'j C4 cn C:, 2 cri to Na — NJ 0 �0 C4 -P.. 00 J CD 00
,J C.0 --J 00 C4 Ln C=) --4 00 (A -4 -- -P�- co -p�
---j C.0 (m M -4 -p� L4 Ln 00 LAI 0) Ln 0, a) NJ M
7 7m 7n 7m 7 7 77lrl 7 71
lifflif A98YORIANON06111 8817SH/Iffifif, 111C.
Civil EngineelIng Et Planning
3830 Monte Villa Parkway, Suite 101
Bothell, Washington 98021
Voice (425) 806-1869 Fax (425) 482-2893
www.LDCcorp.com
R1
L'i
C)
n-
COVENANT CONSTRUCTION COMPANY
BALLINGER
DRAINAGE BASIN$ EXHIBIT
RGURE 7
I
I
Basin Data
Existing Basin Definition
5-
IMeadbw a
N -OnO* -, M--(0* 1'1�*0"-Q;T'0al6l 1"�� At��
4" �(E
Atea ac'.
G.
10
dopev, U b4h r'
1.79 WOO
�'Add
u
179
12
Vr
Existing Time of Concentration
M
Update!` DeWe-' J*
T6W T6 'ki 2 odn
T
Sheet
Dense grasses: 0.24
3MOO 7.20 a2400
3(107
Channel (cont)
Gtaned4ned sham (n-0.030)
1500 3.00 0.0300
0.05
Y
Record Id: Existing
IDesign Method
SBUH Rainfall type
TYPEIA
jHyd Intv
10.00 min Teaking Factor 71-7
484.00
-71
'Abstraction Coeff 0.20
_7
lPe.rvions Area 1.79 ac 0.00 ac
iPervious CN 85�.00 .!DC CN T-0.00
lPervious TC
30.52 min MC TC _71
0.00 min
Existing Event Summary
F—Event ';IPeak Q (cfs lPeak T (hrs);' acft)i FMethodi
--'1'-7'.-0--0
'[-6�—on-thlj
0.0201
0.0259
1.7900
SBUH
year 1
0.08 46
8.50
0.0674
1.7900
SBU
TYPEIA
:Fl 0 ye�7r, 0.1885,
8.17
186
—1. 7 900
—SB —U!
H
�PE I A
8.17
0.23 6 9
1 7900
SBUH
Proposed Basin Definition
LIMWN U.44
S-
I
I
I
'I ,
I
I
Proposed Time of Concentration
Mm-4 Crftm) Comete 0" VP40121
137.00
2-00
a0120
shad Shcxt praWe gran and I&m:
11.30
1.00
OL 1500
3.30
Shalow PavW and v" mew In4012)
1MOO
ZOO
a0120
1.31
CIM C
Record Id: Proposed
Design Method
SBUH 'Rainfall type
TYPEIA
jHyd Intv
min 1
—F —16-66--. Peaking Factor
484.00
lAbstraction Coeff
0.20
Tervious Area
1.79 ac III)CIA
6.66ac
AlPervious CN
94.98 IDC CN
0.00
[PeWious TC
5.00 min TC
0.00 min
Proposed Event Summary
r Raintype.
.. . .. ... .. ... .. ... ..... ...
Event IPeak Q (cfs)�, Peak T (hrs)j Hyd Vol (acft)'A ea(ac)IMethod
6 montW 0.3261
8.00 o.1082
1.7900
SBUH
TYPE I
2 year j 0.5454 �I
8.00 0.1799
SBUHjYPEIX
ye
.0.7631
8.00 1. 0.2529
SBUH
TYPEIA
100 yeat
1.1929
8.00 0.4004
1.7900
SBUH;
I
Flow Control System
Detention calculations were performed using Stormshed, using SBUH methodology.
The proposed detention facility has been designed in conformance' with the City of
Edmonds Municipal and Development Code, Chapter 18.30.060(b) which states "All
developments greater than or e qual. to one acre that discharge directly into or
indirectly into a stream shall be required to limit peak rate of runoff to 50 percent of'
the predeveloped condition, two-year, 24-hour design storm, while maintaining the
predeveloped condition peak runoff rate for the 10-year, 24-hour and 100-year, 24-
hour storms. The stormwater calculations and all supporting documents have been
included in Appendix 4-A of this report.
Existing Conditions:
The predeveloped conditions were modeled as meadow or pasture conditions as
outlined in the City of Edmonds Municipal and Development Code, Chapter 18.30.060.
The curve numbers used with the associated land covers are from the 1992
Stormwater Management Manual for the Puget Sound Basin Table 111-1.3, wh ich is
included in Appendix 4-A.
CN for Meadow or Pasture (Type C Soils) = 85
Meadow or Pasture 1.79 Acres
Peak Flow Rates
2-year 0.0846 CFS
1 0-year 0.1885 CFS
1 00-year 0.4446 CFS
.1
4-5
Developed Conditions:
The proposed developed conditions include constructing a senior housing building with
associated roadway, parking lots, and conveyance system. The curve numbers used
with the associated land covers are from the 1992 Stormwater Management Manual
for the Puget Sound Basin Table 111-1.3, which is included in Appendix 4-A-
CN for Lawn = 86
Lawn = 0.45
CN for Impervious = 98
Impervious (Building, Sidewalks, Roadways, Parking Lots) = 1.34 Acres
Peak Flow Rates
2-year 0.5454 CFS
10-year 0.7631 CFS
1 00-year 1. 1929 CFS
Water Quality System
Water quality for this project is vested under the City of Edmonds Municipal and
Development Code, which is an addendum to the 1992 DOE Manual. Water quality
facilities have been designed to the requirements outlined in the 1992 DOE Manual
using the precipitation intensities found in the City of Edmonds Municipal and
Development Code. The code requires the treatment of the developed 6 month
volume of runoff. Water quality calculations and supporting documents are included
in Appendix 4-B.
4-6
Conveyance Analysis
The site drainage system was analyzed using a backwater analysis with 100 year
return period flows generated using the rational method. The analysis was performed
using StormShed 2G computer program.
contained in Appendix 4-C
Emergency Overflow
The flow analysis and hydraulic grade line is
Overflow is spitted through the top of the restrictor riser. The riser has the capacity
to pass the flow with a head of 0.25-feet. The resulting water surface is well below
the lowest ground elevation of the tributary basin.
Emergency overflow is provided by a tightline to the stream. The pipe is 12-inches in
diameter. A pipe capacity analysis is presented in Appendix 4-C. The assumed flow
for the system is the 100-year developed undetained flow with an additional 30
percent (1.55 cfs). The pipe has the capacity to convey the flow without any
surcharge.
Storm Water Diversion
Stormwater is currently discharged onto the site and flows overland to the southwest
corner of the property. This water is going to be collected in a piped and open
channel system so that it will by pass around the developed area of the site.
according to the data from the Chase Lake / Baltinger Lake Sub -basin Study
completed by URS Corporation indicates that the channel conveys up to 32 CFS during
the 100-year storm event (see Appendix 3 -A). A design flow of 91 cfs was decided on
since data from the above study stated that to be the peak ultimate f tow. This will
increase the capacity of the existing system 59 cfs. Capacity data is included in
Appendix 4-C.
4-7
APPENDIX 4-A
DETENTION FACILITY CALCULATIONS
Et SUPPORTING DOCUMENTS
I
Detention Facility
For the purpose of detention th is project will use a cast in place concrete
vault. The vault provides 1.0-feet of sediment storage and 0.5-feet of
f reeboard.
Detention volumes are tabulated below. The "design" volume relates to the
vault s ystem as designed and shown on the construction drawings. The
"calculated" vault is that in the computer model from which the flow rates and
peak stages have been computed. The designed system has the same depth as
the calculated system but may have greater volume. The reason is to design
the vault in dimensions that are e asity constructed.
I
I
I
I
I
I
Calculated detention
Stage
(feet)
Volume
(cubic feet)
Volume
(acre-feet)
321.75
0
0.00
322.75
1118
0.03
323.75
2236
0.05
324.75
3354
0.08
325.75
4472
0.10
326.75
5590
0.13
327.25
6149
0.14
Design detention
Stage
(feet)
Volume
(cubic feet)
Volume
(acre-feet)
321.75
0
0.00
322.75
1152
0.03
323.75
2304
0.05
324.75
3456
0.08
325.75
4608
0.10
326.75
5760
0.13
327.25
C
0.15
ce
L,Ovj
I
I
I
I
I
Performance Summary
Flows, cubic feet per second
Existing
Allowable
Release
Vault Inflow
Vault
Outflow
2-year/24 hour
0.085.
0.042
0.5454
0.042
10-year/24 hour
0.189
0.189
0.7631
0.142
1 00-year/24
hour
0.447
0.447
1.1929
0.446
IVault details
I
I
I
I
I
I
I
I
I
I
I
I
Stage
Volume
Volume
(ft)
Required
Designed
(cf)
(cf)
2-year/24 hour
326.55
5363
5530
I 0-year/24 h
326.63
5452
5622
I 00-year/
327.25
6149
6336
hour
I
I
8T'ORMATZR HAML43NT MMUAL FOR THE PUGET SOUND MWIN
Table
(Published by sca in
111-1.3 SCS W68tern Washington Runoff Curve Numbers
1982) Runoff
curve number* for
suburban and urban
1101ected agricultural,
land I use for Type
A rainfall distribution, 24-hour
storm dura Loss.
LAND
USE DESCRIPTION
--
CURVE WA*WzR8 By
mm�
HYDROLOGIC
SOIL GROUP
Cultivated.land(I)s
winter condition
A
C
D
86 92
' 94
95
Mountain oven &roast
low growing brush G grasslands
74 82
Meadow or pastures
89
92
Wood or forest.lande
undisturbed
65 78
69
42 64
76
al
Wood Or forest lands
Young second growth or brush
55
72
al
86
Orchards
with cover crop
al
Open space@, lawns, park@, golf courses, eMeteries,
landscaping.
88
92
94
Good conditions
gross cover on k75% of the
Ge so
Fair conditions
area
grass cover on 50-75% of
go
the area
77 85
go
92
roads G parking lotsl
76 as 89 91
Dirt roads a Parkin 9 lates
FOrav"el
Impervious surfaces, pavement, roofs etc.
:W
72 92 87 89
ge 98
99
Oven or bodiams I&k@@# wetlands, ponds ate.
ion inn
Single famLly r9oidentLal(2)s
Dwelling UnLt/Grons acre
%ImV0rvi0us(3)
1.0 DU/QA
is
1.5 DU/GA
20
2.0 DU/Qa
25
2.5 09/oh
30
3.0 Du/"
34
3.5 DU/GA
38
4.0 DO/GA
42
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DU/GA
30
6.0 DU/GA
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments,
commercial businesses
%impervious
industrial areas
must be
computed
Separate curve number
shall be selected for
pervious a impervious
Portion@ of the site
or basin
(1) ror a more detailed description of agricultural land use curve numbers r"ofer
to National Engineering Handbook, See. 4# Hydrology, Chapt r 9, August 1972.
(2) ks@ @'roof and driveway runoff is directed into street/se
(3) The remaining pervious areas (lawn) are considered to be L torm system.
condition for theme curve numbers. n good
IRUARY, IM
f
[fill if
z n wnwvww.wol5nwnvvwnvnwwnwwww onwn
awazwonnnovo
a
9
Ir
IP
IT
I
w
rr
Detention Vault
Rainfall Intensities for Sigenificant Storm Events
Event :lPrecip (1n)i
,,16- month 1�,.901.00-.,--.;
;��ear .,�.5000 I
0 year ]2
.0000
'FIOO —yea�,13.0000
. .. .. ... ...
Existine Basin Description
Fp��—tgn Method
--'I[.--S-BUH
[R—ai-R —all-type
ffP—E 1 —A
..J
'Hyd Intv
1 10.00 min
IPeaking, Factor
84.00 1
�jAbstraction
Coeff
0.20 i
IPervious Area ----IF— 1779 ac .,r-DC-IA
N-7io us CN 85.00
R CN
—0.00 ac
0.00
IPervious TC
I'l
30.12 min
FDC —TC
0.00 min
[-Pe�alk,c rea j
Event (cfs Peak T Hyd Vol
Method Raintype
(c s) (hrs) (acft) (,a. c
6 month 0.0201 17.00 0.0259 1.7900 il SBUH TYPEIA
2 year 01.08,49 8-50
0..0674 [-1—.7900
-�7
S60
17 TYPE1A
17� 0 —yea r FT-1 �9- —5 —8. i-7�-
F
0.1186 1.7909 F§6-u7H
T"' TYPE1A
100 yea r
�i6-7--:
F—.
8.17
F ---d---2369'Fi--7qbdcF�—B—
YH
TYPE1A
I
Proposed Basin Description
IDesign Method
all type
TYPE1A
�Hyd Intv
11 10.00 min
jPeaking Factor
171
Abstraction Coeff 0.20
Pervious Area
jPervious CN
1.79 ac
94.98 �JDC
jDCIA
CN
0.00 ac
0.00
jPervious
5.00 min
0.00 min
[�Eve7nt
Peak Q Peak T Hyd Vol
(cfs) (hrs) (acft)
Area
(ac)
Raintype
-rpwth �0.326i --- 8.00
0.1082
7900
�U.
TYPE1 A
F-2 8.00 0. 1�799
00
1-.79t
-SBU-H[
TYPE1A
�Fi-O -year jF-0.7631 8.00 0.2529
1.1929
100 year 1 .0 .4004
........ . ........
1.79067
.. . .......... ..... . . .
SBUH
TYPE1 A
TYPE1A
Vault Storne Data
Descrip:: Storage lincrement:0.10 ft
G,1100.0000�ftlm 105.5000 ft
F
Leng 143.0000 ft FWi�th �126.0000.ft
Catch, 100. 0000
Control Structure Data
Descrip: .1 ultip
te Orfice Control Structu Increment 0.10 ft
0000 ft
IStart El. [Wax El. 11105.5000 ftl�
11-owe 100.00
Orif Coeff 10.62
11-owest Diam':10.8438 in Dist to next !�.8300 ft
!IF,-4. 00 in IDist to n
�VOOOO ft
Level Pool Data
'- ---
- --------
I
I
IAPPENDIX 4-B
WATER QUALITY FACILITY CALCULATIONS
I Et SUPPORTING DOCUMENTS
ul
I
I
I
I
I
I
I
I
11
I
I
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I
Water Quality Facility
Water Quality Design Storm at storage inlet. This system is designed. with the
Stormceptor stormwater treatment technology. Attached is the report from
the Stormceptor sizing program. Model STC 900 will be used for this project.
This facility will treat 96% of all runoff and will have a TSS removal of 87%.
This model treats 100% of the flow up to 0.64 cfs. This exceeds the 6 month
storm as described below.
6-mo 24-hr Design Storm Peak Runoff Rate = 0.3264 cfs
The Stormceptor is located down stream of detention to prevent a backwater
condition in the Stormceptor.
Project
Parking Lot
Location
Edmonds, WA
Date
-5/20/04
Stormceptor TM Sizing Program
United States
Version 4.0.0
Project Details
Project #
Company LDC Corp
Contact Mark Villwock
Selected Rainfall Station
State Washington
Name SEATTLE TACOMA INTL AP
ID# 7473
Elev. (ft) 400
Latitude N 47 deg 27 min
Longitude- W 122.deg 18,min..
Site Parameters
Total Area (ac) 1.79
Imperviousness 72
Impervious Area (ac) 1.29
Particle Size Distribution
Diam. (um)
Percent
Spec. Gravity
20
20
1.30
60
20
1.80
_150
20
2.20
400
20
2.65
2000
20
2.65
Stormceptor Sizing Table
Stormceptor Model
% Runoff Treated
-IF
STC 450
82
_RTr' ann
% TSS Removal
87
STC 1200
96
87
STC 18 - 00 -
88
STC 2400
99
........... ....
90
STC 3600
99
91
STC 4800
—1-00'.
93
STC 6000
100
STC 7200
100
94
STC I 1000
100
96
luv
96
STC 16000 100
97
Comments
At 87% annual TSS removal and 96% of the annual flow treated, the STC 900
appears optimal for this site. Additionally, the STC 900 treats 100% of 0.64
CFS and will begin to bypass any flows higher as allowed by the capacity of the
downstream pipe.
Buildup/Washoff Loading
Hydro Conduit
STC 900 Precast Concrete Stormceptor
PROJECT: (900 US Gallon Camity)
LOCATION-.
STORMCEPTO R FRAME
AND CDVER
GRADE
ADJUSTERS TO
SUIT FINISHED GRADE
8"
72"0
VARIES
STORMCEPTOR
INSERT
INIH
WEIR
6110
ORIFICE
PLATE
\pmin.
00 0
I
INLET TEE 24"0 ouTLEr
DROP PIPE RISER PIPE
8 .. 4 4 A.. Zo . A A
SECTION THRU CHAMBER
TOP OF GRADE
5
60 OIL
PORT
6"
7"
6
7"
OUTLEr
NOTE :
1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED
AT THE INLET AND OUTLET WHERE APPLICABLE.
2. THE COVER SHOULD BE POSITIONED OVER THE 24"0
OUTLET RISER PIPE AND THE 6"0 OIL PORT.
3. THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR
MORE OF THE FOLLOWING U.S. PATENTS: #4985148,
#5498331, f5725760, #575,3115, #5849181.
I - I
[R E =V, DESCRIPTION
BY: I DATE
DR. BY: N. BALDWIN
CK. BY:
DATE: FEB. 13, 2001
SCALE: N.T.S, -
OWG.1
OUTLEr
STORMCEPTOR
FRAME AND
COVER
6"0 ORIFICE
INLET
PLAN VIEW OF INSER
m F
lizz-3
a
I I
ENLARGED INLET
TEE DROP PIPE
711
APPENDIX 4-C
CONVEYANCE ANYALYSIS CALCULATIONS
8t SUPPORTING DOCUMENTS
I
go oo�
:0
, 70�e,
-7- -A
rz z,:, 7—
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ikk;
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'fig
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. . . . . . . . . . . . ..........
Tl 4 tlfl r'J AV OCT(A I I >
C,0 tA V'ty OL rc(
aviAticA "'5" C i T Y 0 F E C,` D S
ctrical Perndt from'
Obtain
L.'(aw i A * Ele BUILDING CEPAR-- -i
State Labor & ludu6trles WORK I)IJ
A= -__-j �Zg 7 ZXg
0 vv� 1%, - I
5'
49-7210
T
Ic
Ahcwi-, PeTxi L- PROJECT IDENTIFICATION SIGN
, 14 1 lzy r .5-
14 IZ I
d%,;Il C., 6 VA
of
4 kw4L&
l
&MJ-INGER COURT SENIOR HOUSING
EDMONDS, WASHINGTON
TKOR 0 U N
10 0106-pe'!�19-'ArrEhll BORDER TO
oli-
10�
AND 110--
kTCH
METAL SIGN WITH V4-50r LETTER
SIGNAGE AREA = 9.375 SF
CONCRETE PLINTH BASE 914 K
.w
FINISH GRADE
NOTE- SINGLE SPOTLIGHT LIGHTING
-+0 w L� ll� -
2,0 W rn -#x if O(tfcc*.4
1-e'tTEK-� tov/A IrdS d 10
e4. gtA
6F- LID -St-M r- 40tyacent
pro p-eyty ( ewL 20-60. OW
do
**-n
BALLINGER COURT ASSOCIATES. LP
JOB * 0248 MARCH 2Fk Irdu
F% Ift nmc= ATTACHMEK
eS160 MVf7'r 96: W&"VD ON PR [V*Tl�-- l>FVP6)2:TY, RAN 19 Ru F ECEIVED
OVJNER ReS(bN,5(DLg rOR DetMMItJe� PIZOPe12-fry LtNCS, 11 v
APPR9VED BY NGINEERING A 0 t 0 LAtju N I u'' 2005
APPROVED BY PLANNING
BUILDING DEPT.
A (Ay- CITY COPY
-u
Date:
7"
oil coo V+
A-'N T
CEI-3, TYPE 2 — 7:tO
TRANSITION . FROM N-5392.37
E-5013.r%rl
EXISTING VERTICAL 55
CURB, SEE* DETAIL, STA 0+20.92. 8.58' LT.
SHEET DT-02 SEE SD-03 FOR PROFILE
—03
SEE DETAIL ON SO
CE uc""
FOR C 'S
RO, S SECTION
Y CORNER
?o FACE rl-K cuil-0
!2 Ar-ACXJW
'J.
MY
0+00
hD
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z
K
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APPfjQVED BY PLANNING
1 4
—9. TYPE 1 VANED GT,
?--529
4 5109.23 133 LF. 1
SLA 10+61.04. (L
G
A
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I pp LF o 1.0ox
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15cm I SD 0.=
Ballinger Court Senior Apts
Project Entrance Sign (Monument) - Permit Application - City of Edmonds
June 13, 2005,
BLD. Permit No.:
Address: 2210776thAve.W. Edt.nonds
Contact: Peter Frame - Covenant Construction Management'Inc. 206-363-0235
SUBbffn� AL REQUM, MNTS:
1. Arclit-ecturaMesign Beard,appmval or Planning administrative staff approval (see separate handout)
2. Landscape plan when requ the Architectural Design Board, three copies, scaled 1 "-20'
3. Critical Areas Determinationissued by the Planning Division (pole and monument signs only)
4. For signs that encroach into, on, or over public property attach a completed Street Use Permit or
Encroachment Permit application
5. Proposed sign design (drawn to scale) showing sip dimensions, (two copies)
6. Colored rendering of the proposed sip colors (one copy)
7. Scaled elevation views of the�building exterior, show all existing signage and lineal front footage of storefront
8. Detail of connection. for hanging or attached sign cabinets or lettering, etc.
9. For freestanding monument orpole signs provide three site plans showing sign location, footing detail (two
copies), and fbr signs greaterIfiati 6 feet in height provide wind load calculations
10.1 Provide wattage for illuminated signs and a copy of the State Electrical permit
1. Arch Design Board Approva I r-ec'd: �-T
2. Landscape plan approved:
3. Critical Areas determination Approval: -Ik*—Uk-A
4. Encroachments: NONE
5. Sign Drawing: (two Copies Attached)
6. Colored rendering: Attached
7. Scaled Elevations of Building: See Approved Bldg. Architectural Drawings
(No signage on Bldg-. Elevations)
8. Detail of Hanging Connections: N/A
9. Site Plan of Sign Location: 3 copies attached (Footing Detail - on Sign Drawing)
10. Spot Light Power Rating: 40W. (State Electrical Permit - Attached)
�4,w
)OUA
L " ccolo�As-
7-rV,
(A&v
kav&o
kAN4, by u,,,,
avx,
RECEIVED
JUN 3 2005
PERMIT COUNTER
6-4 VA C,)
4114 qiq sce
c
.) Vvttt LD 10
451fe e+ f f me -
r'tytqr0(
rOm
Obtain Electrical Permit f
State Labor& Industries
51 loop
42-21'
10
PEE)MITFNUMBER
fales6ifeNm in
ACCENT BORDER TO MATCH
BUILDING e-40111 - -
METAL SIGN WITH V,15ET LETTERS
SIGNAGE AREA = 9.375 SIF
CONCRETE PLINTH BASE -
ISH GRADE
So K 6 41
W
Z0 If
NOTE: SINGLE SPOTLIGHT LIGHTING
AKcAo-v� peTAi PROJECT IDENTIFICATION SIGN --et v W L�-v
(.2-ow rovix if dav�M
64 .-W. Ivwe(5�30 ya 5 ke e!�� a- tj I-orrEK-.6 "wards ok pu iot rc. sfttef
1 77 �s
1,0-tt 5jee- I 9v feJ4 CCA t-. PrOpeVty
veeit (+12 Vtl,&�C
G Z040-02.0
a 4 W45 .0)
BALLINGER COURT SENIOR HOUSING
SALLINOW COURT ASSOCIATES, LP
JOB ik 02-M UAMH 2ft
EDMONDS, WASHINGTON
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Ballinger Court Senior Apts
Project Entrance Sign (Monument) - Permit Application - City of Edmonds
June 13, 2005
BLD. Permit No.: 'Zt)'O'f - O(IS2-
Address: 22707 76th Ave. W. Edmonds
Contact: Peter Frame - Covenant Construction Management Inc. 206-363-0235
SUMMAL REQUOMMNTS:
1. Archiie�tural,Desjgn BOard a4rbval or Planning administrative staff approval (see separate handout)
iie7 "by the Architectural Design Board, three Z'bpies, scaled 1 "-20'
2. Landscape plan when requ
3. Critical Areas Determination -issued by the Planning Division (pole and monument signs only)
4. For signs that encroach into, on, or, over public property attach a completed Street Use Permit or
Encroachment Permit application
5. F�oposed sign design (drawn to scale) Showing sign dimensions, (two copies)
6. Colored rendering of the proposed sign colors (one copy)
7. Scaled elevation views of the building exterior, show all existing signage and lineal front footage of §torefront
8. Detail of connection for hanging or attached sign cabinets or lettering, etc.
9. For freestanding monument orpole signs provide three site plans showing sign location, footing detail (two
copies), and fbr signs greater than 6 feet in height provide wind load calculations
10. Provide wattage for illurninated signs and a copy of the State Electrical permit
IAIVCV,� ? — %W-1
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1. Arch Design Board Approval fec'd-
2. Landscape plan approved: ��/ I'l 9
3. Critical Areas determination Approval:
4. Encroachments: NONE
5. Sign Drawing: (two Copies Attached)
6. Colored rendering: Attached
7. Scaled Elevations of Building: See approved Bldg. Architectural Drawings
(No signage on Bldg. Elevations)
8. Detail of Hanging Connections: N/A
9. Site Plan of Sign Location: 3 copies attached (Footing Detail - on Sign Drawing)
10. Spot Light Power Rating: 40W. (State Electrical Permit - Attached)
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Mar 07 05 03:55P CT Englneering PLLC
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BULLETIN
(W)P85-0618 P.1
ISO Nidwrson St.
Suitr 302
SmOr, WA
98109
(20029541512N)
(206) 285-061 O(F)
Palo: March 7,200S wumber CT-03 projea #: 04068
Project Narne.- Baffinger Court Senior Housing Attached: Cr03.1
Subject: Handicap Aecm Ramp Ketalknmg wSM
Drawings Aftected; —
Desetipdon/Action:
This bulletin provides design clartftadons and/or variation mquests for the Ballinger Court Senior Housing
project tocatmi In Edmonds. Washington.
Please see atmchW detalls CT03. I -CT03.4 for the handicap access ramp.
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
PLANS EXAMINER
I DATE
C4LL WITH ANV OtIMMIONS
r- EXPIRES -7/27/0
issued by- Craig Rob Daft. MaM 7,2005
Owner Approval By, grin PF Date:
Dixtribution-
Coycriant Cons"otion
Eric Hanson PV1W FAAMC +X:r-74J4461&
Phonc,206-963-0841
Structural Engineers
RECEIVED
MAR - 8 2005
PERMIT COUNTER
MAR-03-2006 OMIPM FROWCOVINANT CONST MNGNT 4257433806 T-407 P-001/001 F-670
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Mar 07 05 03:55P ering PLLC P.3
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Cllent-. Page Number: (2061285-0618
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FAX:
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CITY OF EDMONDS
PLANNING DIVISION
REVIEW OF A PROPOSED LOT LINE ADJUSTMENT
FILE # LL-04-101
CONTACT PERSON/AGENT Peter Frame or Pat Carroll, Ballinger Court Associates L.P.
PROPERTY OWNER/APPLICANT Ballinger Court Associates L.P.
PROPERTY LOCATION 22717 — Vh Avenue W. and 22727 — 76h Avenue W.
PROJECT DESCRIPTION Lot line adjustment to combine lots to allow for the developmen
of the Ballinger Court Senior Apartments.
A. ANALYSIS OF DESIGN:
1. Number of Lots Involved: 2 adjacent lots
2. Lot Area:
a. Minimum lot area required for RM-1.5 zone: 1,500 square feet per dwelling
unit
b. Minimum lot width required for RM-1.5 zone: None
c. Number of comer lots: None
3. Topographical Consideration: The subject property is relatively level, except
for the swale where the drainage course cuts across, which is being rerouted. The
highest point is along 76th Avenue W. There is no particular topographical
consideration driving the lot line adjustment.
4. Flag Lot -Determination: Neither of the lots are considered flag lots.
5. Zoning Ordinance: The proposal meets the intent of the Zoning Ordinance.
a. Lot Line adjustments,are not allowed that create a new lot, tract, parcel, site or
division, and this proposal does not.
b. Lot line adjustments are not allowed if they reduce the setbacks of existing
structures below the minimum required by code or make existing nonconforming
setbacks of existing structures more nonconforming than before. Neither lot has a
structure on them, so no setbacks are affected.
Lot line adjustments are not allowed if they reduce the lot width or lot size below
the minimum required for the applicable zone. The Multi -Residential zone has no
required lot width and the minimum lot size is not given, but 1,500 square feet is
required for a dwelling unit. The proposal results in a lot that is 78,117 square feet
in size, and 258 feet wide, which is acceptable.
d. Lot line adjustments are not allowed if they transform a nonbuildable lot, tract,
parcel, site or division into a buildable lot, tract, parcel, site or division, which this
proposal does not.
6. Comprehensive Plan: The proposal meets the intent of the Comprehensive Plan.
LL-04-101.doc
7
0 0
7. Access: The access for the property is from Vh Avenue W.
B. ENVIRONMENTAL ASSESSMENT:
1. SEPA Determination:
2. Shoreline Master Program:
3. Critical Area Determination:
Not Required
Exempt From Shoreline Master Program
permits.
CA- 1994-89 and CA-2004-24: Waiver from the
requirement to conduct a Critical Areas study.
C. REQUIRED IMPROVEMENTS AND DEDICATIONS:
The Engineering Division has reviewed the application and is not requiring any
improvements or dedications.
D. DECISION: Approved with the followin%! conditions:
1. On the map to be recorded, please make the following revisions:
a. Provide the total area of the combined lots.
b. Update the year in the City Approval block from 2003 to 2004.
C. Fill in LL-04-1 01 as the Lot Line Adjustment number
2. Provide documentation on who is authorized to sign for the owners, given in the title
report as Adult Family Development LLC.
3. If the ownership of the land has changed, please provide an updated title report
documenting that change.
4. Submit the revised map and required documents to the City of Edmonds' Planning
Division for review prior to recording. Documents must have the city's approval
before they can be recorded.
5. The applicant must record the approved documents with Snohomish County Auditor's
office.
6. After recording, provide the City of Edmonds Planning Division with two copies of the
recorded documents with the recording number on them. The City will not consider
the lot line adjustment to have been completed until this is done.
E. ATTACHNIEENTS:
1. Vicinity / Zoning Map
2. Application
3. Proposed Boundary Line Adjustment Map
I have reviewed the application for lot line adjustment pursuant to Chapters 20.75 and 20.95 of
the Edmonds Community Development Code.
This application for Lot Line Adjustment is complete.
Meg
Senior Planner
Date
LL-04-101.doc
FA
0 0
RECONSI[DERATION OF DECISION
A request for reconsideration or clanification of this decision may be made by filing a letter with
the Planning Department within ten (10) working days of the date of decision.
THE RIGHT TO APPEAL
Ills decision may be appealed to the Hearing Examiner. In this case, a written letter and other
items needed to appeal must be submitted to the Planning Division within fourteen (14) calendar
days of the date of decision. Please contact the Planning Division for information. Note that per
ECDC 20.105.0 1 O.A.2. appeals of lot line adjustments are limited to appeals by the applicant
only of a denial of a requested lot line adjustment application.
TIME LIMITS FOR RECONSIDERATION AND APPEALS
The time limits for Reconsiderations and Appeals run concurrently. If a request for a
reconsideration is filed before the time limit for filing an appeal has expired, the time "clock" for
filing an appeal is stopped until a decision on the reconsideration request is completed. Once the
staff has issued his/her decision on the reconsideration request, the time clock for filing an appeal
continued from the point it was stopped. For example, if a request is filed on day 5 of the appeal
period, an individual would have 9 more days in which to file an appeal after the staff issues their
decision on the reconsideration request.
City of Edmonds, attn.: Planning Division
121 - 5th Avenue North
Edmonds, Washington 98020
LL-04-101.doc
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Vicinity and Zoning Map
ATTACHMENT I
cityeedmonds
.land use, application
P
0 ARCHITECTURAL DESIGN R-EviEw FOR OFFICIAL USE ONLY
0 COMPREHENSIVE PLAN AMENDMENT FILE # -ZONE
0 CONDITIONAL USE PERMIT.
0 HOME OCCUPATION. DATE REC'DBY-��?�
0 FORMAL SUBDIVISION
0 SHORT SUBDIVISION FEE RECEIPT # JYZ-
6 LOT LINE ADJUSTMENT HEARING DATE
0 PLANNED RESIDENTIAL DEVELOPMENT 0 HE kSTAFF 0 PB 0 ADB 0 CC
0 OFFICIAL STREET MAP AMENDMENT
0 STREET VACATION
0 REzONE
0 SHORELINE PERMIT
0 VARIANCE / REASONABLE USE ExCEPTION
0 OTHER:
jPROPERTY ADDRESS OR LOCATION
PROJECT NAME (IF APPLICABLE)
0, PROPERTY OWNERP&A 4"14-41dov), �4,_ P_ PHONE# '2 O?IZr
ADDRESS
E-MAIL ADDRESS FAX #
;,TAX ACCOUNT# 0 BA - 0 049,5, SEC. TWP. RNG.
-A 00 D 94 0-0
DESCRIPTION OF PROjECTIR PROPOSED USE /0
oyfWenq &42ae� I
APPLICANT Qath W I 60A*A;�,OC PHONE# OqD6 —!!i
ADDRESS
E-MAIL ADDRESS FAX# 664 e,
CONTACT PERSON/AGEN
T 9_e>4V PHONE#
ADDRESS as-
E-MAIL ADDRESS FAX #
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application
agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including
reasonable attorney' . s fees, arising from any action or infraction based in whole or part upon false, misleading,
inaccurate or incomplete information furnished by the Applicant, his/her/its agents or employees.
By my signature, I certify that the inforrnaoioaAnd exhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to e . s p icati half of the owner as listed below.
SIGNATURE OF APPLICA] DATE
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use
Application, and grant my permission for Oe pu ffi A and the staff of the City of Edmonds to enter the subject
property for the purposes off s C60 a Vn UC( tt" c t to this application.
SIGNATURE OF OWNE DATE 7-V -/7-/-
_/d
'catio f
This appUbmt was revise on 1/'27/00. To verify whether it is still cuntnt, call. (425) 771-0.2210..
L:AL113RARY\PLANNING\Fmm & Handouts\Public Handwts\Lmd Use Appticafim.dw
ATTACHMENT 2
AUG 30 '04 03: 14PM FROM WDFW M I LLCREE P. 1/5
0
State of Washington
DEPARTMENT OF FISH AND WILDLIFE
Region 40ffice.- 16018 Mill Cmek BoWevard. Mlij Crux, Washington 98012.(4Z5) 775-1311
FAX TRANSMITTAL
AUG 3 12004
DATE: PERMIT Cc)UjVrEa
RBCIP=:
Recipient's Fax:
SENDER: 6&0,�lr
Sender's Fax: 425-379-2323
Sender's Phone:
N-UNMER OF FAXED PAGES INCLUDING THIS COVER SHEET:
NOTES:
AUG 30 '04 03:14PM FROM WDFW MILLCREEK P.2/5
BORAULIC PROJECT APPROW
StXEO Of WjUhingron
RCw7r.55.100 - appeal pursuant to Chapter 34.05 RCW Department of Fish and Wildlife
Region 4 Offiec
wow 16018 Mill Creek 13oulevard
0 Mill Creek, Washington 980t2
PATE OLMUE: August 30. 2004 LQQ NUMBEg: ST-F98R7-02
At die request of, Peter Frame, on August 25, 2004, this 14Ydraulic PrOject Approval (iiPA), which now supersedes all previous
RPAs. for this P"Piect, is a change of the original HPA issued April 29, 2004.
PER H= I AVTH=ZED AQENT OR CMRACTO
Ballinget Court Associates Limited Partnership Covenant Construction Management� Inc.
P.O. Box 60 P.O. Box 60
Lynnwood WA 98046-0060 Lynnwood, WA 98046-0060
(206) 363-0235 (206) 363-0235
Fax: (425) 743-3896 102-5) 743-3896
PROJECT DESCRIPTION; Reposition, Fixed, Permanent, Combination, Reach, Freshwater, On bed. Modify, Fixed,
Permanent, Metal, Water Crossing Structure, Culvert (Not Fish Passable).
PROJECT LOCATION: 22717 76" Ave. W, Snohomish County.
Latitude - N47.79182 Longitude - W122,33534
# WRIA WATFR BODY TRIBUTAR I Y TO V-4 SEQ UL. TOMWSHIp RANCE COUNTV
1 08.0049 Unnamed Tributary Ball ingcr Lake Sw 29 27 North 04 East Snohomish
NOTE: This reVised Hydraulic Project Approval is issued to accommodate the need to bury the stream in a culvert
adjacent to the property line. Mitigation for the impactS to the functions and values of the stream are midgated
by enhanced riparian plantings and stream modifications.
RROVISIONS
I . TT ING LIXTIATIONS: The project may begin June 15,2004 and shall be completed by October 15,2004.
2. Work shall be accomplished per plans and specifications entitled, Ballinger Court Senior Housing, dated March 26,
2004, except as revised per plan entitled Ballinger Court - Stream Corridor Landscaping, dated August, 2004 and
submitted to the Washington Department of Fish and Wildlife, except as modified by this Hydraulic Project
Approval. These plans reflect design cfiteria per Chapter 220-110 WAC. These plans reflect mitigation procedures
to significantly reduce or eliminate impacts to fish resources, A copy of these plans shall be available on site during
construction.
3. During construction, the new channel shall be isolated from the flowing stream by Plugs at the upstream and
downstream ends of the new channel. These plugs shall be substantial enough to prevent flood flows ftom. entering
the new channel during construction.
4. Before water is diverted into the permanent new channel, approved habitat components, streambed materials and
bank protection to prevent erosion shall be in place. Habitat components and bank protection material shall be
irtital led to withstand the I 00-year peak flows.
5. A minimum of 18 inches deep of clean, rounded� uniformly -graded gravel with a size composition of
15 percent of 4.0 to 3.0 inches;
40 percent of 3.0 to 1.5 inches;
45 percent of 1.5 to 0.25 inches, with
Page I of 4
AUG 30 '04 03:14PM FROM WDFW MILLCREEK P.3/5
,cw#RAUL'C PRO'ECT APPRO@L State of Washinrton
DO-6-V 91f .55-100 - appeal pursualmt to Chapter 34.05 RCNV Department of Fish and Wildlife
mamd Region 4 Office
MAN 16019 Mill Creek Boulevard
0 Null Creek, Washington 98012
Lst 30, 2004 LOG-NUMNER:_ — F9887-02
Pines less than 0.25 inches not exceeding 3.0 percent total volume, shall be placed throughout the channel.
6- Spoils firoin the new channel shall be placed in an approved upland site.
The angle of the structure used to divert the stream into the new channel shall allow a smooth transition of stream
flow.
'8. Diversion of flow into the new channel shall be accomplished by the following:
a. First remove the downstream plug.
b. Face the stream side of the plug with a sandbag revetment or similar approved mechanism.
Partially remove the upstream plug to allow 1/3 to 1/2 of the flow down the new channel for at least overnight.
The old channel shall not be allowed to debater.
d. Remove the rest of the upstream plug once the new channel has flow throughout its entire length.
Close the upstream end of the old channel and securely armor the entrance to the old channel to prevent re-entry
of any flow. Armor material shall consist of clean, angular rock and shall be installed to withstand the I 00-year
peak flow.
9. Filling of the old channel shall begin from the upstream closure and the fill material shall be compacted. Water
discharging from the fill shall not adversely impact water quality.
10. If at any time, as a result ofproject activities, water quality problems develop (including equipment leaks or spills),
operations shall cease and the Washington Department of Fish and Wildlife and Washington Department of Ecology
shall be contacted immediately. Work shall not resume until further approval is given by the Washington Department
of Pish and Wildlife.
I . Erosion control methods shall be used to prevent silt-ladea water from entering the stream. These may include, but
art� not I imited to, straw bales, filter fabric, temporary sediment ponds, check darns of pea gravel -filled burlap bags or
other material, and/or immediate mulching of exposed areas.
12- Wastewater from project activities and water removed from within the work area shall be routed to an area landward
of the ordinary high water line to allow removal of Fine sediment and other contaminants prior to being discharged to
the stream.
13. All waste material such as construction debris, sil; excess dirt or overburden resulting from this project shall be
deposited above the limits of flood water in an approved upland disposal site.
14. If high flow conditions that may cause siltation are encountered during this project, work shall stop until the flow
subsides.
15. Extreme care shall be taken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments, sediment -
laden water, chemicals, or any other toxic or deleterious materials are allowed to enter or leach into the stream.
16. Eqtilpment used for this project shall be free of external petroleum -based products while working around the stream.
Accumulation of soils or debris shall be removed from the drive mechanisms (wheels, tires, tracks, etc.) and
undercarriage of equipment prior to its working below the ordinary high water line. EquiPment shall be checked -
daily for leaks and any necessary repairs shall be completed prior to commencing work activities along the stream.
Page 2 of 4
AUG 30 '04 03:15PM FROM WDFW MILLCREEK P.4/5
RC 40RAULIC PROJECT APPROOL state ofWashington
W7F-55- 100 - appeal Pursuant to Chapter 34.05 RCW Department ofFish and Wildlife
Region 4 Office
WOLN 16018 Mill Creek Boalcvard
Mill Creek. Washington 98o12
ist 30. 2004 -LOG NI 3ER; ST-F9887.Q2
17. Alteration or disturbance of the bank and bank vegetation shall be limited to that necessary to construct the project,
Within seven calender days Of PrOject completion, all disturbed areas shall be protected from erosion using
vegewtion or other means. Within one year Of PtOject completion, the banks, including riprap areas, shall be
revogetated with native or other approved woody species. Vegetative cuttings shall be planted at a maximum interval
of three feet (on center) and maintain I ed as necessary for three years to ensure 80 percent survival.
$EPA: DNS by City of Edmonds final on April 20,2004.
APPLICATTON ACCEPTED: April 20,2004 ENFORCEMENT OFFICER: Lambert 041 [P3]
David W. Brock (425) 379-2302
Area Habitat Biologist for Director
WDFW
nw-xima,�T6
This Hydraulic Project Approval (HPA) pertains only to the provisions of the Fisheries Code (RCW 77.55 - formerly
RCW 75,20). Additional authorizatioil from other public agencies may be necessary for this project'.
This HPA shall be available on thejob site at all times and all its provisions. followed by the permittee and operator(s)
perforniing the work.
This HPA does not authorize trespass.
Tfie person(s) U) whom this HPA is issued may be held liable for any loss or damage to fish life or fish habitat which
results frorn failure to comply with the provisions of this RpA.
Fai lure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one
hundred dollars per day or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment.
All HPAs issued pursuant to RCW 77.55. 100 or 77.55,200 are subject to additional restrictions, conditions or revocation
if the-DepartMent of Fish and Wildlife determines that new biological or physical information indicates the need for such
acdon. The permittee has the right pursuant to Chapter 34.04-RCW to appeal such decisions. All HPAs issued pursuant
to RCW 77.55.110 may be modified by the Department of Fish and Wildlife due to changed conditions after consultation
with the permittee; PROVIDED HOWEVER, that such modifications shall be subject to appeal to the Hydraulic Appeals
Board established in RCV 77.55.170.
AEEEALS RM—AMON
1� YOU WIS14 TO APPEAL A DENIAL OF OR CONDIT1014S PROVIDED IN A HYDRAULIC PROJECT
APPROVAL, THERE ARE INFORMAL AND FORMAL APPEAL PROCESSES AVAILABLE.
A. INFORMAL APPEALS (WAC 220-110-340) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW
77,55.100, 77-55.110, 77-55.140, 77.55.190, 77.55-200, and 77.55.290:
Page 3 of 4
AUG 30 '04 03:15PM FROM WDFW MILLCREEK P.5/5
RCWIRAULIC PROJECT APPR04W State of Washington
.55.100 - 2ppeal pursuant to Chapter 34.05 RCW Department of Fish and Wildlife
Region 4 Office
16018 Mill Creek Boulevard
Mill Creek W28blogtoa 98012
DATE O-E ISSUE: An&Ust 0, 20Q4 LOG NIMER!- ST-F9882-02
A person who is aggrieved or adversely affected by the following Department actions may request an informal review
or.
(A) The denial or issuance of a HPA, or the conditions or provisions made part of a HPA; or
(B) ' An order imposing civil penalties.
It is recommended that an aggrieved party contact the Area Habitat Biologist and discuss the concerns. Most
probil.ms are resolved at this level, but if not, you may elevate your concerns to his/her supervisor. A request for an
INFORMAL REVIEW shall be in WRITING to the Department of Fish and Wildlife, 600 Capitol Way North,
Olympia, Washington 98501-1091 and shall be RECEIVED by the Department within 30-days of the denial or
iSsuance of a HPA or receipt of an order imposing civil penalties. The 30-day time requirement may be stayed by the
Department if negotiations are occurring between the aggrieved party and the Area Habitat Biologist and/or his/her
supervisor. The Habitat Protection Services Division Manager or his/her designee shall conduct a review and
rucornmend a decision to the Director or its desigice. If you are not satisfied with the results of this informal appeal,
a formal appeal may be filed.
B. FORMAL APPEALS (WAC 220-110-350) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW
77.55. 100 OR 77.55.140:
A. person who is aggrieved or adversely affected by the following Department actions may request an formal review
of:
(A) The denial or issuance of a HPA, or the conditions or provisions made part of a HPA;
(B) An order imposing civil penalties; or
(C) Any other "agency action" for which an adjudicative proceeding is required under the Administrative
Procedure Act, Chapter 34.05 RCW. 0
A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife, 600 Capitol Way
North. Olympia, Washington 98501-109 1, shall be plainly labeled as "REQUEST FOR FORMAL APPEAL" and
shall be RECEIVED DURING OFFICE T40URS by the Department within 30-days of the Department action that is
being challenged. The time period for requesting a formal appeal is suspended during consideration of a timely
informal appeal, If there has been an informal appeal, the deadline for requesting a i0crmal appeal shall be within 30-
days orthe date of the Department's written decision in response to the informal appeal.
C, FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55-110,77.55,200,
77.55.2.30, or 77.55.290;
A person who is aggrieved or adversely affmted by the denial or iSRuance of a HPA, or the conditions or provisions
made p;trt of a HPA may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the
Hydraulic Appeals Board per WAC 259-04 at Environmental Hearings Office, 4224 Sixth Avenue SE, Building Two
- Rowe Six, Lacey, Washington 98504; telephone 360/459-6327-
D. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO CHAPTER 393, LAWS OF 2003;
A- person who is aggrieved or adversely affecEed by the denial or issuance of a HPA, or the conditions or provisions
made part of a HPA may request a formal appeal. The FORMAL APPEAL shall be in accordance with the provisions
Of Chapter 393. The request for FORMAL APPEAL shall be in WRITING to tile Environmental and Land Use
Hearings Board.
E. FAILURE,rO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL
APPE AL RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL, THE DEPARTMENT ACTION
SHALL BE FINAL AND UNAPPEALABLE-
Page 4 of 4
(3114ROUPFOUAInc..
16030 Juanita- Woodinville Way NE
Bothell, Washington 98011
FAX (206) 362-3819
(425) 775-4581 - (206) 362-4244
e-mail. info@grp4.com
July 10. 2000
E FILE
ff
Peter Stricker
Fraley, Stricker Architects
.120 Lakeside Avenue
Seattle, WA 98122
RE: Edmonds ALF
Group Four Job No. 99-4042
Dear Mr. Stricker;
I have reviewed your exhibit denoting the building envelope comers denoted as A,, 13�,
Q, and D, The original ground elevations at those points are as follows:
A,
Bl= 341.8.
Q = 342.8
D, = 332.5
I hope this meets with your approval. If I can be of any further assistance,please do not
hesitate to contact me anytime.'
Sincerely,
GR UR, INC.
Daniel K. oupe, S.
Executive Vice President
W:\G4PROA994042\ltr-strickerO7lO2OO6.doc
SURVEYING ENGINEERING
PLANNING
MANAGEMENT
00
0-0
Afift�
MM Washington State
Department of Transportation
Sid Morrison
Secretary of Transportation
June 17, 1997
Mr. Jeffrey S. Wilson,
City of Edmonds Dept
Planning Division
250-5th Avenue North
Edmonds, WA 98020
Dear Mr. Wilson:
Northwest Region
15700 Dayton Avenue North
P.O. Box 330310
Seattle, WA 98133-9710
(206) 440-4000
4-
to.
-1 �tq,,
6 1* 1,9 to
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'I, is
29
SR-99 M P 44 60 Vic C S 3 101 cty
Supervisor
of Community Services
Mitigated Determination of
Nonsignificance, Application
For Conditional Use Permit For Fairmont Homes
City File No. CU-97-5
The applicant seeks approval to construct a new 84 bed assisted elderly care facil ' ity
and a 20 bed Alzheimer patient care facility with 37 parking stalls. The location of
these two new facilities would be at 22617 & 22701-76th Avenue West; approximately
one block east of the SR-99/228th Street S.W. intersection.
The traffic analysis did not include a trip distribution map. Without this map', we
cannot determine whether or not this development -will significantly impact any state
highways, especially SR-99 with 10 or more peak hour trips. If the city determines
that this development will impact SR-99, we request that the developer be conditioned
to contribute a prorata share contribution toward the programmed 1997 widening
project for SR-99. This development's average weekday trips (AWDT) that impact
SR-99 should be used in calculating it's prorata. share contribution to this widening
project. We have determined a cost per AWDT for this project to be $12.21/AWDT.
Thank you for the opportunity to -offer our comments on the MDNS for this
application. Should you have any questions, please feel free to contact Don. Hurter
(440-4664) or Ed Giraud (440-4912) of my Developer Services section.
incerely,
ROBERT A. JOSEPHS6N,/P.E.
Manager of Planning &
Local Coordination
RAJ:elg-
0 �, li-
0
MAY-13-1997 14:50 P. 02
FAIRMONT HONES, Inc.
21902 38ffiAve. WBrierWA 98036 2069621005
May 13, 1997
City Council
City of Edmonds
Edmonds, Washington 14AND DEUVERED
RE: Katl�itie Cour� Inc.
Edmonds Care Center
Voluntary Traffic Mitigalion
We hercby offcr to pay funds for mfflc miti,003tiOn for imPacts Oft the local strmt network- that
aTe associated with. the construction and operation of our proposed Edmonds Care.Center on 76h
Avenue Wea
We have prepared and submitted a traffic analysis to estimate trip Seneratioii by th'e project.
Ibis has bccnTcvi-.%,cd by the City.of Edmonds staff who have suggested some revisions and we
are in agreement with the fml results. On this basis, we are prepared to pay S 240.67 per PM
PEAK HOUR trip.
The total mitigation payment -w-ould be: 24 trips x 240.67 3,776.08 to be paid when the
building permit is issued.
We request that these funds be applied as determined by the City of Edmonds within the area of
influence of traffic from the project.
TOTAL P.02
00
0.0
Aegsit e-emor-
ASSISTM ELDERLY CARE LIVING FACILITY
76TH AVE W., EDOMONDS, WA.
Katherine Court, Inc.
TRAFFIC ANALYSIS & REPORT
kv A:bT
Fur lvvw skq vtawe
FOY jcu 6te—js - ' PI'l
92,
. January, 1.997
Revised April, 1997
Bui ton F. Reanier, PE, PLS
P.O. Box 2187
Everett, WA 98203
RECEIVED
APR 2 5 1997
FUNIT COUNTER
A. EDMONDS CARE TRAFFIC REPORT - GENERO
I PROJECT DESCRIPTION.
The proposed project is to construct an 84-Bed Assisted Ederly Care Living facility on x.xx
Acres of land on the East ' side of 76th Ave West. Additionally, a separate 20-bed Alzhemier
Care facility will be constructed on the site. S k&W 0.'V�_ axyi
Please refer to the Vicinity Map and Site Plan submitted herewith.
The pr Ject will include park-Ing, reception area, management offices, on -site kitchen and laundry
09
service facilities, dining areas,as well as social and recreation features.
On -site parking for 37 vehicles is provided in the project plan.
The proposed uses and areas are:
Total Area 78,274 sf
Area for Buildings 16,843 sf
Area for Parking 22,150 sf
Area in Landscaping and Pathways 39,281 sf
Open Space
Vehicular access will be provided 'in the Western comer of the site. A pathway for resident recreation is
provided along a portion of the West, South, and East perimeters of the site.
2. STATEMENT OF EX71STING CONDITIONS.
The site is presently vacant land.
With regard to traffic, the site is located near the 76th Ave W connection to SR 99, westerly of
the existing K-Mart store.
IDENTIFICATION OF PLANNED IN'TERSECTION OR RIGHT-OF-WAY
IMPROVEMENTS.
The roadway network serving the project is shown on E-J-iibit A�
The project traffic will utilize the following intersections along 76th Ave W, �R 99, 205th St
NE,and SR,5:
76th Ave W / SR 99
Stop Only
76th Ave W / 205th St NE
Fully Signalized
205th St NE / SR 99
Grade Separation
205th St NE/ SR 5
Full Interchange
SR 99 228th St SW
Sixialized
SR 99 220th St SW
Signalized
4. PROJECT TRH"TION FOR DAILY AND PEAK ftRIODS,
The Applicant owns and operates a smaller facility in Everett, Wa, (Katherine Court - Lowell).
The service format for the proposed Kirk -land facility will be similar to Lowell and the new
facility is expected to result'in traffic patterns similar to Lowell.
5 8 'esidents. We have examined the Lowell
The Lowell facility is presently at capacity with&
facility traffic and determined that the majority of the traffic derives from the staff and patient
service activities. The facility weekday traffic over a two- day period was counted and the
results were were averaged, and are tabulated as follows:
KATHERINE COURT - LOWELL
AVER -AGE OF 24-HOUR, WEEKDAY (2 DYS - APR 1. 0, 11, 1996)
TIME IN OUT TOTAL -440 COMMENT
6:00 am 14 0 9 14 8.41 All staff - AM Peak Traffic P
7:00 2 7 9 5-k -Staff, Repairs, Food Delivery,? 0
8:00 0 6 5 6 4- 3. (v Staff, Delivery, Patient Transport
9:00 3 4 7 5 A- -Z Bus. Visitors, Medical P/TJ, Repairs 0
10:00 5 3 8 Staff, P. Transport, Delivery 2 V
11:00 3 2 5 3 9.0 Business Visitor, Repairs 0
12:00 pm 1 5 6 4- 3.(o, Staff, Visitor, Repairs 2o
1-00 1 2 2 3
Staff
2:00 7 0 7,_5 Repairs, Staff, Patient Transport 2
1-00 3 6 S9 Staff, Medical D/0, Visitor
f
4:00 0 1 .(o Repair
5:00 2 2 3 4 30 2.+ Staff, Patient Transport 'l
6:00 0 2 2- 2 2— Visitor 0
7:00 2 1 3 2 1 it
Staff, Visi or 2- L'
8:00 0 2 7,2 2_ 1. Visitor C2
9.-00 2 2 4 Staff, Medical D/O
10:00 4 2 ZA 6 3 Staff
i 1:00 0 4 3 4 3 2 - '�- staff 1,1 '
12:00 am
0
0
0
1:00
0
0
0
z:00
0
0
0
3:00
0
0
0
4:00
0
0
0
5:00 2 0 2 2- I-F_ Staff 14 0 - "I
TOTALS 51 51 96A 102 1. Z Owl
-7
Based on the above, the week-dgy ADT is determined to be 102 vehicle trips to and from the Lowell
facility.
50
rL"
NOTE i See Addendum
-alT 14 trips. < --- ---------------------
Peak Hour Tj ic occurs at 6:00 am
Notes� Lowell Vehicle Counts
1. Patient transport, medical pickup and dro�off, and deliveries do not
utilize parking spaces,
2. Staff notations include staff errands where staff members leave and
return to the facilitv.
April 23, 1997 Addendum:
I The Lowell facility has been "in operation two years this month. Many lessons have been learned_diuiffin_g'�
that period The facility was heavily overstaffed for most of that time. Beginning in February this year, a
Staff Consultant has examined the Lowell facility operations and changes have been made in the §taffingD
levels. The' Staff level is now reduced 40% from the time the above traffic counts 'were made.
-The majority of the Lowell facility traffic were staff tri s and this can be expected for the new Edmonds?,
J. facility staff levels.
,1,,JaciiIitv. We are Dr pqting,staff populgtion based on the reduced Lowe I
-'93 -------
Based on the Lowell facility reduced staff,.we have developed a projected staffing plan. �or the Edmonds
Care Center facility and projected the patient related service activities for the planned patient population.
The following two tables contain the projected staff levels and the shift times they will be on site, and
then the estimated trips that will be generated fro mi the staff and patient related activities
EDMONDS CARE FACILITY CLASSIFICATION OF TRIP GENERATION SOURCES
Patient Population-. 104
Staff Population Shift Times
CategM No. Persons 7a - 3p .. 3p-Ilp Ilp - 7a
Administration 11
Reg. Nurse 2 2
Lic. Nurse 3
Certified Nurse 15- 7 7 1
Assistant (CNA)
Activity Counselor 2 2
Kitchen 3 3
Dining Room (CNA)
Laundry
Shower Aids (CNA)
Bldg Maintenance & I
Grounds Maintenance
t
Totals 19 8 00.1
. PATIENT - RELATED ACTIVITIES:
Staff Errands* 3 2
Patient Visitors 5% of Pop. 5
(Including Professional)
Patient Transport* 5%
Business Deliveries* I Vehicles I
Business Visitors I Vehicles I
Other I Vehicles I
(8 Day -Shift staff will utilized Ride -Share or Public Transportation)
Parking Stalls Utilized 20 ( 3 7 Provided) < ---------------------------
Indicates No Parking Stall Useage
TRIP GENERATION by STAFF, POPULATION AND SHIFT- EDMONDS FACILITY
Combined Inbound & Outbound
Trips DuringShift Times
Catego1y No. Vehicles
7a - 3p 3p - I Ip I It) - 7a
Administiation 1
2
Reg. Nurse 2
4
Lic. Nurse 3
4 2
Certified Nurse 15
14 14 2
Assistant (CNA)
Activity Counselor .2
4
Kitchen 3
6
Dining Room (CNA)
Laundry
2
Shower Aids (CNA)
Bldg M�intenance 1
2
GTourids Maintenance
Totals, Staff
38 16 2
In addition, the following trips are generated by support activities and visitors:
Staff Errands 6 4
Patient Visitors 5% of Pop. 10
(Including Professional)
Patient Transp.,0,10.
Business Deliveries I Vehicles
Business Visitors I Vehicles
Other I Vehicles
Total Trips - M Sources
10
/I NIb
o-9
2
2 �7
. V
70 20 2 110
+ J&
1.0(0 l0q.1 I'll .
Grand Number of All Vehicle Trips 92 = tstimatedADT <-- ------- A.
The traffic examination of the Lowell facility established that the peak traffic occurs at 6:00 'am
Projecting trips for the higher population, theKirk-land facility results in the following proj . ected
6:00 am peal- traffic:
AM Peak 6 -7am 19 Vehicle Trips
We draw the following conclusions for Edmonds from the Lowell data:
' The AM peak -hour volume occurs in the 6:00 hour which is ahead of the localpeak hour time
�o 7:. 0 e,,k 6-9 A�A
- 3 am. no
2. The PM peak -hour traffic, were it to control, occurs at 3:00 pm hour which is 2 hours. ahead
of the "going home" local 5:00, pm peak hour traffic. 3 - 5" V P�, -
I want to emphasize that the Edmonds Care Center staff is projected at a lower level than the Lowell
facility. The Lowell data is portrayed only to show the methodology in that there is no category in thd
ITE Trip Generation Manual.
We have examined the parking situation at,the Lowell, and other facilities. This has resulted in a
patient bed to parking space relationship of I space per 3 patient.beds.
This yields a projected parking space need of 104 3 = 34 parking spaces.
(Doff 4-A4:o �,Ckc-(,b �A",Lw
0�- 37 spaces are provided.
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IN INTEREST, AGREES TO INDEMNIFY DEFEND AND HOLD HARMLESS THE CITY OF
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND,
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4 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
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0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION. -
Recording Fee Receipt #
-.I� HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION i4l
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC_ This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid, and
AN'VItNAT!ON OF THE E OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided.
fjA2CHt,CODE OF THE STAT
(WORKMYVS CONpl�ffl"N IN�URANCE AND RCW 18.27. OMOIA NAT PATq
DATE SPNED
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A-ftEkfION Off 1333
IT IS UNLAWFULTO USE OR OCCUPYA BUILDING OR STRUCTURE UNTILA FINAL
INSPECTION HAS BEEN MADE AND APPROVALOR A CERTIFICATE OF OCCU-
PANCY HAS BEEN GRANTED, UBC109/IBC110/IRC110. Vf!RI�'INil-ILE - YELLOW. INSPE&OR
PINK - NER GOLD -ASSESSOR
ADaPT
April 11, 2000
ADaPT Job No. WAOO-4048
-T
FILE
Sound Health Management
-halt/
330 Madison Avenue South, Suite I 10
O'f A14A_
Bainbridge Island, Washington 98110 A04
"'0'; . lmillilo�
Attention: Mr. Rick Skelton RECEIVED
Subject: Geotechnical Evaluation J U L 1 1 2000
Proposed Arbor Gardens Assisted Living Facility DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
22617 and 22701 - 76h Avenue West
Edmonds, Washington
Dear Mr. Skelton:
Pursuant to your request, ADaPT Engineering, Inc. (ADaPT) is pleased to submit this report describing
our recent geotechnical engineering evaluation for the above -referenced site. The purpose of this study
was to interpret general surface and subsurface site conditions, from which we could evaluate the
feasibility of the project and formulate design recommendations concerning site preparation, foundation
recommendations, site drainage, structural fill, and other considerations. Our scope of services consisted
of a surface reconnaissance, a subsurface exploration, geotechnical analyses, and report preparation. Our
work was performed in general accordance with our Proposed Scope of Services and Cost Estimate
(ADaPT Proposal No. P-1607, March 21, 2000). This report has been prepared for the exclusive use of
Sound Health Management and their agents, for specific application to this project in accordance with
generally accepted geotechnical engineering practice. A companion Phase I Environmental Site
Assessment is being completed and submitted under separate cover.
PROJECT DESCRIPTION
The proj ect as we understand it will consist of construction of a four-story elderly assisted living facility
with one level below existing grade, a courtyard, asphalt -paved parking, and associated easements. The
proposed building is L-shaped in plan view, with a -footprint that covers approximately 12,000 square feet, >
with a total impervious surface of approximately 50,000 square feet. Construction of the building will
require cuts of up to 15 feet along the westem-si& of the parcel and somewhat lesser cuts on the north and
south sides, along with fills of up to 5 feet on'the southeastern portion of the parking lot. Therefore,
development will include a substantial amount of grading. Also, a foot -bridge will be constructed across
800 Maynard Avenue South AlDaPT Engineering, Inc. Tel (206) 654-7045
Suite 403 Fax (206) 654-7048
Seattle, Washington 98134 www.adaptengr.com
the existing storm water ditch, a portion of which'will remain open. The gradient of water flowing through
the ditch will be reduced, and storm water from the parking lot will pass through a grass -lined swale prior to
entering the ditch. No other information was provided.
SCOPE AND PURPOSE
The purpose of our work is to conduct a geotechnical evaluation of the site and provide geotechnical
recommendations for development of the site for the building. Specifically our scope includes the
following:
0
Site Plan indicating the location of the hand boring and test pit excavations completed for this project;
0
Detailed, interpretive hand boring and test pit logs;
0
Recommendations for foundation support, including allowable bearing capacities, minimum footing
width and depth, and anticipated settlement;
0
Seismic design considerations;
0
Parameters for the design of permanent retaining walls;
0
0
Drainage recommendations;
Site preparation recommendations and recommendations for temporary cuts;
0
Fill compaction requirements;
0
Pavement section recommendations;
0
Erosion control recommendations; and,
0
Recommendations for finther work, if required.
SITE DESCRIPTION
The proposed site under investigation is located at 22617 and 22701 76' Avenue West in Edmonds,
Washington, Washington. Please refer to the Location/Topographic Map, Figure 1. The property covers a
reported 1.75 acres and is currently undevelopedand overgrown with blackberry bushes, a few small trees
and.other scrub vegetation. The property is marked by a northwest -southeast -trending drainage channel that
crosses the property. The ditch emerges from an underground pipe near the northwest comer of the
property and flows overland to the southeast. Surface waters were apparent in the ditch at the time of our
site visit. Based upon a topographic survey, the property is characterized by a flat area on the southwestern
portion of the parcel which grades moderately down to the east, toward the drainage ditch. The area of the
parcel located to the east of the ditch slope down moderately to the south. Site elevations range from
approximately 322 feet to 345 feet above sea level. Our review of archival aerial photographs indicated that
the ditch was likely constructed by excavation. The location of the existing and other pertinent site
conditions are shown on the Site and Exploration Plan, Figure 2.
ADaPT Job No. WAOO-4048 AMPT Engineering, Inc.
April 11, 2000
Page 2
I
SITE INVESTIGATION
Exploratory Methods
We explored surface and subsurface conditions at the project site on March 28 and April 2, 2000. Our
surface exploration consisted of a visual site reconnaissance. Our subsurface exploration program
consisted of advancing five test pits to a depths of up to 18 feet below the existing site grade. In
addition, three hand borings were advanced across the site to depths of up to 8 feet below existing grade.
The location of the test pits and hand borings are shown on the attached Site and Exploration Plan
(Figure 2).
The specific location and depth of the explorations performed were selected in relation to the proposed
site features, under the constraints of budget and site access. The location of the borings and other
features shown on Figure 2 were obtained by hand taping from existing site features. As such, the
exploration locations shown on Figure 2 should be considered accurate to the degree implied by the
measuring methods used.
Subsurface Exploration Methods
Test pits TP-1 through TP-5 were advanced on the parcel on March 28, 2000 using a track -mounted
backhoe under subcontract to our firm. In -place density conditions of the soils were assessed based upon
the ease of excavation, caving, and sidewall stability. Representative samples were collected from each
distinctive soil unit encountered for possible later laboratory testing. Hand borings HB-1, HB-2, and
1113-3 were advanced on April 2, 2000. An experienced geologist from our firm continuously observed
the test pits and hand borings, obtained representative soil samples, and logged the subsurface
conditions. After each exploration was completed, the boreholes and test pits were immediately
backfilled with soil cuttings.
The test pit and hand boring logs appended to this report describe the various types of soils encountered
in the explorations, based primarily on visual intierpretations made in the field. The logs also indicate the
approximate depth of the contacts between different soil types, although these contacts may be
gradational or undulating. Where a change in soil type occurred between sampling intervals, we inferred
the depth of contact. In addition, the logs indicate the depth of any groundwater observed in the test pits
and borings, and any laboratory tests performed on the soil samples.
SUBSURFACE CONDITIONS
Test pit TP-1 advanced on the northwest comer of the parcel, disclosed loose, gravelly, silty fine sand
with broken concrete that extended to a depth of approximately 2V2 feet below ground surface (bgs).
These soils were interpreted to be man -placed fill. No other significant thicknesses of fill soils were
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 3
encountered in the explorations elsewhere on the site. Native soil disclosed below the fill soils in T`P-1
and at the ground surface in test pits TP-2 through TP-5 consisted of 4 to 8 inches of brownish black to
black topsoil, underlain by medium dense grading to very dense gravelly fine sand or fine to coarse sand
(TP-1, TP-2j or medium stiff grading to stiff, moist silt to fine sandy silt (TP-3, TP-5), or interbedded
combinations thereof (TP-4) that extended to depths of 4 feet to 7 feet bgs. These soils were underlain in
all of the test pits by very dense, moist (locally damp), gray, silty, gravelly fine sand to fine to coarse
sand with variable cobbles that extended to the full depth explored (up to 18 feet bgs). The cobbles
encountered were generally less than 6 inches diameter. These underlying very dense soils were
interpreted to be glacial till soils or "hard pan." The soils were rather sand -rich for glacial till -type
deposits.
Hand borings HB-1, HB-2, and HB-3, advanced on the northeast side of the drainage ditch, disclosed
surface weeds and 4 to 10 inches of topsoil over loose to medium dense, moist to damp, gravelly fine to
coarse sand (varying to fine sand) with variable silt content that extended to depths of 3 feet (HB-1) to
greater than 7 feet (HB-2) bgs. These soils were underlain in hand borings HB-1, and HB-2 by stiff to
very stiff, moist, tan silt with variable fine sand that extended to the full depth explored (up to 8 feet bgs
in HB-3).
GROUNDWATER CONDITIONS
Minor seepage or wet soil conditions were observed at depths of 3Y2feet to 5 feet bgs to in test pits TP-2,
TP-4, TP-5 and hand boring HB-2. Based upon the moist to wet condition of the underlying silt -rich
soils, this seepage was interpreted to be representative of a perched groundwater table. Groundwater
conditions should be expected to fluctuate due to season, amount- of precipitation, and other on -site and
off -site factors.
Generally, the seepage levels are higher and the flow rates are greater in the wetter winter months (typically
October through May). We consider the site conditions to be conducive to development of perched
groundwater. Perched conditions develop due to the presence of a low permeability soil, such as the
underlying glacial till, which impedes infiltration of precipitation, leading to the development of localized,
near surface saturated zones. Therefore, if construction is completed during the winter and spring months,
or during a prolonged period of precipitation, significant perched seepage will likely be encountered. The
moisture content of the near surface soils will also be higher in the spring and early summer months.
Groundwater levels can be expected to vary based on seasonal variations in precipitation changes in site
utilization, and other factors.
ADaPT Job No. WA004048 ADaPT Engineering, Inc.
April 11, 2000
Page 4
RECOMMENDATIONS AND CONCLUSIONS
Based on the encountered site conditions, the proposed building can be supported utilizing conventional
spread footings bearing on the very dense or very stiff native soils, located at the proposed depths of the
foundation elements. Foundations may also be supported on structural fill placed above these competent
native soils. An approximate 14 to 15-foot cut will be required along the western margin of the building,
followed by construction of a retaining wall. In addition cuts of 13 feet grading to 9 feet will be necessary
along the south side of the building, and cuts of 8 to 10 feet will be made in the central courtyard and on the
northern building wing. The parking area on the northeast comer of the property will require cuts of up to 5
feet. Most of the near surface site soils are moisture sensitive due to their relatively high silt content.
Therefore, grading and compaction would be difficult during wet weather conditions. Most of the drainage
ditch will remain open after development, the gradient of the ditch will be reduced, and a grass -lined swale
will treat water leaving the parking lot prior to entering the ditch. In addition, a walking bridge will be
completed over the ditch.
Site Preparation and General Earthwork
Subsequent to site excavation, we recommend that footing subgrade areas and slab areas which will receive
structural fill be compacted in place to densify any loose or disturbed areas. Soil in any loose or soft areas,
if compacted and still yielding, should be over -excavated and replaced with structural fill to a depth that
will provide a stable subgrade. Slab -on -grade subgrades should be similarly prepared. We recommend
using a backhoe-mounted plate compactor to adequately densify the footing subgrades, and a smooth drum
roller for the slab -on -grade areas. We anticipate site excavation could be accomplished using conventional
earth moving equipment. While a significant amount of large cobbles or boulders were not encountered in
the test pits and hand borings, oversize materials may be locally present in the glacial till soils on the site. It
is also possible that remnant foundations of the former house on the south side of the property may be
encountered.
We expect that grading at the subject site can be accomplished with conventional earthmoving equipment.
The near surface soils generally have a significant fines content and are therefore highly moisture sensitive.
In addition, the observed moisture contents of a portion of the soils encountered in the test pits and hand
borings appeared to be at or above the optimum moisture content anticipated for those deposits. These
materials will be difficult, if not impossible, to operate on or compact during wet weather conditions. The
operation of heavy equipment at the site, except after an extended period of dry weather conditions, can be
expected to result in considerable disturbance of the exposed subgrade soils. During wet weather
conditions, we expect that operation of heavy wheeled equipment at the site will be virtually impossible.
We therefore recommend that earthwork be undertaken following and during dry weather conditions, if
feasible, to minimize grading costs.
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 111, 2000
Pa,e 5
I
Structural Fill
Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any
other load -bearing areas. Structural fill placed under footings and floor slabs should be placed in horizontal
lifts not exceeding 12 inches in loose thickness and compacted to a minimum of 95 percent of its laboratory
maximum dry density, determined in accordance with ASTM Test Designation D- 15 57 (Modified Proctor).
The fill materials should be placed at or within 2 percent of the optimum moisture content. Fill under
pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum
density, except for the top 12 inches which should be compacted to 95 percent of maximum density.
During dry weather, most non -organic soils can be used as structural fill. Generally, soil with more than 5
percent fines can become unstable if exposed to construction traffic and excessive moisture, and
compaction and grading will be difficult if the �oil moisture increases significantly above its optimum
condition. If construction will be completed during wet weather conditions, we recommend that the footing
and building pad subgrade areas be protected from disturbance by placing a layer of crushed rock or a mud
mat (lean mix concrete) after excavation is complete.
Adequate compaction may not be easily achieved at current soil moisture contents, and we recommend site
grading be conducted during the dryer summer months. In general, the site soils, with some exceptions,
appeared have relatively high silt content, and would only be suitable for structural fill during extended
periods of dry weather. To use site soils for structural fill will require reducing the present high soil
moisture content by aerating the soil (farming), or by the addition of soil additives such as cement, lime, or
kiln dust.
Suitability of On -Site Soils for Structural Fill
The near surface site soils observed in test pits TP-1 through TP-5 were dominantly silt -rich. However,
near surface soils observed in hand borings HB-2, and HB-3 were granular with moderate silt contents
(10 to 15 percent). The glacial till soils encountered at depth appeared to contain a moderate to high silt
content (estimated to be 15 to 20 percent), and did not appear to contain a significant amount of over size
(greater than 6-inch diameter) cobbles.
We recommend that the suitability of on -site soils for use as structural fill be determined in the field
during excavation and construction activity. The contractor may need to segregate soils identified as
suitable for re -use, from those soils that are determined in the field to be unsuitable. We do not
recommend the use of these on -site soils for structural fill during wet weather conditions. If the silty soils
are wet of optimum, or exposed to excessive moisture and cannot be adequately compacted, then it may be
necessary to import well -graded granular soils as fill. If imported material is used, it should be free-
dr . aining and have a gradation that meets the minimum specification given in Table 1, unless approved by
the soils engineer.
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 6
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Table 1
US, Standard SieVe, Size
Percent Passing b�-
Weight.
3 inch
100
3/4 inch
50-100
No. 4
25-65
No. 10
10-50
No. 40
0-20
No. 200
5 maximum
Footings
The basal, very dense native silty, gravelly sands site soils at depth are suitable to provide adequate bearing
support for the proposed building foundation. The footing subgrade soils should be prepared as discussed in
the Site Preparation and General Earthwork Section presented above. Footings supported on these very
dense soils may be designed using an allowable bearing capacity of 3,500 pounds per square foot (psf).
Footings founded on structural fill placed above competent native soils may be designed utilizing an
allowable bearing capacity of.2,500 psf. We recommend that continuous footings have a minimum width
of 24 inches�and individual footings a minimum width of 24 inches. All exterior footings exposed to frost
action shall be placed a minimum of 18 inches -below finished grade.
With structural loading as expected, total settlements in the range of one inch and differential settlements of
approximately one-half inch are possible. As site soils below the footing would consist of glacial deposits
or structural fill, most of the anticipated settlements should occur during construction as dead loads are
applied. A one-third increase in allowable bearing capacity may be utilized for short-term loads, such as in
the case of a seismic event or wind loading. We -recommend that a soils engineer from ADaPT inspect all
footing excavations prior to concrete placement to assure adequate bearing capacity conditions have been
achieved. If loose or soft soil conditions are encountered, these soils shall be compacted or removed and
replaced with structural fill.
Lateral loads can be resisted by friction between the foundation and the supporting native soil or compacted
fill subgrade, or by passive earth pressure acting on the buried portions of the foundations. The foundations
must be poured "neat" against the existing soil, or backfilled with a nominally compacted fill.
• Passive pressure 300 pcf
• Coefficient of friction 0.35
The above values include a factor of safety of 1.5.
ADaPT Job No. WAOO-4048
April 11, 2000
Page 7
ADaPT Engineering, Inc.
I
All footing excavations should be examined by a representative from ADaPT, prior to placing forms or
rebar, to verify that conditions are as anticipated in this report.
Seismic Design Consideration
The Puget Lowland is classified as a Seismic Zone 3 by the Uniform Building Code (UBQ. The largest
earthquakes in the Puget Lowland are widespread and have been subcrustal events, ranging in depth from
30 to 55 kilometers. Such deep events have exhibited no surface faulting. Based on our surface
exploration, we interpret the site conditions to correspond to a Seismic Profile type SD, the Stiff Soil Profile,
based on the observed in -place density conditions and inferred SPT blow counts for the site deposits. The
shallow soil conditions were assumed to be representative for site conditions beyond the depth explored.
Structures are subject to damage from earthquakes due to direct and indirect action. Direct action is
represented by shaking. Indirect action is represented by foundation soil failures and is typified by ground
failure or liquefaction. Liquefaction is a phenomenon in which soils lose all shear strength for short periods
of time during an earthquake. The effects of liquefaction may be large total and/or differential settlement
for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results
in the loss of grain -to -grain contact due to rapid increase in pore water pressure, causing the soil to behave
as a fluid for short periods of time.
To have a high potential for liquefaction, a soil must be cohesionless with a grain size distribution of a
specified range (generally sands and silty sands); it must be loose to medium dense; it must be below the
groundwater table; and it must be subject to a sufficient magnitude and duration of groundshaking. Due to
the high fines content of the underlying glacial till deposits, the lack -of free groundwater table above 18 feet
depth, and the relative in -place density of the glacially over -consolidated soils, it is our opinion that the
liquefaction potential for this site is low.
Slab -on -Grade
Slab -on -grade floors may be constructed on very dense native soils, or upon structural fill placed above
these undisturbed soils. Subsequent to excavation of the site, we recommend that the exposed soils be
compacted and proofrolled to verify a firm, non -yielding condition. If soft or loose soils are encountered,
they should be re -compacted or removed and replaced with structural fill.
After proof -rolling, the building slab areas should be provided with a capillary break material consisting of
6 inches of clean building sand or gravel. This material should be free draining and contain less than 3
percent fines. We would also recommend the utilization of a vapor barrier such as a 6-mil plastic
membrane to prevent moisture buildup beneath the concrete slab. Two inches of damp sand may be placed
over the membrane for protection during construction and to aid in curing of the concrete.
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 8
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IExcavations- and Slopes
stability of excavated cut slopes depends on a number of factors, including the presence and quantity
of water; the type and density of the excavated soil; the depth of the cut; the presence of surcharge loads
from construction equipment, stockpiled soils, and the like; the schedule of construction, and care and
methods used by the contractor. Because of the variables involved, actual slope values required for
stability in temporary cut areas can only be estimated prior to construction.
Temporary cut slopes (foundation and utility excavations) will be necessary during grading operations. As
a general guide, temporary slopes of 1.5H to IV (Horizontal to Vertical) or flatter may be used for
temporary cuts in the upper 3 to 6 or more feet of loose or medium dense sands or medium stiff silts.
Steeper temporary slopes in the underlying very dense or hard native soils may be used. For planning
purposes, a 3/4H: IV slope may be used for the dense to very dense or medium stiff to stiff soils, typically
encountered at depths below about 3 to 6 feet at the project site. These guidelines assume that all surface
loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope
and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where
significant soil moisture or seepage occurs.
All cut slopes should be properly protected. Temporary slopes may need plastic sheeting to protect from
loosening caused by precipitation or excessive drying. Keep construction equipment, workers, and
materials at least five feet back from the slope. We recommend that the stability of temporary cut slopes
be made the responsibility of the contractor, since he is in control of the construction operation and is
continuously present at the job site to observe the nature and conditions of the subsurface material
encountered. The contractor should also be required to perform all excavations in accordance with
federal, state, and local regulations.
Drainage
Minor shallow groundwater seepage or wetness was observed at depths of approximately 3 V2 to 5 feet bgs
in the vicinity of the proposed building. This water table appears to be perched in nature, and the quantity
and duration of flows would likely be quite variable. It is therefore likely that groundwater is present at or
above proposed grade levels for the building. Since the site soils are silty, we recommend the installation of
footing drains around the perimeters of the building foundations. The drains should consist of a 4-inch
diameter perforated PVC pipe placed in a bed of pea gravel located at the invert elevation of the footing.
The pea gravel should contain less than 3 percent by weight passing the No.. 200 Sieve, based on the
minus three -quarter -inch fraction. The perforated drain lines shall then be tightlined to the established
stormwater collection system. Roof downspouts should be tightlined separately to discharge into the
stormwater collection system. Cleanouts should be installed at strategic locations to allow for periodic
maintenance of the downspout and footing drain tightline systems.
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 9
The site should be graded such that surface water is directed away from the building areas. Water must not
be allowed to stand in any area where footings, slabs, or pavements are to be constructed. During
construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for
moisture infiltration into the soils. Final site grades must allow for drainage away from the building
foundations. We suggest that the ground be sloped for a distance of at least ten feet away from the
buildings.
RETAENING AND SUBGRADE WALLS
Retaining and/or subgrade walls can be supported on shallow footings founded on medium dense or denser
native soils or structural fill, if properly prepared. Footings bearing on dense to very dense or very stiff
native soils as described above can be designed using an average allowable bearing value of 3,500 (pounds
per square foot) psf with a maximum toe pressure of 4,500 psf. Retaining walls constructed above
structural fill may be designed for an allowable bearing pressure of 2,500 psf, with a maximum toe pressure
of 3,000 psf. Lateral loads on conventional retaining structures founded as described above may be resisted
by friction on the base of the wall footings and as passive pressure on the sides of footings. We recommend
using an allowable coefficient of friction of 0.35 to calculate friction between the foundation and native
soils or on structural fill. For the condition of a horizontal ground surface beyond the wall, the passive
pressure may be determined using an allowable equivalent fluid density of 300 pcf. This assumes that the
footings are cast "neat" against the cut, and that any fill soils around the wall are placed and compacted as
structural fill. A safety factor of 1.5 has been applied to these values, for sliding and overturning.
The lateral active soil pressures acting on reinforced concrete retaining walls depend on the nature, density
and configuration of the soil behind the wall. We recommend that walls supporting horizontal backfill be
designed using an equivalent fluid density of 35 pcf for a level back -slope behind the wall. This pressure is
based on backfill placed within 2 feet of the wall being compacted by hand -operated equipment to a density
of 90 per cent of the MDD and consisting of clean sand or sand and gravel. The recommended pressure
does not include the effects of surcharges from surface loads, or the surcharge effects of a slope above the
wall. For the conditions of a 2H to IV slope above the walli a 50 per cent increase in horizontal pressures
would apply. As an alternative to conventional concrete retaining walls, the use of segmented concrete
walls with geofabric or geogrid reinforcement may be considered (i.e., "Keystone" - type walls). Such
walls have the advantage of economy over cast -in -place walls, and are especially attractive where site
grades will be raised, as the grid/fabric can be included progressively in the structural fill as site grades are
raised. If such walls are considered, they should be constructed in accordance with the manufacturer's
recommendations and specifications.
We recommend that retaining wall footings founded near fill slopes be a minimum of 2 feet in width and
have a minimum 2 feet of embedment. Adequate drainage behind any retaining structure is imperative. We
recommend that a drainage system consisting of a minimum 18 inches of washed sand and gravel with less
than 3 per cent fines be placed along the back of the wall. In addition, a drainage collector system
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 10
consisting of 4-inch perforated PVC pipe should be installed behind the wall to provide an outlet for any
accumulated water. The drainage material should be capped at the ground surface with I -foot of relatively
impermeable soil or otherwise sealed.
ROCKERIEES
If rockeries are to be used on this project, we recommend that a setback for foundation elements be
provided for all structures. We recommend that building limits in these areas be located at or behind a point
such that a slope inclined at lH: IV extended upwards from the base of the rockery would not encounter any
foundation elements. We recommend that all rockeries be placed in accordance with current City of
Edmonds specifications and be limited to the restrictions stated therein. A copy of the typical rockery
design and construction requirements is included in Appendix C of this report. Rockeries should be
constructed only with sound, durable rock. Drainage provisions and building and parking setbacks are
provided in local codes and standards. Depending on the rockery location and application, reinforcing
material and select fill behind the rockeries may be required.
Although commonly used in the northwest, it should be noted that unreinforced rockeries are actually
landscape features rather than engineered retaining structures. Their primary function is to provide a facing
for otherwise stable slopes and to protect them from erosion and sloughing. As such, the materials in a
rockery face cut slope should consist of relatively dense strata. It should also be realized that rockeries,
even when they are properly constructed, will require occasional maintenance. Therefore, rockeries should
be located so that they are readily accessible for a contractor's equipment should repairs become necessary.
Retaining walls should be backfilled with a free -draining material ' conforming to the specification for
import fill presented in Table 1. The free -draining material should extend at least 18 inches behind the wall.
The remainder of the backfill should consist of structural fill. A perforated drain pipe should be placed at
the base of the wall. The drain -pipe should be perforated with holes less than one -quarter inch in diameter,
and surrounded by three -eighths inch pea gravel. Since the subgrade soils are predominantly fine grained
and persistent saturated zones were not encountered above the proposed excavation grade, alternatively,
retaining wall drainage systems such as MIRADRAIN could be used. If any such product is used, it should
be installed in accordance with the manufacturers specifications.
Erosion Potential
Surficial site soils contain a significant amount of fines and thus are prone to erosion. To contain silt -laden
runoff from leaving the site during construction or entering the open ditch on the site, we recommend that
silt fencing be set up around the perimeter of the site, as well as any other construction Best Management
Practices (BMPs) required by the City of Edmonds.
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 11
Pavement Areas
The adequacy of site pavements is related to the condition of the underlying subgrade. To provide a
properly prepared subgrade for pavements, the subgrade should be treated and prepared as described in the
Site Preparation and General Earthwork Section of this report. This means at least the top 12 inches of the
subgrade should be compacted to 95 percent of the maximum dry density (per ASTM D-1557). It is
possible that some localized areas of loose, wet, or unstable subgrade may exist after this process.
Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized
areas.
The following pavement section for lightly -loaded areas can be used:
• Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRB) material, or
• Two inches of AC over three inches of Asphalt Treated Base (ATB) material.
Heavier truck -traffic areas will require thicker sections depending upon site usage, pavement life and site
traffic. As a general rule, you may consider for truck -traffic areas the following sections:
• Three inches of AC over six inches of CRB, or
• Three inches of AC over four and one-half inches of ATB.
We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if
needed.
CONCLUSION
In conclusion, we feel that the proposed construction is compatible with the existing site conditions
provided that the foregoing recommendations are implemented. We recommend that ADaPT Engineering,
Inc. be retained throughout the project to assure compliance with these specifications.
ILIMITATIONS
We have prepared this report for use by Sound Health Management and their agents for use in the design of
this project. Our report, conclusions and interpretations should not be construed as a warranty of the
subsurface conditions.
Variations in subsurface conditions are possible between the explorations and may also occur with time. A
contingency for unanticipated conditions should be included in the budget and schedule. Sufficient
monitoring, testing and consultation should be provided by our firm during construction to confirm that the
conditions encountered are consistent with those indicated by the explorations, to provide recommendations
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 12
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for design changes should the conditions revealed during the work differ from those anticipated, and to
evaluate whether earthwork and foundation installation activities comply with contract plans and
specifications.
When the design is finalized, we recommend that the design and specifications be reviewed by our firm to
see that our recommendations have been interpreted and implemented as intended. The scope of our
services does not include services related to environmental remediation and construction safety precautions.
Our rpcommendations are not intended to direct the contractor's methods, techniques, sequences or
procedures, except as specifically described in our report for consideration in design. If there are any
changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions
and recommendations presented in this report may not be fully applicable. If such changes are made, we
should be given the opportunity to review our recommendations and provide written modifications or
verifications, as appropriate.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in this area at the time this report was prepared. No other conditions, express
or implied, should be understood.
ADaPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 13
We appreciate the opportunity to be of service to you. If you have any questions or need additional
information, please contact us at (206) 654-7045.
Respectfully submitted
ADaPT Engineering, Inc.
rjoco_
Charles C. Cacek, M.Sc.
Senior Project Geologist
Kurt W. Groesch, P.E.
Vice President
rEXPIRE—S 61151CO
Enclosures:
Appendix A — Figures
Appendix B — Test Pit and Hand Boring Logs
Appendix C — Typical Rockery Detail
AI)aPT Job No. WAOO-4048 ADaPT Engineering, Inc.
April 11, 2000
Page 14
ADaPT Engineering, Inc.
F
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APPENDIX A
FIGURES
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ADaPT Engineering, Inc. FIGURE 1 - Location/Topographic Map
800 Maynard Avenue S., Suite 403 Location : Proposed Arbor Gardens Facility
22617 & 22701 76th Avenue West
Seattle, Washington 98134 Edmonds, Washington 98403
Client Sound Health Management
Ph : 206.654.7045 Fox : 206.654.7048 Date 4/3/00 Job # :S—WA-00-4048
LEGEND:
TEST PIT NO. AND APPROXIMATE. LOCATION
HAND BORING NO. AND APPROXIMATE
LOCATION
NOT TO SCALE
.ADaPT Engineering, Inc. FIGURE 2 - Site & Exploration Plan
800 Maynard Avenue S., Suite 403 Location : Proposed Arbor Gardens Facility
Seattle, Washington 98134 22617 & 22701 76th Avenue West
Edmonds, Washington 98403
Client Sound Health Management
Ph : 206.654.7045 Fox : 206.654.7048 Date 4/3/00 Job # : S-WA-00-4048
I
ADaPT Engineering, Inc.
I
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11
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APPENDIX B
TEST PIT AND HAND BORING LOGS
I
ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
TEST PIT LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT Proposed Arbor Gardens Facility Job.Number: WAOO-4048 Test Pit No. TP-1
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation : 344 ft. a.s.l.
W
0—
U5
U'_
I I
9
R I
17
MATERIAL DESCRIPTION
Surface weeds over loose, moist, brown, gravelly, silty fine to
coarse SAND with some asphalt, concrete and boulders to 2 feet
diameter (Fill)
----------------------------------------------
4 Inches relic Topsoil over loose to medium dense, (@4 feet)
moist, oxidized brown to tan, silty fine sand, some gravel
Very minor perched water
Very dense, moist, gray, silty, gravelly, fine to medium SAND,
some cobbles to 8 inches diameter - generally sand -rich with some
silt -rich inclusions
TESTING
-5—
3M
2M
-----------------------------------------------
10-
-15-
Test pit terminated at 18 feet depth
No seepage or caving observed
.20-
LEGEND
T stage Water I" at Dom Water Bearing
DATE
7 state Water UNd Otdcat Sample
DATE Bag Sarroe
T Porched Ground.alm d d Water Seepap trw9cator
Page
I of I
Drilling Start Date
U/Ztvuu unning uornpiezion uaie: �V?tvuu Loggitfu DY - 11�lv
ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
TEST PIT LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT : Proposed Arbor Gardens Facility Job Number: WAOO-4048 Test Pit No. : TP-2
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation: 342 ft. a.s.l.
W
0—
Lh
- I
I '
I t j
I
17
MATERIAL DESCRIPTION
Surface weed over 6 inches of Topsoil over brown grading to gray,
medium dense to very dense (@3.5 feet) moist to wet (@4.5 feet),
silty, gravelly fine to coarse SAND, some cobbles to 6 inches
diameter
Minor perched groundwater
--------------------------------------------
Very dense, moist (wet @ upper interface), gray, silty, gravelly, fine
to medium SAND with some cobbles to 6 inches diameter (Glacial
Till), with silt -rich inclusions
TESTING
-5-
3a
2=
-
-10-
-15-
Test pit terminated at 18 feet depth
Slow seepage observed at 5.5 to 6 feet
No caving observed
.20-
LEGEND
y Static Water Level at DrIUIrV Water Beaft
DATE 'V-� M
V Static Water UW01 ou" Sa"W18 100to I Bag S-00 j
DATE J'j
Lni j water Seeme I
T Per&W Grounclwater
�agoe,
Drilling Start Date:
JILMMU urming toornpietion uaie: L4/ZLVUV
Luggtfu DY - %IVV
ADaPT Engineering, Inc.
TEST PIT LOG 800 Maynard Avenue South, Suite 403
SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT Proposed Arbor Gardens Facility Job Number: WAOO-4048 Test Pit No. : TP-3
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Aapproximate Elevation : 340 ft. a.s.l.
W
0
-0-
4
+
+
+
-----------------------------------------------
-----------------------------------------------
+
MATERIAL DESCRIPTION
Surface weeds and 6 inches brown Topsoil over medium stiff,
moist to damp, oxidized brown to brown, gravelly fine sandy SILT
with some roots
Medium stiff, damp, tan, SILT, some fine SAND; varies to silty very
fine SAND
Very dense, moist, gray, silty, gravelly, fine SAND with cobbles to 8
inches diameter (Glacial Till)
TESTING
-5-
-10-
-15-
Test pit terminated at 17.5 feet depth. Minor seepage observed at
6.5 feet depth. No caving observed
20J
LEGEND
V Static Water Uvel at Drilling Watarsearing
DATE
17 stati. wate, Low
DATE Budw SMVIO 1100to I Sag Sample
Water Seeme lrdcmw
V Perched G..n*,.w
Page
of 1
Drilling Start Date
VZOMU wrilling U0111plullorl UdLU ; IVZO/UU
LVjjYttU UY . —
ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
TEST PIT LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT Proposed Arbor Gardens Facility Job Number: WAOO-4048 Test Pit No. : TP-4
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation :330 ft. a.s.l.
ru
CC
MATERIAL DESCRIPTION
Surface weed and 8 inches Topsoil over medium stiff to stiff, damp,
oxidized tan, very fine sandy SILT with some sand and gravel
----------------------------------------------
Dense, moist to wet (@ 4.5 to 5 feet), brown, silty, gravelly, fine to
coarse SAND, some cobbles to 6 inches diameter
----------------------------------------------
Very dense, moist, gray, silty, gravelly fine SAND , some cobbles
to 6 inches diameter (Glacial Till) with some silt -rich zones
TESTING
-5-
_10-
-15-
Test pit terminated at 14.5 feet depth
No seepage or caving observed
LEGEND
V Sta. wet., U'M at DrI&V Water Bearing
DATE
V Sta. Water Le'm too to
DATE BLdm Sample B" S-00
L!nlj Water Seepage InAudor
T parched Grwriclorater
Page
of 1
Drilling Start Date
Jhdo/tju LJFIIIIFIU koUltIpItIllUll UdLU. abdoluv
L.Uyyt;u UY . ---
ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
TEST PIT LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT Proposed Arbor Gardens Facility Job,Number: WAOO-4048 Test Pit No. : TP-5
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation: 336 ft. a.s.l.
W
'g
9
oil
ITESTING
I`
---------------------------------------------
-----------------------
MATERIAL DESCRIPTION
6 Inches Topsoil over medium stiff, moist, oxidized brown, fine
sandy SILT varying to silty fine SAND
Stiff, damp (wet @ base), brown, fine sandy SILT with some clay
and gravel
----------------------------------------------
Very dense, moist, gray silty, gravelly, fine to medium SAND with
some cobbles to 6 inches diameter and some silt -rich zones
Becomes less cohesive, more sand -rich
-5-
_10-
-15-
Test pit terminated at 16 feet depth
No seepage or caving observed
+
LEGEND
T Static Water Level at Drilling Water Bearing
DATE
V Static Wwar LeM Bucket Sample toga, I Bag Sample III
DATE L7_ j, 44 Water Seepage Indcalor
V parched CrahMer
Page
of 1
Drilling Start Date
wztvuu willing tompietion uaie; j1ZtVuu
L_UqYtIU DY - V__
ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
HAND BORING LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT Proposed Arbor Gardens Facility Job.Number: WAOO-4048 Hand Boring No. : HB-1
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation: 330 ft. a.s.l.
W
'1
9
0
00
W 1
MATERIAL DESCRIPTION
4 Inches Topsoil over medium dense, moist, brown, silty, gravelly
fine SAND
----------------------
--Becomes damp, more silt -rich -----------------------
Very stiff, moist, light gray -tan, SILT
TESTING
-5-
Refusal on rock at 5.8 feet depth
_10-
-15-
201
LEGEND
y Static Water Urvel at DOM water searkv
DATE
V Static Water Lem 100to
DATE Budcat Sample Sao Samoa
Lngj Water Seeme hifficalor
T Perdvad GircumWator
Page
Of
Drilling Start Date
4/ZIVV urming %iompietion uate; 'WeiVILI
LUYYtIU DY . vv�
ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
HAND BORING LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT Proposed Arbor Gardens Facility Job.Number: WAOO-4048 Hand Boring No. : HB-2
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation: 338 ft. a.s.l.
W
-0
W
't
U
I
ir
-r
-----------------------------------------------
-r
MATERIAL DESCRIPTION
Weed over 10 inches Topsoil over medium dense, moist, brown,
silty, gravelly fine SAND
---------------------
Grades to wet
Grades to damp, silty, very fine SAND
Grades to very stiff, moist, tan moftled brown, SILT, with some fine
sand and a few cobbles
TESTING
Boring terminated at 7 feet depth
-10-
-15-
201
--r
LEGEND
-Y- Static Water Level at Drilling Water Bearing
DATE 922-9 11
V Stdc Wwor Lww I MID I
DATE Swart sample Bag Sample I
44 Water Seepage Indicator
V Pwched GrDUndwatw 11 4
Page:
I of 1
I
Drilling Start Date
4/ZIUU unning txmpievon uate: 41ZIU0
Loggea by:: Ulau
.ADaPT Engineering, Inc.
800 Maynard Avenue South, Suite 403
HAND BORING LOG SEATTLE, WASHINGTON 98134
TEL: 206.654.7045 FAX: 206.654.7048
PROJECT : Proposed Arbor Gardens Facility Job,Number: WAOO-4048 Hand Boring No. HB-3
22617 & 22701 76th Avenue West
Edmonds, Washington 98403 Approximate Elevation: 338 ft. a.s.l.
10—
t5
:L
:L
0
+ ;L
V
MATERIAL DESCRIPTION
Weed at 6 inches Topsoil over loose to medium dense, moist,
brown, silty, gravelly fine SAND
-dr7— --------
ajW17o r;�iii, 13�own fine to coarse SAND with some silt and
gravel
Minor perched water
- _'W� -----------------------------------------
stiff, moist, light tan with oxidation,SILT, some clay - minor
gravel
TESTING
42 .
2=
Boring terminated at 8 feet depth
i
-10-
-15-
20J
LEGEND
V Stg. W.W Level 0 DrIlIft Water Beaving
DATE
Staft we. Uwai
DATE Bucket Sample Bag Sample
V Perdvad GmumWater Water Seepap Mclicaw
Page:
1 of I
unning wart uate: 4/Z/UU urming toompietion uaie: 4/WUU LUYYt1U DY
ADaPT Engineering, Inc.
APPENDIX C
TYPICAL ROCKERY DETAIL
I
zo - ZI 13 10 4 r ALL
110 002
I
I
I
I
I
� I
� I
� I
� I
� I
� I
� I
� I
� I
� I
� I
NOTE 9
NOTF
4. 4
4 44,Id
94
41 4 NOTE 2
Z
2
4a NOTE 6
OTE 5-"
�-2 w —
ROCK WALL SECTION
NOTES
I- MAXIMUM INCLINATION OF THE SLOPES ABOVE
AND BEHIND ROCK WALL SHALL BE 2:1
(HORrZONTAL-.VMCAL)
2. MINIMUM THICKNESS OF ROCK FILTER LAYER
B-12 INCHES. MINIMUM EMBEDMENT 0=12
INCHES.
3. MAXIMUM ROCK WALL NEI" H=S FEET. ROCK
WALLS GREATER THAN 8 FEET IN HEIGHT SHALL
BE DESIGNED BY A CML ENGINEER LICENSED IN
THE STATE OF WASHINGTON.
4- ROCK SHALL BE PLACED TO GRADUALLY
DECREASE IN SIZE WITH INCREASING WALL
HEIGHT.
7.
a.
9.
10-
MINIMUM WIDTH OF KEYWAY ExCAVA-nON W.
SHALL BE EOLIAL TO THE THICKNESS OF THE
BASE ROCK PLUS a (ROCK FILTER)
THE LONG DIMENSION OF THE ROCKS SNALL
EXTEND BACK TOWARDS THE CUT OR FILL FACE
TO PROVIDE MAXIMUM STABiUry.
WHENEVER POSSIBLE EACH ROCK SHALL eLrAR
ON TWO OR MORE ROCKS BELOW IT. vdTH GOOO
FLAT -TO -FLAT CONTACT.
WHERE VOIDS OF GREATER THAN 6 INCHES IN
DIMENSIONS EXIST IN THE ROCK FACE AND
THERE IS NO ROCK CONTACT WITHIN THE ROCK
WALL THICKNESS. THE VOID SHALL BE CHINKED
WITH SMALL PIECES OF ROCK.
ROCJCERIES WHICH ARE MORE THAN 30 INCHES
ABOVE GRADE OR FLOOR BELOW SHALL BE.
PROTECTED By GUARDRAIL SUCH AS A
ORNAMENTAL OR PEDESTRIAN RAIL TYPE TO eE
DETERMINED BY THE CITY ENGINEER. SEE DWGS
325 & 326
FOR DESIGN LOCATION AND UNDERGROUND VTILM
LIMITATIONS REFEER TO STD DWG -3248.
NC
ROCK WALL ELEVA71ON
)TE 8
NgM
(COW)
11. THE DENSITY OF ROCK MATERIAL SRALL BE A
MINIMUM OF' 155 PCF. THE SIZE CATEGORIES
FOR ROCK SHALL BE AS FOLLOWS:
APPROXIMATE APPROXIMATE
SIZE
WEIGHT - LBS. DIAMIETER-INCHES
I MAN
so -200 12 - IS
2 MAN
200 -700 IS - 28
3 MAN
700 - 2000 28 - 36
4 MAN
2000 4000 35 - 48
5 MAN
4000 6000 48 - 54
6 MAN
6000 s000 54 - go
LEGEND
.4 a 14 4
DRAINAGE MATERIALS TO CONSIST OF
4 4 44 4
CLEAN IC-:r ANGULAR SPAJ-%.
NO. 2 COARSE AGGREGATE PER WSDOT/ApWA
9-03-1(3)C (6' ABOVE PIPE WN)
CONCRETE ROCKERY CAP. REOWRED IN
R.O.w.. OPTIONAL ON PrwATE PROPERTY.
UNDISTURBED FIRM NATIVE SOI
0 OR SOO ON I Z OF TOPSOIL WITH
UNDERLAYER OF FILTER FABRIC.
4 INCH DIAMM HOPE OR SOM PVC.
PEWORATED OR SLOTTED WITH SMOOTH
INTERIOR PIPE. SET SLIGHTLY LOWER THAN
TKE RASE ROCK TO PREVENT DAMAGF-
LAY WITH A POSITIVIE SLOPE To
DISCHARGE AWAY FROM ROCKERY.
DESIGNATES SIZE OF ROCK. LE. 4
MAN. SCE NOTE 11.
ROCKERY.
44-96 3 2 4A
DESIGN AND CONSTRUCTION REQUIRELfENTS) I date revisjed number
CITY OF EVERETT - PLOW WORKS DEPARTMENT
I
c
L L 3
Ball�ltnger Cou 11 0 ?06�
wul�;O'
Addendum to the
Targeted Drainage Report
Prepared for
Covenant Construction Management, Inc.
Patrick G. Carroll
P.O. Box 60
Lynnwood, WA 98046
(206) 363-0235
Prepared by
Land Development Consultants, Inc.
3830 Monte Villa Parkway
Suite 101
Ay Bothell, WA 98021
(425) 806-1869
q3 SO s�0—
Ci C
327 20 —59�
�Teo 0 510-
I EXPIRES 111141:6�lt
Revised: September 29, 2004
Revised: August 26, 2004
July 6, 2004
C' A. �
� xj
bf
/ 0/
Job No: COVOI
Description of Changes
It was the owner's preference to change the detention system from the vault
to a detention pipe system. The conveyance system was only slightly modified.
0 The pipe from CB-4 to CB- 5 was extended from 8-feet to 21 -feet.
The slope remained the same
9 The slope on the pipe from CB-6 to the detention facility was
increased from 11.04% to 13%.
0 A pipe was added from CB-1 1 (was inlet in top of vault) to the control
structure. The pipe is 12-inch diameter 26-feet long at 1% slope.
Due to these minor changes to the conveyance system we believe that the
conveyance calculations do not need to be updated.
Attached are the new calculations for the detention facility. Appendix 4-A is
attached in full demonstrating the design meets the City of Edmonds
Requirements. The rest of the drainage report is unaffected by the change to
the detention system.
J
I
I
I
.1
I
I
I
I
APPENbIX 4-A
DETENTION FACILITY CALCULATIONS
Ot SUPPORTING DOCUMENTS
� i
5-1
Detention Facility
For the purpose of detention this project will use a 8-foot diameter CMP
detention pipe. The detention pipe provides 0.82-feet of sediment storage and
0.5-feet of freeboard.
Detention volumes are tabulated below. The "design" volume relates to the
detention system as designed and shown on the construction drawings. In this
case the detention facility was modeled at the "design" volume. The design
size took into account dimensions that will be easily constructed.
5-1
Design detention
Stage
(feet)
Volume
(cubic feet)
Volume
(acre-feet)
321.82
0
0.00
322.50
519
0.01
323.50
1443
0.03
324.50
2497
0.06
325.50
3548
0.81
326.50
4602
0.11
327.50
5526
0.13
325.50
6238
0.14
Performance Summary
Flows, cubic feet per second
Existing
Allowable
Release
Vault Inflow
Vault
Outflow
2-year/24 hour
0.085
0.042
0.5454
0.042
10-year/24 hour
0.189
0.189
0.7631
0.143
1 00-year/24
hour
0.447
0.447
1.1929
0.440
Vault details
Stage
Volume
(ft)
Designed
(cf)
2-year/24 hour
327.31
5374
10-year/24 hour
327.40
5456
1 00-year/24
328.38
6179
hour
5-1
STORKWATZR. MAKAQZMZNT MANUAL FOR THR PUGZT SOUND BASIN
Table 111-1.3 SCS Western Washington Runoff Curve Number@
(Published by 3C8 in 1982) RunOff-curve numbers for selected agricultural,
suburban mv%&4 —u
land use for
TvDG 1A rainfall dL strLbutLon, 24-h storm duration.
LAND
USS DRSCRIPTION
CURV3
NUMBIRS BY
HYDROLOGIC
SOIL GROUp
A
5
C
D
Cultivated land(I)s
winter condLtLon
86
92
94
95
Mountain Open areass
low growing brush grasslands
74
92
99
92
Meadow or pastures
65
78
as)
89
wood or forest lands
undisturbed
42
64
76
al
Wood or forest lands
young second growth or brush
53
72
el
86
Orchards
with cover crop --
al
88
92
94
Open spaces, lawns,
landecapLng.
parks, golf course@, cemeteries,
good conditions
grams cover on 05% of the
Go
so
'-6)
90
FaLr conditions
axes
grass cover on 50-75% of
77
85
90
92
the area
gravel road@ G parking lotes
76
as
89
91
Dirt road@ A parking
lates
72
82
87
89
Impervious surfaces,
Pavement, roofs etc.
98
go
"98)
98
ODen water bodient
laksme wetlandw,-ponds etc.
L 100
100
100
100
lLngle faaLly rooLdentLal(2)e
DwellLnq VaLt/Groms here %ImpervLous(3)
1.0 DO/Gh
is
1 5 DO/OR
20
2:0 DO/OR
25
2.5 11010h,
30
3.0 DV/GA
34
3.5 DU/Gh
39
4.0 DO/Ga-
42
4.5 DO/Ga
46
5.0 DU/GA
48
5.5 DO/GA
so
6.0 DU/GR
52
6.5 DU/Qh
54
7.0 DO/OR
56
PUD's, condom, apartment@,
cc seme rcLal businesses a
%impervious
industrial areas
must be
computed
Separate cur" number
@hall be @elected for
pervious & impervious
portions of the @its
or basin
%-LP ror a more 00tailed description of agricultural land use curve numbers refs'
to National ZngineerLng Handbook, See. 4, Hydrology, Chapter 9, August 1972r.
(2) Assume roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are consider*
condition for these curve numbers. d to be in good
I IT --f --n FZBRUA-RY-,--1M
I
i
u a Ulu" a a a U an U a U a a a Do a 22UN'm a -emu NJ RUUD 2QUm@@2U a a U a@ 02,20� a -CIO -C
-VIA 212124
Detention Vault
Rainfall Intensities for Significant Storm Events
F—
, Event IPrecip (in)
16 month 11.0000
� —year—,F,'.'.5000
110 year IDO-000
100 year IJ-0000
Existine Basin Descri[)tion
!Design Method
[—S—BUH----jFR-a—infaCl
type
TYPE1A
jHyd Intv
1-0.00 min -'[Oeaking
Factor
484.00
FA—bstr�ction coeff
0.20
r
iPervious Area
1.79 ac
0.00 ac
IPervious CN
85.00
JDC CN
0.00
;Pervious TC
30.12 min
�DC TC
0.00 min
Event
F-Peak-4--[--P—eak-f-[
(cfs)
(hrs)
Hyd Vol
(acft)
Area --,---
(ac)
�Method Raintype
I
6 month 0.0201
'17. 00
0.0259
1-.7900-
[—SCLj--- -[
H
TYPE1A
--[-F--
2 year
0.0849
8.50
T
0.0674 --[-1—.7900
1' —SBUH
I -'TYPE1A
10 year 0.1895
1
100 year-F-b.4C7
8.17
—8.17
1
F-0.2369-
1-181
6
-1--1.7900
1.7900
1 SBUH
FSBUH-I-
TYPE1A
T'YPElA--
L�
IProposed Basin Description
I
I
I
I
besign Method
SBUH
I
;Rainfatt type
TYPElA
jHyd Intv
10.00 min
'Peaking Factor
484.00
lAbstraction Coeff
O.:ff
Pervious Area
lPervious CN
.79 ac
I 94.98
lDCIA
lDC CN
I
0.00 ac
0.00
lPervious TC
F
1 5.00 min
Ib- C T C
F
0.00 min
--E—vent--
Peak Q
(cfs)
Peak-f---
(hrs
Hyd Vol Area
(ac (ac Method
ft)
Raintype
Fcli:�—th F—d.-h-6-J-8.00—
1-0-1082 F —1-7900 jr- SBUH
F TYPElA
2 year F-0 - �4 5-4 F 8.00 -T
0.1799
F-1-7§-O—OF�-B—UH
TYPE1 A
i—O —Year 0.7631 00
0.2529
Fi J-9-66—
F--
SBUH
TYPElA
1100 year
Fl-1929
—8.00 0.4004
1.��00
SBUH
ElA
Pipe Storage Data
- �r-oTol�p--e--kec-
bescrip: o r d IFfn—c r-e-i �eni IrO-. 1-0 - —ft
108.0000 ft
IStartEl. 100.0000ft
.0000 ft I um
Slop
ILength 13�. �Oft-----, --e
Control Structure Data
iDescrip: -----IPrototype
Structure
jlncre�ienC
IO.iO ft
!Start El.
1'100.8200 ft
IMax El.
1 07.5000 ft
Orif Coeff
10.62
ILowest Orif El.
1� - Oi
!Lowest Diam
10.,8125 in
o nex
ljK5060 ft
ID2
1 3.7500
1 Pist to next
10-0006
LI
I
I
1j,
Level Pool Data
Event FMa—tchQ(cfs)[P—eakQ(cfs)lPeakStg(ft)�Vol(cf),I ol(acft)!TimetoEmp--
I ty
2 year
—
-[-0.0422 5.4891 [5-3 �4—.O7F—
0.0424 0.1234 96.83
F--
10 year [-61895 T-0.1431 F-5.5835 154 6.�77, 0.1253
97.00
F-
100 yearF
0.4467
1 0.4395
--F6178.84
F 6.5-641
[ 0. 1418
.97.00
i
0-0
Bal'I'inger Court
Targeted Drainage Report
Prepared for
A
Covenant Construction Management, Inc.
Patrick G. Carroll
P.O. Box 60
Lynnwooc, INA 98046
(206) 363-0235
-SWIM
1) �
If
Prepared by 7
Land Development Consultants, Inc
3830 Monte Villa Parkway
Suite 101
Bothell, WA 98021
(425) 806-1869
Revised: August 26, 2004
July 6, 2004
Job No: COV01
Ballinger Court
Targeted Drainage Report
Prepared for
Covenant Construction Management, Inc.
Patrick G * Carroll
P.O. Box 60
Lynnwood, WA 98046
(206) 363-0235
Prepared bv
Land Development Consultants, Inc.
3830 Monte Villa Parkway
Suite 101
Bothell, WA 98021
(425) 806-1869
Revised: August 26, 2004
July 6, 2004
- ..Job No: COVO 1
TABLE OF CONTENTS
Section Title
1.0 Project Overview 1-1
2.0 Risk Assessment Analysis and Temporary Erosion 2-1
and Sediment Control Analysis and Design
Risk Assessment
Temporary Erosion and Sediment Control
A ppendix 2-A - Snohomish County Soil Survey
3.0 Offsite Analysis 3-1
Upstream Analysis
Downstream Analysis
Appendix 3-A - Downstream Analysis Figures
4.0 Flow Control, Water Quality Facility and Conveyance 4-1
Analysis and Design
Existing Site Hydrology
Developed Site Hydrology
Flow Control System
Water Quality System
Appendix 4-A - Detention Facility Calculations and
Supporting Documents
Appendix 4-B - Water Quality Facility Calculations
and Supporting Documents
Appendix 4-C - Conveyance Analysis Calculations
and Supporting Documents
5.0 . Special Reports and Studies 5-1
I
I
I
I
1.0 PROJECT OVERVIEW
The proposed Foxglove Meadow project is located approximately I block south
of the intersection of SR 99 and 76 th Ave. West. More specifically the project
ties within, the SW 1/4, Section 29, Township 27 N, Range 5 East, W.M.,.as shown
in Figure 1.
The existing site is predominately pasture, with a small drainage channel that
passes through the center of the site. The existing site ties within the Halt
Creek sub -basin which is part of the Ballinger Lake Basin. The existing site
runoff can be best described as overland sheet flow collected in the small
channel before discharging into the City of Edmonds storm drain system just
east of the site. The storm drain system discharges into Hails Creek
approximately 3/8 of a mile downstream of the site.
The proposed developed site wilt included approximately 1.79 acres. The
development wilt include a senior housing building, roadway, parking lot,
landscaping, and associated utilities. See Figure 2 for the proposed site layout.
According to the SCS soil survey for Snohomish County the proposed
development area of the site is underlain by Alderwood-Urban land complex.
Flow control for the proposed site wilt be obtained using a vault detention
system designed according to the requirements set forth by the City of
Edmonds. The vault wilt be constructed in the east parking tot. Water quality
witi. be achieved by installation of a Stormceptor structure. The treated and
detained runoff wilt be discharged into the existing drainage channel for
release into the natural drainage system.
11
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owing: PACOV\01 Ba11mger\E,h,b;tS\T1R EXHISITS.d,g Pl.tt�d: J.. 16, 2004 — 2:09pnn
Civil Engineering Et Planning
3830 Monte Villa Parkway, Suite 101
Bothell, Washington 98021
Voice (425) 806-1869 Fax (425) 482-2893
www.LDCcorp.com
VICIN17Y MAP
NOT TO SCALE
VICINITY MAP
BALLINGER COURT
FIGURE 1
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Civil Engineering Et Planning
3830 Monte Villa Parkway, Suite 101
Bothell, Washington 98021
Voice (425) 806-1869 Fax (425) 482- 2893
www.LDCcorp.com
9
COVENANT CONSTRUCTION COMPANY
BALLINGER
PROPOSED SITE PLAN
RGURE 2
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2.0 RISK ASSESSMENT ANALYSIS AND TEMPORARY EROSION AND SEDIMENT
CONTROL DESIGN
Risk Assessment
The proposed site consists of 1.79 acres, most of which wit[ be developed.
According to the SCS soil survey for Snohomish County the proposed
development area of the site is underlain by Alderwood-Urban land complex.
See Figure 3 and supporting documents in Appendix 2-A for specific locations of
the soils on the site. The Alderwood soil described as moderately well drained;
therefore the permeability is moderately rapid. The runoff is medium and the
erosive potential is said to be moderate.
There is an existing drainage channel that flows through the site. According to
the City of Edmonds utility mapping and field verification, the channel is piped
for the entire upstream course and continues to be piped approximately 130
feet downstream of the site until reaching Halt Creek. The source of the flow
through the channel is urban runoff from roofs and streets upstream of the
site.
Temporary Erosion and Sediment Control
A Temporary Erosion and Sediment Control (TESC) plan will be submitted with
the final construction plans. Best Management Practices (BMPs) as outlined in
the Department of Ecology's Stormwater Management Manual for the Puget
Sound Region (1992) will be designed to mitigate adverse impacts to the
downstream drainage basin. Proper BMPs such as silt fencing, interceptor
swates, soil stabilization, sediment ponds and detention, will be designed to
prevent silt laden runoff from leaving the construction site.
If all of the Best Management Practices (BMPs) are used during the grading and
construction process, and the effectiveness of the applied methods is
monitored, the risk of water quality degradation is slight.
I I
2-1
Temporary Sediment Pond Sizing Calculations
Per DOE Stanards
Project Name: Ballinger
Project Number: COV-01
Facility Description: Sediment Pond
Step 1: Obtain the discharge from the hydrologic calculation s of the peak flow for
the 2-year runoff event. The 10-year peak flow shall be used if the project
size, expected timing and duration of construction, or downstream
conditions warrant a higher level of protection.
2 - yr peak flow 0.55 cfs (se e attache d calculations)
Step 2: Determine the re4uired surface area as follows:
SA 2 x 2 - yr eak flow
0.00096
SA 1,146 s.f.
Sediment Pond Event Summary
Basin Definition
_406
Djetkritpkioe..,
HSG%
0
j ated
064AiFiCt&x
D*m iom
Sikkea,
lffvwhmn Parkkv aid Rools
1.35 98.00
Lawn
a44 WOO
- 95.05
Q 2 1. 79
Abi Coeffi"',
Time of Concentration
TC Cakj
LON C" 16 Dft
d
Do (Ropoited) -,.Un ft s,%
IF Fo F5_ 77 77�
V
Add+,!;:�
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137.00 Z 00 0.0120 0.38
Shalow Px4ed aid gr" arew (n-d 012)
MOO 2-OD 0. (" 20 1.31
Sheet Short piano gran and laww:
11.30 1.00 OL15M 130
0
[Proposed] Using [TYPE I A] As [2 year]_
LSTEND
Peak T Peak Vol �e
iBasinID Method/Loss''Raintype;
Peak Q (ac-
Mrs) c c)
(cfs) f) (a
JFP�oposed !0.5454 18.00 10.1799
I ; .79 FSBUH/SCS IWPEIA.
F,
Drainage Area: Proposed
besign Method
SBUH !Rainfafl type
EIA
1-0.00 min g Factor
484.00
JFAbstractionCoeff.-
0.20
IPervious Area
1 .79 ac 1,I)CIA
0.00 ac
IPervious CN
--!'6C CN
94.98
—000
Pervious TC
F 5.00 Tin ID,C..T.0 . . ... ...... . ....... .. . ...... ...... ... ..... .... ... ........ . ....
�F -666 min
0
1
a
I-0
Riser Overflow. The nomograph in Figure 3.14 can be used to determine
the head (in feet) above a riser of given diameter and for a given flow
(usually the I 00-year peak flow for developed conditions).
- -- - I"' 01W191 UFUNI UT r[Serj
G.,,,-9.739 DHM
Q9,ui.*=3-782 D*"112
0 In CID, 0 and H In foot
Slope change occurs at W*Ir.qrIflcq transition
Figure 3.24 Riser Inflow Curves
3-58 Volume W — Hydrologic Analysis and Flow Control BMPs
August 2001
1 ---i--,-,,:,tj:,, ...
APPENDIX 2-A
SNOHOMISH COUNTY SOIL SURVEY.
AND SUPPORTING DOCUMENTS
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32
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PROJECT SITE
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"-9: PACOV\01 S.111�9.1\E.hibit,\TIR CXHISJTSA�g pl�ttedr JGn 16. 2004 — 4,13pm
Isi/if brelopment egms/111,1111S INC
VCivil Engineering & Planning
3830 Monte Villa Parkway, Suite joy
Bothell, Washington 98o2i
Voice (425) 806-1869 Fax (425) 482-2893
www.LDCcorp.com
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SOIL SURVEY
BALLINGER COURT
FIGURE 3
12
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water capacity is low. Effective rooting depth is 20 to 40
inches. Runoff is rapid, and the hazard of water erosion
is high. A seasonal perched water table is at a depth of
18 to 36 inches from January to March. Springs or seep
areas are common.
The Everett soil is very deep and somewhat
excessively drained. It formed in glacial outwash.
Typically, the surface layer, where mixed to a depth of
about 6 inches, is very dark grayish brown gravelly sandy
loam. The subsoil is dark brown very gravelly sandy loam
about 12 inches thick. The upper part of the substratum
is brown very gravelly loamy sand about 5 inches thick.
The lower part to a depth of 60 inches or more is dark
brown extremely gravelly sand.
Permeability of the Everett soil is rapid. Available water
capacity is low. Effective rooting depth is 60 inches or
more. Runoff is rapid, and the hazard of water erosion is
moderate.
This unit is used mainly as woodland and for wildlife
habitat. It is also used for urban development.
Douglas -fir is the main woodland species on the
Alderwood soil. On the basis of a I 00-year site curve,
the mean site index is 142. On the basis of a 50-year
site curve, the mean site index is 108. The mean annual
increment at culmination (CMAI) for Douglas -fir at age 65
.is 146 cubic feet per acre.
Douglas -fir is the main woodland species on the
Everett soil. On the basis of a 100-year site curve, the
mean site index is 141. On the basis of a 50-year site
curve, the mean site index is 111. The mean annual
increment at culminaflon (CMAI) for Douglas -fir at age 65
is 146 cubic feet per acre.
Among the trees of limited extent on this unit are
western hemlock, western redcedar,'*and red alder.
Among the common forest understory plants are salal,
evergreen huckleberry, brackenfern, red huckleberry,
common rose, and Oregon -grape.
The main limitation for the harvesting of timber is
steepness of slope. Slope restricts the use of wheeled
and tracked equipment in skidding operations; cable
yarding systems generally are safer and disturb the soils
less. Harvesting systems that lift logs entirely off the
ground reduce the disturbance of the protecfive layer of
duff.
Logging roads require suitable surfacing for year-round
use. Rock for road construction is not readily available
on this unit. Establishing plant cover on steep road cut
and fill slopes reduces erosion. Steep yarding paths, skid
trails, and firebreaks are subject to rilling and gullying
unless adequate water bars are provided or they are
protected by plant cover.
Seedling mortality is the main limitation for the
production of timber. Reforestation can be accomplished
by planting Douglas -fir seedlings. If seed trees are
present, natural reforestation of cutover areas by red
alder occurs periodically. The high temperature and low
moisture content of the Everett soil during the growing
season cause high mortality of seedlings, especially
Soil survey
those on South- and southwest -facing slopes. When
openings are made in the canopy, invading brushy
plants, if not controlled, can delay the establishment of
seedlings. Because the rooting depth is restricted by a
cemented pan in the Alderwood soil, *trees are subject to
windthrow.
The main limitations of the Alderwood soil for septic
tank absorption fields and homesites are steepness of
slope and a seasonal perched water table. Effluent from
absorption fields flows laterally above the pan and can
seep at the bottom of slopes. Drainage is needed if
buildings with basements and crawl spaces are
constructed. This soil sloughs readily when saturated.
The main limitations of the Everett soil for septic tank
absorption fields are steepness of slope and seepage. If
the density of housing is moderate to high, community
sewage systems are needed to prevent contamination of
water supplies as a result of seepage from onsite
sewage disposal systems. Road cuts tend to slough
readily.
To protect the soils in this unit from erosion during
construction, disturbed areas need to be seeded and
runoff should be controlled.
This map unit is in capability subclass VIIe.
5—AlIdOrwood-Urban land complex, 2 to 8 percent
slope& This map unit is on till plains. Areas are irregular
in shape and are loo to 1,000 acres in size. The native
vegetation is mainly conifers. Elevation is 50 to 550 feet.
The average annual Precipitation is about 40 inches, the
average annual air temperature is about 50 degrees F.
and the average frost -free season Is 170 to 190 days.
This unit is about 6o percent Alderwood gravelly sandy
loam and about 25 percent Urban land. The components
of this unit are so intricately intermingled that it was not
practical to map them separately at the scale used.
Included in this unit are small areas of McKenna and
Norma soils and Terric Medisaprists in depressional
areas and drainageways on plains. Also included are I
small areas of soils that are very shallow over a
hardpan; small areas of Everett, Indianola, and Ragnar
soils on terraces and outwash plains; and soils that have
a stony and bouldery surface layer. Included areas make
up about 15 percent of the total acreage.
The Alderwood soil is moderately deep over a hardpan;
and is moderately well drained. It formed in glacial till.
Typically, the surface layer is very dark grayish brown
gravelly sandy loam about 7 inches thick. The upper part
of the subsoil is dark yellowish brown and dark brown
very gravelly sandy loam about 23 inches thick. The
lower part is olive brown very gravelly sandy loam about
5 inches thick. A weakly cemented hardpan is at a depth
of about 35 inches. Depth to the hardpan ranges from
20 to 40 inches.
Permeability of the Alderwood soil is moderately rapid
above the hardpan and very slow through it. Available
water capacity is low. Effective rooting depth is 20 to 40
inches. Runoff is slow, and the hazard of water erosion
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Snohomish County Area, Washington
is slight. A seasonal perched water table is at a depth of
18 to 36 inches from January to March.
Urban land is areas that are covered by streets,
buildings, parking lots, and other structures that obscure
or alter the soils so that identification is not possible.
The Alderwood soil in this unit Is used mainly for
parks, building. sites, lawns, gardens, and woodland.
The main limitations of the Alderwood soil for
homesites and septic tank absorption fields are the
depth to the hardpan and the seasonal perched water
table. Onsite waste disposal systems often fail or do not
function property during periods of high rainfall. Drainage
is needed if buildings with basements and crawl spaces
are constructed. Topsoil needs to be stockpiled during
site preparation and subsequently used to cover the
exposed material. Additions of fertilizer and peat are
desirable prior to seeding grass for lawns.
This map unit is in capability subclass lVe.
6—Alderwood-Urban land complex, 9 to 15 percent
slope& This map unit is on till plains. Areas are Irregular
in shape and are 25 to 100 acres in size. The native
vegetation is mainly conifers and hardwoods. Elevation Is
50 to 550 feet The average annual precipitation Is about
40 inches, the average annual air temperature Is about
50 degrees F, and the average frost -free season Is 170
to 190 days.
This unit is about 60 Percent Alderwood gravelly sandy
loam and about 25 percent Urban land. The components
of this unit are so intricately intermingled that it was not
practical to map them separately at the scale used.
Included in this unit are small areas of Everett and
Indianola soils on terraces and outwash plains, Kitsap
soils on terraces and terrace escarpments, and Ragnar
soils on outwash plains. Included areas make up about
15 percent of the total acreage.
The Alderwood soil is moderately deep and
moderately well drained. It formed in glacial fill. Typically,
the surfac6 layer is very dark grayish brown gravelly
sandy loam about 7 inches thick. The upper part of the
subsoil is dark yellowish brown and dark brown very
gravelly sandy loam about 23 inches thick. The lower
part is olive brown very gravelly sandy loam about 5
inches thick. A weakly cemented hardpan is at a depth
of about 35 inches. Depth to the hardpan ranges from
20 to 40 inches.
Permeability of the Alderwood soil is moderately rapid
above the hardpan and very slow through ft. Available
water capacity is low. Effective rooting depth is 20 to 40
inches. Runoff is slow, and the hazard of water erosion
is slight. A seasonal Perched water table is at a depth of
18 to 36 inches from January to March.
Urban land consists of areas that are covered by
streets, buildings, parking lots, and other structures that
obscure or alter the soils so that identification is not
possible.
The Alderwood soil in this unit is used mainly for
parks, building sites, lawns, and woodland.
13
The main limitations of the Alderwood soil for
homesites and septic tank absorption fields are the
depth to the hardpan and wetness because of the
seasonal perched water table. Drainage is needed if
buildings with basements and crawl spaces are
constructed. Onsite sewage disposal systems often fail
or do not function properly dudng periods of high rainfall.
Topsoil needs to be stockpiled during site preparation
and subsequently used to cover the exposed underlying
material. Additions of fertilizer and peat are desirable
prior to seeding grass for lawns.
This map unit Is in capability subclass lVe.
7—Bellingham silty Clay loam. This very'deep, poorly
drained soil is in depressional areas. It formed in
alluvium and lacustrine sediment. Areas are regular in
shape and are about 2 to 25 acres In size. The native
vegetation is mainly grass and sedges. Elevation is 50 to
800 feet Slope Is 0 to 3 percent. The average annual
precipitation is about 45 Inches, the average annual air
temperature is about 50 degrees F. and the average
frost -free season Is 160 to 180 days.
Typically, the surface layer is very dark gray silty clay
loam about 9 inches thick. The subsoil to a depth of 60
Inches or more is mottled, gray and.olive silty clay.
Included in this unit are small areas of Terric
Medisaprists, very poorly drained organic soils, Norma
soils along upland drainageways, Kitsap and Pastlk soils
on terraces, and Bellingham soils that have been
drained. Included areas make up about 10 percent of the
total acreage.
Permeability of this Bellingham Soil is slow. Available
water capacity is high. Effective rooting depth Is limited
by a seasonal high water table that is at a depth of 0 to
about 12 Inches from November to June. Runoff Is very
slow, and the hazard of water erosion is slight. Ponding
occurs from November to June.
This unit Is used for Pasture, woodland, urban
development, and wildlife habitat.
This unit is suited to Pasture N the excess water on the
surface Is removed. Tile drains or open ditches can be
used If suitable outlets are available. Grazing when the
soil in this unit is wet results in compaction of the
surface layer, poor tifth,:and reduced infiltration. Use of
proper stocking rates, Pasture rotation, and restricted
grazing during wet periods helps to keep the pasture in
good condition. Proper grazing practices, weed control,
and fertilizer are needed for'maximum quality of forage.
This unit is suited to red alder. On the basis of a 50-
year site curve, the mean site index is 83. The mean
annual increment at culmination (CMAQ for red alder at
age 40 is 89 cubic feet per acre. Among the trees of
limited extent on this unit are Douglas -fir, bigleaf maple,
western redcedar, and western hemlock. Among the
common forest understory plants are. trailing blackberry,
western swordfern, thimbleberry, salmonberry, and
huckleberry.
The main limitation for the harvesting of timber is soil
wetness, which -lirnits the use of equipment to dry
Lj
3.0 OFFSITE ANALYSIS
A downstream analysis for the Ballinger Court site was preformed on
Wednesday January 14, 2004. The temperature was approximately 50' F and
there has been approximately 0.25 inches of rai nfall in the preceding *24- hours.
Figure #4 of this document contains an exhibit showing the general vicinity of
the project site, along with an outline of the downstream f tow path. The
downstream f tow path was followed for more than 1/4mite from the eastern
boundary of the site.
Upstream Analysis
From USGS Mapping and Topographical mapping provided by Atderwood Water
District, it appears that the majority of the tributary upstream area ties
northeast of the site. Most of the upstream flow enters the site via overland
sheet f tow from a wooded area. Approximately 18.08 acres of upstream runoff
area is contributed to the site. The runoff from the site is generally collected
in a wettand in the southwest corner before leaving the site.
Downstream Analysis
The site generally slopes toward the drainage ditch that flows diagonally
through the site from the northwest corner to the southeast corner. The onsite
runoff is collected in the ditch and leaves the site at the southeast corner. The
runoff flows through the 22712 property in an open channel approximately 6'
deep with a water depth ranging from 8 to 12 inches. The runoff in this
channel was flowing rapidly with slight turbidity. The channel was about 2'
wide at the bottom with approximately 2:1 side slopes. There was some grass
in the bottom of the channel and the side slopes were lawn. Some erosion was
evident including th
some sloughing of the drainage ditch banks. At 74 pt W the
runoff enters a 24" diameter pipe. The pipe does not cross under 74 th Pt W and
connect into the
open channel next to the 7409 property. The pipe connects to
a catch basin which diverts the flow southerly along the western side of 74 1h pt
3-1
West. This pipe system intersects the pipe system along 228 th St SW. The pipe
conveys flow along 226 th St SW approximately 325' to the east before shifting
to the south through the 7324 property. The pipe then conveys flows easterly
approximately 200' to 74 th Ave. West. The pipe conveys flow southerly along
74 th Ave. West and crosses over to 228 th St SW where it conveys flow for
approximately 400' before discharging into Hall Creek. Hall creek discharges
into Lake Ballinger approximately 1700' from 228 th St SW.
3-2
musm Esperance, Washinqton, United States 01 Jul 1981
....... 64�
T
Civil Engineering L't Planning
3830 Monte Villa Parkway, Suite 101
Bothell, Washington 98021
Voice (425) 806-1869 Fax (425) 482-2893
www.LDCcorp.com
USGS MAP
BA LLINGER COURT
FIGURE 4
1 �4=
APPENDIX 3-A
DOWNSTREAM ANALYSIS
FIGURES
Chase Lake/Lake Ballinger
SUBBASIN STUDY
URS
CORPORATION
CHASE LAKE DRAINAGE
BASIN STUDY
URS CORPORATION
SYSTEM
INVENTORY
REV. JULY 31, 1987
DITCHES
Manning's
n=
0.06
ELEMENT
I WIDTH
JUPSTREAK
IDNSTREAN I
LENGTH I
SLOPE.
IFULL DPTHIFLOW
AREAIWET PERIMJHYD RAD
IVELOCITY
DISCHARGE I STORAGE
No.
(INCHES)JELEVATIONJELEVATIONJ
(FEET)
(INCHES)f
(SQ FT) I (FEET) I
(FEET)
(FPS)
(CFS)
(CU FT)
C6
4160
24
337
318.5
520
0.0356
48
8.00
10.00
0.80
4.04
32.29
C9
36
358.62
356.27
300
0.0078
12
3,00
5.00
0.60
1.56
4.69
900
C13
60
395.17
394.37
200
0.0040
36
15.00
11.00
1.36
1.93
28.97
3000
C14
36
395.23
395.17
100
0.0006
33
8.25
8.50
0.97
0.60
4.92
825
C15
36
396.05
395.23
320
0.0026
27
6.75
7.50
0.90
1.17
7.91
2160
C16
36
396.06
396.05
320 1
0.0000
24
6.00
7.00
0.86
0.13
0.75 1
1920
TOTAL 1760
01
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X41 l
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STU"AREA
DY'
BOUNDARY
J-
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A
tip r;
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Volm,
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7
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PEN NEL TY
ELEMENT NO. C 1,66
84TH AVE
E L
C9* (18".Conc.)
30 CFS
48 CFS
54 CFS
Element No.. C16 C15 C1 ..C131 C12 Cil C10 C9 C8 C7
C6
Existing Capacity 1 8
(Full), CIFS 5 29 9 19 19 5 77 51 32
Peak Flow, Existing 17 17 17 17 17 17
Land Use, CFS 1 17 48 48 76 76
Peak Flow, Ultimate 19 19 19 19
Land Use, CFS 19 19 19 54 54 91
400
4-
0
(D
1z
cc
-C
Ab"
0
20
----------
. I Parallpi Rvqtpm
am
Figure 4.2
CHASE LAKE
MAJOR DRAINAGE TRUNK
(Drawing not to scale)
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4.0 FLOW CONTROL, WATER QUALITY AND CONVEYANCE FACILITY
ANALYSIS AND DESIGN
The drainage analysis was modeled using Stormshed hydrology software utilizing SBUH
methodology as outlined in the City of Edmonds Addendum to the 1992 Ec I ology
Stormwater Management Manual for the Puget Sound Basin (DOE Manual).
Precipitation depths for 24-hour storms at various recurrence intervals are listed in
the City of Edmonds Development Code Section 18.30. The precipitation depths for
the area in which the site is located are as follows:
6 month, 24-hour storm 1.0 in.
.2 year, 24-hour storm 1.5in.
10 year, 24-hour storm 2.0 in.
100 year, 24-hour storm 3.0 in.
Existing Site Hydrology
The existing site is contained within one drainage basin and is approximately 1.79
acres in size. In general, the site slopes to the south east-. The existing site is shown
in Figure 5. There is an existing drainage channel that conveys urban runoff through
the site and an adjoining site prior to discharging into the public storm drain system.
This channel collects most of the runoff from the existing site. Data from the Chase
Lake / Ballinger Lake Subbasin Study completed by URS Corporation indicates that the
channel conveys up to 32 CFS during the 100-year storm event. Data of this drainage
channel has been included in Appendix 3-A.
4-1
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Drawing: P:\COV\01 Bollinger\ Exhibits\ Existing Site.dwg Plotted: Jun 15, 2004 — 9:19cm
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Civil Engineering Et Planning
3830 Monte Villa Parkway, Suite 101
Bothell, Washington 98021
Voice (425) 806-186.9 Fax (425) 482-2893
www.LDCcorp.com
Lpj
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COVENANT CONSTRUCTION
BALLINGER COURT
EXISTING SITE HYDROLOGY
RWRE 5
0 1
I
IDeveloped Site Hydrology
I
I
I
I
I
I
I
I
I
I
11
The developed site will remain in the same drainage basin as the existing site. The
total amount of developed area is approximately 1.79 acres. The developed site
includes senior housing, courts, roadways, parking lots, sidewalks, and landscaping.
The developed site will be conveyed through a catch basin and storm pipe network to
a detention vault and water quality facility in the eastern parking lot. Once
discharged from the facility, the runoff will be discharged into the drainage channel
and will be introduced back into the natural drainage system. A layout of the storm
drainage system has been included, in appendix 4-A of this report. The developed site
hydrology has been shown in Figure 6.
4-3
Drawing: P:\COV\01 Ballinger\ Exhibits\Developed Site Hydrology,dwg Plotted: Aug 26, 2004 1:55pm
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liti/if Bus 0018011100111 9011SH/1211fS, INC.
Civil Engineering & Planning
3830 Monte Villa Parkway, Suite 101
Bothell, Washington 98021
Voice (425) 806-1869 Fax (425) 482-2893
www.LDCcorp.com
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COVENANT'
BALLINGER
DEVELOPED SITE HYDROLOGY
RGURE 6
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PROPOSED SYMBOLS
I- "
U_4'.;',S I ING SYMEJULti
SYMBOL
DESCRIPTION
SYMBOL
DESCRIPTION
SYMBOL
DESCRIPTION
SEWER CAP
REDUCER
SSMH
E
0
SS CLEANOUT
AIR -VAC ASSEMBLY
cc c
SS CLEANOUT
01110
FLOW ARROW
CHECK VALVE
HYDRANT ASSEMBLY
BLOW -OFF VALVE
SSMH
WATER METER
.18
[>-ki
BUTTERFLY VALVE
0
C14
E
WATER CAP
E
STORM DRAIN CAP
[Tv
WATER VALVE VAULT
I>
CONCRETE THRUST BLOCKING
Is
TYPE
1 CATCH BASIN, GRATED
LID
F_ .0
WATER METER
04
BUTTERFLY VALVE
m
TYPE
I CATCH BASIN, SOLID
LID
Epi-
POWER VAULT
17
11 1/4' BEND
TYPE
2 CATCH BASIN, GRATED
LID
POWER POLE
46 BEND
TYPE
2 CATCH BASIN, SOLID
LID
(R)
TV VAULT
(G-1)
GAS STUB
4
9(r BEND
TYPE2 CATCH BASIN AND "BEEHIVE" LID
SIGN POST
6
1�11
22 1/7 BEND
m
SQUARE YARD DRAIN
GUARD POST
�In
VALVE
G
ROUNO 'rAf?O DRAW
J
DECIDUOUS TREE
tp
HYDRANT ASSEMBLY
0
STORM CLEAN OUT
T,
SURVEY MONUMENT
c
BLOW -OFF VALVE
STORM PIPE
GUY ANCHOR
go
STORM CATCH BASIN
STREET LIGHT
STORM MANHOLE
ca
STORM YARD DRAIN
0
<
QY GROUNDWATER MON. WELL
0
L)
Nz
v.-
SCALE: 1"
30'
Em Elm
30
0
30 60
1,6q f
I t
ST.
Sw
ST.
21 51H ST. SW
21914 ST. SW
_. /6T
.T .1 7._ _
Sw
Sw
VICINITYMAP
SURVEYWFORUATION
BENCHMARK pryoFmmowsw. 116)
CENIER OF CHANNEL SANOARY SEWER. MANHOLE NO. 129 L0CA7E9 ON 76TH AVE If APPROX. 474.50
FEET NOR771 OF ELEV = 335.92
2 LEGALOESCRIPTION
PAROU
'p-
THE NORW 129.5 f ELT OF THE SOUrH 272.5 FEET OF THE WES ALF
OF THE SOU7NMEST QUARTER
7
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UTILITYPURVEYORS
TA BL E OF CON TEN TS
ABBREVIATIONS
SEWAGE DISPOSAL:
I
CITY OF EDMONDS
I
COVER SHEET
CB
CATCH BASIN
121 5TH.AVE. N.
2
TES.C. PLAN
CMp
CORRUGATED METAL PIPE
0MONOS, WA 98020
(425) 771-0220
3
TE S.C. NOTES AND DETAILS
CP
CONCRETE PIPE
CONC
CONCRETE
WA 7ER SOURCE.
CITY OF 0MONDS
4
TES. C. N07ES AND DETAILS
EL
ELEVATION
121 5TH AVE. N.
5
HORIZONTAL CONMOL PLMAND PARKING PLAN
EDMONDS, WA 98020
EXIST
EXISTING
(425) 771-0220
6
GRADING PLAN
E
FLOWLINE
FIRE DIS77?ICT.
EDMONDS RRE DEPT
7
GRADING SEC77ONS
(I
CENTERLINE
INVERT ELEVATION
121 5TH AVE. N.
8
DWhAGE R64LIGNMENT PLAN AND PROFILE
IE
EDMONDS, HA 98020
PC
POINT OF CURVATURE
(425) 775-7720
9
STORM DIMNA GE PtAN AND OWLET PROFILE
PI
POINT OF INTERSECTION
POWER SERWCE.
SNOHOMISH COUNTY P.U.9, 11
10
STORM DRAINAGE PROFILES
1?_
PROPERTY LINE
21018 HWY 99
11
ENTRANCE ROAD PLAN AND PROFILE
Pp
POWER POLE
EDMONDS, WA 98026
PT
POINT OF TANGENCY
(425) 670-6062
12
DEMN77ON PIPE P"N
PVC
POINT OF VERTICAL CURVATURE
TELEPHONE SERWCE.
VERIZON
13
ShWR AND WA TER PtAN
PVI
POINT OF VERTICAL INTERSECTION
(800) M-4 100
14
GENEML N07ES AND DETAILS
PVT
POINT OF VERTICAL TANGENCY
GAS SERWCE
PUGET SOUND EIVERGY
15
GENEIML N07ESMD DETAILS
RIW
RIGHT-OF-WAY
10606 NE 47H Sr.
16
GENEIM NOTES AND DETAILS
STA
STATION
GELLEVUE, W4 98009
SD
STORM DRAIN
(888) 225-5773
17
GENER4L NOTES AND DETAILS
Ss
SANTARY SEWER
cA at v-
cnYrA CT
SS, C.O. SANTARY SEWER CLEAN OUT CUSTOMER SEIMCE
SSMH SANTARY SEWER MANHOLE (877) 824-2288 APPROVED FOR
TYP TYPICAL CONSTRUCTW)M
City Engineer 7. Date
1171: j bin I UUMIL Ur 1"t 5WIM51 WARM Of SEGRON 29, 700SHIP 27 NOR7H,
RANGE 4 E&, 1,U;
EXCEPT rK"i'WESr JO W FOR ROAD,
PARCEL B
WEST IMLF OF THE SOUrHWESr QUARTER OF THE SOUTHWEST QUAR7ER OF THE SOU)HWEST QUAR7ER
OF SEC77ON 29, TOWNSHIP 27 NORTH, RANGE 4 EiST, WY.;
E)(CEPT THE SOUrH 272.5 FEET 7HEROOF;
AND EXCEPT ]HE NORTV 264 rEET 7HEREOr,
AND D(CUT 7HE WEST JO FEET FOR ROAO;
SfWA7E IN "F'r-FIVOUNTY Of" SNOROUISH, SrA7E OF WASHINGTON
DISCLNMER.-
ALL r 801)IVLWY AND 7WXRAPHIC SURVEY INFORMAnON SHOWN O)V THOE PLANS IJ4S BEEN REMUCED
mom mcummy PLAT Docummis PREpARED BY
7RI-COUNtY LMD SURVEYING CO., LYNNIIIM, WA.
LAND - DDYLOPUENT CONSUL rANIS, INC DOES Nor ASSUME ANY LIOLITY FOR THE ACCUARCY OF SURVEY
DA M.
-TCONTACTLIST
OWNER:. COVEN4NT COASTTUC770N YAA14GEMENT
JURISDIC770N., CITY OF EDMONDS
P, 0. BOX 60
121 51H AVE. N.
LYNNWOOD, WA 98046
EDMONDS, HA 98020
CONrACk PA7RICK CARROLL
CONrAC7S. LnE CHRISMAN
(206) 363-0235
ENGINEERING PROG. AWAGER
(425) 771-0220
ENGINEER. IAND DEWLOPMENT CONSULMN75l, INC.
J8JO MON7E WLLA PARKWAY, SU17E 101
BUILDING
BOTHELL WASHINGTON 98021
commAcToR. coomr coNsi-Rumom mAmGmIlIr
CONrACk WT MEECE, RE
A 0. BOX 60
(425) 806-1869
LYNNWOOD, WA 98046
CONrACT' FAIRICK CARROLL
SURVEYOR rRI-COUNY L41VO SUR"NG CO
(206) J0-005
4610 200TH ST SW, SUflF A
LYNNWOOD, W4 9806
CONTACT.
klevw
(425) 776-2926
J�b
D
OCT - 8 2004
PCEIIA Jo-� — -
NOTE:
UNDERGROUND UTILITY INFORMATION IS SHOWN FROM
FIELD, AND OFFICE RESEARCH, THE LOCATIONS SHOWN
ARE ACCURATE BUT MAY VARY FROM ACTUAL
LOCATION. CONTRACTOR TO VERIFY LOCATIONS PRIOR
TO CONSTRUCTION.
Cem 2 Working Pap Before You Dig
1-800-424-5555
Utimes Underground LocaWn Center
(IDMTND,0KWA)
6 7j_M
tz_ln
350
340
330
13.5'
1 TYP.
MINo
EL=331.40
W CPP
06
0+00 0+20
SECTIONA-A
SCALE: 1"= 10'
.350
340
330
E
0
N
0
A;
6
m
0
<0
350 350
340 340
330 330
11.7'
EL.=331.00
MCI
340
Jju
0+40 0+00 0+20 0+40
SEC T1 ON B-B
SCALE: 1"= 10'
. ............
.....
_RCK WALL
EL.=333.5
A
2" CMP
0+00 0+20
SECTION C-C
SCALE: 1"=10'
350
340
330
320
310
In
oi
9?
350
340
340
330
330
320
CMp
to
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0+40 0+00
340
Woll
320
0+20 0+40
SECT D-D
SCALE: 1"=10'
A POR TION OF 77-lE S W 114 OF 774E S W 114 OF THE S W 114 OF SEC T A TWP. 27 N. , RGE 4 E I W M.
tr-81� RIP RAP
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IN9 WEBRIS BAIMER
PER DEWL ON SHM
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RACK PE
TRASH
DETAIL
33
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S=0.64%
................
ON SHEE
DT-04
.......... ............ .....
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------
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- ----- - ------
4
143 LF.
---------------
W CMP 9 .3.00X
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-------- i
-- - -----
T ---- -
2 LF. V
DEBRIS BA
so 0 0.00%
ZRIER PER
SHElEl-DT--Vr--
3er cpp
PROPOSED
POND
y
AMENITY
-Ebe-32&85Fy
W/ T H RA'
K
C13-1 TYPE 2-7;rO
STA. 1+20.761
JD LID
.......... . .........
...... .. . . . .... . . ........ . .
RIM=331.0
IE= 324.87 (4ro)
RIM=3'7 00
........ . .............. . .....
E)(ISTING GP
. . ..... J
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IE= 321 SE
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0+40
0+60
m
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,PROFILE
SCALE: 1"= 10'
1+80 2+00 2+20 2+40
APPROVED FOR
CONSTRUCTION
Date
zity Engineer
2+60 2+80
R5C:5lV5D
OCT - 8 2004
PERMIT COUNTER
350 1
34o
330 1
I
310 1
co
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CD n C>
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JOB NUMBER: covol
DRAWING NAME: GE-GR03
DESIGNER: BGT
DRAFTING BY: mss
DATE:
ISCALE:
JURISDICTION: EDMONDS
0" Rlm03
SHEET8 OF 17
12 L.F. IT CPP 0 5.17%
W DEMON PIPE
I I TYPE I WED -67
RIM=331.50
IE= 327.50
2 L.F. 4f SD 0 0.00%
RIS BARRIM
SH Ur —04
:L=Tu
IE=321.65
CB-1, TYPE 2-720
W/ SOLID LID
STA. 30+25.26, 0.00' RT.
RIM=327.00
IE=321.65 (ffO) SW
IE= 320.58 (42'f0) N
[12 LF. 1 f SD 0 0.50%
CPP
CB-4 STC 900
RIM=331.81
IE=321.71 (1�'O) W,NE
22 LF. lt SD 0 5.05%
cPP
CB-5,
TYPE 2-5,VO
CONT�Ol-
STRUCTURE
STA. 40+07.68,
0.00' RT.
RIM=M2.44
IE=3 '.82
( ZO, 315"0) N,E
IE=
88 0TO—NE
4 LF.
SD 0 0.00%
p
LQ
LJ
FIN
v
pp
sm LQ
C15
`YV
ln&VAVW!ft -W A 1% &4.-%
DRAWING NAME-.-- CE—SO01
DESIGNER: BGT
DRAFTING BY: mss
DATE: 06-16-04
tzrAi ra i"=rmll
JURISDICTION: EDMONDS
Avitk NMI& A
Umo -am
V)
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0
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0
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z
0
id
V
si
NAL
r—M il�/14/M4
JOB NUMBER,
c 1
DRAWING NAME:
- CE-SDO3
DESIGNER:
MEV
DRAFTING BY:
MSS
DATE:
06-16-04
SCALE:
AS NOTED
JURISDICTION:
EDMONDS
�$Dmva
Am
ff 11
SHEET. 1 OF
17
ail
00
C)
C95
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.ST
�RM li/14/20041
78 NOMBER: G 1
DRAWING, NAME: CE-SD04
DESIGNER: MEV
DRAFTING BY: EMJ
DATE:
SCALE:, AS NOTED
JURISDICTION: LYNNWOOD
.SDm=u
SHEErl20F 17
A POR TION OF THE IS W 114 Or 77-lE S W 114 OF 7HE S W 114 OF SEC T. 29," TWP. 27 N. RGE. 4 E W M.
f
F;:!:
r of
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LEGEND AND ABBREVIATIONS
PROPOSED SYMBOLS
EXISTING SYMBOLS
ABBREVIATIONS
SYMBOL
DESCRIPTION
SYMBOL
DESCRIPTION
SYMBOL
DESCRIPTION
C13
CATCH BASIN
SEWER CAP
�101
REDUCER
SSMH
CMP
CORRUGATED METAL PIPE
0
Cp
CONCRETE PIPE
E
0
SS CLEANOUT
%k-
AIR -VAC ASSEMBLY
(3p
SS CLEANOUT
a
CONC
CONCRETE
co
FLOW ARROW
7-
CHECK VALVE
HYDRANT ASSEMBLY
EL
ELEVATION
SLOW -OFF VALVE
EXIST
EXISTING
SSMH
93
WATER METER
I)l
BUTTERFLY VALVE
FLOWLINE
0
cli
E
WATER CAP
E
STORM DRAIN CAP
CENTERLINE
1311)
WATER VALVE VAULT
CONCRETE THRUST BLOCKING
0
TYPE
1 CATCH BASIN, GRATED
LID
F-0
WATER METER
IE
INVERT ELEVATION
PC
POINT OF CURVATURE
0
04
BUTTERFLY VALVE
w
TYPE
I CATCH BASIN, SOLID
LID
F—P-1
POWER VAULT
Pi
POINT OF INTERSECTION
11 1/4' BEND
@
TYPE
2 CATCH BASIN, GRATED
LID
POWER POLE
PROPERTY LINE
0
45! BEND
TYPE
2 CATCH BASIN, SOLID
LID
TV VAULT
PP
POWER POLE
GAS STUB
PT
POINT OF TANGENCY
9(Y BEND
TYPE2 CATCH BASIN AND "BEEHIVE" LID
PVC
POINT OF VERTICAL CURVATURE
tp
SIGN POST
PVI
POINT OF VERTICAL INTERSECTION
22 1/2' BEND
SQUARE YARD DRAIN
C)
GUARD POST
PVT
POINT OF VERTICAL TANGENCY
VALVE
ROUND YAt?D DRAIN
DECIDUOUS TREE
R/W
RIGHT-OF-WAY
HYDRANT ASSEMBLY
0
STORM CLEAN OUT
ep
SURVEY MONUMENT
STA
STATION
C
SD
STORM DRAIN
x
BLOW -OFF VALVE
ew====
STORM PIPE
GUY ANCHOR
ss
SANTARY SEWER
00
1 STREET LIGHT
@3
STORM CATCH BASIN
SS C.O.
SANTARY SEWER CLEAN OUT
(q)
STORM MANHOLE
SSMH
SANTARY SEWER MANHOLE
it
STORM YARD DRAIN
TYP
TYPICAL
0
15:'
GROUNDWATER MON. WELL
0
U
rjs
SCALE: 1"
30'
Em
30
0
30 60
.........
1,61 1
I G
T f�- liT 11".
..... .....
M;
SURVEYINFC
5
I �I?T ST. Sw
_�kli S r. Sw
"T 'W
ST'
-W
5TH-
JSW 2167H_S . SW
220THIST. S
f 2241)
ST. Sw
ir/d
sw
VICIIV17YMAP
NOT TO SCALE
BENCHMARK (q�TY OF EDMONDS NO. 146)
CENrER OF CHANNEL S4Nl7ARY SEWER -MANHOLE NO.
FEET' NOR P! OF ELEV 335.92
N
... ...... .
2
LEGAL DESCRIP77ON
PAITC612,
7HE NORM 99.5 f EU OF THE SOUTH 272.5 FEET OF THE WEST' HALF OF THE SOU THMEST' QUARTER
c OF� THE SOUTHWEST ObARTSR OF THE SOUIHWEST QUAR7ER OF SEC77ON 29, TOWNSHIP 27 NORTH,
14
7
...... ..... .... .. . .......
0
_j
. ........
-0
R .............
L
*' , .'A . . "" f, f; : k"
Xz�i!; iii�4
N
k!;;
P. 1!
1
0
�
J�4151_
oo
�
2
UTILITYPURVEYORS
SEWAGE DISPOSAL:
CITY OF EDMONDS
121 57H AVE. N.
EDMONDS, WA 98020
(425) 771-0220
WA 7ER SOURCE.
CITY OF EDMONDS
121 51H AVE. N.
EDMONDS, WA 98020
(425) 771-0220
FIRE DIS77?ICT.
EDMONDS RRE DEPT
121 57H AVE. N.
EDMONDS, WA 98020
(425) 775-7720
POWER SERWCE.
SNOHOMISH COUNTY AU-0. /I
21018 HWY 99
EDMONDS, WA 98026
(425) 670-6062
TELEPHONE SERWCE
VERIZON
(800) 483-4100
GA S SER WCE.
PUGET SOUND ENEfiGY
10606 ME 4TH ST
BELLEVUE, AA 98009
(888) 225-5773
CABLE.
COMCAST
CUSTOMER SERVICE
(877) 824-2288
S-0 F3 _j
TABLE OY CONTENTS
I COVER SHEkT
2 T.ES.C. PLAN
3 T. E St. C. NO 7ES AND DETA IL S
4 T.ES. C. NOIES AND DETAILS
5 HORIZONTAL CONTROL PLAN AND PARKING PLAN
6 GRADING PLAN
7 GRADING SEC77ONS
8 DR41NAGE RE4LIGNMENT PLAN AND PROFILE
9 STORM DR41MGEPLANAND OWLETPROFILE
10 STORM DRAIN4GE PROFILES
11 EN7RANCE ROAD PLAN AND PROFILE
12 DE7EN77ON PIPE PLAN
M SEWER AND WATER PLAN
14 GENERAL N07ES AND DETAILS
15 GENERAL NOTES AND DETAILS
16 GENERAL NOTES AND DETAILS
17 GENERAL NOTES AND DETAILS
RANGE 4 FAST, ICY.;
EXCEPT' THE WEST JO FEET FOR ROAD,
PARCLU
WEST HALF OF THE SOUTHWEST
QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUAR7ER
OF SECTION 29, 1OWNSHIP 27 NORTH, RANGE 4 EASr, WY.;
EXCEPT' 7HE SOUTH 272.5 FEET 7HER60F
AND EXCEPT 7HE. NOR7H 264 FEEr THEREOF,
THE. WEST JO FEET FOR ROAD;.
AND EXCEPT
kuwE IN THE couNTY OF smHomIsH, srA7E OF wsmmm
DISCLAIMER:
ALL BOUN04RY AND TOPOGRAPHIC SURVEY INFORMA710Y SHOWN ON THESE PLANS HAS BEEN REPRODUCED
FROM PREUMIM4RY PtAr DOCUMENTS PREPARED By
IRI-COONTY LAND SUR"NG CO., LYNNWOOD, WA.
LAND DEMOPMENT CONSUL ?ANIS, INC DOES NOr ASSUME ANY LWLff Y FOR THE ACCUARCY OF SURVEY
047A.
EROJECT CONTACT LIST
OWNER: commw msmucnom mAmGmw
aumswcnom, ary OF compmos
P-Di-BOX.60
121 67H AVE. N.
L)NNWOOD, WA 98046
EDMONDS, HA 98020
CONTACT' PA7RICK (ARROLL
CONIACTS: LnE CHRISAMN
(206) 363-0235
ENGINEERING FROG. MANAGER
(425) 771-0220
ENGINEER. IAND DEVELOPMENT CONSULTANTS, INC.
38JO MONTE WLLA PARKWAY, SUff 101
BUILDING
807HEU, WASHINGTON 98021
CON7RACTOR.- COVEWr CONSIRUCnON MANAGEMENT
CON)ACT' S4RT 7REECE, RE
A 0. BOX 60
(425) 806-1869
LYNNWOOD, WA 98046
CONTACT: PAMICK CARROLL
SURVEYOR TRI-COUNTY LAND SUR"A(G CO
(206) 30-0235
4610 200TH ST SW, SU17E A
I YNNWOOD, WA 98036
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CONTACT-
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(425) 776-2926
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OCT - 8 2001
PEWT
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CONSTRUCTION
/A City Engineer Date
NOTE:
UNDERGROUND UTILITY INFORMATION IS SHOWN FROM
FIELD AND OFFICE RESEARCH, THE LOCATIONS SHOWN
ARE ' ACCURATE BUT MAY VARY FROM ACTUAL
LOCATION. CONTRACTOR TO VERIFY LOCATIONS PRIOR
T6� CONSTRUCTION.
Call 2 Workkv Days Before You CXg
1-800�424-5555
Utifitles Underground Location Center
(ID,MT,lND,0R,WA)
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20 0 20 40
LEGEND."
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ROCK CHECK DAM
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INLET PROTECTED CATCH BASIN
060000
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CLEARING LIMIT
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INTERCEPTOR DITCH
SILT FENCE
CONSTRUCTION SEQ, *IVENCE
1. REVIEW ESC NOTES & PLAN
2. CALL THE ENGINEERING INSPECTION LINE AT 425-771-0220 EX 1326 TO SCHEDULE ALL
INSPECTIONS, INCLUDING THE PRE -CONSTRUCTION MEETING. CALL 24 HOURS IN ADVANCE.
3. FLAG OR FENCE CLEARING LIMITS.
4. POST A SIGN WITH THE NAME AND PHONE NUMBER OF THE ESC SUPERVISOR.
5. INSTALL CATCH BASIN PROTECTION.
6. GRADE AND INSTALL CONSTRUCTION ENTRANCE.
7. INSTALL PERIMErER PROTECTION (SILT FENCE,. BRUSH BARRIER, ETC.)
8. CONSTRUCT NEW CHANNEL AT PERIMETER OF PROJECT WITH PLUGS IN BOTH ENDS TO PREVENT
FLOOD FLOWS FROM ENTERING,
9. DIVERT FLOW TO NEW CHANNEL ONCE APPROVED HABITAT COMPONENTS, STREAM BED MATERIALS
AND BANK PROTECTION TO PREVENT EROSION ARE IN PLACE TO WITHSTAND TO 100 YEAR PEAK
FLOWS.
A. FIRST REMOVE THE DOWNSTREAM PLUG.
B. FACE THE STREAM SIDE OF THE WITH A SANDBAG REVETMENT OR SIMILAR
APPROVED MECHANISM.
C. PARTIALLY REMOVE THE UPSTREAM PLUG TO ALLOW )i TO Y2 OF THE FLOW DOWN THE
NEW CHANNEL FOR AT 'LEAST OVEINIGH'T. THE OLD CHANNEL SHALL NOT BE ALLOWED
TO DEWATER.
D. REMOVE THE REST OF THE UPSTREAM,PLUG ONCE THE NEW CHANNEL HAS FLOW
THROUGHOUT ITS ENTIRE LENGI'11.� -
E. CLOSE THE UPSTREAM END OF.714E GILDCHANNEL AND SECURELY ARMOR THE
ENTRANCE TO THE OLD CHANNEI TO PREVENT RE-ENTRY OF ANY FLOW. ARMOR
MATERIAL SHALL CONSIST OF (Ae- . E,0, ANGULAR ROCK AND SHALL BE INSTALLED TO
WITHSTAND ioo-YEAR PEAK FLOW. -
10. FILLING OF THE OLD CHANNEL SHALL BEGIN FROM THE UPSTREAM CLOSURE AND THEnLL
MATERIAL SHALL BE COMPACTED. WATER DISCHARGING FROM THE FILL SHALL NOT ADVERSELY IMPACT
WATER QUALITY.
11. CONSTRUCT SEDIMENT POND.
12. GRADE AND STABILIZE CONSTRUCTION ROADS.
13 . A CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPES DRAINS, ETC.)
SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENL
14. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS AND
MANUFACTURER'S RECOMMENDATIONS. SEE ESC NOTES ON SHEET ER-03.
15. RELOCATE SURFACE WATER CONTROLS OR EROSION CONTROL MEASURES, OR INSTALL NEW
MEASURES SO THAT AS SITE CONDITIONS CHANCE, THE EROSION AND SEDIMENTATION CONTROL IS
ALWAYS IN ACCORDANCE WITH THE CITY OF EDMONDS EROSION AND SEDIMENT CONTROL STANDARDS.
16. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY
SEASON (APRIL TO OCTOBER), OR TWO DAYS DURING THE WET SEASON (OCTOBER TO APRIL) WITH
STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEErING, OR EQUIVALENL
17. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE.
18. SEED OR SOD ANY AREAS TO REMAIN U.NWOR-KED FOR MORE THAN 30 DAYS.
19. UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE BMPs, IF
APPROPRIATE.
COMPACTED EARTH 40'
BERM (WATER SURFACE DIMENSIONS 30'x40')
CONNECT TO DISCHARGE ------------------ ------------------------------
PIPE PER PLAN 1;r CPP PIPE
A�.
i-RIP-RAP AT
OUTFALL 4! TO Ir
NOTES:
1. ALL OUTFALLS TO POND SHALL BE ARMORED WITH
RIP -RAP e TO 6.
APPROVED FOR
CONSTRUCTIGil
J0
City Engineer DcAte
,SEDIMENT POND SECTION
NOT TO SCALE
6p
MIN. BERM
EL.=330
MIN. 6' BERM WIDTH
POND BOTTOM
EL.=325
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OCT - 8 2004
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DRAWING NAME: CE-ER01
DESIGNER- GGT
DRAFTING BY: mss
DATE: __�6-16-041
SCALE: . . 1"=20'1
JURISDICTION: EDMONDS
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JOB NUMBER7 covol
DRAWiNIG NAME- CE—ER02
DESIGNER: KJ
DRAHING BY: mss
DATE: 08-25-04
SCALE: NOT TO SCALE
IURISDICTION: EDMONDS
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FILTER FABRIC
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ABRIC
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EQUAL
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EQUIVALENT
81- 12,
u
PLACE 3/4"-1.5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
FILTER FABRIC MATERIAL IN
CONTINUUS ROLLS. USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO WIRE.
WIRE MESH SUPPORT F
TO SUPPORT FILTER F
------------------------
,-.BURY BOTTOM OF FILTER
MATERIAL 9" TO 12"
6' MAX.- — -
21 X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL,
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
-OTHER WORK CAN BEGIN.
0m,
C 1. 1 - T - . . .... I - I
E :.YISIONS, STANDARD DETAIL
3F
VAIM -7/24/01 SCALE NTS E1.1
pl &rr FILTER
AND GRATE. PLACE 7/8' WASHED GRAVEL
3-4 INCHES HIGH AROUND CATCH BASIN
TO FILTER WATER.
STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL, E111>
UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE.
THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING
CONTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN,
E. -
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cl.
STANDARD DETAIL
.... ......... . .......... ,,, .......... .
MIN. RADIUS
-4-*-S*'QUARRY
8'-12' MIN. DEP
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rv, . . . . . . . . . . . . . . . . .
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PROVIDE FULL WIDTH OFIN
EGRESSAREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTRO
MEASURES BEFORE WORK CAN BEGIN.
",-o F
STANDARD DETAIL
miJEW,
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EROSION CON7ROL NOTES:
18.30.050 DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION CONTROL (ESC)PLAN.
1. CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED
TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK To MINIMIZE
THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE,
THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM
ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT. DISPOSAL AREA
WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
2. STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE
STABILIZED BY SUITABLE APPLICATION OF OMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR
OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND
MAINTAINED IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHAU. BE STABILIZED ACCORDING TO AN
APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM
OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTEMBER 30).
3. PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT
DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR
MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE OMPS.
4. MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
MAINTAINED BY THE OWNER TO ENSURE CON11NUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL
MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL.
5. OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF
INCREASED RUNOFF SHALL BE. APPLIED.
6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL
SPECIFICALLY ADDRESS THE FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE
CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER
ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND
REDEVELOPMENT THAT INCLUDES LAND DISTRIBURBING ACTIVITIES OF GREATER THAN, OR EQUALTO, ONE ACRE
IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC
REQUIREMENTS USTED BELOW.
8. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/011 ANY
EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFER% TRES AND DRAINAGE COURSES.
9. SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A
SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER
DIKES, SEDIMENT BARRIERS, AND OTHER OMPS INTENDED TO TRAP SEDIMENT ON —SITE SHALL BE CONSTRUCTED
AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING AC11VMES TAKE
PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED
ACCORDING TO AN APPROVED TIMETABLE.
10. CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER
THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE. STABILIZED IN ACCORDANCE WITH ESC
REQUIREMENT NO. 2.
11. CONTROLLING OFF —SITE EROSION. PROPERTIES AND WATER WAYS DO'WNSTREAM FROM DEVELOPMENT SITES
SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY. AND PEAK FLOW RATE OF
STORM WATER RUNOFF FROM THE PROJECT SITE.
12. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLE!�:. -ALL TEMPORARY ON —SITE
CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABI(Lli&1)10 PREVENT EROSION FROM THE
EXPECTED VELOCITY OF FLOW FROM A TWO—YEAR, 24—HOUR FREQUENCY STORM FOR THE DEVELOPED
CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, � ADJACENT STREAM BANKS, SLOPES
AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF "ILL CONVEYANCE SYSTEMS.
13. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE "PEWLE DURING CONSTRUCTION
SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER"THE CONVEYANCE SYSTEM WITHOUT
FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMERTI.
14. REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE
REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION ISACHIEVED OR AFTER THE TEMPORARY BMPS ARE
NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL
AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED.
15. DEWATERING CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR
SEDIMENT POND.
16. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN
SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND. DISPOSED OF IN MANNER
THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER.
17. FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE
REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL
PLAN. [ORD. 3010 ? 1, 1995].
APPROVED FOR
CONSTRUCTION
60
City Engineer Date
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RECEIVED
OCT — 8 2004
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JOB NUMBER: covo 1
DRAWING NAME: CE—ER03
DESIGNER: KJM
DRAFTING BY: mss
DATE! 06-16-04
SCALE: NOT TO SCALE
JURISDICTION: ED ON S
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DETAIL ON SHEET
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RAMPS PER CITY OF EDMONDS STANDARD
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HIGH CAPACITY GUTTER PER CITY OF
EDMONDS STANDARD DETAIL E2.27
ON SHEET DT-01
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GENERAL NO TES.-
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CITY OF EDMONDS CODES AND STANDARDS. IT
ANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQU13EAENTS FOUND ON THESE PLANS. ALL
CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO THE CITY OF EDMONDS.
2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO CITY OF EDMONDS REVIEW
CHECKLISTS. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE PLAN REVIEWER. ANY VARIANCE
FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY CITY OF EDMONDS PRIOR TO
CONSTRUCTION.
3. BEFORE MY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD
BETWEEN THE CITY OF EDMONDS, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE.
4. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN
PROGRESS.
5. CONSTRUCTION NOISE SHALL BE LIMITED IN ACCORDANCE WITH CITY OF EDMONDS MUNICIPAL CODE.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVIC�S,
PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND
SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE WORK COVERED
BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT—OF—WAY THAT MAY INTERRUPT NORMAL TRAFtIC
FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. SECTION 1-07.23,
"TRAFFIC CONTROL," OF THE WSDOT STANDARD SPECIFICATIONS SHALL APPLY IN ITS ENTIRETY.
8. PARKING SHALL BE LAID OUT PER THIS DRAWING. NUMBER OF REDUCED WIDTH STALLS SHALL NOT EXCEED
47.
9. THE EXISTING SIDEWALK, CURB OR GUTTER WILL NEED TO BE REMOVED & REPLACED AS REQUIRED BY THE
EINGINEERING DIVISION INSPECTOR.
LEGEND
PAVEMENT
CONCRETE
FENCE
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HANDI—CAP STALL
APPROVED FOR
CONSTRUCTION
City Engineer Date
CONC. WHEEL STOP, TYP.
5f
4-)
cd
0.5' CURB AND GUTER. SEE DETAIL
E2.8 ON SHEET DT-01
1.1
REDUCED WIDTH STALL
PARKING STALL DETAIL
SCALE: 1"=4'
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8.5'
STANDARD STALL
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OCT 2 o 2004
PERMIT COUNTER
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DRAWING NAME: CE—HC01
DESIGNER: BGT
DRAFTING BY: MSS
DATE: 06-16-04
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JURISDICTION: EDMONDS
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DRAWING NAME: CE—GROl
DESIGNER: -BGT
DRAFTING. BY: mss
DATE;- 06-16-04
SCALE: 1"=20'
JURISDICTION:--------- EDMONDS
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330
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OF 77-JE S W 114 OF THE S W 1/, 14 OF SEC T. 29
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EXISTING FENCE
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330
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2+00
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VER: 1*=5'
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1+00 A P P FidVE D' F 0 R
CONSTRUCTION
RECEIVED
�ltyEnglneer Date OCT - 8 2004
PERMIT COUNTER
350
340
1 330
13.50
I TYP.
MIN.-
EL.=331.40
36' CPP
0+00 0+20
9E.0 46-A
SCALE: 1"=10'
1 .350
1 340
1 330
350 350
340 340
330 330
11.7'
. . . . . ........
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E
0
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La
M
350
340
330
320
310
ul
350
340
340
330
330
320
A POR TION OF THE S W 114 OF THE S W 114 OF THE S W 114 OF SEC T 29, TWP. 27 N.., RGE. 4 E j W M.
j'A
350
340
330
0+20 0+40
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SCALE: .1"=10'
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SCALE: 1"=10'
1+60 1 +Bu Z+uu Z+ZU Z+Itu
APPROVED FOR
CONSTRUCTION
OL
Ity Engineer u- to
RF-C-EIVSD
OCT - 82004
PERMIT COUNTER
350 1
�'l
330 1
320
0
o ff
V) WX
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JOB NUMBER: co 1
DRAWING NAME: . CE-GR03
DESIGNER: BGT
DRAFTING BY: MSS
DATE: 06-16-04
SCALE: 1"=10'
JURISDI CTION: EDMONDS
G Rn=v
SHEU 8 OF 17
A POR TION OF THE S W 114 OF THE S W 114 OF 77-IE S W OF SECT. 29
TWP- 27 N., RGE. 4 Es, WM.
m ca m m M
CB-3s TYPE 2 7f$
TRANSITION FROM N-5392.37
EXISTING VERTICAL E-5013.55
CURB, SEE DETAIL, STA 0+20,92, 8.58' LT. 220 LF. 31f SD 0 1.96% CMP CB-7, T� E 1 VANED CT
SHEET DT-02 SEE SD-03 FOR PROFILE SEE SHEET GR-03 li SCALE: 11" 20' Z: =
N-5367.5& 0 0
E-5229.34 -- -
STA 20+00.93, 20 0 20 40
SEE DETAIL ON SD-03 CONNECT FOOTING I I I
FOR CROSS SECTION 82 LF. SD 0 0.96X P DRAIN TO CATCH BASIN
PROPERTY CORNER _zz C�
00
i m ME OF 01?11 u
N-5401.20
-SEE GR-03 FOR POND AqDI
E-5022.22 Rocurnly
CHANNEL BYPASS UESIGN C)
SOUP
NOTE:
t!;;. j:
7
:��= 4- M
p1w. W 1; 1. SEE ADDITIONAL PROFILES SHEET SD-02
-T -12 gli%li-i CB-2, TYPE 2 WO I I
0+00 w w C) 0
g l"
N-5373.73
R
0
tip 2. SEE DETAIL FOR STANDARD CATCH BASIN TYPE 11 ON SHEET DT-02.
E-5320.04
STA 1+20.76, (L
ETA RAIN ON SHEET DT-04.
SEE GR-03 FOR PROR a a C.) c:1, 0
!fit
3. SEE D IL FOR STANDARD YARD
w cn 0 ca ll-lll.
4. PREFABRICATED STUB WILL BE SUPPLIED IN THE SIDE OF THE DETENCTION PIPE. c) C'j n CN a
I .... *`1 CB-6, TYPE 2 SOLID JLID
A FERNCO COUPLER WILL BE USED TO ATTACH THE SD PIPE.
r, 8 00 c" a
-it I. C)
N-5286.1 0
04 to
E-5241.81 5. NOTE CPP STANDS FOR CORRUGATED DOUBLE WALL PLASTIC PIPE.
�TA 11+93.73, rk
ffi; LEGEND
ACCESS
"N� 5%iil 1i iiill;i
DETEOON
00
ROCKERY
LA
mm== KEYSTONE WALL
lilt
5S,WH- 129 5' CEDAR FENCE
a ti?jp!
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ep . ... ... CONCRETE WALL
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S 0--JJ5.8' C131-91 TYPE 1 VANED GT 43 J-K, �T CMP 0 3.00% Q
N-5291.51 !IP
E-5109-23 133 LF. It SD 0 0.50k PVC if,
Mill
IV
STA 10+61.04, (L R
47 LF. It SD 0 11.04X CPP
"VI,
rile"" M
A .53
SEE GR-01 FOR GRADE
ri"M
....... ....
,,--SEE NOTE 4
39
4 mw
0,
u.,
-A
F
X �6
title L\
."TiV
w
T�!XlEvi- V MIN.
, A-1 </"
NY,
DETENTION ACCESS DEPTH
4 LF. 36r SD 0 O.00X CMP
YARD DRAIN - 11 llili.il q [:�;.j
73 L
-MlIlliTiliii 26 LF. I f SD 0 5.17X CPP
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N Val HIM
E-5036.44
011 SWALE DETAIL
STA 2+12.26, (1 Nil
"111ij- CB-1 I TYPE I VANED GT
nu
0�!
NOT TO SCALE
410 N-5232.57
E-5316,63
.00
1 LF. SD 0,- 0.50% cp
it I ; g; I �, . �- i 1; 1:
72 Lr. If SD 0 0.50X PVGI--,,- I it I
pvl.
FINISHED I-UJVK
1. 0 CB-1, TYPE 2 72-0 14
77, M'wgmi!
!V.:
W/ SOLID LID
12 Lr. IT CPP 0 5.17X
..........
CL
CB-10, IYPE 1 VANED GT N-5230.03
Its
'114
N-5230.49 E-5323.09
ZM
STA 2+65.00, q 8' DETENTION PIPE
E-5110-111
11 TYPE I vmtu W11
R i
if
STA 10+00.00, (L tii, iti", iNI.,
.. ..... ... ...
RIM=331.50
7 Iffili Ni --cj IE= 327.50
LA Now . .... z
SO 4r
AO
.. .........
lj
330
1.00%
2 LF. 4f SD 0
338-
Z RIP RAP PAD
YARD DRAIN 12 "Of 4L, e :. I,
.7 p;'. i ti!!!ii! ii!!.11 i i 1: T MINUS
N-5220.51 W UJL
oe do
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E-5037.67
off"
-it'll EBRIS HARRIER
STA 1+40.56, T", 0
PER D Q,
SHEET
91. z
do
69 LF. Ir SD 0 0.51 %
fill, Ae IE 322-00 0
IE=
.4 "ZID
321.65
12 LF. 1f SD 0 0.50% CPP
1. a in.,
010 32D 320
. "jw,
CB-4, STC 900 E 2-720
YARD DRAIN #3 1 T-,vA., t i�i!i:jlflgil . I I C071, TYP Qs
11.11-11.11 N-5222.10 W/ SULID LID
N-5151.79
STA. 30+25.26, 0.00' 9r.
E-5313.97
E-5038.88 RIM=327.00 z
STA 0+69.81, i�$l STA 30+16.14, (L
�339 uj
IE= 321.6 0
SEE DETAIL SHEET DT-04
T
H SE
SW
E S3
1 320.58
4to N
.........
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12 LF. lf SID 0 0.50X
6' BOARD F-ENCr
v %e --- Y
x x:: CPP
14- 326-
0 CB-4 STC 900
0 310
C*4 PROPERTY CORNER -7,5 54�O 310
CB " If TYPE 2
N-5142.74 DRAINAGE YARD DRAIN #5 RIM=331.81
06 A 'AU SWALE SEE CONTROL STRUCTURE [E=321.71 (WO) WME
0 E-5027.24 DETAIL THIS N-5147.32 N-�221.72
E-5228.87 E-5293.1 1
SHEET
0 122 LF. 1T SD 0 5.05% V
I STA 22+28.56, (L STk!29+95.28, q.
-6 SEbIDETAIL SHEET SD-04 cPp
0 41) -54 F. I? Sd 0 0.50% PVC
0 CB-5 TYPE 2-5,V0
0. 60
YARD DRAIN - #4 CB-8, TYPE 1 VANED GT COAOL STRUCTURE 0
14
N-5255.24 STA. 0
, 40+07.68, 0.00- RT.
0 N-5151.21 E-5199.24 RIM=332.44 4
E-5093.15 STA 21+70.33, (L 'N-G/ST
1E=V.82 ( to, 36*0) N,E
STA 0+17.56,
NA
0 IE=326.88 (170
(n 4 LF. 3T So O.W
w i
Imp
JOB NUMBER: covoll
DRAWING NAME, CE-SO01
DESIGNER., BGT
+00
30
DRAFTING BY: mss
rr7 WD V=OR DATE: 06-16-04
SCALE: 1"=20'
JURISDICTION: EDMONDS
0 coll
RECEIVED
0
A
ar OCT - 8 20 =no
City Enginep Date SD
PERMIT COUNTER
, 1A
%MT toll
lIN milt
SHE& 9 OF 17
1 350
340
330
EXISTING GRADE
- - - - -
- -
FINISHED GRADE
-
- - - - - - - -
72 LF. Ir SO 0 0.5OX PV . C
73 LF. Ir SO
D 0151 x Pvc
54 LF. (r SID-0-
0.50X
69 LF. S'
SD 0 0.51 X PVC
YARD
RAIN - 12
YARD DRAIN 14
'SK -OT1736,
ARD-ORAK f
-Y -13--
------ STA. IM.56,
0.00' RT.
...........
YARD DRAIN - 11
- ----------
0.0"T.
STA. 0+71.83, 0.00'
RIM=3�8.00
RT. IE=33
48 (0 NS)
ISTA. 2+12.26, 0.00' RT.-
CB-9, TYPE
ISTA.
I
RIM=338.59
IE=336.10 (CrO W)
RIM=338.34
IE=335.83 (0 NE)
RIM=339.00
2+85-05,
0.00' RT.-
IE=335.12 (ErO SE)
RIM=337.7
IE=334.25
ifo SW)
n W)
--------------
.. . . ..... - - ----
STORMESQFILE
SCALE: HOR: 1"=20'
VER: 1"=5'
. . ...........
cl%j
po
1 0+00
1 350
1 340
1 330
. 32C
,al
A*N
31C
V
0
IL
cli
En
w
00C
0
m
L c
0
C
2
1+00
ztuu
V vu
PROPOSED BUILDING
EXISTING
GRADE
f WATER
SERVICE
- - - - - - - - - -
ar mi- W M.
ff -:.,7439.00-4-
61 LF. It SO 0 0.51X CPP
SS CROSS
-FE=-336.06
133-LF. It so
------
-
L
I (f MIN.
0
J
GAS
SEPERATION
1417
Ir
.77
CB-109 TYPE I
STA. 10+00.00, 0.00' RT.
CB-9, TYPE 1
STA. 10+61.04, 0.00' RT.
RIM=337.75
RIM=337.75
E=326.77
IE=334.56 (ltO N.)
IE=334.25 (1fO S.,E.)
DETENTION VAULT
CB-6,
TYPE 2-4ErO
STA.
11+93.73, 0.00' RT._
RIM----337.80
IE=322.)O
IE=333.58
(1,2"0 W.,N.)
IE=331-88
(1?10 S.
?OFXE
_:k.T.OR.M
SCALE: HOR.- '"=20'
VER:
'"=5'
cli
"d-
-14.
C14
10+00
11+00
12+0u
10
350
mi]
330
320
310
. ..... ............................ ............ . ........
82 LF. if SO 0 1.1
. .........
.... . .....
-----------
88 LF. 11 f SD 0 0.50% CPP
58 LF. Cr-SID
0- (f.50% PVC
Is,
CB-7, TYPE I
STA. 20+00.00, q
RIM=337.30
IE=334.52 (IfO S.)
- ---------- ------
6. TYPE 2-4ErO
OL
CB-8, TYPE I
STA. 21+70.33,
YARD DRAIN 15
STA. 22+28.55, q
20+82.43,
RIM=336.25
NIM=337.80
lt=333.58
1�=
"
�12;0 N.,W.)
331.88 ffO S.J�L_
RIM=335.32
IE=332-32 (1:rO N.)
IE=,33 2.71 (ITO S.)
IE=333.00 (CrO) N
SLORM PJ?OFILE
SCALE: HOR:
1"=20'
VER:
"=5'
LO
GO
20+00
21+00
2" MIN.
MIN. I t PIPE FRi
6� MAX. -w4 I-*-
PtATE WELDED TO Er ELB(
ELBOW WffH 3.75'
ORIFICE, EL=328.32
ELBOW RESTRICTOR
PIPE
NOTE:
SEE DETAIL E 5.3 ON SHEET DT-02
FOR TYPE 11 CATCH BASIN.
IE=322-82
RESTRIC
W/ 7/f
Alr'rA^ft 'r^ IfitAl I
vK mi-it"
1OLYPROPYLENE LADDER
'EQUIRED REQUIRED IN
'ONTROL STRUCTURE
1 54! MIN. I
CB #6 - CONTROL RISER DETAIL
NOT TO SCALE
APPROVED FOR
CONSTRUCTION
'City Engineer Date
22+00
ENV I
.EV 329.50
V INLEr FROM DETENTION PIPE
SHEAR GATE WITH CONTROL
ROD FOR CLEANOUT/DRAIN
(ROD BENT AS REQUIRED
FOR VERTICAL ALIGNMENT
WITH COVER)
RECEIVED
OCT - 8 2001
PERMIT COUNTEn
RAMPS PER CITY OF EDMONDS STAI
SEE DT-01 TRUNCATED DOMES WILl
INSTEAD OF TRACTION GRID AS NC
u
C14
06
ci)
:t�
0
CL
C3
(n
C
p
4)
cp
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TO CUF
350
X
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32
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8
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C�j
.. ........... .......
EXISTING
GRADE
nNISHED GRADE (L
77
.90 LF. 3r Ccp SD 0 1-96X
----------
- - — --------
IE=331.40
TO DITCH
STA. .0+20.92, 8.58'
RIM=342.69
IE= 3" 61 Erl) N, ISTING
IE= 338:59 WO) W, XISTING
IE=335.73 WO) E
ENLIUMCE ROAD
SCALE: HOR: 1*=20'
VER: 1*=5*
......
......
Lq
C114
C�j
go
r-- r-,!
Ln
2
C6 cn
PO
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0+00
I +uu
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530
320
SCALE: 1" = 20'
"Row mt,,�,ims
P/L
24'
A
x
SEE STANDARD DETAIL
T MIN, AC PAVEMENT E2.8 ON SHEET DT-02
f —51�r CSTC
'f—1 —114 it CSBC
PER DETAIL E2.i.2.1 SHEET DT—Oi
AND CITY OF EDMONDS STANDARDS
Til
APPROVED FOR
CONSTRUCTION
City Engineer— Date
RECEIVED
OCT - 8 2004
PERMIT COUNTER
V)
to
c i �)
00 C-1)
C:p
fc—1
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(n
C) CD
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1/14/20041
JOB NUMBER-
Covol
DRAWING 'NAME:
CE-SD03
DESIGNER:
MEV
DRAFTING BY:
mss
DATE:
06 -16-04
SCALE:
AS NOTED
JURISDICTION:
EDMONDS
SHEET I OF
17
�*j 2�j' �j E'd,
Z:
cn
Eg 8 8 i
t]
00
Co
cp
c:j
LQ
bl)
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14-
c"ll cl
00 0) C)
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tic
t
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CL
2 I==
0 w
D
zA*=%
0 w
W6
w
V)
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o
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T
EXPIRES 1
J5B NUMBEr'. covol
DRAWING NAME: CE—SD04
DESIGNER: MEV
DRAFTING BY:— EM
DATE: ,
SCALE: AS NOTED
JURISDICTION: LYNNWOOD
now
A
SDOW04
SHEET120F 17
STA. 04-45.83, 13.93' RT.
'I Q!, 11111,11 'A.1)
A POR TON OF THE S W 114 OF THE S W 114 OF THF S W 114 OF SEC T. 29, TWP. 27 N. , RGE. 4 E, W M.
STA 1+97.11, 13.93' RT.
1-Erx46 BEND (MJ)
W/ THRUST BLOCK
BUILDING
�4,�TH:RUST.:BLOCK._'
)R8
ocKrRqr
r 7 1
111 911"1 '1110,
I F7_
SEA
00,
tie,
g, To
4
C.o. - or
N— 5307.84, E— 5114.18
IE=336.33
wim 1 -.1
%
MGM W.
R, 101
. . . . . . . . . . . . . ............
I 1W j
0
an
0.1sw
I E 1 NA FF=339±
sit a
090 1 1,
sunu N
121 L.F. Er Pvc ST-0.01
man Email 0 —
SSMH-3,
N-5187.34, E- 5122.26
IE=335.72 (IN-N.)
IE=335.62 (OUT-S.)
........... .....................
SSMH-1
N- 5149.97, E- 5012.05
P1M=MATr.1A FYIqTlNr. r.RMF—
(CONTRACTOT TO FIELD VERIFY) 99 L.F. Er PVC S=0.0050IA5PHALT
IE=334.47± (OUT-S.)
IE=334.57± (IN-E.)
SSMH-20
0 SEE NOTE 1
N-5148.92, E- 5124.84
Q) RIM= 338.65
1� C.o. - Er
0 IE=335.24 (IN-N.)
FL N- 5149.84, E- 5 . 025.76 IE=335.14 (OUT-W.)
IE=334.64
En
w
cp
M
0
0
IL
z
STA, 2+32.38,115.17'�.,,JRT.
1-9'xT TEE (FL) �
11-8"xT REDUCER (FLxMS)
1-61 G. V. (FLxMJ)
1-61 ADAPTOR (FLxM
6 LF 6' D.I. SPOOL
1 -HYDRANT ASSEMBL�,
W/ 4!' STORZ ADAPTER/
Atdn TWPIRT MIM-Y 0/
WITH APPROVED -REFL,E,CTOR
0450
_334-
15 LF 6r D.I. FPSL
rIFr III
332
161,
11� -,If I ik
s . 2+54. 6,'112.00' RT
14' 46 ENO (MJxFL)
W1 THRUST BLOCK
2.00'
STA. 3+28.7991,71
14' 99 BEND (MJxl
W/ THRUST BLOCK
TRASH
X x
X_x
BUILDING
- C — — — — —
0
326-
4
SCALE: 1" 20'
I WEE
20 0 20 40
NOTES.-
1. POT HOLE LOCATION OF SEWER CONNECTION AND REPORT TO ENGINEER PRIOR
TO INSTALLATION OF SANITARY SEWER LINE.
2. CONCRETE BLOCK IS REQUIRED AT ALL FITTINGS. SEE SHEET DT-03 FOR
DETAIL.
3. LOCATE HOT BOX ON PRIVATE PROPERTY.
4. FPSL STANDS FOR FIRE PROTECTION SERVICE LINE.
5. FIRE CONNECTION PERMIT REQUIRED PRIOR TO INSTALLATION OF FIRE
PROTECTION SERVICE LINE AND ASSOCIATED APPERTANCES.
I
APPROVED FOR
CONSTRUCTION
CRY Engineer Date
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JOB. NUMMER: COVO 1
DRAWING NAME: CE-SS01
ESIGNER- BGT
DRAFTING BY: mss
DATE: 06-16-04
SCALE: V=20'
JURISDICTION: EDMONDS
05=0 A
SHEET130F I
... ........... .. ...
A PORTION OF THE SW 114 OF THE SW 114 OF THE SIN 114 OF SECT 29, TIMP. 27 N., RGE. 4 E, WM.
E
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RADIUS VARIES
TYPE 2 CURB RAMP
51 LUNG RAW MIN.
(SEE DETAIL E-=),
SIDEWALKJ N rAN
CONCRETE CURB AND GUTTER
UR IIV VERTICAL CURB (TO MATCH
EXISTING CURBING) SHALL EXTEND
VARIES PER
TO END OF RADIUS.
EXTRUDED CURB SHALL START
C13DE
AT END OF' RADIUS
TRANSIT113N SLOPE SHALL
I
BE lill) (TYP)
TYPEA CURB RAW
>
Z5' LONG RAmp mitt
(SEE DETAIL E-2.14)
<" IrANI
�LACE V WIDE TACTILE "V_
r BEMNID START OF RAMP CONCRETE CURB AND GUTTER
PLACE FULL DEPTH EXPANSION JOINT
BETW NkIG AND 14113foRAFFIC LOAD GUTTENRi
ZIF WI ND C/G, ARE POURED AS ONE T
CURB/GUTTER AND WING FOR HIG14 TRAFFIC
'LOAD GUTTER MAY BE P13URED AS 13NE UNIT.
FULL DEPTH EXPANSION JOINTS SHALL BE PLACED
IF WIDTH OF 13PENING EXCEEDS 15*.
SECTION A
CONCRETE SHALL BE CLASS 3- 300OPSI
CURB AND GUTTER SHALL BE POURE1
:""W-
I HL 341JL WALK.
?EQUIRED iUN FURM WEIRK
ITTY .-D. .0
..'E
REVISIONS STANDARD DETAIL
HIGH TRAFM LOAD DRMAY ACCHIS
MIALT ORPAVAY APPRUM
DATE 7/24/Ot S"" NTS P" NO. E127
TRAFFIC SAFETY FEATUREo-
BREAK 13FF FLANGE, NUTS -
AND BOLTS.
31 x 31 x 3.5'
CONCRETE PAD
HYDRANT
1/4' RAKE PER FOEIT- FROM
GROUND LEVEL
�-4' STORZ ADAPTER -
41-U
_ACP
L -SIDEWALK
_.,-BASE COURSE
CAST IR103N ADJUSTABLE
ST 4 13
WEDGE VALVE VALVE BOX
RESTRAINED JOINTS TEE WITH FLANGED
CONNECT113H FOR
OR TIE RODS HYDRANT VALVE
GuMs IjLr%. L- FLANGED IONNECT113N
/Z LUNDISTURDED EARTH ZHYDRANT CONNECTION PIPE TO
1/2 CY WASHED 1-1/2' MINUS RUCK BE DUCTILE IRON CLASS 52. ANY
WITH FABRIC CLOTH ABOVE INTERMEDIATE J13INTS TO BE
RESTRAINED
THRUST BLOCK
CITY IMPECTION REQUIRED ON FORM
VOW, I PRIOR TO POUR
I' R
I" PATTER
1"R
4 [LOS LT/FT
U
cu
4 7;1 1
A
1 4
4% IV
4
4�j
la' STANDARD
24' ARTERIAL
NUTESi
1. FORMS $HALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. THRU JOINTS S14ALL BE PLACED ADJACENT
TO CATCH BASIN&
3. EXPANSMN JOINTS SHALL BE EVERY tO FEET
AND DUMMY J13INTS EVERY 5 FEET.
4. THRU J13INTS SHALL HAVE I/a* TO 5/8' WIDE
PREM13LDED J13INT FILLER
5. C13NCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE LIGHT BROOM,
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
F13R 7E HOURS,
& ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' 13F
CSTC WITH SUBGRADE COMPACTED TO 95Z MAXIMUM
DENSITY.
-t-y_* OF
I T
7j.c.
REVISIONS
STA, N DAR D- DETAIL
E
STARARD TYPEWCURMWTER DETAIL
,
DATE NO.
7/Z41/1�' NITS E"
TOP VIEW
TEST COCKS WITH PVC PLUGS
(4 REQ'D)
x
RESILIENT SEATED
SHUTOFF VALVES
(9 REQD)
MIN. 12" CLEARANCES AROUND
BACKFLOW PREVENTER-ALL SIDES, ADEQUATE GRAVITY DRAINAGE
TOP AND BOTTOM SYSTEM REQUIRED
12" MIN. W/APPROVED
5' MAX. AIR GAP
IORO ND/FLOOR
NOTE: SIDE VIEW
N 0 T E S 1. APPROVED REDUCED PRESSURE BACKFLOW ASSEMBLY TO LAY HORIZONTAL ONLY.
2. DESIGNED FOR 13ACK SIPHONAGE AND BACK PRESSURE.
L HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS 3. THOUROUGHLY FLUSH LINES PRIOR TO INSTALLATIOk OF BACKIFLOW PREVENTER.
APPROVED MATERIAL LISTINGS. 4. DO NOT INSTALL IN AN AREA SUBJECT TOFLOODING.
2. HYDRANTS SET IN C13NCRETE REQUIRES AN EXPANSION STRIP AR13UND HYDRANT 5. MUST BE ACCESSIBLE.
BARREL. IN ADDITION, THE INSTALLAT113N OF THE HYDRANT ON PRIVATE 6. MUST BE PROTECTED FROM FREEZING CONDnloNSj,l
PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLAT113N 7. THE BACKFLOW ASSEMBLY SHALL BE A STATE od MODEL
13F PUBLIC FIRE HYDRANTS IN THE CITY OF EDMOND& 8. A PLUMBING PERMIT IS REQUIRED- PLEASE COi4iiffl PWM131NG PERMIT CENTER.
LOCAL
3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION, 9. MUST BE TESTED AFTER INSTALLA71ON AND YEARLY,'] THEREAFTER BY WASHINGTON STATE
4. ALL HYDRANTS SHALL BE PROVIDED WIT" (2) 2-1/2' HOSE NOZZLES AND CERTIFIED 13ACKFLOW ASSEMBLY TESTER. TEST RESULTS SHALL BE SENT TO THE CITY
(1) 4-1/2' NST PUMPER NOZZLE W17H 4' STURZ QUICK COUPLING ADAPTER, OF EDMONDS PUBLIC WORKS. 11
5, STEAMER pI3RT SHALL FACE THE STREET OR R13ADWAY FOR FIRE ENGINE ACCESS,
6. THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT
WHEN PLACING LANDSCAPING OR ROCKERIES (ETC).
7. FIRE HYDRANTS S14ALL 13E PAINTED SAFETY YELLOW
8. CONSTRUCT 3' X 31 X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE.
RE&I- STANDARD DETAIL
FIRE HYDRANT ASSEMBLY
DAM NTS D" NO. E7.11
(AgnVE ORIJUND INSTALUT1014 ONLY)
E?gMISIONS
APMMM By STANDARD DETAIL
REDUCED PRESSURE BACKFLOW ASSEMBLY AND SMALLER
(RPBA)
--1 6 * /16 NTS ... ra W.", E1.10
TRENCH EDGES MUST BE SAW -CUT
AND TACKED PRIOR TO FINAL
TRENCH PATCH -\"
6" MIN I)EPTH
5/8- CSTC
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3" MIN DEPTH CIL 'B'
AC TRENCH PATCH
BACKnLL MATERIAL
(SEE NOTE BELOW)
BEDDING MATERIAL
(SEE NOTE BELOW) -
N 0 T E:
REFER TO CITY OF EDMONDS moDinCATIONS TO
DMSION 9 OF WSDOT SPECIFICATIONS FOR
ROAD. BRIDGE & MUNICIPAL CONSTRUCTION
TABLE I.- MAX TRENCH PATCH PAY WIDTH
TRENCH DEPTH PAY WIDTH
1 0 -4# 40"
4 0_101 60"
10'-20' 720
NOW"
16
v
:0 SIONS
NfRova or wn STANDARD DETAIL
TYPICAL TRENCH SECTION
DAN
189 0 7/24/01 Nts E4.2
1111 1 Jim
w
z
120 ELECTRICAL OUTLET FOR
HEAT TAPE INSTALL HEAT TAPE
FOR FREEZE PROTECTION
CENTER R-ACKI'LOW
nEVEN�R IN
REDUCED PRESSUkE ENCLOSURE
HACKFLOW ASSEMBLY
MEGRLYr
(RPaA)
3* MIN.
Mwija 122 MM I N. -
A
MIN.
ENCLOSURE OHOT
F
wx wM
k
BOX" OR EQUAL
WOR ME1
jw!GWj
IF Im use sw=
3/8- X 4- ANCHOR BOLTS
-1
PER MANUFACrtURER-
CONCRETE SLAB
12* MIN.
(2000 PSI MIN.)
UNION
Twot FINISHED
FINISHED
GRADE-
-SUPPORTS
2N
.1 GRADE
FM
00 09091
(w
DRAIN W
Z
SEE NOTE a
60 MINIMUM
FREE DRAINING
SLEEVE
(TYP.)
6x6-W2.9xWZ9
GRAVEL re
WWF (WELDED WIRE
FABRIC)
CONNECT TO
WATER METER
IMMEDIATELY
ADJACENT 70
RPBA
FLOW
u
TYPE K COPPER OR
APPRMD EQUAL
TO OWNERS ELECTRICAL PANEL F-RONT VIEW
(SIZE AS REQ..)
--- DIRECT BURIAL OR IN RIGID
CONDUIT PER ELECTRICAL METIER SIDE
PERMIT REQUIREMENTS.
NOTES:
SIDE VIEW
1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN I" DIAMETER.
2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND
APPURTENANCES SHOWN ON THIS PLAN.
3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO
ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER
4. REDUCED PRESSURE
BACKIFLOW ASSEMBLIES SHALL BE STATE APPR6VED DEVICES.
5. ANNUAL TESTING OF
RPBA AND RPDA REQUIRED BY OWNER.
6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL
FIGURE6-8 (SEE STI) DETAIL SHEET E 7.11.1)
7. ENCLOSURES SHALL
BE LOCATED ON PRIVATE PROPERTY.
.-C.-I.I.-I.T.-Y,
QF E.D.M.0 .'ID
REVISIONS
&mpm 11
DA
STANDARD DETAIL
HOT BOX ASSEMBLY FOR REDUCED PnMURE RACKPLOW ASSEMBLY (FIPBA)
AND APDA
APPROVED FOR
CONSTRUCTION
City Engineer Date
NTS E 7.11
OCT -
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0660*#54
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F 11/1
JOB NUMBER! Covol
DRAWING NAME: CE-DTOl
DESIGNER: KJM
DRAFTING BY: Mss
DATE: 06-16-04
SCALE: NOTTO SCALE
JURISDICTION: EDMONDS
Kim
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A PORTION OF THE S W 114 OF SW 114 OF THE SW 1/4 OF SECT.2,19,
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RF—VISIO14S STANDARD D ETAI L
_mnow_m___ - - A)
D. GEBERT 6/16/03 DOUBLE CHECK DETECTOR ASSEMBLYgDCD PROFILE
(COMMERICAL/MULTI-FA Ly)
2' - 5/8' GSTE;
24 SHOULDER (TYPICAL)
41- 1-1/4' CSBC
APPROVED SUBGRADE
PAVEMENT COMPACTION- 92X
RICE DENSITY
SUBGRADE,BASE,TLIP COURSE
COMPACTION 95Z (AS.TM 1557)
ZtWEt RHIBI.0
PAVEMENT WIDTHt W MIN
TURN -AROUND REQUIREDAT DEAD END
CURBt CONCRETE CURB- REQUIRED WHEN
RDAD/DRIVEWAY SLOPE IS GREATER THAN 6%.
w STANDARD CURB AND GUTTER SHALL
BE USED FOR ACCESS ENTRANCE CURB RADII
WITHIN THE CITY RIGHT OF WAY
wx CONCRETE EXTRUDED OR VERTICAL
CURDS SHALL BE LIMITED TO PRIVATE
PROPERTY.
ACCESS GRADES, MAX, OF 147.
I IN.;
STANDARD DETAIL
MULWM%yjoUoW9=MMWM ACCEN
............
. . . . . . . OWN
43"t",'
tomm'Z 1 4 ,1,
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R; IF 7- "Gle
MMLE LEW LM (MWM-LW. 14AMO MM PEFt APWA SM PLM #41
ALIGN M HATCH. Im am
oil
8 EXTERIOR PLAN VlEW
GENERAL N07M'
LJDAD)
1. ACcESM BY LW. HATCH: TYPE ION ( HO-10 PEDESI IAN LOAD. H-30 TRAFFIC
WITH SIDE OMET GUMM DRAIN.
2. VAULT COVER CUM DRAIN SHAM CONNECT M A DRY WELL OR CATCH BASIN.
DcoA musT BE TEsTm BY A CERTIFIED BACKIFLOW ASSEMBLY TESM. FM M MEIVI ARM
4, ALL TEST COCKS MUST BE PROVIDED WITH PIN PLUGS. INSTADA77ON
S. A CITY AppRovo VALVE IS REQUIRED, BETWEEN THE SUPPLY MAN AND THE VAULT.
VAULT SIZES
MINIMUM INSIDE VAULT
METER SIZE
i7
APPROXIMATE EQUIP
DIMENSIONS
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION) -
pr
AND TYPE
A
a
D
LENGTH
WIDTH
HEIGHT
4* X __ 3/4*
1*-Iw
Op-6m
4#-3"
101-o"
5#_01#
7#-0-
6* X 3/40
3*-9ff
ll'_o Is
60-oft
7'-0'
8" X 3/4"
4*-5"
1*-e
0'-90@
6*-4"
12 0-Opp
80-ow
7 $-ON
10" X 1"
0'-11'
8'-6'
140-6"
7 1 _0"
7'-0-
-6'-0"
STANDARD 10ETAIL
""ADN' "'amom
04
CURB AT DID
I RAW AT 1110
REMOVE AND REPLACE
V_
CURB AND GUTTER
C
Z
A
LL
LL
LLLL
_L
EXISTING
EX
L
SIDEWALK
'11E
S'S
LL
LLLLl
LLLLL
L L
RAMP"'�
.
I
\�SAV CUT AS REQUIRED
CURB
TRACTION GRID
YP.
yp.
2.5' LONG
SEE RAMP DETAIL
DWG# Ee.23
T ILE
ACTILE %dARNI[
STRIP
11
WIDE (TYPICAL)
JOINT
NDTEi I
1. AT LOCATIONS . WHERE NEW RAMPS ABUTT LISTING CURB,
GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
NEW RAMPS TO MATCH ADJACENT SURFACES.
2.ALL CONCRETE SURFACES SHALL HAVE A BRO13M FINISH.
11
3.CCNCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS,
FM7T7l1PW]R.
Y
CITY INSPECTION REQUIRED ON FQRM WORK PRIOR TO POUR-
_L
ACCESSIBLE RAMP SHALL BE POURED SEPARATELY
FROM CURB AND GUTTER.
m
IMM
D T
TY . MA . 0 N "D
REVI IONS STANDARD11 DETAIL
CURB RAMP TYPE 2 (FOR 5' EWALKS)
"m EZIG
7/ 241 NTS
RISERS
a
20" X 24* METAL FRAME AND GRATE
FOR CATCH BASIN.
?4- ROUND METAL FRAME AND GRATE (W/ -DRPJN- ON IT)
SHALL BE USED WITHIN THE TRAVEL
LANE
AND SHALL BE OUTSIDE THE WHEEL
PATH
FINISHED GRADE
C4
A%
4
P.9't .YPROPYLENE SAFETY STEP
12 O.0 (TYP)
0
w
V)
0
m
LADDER SHALL BE
SECURED TO
WALL
OF CATCH BASIN
04
41:
E 'I
%
N 0 T E:
ALL CATCH BASIN
LIDS
SHALL BE LOCKING
.7
7
I
REVISIONS
STANDARD DETAIL
*lAaon-,
&Qnwm sr
DAM
CATCH BASIN TYPE 11 (01
c1cla.
. .
0A'M
'7/P4;o,m- -
SCALIE . NTS-.-. ow . a W.
1. - E5.3
. . ...
I CST(
I/Pl Y 4& FYPANSTnN MrNl' MATERIAL
NOTCSs
1. FORMS S14ALL BE TRUE T13 LINE AND GRADE
AND SECURELY STAKED.
2. THRU J13INTS SHALL BE PLACED ADJACENT
TO CATCH BASINS.
3, EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY JOINT$ EVERY 5 FEET.
4. THRU JOINTS SHALL HAVE 1/2' TO 5/13' WIDE
PREM13LDED JOINT FILLER.
S. CONCRETE SHALL BE CLASS 3— 3000PS1.
6. FINISH SHALL BE LIGHT BROOK
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
8, ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS S14ALL BE 6' THICK OVER 2' 13F
CSTC WIT" SUBGRADE COMPACTED T13 95Z MAXIMUM
DENSITY.
THIS TYPE Of CURB SHALL ONLY BE USED TO
REPLACE EXISTING VERTICAL CURBING I
40-
- C., - - -. . -...D.M %
F
.1 D - S -
4
RVASIONS STANDA.RD DETAIL
CONa VER71CAL CURB
E2-10
NTS
i
APPROVED FOR
CONSTRUCTION
00
City Engineer bats
ReCE:jvev.
OCT - 8 20111,
PERMIT COUNTEr-
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GROUND/ROADWAY
A POR TION OF THE S W 114 OF 77-/E S W 114 OF THE S W 1/, 4, OF SECT 29$ TWP. 27 N. , RGE. 4 E I W K
GROUND/RGADWAY
-----------------
60
M.
it. ill
@ r
r
0 _X (D (1) WM SMM TAP M " DIALL BE OUD NM Mff MEED M NGM
2 & 1) 2- (11� THREAD) DOUBLE STRAP SADME EQUAL T13 PJ3MAC
&
kttzA
STYLE 202 IS REQUIRD REGARDLESS OF PIK 14ATERIAL
Q 2) 21 BRASS CORP. CC X MIPT.
Mt
3) 2- L" BRASS STREET ELLS FOR SWIM JOINT
C-L 13R DJP. 4) IPS POLY HI-MOL PIPE (160 PSD DRISSCO PIPE C13NNECTIM TO MAIN
SHALL BE 1-1/2' CORPS AND SADDLE WITH FDO FEMALE IRON PIPE
SIZE PACK JOINT FITTINGs
5) 12 GAUGE SOLID CORE WIRE (TRACE WIRE). STRIP PLASTIC AND
WRAP AROUND BRASS AT RUTH END&
6) 2' STAINLESS STEEL STIFFNER AM 2' MIPT X IPS PAC JOINT
17) BALL VALVE (IRON PIPE SIZE) CURB STOP.
8) RACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE.
NDTEt (METER BCIXES SHALL NOT BE PLACED IN DRIVEWAY AREAS).
9) 2' BRASS 9011 BEND
10) WATER METER- TO BE SUPPLIED BY THE CITY
II> 2' ML-I'M SETTER WITH HIGH BYPASS EQUAL TO FORD BRAVING
#A-95147-01. VERT. IN, VIERT, OUT. FLANGE]) BALL VALVE
WITH L13CK WING&
10 STACK 2 METER BOXESt MID STATE PLASTIC METER BOXES
(MS 17 X 30 X 12), WITH MS 17 X 12 IDUCTLE LID WITH' READER.
PLACE BACK OF BOX AT PROPERTY LIM
13) BRASS NIPPLE
10 2' THREADED BRASS NIPPLE 02' LONG)
15) SCHEDULE 40 2' PVC CAP. REMOVED WHEN CONNECTION MADE
TO CUSTOWR LINE
16) 4' X 4' X 8' C13NCRETE BL13CK SUPPORT&
17) 2' RESILIENT WEbGE GATt VALVE (F.I.P. X FJP.>. ULFH APPROVED,
MIXt ALL nTTMS UPILL BE WSS FUSE ROMED EPDXY COATED BODY AM BUNNET, WEDGE FULLY
1r USPG 1-1/ir HEM ALL PARTS ENCAPSULATED WITH RUBBER AND WITH 2' AWWA OPERATING
WU X I-W OWT THE R' VM NUT, EQUAL TO CLOW F-6103.
rATE VALVE WTH AUSS MMM Is) 2-fIECE VALVE BOX, TOP SECTION TO BE RICH 940 STYLE
IS' WITH REGULAR BASE SECTION, LENGTH TO FIT,
REVISIObIg STANDARD DETAIL
APPROVED v
ER` —1,Mf 21"NATER-SERVICEAS 1 A LLA rION
DATt scm
fe i.,* I . 1 7/24/m 1 NTS
6* TOPSOIL OR
GRAVEL OVER GEOTEXTILE
BLOCK CAP GROUTED IN PLACE
FILL IN VOIDS W/ 1/2* TO 3/4-
MINUS CRUSHED ROCK OR PER
MANUFACTURER'S RECOMMENDATIONS
N-4
GEOTExnLE T MIEN
F`ILTER FABRIC
G3:
ROAD SURFACE
BACKFILL BEHIND WALL WITH
1'-0'* MIN WIDTH OF CLEAN,
WELL DRAINING GRANULAR - v
-
FILL PER MANUFACTURER's
(w/
RECOMMENDATIONS
.___
w
1.
MIN 6*0 PERF RIGID DRAIN > (HI)
PIPE. SLOPE TO DRAIN AND' PUBLIC ACCESS
EQ
CONNECT TO STORM DRAIN EQ
SYSTEM. PROVIDE CLEANOUTS UNDISTURBED NATIVE SOIL
OR COMPACTED GRANULAR
BASE, AS REQUIRED
BLOCK WALLS SHALL NOT BE CONSTRUCTED IN CITY R.O.W.
A 2'-O"� SHY DISTANCE SHALL BE MAINTAINED
BETWEEN WALL AND PRIVATE ACCESS ROAD
SURFACE.
MODULAR BLOCK WALLS WITH GEOGRID REINFORCING SH&L 13E DESIGNED
AND STAMPED BY A STATE UCENSED PROFESSIONAL ENGINEER.
2. MODULAR BLOCK WALLS OVER 4'-0- IN HEIGHT AND/OR LOCATED IN A CRITICAL. AREAS
OR MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA, REQUIRE A BUILDING
PERMIT AND MUST BE DESIGNED AND STAMPM BY A STATE LICENSED PROFESSIONAL
ENGINEER.
-M .0-NO-S.-
�-%JTY Q 1-E.
_R ISIONS
STANDARD DETAIL
MODULAR BLOCK WALL
NTS NO E . 0.1
2
Vertical Installation
3- OW)
I EXGT GROUND
WON
, 8
0
-m4&qN,lx
'Wig
NO MGM THAN
W TO CUM OF
02 SIM OFF VALVE
srxm S"u"wr
PUMC OR CMENT'RE1 WX
16
7C
SIDE VIEW Xx.._:
1, APPROVED WUM OM VALVE ASSEMBLY TO LAY flORIZONT& MM GROUND- 14
2. VESMED FOR MCK SIPHON�Z AM BACK PRESMM
3 TM COM '10 WM FACE MOARDS OR "ARDS FROM ASSUMLY.
4. ALL, TEST COCKS MUST BE PROMDED Wff" PVC PLUM GRAVEL (12- US
3. 7HOROUGHLY FUIS" UNES PRKM 70 OWALLAMON OF BACK FLOW PREVERM
& ItE DM CAN BE IWALLED AME OR DELM JHE GROUND PRMM ALL OEARMM
ARE MU.
7. Do NOT *wALL IN AN AREA SUB= 70 nDOOM
& MUM BE PRMECTED FROM FREEM CORDMON&
9. 7W CgX nM pfrAw" ASSEMOLY " BE A WSHNOVON $TATE APPROVED MODEL.
jo. IF OWALLED RODE A euMN THE OCVA OWL BE MALLED NO MGM MAN 5. FEEt f" FLOOR TO PA OF AS
AND A WL OF 6 INWES FROM FLOOR TO BOMM OF I=-
W MALLED, IN A VWMAL CONF=ftVON, ASSY- WJSr BE A MMWM Or a *"ES nw� FLOOR, AND NO HIGHER I
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DATE ArAl V mm u n
7/24/01 NTS E7.9
PROVIDE SWALE, GRADE AND
A 2'-0" MINIMUM SHY DISTANCE
DRAIN TO APPROVED SYSTEM.
SHALL BE MAINTAIRED BETWM
12'* OF COMPACTED SOIL OVER
ROCKERY AND PRIVATE AccEss
GEOTEXTILE
SLOPE TO DRAIN
ROAD SURFACE.
UNDISTURBED NATW SOI
-------
EXIST/QRIGINAL
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D""'ETER OF LAMM ROCK
IN BOTMM COURSE OR 12-,
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. . . . . .
WHICHEVER IS GREAM
DRAIN AND CONNECT TO
STORM DRAIN SYSTEM.
S
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PROVIDE CLEANOUTS.
EQ
EQ
DISTANCE (D1>HEIGHT (111)
1 $-on
it b
UNDISTURBED NATIVE SOIL OR
COMPACTVI) CRUSHED ROCK, AS
-GENERAL NOTES:
REQUIRED
1. SPECIAL INSPECTOR SHALL
VERIFY ROCKERY HEIGHT,
LOCATION OF ROCKERY ADJACENT
j
TO CITY R.O.W. SHALL BE LOCATED
FOUNDA71ON MATERIAL, AND
ROCK SIZE.
JA MINIMUM DISTANCE EQUAL TO THE
2. QUARRY SPALLS AND CRUSHED ROCK SHALL BE PLACED
HOGHT OF THE ROCKERY
DIRECTLY FROM TRUCK OR
OTHER SUITABLE CONTAINER.IN
ORDER TO MAINTAIN CLEAN
13ACKFILL
n0CK11L1J-Q QUAl I QC� "1%
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4. ROCKERIES SHALL BE DESIGNED AND STAMPED BY A
UCENSED PROFESSIONAL ENGINEER IF GREATER THAN 8 FEET
IN HEIGHT OR IF VARYING FROM THESE STANDARDS,'OR IF
THE CITY DETERMINES THAT SPECIAL CONDMONS (SUCH AS
CRITICAL AREA OR MEADOWDALE EARTH SUBSIDENCE
[ANDSUDE HAZARD AREA)
ROCK SCHEDULE
HEIGHT
MINIMUM ROCK SIZE
(141)
BASE
TOP
2 FEET
2-MAN
2-MAN
4 FEET
3-MAN
2-MAN
6 FEET
4-MAN
2-MAN
5-2+
2-MAN
R ISIONS
APPROM Of STANDARD DETAIL
ROCKERY DETAIL
89 -1990 DATE 4/11/03 SCAM NTS NO. E 8.9
APPROVEDFOR
CONSTRUCTION
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OCT - 8 2004
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JOB NUMBER:
COV01
DRAWING NAME:
CE-D
DESIGNER:
KJM
DRAFTING BY:
MSS
DATE:
06-16-04
SCALE: NOT TO SCALE
JURISDICTION:
. EDMONDS
oil left
ff 15
D MUO
SHE9160F 17
NOTES:
1. REQUIRED FOR ANY PIPE 12" OR LARGER.
2. ALL STEEL PARTS MUST BE GALVANIZED AND
ASPHALT COATED (TREATMENT I OR BETTER).
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OS GALV. OR
NON -CORROSIVE
BOLTS & NUTS
0.757 DA ENDS
TO BE WELDED
TO FRAME (TYP)
DEBRIS BAIRSUEER
NOT TO SCALE
A POR TION OF THE S W 114 OF THE S W 114 OF THE S W 1/114 OF SEC T 29s, TIMP. 27 N. , RGE. 4 E r W M.
3/4�O SMO0TH----,,,.
BARS EQUALLY SPACED
(,V MAX. O.C. MAX.)
A
LOWER STEEL BAND —
3/4! THICK x 4! WIDE
FORMED TO FIT IN
GROVE OF C.B. RISER
11
PLAN VIEW
UPPER STEEL BAND
3/47 x e WIDE
2,f - SEEe�.
NOTE I
SECTION- A -A
—HOOK CLAMPS (4) PLACES
EVENLY SPACED, SEE DETAIL
BELOW.
A
\—PROVIDE MAT. ACCESS BY WELDING
(4) CROSS BARS TO (4) VERTICAL
BARS AS SHOWN. HINGE UPPER ENDS
WITH FLANGES/BOLT AND PROVIDE
LOCKING MECHANISM (VATH PADDOCK)
ON LOWER END. LOCATE LADDER
STEPS DIRECTLY BELOW.
�—ve THICK � e WIDE LONG SMOOTH
BARS WELDED TO UPPER & LOWER
BANDS (24 BARS EVENLY SPACED
SEE NOTE 1,)
H
/--STANDARD POLYPROPYLENE STEPS
NOTES:
1. DIMENSIONS ARE FOR INSTALLATION ON 5470
L.B. FOR DIFFERENT DIA. L.B.'S ADJUST
DIMENSIONS TO MAINTAIN 45' ANGLE ON
"VERTICAL7 BARS AND 7" O.C. MAX. SPACING OF
BARS AROUND LOWER STEEL BAND.
2. METAL PARTS' CORROSION RESISTANT, STEEL SMOOTH
PARTS GALVANIZED. VERTICAL
BARS
3. THIS DEBRIS BARRIER IS ALSO RECOMMENDED
FOR USE ON THE INLET TO ROADWAY HOOK CU MP
CROSS -CULVERTS WITH HIGH POTENTIAL FOR ANCHURE0
r-
DEBRIS COLLECTION (EXCEPT TYPE 2 STREAMS). TO C.B. R.lSE
PLAN VIEW
NOTES:
45
1. YARD DRAINS TO BE CONSTRUCTED FROM CONCRETEIrRPE
OR HDPE N-12 IN ACCORDANCE WITH ASTM C 14. 1
2. CUTOUT HOLE SIZE IS EQUAL TO OUTLET PIPE OUTSIDE
DIAMETER PWS YARD DRAIN WALL THICKNESS. 1
3. CONNECTION TO OUTLET PIPE TO BE MORTARED AND, MADE
FLUSH WITH INSIDE OF THE YARD DRAIN WALL.
4. CAST IRON BELL GRATE. FITS INTO BELL RECESS 9 D
EXTENDS FLUSH WITH FACE OF BELL. THE GRATE SHAW HAVE
SLOTS (HOLES) THAT CONSTITUTE 50 PERCENT OPEN AREA FOR
DRAINAGE. INLET BELL SURFACE SHALL BE FINISHED TO ASSURE
NON -ROCKING FIT WITH ANY COVER POSITION.
5. CONCRETE BASE.
6. VARIES 12 INCHES OR 18 INCHES.
7. SPECIAL CAST YARD DRAIN MAY BE REQUIRED� FOR
MULTIPLE PIPE CONNECTIONS.
8. CLEAN OUTS ARE REQUIRED FOR DEPTHS OVER 42 INCHES.
YARD DRAIN
NOT TO. SCALE
ELEVATION VIEW
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STORMCEPTDR FRAME
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GRADE ADJUSTERS TO
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15508
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8
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BY.-
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PLAN VIEW -OF INSERT
4" ID 691
OVERLAP
600
ENLARGED INLET
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APPROVED FOR
CONSTRUCTION
City Engineer Date
pl�cj�711/1�0
Ocr - 8 2004
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EVIRM 0�/02/21M
j-O—B NUM9 R: c 500 i
DRAWING NAME: CE-HC01
DESIGNER: BGT
DRAFFING BY: IVISS
DATE:
SCALE:, f'=20'
JURISDICTION: EDMONDS
L
SHEEI`*� 4 OF 14
v .
SEQUE'N'CE
CONSTRUCTION
1. PRECONSTRUCTION MEETING
2. CALL FOR UTILITY LOCATIONS
3. REVIEW ESC NOTES
4. FLAG CLEARING LIMITS
5. INSTALLATION OF ESC DEVICES
6. GRADING ACTIVITIES
7. REFERENCE STABILIZATION OF EXPOSED AREA REQUIREMENTS
8. UTILITY ACTIVITIES
9. REMOVAL OF ESC DEVICES ONLY AFTER STABILIZATION
INDEX OF SHEETS
COA TITLE SHEET
CIA TEMPORARY EROSION a SEDIMENTATION PLAN
C1.2 MASS GRADING PLAN
C2.1 HORIZONTAL CONTROL PLAN
C3.1 GRADING & DRAINAGE PLAN
C4.1 COMPOSITE UTILITY PLAN
C4.2 PRIVATE SANITARY SEWER LIFT STATION
PLAN / PROFILE I DETAILS
C5.1 MISCELLANEUS DETAILS
C5.2 MISCELLANEUS DETAILS
C5.3 STORM DRAIN DETAILS & PROFILES
DESIGN TEAM
ARCHITECTS:
FRALEY I STRICKER ARCHITECTS
120 LAKESIDE AVE., SUITE 100
SEATTLE, WA 981122
(206) 324-48122
CIVIL ENGINEER:
BTN CIVIL ENGINEERING SOLUTIONS
2745 124TH AVE SE
BELLEVUE, WA 98005
(425) 652-6356
GEOTECHNICAL ENGINEER:
ADaPT ENGINEERING INC.
800 MAYNARD AVE S., SUITE 403
SEATTLE, WA 98134
(206) 654-7045
MECHANICAL ENGINEER:
FRANKLIN ENGINEERING
1904 3RD AVE., SUITE 256
SEATTLE, WA 98101
o9f
PROJECT NOTES
PARCEL NUMBERS
292704-3-085-004
292704-3-084-005
EARTHWORKS
ON SITE FILL 925 CY
EXCAVATION 17,225 CY
EXPORT 16,350 CY
IMPERVIOUS SURFACES
TOTAL AREA 77,700 SF
EXISTING INPERVIOUS SURFACE AREA 0 SF
PROPOSED IMPERVIOUS SURFACE AREA 50,000 SF
qe-064eP At4P f Z�PJPP TO e6e Id
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LEGEND
ASPHALT PAVtMENT
GRAVEL
SIDEWALK
DITCH OR SWALE FLOW LINE
CATCH BASIN TYPEi
CATCH BASIN TYPE 2
M
AREA DRAIN
CLEANOUT
0
ROOFDRAIN
--- FOOTDRAIN
Rt EVC E. I V Fl.*" I"
DEVELOPMENT
v THRUSTBLOCK
STORM DRAINAGE LINE
VALVE
FIRE HYDRANT
BEND FITTING
FIRE DEPARTMENT CONNECTION
UTILITY CLEARANCE CALLOUT
BLOW OFF ASSEMBLY
POST INDICATOR
WATER METER
WOO" ROCKERY WALL
AD AREA DRAIN
CSTC CRUSHED SURFACE TOP COURSE
CB CATCH FASIN
CL CLASS
C.O. CLEANOUT
Cy CUBIC YARDS
DEV DEVELOPMENT
DI DUTILE IRON
E EAST
EX EXISTING
FD FODT DPAIN
FDC FIRE DEPARTMENT CONNECTION
FH FIRE HYDRANT
FL FLANG JOINT
GV GATE VALVE
HYD HYDRANT
IE INVERT ELEVATION
LF LINEAL FOOT
HDPE HIGH DENSITY THLENE PIPE
SL SLOPE
FS FINISH SURFA
FM FORCE MAIN
MJ MECHANICAL JOINT
N NORTH
NTS NOT TO SCALE
PLN PLAN
RD ROOFDRAIN
R/W RIGHT-OF-WAY
S SOUTH
SD STORM DRAIN
DDCVA DOUBLE DETECTOR
CHECK VALVE ASSEMBLY
SS SANITARY SEWER
STD STANDARD
TYP TYP�ICAL
W WATER
VVSDOT VVASHING-to" Z-Tk-Ta
DEPARTMENT OF
TRANSPERTATION
WM WATER METER
PIV POST INDICATOR VALVE
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PROJECT # 40002
Project Manager:
Allen B. Serner
TITLE SHEET
Co. I
OF 10 SHEETS
Min
.... .......
r
Fy
ol
BAS ELI N E
CONTRACTOR SHALL M)
10' MIN HAUL ACCESS
PAD EXCAVATION IS
COMPLETED. IF NECE!
DELAY SANITARY LIFT E
EXCAVATION OR PROVII
ALTERNATE MEANS OF
PROTECTION.
R/W
_j
TENfl?ojZ2kRy' EROSION SEDIMENT CONTROL PLAN
1)1=201
lE TEMPORARY PERIMETER
:EFER TO 4/C5.1
DE SILT
7- REFER
/C5.1
BAS I N (2)
kNDPIPE W/
TER
�IN
HYDRO-SEEDINGIMULCHING REQUIREMENTS
• SEED MIXTURE SHALL CONSIST OF:
40% DERBY RYEGRASS
40% RED FESCUE
20% PENNFIRE RYEGRASS
• EXECUTION: PERFORM ALL NECESSARY OPERATIONS TO BRING
SURFACE TO A FIRM SMOOTH, EVEN SURFACE FREE OF RIDGES AND
DEPRESSION, AND WITH POSITIVE SURFACE DRAINAGE, TO GRADES
INDICATED. APPLY SEED AT THE RATE OF 3 LBS. PER 1,000 S.F. HALF IN
EACH DIRECTION. ROLL SEED BED WITH 300 LB. ROLLER AFTER
SEEDING. HYDRO -SEEDING IS ANAPPROVED METHOD OF APPLICATION.
• CAUTION: IMMEDIATE INITIAL WATERING IS VERY IMPORTANT TO SEED
SURVIVAL. DO NOT OVER -IRRIGATE CREATING A SPONGY CONDITION
FOR ROLLERS. AFTER ROLLING, WATER THOROUGHLY TO PENETRATE
SOIL MIX AT LEAST 6-INCHES., REPEAT WATERING AT REGULAR
INTERVALS TO KEEP SEED BED MOIST AT ALL TIMES UNTIL ROOTED. IF
AT TIME OF FIRST MOWING, DEPRESSIONS AVE DEVELOPED,
DEPRESSIONS SHALL BE FILLEDWITH APPROVED SOIL MIX, LIGHTLY
COMPACTED, AND BROUGHT UP TO SPECIFIED GRADE. THESE FILLED
AREAS SHALL THEN BE RE -SEEDED.
EROSION AND SEDIMENTATION CONTROL NOTES
1 CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHEREVER PRACITCAL,
LIMITED TO ONE ROUTE, ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED
ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS, IF SEDIMENT IS-
TRANSPORTATED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END
OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM, ROADS BY SHOVELLING OR SWEEPING AND BE
TRANSPORTATED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING.
SHALL BE ALLOWED.O.NLY AFTER SEDIMENT IS REMOVED IN THIS MANNER,
2. STABILIZATION OF EXPOSED AREAS. ALL SOILSEXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE
STABILIZED BY SUITABLE APPLICATION OF BMP's, INCLUDING BUT NOT LIMITED TO, SOD,
HYDROSEEDING, OR.OTHERVEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMP's SHALL BE
SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE CITY OF EDMONDS MANUAL. THE
EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO
SOILS SHALLREMAIN EXPOSED FOR MORE THAN TWO DAYS FROMOCTOBER I THROUGH APRIL 30 AND
NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
3. PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM
SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS
ORFILTERS, DIKES, OR MULCHING, OR BY A COMBINATION OF. 'THESE MEASURES AND OTHER.
APPROPRIATE BMPs.
4. MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMP's SHALL BE REGULARLY INSPECTED AND
MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION.
ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE CRY OF EDMONDS
MANUAL.
5. AS REQUIRED BY THE CITY Of EDMONDS, OTHER APPROPRIATE BMPs TO MITIGATE THE EFFECTS OF
INCREASED RUNOFF SHALL BE APPLIED.
6, UNDERGROUND UTI . LITY CON . STRUCTION. THE CONSTRUCTION OF UNDERGROUND. UTILITY LINES SHALL
SPECIFICALLY ADDRESS THE FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILEDMATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTANT WITH SAFETY AND SPACE
CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; ,
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENTATION
PONDS, OR OTHER ACCEPTABLE MEANS)!
D. TRACKING AND SPILLING OF MATERIALS ON STREET DUE TO HAULING;
E DAILY CLEANUP AND STREET MAINTENANCE.
7. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF
GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET
FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOWi
8, DELINEATING CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/011 ANY
EASEMENTS, SETBACKS, SENSITIVE /CRITICAL AREAS AND THE BUFFERS, T.REES AND DRAINAGE
COURSES�
9, SEDIMENTTRAPPING, PRIOR TO LEAVING T HE 51 FE, STORM WATER RUNOFF SHALL PASS. THROUGH A
SEI)IMENT POND OR DEDIMENT TRAP OR OTHERR APPROPRIATE BMP's. SEDIMENT PONDS AND
TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPs INTENDED TO TRAP SEDIMENT
ON -SITE SHALL BE. CONSTRUCT I ED AS THE FIRST STEP IN GRADING. THESE BMP'� SHALL BE
FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH As
DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED
[IMETABLE.
lo. CUT AND Fill-11- SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED INA MANNER
TH . AT WILL MINIMIZE EROSION. IN. ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH
ESC REQUIREMEN I NO, 2.
11, CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTREAM FROM
DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE, TO INCREASES IN THE VOLUME,
VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE.
'I 2� STABILIZATION OFTEMPORARY CONVEYANCE CHANNELS AND OUTLEfSi ALL TEMPORARY ON -SITE
CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION
FROM THE EXPECTED VELOVO OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE
DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, AD)IkCEN-r
STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL
CONVEYANCE SYSTEMS.
13, STORM DRAIN INLET PROTECTION. ALL DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION
SHALL BE PROTECTED SO THAT WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM
WI TI IOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
14, REMOVAL OF TEMPORARY BMP's. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMP's; SHALL
BE REMOVED WITHIN 30-DAYS AFTER FIANL SITE STABILIZATION 15 ACHIEVED, OR AFTER. THE
TEMPORARY 8MPs IS NO LONGER. NEEDED, TRAPPED SEDIMENT SHALLBE REMOVED OR STABILIZED
ONSITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED.
15, DBYATERING CONSTRUCTION SITESi DIEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT
'TRAP OR SEDIMENT POND.
16. CONTROL OF POLLUIANTS OTHERJHAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS
OTHER THAN SEDIMENT THATOCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND
DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER..
17� FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE. FINANCIAL IN�TRIJIMENTS,
SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE� APPROVED EROSION AND
SEDIMENT CONTROL PLAN. (Ord. 3013 § 1, 1995).
Fcel-
OCT 2 0
0 DSP
PerWrHEHT CF RJfL,;LZ WOW5
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CITY OF EDMONDS
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DE,4ELOPMENT SERVICES CTR-
CITY OF EDMONDS
NOTE:
EXISTING CURB CUTS SHALL BE REPLACED
WITH STANDARD CURB/GUTTER AND SIDEWALK
PER CITY STANTARDS.
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YOU DIG
1 -800-722-4277
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DE,4ELOPMENT SERVICES CTR-
CITY OF EDMONDS
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EXISTING CURB CUTS SHALL BE REPLACED
WITH STANDARD CURB/GUTTER AND SIDEWALK
PER CITY STANTARDS.
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CONTRACTOR TO VERIFY ALL INVEHIS ANU EXbI
UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
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YOU DIG
1 -800-722-4277
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STORM
DRAIN
STRUCTURE -DATA
CB/MH NO.
GRATE/RIM
INVERT
ELEVATION
STRUCTURE TYPE
ELEVATION
SIZE/DIRECTION
AND REMARKS
CB
NO.
1
338.00
336.90;
N-CHANNEL
PRECAST TRENCH DRAIN
338.00
335.50;
6" OUT W
'ACO DRAIN' XHD 475-30
W/ SLOPED CHANNEL OR
OTHER APPROVED.
CB
NO.
2
338.50
336.90
CE
12"02" AREA DRAIN &
335.83
8"S
RWL CONNECTION
CB
NO.
3
342.50
335.32
8"E.N
TYPE 11-48"0 W/LOCKING
335.73
8"NE
BOLTS & SOLID LID
CB
NO.
4
337.50
334.54
8"S-6"E
TYPE 1
334.21
12"N
CB
NO.
5
338.15
333.60
12"N,S
TYPE 1
333.60
CE
CB
NO.
6
341.20
336.00
6"SE
TYPE il-48"O W/LOCKING
333.43
12"S,E
BOLTS & SOLID LID
CB
NO.
7
336.45
332.71
6"S
TYPE I W/LOCKING BOLTS
332.71
12"W,E
& SOLID LID
CB
NO.
8
333.00
329.00
8"N
TYPEI
CB
NO.
9
333.25
323.75
12" W,
TYPE 11-60"0 W/LOCKING
323.75
24" SE
BOLTS & SOLID LID
328.00
8" S,6"NE
DETENTION CONTROL RISER
CB
NO.
10
330.60
326.00
8"N
TYPEI
CB
NO.
11
331.25
323.00
24"SW,NW,NE
TYPE 11-72"0 W/LOCKING
325.25
8"S
BOLTS & SOLID LID; FLAT TOP
RESTRICTOR ORIFICE -REFER
TO DETAIL/PROFILE
OVERFLOW ELEV=328.00
BASE ORIFICE= r;,/8,114
BASE TO SECOND=44%�4Sb+
SECOND TO THIRD=0,(p0l,!)vbI,,l
CB
NO.
12
331.80
323.00
24" SW,
TYPE 11-72"0 W/LOCKING
NW,NE
BOLTS & SOLID LID; FLAT TOP
DETENTION CANISTER ENTRY
CB
NO.
13
332.85
321.50
36"0
CMP RISER ASSEMBLY W/
CMP RISER
LADDER RINGS; CAST
CONCRETE -FRAME &
COVER REFERTO
DETAIL
CB
NO.
14
332.90
321.50
36"0
CMP RISER ASSEMBLY W/
CMP RISER
LADDER RINGS; CAST
CONCRETE -FRAME &
COVER REFER TO
DETAIL
CB
NO.
15
341.00
331.02
36"OE,W
TYPE 11-72"OM.H. W/
LOCKING BOLTS & SOLID LID
CB
NO.
16
336.30
324.63
36"OW,SE
TYPE 11-72"OM.H. W/
329.00
CON
LOCKING BOLTS & SOLID LID
CB
NO.
17
331.50
323.00
24"0
TYPE 11-72"OM.H. W/
NE,SW,NW
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345
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SEE SPECS
EXIST M.H.-PLAN M.H.-':PLAN
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s
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SEALED MERCURY
S, SWITCH
L BASEPLATE LEVELING REINFORCING STEEL: 0.39 IN/FT EACHWAY
j ��
BOLT &LOCK NUT PER WSDOTSTD. PLAN B-23b (960)
NDISTURBED SOIL
#A
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RECEIVED
OCT 2 0 2000
DEVELOPMENT SEnVICES CTR.
CITY OF EDMONDS
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J:�RW. V4aAEWf�P_ kV rinJI-10 -Tb ee.
LAb I
CONTRACTOR TO VERIFY ALL INVEHI�S ANU
UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
CALL 48 HRS BEFORE YOU DIG'.
1-800-722-4277
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FRATE SANITARY
SE ER LIFT STATION
PROFILE DETAILS
p W
LAN
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FINISH GRADE
SLOPE TO EXTEND
TO DAYLIGHT
4
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HIHIMUM rzY—K
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DURING CONSTRUCTION.
GRAVEL BACKFILL FOR WALLS
MIN. ALL.'
LOCATIONS f
.... MINIMUM 6"DIA. PERFORATED DRAIN
PIPE WITH SUITABLE OUTLET TO BE
INSTALLED, MUST BE AS LOW AS POSSIBLE
AND NO HIGHER THAN SUBGRADE.
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GRAVEL BACKFILL FOR DRAINS
OR BETTER (WSDOT SEC. 9-03.12(4)
t
PLACE ROCK ON FIRM UNDISTURBED
SOIL OR CONCRETE BASE
ROCK WALL DETAIL
NOT TO SCALE
PLAN
R/W
I
SECTION_
NOTES
1 . INSTALL 4' QUARRY SPALL SPALLS.
2. THE 100' MINIMUM LENGTH SHALL BE LENGTHENED AS
NECESSARY TO ENSURE MATERIAL ISNOT TRACKED INTO
PUBLIC RIGHT-OF-WAY. ALTERNATE CONSTRUCTION
ENTRANCES WILL BE ALLOWED WITH APPROVAL OF THE
CITY ENGINEER ON A CASE BY CASE BASIS, WHERE
PHYSICAL SITE CONDITIONS AND SITE DICTATE.
3. EXISTING DRIVEWAY RAMP, OR SITE ACCESS ROAD 20'
WIDE MIN. MATERIAL MUST BE EQUAL TO OR BETTER
THAN, SPECIFIED IN NOTE.
CONSTRUCTION ENTRANCE
NOT TO SCALE
GRAVEL — W MINUS — SHOP, NOT ROUND
OR CRUSHED ROCK (2 SIDES — MIN)
"GRASSRING 2" GRID
ALUMINUM EDGING — "PERMA-LOC'
0 EQUAL
0"-0 4m
4C� 0 :,c ANCHOR PINS — 4" NAILS W/ WASHERS
. .. .... — OR SIMILAR DEVICE.
(GALV)
1/5 In"Tr"111)"nKI [=KIT
...... POROUS GRAVEL BASE MINUS,
p
11 " THICK SECTION
GEOTEXTILE FABRIC — "TYPAR 3401'
OR EQUAL
GRAVEL - GRID SECTION
NOT TO SCALE
1/2" Max. Perforations
CMP RISER- PERFORATED
WATER LEVEL DURING STORM
SEDIMENT STORAGE
POND BOTTOM—.,�
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cl,
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PLAN
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FILTER
2' MIN COMPACTED
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WIRE MESH
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U/Alyl
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N = 4 w ffm 0 V/////J, m wom -@
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EXIST. STRE ET--N v SAWCUT 12" MINIMUM
SECTION FROM EDGE OF EXCA—
VATION
4-
bl,
CO�`IPACTED SUBGRADE---- 4
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APPLY ASPHALT EMULSION (CSS-1)
OR APPROVED EQUAL TO THE
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OF THE CUT, IMMEDIATELY
BEFORE RESURFACING------"" :4 IN
105
PIPE TRENCH BACKFILL, BEDDING, AND
SURFACING SHALL BE CRUSHED SURFACING
TOP COURSE PER SECTION 9-03.9(3)
WHERE REQUIRED AND OR AS DIRECTED -BY 4
'7'HE ENGINEER ............ LLIJ ic:i
FOUNDATION MATERIAL PER WSDOT-.......... f 0
'STD SPEC 9-03.17 (FOUNDATION
MATERIAL, -CLASS A) WHERE
DIRECTED BY THE ENGINEER
z
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SECTIONS OF THE STANDARD
SPECIFICATIONS:
ll� WATER SECTION 7-10.,3(7)
2 STORM SANITARY
SECTION 7-08.3(1)A AND
2-09.4
NOTE
1. ALL FILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY.
2. THIS DETAIL IS GENERALLY USED WHEN REPAIRS ARE
PERPENDICULAR TO CENTERLINE.
3. DEPTH VARIES, WITH SHORING AND CRIBBING REQUIRED WHERE
TOTAL TRENCH DEPTH MEASURED FROM EXISTING SURFACE GRADE
TO BOTTOM OF TRENCH EXCEEDS 48 INCHES,.OVER 20 FEET DEEP
TRENCHES SHALL BE ENGINEERED.
STREET RIGHT-OFMAY PIPE TRENCH
BACKFILL & P"EMENT RESTORATION
NOT TO SCALE
SILT FENCE
NEWLY GRADED OR DISTURBED
SIDE SLOPE
2-
2.
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1. SIZE BASIN FOR &MONTH 24
-HOUR DURATION STORM
EVENT (DOE STORMWATER MANUAL) 1=1 I F
BACKFILL WITH COMPACTED
NATIVE MATERIAL
NOTE
1. INSTALL THE SILT FENCE FIRST, PER EROSION CONTROL
TYPICAL SEDIMENT BASIN NOTES. AFTER THE SILT FENCE HAS BEEN INSTALLED,
NOT TO SCALE CONSTRUCT BERM AND TRENCHES. '
SILT FENCE WITH TRENCH
NOT TO SCALE
JACK COAT
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CLASS"B" COMPACTED (2 LAYERS)
A�PHALT TREATED BASE
95% MAX. COMPACTED FILL OR
NATIVE EXCAVATION
PARKING AREA
ACCESS ROAD
ASPHALT CONCRETE PAVEMENT
NOT TO SCALE
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MECHANICAL COMPACTION DISTURBED AREA
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NOT TO SCALE OCT 2 0 2000
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EDMOND S CT(j.
FLATTER MY OF S
PLAN VIEW
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PROJECT # 40002
PROJECT MANAGER
ALLEN B. SEMER
MISCELLANEOUS
CONC. BLOCKING AS REQ'D W� LOCMNG
1 2
MIN. 6"
FOLLOWER RING AS SHOWN- SEE DETAIL
7--
7--
4" MIN. D.I. CLASS 52.
PRECAST CONIC. VAULT.
APPROVED DCVA IN BYPASS LINE (LATEST
DSHS APPROVED LIST) SHALL BE'ON
-MIN. 6"
OPPOSITE SIDE OF PUMER LINE.
DETAIL
"N
G)
APPROVED DDCVA IN MAIN LINE (LATEST
PUBLIC WORKS FIRE DEPT.
DSHS.APPROVED LIST).
INSPECTI N
INSPECTION
21
22
CONC. SUPPORT PADS UNDER CHECK VALVE.
17
87, 6- OR �' FL COUPLING ADAPTER
9
f-
4!' MIN -/@
@
10". 6'. 6' OR 4�' PExFL PIPE.
4" MIN,
4" MIN. 13
G)
GROUT INTERIOR & EXTERIOR ALL
MIN. -
a Ill
12
AROUND PIPE.
23
16
4 MIN.
B", 6" - OR 4!' CATE VALVE, FIL W1 POST
MIN.
6
INDI`CATOR W/ TAMPER SWITCH.
5
14 8
FROM
FR OM
MAIN
MAIN
TO BUILDING
@
0", 8". �" OR 4�' TEE, FL.
10". 8", 6" OR 4" REDUCING
4"
4'
90' BEND. F L. AS REQ'D.
2
0
MIN.
7
4LU--
_m7N�
@
6:' OR 4!' LONG RADIUS 90- BEND,. FL
4 23
NOTES
MINIMU M CLEARANCES IN
(9
6" OR 4" SPOOL. FL.
METER
VAULT ARE DEPENDENT UPON
6" SWING TYPE GRAVITY OPERATED CHECK
LOCATION OF PUMPER
CONNECTION.
VALVE, FL W1 SALL DRIP.
DCVA TO BE ON OPPOSITE
4" OR 6" 90' BEND, FL
SIDE OF CHECK VALVE.
4" OR 6' SPOOL, FLxFL.
6'- 12"
' r �VE
to
6' OR 4" BEND, FLxFL.
AB
ABOVE
FINISHED
FINISHED
FLAP ADAPTER.
GRADE
GRADE
0
6" OR 4" GALV. PIPE. THREADED. LENGTH AS
4D
REQ'D
uJ
I-
0
0
@
4%4"x67 BULL, ELBOW. THREADED.
> Z
0 UJ
@
UL LISTED FD CONNECTION & UL LISTED
19
BREAK AWAY CAPS, LOCATE WITHIN 50' MAX.
OF A PUBLIC FIRE HYDRANT.
@
O.S & Y VALVES TO BE RESILIENT SEATED
18
W/ TAMPER SWITCHES. ADD WIRING IN
ACCORDANCE W/ L & 1
GALV. CONDUIT SLEEVE. SEALED BOTH
ENDS, FOR ELECTRONIC MONITORING WIRES.
@
LADDER AS*REQ'D PER OSHA.
MIN. COMPACTED FOUNDATION
GRAVEL UNDER VAULT
DETECTOR DOUBLE
CHECK & VAULT
ASSEMBLY
DETAIL
f SQUARE
OPERATING
/_ NUT
NOT TO SCALE
X
IF LENGTH is 5' OR
GREATER, ADD
SECOND ROCK GUARD
NOTES
I . HYDRANTS AND ALL MATERIALS TO BE APWA OR AWWA APPROVED.
2. FIRE HYDRANT SHALL BE M&H No. 929 OR MUELLER CENTURION WITH 5 1/4" VALVE. TWO 2 1/2" NST
HOSE PORTS, AND ONE NST 4" STORZ FITTING ON 4 Y? STEAMER PORT FACING TE STREET. 1 V4"
OPERATING NUT AND CAP NUT FOR 2 Y? PORTS, BREAK -OFF HYDRANT BASE FLANGE.
3. 4" THICK X TX 3'CONCRETE PAD WITH V? X 4" EXPANSION STRIP AROUND HYDRANT. HYDRANT
SHALL SIT IN THE CENTER OF THE PAD. CONCRETE SHALL BE CLASS 3000.
4. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION WHEN NECESSARY.
5. BREAK -OFF FLANGE TO BE 1 5/8" TO 7 5/8" ABOVE GROUND LEVEL.
6. Y? CY DRAIN ROCK WRAPPED WITH MIRIFI 140 WOVEN FILTER FABRIC OR EQUAL.
7. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS RUST-O-LEUM,
IIINTERNATIONAL YELLOW".
8. MECHANICAL JOINTS TO BE WRAPPED WITH 6 MIL. POLYETHYLENE SHEETINGS.
MAX RAKE, 1/4- PER FT
FROM GROUND IBM
4 STORZ 11TTING
le; m1w r ?J6 pw
1 5/8- - 7 5/8- )euve 1:;wr-4 /—VALVE BOX AM
CONCRETE PAD EXTENSION
SEE NOTE 3. PER SM PUN 604
. . . . . . . . 'U
CAST IRON TEE
\—EXPANSION STRIP (MlxWxn) OR
SEE NOTE 3. SIS TAPPMG SLEEVE (FL)
00 00,
DRAIN ROCK o 000" RETAWER GLANDS
SEE NOTE 6. oogogo:00 00
0
01
gggggg:g 00, MEGA LUG OR EQUIV.
EX
P
TENSION
M P
CAST IRON
S/S TAPPI
00
0
CL 62 D. . PIPE
6" MIN. RISIV GATE VALVE
(MJXFL)
THRUST BLOCK SOLID CONC BLOCK THRUST BLOCK
4 S.F. BEARING 4 S.F. BEARING
FIRE HYDRANT ASSEMBLY
NOT TO SCALE
L-ROCK GUARD,
4 1 / " DIA.
1/8 .4 MIN. THICK
3/4" GALVANIZED
STEEL TUBING
[43/9' SET SCREW
OPERATIN NUT EXTENnFR
CONC.
BLOCKING
CONC
BLOCK
NOTE:
VALVE EXTENSION SHALL BE INSTALLED
WHEN DISTANCE BETWEEN FINISH GRADE
AND TOP OF VALVE NUT EXCEEDS 36"
2" SQUARE OPERATING
NUT, APPROX. 30"
BELOW FINISH GRADE
18"0 0.1. VALVE BOX
(OR APPROVED EQUAL)
-- — — — — H
CASTIRON
DROP COVER
18"0 C.I. VALVE BOK
(OR APPROVED EQUAL)
PLATE (2 PLACES)
WELD 1/4"X5 3/4"0
3/4"0 STEEL ROD
6"0 C.I. SOIL PIPE
(OR APPROVED EQUAL)
2" SQUARE
OPERATING NUT
BOX & OPERATING NUT EXTENDER
VALVE
NOT TO SCALE
NOTE:
1.) MECHANICAL JOINT SLEEV;.S SHALL BE HEAVY DUTY
PLAN ELEV.
HEAVY DUTY CAST
IRON TAPPING TEE
2.).TAPPING SLEEVE -a VALVE ASSEMBLY TO BE
PRE -APPROVED BY THE ENGI�EER.
PRESSURE TESTING SHALL BE APPROVED BY.
CONSTRUCTION INSPECTOR PRIOR TO TAPPING.
PLAN
STEEL TAPPING TEE
ELEV,
TAPPING SLEVE & VALVE ASSEMBLIES
NOT TO SCALE
BLIND
FLANGE
90* BEND
450 BEND
,E TEE
BLIND FLANGE
OR SMALLER SIZE PIPE
-J J
GATE VALVE
1/4' 13END
11 1 /4- imin
22 1/2' BEND
THRUST BLOCK — TABLE
MIN. BEARWG AREA AGAINST UNDISTURBED SOIL
SQUARE FEET
PIPE
SIZE
FT2
FT2
FT3
@
FT9
@
FT2
(1)
FT2
4"
3
1
1
1
1
NONE
6"
4
4
2
1
1
NONE
81,
7
6
4 1
2
1
4_
iol,
11
10
6
3
2
6
12"
16
14
9
5
3
9 1
14"
22
19
12
6
3
12
16"
29
25
16
8
4
16
18"
1 36
31
20
10
5
20
20"
45
39
24
13
6
24
22"
54.
47
29
15
8
29
24"
64
56
35
18
9
35
28"
87
1 76
48
24
12
48
30"
101
-
67
55
28
14
55
36-
175
125
1 78
40
20
78
42'
_57
171:[
�O7
1' 55
1 27
107
48'
257
223
1 140
1 71
1 36
0
1 14"
NOTES
1. BEARING AREA OF CONCRETE THRUST BLOCK BASED ON
200 PSI PRESSURE AND SAFE SOIL -BEARING LOAD OF
2,000 POUNDS PER SQUARE FOOT.
2. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES,
PRESSURES, AND SOIL CONDITIONS.
J LUNCRETE BLOCKING (CLASS 3000) SHALL BE CAST IN
PLACE AND HAVE A MINIMUM OF ASQUARE FOOT
BEARING AGAINST THE FITTING.
4. BLOCK SHALL BEAR AGAINST FITTINGS ONLY AND SHALL
BE CLEAR OF JOINTS TO PERMIT TAKING UP OR
DISMANTLING OF JOINT.
5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO
WITHSTAND FULL TEST PRESSURE UNDER ALL
CONDITIONS OF SERVICE.
6. MINIMUM ROD DIAMETER SHALL BE ASTM A-307
WITH 36KSI YIELD STRENGTH.
7. SHEET PLASTIC OVER NUTS AND BOLTS PRIOR TO
CONCRETE POUR.
THRUST BLOCKS
NOT TO SCALE
fo
ASPHALT PAVEMENT/GRAVEL -
NOTES
1 . DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15'CENTER TO CENTER, THEY SHALL BE NOT.
LESS THAN 3/16" IN THICKNESS AND SHALL EXTEND 2" BELOW THE GUTTER LINE.
2. THRUI JOINTS - %" THRU JOINTS SHALL BE PLACED AT ALL COLD JOINTS OR AS DIRECTED BY THE
ENGINEER AND SHALL EXTEND I " BELOW BOTTOM OF CONCRETE.
CEMENT CONCRETE CURB
NOT TO SCALE
SHALLOW V GROOVE IN MONOLITHIC
3/8" X 4" JOINT IF SEPARATE
CONSTRUCTION
OR AS -SHOWN ON PLAN FLAT
2% SLOPE
v
CEMENT CONCRETE WALK & CURB
q:� �.eaq r ...... ... . .......
5/8" GALV. EYE BOLT (TYP)
MIN 5/8" GALV. I.W.R.C. WIRE ROP�.
..GALV. NUT AND WASHER
2' LENGTH 5/16" GALV. CHAIN
SWELL END OF BOLT (TYP)
LOCK
4" DIA STEEL POST; PAINTED.
-5-0-
P- TMIN, -
L i
LOCK_i 4"
OTMIN
ACCESS CONTROL GATE
NOT TO SCALE
1 1/8" DIA HOLE FOR 1" DIAX 20" LONG
LOG).
REINFORCING BAR ANCHORING PIN (2 PINS PER
(2) #4 BARS (CONTINUOUS), 3" CLR.
RECEivlEt)
0 C T 2 0 2000
OFVELOPMENT SERVICES CTR.
C;ITY OF EDMONDS
CEMENT CONCRETE WHEELSTOP
NOT TO SCALE PROVIDE CAST IRON RING
THREADED PVC PLUG WITH HEAVY DUTY SCORED
r CAST IRON COVER
2'x2'xl' CONCRETE —
PAD IN ALL AREAS,
FINISH GROUND
4"0 OR 6"0 FOR -
RESIDENTIAL 6"0
FOR COMMERCIAL.
12"0
NOTE:
CONCRETE SLEEVE AND SURROUNDING
GROUND IS TO BE SLOPED AWAY FROM
CLEANOUT.
8" CLEANOUT
NOT TO SCALE
4
1 2pp
L
FIBER JOINT PACKING
\—LONG BEND RADIUS
KNOCKOUT TYPE PLUG
AT END OF LINE
CAST IRON RING AND COVER
OL�MPIC FOUNDARY
# M1007 OR EQUAL
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PR0JECT # 40002
Project Manager:
Allen B. Semer
MISCELLANEOUS
PR0JECT # 40002
Project Manager:
Allen B. Semer
MISCELLANEOUS
71'
"311
LOCKING ROD
AA
0
DETAIL A I
NOT TO SCALE nrl All zo
1 oil
2" CHAMFER (TYP)
36" DIA DOUBLE WALL
STORM DRAIN PIPE
ROUND OUT GROUT
3" RADIUS (TYP)
— I I...
NON -SHRINK MORTAR
FILL, AS APPROVED BY
A oil I I n1z F-Ilk-7111MMM
51-017
SECTION A — A
NOT TO SCALE
NOTE:
1. HEADWALL REINFORCING BARS SHALL BE
#5 @ 12" O.C. EACH WAY AT CENTER OF WALLS.
2. ALL METAL GRATES AND ATTACHMENTS SHALL
HOT DIPPED GALVANIZED AFTER FABRICATION.
%11 DIA HORIZONTAL BAR
2 - DIA x 20" HORIZONTAL (STOCK), 8" O.C.
BAR STOCK (NOT DEFORMED),
WITH THREADED ENDS AND ROUND OUT GROUT
LOCKING NUTS. 31' RADIUS (TYP)
t12- MIN
/-n I
STONE PAD, 07"
8" MIN ROCK __9 0�
PLAN VIEW
NOT TO SCALE
m1m1rf,%M a oil)
END VIEW
NOT TO SCALE
HEADWALL WITH -ACCESS GRATE
NOT TO SCALE
6" DIA DI WATER
4" DIA WATER
rp Ki v�
- V. LD 110.4
TYPE 11 MANHOLE TYPE I
*REFER TO SHEET C4.1 REFER TO SHEET C4.1
PROFILE SCALES
HORIZONTAL: 1 " = 30'
VERTICAL: 1" = 6'
CI3 No. 5
TYPE 11 MANHOLE
REFER TO SHEET C4.1
8" DIA WATER
J c� �-_ JL—U.0 I
CB No. 6 CB No. :7
TYPE 11 MANHOLE TYPE 1.*
REFER TO SHEET C4.1 *REFER TO SHEET C4.1
.1%j u1njivilill
BAFFLE-PETAILS
C)l M.
4- ?
WATER SURFACE
ASHPALT PAVEMENT
+ 340
335
330
26 LF —12' @ SL=0.0 1
------ 325
2 LF - 24" @ SL-0.0 05 320
TYPE 11 MANHOLE TYPE 11 MANHOLE TYPE 11 MANHOLE
+ REFER TO SHEET C4.1 *REFER TO SHEET C4.1 W/ WATER QUALITY
RESTRICTOR DEVICE
*REFER TO SHEET C4.1
FRAME & LADDER OR STEPS NOTES
OFFSET (SEE NOTE 4). FRAME ROUND SOLID COVER WITH 1 . PIPE SIZES AND SLOPES PER PLAN.
& COVER ELEVATION PER PLAN. LOCKING BOLTS 2. OUTLET CAPACITY: NOT LESS THAN COMBINED INLETS.
3. METAL PARTS: CORROSION RESISTANT. GALVANIZED
PIPE PARTS TO HAVE ASPHALT TREATMENT 1.
4. FRAME & LADDER OR STEPS OFFSET SO:
340 ASHPALT PAVEMENT 12" DIA STORM -4- A. CLEANOUT GATE IS VISIBLE FROM TOP.
10 B. CLIMB -DOWN SPACE IS CLEAR OR RISER AND
OVERFLOW ELEVATION CLEANOUT GATE.
8" DIA WATER TO PROVIDE DETENTION
& OIL SEPARATION 10 5. MULTI -ORIFICE ELBOWS MAY BE LOCATED AS SHOWN OR
L
335 + —MAX. W.S. ALL ON ONE SIDE OF RISER TO ASSURE LADDER
ELEV. CLEARANCE.
73 LF - 36" @ SL=0.0875 it — - STANDARD GALVANIZED STEEL
PIPE SUPPORT(S): OR FIBRE SAFETY LADDER STEPS
A.
3" x 0.90 GAGE BOLTED
330 OR IMBEDDED 2" IN ELEV.
( 4)
t%k I CDArI1tIr_ +
WALL A I VIM- 3
36" DIA EXISTING STORM 4-
MIN. ONE SUPPORT.
INV EL. 32450 CLEANOUT GATE: RE
325 TO DETAIL HEREON
INL.6� PIPE
25 LF - 36" @ SL=0.005 - OR PIPES
--..dL-
IN
0
LEI TPE
R PIPES
k
320
CONCRETE HEADWALL &
CB No.1 5 CB No.16
TYPE 11 MANHOLE TYPE 11 MANHOLE PIPE OUTLET: REFER INVERT ELEV
INVERT ELEV PER PLAN PER PLAN R[
REFER TO SHEET C4.1 *REF�RTO SHEET C4.1 TO DETAILS HEREON
C(
PROFILE SCALES
HORIZONTAL: I " = 30'
VERTICAL: I" = 6'
1 5t - off
DRAINAGE SWALE
41 off
2
CD
0
RESTRICTOR PLATE WITH ORIFICE
b
AS SPECIFIED. NOT NEEDED
IF ONLY FOR POLLUTION CONTROL. /4 PLATE WITH Of
Ar, prripirn
I=Lt3UVV LJM I AIL
NOT TO SCALE
rl-%J" Mr-O I Ml%.# I UMIUIL rULL RECEIVEL)
CONTROL., TEE TYPE
NOT TO SCALE OCT 2 0 2000
DEVELOPMENT SERVICES CT11.
HOLES 6 PLACES ON CITY OF EDMONDS
10 3/8" BOLT CIRCLE
FOR BOLTING TO FLANGE
CONNECTION ON TEE --\
----------
0 0
�—FENCE (TYP). REFER TO 11 It It It
LANDSCAPE DRAWINGS
5 Olp
SEGMENTED CONCRETE BLOCK 0 0
%%
WALL. REFER TO MANUFACTURER'S
RECOMMENDATIONS FOR INSTALLATION
JRAINAGE SWALE
NOT TO SCALE
0 L I ___ I I
LIFT HANDLE SHALL BE ATTACHED
BEDDING MATERIAL PER MANUFACTURER'S RECOMMENDATIONS SIDE
APPROVED FOR FRONT
CONSTRUOTION CLEANOUT/SHEAR GATE
mows" z/z -z NOT TO SCALE
Adl�� City Englne-o'r' Date
HANDLE WITH
LOCK PIN
ADJUSTIBLE LOCK HOOK
LOCK SCREW
1 " ROD, VARIABLE LENGTH
LIFT HANDLE
MEM�
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MISCELLANEOUS DETAILS
& PROFILES - I
�)F 10 SHrEEETS
ri
A PORTION OF THE S.W.1/4, S.W.1/4, SEC.291
SNOHOMISH COUNTYf WASHINGTON
it040 �C>NUMG14T
I N CAf`5 G, I Z - I I - 0-:5
FNP TAC-y- IN titF�\O
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3-086
R.O.S. AF#9810215004
BUILDING
5' DRAINAGE EASEMENT
ACE OF CURB AF#81040802472 FND 1" IP
F
30.01 — — — — — — — — — — — — —
a __,v,
\�7'27'48"E 301.65 4' CHAJN ;;f (�
LINK FENCE/*I w
0
>
M
SOUTH LINE OF THE
NORTH 264 HEI
DRIVEWAY WIDE CUT W, IZ2, S.W. 1/4. S.W 1/4, S.W. 1/4 z
29- 7-4 0
rn
tx
PARCEL B 0
(270429-003�084-00) z
38,949 SF 1:
z z
NORTH LINE OF THE 2 A
—LINE TO BE DELETED SOUTH 272,5 FEET 6 1-n
W. 1�72� S.W. 1/4, S.W 1/4, S.W. 1/4 (4 20
29— 4
cj
SB9*,32'06"E
302.51'
BUILDING
16' WIDE DRIVEWAY CUT
N11'
FND REBAR CAP
LS#9891
W,
30'
FND MONUMENT
IN CASE --� b
1 1 2-11-03 _ k n
30' 1/29
31 32
CERTIFICATION:
1. JAMES E. SULLIVAN, AS PRESIDENT OF THE SENIOR HOUSING
ASSISTANCE CORPORATION, THE GENERAL PARTNER OF, THE
OWNER OF FEE SIMPLE OF THE LAND HEREIN DESCRIBED, DO
HEREBY MAKE A BOUNDARY LINE CONSOLIDATION AND DECLARE
THE BOUNDARY LINE CONSOLIDATION TO BE THE GRAPHIC.
REPRESENTATION OF SAME. I
BY* BALLINGER COURT ASSOCIATES LIMITED PARTNtRSHIP, A
WASHINGTON GENERAL PARTNERSHIP.
BY: SENIOR HOUSING ASSISTANCE CORPORATION. INC., ITS
MANAGER. A WASHINGTON CORPORATION.
MTNESS WHEjREAT I HAZ SET MY HAND AND'SEAL
WH
a,A,
..
AMES . SUL N; PRESIDENT .
STATE OF WASHINGTON
) SS.
COUNTY OF SNOHOMISH )
ON THIS DAY APPEARED BEFORE ME MR. JAMES E. SUIlIVAN TO
ME KNOWN TO BE THE INDIVIDUAL DESCRIBED IN AND WHO
EXECUTED THE FORGOING INSTRUMENT AND ACKNOWLEOGED TO ME
THAT HE SIGNED AND SEALED THE SAME AS HIS OWN FREE AND
VOWNTARY ACT AND DEED FOR THE USES AND PURPOSES
MENTIONED HEREIN.
GIVEN UND Y HAND AND OFF)CIAL M.
0 Au.
DAY OF 2 0 ifft-L 11ON V%
PRINT N"A�_C
PRINT
NOTARY PUBLIC IN AND FOR THE: 'PUBLIC
STA INGTON. RESIDIN A
I
Y/kSHINGT 1,0101
MY COMMISSION IRES - 0 top
PARCEL A
(270429-003-085-00)
39,168 SF
61
II,Oo �0�
va'��s Ar 7,9
228TH ST. S.W.
S89'32'06"E 497.28
280.06 (MEAS)
vmuw(�m (vae-7c,
Lz- - e� Z/ (1el&00 &
RECEIVED
MAR 1 1 2005
BUILDING DEPT.
IS EWP%
I MEET FILE
FO
A
(A
ORIGINAL LEGAL DESCRIPTION PARCEL A:
0
EARGEL, A
THE NORTH 129.5 FEET OF THE SOUTH 272.5 FEET OF THE WItST
HALF OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF
THE SOUTHWEST QUARTER OF SECTION 29, TOWNSHIP 27 NORTH,
RANGE 4 EAST, W.M.;
EXCEPT THE WEST 30 FEET FOR ROAD;
FND REBAR CAP
PRIGINAL LEGAL DESCRIPTION PARCEL B:
30'
PAR!QEL a;
WEST HALF OF THE SOUTHWEST QUARTER OF THE SOUTHWEST
'QUARTER OF THE SOUTHWEST QUARTER OF SECTION 29, TOWNSHIP
27 NORTH, RANGE 4 EAST, W.M.;
EXCEPT THE SOUTH 272.5 FEET THEREOF;
AND EXCEPT THE NORTH 264 FEET THEREOF:
AND EXCEPT THE WEST 30 FEET FOR ROAD;
MONUMENT
FND MONUMENT-\
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
/-FND
IN
CASE
CASE
18-11-03
12-11-03
LEGAL bESCRIPTION AFTER CONSOLIDATION:
THE NORTH 129.5 FEET OF THE SOUTH 272.'5 FEET OF THE WEST
Al fT Ar TU17 C%nHTU f7CT f)HAOTCO AC' TUC' Q0HTU%AfCQT f)HAPTrP eW
ZONING=RA4-1.5
-7 61117 .5 F - -rc>-r^ L_ A RrAOFC�DMaINEr-)t LDT�,
RECORDING CERTIFICATEs.
FILED FOR RFnnpn AT TWc' '"IN THIS
CONFORMED COPY MINUTES PAST
85002 1 PG 'AGE
---2005020 HOMISH
COUNTY, 02-08-2005 10.12am $86.00
SNOHOMISH COUNTY, WASHINGTON
MANAGEI
CITY APPROVAL:
APPROVED AND AUTHORIZED FOR RECORDING BY THE CITY 6e
"�Oj WA4
OF EDMONDS PLANNING DIVISION,
CIA
Y.
rAq.
BY 14t
THIS DAY OF 2004.
L L A10
EXPIRES I 1�!�
THE sou'rHWEST QUARTER.OF SECTION 29, TOWNSHIP 27 NORTH,
RANGE 4, EAST, W.M.;
EXCEPT THE WEST 30 FEET FOR ROAD;
..TOGETHER WITH THE WEST HALF OF THE SOUTHWEST QUARTER OF
THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION
29, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.:
EXCEPT THE SOUTH 272.5 FEET THEREOF;
SURVEYOR'S CERTIFICATE:
THIS MAP CORRECTLY REPRESENTS A SURVEY BY ME OR UNDER AND EXCEPT THE NORTH 264 FEET THEREOF;
MY DIRECTION IN CONFORMANCE WT14 THE REQUIREMENTS OF THE
SURVEY RECORDING ACT AT THE REQUEST OF ARTHUR L. MARTIN IN AND EXCEPT THE WEST 30 FEET FOR ROAD;
;4 U to —, 2004.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
0 IE 7H. S_ __RT, P.L.S.
L.S. NO. 14490 STATE OF WASHINGTON
CHECKCD 13Y: A.15 I SCALE: 1 1-500
.5HEET No. I or I
LOT LINE ADJUSTMENT No. l.L-2±-_!0l
CITY OF EDMONDS LOT LINE ADJUSTMENT
COVENANT CONSTRUCTION
S.W.1/4,S.W.1/4, SEC.29j T.27N., R.4E., W.M.
SNOHOMISH COUNTY, WASHINGTON
/__ll
k
A PORTION OF THE SW 114 OF THE SW 114 OF THE SW 114 OF SECT 29, 71114P. 27 N, RGE. 4 Es Wm.
STA. 2+32.38, 15.17' RT.
1-6'A" TEE (FL)
1-9W REDUCER (FLxMS)
1-67 G.V. FLxMJ) -334
STA 1+97.11, 13.931 RT. 1-8�' ADAPTOR (FLxMJ) 332
l-Erx45' BEND (Mi) BUILDING 6 LF Er D..' SPOOL
STA. 0+45.83, 13.93' RT. W/ THRUST BLOCK
1 -HYDRANT ASSEMBLY
1 -9' 99 BEND (MJ)
22 LF Er D.I. WM 4!' STORZ ADAPTER/ 15 LF If D.I. FPSL
W/ THRUST. BLOCK W/ Z// SCALE: 1" 20'
-AND THRI T BI OCE z
FACE' OF 9 WITH APPROVED REFLECTOR
UTILITY TRENCH
0 20 40
Rocl(ERY IL
PATCH
7
SDUH i 141
STA 0+13.51, 12.75' RT. D D o+w oi5o
1-1;rx6' CUT -IN TEE FL�
z� mf
I vr.
1-ltx4!' CUT -IN TEE
-, i�`M,47 W
2-1Z G.V. (FLxMJ)
OfTE �
1 -T G.V. MJxFL MS-1 2
1-4 G.V. �MJxN NOTES.
2-1Z SLEEVE COUPLINGS N
1. POT HOI F LOCATION OF SEWER CONNECTION AND REPORT TO ENGINEER PRIOR
W/ THRUST BLOCKS
re
TO INSTALLATION OF SANITARY SEWER LINE.
7
AivT so -A TO so-
2. CONCRETE BLOCK IS REQUIRED AT ALL FITTINGS. SEE SHEET DT-03 FOR
L.00KV,V OM -FeUVAIE, 00 11 - wN, ot
DETAIL.
w"g
w,
,_,30,x
151 LF Er D.I. FPSL,
STA. 0+45.83, 21.75' RT.
gy
3. LOCATE HOT BOX ON PRIVATE PROPERTY.
ItS U U_ D.I. FPSL
. . . . . . . . . .... 1 -Er 99 BEND (MJ)
........ . . . . . . . .
STA 0+28.34, 25-43' RT. 4! WATER SERVIC
W/ THRUST BLOCK
4. FPSL STANDS FOR FIRE PROTECTION SERVICE LINE.
D.I. LINE
\(Typ.) 76 LF'V' D\.I. FP 's
DOUBLE DETECTOR CHECK
1-R.P.B.A. W/ HOT BOX VALVE - FDC AND POST INDICATOR\ 5. FIRE CONNECTION PERMIT REQUIRED PRIOR TO INSTALLATION OF FIRE
RK
1-3" METER WATER SIER�
PROTECTION SERVICE LINE AND ASSOCIATED APPERTANCES.
-01
VALVE, SEE DETAIL E7.8
(M=,34 4
SEE DTL. SHT. DT M
Ir- =J-3 (Typ.)
SEE NOTE 3 -AND E7.8.1 ON DT-02 j1A. 2+54.26, 12.00'
.2,
6' 45' BEND (MJxFL)
3 L.F. Er PVC S=0.0050'N
STA 0+28.44, 30.32' RT.
C.0 -5, T om
1 1/Z IRRIGATION RUST BLOCK ffi`
=335.81 W/
v N- 5307.84, E- 5114.18
WATER METER W/
IE=336.33
BACKFLOW ASSEMBLY it Of
N
SEE DTL, SHT. DT-03
E G SSMH,
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20
N� 32"7 V,
5
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707007,00,
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STA. 3+28.99, 12.010' RTI W!
ON
009 06
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REPLACE EXISTING F.H.
W/ STANDARD 6' F.H. 1-6' 99 BEND (MJxFL)
Ak- V W/ THRUST BLOCK
W/ 47 STORZ ADAPTER
pp
WIGA
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PVC S:FO.0)5
121 L.F. ir 0
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EXISTING 8" CONCRETE
A
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SANITARY SEWER
74
N Z
s�
Ira
;S,'9, VH
NEW,
110i
14 L.F. Er Pvc S=0.0050 SSMIH-3,
N- 5187.34, E- 5122.26
38/ L.F. Er PVC S=0.0100 RIM= 338.80
UTILITY TRENCH
PATCH
E
0
00
SSMH-1
N- 5149.97, E- 5012.05
0
0
RIM=MATCH EXISTING GRADE
(CONTRACTOT TO FIELD VERIFY)
IE=334.47± (OUT-S.)
IE=334.57± (IN-E.)
SEE NOTE 1
c.o. - Ir
N- 5149.84, E- 5025.76
IE=334.64
0
C
(D
M
c:
V
m
IE=335.72 (IN-N.)
.5' IE=335.62 (OUT-S.)
CA
4- 339
op Z/ <
V)
4 99 L.F. 11" PVC S=0.0050 SPHALT
7—
Lu
SQ (4
v %_
U)
cn
cq
it
... . ..........
6' BOARD FENCE
SSMIH-2,
N- 5148.92, E- 5124.84
RIM= 338.65
IE=335.24 (IN-N.)
IE=335.14 (OUT-W.) j
TRAS�
x I x
_x_x
326 — — — — — — —
APPROVED FOR
CONSTRUCTION
L 49,1"1140
.�2
City Engineer Date
OCT 2 o 20,04
PERMIT coUNTER
ISSUE DATES
FAI
to Lt611)6 bq% 1)WVy514f,3
--v %oullecuon area/encio-S—Ure
and 10cation aPProved by:
— '446".,
�cll�ngCoo�rdinator
ITE 226th P1 SW
.227th P1 SW
99
w
228th St S
2301h St SW -P
VICINITY MAP - — City of Edmond3
LEGEND
CONCRETE OR STRUCTURAL WALL
DQQQO= ROCKERY
KEYSTONE WALL
ALL ROCKERIES AND RETAINING WALLS WITHIN THE BUILDING SETBACK
WILL BE LESS THAN 3' IN HEIGHT.
20-25' POLE MOUNTED HORIZONTAL CUT-OFF
FIXTURE WITH SHIELD
WALL MOUNTED HORIZONTAL CUT-OFF
FIXTURE WITH SHIELD
EXISTING TREES TO BE REMOVED
AVERAGE BUILDING PAD ELEVATION
NW CORNER --- 341.8
NE CORNER --- 335.8
SE CORNER --- 338.4
SW CORNER --- 343.9
TOTAL ------ 1.359.9 / 4 = 340
ACTUAL BUILDING ELEVATION 369.83'
MAX. ALLOWED BUILDING ELEVATION 370 1
SITE PLAN
Scale: 1 " = 20' — 0"
Lf7mm=
10 0 10 20 40 FF.
REV.
DATE
DESCRIPTION
5-28-04
BID SET
6-23-04
BUILDING PERMIT SET
Ai
9-07-04
10-20-04
PLANNING COMMENTS
JBDG CO-ORD.
BLDG. DIV. COMMENT%r
A2
SHEET INFORMATION
1. THIS PLAN IS NOT INTENDED TO BE
USED FOR CONSTRUCTION LAYOUT OR
STAKING PURPOSES. PLEASE REFER TO
"HORIZONTAL CONTROL" DOCUMENT.
2. BUILDING FOOTPRINTS, AS SHOWN, DO
NOT NECESSARILY REFLECT THE FINAL
AND ACCURATE FOUNDATION LAYOUT.
PLEASE USE ARCHITECTURAL FOUNDATION
PLANS TO CREATE ACCURATE BUILDING
FOOTPRINTS FOR PREPARATION OF THE
"HORIZONTAL CONTROL" DOCUMENT.
3. UNLESS OTHERWISE NOTED, DIMENSIONS
SHOWN AT BUILDINGS ARE TO OUTSIDE
FACE OF EXTERIOR STUD WALLS. SEE
DETAILS FOR RELATION OF STUD TO FACE
OF FOUNDATION.
4. REFER TO CIVIL ENGINEERING PLANS
FOR LAYOUT OF PARKING LOTS,
SIDEWALKS, CURBING,. DRIVES, RETAINING
WALLS, ROCKERIES, DRAINAGE FACILITIES,
ETC.
5. PROVIDE H/C RAMPS @TRANSITIONS
BETWEEN SIDEWALKS AND PARKING AS
SHOWN ON CIVIL DRAWINGS.
6, PROVIDE 42" HIGH GUARDRAIL 0 TOP
OF ROCKERIES/RETAINING WALLS WHICH
ARE 30" HIGH OR GREATER.
'�.—fLL—UMIN-AtIO—N—!�-WACL-gCPROV[O�CI
ALONG AN EXTERIOR ACCESSIBLE ROUTE
OF TRAVEL AT ANY TIME THE BUILDING IS
OCCUPIED, WITH AN INTENSITY OF NOT
LESS THAN ONE FOOTCANDLE (10.76 LX)
ON THE SURFACE OF THE ROUTE (PER
SECTION 1106.4.6 OF THE 1997 UNIFORM
BUILDING CODE, WA. STATE AMENDMENTS.)
5D
RSCSIV
OCT 2004
PERMIT COU14TER
Johnson Braund
DESIGN GROUP, INC.
Architecture
Landscape Arcl-Atecture
Planning
15200 52nd Avenue South
Suite 200
Seattle, WA 981.88
Phone 206.766.8300
Fax 206.766.8080
www.jbdg.com
Greg L. Allwine, AIA
Melvin R. Easter, ASLA
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
MELVIN R, EASTER
CERTIFICATE N0.398
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PROJECT # 0208
FILE NAME: 0208-A
DRAWN BY: LP/MB
SITE PLAN
/ A/0
Z2-7-o-F- �� /�f w
a .
1 350
1 340
1 330
m .
EXISTING GRADE
. ... . . ......
-
- - - -
FINISHED GRADE
- - ---
- - - - - - -
- - - - - - - - - --
- - - - - -
72 LF. fr SO 0 0.50% PVC
73 LF. Ir SO
----- -------
1) 0.51% pvC
54 LF. Or SO 40
0.50X
69 LF. 6'
SO 0 0.51 X Pvc
lARD
N - #2
YARD DRAIN 4
-YARD-DRAIN -#13---
STA. lr40.56,
0.00' RT.
j
- ---------
0 'T
0
MX6:07.58, -
ISTA. 0+71.83, 0.00'
RT. RIM=3
8.00
YARD DRAIN - #1
RIM=338.59
RIM=338.34
IE=331.48
(EN NS)
STA. 2+12.26, 0.00' RT.
CB-9, !;E
2+85�b
I
0.00' RT.
IE=336.10 (6N W)
IE=335.83 (6-0 NE)
RIM=339.00
1
_5,
IE=335.12 (ErO SE)
RIM=337.76
.. ........
IE=334.25
(t?0 SW)
IS WM MPFIL E
..
a
SCALE: HOR: 1"=20'
VER: 1"=5'
. .. . . . . . ...........
LQ
1 0+00
1 350
1 330
320
,al
0
0
IN
00m
310
a-
C
R300
0
m
CL
1+00
2+00
3+00
PROPOSED BUILDING
EXISTVG
- - - - -
GRADE
f WATER
SERVICE
-
0 MIN. IV WM.
FF.:339.00±
61 LK it so o 0.51X cpp
SS CROSS
133 LF. 1 f SID 0 At N__x
1 Er MIN.
PVC GASKE� rED
SEPERATION
CB-10l TYPE 1
STA, 10+00.00, 0,00' RT.
CB-9, TYPE 1
STA. 10+61.04, 0.00- RT.
RIM=337.75
IE=334.56 (IfO N.)
RIM=337.75
IE=326.77
IE=.334.25 1 0 S.,E.)
FVd Wo)
-75
. ......
. . . ......
CB-
6, TYPE 2-49'0
DETENTION VAULT
11+93.73, 0.001 RT.
-STA.
RIM::337.80
IE=322.00
IE=333.58
(IKO W.M.)
IE=331.88
(12 0 S.,E.)
P.I?OFXE
_2T"R
SCALE: HOR:
"=20'
VER: '"=5'
re)
10+00
11+00
12+00
350
340
330
320
310
�E
350
� Me
330
320
310
..... .......
812 LF. If SD 0 1.,
5x Cpp
L
......................................
88 LF. i SO 0 0.50% CPP
58 L
& f.50% Pvc
0 60%
IN,
IN%
CB-7, TYPE 1
STA. 20+00.00, q
RIM=337.30
IE= 334.52 (1 ZO S.)
YARD DRAIN - 55 1
6. TYPE 2-49"0
�S'lz
CB-8, TYPE I
STA. 22+28.55,9E I
20+82.43,
STA. 21+70.33, q
NIM=337.80
lt=333.58
lt=331.88
(120 N.Y.)
OZO S.,E)
RIM=335.32
IE=332.32 (12�O N.)
IE=332.71 (6'0 S.)
RIM=336.25
IE=333.00 (6rO) N
S TORM -
. . ........
E
...... . . .......................
SCALE: HOR:
1"=20'
VER:
1"=5'
C6
(NI
20+00
21+00
22+00
ATIACH TO WALL OR RISER
POLYPROPYLENE LADDER
<
REQUIRED REQUIRED IN
CONTROLSTRUCTURE
f MIN.
6" MIN.
11' PIPE FROM CB#1 1
DE IGN
W.S.
ELEV 329.50
IV MAX.
IE=326.88
PLATE WELDED TO (f
ELBOW RESTRICTOR
4
36' INLET FROM DETENTION PIPE
ELBOW WITH 3.76*
ORIFICE, EL=328.32
ELBOW RESTRICTOR
PIPE SUPPORTS ---
ff
SHEAR GATE WITH CONTROL
ROD FOR CLEANOUT/DRAIN
(ROD BENT AS REQUIRED
FOR VERTICAL ALIGNMENT
lEr MIN.
WITH COVER)
4
T
I
OUTLET PIPE
IE=322.82
04
NOTE:
SEE DETAIL E 5.3 ON SHEET DT-02
FOR TYPE 11 CATCH BASIN.
;2�
RESTRICTOR PLATE
W/ 71Er ORIFICE
rp
54! MIN.
mo jo
AL Z., vil
NOT TO SCALE APPROVED FOR
CO 'TRUCTION
OCT - 8 2004
city Engineer PERAlyr COIIN�rpp
A PORTION OF THE SW 114 OF THE SW 114 OF THE SW 114 OF SECT 29, 7WP. 27 N, RGE. 4 Es WM.
r. I � I C-1-D- I � I � I �=-j
0
06
U
w
.2
S
z
M
0
0
TRANSITION FROM
EXISTING VERTICAL
CURB, SEE DETAIL,
SHEET DT-02
FACE OF CURB
N 5401.20
E-5022.22 . ....
A
;8.- 127
n nn
YARD DRAIN - #i
N-5292.20
E-5036.44
STA 2+12.26, QL
72 LF. Ir SD 0
CB-3, TYPE 2 - 7f0
N-5392.37
E-5013.55
STA 0+20.92, 8.581 LT.
SEE SD-03 FOR PROFILE
SEE DETAIL ON SD-03
FOR CROSS SECTION
220 LF. 36r SD 0 1.96% CMP
:Ix 21:
AM
7
fp
40
5S,WH- 12,9
f
R14f=j4J. 4
s IE�--JE81
CB-9, TYPE 1 VANED GT,
S
N-5291.51
'00
E-5109.23
133 LF. It SD 0 0-50k PVC
STA 10+61-04,
GASKETM
..I.; J 1
13
lie
..........
4,4 AO
J
3 Ut- 6 S D 0 1
IRI
c
40
YARD DRAIN #2
N-5220.51
E-5037.67
STA 1+40.56,
69 LF. 6r SD 0 0.51 % PVQ
YARD DRAIN #3
N-5151.79
E-5038.88
STA 0+69.81,
N-5142.74
E-5027.24
SO
(n
jl LF. 12, SD 0 OZOX -cpp-
CB-10, TYPE I VANED GT alvall
N-5230.49
E-51 10.41
STA 10+00.00, (L
N mansion
N Irv, 0
M Anommunnallus
J a noun
r OY
/ 4P
�NR�
DRAINAGE -
A'� 'At. F SWALE SEE
i DETAIL THIS
;4
SHEET
F. SO 0 0.50% PVC
YARD DRAIN - #4
N-5151.21
E-5093.15
STA 0+17.56, Z
FINISHED FLOOR
EL=339±
"LF. 'If SD 0 0.5% c
r-F. If SD 0 1 Pvc
M
6' BOARD FENCr
YARD DRAIN - f5
N-5147.32
E-5228.87
STA 22+28.56,
'000'.'
75T
0
44,
dol
6UMONG
TYPE 1 VANED GT
N-5367.58
rfl-7,
AE-5229.34
STA 20+00.00, QL
l
...........
CB-8, TYPE 1 VANED GT
N-5255.24
E-5199.24
STA 21+70.33, Qk
X----X-
CB-5, TYPE 2 - 5470
CONTROL STRUCTURE
L4
EM
SCALE: 1" 20'
MM
I
mm
r-CONNECT
FOOTING 20
0 20 40
DRAIN TO CATCH WIN
SEE GR-03 FOR POND MDI I
CHANNEL BYPASS DESIGN
NOTE:
CB-2, TYPE 2 - WO I
1
1. SEE ADDITIONAL PROFILES SHEET SD-02
N-5373.73
E-5320.04
2. SEE DETAIL FOR STANDARD CATCH BASIN TYPE 11 ON SHEET DT-02.
STA 1+20.76,
SEE GR-03 FOR PROFILf
3. SEE DETAIL FOR STANDARD YARD DRAIN ON SHEET DT-04.
4. PREFABRICATED STUB WILL BE SUPPLIED IN THE SIDE OF THE DETENICTION PIPE.
CB-6, TYPE 2 SOLID IUD
I
A FERNCO COUPLER WILL BE USED TO ATTACH THE SD PIPE.
N-5286.1 0
E-5241.81
5. NOTE CPP STANDS FOR CORRUGATED DOUBLE WALL PLAS11C PIPE.
qA 11 +93.73, rk
LEGEND
DETWON ACCESS
ROCKERY
KEYSTONE WALL
...... ...
51 CEDAR FENCE
CONCRETE WALL
UP %3.UU/b
4�
47 LF. It SD 0 11.04% CPP
SEE NOTE 4
4 LF. 36r SO 0 0.00% CMP
26 LF. 1 f SD 0 5.17% CPP
CB-1 I TYPE I VANED GT
N-5232.57
E-5316.63
CB-11, TYPE 2 72"0
W/ SOLID LID
N-5230.03
E-5323.09
STA 2+65.00,
330
RIP RAP PAD
8" MINUS
326-
4\
12 LF. 'If SD 0 0.50X CPP
CB-4, STC 900
N-5222.10
E-5313.97
STA 30+16.14, (L
SEE DETAIL SHEET DT-04
22 LF. It SD 0 5.05X CPP
IE = 322.00
320
310
GR-01 FOR GRADE
30 3'
1' MIN.
DEPTH
SWALE DETAIL
NOT TO SCALE
12 LF. I T CPP 0 5.17Z
W DMMON-P-Iff:
CB 11 TYPE I VANED GT
RIM=331.50
IE= 327.50
2 LF. 4Z SD 0 0.00%
EBRIS BARRIER
-PV"ErA"N--'
SHEET DT-04
IE=321.65
CB-1, TYPE 2-720
W/ SOLID LID
STA. 30+25.26, 0.00' RT.
RIM=327.00
IE=321.65 (12�O SW
---1 - se-
IE= 320. 8 42�O N
12 LF. If SID 0 0.50X
CPp
CB STC 900
& 0 1 . ITT.
RIM=331.81
IE=321.71 (ItO) W,NE
22 LK W SD 0 5.05%
cPp
CB-5.1 TYPE 2-54!0
CONTROL STRUCTURE
STA. qO+07.68, 0.00' RT.
RIM=S32.44
IE=32?.82 ( f0, 31ErO N,E
IE=326.88 (1270)--k
4 LF. VI SD 0 0.00%
jcmp
30+OD
9fl,
320
31 D
APPROVED FOR
CONSTRUCTION nzczjvj�'o
OCT - 8 2004
it, City Engineer nate PERMIT COUNTE,�
"I LIMMMERUT will
8Dv=01
SHEET 9 OF 17
SW/14, SW1/4 SEC.-29JWP,'27. N. $RGE, 4 E. 9W.M*''
30 29-
990TH ST, S. W.
Jo v 29
27OW 27042.0'
FND. 2* BRASS DISC. W/ fN&9 RR,4" VIM
+* IN 4!' DIA. CONC. MON. W,,,*** /W 4' ZK4. C4VC
IN CASE, ON. 0.6' F.
40V IN t.447
7-22-99
FND 3! DIA. BRASS DISK
W/ *-+- SURFACE MON.
7-22-99
PPROX. LOCATION 2*
STo So wo STW IP GAS LINE PER
P.S.E. ASBUILT DRAWINGS
APPROX LOCATION 12" Cl
WATER LINE PER CITY OF NeR,*f5 W V
EDMONDS ASSUILT DRAWINGS tf 70 45,
SET 5' OFFSET W.
OF PROP COR. TACK
IN LEAD. CORNER LANDS
IN STEEL MAILBOX FOUNDATION
S. EDGE ROCKERY
-o; CROSSES� IE 52.8'
4
S. EDGE ROCKERY E. OF NW PROP. COR. N"!FS �r5 `W
1.4N., 19.7' E. OF. 66,76,7' -
NW PROP. COR. S EDGE ROCKERY
0*.8'S., 66,5' E. OF
CURB CUT NW PROP. COR.
z W. END FND. 1/2- CAPPED
0 No EXTRUDED REBAR, LS NO. 9567 SW FNC. COR.
CURB t�K 0.6' N. OF
0.07'N.. 70.1,V E.. Of NW COR. PROP. LINE SE FNC. COR. Jo
-23-99 N. END OXN. OF
17,i EXTRUDED 664 89
bt N"!�721 OW 255,9 52'
IJ52 12'
C, M C POS) 7ON PER
R. as Va.
P42 mo
IJ40.94,
C4LC POSM61V REA
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1129 76'
T
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4
CAPPED 7,4CA'1N
BUILDING FND. 1/2 MA9
ASPHAL REBAR LS NO. 9567 hV 4 �0 CLWC AtaV
v 340� 0.12*N., ON LINE E. LINE hV C4�W 7-22-S.9
6"350W L' 1) x 7-23-99
302.60' S. LN. N. 26e
- - - - - - - - - - -
5WI114, 7. IV., R. 4Z. WAI.
\So.
10 ------ CA
N: END. FNC.
'E..* 0.3'S. OF
0
wwr�
6
- - - - - - UAP
NE PROP. COR.
A, 3,34-
Q)
I H
il
N. END. CYCLONI
WOOD. FNC. TO N. & E.
F-4 cp
FNC.
6' WOOD FNC.
7OP-JU2.78 ------------ FNC.f 16.9'S., OXE.
NE- -PROP. C
Of-
URB CUT IE=.W.81 8*RCP N.
IE-338.68 8*RCP E.
*UNABLE TO FIND OUTFALL
z I
odx
"to C4
TO F-.(11-29-99)
------------------
EX CB TYPE 7 PA I?CE-t B
N
FNC. 81.7'S., OXE.
- - - - - - - - - -
IE-334.03 36* RCP OF NE PROP. COR.
NBN.,W., OUT E.
A
r4 *UN11 LE TO GET IE 2 Q_
OF 8*RCP TO W 6
W CYCLONE FNC. CL
DITCH
> X ---------
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x Xb /-FNC. 124.0'S., OXW
OF SE PROP. COR. co
v ui
EX SSMH
NW COR. WOOD FNC.
TOP-343.48 z
'IE-335.92 AT CTR. 134.0'N.. 0.5'E. OF
OUT S. ONLY 80 SE PROP. COR.
X.
N89457'2lnW 302.4 0
OHP (CITY OF EDMONDS #146)
44
7-15.00 6' WOOD FNC.
_iW7W�/2
LN. S 27
N. END. CYCLONE FNC.
S. END WOOD FNC.
1>19 114.3'N., 0.3'E. OF SE
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75.2'E, 0.8'N. OF 75.2'W.. 1.2'1,�\OF
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SW PROP. COR. SE PROP. COR.\
CURB 6T x
cp
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\0 $UBD. LN3
272.5' Wl
Y2
'T , to, S. IA.'S. 12g.5*,\\N
AIW, AL FNC. 126.1'E., 1.0'N
'ASe
OF SW PROP. COR.
FND. 5/8- CAPPED
x
%A CA REBAR LS 9891 LS&A
O-IO'S., 0.98- E.
oll 7-23-99
D. 51e CAPPED FNC. ANGLE P
REBAR LS 9891 LS&A 14.9'W., 2XN. OF
URB CUT 0.35' E., ON LINE SE PROP. COR.
7-23-99
4
In
A SSESSOR 'S PLA T Of
�FND. TACK IN LEAD L USCHEN'S A DDI TION NO. 4
IN 4" X 4* CONC. MON.
IN CASE, ON. 0.7' VOL. 20, PG. 29
7-22-99
30' 30' 30' wo
EX SSMH
3 4 6. 7 0 FNO. 2- BRASS DISK W/ 88*28*36" HELD 8828'36" HELD
A 10 AT r. m oa aw f% A
go]
31 m 32
IN N. . & S., OU T E. (N89*32*04"W 497.2 1 8' PLAT) ANGLE PER PLAT/" ANGLE PER PLAT
IE-340.60 DROP IN W. CASE, ON. 0.6-
8" CONC. N89*57*28OW 497.25' 7-22-99 332.44!
(CITY OF EDMONDS #143) 332.24' 165.01- (PLAT HELD)
278.9V 7:;l 53.33'
N89*57'21"W 332.44' SUBD. FND. 2* BRASS DISC W/
PUNCH IN 4" DIA. CONC.
298th ST. S.W. MON. IN CASE, ON. 0.6'
uj 7-22-99
1-4,
ftl'
LEGEND
AL WETLAND
M WATER METER
JQ FIRE HYDRANT
M WATER VALVE
GAS VALVE
POWER VAULT
-0- UTILITY POLE
(- UTILITY ANCHOR
0 TELEPHONE RISER
YARD LIGHT
SLOW OFF
C3 MAIL BOX
[0 JUNCTION BOX
-IL STREET SIGN
STREET L I GHT
_SS- SANITARY SEWER
W- WATER
-SD- STORM DRAINAGE
OHP- OVERHEAD POWER
LINE
QT9 T
212TH ST SW
z
(D >
220TH ST SW
SITE
ST Sw
230TH T SW
VICINITY MAP
SCALEt V - 1/2 MILE
LEGAL DESCRIP"nON
(PER EVERGREEN TITLE COMPANY, INC. ALTA COMMITMENT NO. S 100942
SC14EDULE A DATED JUNE 24. 1909 AT 8:00 A.M.)
PARCEL A:
THE NORTH 129.5 FEET OF THE SOUTH 272.5 FEET OF THE WEST HALF OF
THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHWEST
QUARTER OF SECTION 29. TOWNSHIP 27 NORTH. RANGE 4 EAST. W.M.;
EXCEPT THE WEST 30 FEET FOR ROAD.
PARCEL 8:
WEST HALF OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF
THE SOUTHWEST QUARTER OF SEC71ON 29. TOWNSHIP 27 NORTH. RANGE 4
EAST. W.M.;
EXCEPT THE SOUTH 272.5 FEET THEREOF;
AND EXCEPT THE NORTH 264 FEET THEREOF;
AND EXCEPT THE WEST 30 FEET FOR ROAD.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
SCHEDULE B
(PER EVERGREEN TITLE COMPANY, INC. ALTA COMMITMENT NO. S 100942
SCHEDULE A DATED JUNE 24, 1999 AT 8: 00)
ASTORM DRAINAGE AND STORM DRAINAGE FACILITIES EASEMENT RECORDED
2 UNDER A.F. NO. 8107170159
(PLOTTED)
1 =30'
CONTOUR INTERVAL = 2'
30 3p �o
Em
BASIS OF BEABINGS _&
, -SUBDIVISION. RECORD OF
SURVEY, VOL. 33. PG. 300, RECORDS OF
SNOHOMISH COUNTY WASHINGTON.
DATUM: NAVD 88
BENCH: 3 1/2" BRASS DISC IN FACE OF BLDG. AT
23423 HWY. 99 0.3' E. OF NE. COR. BLDG. 165' S'LY
OF 234TH ST. SW. AND 50' E'LY OF C/L OF N. BOUND
LANES OF- THE HWY. (SNO. CO. #Q-4d7)
ELEV.= 407.98
*NOTE* CONVERSION TO CITY OF EDMONDS DATUM +2.73'
HOLDING CITY OF EDMONDS MH #146
-7
kj
av ELO p 'm Es
ck
ISSUE DATES
QU BOTANICAL NAM COMMON NAM SIZE COMM NIS
TREE
9 ACER PALMATUM 'SANGO KAKU' CORAL BARK MAPLE 1-1/2" CAL SUBMIT PHOTO FOR
G- B&B LANDSCAPE ARCHITECT
5 APPROVAL
21 ACER RUBRUM 'ARMSTRONG' COLUMNAR RED MAPLE 1-1/2" STANDARD
CAL B&B
6 ACER RUBRUM 'OCTOBER GLORY' OCTOBER GLORY RED MAPLE 1-3/4" CAL. STANDARD
B&B
16 ) (D— AMELANCHIER CANADENSIS
Fen
L-1
5
.1
36
33
45
19
75
45'
18
78
55
103
154
136
32
178
16
PYRUS CALLERYANA 'ARISTOCRAT'
QUERCUS RUBRA
SERVICEBERRY 1-1/2" STANDARD
CAL B&B
ARISTOCRAT PEAR 1— 1 /2" STANDARD
CAL
B&B
RED OAK 1-1/2" CAL STANDARD
B&B
47�'—TSUGA MERTENSIANA
MOUNTAIN HEMHOCK
(13) 6- HT
SUBMIT PHOTO FOR
LANDSCAPE ARCHITECT
(6) 8- HT. 0
APPROVAL
PARKING
BUFFER
CALOCEDRUS DECURRENS
INCENSE CEDAR
8' HT.
SUBMIT
PHOTO FOR
LANDSCAPE ARCHITECT
APPROVAL.
SHRUB
ARBUTUS UNEDO
STRAWBERRY TREE
15 GAL.
FULL &
BUSHY
CORNUS STOLONIFERA 'ISANTII'
ISANTI DOGWOOD
15 GAL.
FULL &
BUSHY
EUPHORBIA C. 'WULFENII'
WULFENII EUPHORBIA
5 GAL.
FULL &
BUSHY
HYDRANGEA MACROPHYLLUM
HYDRANGEA
15 GAL.
FULL &
BUSHY
NANDINA 'GULFSTREAM'
GULFSTREAM HANDINA
5 GAL.
FULL &
BUSHY
OSMANTHUS DELAVAYI
DELAVAY OSMANTHUS
15 GAL.
FULL &
BUSHY
PINUS MUGHO MUGHO
MUGHO PINE
36" B&B
FULL &
BUSHY
0
RHODODENDRON 'CILPINENSE'
CILPINENSE RHODODENDRON
24" B&B
FULL &
BUSHY
RHODODENDRON 'GOMER WATERER'
GOMER WATERER RHODODENDRON
36" B&B
FULL &
BUSHY
SPIREA BUMALDA 'LIME MOUND'
LIME MOUND SPIREA
5 GAL.
FULL &
BUSHY
SARCOCOCCA RUSCIFIOLIA
SWEET BOX
5 GAL.
FULL &
BUSHY
(D
SPIREA NIPPONICA 'SNOW MOUND'
SNOW MOUND SPIREA
5 GAL.
FULL &
BUSHY
THUJA OCCIDENTALIS 'PYRAMIDALIS'
PYRAMIDALIS ARBORVITAE
5' HT.
FULL &
BUSHY
VIBURNUM DAVIDII
DAVID'S VIBURNUM
5 GAL.
FULL &
BUSHY
VIBURNUM P. 'MARIESII'
DOUBLEFILE VIBURNUM
15 GAL.
FULL &
BUSHY
GROUNDMER & TUR
ARTOSTAPHYLOS UVA—URSI
BEARBERRY
1 GAL.
LIRIOPE MUSCARI
BIG BLUE LILY TURF
1 GAL.
PACHYSANDRA TERMINALIS
PACHYSANDRA
4" POTS
APPROVED 13Y PLANNING
REV.
DATE
DESCRIPTION
5-28-04
BID SET
6-23-04
BUILDING PERMIT SET
9-07-04
3-9-05
PLANNING COMMENTS
JBDG CO-ORD.
SITE CONDITIONS
JBDG CO-ORD.
A2
SHEET INFORMATION
1. ALL WORK SHALL BE PERFORMED BY
PERSONS FAMILIAR WITH THIS KIND OF
WORK AND UNDER THE SUPERVISION OF A
QUALIFIED FOREMAN.
2. ALL PLANT MATERIAL SIZES AND
QUALITY TO CONFORM TO AMERICAN
ASSOCIATION OF NURSERYMEN, AMERICAN
STANDARD FOR NURSERY STOCK, 1986.
3. PLANT LOCATIONS ON THE PLANS ARE
DIAGRAMMATIC AND MAY BE SUBJECT TO
ADJUSTMENT IN THE FIELD BY THE
LANDSCAPE CONTRACTOR.
4. AH PLANT MATERIAL SHALL BE OF
NURSERY STOCK AND SHALL BE OF THE
TYPE, SIZE AND CONDITION SPECIFIED.
THE PLANT MATERIAL SHALL EXHIBIT
NORMAL HABITS OF GROWTH FOR THE
SPECIES, SHALL HAVE BUDS INTACT AND
SHALL BE FREE OF DISEASE, INSECTS,
SCARS, BRUISES, BREAKS, SEED AND
WEED ROOTS,
5. LANDSCAPE CONTRACTOR SHALL VERIFY
LOCATION OF ALL SITE UTILITIES PRIOR TO
LANDSCAPE IMPLEMENTATION. PLANT
LOCATIONS MAY BE ADJUSTED TO AVOID
CONFLICT.
6. LANDSCAPE CONTRACTOR SHALL TAKE
NECESSARY PRECAUTIONS TO PROTECT
EXISTING SITE IMPROVEMENTS, PAVING,
WALLS, AND UNDERGROUND UTILITIES.
DAMAGE SHALL BE REPAIRED TO THE
OWNER'S SATISFAC11ON AND AT NO
ADDITIONAL COST.
7. SUBSTITUTION OF PLANT VARIETIES DUE
TO LACK OF AVAILABILITY SUBJECT To
APPROVAL BY THE OWNER AND / OR
-ANDSCAPE ARCHITECT.
8. ALL PLANTING BEDS TO RECEIVE MIN.
2- DEPTH, FINE BARK MULCH.
9. ALL AREAS TO BE PLANTED SHALL
RECEIVE 12" DEPTH OF 3-WAY SOIL MIX,
10. FERTILIZE ALL PLANT MATERIAL AND
SOD (OR SEED) AT TIME OF INSTALLATION
WITH APPROVED STARTER FERTILIZERS
APPLIED AT MANUFACTURER'S SUGGESTED
RATES.
11. ALL PLANTING AREAS SHALL BE
IRRIGATED WITH A FULLY AUTOMATED
IRRIGATION SYSTEM.
12. PLANT COUNT IS FOR THE
"ONTRACTOR'S CONVENIENCE; IF THERE IS
k DISCREPANCY, THE PLAN SHAH GOVERN.
kCTUAL PLANT QUANTITIES TO BE
XTERMINED BY REQUIRED PLANT SPACING.
13. AH LANDSCAPE AREAS ARE TO BE
vIAINTAINED BY A LICENSED PROFESSIONAL
-ANDSCAPE MAINTENANCE COMPANY.
14. ALL PLANT MATERIALS ARE
GUARANTEED AS PER SPECIFICATIONS.
15. TREES SHALL BE STAKED AS SHOWN
IN DETAILS ON SHEET L020.
=*'"`Rkli 21R,11111, Al
Johnson Braund
DESIGN GROUP, INC.
Architecture
Landscape Architecture
Planning
15200 52nd Avenue South
Suite 200
Seattle, WA 98188
Phone 206.766.8300
Fax 206.766.8080
www.jbdg.com
Greg L. Allwine, AIA
Melvin R. Easter, ASLA
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
MELVIN R. EASTER
CERTIFICATE N13,398
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PROJECT #
0208
FILE NAME:
0208-A
DRAWN BY:
LP/MB
LANDSCAPE
PLAN
TrRE'r
FILE
ISSUE DATES
- TREE STAKES TO BE VERTICAL
I
PARALLEL, EVEN -TOPPED, UNSCARRED
AND DRIVEN INTO UNDISTURBED
SUBGRADE
FERTILIZE ALL TREES WITH APPROVED
STARTER FERTILIZER APPLIED AT
MANUFACTURER'S SUGGESTED RATES
PLANT TREE 2" HIGHER THAN
ADJACENT GRADE
RUBBER TREE TIES
8 FOOT, 3" ROUND BVC LODGEPOLE
PINE STAKES, 3 PER TREE
2" DEPTH BARK MULCH
4" WATERING BASIN SURROUNDING TREE
FINISH GRADE
PULL BURLAP OFF TOP 1/3 OF ROOTBALL
PLANTING BACKFILL MIX
EXISTING SUBGRADE
SCARIFY PLANTING PIT WALLS
SET ROOTBALL ON MOUND OF
COMPACTED PLANTING BACKFILL MIX
TREE PLANTING
SCALE: 1/2" = 1'-0"
GROUNDCOVER PLANT. SEE PLANT LIST
2" DEPTH BARK MULCH
U U TOPSOIL DEPTH AND TYPE AS
1=1 I 1=1 17111717. SPECIFIED
I =-11" —11 f1i I MR- ff—1,, NO 'I f, 'I Wil i_=11 _N I I __—,
L L R
EXISTING SUBGRADE
@ - C-9
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91
161A,
GROUNDCOVER PLANT SPACING AS
INDICATED ON PLANT LIST (TYPICAL)
EDGE OF PLANTER
GROUNDCOVER PLANTING DETAIL
SCALE: 1/2" = 1'-0"
'PLANT SHRUB 1/2" HIGHER THAN
DEPTH GROWN AT NURSERY.
*FERTILIZE ALL PLANTS WITH APPROVED
STARTER FERTILIZER APPLIED AT
MANUFACTURER'S SUGGESTED RATES
2" DEPTH BARK MULCH
4" WATERING BASIN SURROUNDING PLANT
FINISH GRADE
REMOVE BURLAP FROM TOP 1/3
OF ROOTBALL. LIGHTLY SCARIFY
ROOTBALL OF CONTAINER -GROWN
PLANTS. PRIOR TO BACKFILLING
PLANTING BACKFILL
SCARIFY PLANTING PIT WALLS
EXISTING SUBGRADE
SET ROOTBALL ON MOUND OF
COMPACTED PLANTING BACKFILL MIX
(1 SHRUB PLANTING. DETAIL
D SCALE: 1/2" = 1'-0"
D
REV.
DATE
DESCRIPTION
5-28-04
BID SET
A
6-23-04
9-07-04
BUILDING PERMIT SET
PLANNING COMMENTS
JBDG CO-ORD.
A
3-9-05
SITE CONDITIONS
JBDG CO-ORD.
SHEET INFORMATION
Johnson Braund
DESIGN GROUP, INC.
Architecture
Landscape Arebitecture
piann�ng
15200 52nd Avenue South
Suite 200
Seattle, WA 98188
Phone 206.766.8300
Fax 206.766.8080
www.jbdg.com
Greg L. Allwine, AIA
Melvin R. Easter, ASLA
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
MELVIN R, EASTER
CERTIFICATE N13.398
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PROJECT # 0208
FILE NAME: 0208-L
DRAWN BY: LP/MB
COURTYARD
PLANTING &
DETAILS
RECEIVEE)
MAP I I
PERMIT Cou -rc�;
I NO L.
R45wleW/
MAR
PERMIT
STREET FILE
PLANT SPEC
GROUP 1
i
I arr_�.,
GROUP 1
PLANT SPECIES
'ROUP 2
CORRECT PLANT LAYO
LAYOUT INTERMINGLED
"PUZZLE —SHAPED" PLANT GROUPS
PLANT SPECIES OF VARYING SIZES, TO PROVIDE
GROUP 3 HIGH LEVELS OF INTERACTION
BETWEEN PLANT SPECIES IN THE
MASSES.
PLANT SPECIES
GROUP 2
PLANT SPECIES
GROUP 3
m
5
3
AVOID UNCONNECTED PLANT
GROUPS THAT PROVIDE LITTLE
INTERACTION BETWEEN PLANT
SPECIES' . 3
SHAPES OF PLANTING MASSES
SCALE: NO SCALE
AVOID BREAKING OR
BURYING TOP GROWTH
PLANT AT SAME DEPTH AS
GROWN IN NURSERY
DIG HOLE W/ DIBBLE, SMALL SHOVEL,
OR TROWEL TO FULL ROOT DEPTH.
PLACE PLANT SO ROOTS ARE FULLY
EXTENDED INTO PLANTING HOLE. DO
NOT FORCE ROOTS INTO TOO SMALL
OR SHALLOW A PLANTING HOLE.
BACKFILL WITH NATIVE
SOIL.
PLUG / DIVISION PLANTING
SCALE: NO SCALE
Jill 1111111111111111111111111111111 1111111111111111111111111111111111111111 ri-mr-of
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BOTANICAL NAM COMMON NAME
52E
COMMEN
WATER TREE
-COURSE
ACER CIRCINATUM VINE MAPLE
8' HT.
MULTI TRUNK
C
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+ + 4, + +
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ACER RUBRUM 'ARMSTRONG' COLUMNAR RED MAPLE 1-1/2- CAL B&B STANDARD
C
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ALNUS RUBRA RED ALDER 1-1/2" CAL B&B STANDARD
A
2 AMELANCHIER ALNIFOLIA SERVICEBERRY
11 Osh__ TSUGA MERTENSIANA MOUNTAIN HEMHOCK
CALOCEDRUS DECURRE"i INCENSE CEDAR
13
WATER-MILIESE SHRUB
50 CORNUS STOLONIFERA RED TWIG DOGWOOD
53 GAULTHERIA SHALLON SALAL
13 HOLODISCUS DISCOLOR OCEAN SPRAY
51 ROSA NUTKANA NOOTKA ROSE
30 VACCINIUM OVATUM EVERGREEN HUCKLEBERRY
76 MAHONIA AQUIFOLIA OREGON GRAPE
WATER COURSE HE ESZF0RBSZF_ERNS
250 CAREX OBNUPTA OCEAN SPRAY
250 JUNCUS ACUMINATUS TAPERTIP RUSCH
250 JUNCUS TENIUS 'TENUIS' SLENDER RUSH
25 POLYSTICHUM MUNITUM SWORD FERN
GROUNDCOVE
,+++,++++++++I
ARTOSTAPHYLOS UVA—URSI BEARBERRY
\011 1—MAN, 2—MAN, 3—MAWGRANITE BOULDERS
2"-6" DIAMETER RIVER -ROCK, 6- DEPTH
1-1/2" CAL B&B STANDARD
(7) 6' HT. STANDARD
(3) 8' HT. @
SOUTH END BUFFER
8' HT. SUBMIT PHOTO FOR
LANDSCAPE ARCHITECT
APPROVAL.
I GAL.
FULL &
BUSHY
1 GAL.
FULL &
BUSHY
1 GAL.
FULL &
BUSHY
1 GAL.
FULL &
BUSHY
5 GAL.
FULL &
BUSHY
5 GAL.
FULL &
BUSHY
PLUGS 8-10- HT., 18- O.C.
PILUGS 8-10- HT., 18- O.C.
Pl_UGS 8-10" HT., 18" O.C.
I GAL, 18- O.0
1 GAL.
'3o 1, 0, (. /14w.
EQUAL QUANTITIES OF EACH
WATER COURSE
XN
3 HEN
8' HT.
, \, 11116,42 m m m
Ai
16
isk
Scale: 1 " = 10' — 0"
mj"m=
5 0 5 10 20 FT.
ISSUE DATES
REV.
DATE
DESCRIPTION
5-28-04
BID SET
6-23-04
BUILDING PERMIT SET
9-07-04
PLANNING COMMENTS
JBDG CO-ORD.
SHEET INFORMATION
CONTRACTOR IS RESPONSIBLE FOR
4SURING PLANT COVERAGE AS STATED IN
-ANTING SCHEDULE. PLANT QUANTITIES
RE THE MINIMUM ALLOWED, AND ARE
ROVIDED FOR CONTRACTOR'S
DNVENIENCE ONLY.
ALL HERBS/FORBS/FERNS ARE SPACED
TRANIGULAR FORMATION IN PLANT
'ECIES GROUPS OF VARIOUS SIZES,
1PROX. 4' ON CENTER. SEE DETAIL 1
ilS SHEET FOR PLANTING ARRANGEMENT.
R5c;SIVEf:�
t4gv 0 3 20
�EVIMIT COUN�ET-`
III $. .
Johnson Braund
DESIGN GROUP, INC.
Architecture
Land cape Architecture
Pknning
15200 52nd Avenue South
Suite 200
Seattle, WA 98188
Phone 206.766.8300
Fax 206.766.8080
www.jbdg.com
Greg L. Allwine, AIA
Melvin R. Easter, ASLA
00i
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
W&/� /�&�
MELVIN R. EASTER
CERTIFICATE NO.398
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FILE NAME: 0208-L
DRAWN BY: LP/MB
WATER
COURSE
22;;7-o �-7
STREET FILE
pew
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53
TOPOGRAPHY
FOR
COVENANT CONSTRUCTION
A PORTION OF THE S.W. 1/4 OF SECTION 29, T.27N., R.4E., W.M.
SNOHOWSH COUNTY) WASHINGTON
INI
3 - 085 6
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2-WV N,S,E,&W IE=333.23
m
228TH ST. S.W.
FND MONUMENT
S89*32'04"E 497,28 IN CASE
12-11-03
f
GRAPHIC SCALE
30 0 15 30 60
IN FEET
1 inch 30 f t.
N OTE:
DRAINAGE EASEMENT RECORDED UNDER AUDITOR'S FILE NO.
8107170159 AS SHOWN ON THIS SURVEY WILL BE MERGED
WITH TITLE AT CLOSING OF PROPERTY.
0
BENCH MARK (CITY OF EDMONDS NO, 146)
CENTER OF CHANNEL SANITARY SEWER MANHOLE NO. 129
LOCATED ON 76TH AVE. W. APPROX. 474.50 FEET *NORTH OF
228TH ST. S.W.
ELEV. = 335.92 LEGEND
LUMINAR
D CATCH BASIN
',D, SANITARY SEWER MANHOLE
LEGAL DESCRIPTION: FIRE HYDRANT
PARCEL A Vim
C-xl WATER METER
THE NORTH 129.5 FEET OF THE SOUTH 272.5 FEET OF THE t'X1 WATER VALVE
WEST HALF OF THE SOUTHWEST QUARTER OF THE illl�
SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF Lx] IRRIGATION CONTROL VALVE
30' SECTION 29, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.;
POWER POLE
EXCEPT THE WEST 30 FEET FOR ROAD; [-�i POWER VAULT
PARCEL B 21 TRANSFORMER
jl�l TURN SGNL J/BOX
WEST HALF OF THE SOUTHWEST QUARTER OF THE
I SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF
SECTION 29, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.;
EXCEPT THE SOUTH 272.5 FEET THEREOF;
AND EXCEPT THE NORTH 264 FEET THEREOF;
AND EXCEPT THE WEST 30 FEET FOR ROAD;
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF
WASHINGTON.
FNDMONUMENT
IN CA"S�E
12-11-03
- -------- 17 'A,
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RECEIVED
JUN 3 0 2004
PERMIT COUNTER
x 343.77
SOMH 1 1
RIM= 34 3.1 G'
36" CONC E E=333.70
A
x 343.58
S$MH-129
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x 332.67
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x 3,41,95
x 337.07
">�1.154 337.82
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x 330.86
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GRAPHIC SCALE
--333.84
-32,9.66
x 341.32 -33 0 z 0 15 30 60
x P A KZ 329.28\,� m
341.73 332- 33�.69 z m
(27042�)._003
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0 1 inch 310 ft.
sit"
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00
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oo
0 326.17
x 3 DRAINAGE EASEMENT RECORDE
39.1 D UNDER AUDITOR'S FILE NO.
-341.3,3 8107170159 AS SHOWN ON. THIS SURVEY WILL BE MERGED
0 IINAGE ESM'� --325.66 WITH TITLE AT CLOSING OF PROPERTY.
PARCEL A -\3301 AkF#2 07170159 0
""�270429- 03-085-00) 325.84
1 "3 78\
x 336.70/
342.60 x 3 3.37 BENCH MARK (CITY OF EDMONDS NO. 146)
x 310\72 327.46 CENTER OF CHANNEL SANITARY SEWER MANHOLE NO. 129
-341.48
LOCATED ON 76TH AVE. APPROX. 474.50 FEET NORTH OF
228TH St. S.W.
-340.46 �,333.96 ELEV. 335,92 .4%
),324
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x 341.53 1 -339.49 24
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342.26 0 LUMINAR
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33*_?i 323.59
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33
0 SANITARY. SEWER MANHOLE
6' BOARD FENCE
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MAZ=- 0&- x x 331.97
LEGAL DESCRIPTION:
341 1 N89*32'06 lfw
--e-AP 302.39 FIRE HYDRANT:
FND REBAR & CAP P6RCEL A:
AS/,-�ILT 341.08 LS#9891
4� WATER*MET'ER
THE NORTH' 129.5 FEET OF THE SOUTH 272.5 FEET OF THE
M WATER VALVE.
WEST HALF. OF THE SOUTHWEST QUARTER OF THE
icv
SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF
TROL
30' IRRIGATION. CON NALVE
SECTION 29, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.;
POWER POLE
EXCEPTTHE
WEST 30 FEET FOR ROAD;
G 19 POWER VAULT
Z -TRANSFORMER*
PARCEL B
2
4
0 TURN SGNL J/BOX
3-081 kST HALF OF THE SOUTHWEST QUARTER' *OF THE
SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF
SECTION Z9, TOWNSHIP 27 NORTH, RANGE, 4. EAST, WiM.; ;kl
EXCEPT THE� SOUTH 272.5 FEET THEREOF,
FILE
AND EXCEPT THE NORTH 264� FEET THEREOF;
STREE'
AND EXCEPT THE WEST 30 FEET FOR ROAD;
B,
L _�l
7&
SITUATE IN THE COUNTY -OF SNOHOMISH, STATE OF
WASHINGTON.
228TH ST. S.W.
FND MONUMENT
S89*32'04"E 497.28 IN CASE "Mi
12-11-03 IN CASE . . .....
12-11-0
3
F_X H 1151 T
RIM-346.68
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