201 4TH AVE N.PDFIIIIIIIIIIII
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201 4TH AVE N
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TAX ACCOUNT/PARCEL NUMBER: 'Ya 4W-,!�W'7 -,Mkz- .
BUILDING PERMIT (NEW STRUCTURE): WA��,54/ -
COVENANTS (RECORDED) FOR:
CRITICALAREAS: q67-6-'14 6-5' DETERMINATION: []Conditio'nal Waiver E]StudyRequired E046iver
DISCRETIONARY PERMIT #'S: dat���
I � /n / . - - // -// - 17 -
DRAINAGE PLAN DA
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
PERMITS (OTHER)
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $: LID
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:-.1�4'? -
SIDE SEWER PERMIT(S) #: �Fet,-9 -3
SOILS REPORT DATED: —
STREET USE1 ENCROACHMENT PERMIT
WATER METER TAP CARD DATED: 0 /// 0147 -7 ��,/q llle!:�� -7
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Date:
MEMORANDUM
May 3, 1905
To: Paul Mar, Community Services Director
From: Jeffivy S. Wilso Current Planning Supervisor
Subject: ESTIMATED PARKING REQUIREMENT'S FOR THE PROPOSED
FLORAL AND ARTS CENTER
After review of the conceptual plan for the "Edmonds Floral & Arts Center" I have concluded that
the following parking standards appear to be the most appropriate based on break down of the
specific uses within the budding:
BUILDING USE PARIaNG STANDARDS.
- Conference room space I per 400 square feet of
- Lectureloffice gross floor area
- Dedicated office space
- Associated storage space I
• Hall/platform I per 500 square feet of
• Circulation/Utilities gross floor area
• Meeting/dressing/prep I
Based on the above standards, and after review of the conceptual plan which the applicant
submitted to the City for review at the May 3, 1995 Architectural Design Board meeting (see
attached), the following is a breakdown of parking requirements:
1st Flanr
7nA Flnnr
A�A 10—
Use
Sq-
Feet
Req.
Parking
Use
Sq.
Feet
Re%
Parking
Use
Sq-
Feet
Req.
Parking
Office/Storage
2,790
6.98
Hall/Platform
4,560
9.12
Office
4,300
10.75
Circ./Litilities
600
1.20
Lechre/Office
1,125
2.81
CircAftilities
2,140
4.28
Lower Lecture
720
1.80
Circ.Mtilities
1,825
3.65
Meeting/Dress
/Prep
800
I
2.00
I
Totals
9.98
Totals
T-
17 - 58
Totals
1
15,031
Note: The above parking calculations for office space assumes that the use wffl generate on -site customer usage, dwdore, the
parking ratio is 1/400. If no on -site customers usage, the paTking ratio is 1/900.
City of Edmonds ca Planning Division
FACPAPKI.DOC
05/03(95.
Ile total required parking for the proposed development, as calculated above would be 43 (the
total of all thme floors, rounded up to the next whole number).
If you should have any questions regarding these calculations, please do not hesitate to contact me.
pc: Rob Chave
. John Bissell
W6ter Service Or?,
The City of Edmonds
EASEMENT NO . ............................................
NEW CONSTRUCTION 5?'� REPAIRS E:] LID NO . .................. . ASMT. NO . ...................
OWNER............................................................... ................................ CONTRACTOR ............................................ ...... ................................ PERMIT NO.5.60.54-1
JOB ADDRESS ... ZO.1 -------- ma .......................... LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO . ................. I ...................
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479 1—\,jF—. K43. Approved: MIA0
PWW-0001-1 1175 (REV.1 1178) DATE AOA7 ...................... By
'A ....................................
CITY OF EDMONDS
Address of Construction: AVe f",,4
/'0j6TFfiJ / 7-
SIDE SEWER PERMIT
PERMIT N 0- 8 8 G 3
Property Legal Description (Include all easements): —=A-4344 —005--001 —00 Ao d 1± 43 4q
nn5_-_ 007 _0 a
13UBLIC WE)KNO UtIj 4
Owner and/or Contractor: 6 PEE �& IFST
�tate License N 0_ spt�c\-Jcc 4. 10 F: Building Permit No. 40
El Single.Family
El Multi -Family (No. of Units
XCommercial
Public
Invasion into City Right -of -Way: C1. N;z! Yes
RW Construction Permit No. 7-5:4
Cross other Private Property
,��No 11 �es
Attach legal description and copy of recorded easement
I certify th4t I have read and shall comply with all city requirements
as indicatild on the back of the Permit Card.
7 12_-� /9 �
Date / I
CALL DIAL -A -DIG (1-800'-424-5555) BEFORE ANY EXCAVATION
.�OFFICE USE ONLY..�
FOR INSPECTION CALL *M-4=, 'PUBLIC WORKS DEPT.
Permit Fee: Issued By o /C)
Trunk Charge:
Date Issued:
Assessment Fee: Receipt No.:
Lid No.:
Partial I-nspection: Date —Initial
Comments
Reason Rejected: Date —Initial
Final Inspection Approved: Dato—
L—,Zlnitial—
PERMIT MUST BE POSTED ON JOB SITE
While Copy: File Green Copy: Inspector Buff Copy: Applicant
Revised 3/90
I
I
V
The City of Edmonds
Side Sewer Drawing
EASEMENT NO . ............................................
NEW CONSTRUCTION 2--' REPAIRS F] LID NO . .................. . ASMT. NO . ..................
c
OWNER..................... ------------------------ ------------------------------ .............. CONTRACTOR .................................................................................... PERMIT NO. Q8 21
Y ')� I
JOB ADDRESS ............. ............
LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO . ...................................
NAMEOF ADDITION .................................................................... ..................................................
A U (- r--
Approved:
EDM!ONiDS
TREATMENT PLANT
__�fj
,3,� n
Q7%—.
-11 ............ .......
PWW-0001.1 1/75 (REV.1 1/78) DATE I .............. .......
.... �r . .....
.......... ..................
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1.19
CITY OF EDMONDS
USE
ZONE PERMIT
6 C, NUMBER, 9rob-54L
CONSTRUCTION. PERMIT APPLICATION
JOB ITE/APT #
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OWNER NAME/NAME PF BUSINESS
ADDRESS
4 A JE,
LEGAL DESCRIPTION CHECK
SUBDIVISION NO. LID.
NO.
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MAILING ADDRESS
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133
0
CITY ZIP
TELEPHONE NUMBER
PUBLIC RIGHT Qf WAY PER OFFICIAL STREET MAP.
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TESCP Approved 13
RW Permit Required .1�.
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EXISTING REQUIRED DEDICATION
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METER SIZEI
LINE SIZE
NO. OF FIXTURES
PAV REQUIRED
ADDRESS
YES C3 NO 13
REMARKS
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This Permit covers work t-o be done on pi�Nite property ONLY.
Any construction on the public domain (curbs"tidiwelks,
driveways, marquees, etc.) will require separat� permission.
"TATE SURCHARGE
S
Permit Application: 180 Days
Permit Limit: I Year - Provided Work is Started Within 180 Days
STORM DRAINAGE FEE
"Applicant, on behalf of his or her spouse, heirs, assigns'and
ENG. INSPECTION FEE Z
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successors In interest, agrees to indemnify, defend and hold
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whatever nature, arising directly or indirectly from the Issuance
this Issuance this be deemed
PLAN CHECK DEPOSIT
of permit. of permit shall not to
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modii y, waive or reduce any requirement of any city ordinance
I
nor limit In any way the City's ability to enforce any ordinance
TOTAL AMOUNT DUE
provision."
I hereby acknowledge that I have read this application; that the
Information given is correct; and that I am the owner, or the duly
ATTENTION
APPLICATION APPROVAL
authorized agent of the owner. I agree to comply with city and
state laws regulating construction; and In doing the work authoriz-
THIS PERMIT
AUTHORIZES
This application is not a permit until
ed thereby no person will be employed in violation of the Labor
ONLY THE
signed by the Building Official or his/her
Code of t State of Washington relating to Workmen's Compensa-
�Eance
WORK NOTED
Deputy; and fees are paid, and receipt is
and R.CW 18.27...
INSPECTION
acknowledged in space provided.
PE NER 97AGENT) DATE SIGNED
.7w
DEPARTMENT
CITY OF
OFFI [GNAT E DA E
EDMONDS
7.AzAli�
NTAN
CALL FOR
INSPECTION
b(TLEW DATE
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
ORIGINAL — File YELLOW"— Inspector
771-0220
A* CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
CHAPTER 3.
PINK — Owner GOLD — ASSeSsor
102-87
CITY OF EDMONDS
USE
ZONE PERMIT
NUMBER
dONSTRUCTION PERMIT APPLICATION
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ADDRESS J N 41
A S
OWNER NAME/NAME OF BUSINESS
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street use Permit Req'd 0
CITY zip
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TELEPHONE NUMBEA
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SIGN AREA
ALLOWED I PROPOSED
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Legal Description of Property - Include all easements
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ADDITION COMMERCIAL MECHANICAL
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MARKS
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e_
(ep
NUMBER
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NUMBER OF r
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NUMBER q�
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DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN)
FINAL INSPECTION
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BUILDING
HEAT SOURCE:
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PLUMBING
Plan Check No.
MECHANICAL
This Permit covers work to be done on private property ONLY.
GRADINGIFILL
Any construction on the public domain (curbs, sldewplks,
STATE SURCHARGE
driveways, marquees, etc.) will require separate permission.
Permit Application: 180 Days
Permit Limit: I Year - Provided Work Is Started Within 180 Days
STORM DRAINAGE FEE
"Applicant, on behalf of his or her spouse, heirs, assigns and
ENO. INSPECTION FEE
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successors In Interest, agrees to Indemnify, defend and hold
harmless the City of Edmonds, Washington. Its officials,
a
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0
x
employees, and agents from any and all claims for damages of
whatever nature, arising directly or Indirectly from the Issuance
of this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirement of any city ordinance
nor limit In any way the City's ability. to enforce any ordinance
provision."
PLAN CHECK.DEPOSIT
TOTAL AMOUNT DUE
wo
I hereby acknowledge that I have read this application; that the
Information given Is correct: and that I am the owner, or th.e duly ATTENTION APPLICATION APPROVAL
authorized agent of the owner. I agree to comply with city and THIS PERMIT
state laws regulating construction; and In doing the work authoriz- AUTHORIZES This application Is not a permit until
ed ther9by, no person will be employed In violation of the Labor ONLY THE signed by the Building Official or his/her
Cod 8 9f the State of Washington relating to Workmen's Compensa. WORK NOTED Deputy; and fees are paid, and receipt Is
tion losurance and RCVM&27. INSPECTION acknowledged In space provided.
E SICj6AjUF
SI"AJrUF (OWNEWRT DATE SIGNED DEPARTMENT
OFF
CITY OF �X) GNATURE DATI
10, EDMONDS .57/z 2 ,
CALLFOR 41ELEASEVY� DATE
AVENT(ON INSPECTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ORIGINAL — File YELLOW — inspector
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. USC 771-0220
CHAPTER 3. PINK — Owner GOLD — Assessor
890 -194
City of Edmon&
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 Edmonds'prior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
and submit it to the City. The City will
review the checklist, make a precursory site
visit) and make a 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
6 r p I i—t —pTa- n— To—r—i -nZ Niv —id U 9 15—t s—oT T Fe p --ar c e I
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:
0".
C46* 6" r-6"J 04J,4A QLL &e",
Name
2V00 U, S GI-r-11c
Street Address'
S'p
, &ttL 9 Y/ 0/ 16W
City, State, ZIP Phone
,�,,Sfgnatu r)�&Z,-- Date
Applicant Representative: -
Street Address
-.
City, State, ZIP Phone
,o/Signature Date
4% ' *ILE NO
Critical Areas Checklist -
616 -- (.�4
Site Information (soils/topography/hydrology/vegetation)
1. Site Address/Location: a si ,�L 31A vF /Jc
2. Property Tax Account Number: V T- -
3. Approximate Site Size. (acres or square feet): t -7
1-4 — JUN 4, C,
4. Is this site currently developed? ---±�'-yes; no. s 0
PER
If yes; how is site developed? ee de Jdt Q MIT COVAITO
5. Describe the general site topography. Check all that apply.
x/ 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 Wfeet).
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):
RCV01/04(94
City of Edmon& .
Critical Areas Checklist
The Critical Areas Checklist contair�ed 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-UFe$_5Fce!'_I
with enough detail that City staff can find
and identify the subject parcel(s). In
addition, the applicant shall include
other pertinent infonnation (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:
r,67'd
Name
'Woo (I/, S. R_1!1�) G'Izix
1,1,20 E�A-A
Street Address'
6 9V YaC6_
City, State, ZIP Phone
gpn a �wmm
ate
Applicant Representative:
Street Address
9 --1 aA_A&��
City, State, ZIP - . Phone
Date
WLE NO.
Critical Areas Checklist
Site Information (soils/topography/hydrology/vegetafion)
1. Site AddressALocation: :2 c, -3 s a 4
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet): 1,V y o v
R- E C E
4. Is this site currently developed? -yes; — no.
JUN-7-
If yes; how is site developed?--- ge Q 41 -- JJ6
5. Describe the general site topography. Check all that apply. PERM!T COLIATr�n
1// 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 Wfeet).
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: 1�lo Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?.
8. Site is in the floodway 14 — floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? k Flows are seasonal? - (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawnshrubs etc)
11. Obvious wedand is present on site:
R" 0 VO4V4
9711-E60330-
11/26/97'11:33
P-0010 Recorded
Snohomish County
B U L D I N 6
Return Address:
City Clerk
NOV 2 6 1997
City of Edmonds
121 5th Ave N
Edmonds, WA 98020
RECORD OF PARKING EASEMENT
Legal Description:
Grantor's Land: Section 23, Township 27, Range 3
See Exhibit "A" for complete legal descriptions
Grantee's Land: Section 23, Township 27, Range 3
See Exhibit "B" for complete legal descriptions
Assessor's Tax Account Number(s)-
Grantor's Land: 4344-005-001-0005
Grantee's Land: 4344-005-001-0005
NO EXCISE TAX
REQUIRED
NOV 2 6 1997
BOB DANTINI, S*Omish COunly Treasurer
F3y--POB DANTINI
Grantor:
Edmonds Community College Foundation, a Washington Corporation, as to
an undivided 65 % interest,
Edgar J Hodgson
Maude B. Hodgson
as to an undivided 35% interest
0 Grantee:
Edmonds Community College Foundation, a Washington Corporation.
PARKING EASEMENT AGREEMENT
THIS PARKING EASEMENT AGREEMENT is entered into this day of
November, 1997, by EDMONDS COMMUNITY COLLEGE FOUNDATION, —
a Washington
corporation, as to an undivided 65% interest and EDGAR J. HODGSON and MAUDE B.
HODGSON, husband and wife, as to undivided 35% interest, ("Grantor"), and EDMONDS
COMMUNITY COLLEGE FOUNDATION, a Washington corporation, ("Recipient").
RECITALS
1. Grantor is the record owner of that certain real property more fully
described in Exhibit A, attached hereto and incorporated herein by this
reference ("Grantor's Land").
2. Recipient is the record owner of that certain real property more fully
described in Exhibit B, attached hereto and incorporated herein by this
reference ("Recipient's Land").
3. Both the Grantor's Land and the Recipient's Land are situated within the
city limits of the City of Edmonds, (the "City"), and as such are each subject
to the provisions of the City's Municipal Code, (the "Code"), including but
not limited to, Section 17.50.040 of the Code.
4. Recipient wishes to use Grantor's Land for "off-street" parking for
Recipient's Land.
5. In order for Recipient to use Grantor's Land for "Off-street" parking, Section
17.50.040 of the Code requires that the Grantor and the Recipient enter into
an agreement regarding the use of the Grantor's Land by the Recipient for
it off-street" parking.
6. The Grantor granted the easement in order that Recipient's proposed use of
Recipient's Land complies with Section 17-50.040 of the Code.
7. The Grantor and the Recipient each acknowledge that Recipient's proposed
11 use of Recipient's Land will not be in compliance with the Code if Grantor
--does 4owl-not grant the parking easement contained in this Agreement;
IN CONSIDERATION OF the mutual agreements, covenants, promises,
representations and warranties, and such other good and valuable consideration, the
receipt and sufficiency of which is hereby acknowledged, the parties agree as follows:
17678MSC.RRB - 1 -
0
0
AGREEMENTS
1.0. Basic Provisions.
1.01. Grantor's full name and contact address and details:
Edmonds Community College Foundation,
a Washington corporation,
as to an undivided 65% interest
c/o Deborah DeWees
Edmonds Community College
College Relations & Development
20000 - 68th Avenue W e'st
Lynnwood, WA 98036
(425) 640-1494
Edgar J. Hodgson
Maude B. Hodgson
as to an undivided 35% interest
408 Daly Street
Edmonds, WA 98020
(425) 672-4708
1.02. Recipient's full name and contact address and details;
Edmonds Community College Foundation,
a Washington corporation,
as to an undivided 65% interest
c/o Deborah DeWees
Edmonds Community College
College Relations & Development
20000 - 68th Avenue West
Lynnwood, WA 98036
(425) 640-1494
1.03. Tax parcel number and street address of the Grantor's Land;
Tax Parcel No. 4344 005 0010005 - 201, 215, & 217 4th Ave - N
Edmonds, WA 98020
4. Tax parcel number and street address of the Recipient's Land;
Tax Parcel No. 4344 005 0010005 - 201, 215, & 217 4thAve. N.
Ednonds, WA 98020
2.0. Grant of Easement. The Grantor grants to the Recipient for the term of
this Agreement, an easement over the Grantor's Land for the purposes of motor vehicle
parking, including motor vehicle and pedestrian ingress and egress and all rights
-2-
17678MSC.RRB
commensurate therewith and attendant thereto (the "Easement"). The easement is
deemed to be a covenant running with the Land, perpetually binding the Grantor and the
Grantor's Land, until properly terminated in accordance with the provisions of this
Agreement.
3.0. Use of Grantor's Land. During the term of this Agreement, the Grantor's
Land will be used exclusively as off-street parking for and by the Recipient.
4.0. Grantor and Recipient Covenants. The Grantor and the Recipient
jointly and severally covenant to the City that:
4.01. neither of them will take or cause, or omit to take, any action
(including attempting to amend or terminate this Agreement without the process
prescribed in this Agreement), which would result in any way whatsoever in the Grantor,
the Recipient, the Grantor's Land, the Recipient's Land or this Agreement no longer being
in compliance with Section 17.50.040 of the Code.
4.02. they shall each take or cause any and all actions necessary to ensure
that at all times, the Grantor, the Recipient and Grantor's Land are each in compliance
with the provisions of Section 17.50.040 of the Code;
4.03. they will immediately upon discovery that the Grantor, the Recipient
or Grantor's Land is not in compliance with the provisions of Section 17.50.040 of the
Code notify the City in writing of the fact and details of the non-compliance, which notice
is to be served personally, delivered by messenger delivery service or sent by first class
mail, postage prepaid, addressed to the City Clerk, City of Edmonds, 505 Bell Street,
Edmonds, WA 98020, or to such other address as either party from time to time shall
designate by written notice to the other. If any notice is mailed, it shall be conclusively
deemed received three (3) days following the date it is deposited in the mail. The date of
mailing shall be counted as one of the three days. The postmark affixed shall be
conclusive evidence of the date of mailing.
5.0. Joint and Several Liability. During the term of this Agreement, the
Grantor and Recipient are jointly and severally liable to ensure that the use of Grantor's
Land is at all -times in compliance with the Code and the terms of this Agreement.
6.0. Third Par1y Beneficiary. The City is a third party beneficiary of this
Agreement.
7.0. City's Rights and Remedies. The City has the right to enter upon the
Grantor's Land at any time to determine whether the Grantor, the Recipient and Grantor
Land's are each in compliance with the provisions containe . d in this Agreemen . t and of
Section 17.50.040 of the Code. In the event that Grantor or Recipient breaches any of the
provisions contained in this Agreement and of Section 17.50.040 of the Code, the City has
all rights and remedies available to it under this Agreement as a third party beneficiary of
the agreement and as a municipal authority with jurisdiction over the Grantor's Land and
the Recipient's Land, including without limitation, termination of this Agreement. Any
-3-
17678MSC.RRS
0 0
and all costs, including actual attorneys fees and costs, incurred by the City in enforcing
the provisions contained in of this Agreement, are to be paid by the party in breach.
8.0. Indemnification of Ci . The Grantor and the Recipient each
acknowledge and agree that the City is not liable to either the Grantor or the Recipient or
to any third party, and the Grantor and Recipient jointly and severally waive any and all
claims they may have against City, as a result of the Grantor and the Recipient entering
into this Agreement. The Grantor and the Recipient shall indemnify, defend and hold the
City harmless against any and all claims, losses and damages that the City may suffer,
including actual attorney's fees and costs, as a result of the Grantor and the Recipient
entering into this Agreement.
Grantor and Grantee also acknowledge that this Agreement may be based in full or
in part upon provisions supplied by the City. Grantor and Grantee acknowledge that the
provisions supplied by the City serve as suggestions only and that they were free to use
their own provisions, subject to approval by the City. Grantor and Grantee agree that all
provisions of this paragraph apply to any claim for damages that may arise from use of
provisions supplied by the City.
9.0. Amendment, Modification, Replacement. The provisions contained in
this Agreement cannot be in any way amended, modified, or replaced without the prior
written consent of the City. Any attempt, without the prior written consent of the City, to
amend, modify, or replace any of the provisions of this Agreement is null and void and of
no force or effect.
10.0. Termination, Release from Recordin . This Agreement cannot be
terminated, nor can it be released from recording, without the prior written consent of the
City. Any attempt, without the prior written consent of the City, to terminate this
Agreement or to have this Agreement released from recording, is null and void and of no
force or effect.
1 11.0. "Grantor"; "Recipient". For the purposes of this Agreement, "Grantor" and
"Recipient" are deemed to include all of their respective employees, officers, agents,
contractors, licensees and invitees.
12.0. References to Sections of Code. Any reference to Section 17.50.040 of
the Code, is a reference to that section and to any provision or provisions in substitution
therefor or replacement thereof.
13.0. Gove ning Law; Venue. The interpretation and performance of this
Agreement is to be governed by the laws of the state of Washington. Venue of any action
hereunder is to be in the Superior Court of Snohomish County, Washington.
14.0. Construction. If any provision in this Agreement is found to be
ambiguous, an interpretation consistent with the purpose of this Agreement that would
render the provision valid is to be favored over any interpretation that would render it
invalid.
-4-
1767SMSC.RRB
0 0
15.0. Entire Agreement. This Agreement sets forth the entire agreement of the
parties with respect to the Easement and supersedes all prior discussions, negotiations,
understandings, or agreements relating to the Easement, all of which are merged herein.
No amendment, modification or replacement of any provision of this Agreement is valid or
binding unless contained in an instrument signed by both parties and acknowledged. Any
such amendment, modification or replacement is subject to the provisions of Section 9.
Amendment, Modification, ReDlacement" and Section 10. Termination; Removal from
Recordina" regarding amendment, modification or replacement of anyterm or condition of
the Agreement.
16.0. Successors. The agreements, covenants, promises, terms, conditions and
restrictions of this Agreement are binding upon, and inure to the benefit of, the parties
hereto and their respective personal representatives, heirs, successors, transferees and
assigns and continues as a servitude running with and perpetually binding the Grantor
and the Grantor's Land, until terminated in accordance with the provisions of Section
17.50.040 and of this Agreement.
17.0. No Waiver. No agreement, covenant, promise, term, condition or
restriction in this Agreement is deemed waived by City and no breach is deemed excused
by City unless such waiver or consent is in writing and signed by the City. No such waiver
or consent is deemed to be a waiver or consent by City to any subsequent violation or
breach of any agreement, covenant, promise, term, condition or restriction in this
Agreement.
IN WITNESS WHEREOF, Grantor and Recipient have set their hands on the day
and year first above written.
GRANTOR:
EDMONDS COMMUNITY COLLEGE
FOUNDATION
a WAshington corporation,
LE
its
-5-
17678MSC.RRB
]RECIPIENT:
EDMONDS COMMUNITY COLLEGE
FOUNDATION
a Wash�pgton corporation,
M
0-4�adl-ed L/
0 0
GRANT01L
EDGAR J. HODGSON
MAUDE B. HODGSON
husband and wife,
e� /�a V�1.0 4
..Olm F � go"ff
A
Va//H&dgsorj
X-)
Mauae B_. Hodgson
"APPROVED AS TO FORM BY
Cip�-M ONDS"
/d
vi
City Attorney, (Tity of Edmonds
STATE OF WASHINGTON
Ss.
COUNTY OF KING
I certify that I know or have satisfactory evidence that R � h ad A, 2ere 4p,,
person who appeared before me, and said person acknowledged that LF, signed this #s the
instrument, on oath stated that hp- was authorized to execute the instrument and
acknowledged it as the Chairman of EDMONDS COMMUNITY COLLEGE FOUNDATION'
to be the free and voluntary act of the corporation for the uses and purposes mentioned in
the instrument.
DATED: A2 n L) e reL b e r a � , 1997.
00� &_, " �_ &�4,
1. co
or Notary Publi4,li -and for the
j
9
ION
6N S te of Washington, residing at
C a (.00
OTARk Washington.
My commission expires:
9 7
PUB,
06
�A
N�_07W�)4
.6-
1767SMSC.RRS
0 0
STATE OF WASHINGTON
ss.
COUNTY OF �-1
I certify that I know or have satisfactory evidence that EDGAR J. HODGSON and
MAUDE B. HODGSON are the persons who appeared before me, and said persons
acknowledged that they signed this instrument and acknowledged it to be their free and
voluntary act for the uses and purposes mentioned in the instrument.
Dated: 1997.
lull
0A
�j
X 4V
*-.. e
B
0* .......
WA
NOTARY PUBLIC in and for the
State of Washington, residing
at: CaKAT') =--,
My Conu-nission expires:
-7-
1767SMSC.RRB
0
EXHIBIT A
LEGAL DESCRIPTION OF GRANTOR'S LAND
The West 44 feet of Lot 3, Block 5, Plat of Edmonds, according to the plat recorded in Volume
1 of Plats, page 26, records of Snohomish County, Washington.
Situate in the County of Snohomish, State of Washington.
SUBJECT TO: Covenants, conditions, restrictions, reservations, easements, notes, dedications
and agreements as contained on the face of said Plat of Edmonds or of record.
10 Parking Stalls
-8-
1767SMSC.RRS
0 0
EXHIBIT B
LEGAL DESCRIPTION OF RECIPIENT'S LAND
Lots 1 and 2, Block 5, Plat of Edmonds, according to the plat recorded in Volume 1 of Plats,
page 26, records of Snohomish County, Washington.
Situate in the County of Snohomish, State of Washington.
SUBJECT TO: Covenants, conditions, restrictions, reservations, easements, notes, dedications
and agreements as contained on the face of said Plat of Edmonds or of record.
-9-
17678MSC.RRB
r, / ( �'
FOR AGENCY REVIEW
STREET FILE
HYDRAULICS REPORT
For
PROPOSED
EDMONDS FLORAL AND
ARTS FOUNDATION
203 Fourth Avenue N.
Edmonds, Washington
REID
May 1996
A -fee,
. 11-71q
Ne'ed
o
Table of Contents
1.0 Project Description
2.0 Existing Site Condition
3.0 Proposed Storm Drainage Collection System
4.0 Project Storm System Calculations
5.0 Proposed Water Quality Treatment System
6.0 Erosion/Sedimentation Control
7.0 Operation and Maintenance
LIST OF FIGURES
Figure 1. Vicinity Map
Figure 2. Existing Condition Topographic Site Map
Figure 3. Proposed Storm Drainage System
1.0 Project Description
This report covers the design of the storm water collection, and water quality systems for
runoff from the proposed Edmonds Floral and Arts Foundation building and adjacent
parldng lot at the comer of 4th Avenue and Bell Street in downtown Edmonds,
Washington.
During the initial stages of this project it was determined that the existing storm drainage
collection system in the alley, between 3rd and 4th Avenues adjoining this project, was to
shallow to pern-dt the design of an on -site stormwater detention system in accordance
with the new City Drainage Ordinance Number 3013. As a result of this analysis we
contacted the City Hydraulics Engineer to discuss alternatives available to this project. it
was agreed that the project would have to construct a new storm line down Bell Street to
a storm line between 2nd and 3rd Avenues to provide the required depth to provide the
onsite detention for this project
The following calculations are prepared to document the methods and detem-iine the
required storage and release rates to comply with the City Ordinance.
2.0 Existing Site Condition
This project is in the City of Edmonds, Washington, at 203 4th Ave. N. in the northwest
comer of intersection of 4th Avenue North and Bell Street. A vicinity map is shown as
Figure 1. This project site will redevelop two existing developed residential city lots.
The existing site topography is gentle sloping northwesterly to the alley, with an average
slope of 2.7 percent There are four existing structures on these lots, two single family
residences and two detached garages. The alley way behind these lots is gravel and the
drainage is collected by a catch inlet approximately 40 feet northerly in the ally.
Existing storm drainage systems available to this project are the curb and gutter of Bell
Street and the shallow 8 " storm line in the alley which connects to the storm system in
Edmonds Street to the north. There are no catch basins or subsurface storm system on
Bell Street so accumulated street runoff flows in the gutter system to 2nd Avenue. At this
point, on inspection, the direction of the surface street drainage is North at 2nd Avenue.
Whereas the general topography is westerly down Bell Street. This project is tributary to
Puget Sound and is not tributary to an local streams.
ly)
A V
AF
LT ?fk
Vl( NL IH
Ho.T.-. -'.,ro -
FUGUAE
3.0 Proposed Storm Drainage
Collection System
The project storm drainage system will be an underground pipe system with inflows from
roof drain leaders at the catch basins. All parldng lot runoff will be directed to a catch
inlet located at the entrance to the alley way. The detention system will be a 36" diameter
pipe manifold system with 54" diameter catch basins at the four comers to allow
inspection and maintenance of the manifold. The outlet will be controlled by a three stage
outlet control standpipe to detain the 2 yr. 24 hour, 10 yr. 24 hour type and 100 yr. 24
hour type 1 A storm events with consideration in the design of the overflow structure for_
the 100 yr. 24 hour rainfall event
Existing Overland Time To Concentration
Using the standard methods for determining the time to concentration for the most
hydraulically distant point of this site and the Manning's "n" values developed by the Soils
Conservation Service as shown in Table 1, which is a copy of the King County, Surface
Water Design Manual Table 3.5.2C , attached, the longest time of concentration for
overland and pipe systems combined is 9.57 minutes, per the spread sheet following Table
2.
Existing Site Conditions
The total land area of this project is 14,434.2 sq. Ft. or 0.3314 Acres
The average slope is 0.027 to the northwest.
Assuming a meadow condition and Alderwood soils the coefficient is = 85
Job No:
21-96-003-001-01
Prepared by: arm
Client:
Mr. & Mrs Hod -son
Date: �/24/96
19031-33rd Avenue West
Project:
—0
Edmonds Floral and Arts Center
Checked by:
L)mnwood, WA 98036
Tc Calcs
Date.
(206) 775-3434
File:
—Existing
h:\doc\oep\edfloral\timec.xis
Last update:
(206) 775-3439 FAX
— Z'
Sheet flow time over plane surfaces per King County, ff'oshington, Surface If'oter Design Manual. Used for travel lengths
up to 3 )00 feet. Starting at the southeast corner of the lot.
T, 0.42(n,L)"
(Po 03 (SO0.4
T. = travel time (min).
n., = sheet flow Mannino's effective
roughness coefficient (Table 3.5.2Q.
L flow length (ft).
P2 2 - year, 24 - hour fainfall (in)
(Figure 3.5. 1 Q.
s. = slope of hydraulic grade line
(land slope, ft / ft).
Leg n, L (ft) P2 (in) h i (ft) h2 (ft) So T (min)
1 0.03 )0
170.01 2.62
61.94
57.28
0.020
4.57
2
4
5
6
7
9
10
I12
. Sheet
flow subtotald
4,5�7
I
g
Flow time through piping using Mannino s fon-nula.
C, 0
L 1.486 3
V = R3'SY2
T n
V = average velocity (ft / s).
L = flow length (ft).
T = travel time (sec).
R = hydraulic radius (ft).
S = slope of EGL (ft / ft).
n = roughness coefficient
Pipe
n L (ft) R hi (ft) h2 (ft) So T (sec) T (min)
2
3
4
5
6
7
8
9
10
11
12
Pipe flow subtotal:
Initial wetting time: 5.00
Sheet flow subtotal: 4.5,7
Pipe flow subtotal: 0.00
Tc (min): 9.57
4.0 Proposed Storm
System Calculations
The Santa Barbara Urban Hydrographic Storm Water Computer Module with Everett
rainfall curves provided the method of analysis for this project. The output summaries for
the 2 year, 10 year and 100 year storms are shown on the following pages result in a
sizing of the detention system for this project. The required storage to meet the 2yr, 10yr,
and 100 yr 24 hr. Storm events is 671.52 cuft of detention. Per the City of Edmonds, the
downstream storm piping system is sized for a 10 year 24 hour design storm per City
guidelines.
Before reviewing the following calculation please remove from the pocket provided at the
back of this report the two reduced copies of the storm drainage plan and the details
numbered I and 2. These reduced plans sheets will help in your review.
Because this project has the benefit of discharging to the storm system in Bell Street, this
project design will concentrate the detention into a centralized pipe storage system, using
36" diameter galvanized steel 16 gage treatment I pipe as the primary storage system.
The system is divided into two 30 foot long sections. To facilitate construction the two
30 foot sections will be separated by two 15 foot connecting pipe sections. The total
detention volume provided is 882.16 cuft
To verify the Detention Volume Provided by this system see the following:
ITEM
Vol/L.F. or V.F.
Length or
Vertical Depth
Vol. Provided
36 " Pipe
7.07 C.F./L.F.
90 L.F.
636.30
54" CB Type 1E1
15.90 C.F./V.F.
12.96 V.F.
199.70
Total
Detention
Volume
836.00
5.0 Proposed Water Quality Treatment
System Calculations
in compliance with City of Edmonds Ordinance. The following Best Management
Practice: Due to the small nature of the contributing area and flows off the parking lot the
use of a grass lined bio-swale is not practical therefore a baffle win be incorporated into
the control manhole of this project's storm water conection system to mitigate the
introduction of sediments, floating debris, heavy metals and oils to the public storm
drainage system. The outlet control baffle wiH provide control of the 2 yr
The proposed parking lot wffl have 14 uncovered parking staUs
5/28/96 Reid Middleton Inc. page
Edmonds Floral
city submittal
BASIN SUMMARY
BASIN ID: 100dv
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL..�.:
TIME OF CONC ..... :
ABSTRACTION COEFF:
NAME: developed 100 year 24 hour
0.33 Acres
BASEFLOWS:
0.00 cfs
TYPE1A
PERVIOUS AREA
3.00 inches
AREA..:
0.04 Acres
10.00 min
CN.... :
86.00
5.00 min
IMPERVIOUS
AREA
0.20
AREA..:
.0.29 Acres
PEAK RATE: 0.20 cfs VOL:
CN.... : 98.00
0.07 Ac-ft TIME: 490 min
BASIN ID: 100ex
NAME: existing 100 year 24 hour
SBUH METHODOLOGY
TOTAL AREA ....... :
0.33 Acres
BASEFLOWS:
0.00
cfs
RAINFALL TYPE .... :
TYPE1A
PERVIOUS AREA
PRECIPITATION .... :
3.00 inches
AREA..:
0.33
Acres
TIME INTERVAL .... :
10.00 min
CN.... :
85.00
TIME OF CONC ..... :
9w57 min
IMPERVIOUS
AREA
ABSTRACTION COEFF:
vO.20
AREA..:
0.00
Acres
CN....
9B.00
PEAK RATE: 0.11
cfs VOL: 0.04
Ac-ft TIME:
480 min
BASIN ID: 10dv
NAME: developed 10 ypir 24 hour
SBUH METHODOLOGY
TOTAL AREA ....... :
0.33 Acres
BASEFLOWS:
0.00
cfs
RAINFALL TYPE .... :
TYPEIA
PERVIOUS AREA
PRECIPITATION .... :
2.00 inches
AREA..:
0.04
Acres
TIME INTERVAL .... :
10.00 min
CN.... :
86.00
TIME OF CONC..;..:
5.00 min
IMPERVIOUS
AREA
ABSTRACTION COEFF:
0.20
AREA..n
0.29
Acres
10i
CN.... :
98.00
PEAK RATE: 0.12
cfs VOL: 0.05
Ac-ft TIME:
480
min
5/28/96 Reid Middleton Inc.
.Edm6nds Floral
city submittal
BASIN SUMMARY
BASIN ID: 10ex NAME: existing 10 year 24 hour
SBUH METHODOLOGY
TOTAL AREA ....... :
0.33 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPEIA
PERVIOUS AREA -
PRECIPITATION .... :
2.00 inches
AREAr.:
0.33 Acres
TIME INTERVAL .... :
10.00 min
CN..�.:
.85.00
TIME OF CONC ..... :
9.57 min
IMPERVIOUS
AREA
ABSTRACTION COEFF:
0.20
AREA..:
0.00 Acres
CN.... :
98.00
PEAK RATE: 0.05 c
f SJVOL: 0.02
Ac-ft TIME:
480 min
BASIN ID: 2dv
NAME: developed 2 year 24
our
SBUH METHODOLOGY
TOTAL AREA ....... :
0.33 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPEIA
PERVIOUS AREA
PRECIPITATION .... :
1.50 inches
AREA..:
0,04 Acres
TIME INTERVAL .... :
10.00 min
CN.... :
86.00
TIME OF CONC ..... :
5.00 min
IMPERVIOUS
AREA
ABSTRACTION COEFF:
0.20
AREA..:
0.29 Acres
CN.... :
98.00
PEAK RATE: 0.09 ifs
VOL: 0.03
Ac-ft TIME:
480 min
BASIN ID: 2ex NAME: existing 2 yeai�24 hour
SBUH METHODOLOGY
TOTAL AREA ....... : 0.33 Acrps BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPEIA PERVIOUS AREA
PRECIPITATION .... : 1.50 inches AREA..: 0.33 Acres
TIME INTERVAL .... : 10.00 min CN.... : 85.00
TIME OF CONC ..... : 1.57 min IMPERVIOUS AREA
ABSTRACTION COEFF: -).20 AREA..v 0.00 Acres
CN.... : 9e.00
PEAK RATE: 0.02 cfs VOL: 0.01 Ac-ft TIME: 480 min
page 2
5/28/96 Reid Middleton Inc. page 3
Vdmonds Floral
city submittal
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
c f s
min.
cf—AcFt
Acres
0.022
480
541 cf
0.33
2
0.048
480
952 cf
0.33
3
0.109
480
1903 cf
0.33
4
0.090
4eo
1429 cf
0.33.
5
0.125
480
2001 cf
Oi33
6
0.196
480
3168 cf
0.33
5/28/96 Reid Middleton Inc. page
.Edmonds Floral
city submittal
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. pl
Description: pipe I
Diameter: 3.00 ft. Length: 95.00 ft.
Slope... : 0.0050 ft/ft
STAGE � ---- STORAGE ---- � STAGE 4 ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE ( ---- STORAGE ---- >
(it) --- cf--- --Ac-Ft- (f 0 --- cf--- --Ac-Ft- (f 0 --- c f --- -- Ac-Ft- (f 0 --- cf--- --Ac-Ft-
100.00 0.0000 0.0000 100.90 113.79 0.0026 101.80 353.32 0.0081 102.70 585.30 0.0134
100.10 0,7230 0.0000 101.00 137.44 0.0032 101.90 381,43 0.0088 102.80 605.35 0.0139
100.20 4.0476 0,0001 101.10 162.24 0.0037 102.00 409.27 0.0094 102-90 623.10 0.0143
100.30 11.036 0.0003 101.20 187.99 0.0043 102.10 436.71 0.0100 103.00 637.37 0.0146
100.40 22.410 0.0005 101.30 214.52 0.0049 102.20 463.69 0.0106 103.10 652.40 0.0150
100.50 37.216 0.0069 101.40 241.63 0.0055 102.30 490.04 0,0112 103.20 662.62 0.0152
100.60 52.590 0.0012 101.50 269.21 0.0062 102.40 515.57 0.0118 103.30 668.62 0.0153
100.70 70.981 0.0016 101.60 297.12 0.0068 102.50 540.11 0.0124 103.40 671.17 0.0154
100.80 91.529 0.0021 101.70 325.21 0.0075 102.60 563.44 0.0129 103.47 671.52. 0.0154
5/28/96 Reid Middleton Inc.. page
Edmonds Floral
City Submittal
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No— di
Description: discharge .1
outlet Elev: 1-4-4 H__ . 6 6 - S _L, S ?.�
Elev: ft�01-S Orifice Diameter: 0.7961 in. i t%77'
Elev: L04—qRO ftJ11,750rifice 2 Diameter: 1.2598 in.
Elev: tQz.,;20 t Orifice 3 Diameter; 1.1016 in.
STAGE (--DISCHARGE --- > STAGE (--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- >
(f 0 --- 05 -- ------- (f 0 --- CfS -- ------- --- 05 -- ------- (f 0 --- 05 -- ------- --
100.00 0.0000 100.00 0.0000 100.00 0.0000 100.00 0.0000
L/
6.0 Erosion/Sedimentation Control
The soils, as identified by the Soils Conservation Service Soils Survey dated 1952, of this
site are predominately Alderwood Gravelly Loam. Alderwood Gravelly loam has a high
erosion potential due its high percentages of sand and gravel. Permeability of both soil
types is good ranging from 2.0 to 6.3 in/hr to depths ranging from surface to 60". The
thickness of the Alderwood Gravelly loam soil generally ranges from 27" to 47" over
consolidated glacial till with low permeability.
There are no existing critical areas located within the project, but once the mass
excavation begins, this area will have to be protected to minin-dze the erosion potential of
this area.
In accordance with the City of Edmonds requirements for erosion/sedimentation control,
the following Best Management Practices for sites less than 5,000 square feet win be
implemented as a part of this project:
Filter fabric fences will be installed along the project boundaries receiving sheet flow as
well as within the project at the base of cut or fill slopes in conjunction with diversion
swales as necessary.
Sediment trapped behind the silt fences will be minimal but will be removed after each
storm event to keep the efficiency of the fences as high as possible.
To minimize the transporting if silt and mud onto the public roads, Gravel Construction
Entrances will be installed and maintained during the primary earth work portion of this
project. Once the subgrade has been established, areas which are to be landscaped but are
not ready because of the timing in construction shall be mulched and or covered with
matting to prevent erosion if no work is planed for 30 days in the area in question.
To mitigate silt and sediment leaving the site the contractor will be required to sweep the
adjacent public streets daily during the primary grading process and as required during the
total construction period. Thereby preventing silt laden storm water from entering the
public storm drainage system. The Contractor will also be required to inspeci all trucks
leaving the project site to minimize mud from being tracked offsite. If mud is tracked
offsite, he will be required to remove the mud immediately from the impacted area.
7.0 Operation and Maintenance
Baffle Oil/Water Separator
Remove accumulated sediments during the summer months or when they build up to 6" in
depth at the base on the inlet, or otherwise interfere with the upstream diversion structure
operation. Use of equipment like a Vactor Truck to extract the accumulated sediments is.
strongly recommended over removal by hand.
Inspect the baffle oil/water separator periodically, especially after periods of heavy runoff.
Monitor the accumulation of oil in the inlet side of the separator and remove accumulated
oil once a year at the end of the winter wet period or if oil accumulations exceed 1/2 inch.
Be careful to avoid introducing oil to receiving waters or ground water.
Clean curb cuts when soil and vegetation buildup interferes with the flow.
See that litter is removed from the paved surfaces on a regular basis in order to minin-dze
silt, sediment and debris from the storm drainage collection system which decrease the
efficiency of the system.
Control Structures/Flow Restrictors and Diversion Structures
See Item I on the following page of Table HI-2.10 from the DOE Stormwater
Management Manual for regular maintenance procedures and operation.
Storm Sewer Collection System
S ee Item II on the following page of Table HI-2. 10 from the DOE S tormwater
Management Manual for regular maintenance procedures and operation.
STORMWATER, MAVAGE�LENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-2.10' Mainteaarice of Control Structures and Catchbisin's
WMICEALMOG
Defect Coodh;oosNVbcaM4nt=Loccis
I
Results ExpecW When Maiotco=ce
com,
De'oca:'
7
.
Secded
is Performed
1. Control Sftu�ft�
Flow Red6dor -
Gen"
Tra&h & Debris (includes
D:A&n:c between debris buildup &
All trash & debris removed.
sediment)
bo"-om of orifice is < I 'A rect.
Structm-al DL=ge
Structuv is not securely iLtL&cW to
Strucbme securely Attached to wall &
M=bolc Wall & oudet Pipe strucum
outlet pipe.
sbo' jupportatleastl000lorupor
down pressure.
SL-uc---c is Dot in upright position (up
Structure in correct position.
to 10 % rrom plumb allowed).
Cc==-t;ooj to oullet Pipe am not
Connections to outlet Pipe am
U-SLI-C& & Show signs Of rust.
witerUght; structure repaired or
replaced and works as designed.
Any holes - other than designed
Structure has no holes other than
holes - in structure.
designed holes.
clesnout Gato
DL=Scd or missing
Ckazo;:t gste is not Watertight Of is
Gate is watertight and works as.
designed-
CtLk c-L=ot be moved up & down by-
Gate moves up and down easily arA
00C =L=tanancc person.
is WAtertighL
Chj:m Lading to Satz is miming or
Chain is in place & works as
designed.
Gate is rwW over 50 % or its surface
Gate is mpaircid,or replaced to mect
arm
design standards.
Obstructions
Trxsb. d-briu. sediment or veletsdoa
plate is free or all obstructions &
b6AL-1 the plate.
works as designed.
Overflow Pipe
Obstructions
Trash or debris 6 blocking or
Pipe 6 free of all obstructions &
poL=,.;&U)- blocking the overflow pipe.
works as designed.
Manhole
See standard, Section
See 'Pipc&/Tw"* stsMard. Section
M4.6. 1.
1114.6. 1.
H. C&L-bbuins -
Trash & Debris (includes
Truh & debris k 'A 0 which is
No trLsh or debris immediately in
General
sediment)
locaud 1-amediately in froot of the
front'of the catchbasin opening.
cat:-bbuin opening of is blocking
capscizy by > 10
Trz3h or debris in the bula that
No trash or debris in the catchbasin.
exceeds 'A the depth rrom the botorn
or bu:n to the invert of the lowest
Pipe.
Trash or debris in any Wet or pipe
Inlet & outlet pipes fret of trash or
Mockins more thin % of its height.
debris.
Dcbd--Zmal or vegetation that could
NO d cad Lnirnals or vegetation
Scocral— odors or dangerous jua
present within the catchbasin.
111-2-97 FEBRUARY, 1992
9
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND. BASIN
Defect
conditions IAI= Wn—,occ is
Results Expected When Maintenance':'
Compoocmt�
Needed
i a Performed
CatAbostas
cood;doo pr=cnt
No which would.....-
Gcoeml. con*L
attract or support the breading of
insects or rodents.
Structural Dunal e to Frame
Frame is e,vca %-.i:h curb.
modfor Top Slab
Top'slab 6 free of holes & cracks.
Frame is sitting flush on top stab.
Cracks in Buin Walls or
Basin repaired or replaced to design
Bonom
Standards.
No
" cracks rnom %�Am 9 in. w;dc at
the joint of in1wou-jel pip,—
SevIczoent/misalignment
Basin replaced at repaired to design
standards.
Fire H&zjLrd
No furnmable 6=1cals present.
Veletatiom
No vegetation bl>*Ing opening to
buin.
No vegetation or root grou-th present.
Pollution
No pollution prmcw other dum surrace,
filra
697"Ciderom 'A in. &
bag Cr th%'Am I & at the joint of
- any Wet or outlet pipe or Any
evidence of bog pLrt;cics
caterims the catcbbasin through
cracks.
Basin bas tattled > I in. or
has routed > 2 in. out of
Prcs�cm of cbcn� such as
za� gas. 09 and gasolize...
Vc&dAt;oa growing across &
blockint > 10 % of the basim
VIC t�-
111-2-68 FEBRUARY, 1992
Myers
BlodghaMic-5 inc.,
MB geotechnical and environmental science and engineering
GEOTECHNICAL DESIGN REPORT
Edmonds Floral and Arts Foundation Building
Ednwnds.Washington
STREET FILE
-JUN 7 199&�
PIERMIT COUNTER
'Prepared For: Mr. and Mrs. Edgar Hodgson
408 Daley Street
Edmondg, Washington 98,026,
Myer Bi d
Prepared By: s o yndrnics, Inc.
Bainbridge Island, Washington, 98110
April 30J996
Project No. 96545-5.
ROLLING BAY MERCANTILE BUILDING 11264 SUNRISE DRIVE 13AINBRIDGE ISLAND WA 98110 (2b6).842-6073
EFAFB 965.45-5
April 30, 1996,
Table of Contents
TABLE OF CONTENTS
Section page no.
PROJECT DESCRIPTIONv. ...... ........................... ................... .................
SITE DESCRIPTION ........................................ ....... .................................
GENERALIZED. SUBSURFACE CONDITIONS ................................................. 2.
Soil..................................................................................... ...... 2,
Groundwater ........ .................. 2
....................................
Subsurface Conclusions ................
..................................................
GEOTECHNICAL, RECOMMENDATIONS .............................................. 3
Foundation Support ....... .............. 3
.................... ................. .............
SlabrOn-Grade Floors ........................... .............................................
Structural*Fill ............................... .................................. ............... 4
Lateral. Resistance .......... ........ I., ....... I ...... I ............ ....................... 5,
Drainage Consideriition ......
...................... ...................... ............
CLOSURE ........
................. ............................................... ...................... 6
FIGURES
Figure 1 - Site and Exploration Plan
Figure 2 - Foundation Excavation Detail
Fiore 3,- Test Pit Log TP-1
Figure 4'- Test Pit Lo g, TP-2
Figure 5 - Test Pit Log TP-3
Figure 6 Yest Pit -Log TP-4
Figure 7 - Test Pit Log TP-5
Myers Biody'namics, Inc.
Myers
H,iadyn'amics inc.
MB geotechnical and environmental science and engineenng
April 30, 1996
Mr. and Mrs. Edgar Hodgson
408 Daley Street'
Edmonds, Washington -98020
Re: Geotechnicallrivestigatidii-
Edmonds Floral and Arts Foundation.Building
Edmonds, Washington
Dear Mr. and Mrs. Hodgson:
This letter presents our observations. and, recommendations based on geotechnical
explorations conducted 'at the Edmonds Floral'and Arts Foundation Building'project 'site.
The purpose of the -explorations is. to document existing site soils and to provide
recommendations for. foundation'support. A copy of this letter report has-been forwarded. to
the project- architect, Peter O'Connor.
The geo.technical scope of our. work was conducted, in accordance with our. letter of
'agreement dated March 13, 1996., Work included test. pit. explorations, 'geotechnical
analyses, recommendations for foundation support, and preparation of this report.
,PROJECTDESCRi 110N,
The building site is located on the northwest cotner of 4th Avenueand Bell Street in
Edmonds, Washington. The p�oposed Floral and Arts Building is a two-story timber
frame building. A parking lot will also be constructed on the site adjacent to the building.
The general. project site configuration is-shown'on the Site and Exploratio n-Plan, Figure 1.
It is our ' understanding that the building floor will be constructed as a slab -on -grade over a
portion.of the building footprint and the'remainder of the floor area will be supported over
crawl space areas.
SITE DESCRRMON
The project site is.situated on--a'gentle' slope that descends in a westerly direction. The
existing site elevation ranges from 'about 62feet at the south corner to about 58 feet along th�
north side of the site. The maximum' site grade i's about 2 to 3 percent. One . residence and
several, storage sheds were present on the project site at the t.ime of our exploraiions'on April
12, 1996. One- residenc6 . was removed from the property prior to our explorations.. An
.exposed subgrade half basement is all that remains of the moved- structure. We
understand the remaining, site structures will be removed or demolished prior to site
development. The project site is currently grassed- and sparsely -landscaped with'.1ow
shrubs'and several trees.
ROLLING BAY MERCANTILE BUILDING 11254 SUNRISE DRIVE BAINBRIDGE ISLAND -WA 98110 (206) 842- . 6073
EFAFB,6654�-5
April 30; 1996
page� 2 of 6
GENERALMED SUBSURFACE CONDMONS
The site was explored by conducting a total of five test pit'explorations, TP- 1 through TP-5
on.April 12, 1996. Test pit"locations are presented on the. Site and Exploration Plan, Figure
1. Test pits TP-1 through TP-4 were advancied within,the.footprint of the proposed building.
Test pit TP-5 was advanced northwest of the proposed building within the footprint of the.
proposed parking lot. Logs of the tes.t'pits are attach e'd as Figures 3 through 7.
Soil
Test' pit excavations TP-1 though TP-4.-penetrated varying thicknesses Pf to soil and.
p
disturbed fill soilg overlying native. granular soils.- Test pit. excavations TP-1 and.TP-2
-encountered .2 to 3 1/2 foot feet of topsoiYand fill material.' The fill consisted' of loose to
medium dense, gray to brown, gravelly,'slighUy silty to silty sands. Below the fill, native
granular soils' were medium. dense, gray, slightly gravelly, 'slightly silty sand. Te'st pit
f
excavations TP-3 and. TP-A penetrated 3 to- 5 feet of topsoil an' d ill including a thin
cemented layer in TP-3, and a slag -like I ' ayer in TP-4.. Test pit excavation TP-5
apparently penetrated. an undisturbed sequence,�of relatively thick topsoil -Underlain by
loose to medium dens6,'gray to brown, slightly silty sand. Beneath the sand was' medium
dense, gray, gravelly, silty sand..
GroundWatei
'Groundwater. was -encountered in all the test- pit explorations advanced on the site at the
time 'of this investigation. Estimates of the rate of groundwa:ter flow into the test pits
ran'ged'from 1/4 to 1 gallon per mi�ute. Groundwater was observed at 8 1/2 -a.`nd'8feet below
the -ground surface in TP- 1 and- TP-2, respectively. Groundwater was at 6 feet -in TP-:.3 and
about'5 -1/2 feet inTP-4,and,TP-5.' Groundwater levels are.indicated on the -test pit logs
r . attached to this report. Groundwater levels will likely va ry depending on the timebf year,.
rainfall patterns', and other on -site or off -site influences. In test.pit TP-5, the �presence of
-iron staining and mottling suggests perched. groundwater is,present above the relatively
impermeable native soils during pp-riods, of heavy or prolonged precipitation.
Subsurface Cbnclusions
7 the disturbed' - filf soils appear to originate from local.'ro adway activity, s ite g rading, and
foundation preparations for -the. existing's.triicturbs; The'proximity of test. pits' TP- 1. and
-the roadway and the p'r�es6nce-of significa ii- fill mat6rial suggests the soils wer'e-re-'
TP-2 to n,
worked and distributed -in conjunction with both roadway and site preparation and
grading. Disturbed soils described in test pits TP-3 and TP-4 may �be.the' result of.the site
residential construction and 'grading. Soils -examined *in test pit TP-5 appear, to be
uhdisturbed-and may represent a sequence of'to'psoil over native undisturbed. soil-.
Myers Biodynamics� Inc.
EFAFB 96545-5
April 30,1996
page 3 of 6,
GEOTECBNICAL RECOMNENDATIONS
The following recommendbLt.ions are based on the results'bf our test pit 'explorations and,
understanding , of Ahe proposed project. Geotechnical -recommendations for building,
foundation support, slab-on-.gr6de floor support, structural fill, lateral. resistance, and
drainagi� considerations. are 15regented'below.
Foundation Support
The medium dense -or denser native 'granular soils bbserved'below the fill in the' test pit�
explorations are suitable for shallow spread footing foundation support. We -recommend a
in . aximum. allowable soil,bearing-pressure of 300 pounds per.square foot (psf) on the
medium dense or denser native site soils located at the -depths shown on the test pit logs and.
in Table 1. beldw.� This assumes the' medium Idense'g-tanular.'site soils are undisturbed and.
are not loosened or softened prior to footing construction by water and/or 'construction
activities.r
TABLE J
-Depth to
Fill Thickness and
Suitable Foundation Support Soils
Depth to Medium Dense or,
Topsoil and
Dense-rFoundation Support.
Test'.Pit Number
Fill Depth (feet)
Soils (feet)
TP-1
2
2
T.P-2
.31/2
31/2
TP�3
'3
4
TP-4
.5
5
TP-5
1
2
The suitable foundation'support soils -are. located approximately'2 to-5 feet below the ground
sur'face'according to. the test pit explorations. 'Footing foundations could be extended to the
depth of suitable foundation soils. Alterriatively, the, existing fill soils could' be
the ' i
overexcavated'to su table foundation -support soils and-backfilled to� the desirdd footin
9.
;il f
..foundation subgradd, level,with structur, ill.or controlled density fill'(CDF)... We 'also
recommend an allowable soil beari I ng, pres�ure of 3,000 .,psf for footings, founded on
properly placed and compacted structural fill or CDF.
If footing subgrade preparation includes ovbr'excavation of the and. replacement
with structural fill or, CDF, the overexcavation below the footing should be'wider. than the
footing.. We recommend O'verexcavation and replacement with structural fill occur within'
a zone .below the proposed fd oti n g as'ghown on Figure 2.. This'�%-hl I provide suitable
foundation support material'below th6 f6oiin
,.g and within'the zone of influence that.footin
foundation pressures -exert bellowthe base of the footing.
The recommended maximum allowable soil -bearing pressure on mbdiuin dense native
site soils, 'structural' fill or CDF assumes that the native subgrade' soils'are relatively
undisturbed by construction activity and do not become wet of 'Softened by rainfall, or
ponded surface water prior to footing constructionY structuraf.fill,.,or CDF placement' If
Mp�rs' Biodynamics, Inc.
EFAFB 96545-5
A�ril'30,1506
page,4 of 6
native* medium. de�nse- soils do becoffie wet and'softened during _construction, the unsuitable
soils should be .'Overexcavated, and replaced ' wi * th structural 'fill (see structural fill
recommendations below),- CDF, or"the footing foundations shbuld,be extended down to
suitable soils.,
All footing. foundation., soils should be observed prior. to constructing foundations to
determine that the soils are as anticip�ated for the design allowable soils'b'earing.,pressure.
Al�o, if organic 'ma . teHaf,. soft,, loose,'. or. wet, so I ils are..enco I untered' th is, -unsuitable
materi'al should be overexcavat6d.
foundation. The ove'rexcavated material should be
replaced with structural fill, CDF, or the footings extended- to suitable foundation soils as
recommended above.
We recommend a'min�imu�i width fdr'shallow. spread footing foundations of 24 inches for
isola*ted footing's and 18 inches. for continuous- (wall) footing�. Allowable -soil bearing
pressures may be increased by one-third -to include short-term'loaids such as seismic or
wind loading�- Footings should be embedded at least 18 inche!; be*low adjacent finished
exterior grades -or the interior floor slab grade, whichever is lower.
V
Assuming proper subgrade preparation, we anticipate total settlement of footings Will be
less ihan� 1 inch and" differential settlement Will be less than 1/2 inch. Settlement of the
granular site soils or granular structural fill is expected to 'occur'. during con'struction as
the loads are applied.
Sla.b-On-Grade F loors
In our opinion,- the buildifig-floor slab could be supported as a slab -on -grade a's'suming
preparatioff of the sla'b-on-grade sub*grade soils'. After stripping of §urff ' ice
vegetation and topsoil, w6.recommend the slab subgriide soils be compacted to 95 percent of
e -organics, soft, loose,,or wet
the maximum 'dry d 'nsity to a depth, of. 1 foot... Any. areas of
subgrade soils should.be overex'cavated and replaced by'structural fill.
'All fi-11- b6low* s.lab-on-gradb'hoors should be �pla*cedl as s,tr"Lictural'fill as reco �mnend"
ed in'
the Structural 'Fill section�of thi s report. Structural fill,under slab -on -'grade floors should
be compacted. to'at-least 95 percent of the maximum dry density as defined,by ASTM D1567.
It is importaiit that the -slab-dii-grade areas be c�refully observed prior to* and during
compaction to identify.areas of organics; soft, loose,'wet, or other unsuitable subgrade soils.'
-Unsuitable subgrade soils should-- be removed and replaced with. structural fill prior'to floor
slab construction.
Structural Fill
We recorhmend that any fill placed. under footing foundations, slab -on* -grade floors, or.
oth er structural features be placed as'structural fill. Structural ' fill should.'consist of a well -
graded, grr'anular soil free of organics, debrisi or other deleterious material. Structural fill
should be at -.a moisture content to. allow for proper combactio'n.
The suitability of site soils for.use as structural fill depends on the gradiiition and moisture
content,of the soil when -it -is placed. As the amount offihes (soil p�rticles passing the U.S.
No. 200 sieve) increases, the soil becomes more sensitive to small changes in -moisture
Myers Biodynamics, Inc.
EFAFB 96545-5
April 30, 1996
page,5 of 6
content and compaction levels, �ecorne more difficult to achieVe. 'So'ils*cofitaining greater
than 5 percent fines are moisture sensitive and cannot be 'consistently. compacted to a firm,
non -yielding condition when the water con'tent'varie§'.froni. th& optimum. moisture content
by. more thani about 1 -to 3 percent. The optimum moisture content is- that moisture content
which results in the greatest soil coml�act.ed dry density for a, given compaction..effor.t.
Fill and native site'soils are'generally slightly §ilty,to silty meaning they could contain
between. 5 and 30 percent fines, Therefore, the site soils are'moisture sensitive and maybe
unsuitable for use as sfructural,fill during wet Weather -conditions o,r if they become wetted
b� other means.-'. Jf structural fill placement is required duri'ng wet weather -or'. on Wet
conditions, we recommend that structural. fill material. consist of an imported,,
subgrad6
well -graded sand and gravel with less than 5'percent fines., If wetted, soils, could require
spreading and dryipg,to a suitable moisture content prior to placement and compaction as
structural �fill-.
Structurdl-fill should be placed in lifts not -exceeding 8 to 10, inches in loose thickness. Each
lift should be-compac.ted tb.,.,95 percent of the maximum Oy density as defined,by ASTM
D1.557, (modified Proctor) where utilized under footing foundations, slab-on-gradel-
pavement or other site structural features..
Lateral Resistance
Lateral loa:ds may be resisted by a combination, of friction alonig the base of foundations
and -by passive soil resistance, against buried foundations. We recomrn end. footings
founded on granular structural fill or native *site soils be' designed using a 'Coefficient of
base. friction of 0.40. Passive,soil resistance may be.'calculated based, -on an equivalent
fluid density of. 220 pcf. The passiVe Value includes a factor of safety'of 2 in order to limit
lateral deformations.. The passive resistance value assumes a horizontal ground. surface
beyond the footing. We recommend ignoring passive resistahce forAhe upper 12 inches of
soil unless covered by a floor slab or pavement.
Drainaae Consideration's
Test pits were conducted on April 12, 1996 and indicated grouna%�ater at a depth.of to 8 feet
below. the ground. surface. It. is anticip4ted that groundwater'l evels will chan'ge with the
season, ra infall patterns,. and- othei 6n-site and *off -site influences.
We,recommend that exterior"grad*es be sloped away. from the proposed structure to prevent
vvater from. collecting adjacent to the * facility. A catch basin - and tightline conveyance
system. could be provided to route surfac e'water where site'grades , may slope towards the
proposed facility. Roof downspouts should not be permitted to discharge into footing,
drains.. Collected stormwater should be directed away from the new structure to a suitable
disch arge. location.
�ubsurface drain�age control §hould..be 'provided -for the, proposed building., 'A perimeter
footing drain, system should be. placed at the base. of 'the exterior edge of building footings.
We recommend drain,pipe be s�rrounded -by clean drain gravel for -at least ' 6-inches
around, the'pipe. The drain'gravol should be, wrapped' with suitable geotextile with a
minimum 12-inch overlap.
Myers Biodynami4�.s, Ific.
EFAFB 9654 5-5
April 30.,,1996,
page 6 of 6
CLOSURE.
This report was prepared for the exclusive use 6-f Mr.� and Mrs.. Edgar Hodgson, the project
architect, Q.Connor Associate.s� and other project -team. member . s'for specific application' to
the Ednionds Floral and Afts Foundation Building project.- The data and report §hould be,. -
provided to prospective contractors for their information but the reporti conclusions., and
interpretations' should not'be construed as a warranty of subsurface conditions.
Within the limitations of the scope of.work, schedule, and budget this� report was prepared
in accordance. with generally accepted geotechnical engineering'. practices in this area at
the time'the. report wag irepared. No -other warranty either: expressed., or im
p mpli6d is- m4e.
The conclusions and recommendations arebased on 'our understanding of the project as
e a
described i.n the report and on7si.te conditions as �oSse'rved at the time. of our explorations.
�f.project plaris.'change' from those described in. this report we should be contacted and
retained' to review the changed conditions. Also, if thbre -is a substantial lapse. of time -
between submission of. this report and the, start of construction, or,if conditions have
changed* due to natural 6uses'or construction operations at the site, or'if conditions appear
different from those described in our report,- we should be contacted -and retained to rev*
iew
',.our -report. The purpose of the review is to determine. the applicability �f the'conclu.sions
and recommendations considering the time lapse or changed conditions..'.
We appreciate the opportunity to be of serVke to you. If you have any questions regarding
observations and recommendations presented in this report, please -contact our office at
your convenience..
MYERS BIODYNAMICS, INC.
of WA
�Jane N. 14yer s'
Principal/Geotechnical En . gineer.
6144
JNM/saf 10
TS
AL.
cc: Peter O'Connor/O'Connor- Associates
y age't
Paul Fag6t/Swenson Sa' F
1,14 -fl
Myers Biodynamics, Inc.
I
M TP-1
am
To EYi&tfr),-q Catch
565 n I e ( Acid OilMater
- — - — - — - — - — - 5eparator)
Propilty Line f1ropert-4
fne
58,W (8,) Siv e" I
51.25
FFE 62.00
TP-2
RE 0, 11
-�W� NIXZ
LEGEND:
11111 TP- 1 Test Pit Exploration
Approximate Scale: 1 inch = 20 feet
_±2
-------------------------------
1% CROSS SLOPE
TP-5
JAN.-
61.23 6 1. 3 6(23
TC &I.Sb
61.35 SLOPE
7C 61.82
Lw T I
ZVI&
1,4S
TP--
1.
TP-4
I
LANDIW�
61.so
I IRAMPI
-4 Nk-1 —f-4 11L
L-r-
4th Avenue North
i Note: Site and Exploration Plan based on "Site Plan"
dated January 1, 1996 by O'Connor Associates
Architecture Planning and Design.
Myers Site and Exploration Plan FIGURE NO 1
Biodyni3mics Inc. Edmonds Floral and Arts PROJECT NO 96545-5
B BUS: (206) 842-6073 Foundation Building DATE
#tM Bainbddge Island WA 98110 FAX: (206) 842-3797 Edmonds, Washington April1996
Finished Site
. . . Grade
Structural
Fill
n F11 r=
18-inch
minimum
Backfill
see Note 3
Excavation
depth varies
see Note 2
-i V
V
Nw V! V
N
T�,
Excavation width
see Note 1
Notes: 1. Excavate below footing foundations to form a trapezoidal zone
under the footing as shown on the figure. Maximum excavation
width required is the trapezoidal width at a depth of four times the
footing width for a continuous footing and two times the footing
width for an isolated footing.
2. Depth of excavation to extend below existing fill soils. See report
text for anticipated excavation depths at site test pit locations.
3. Backfill footing overexcavation with either. -
a) structural fill - see text for recommendations
b) control density fill (CDF)
Schematic not to scale
Myers Foundation Excavation Detail FIGURE NO 2
Hiludynamlics Inc. Edmonds Floral and Arts PROJECT NO 96545-5
B BUS: (206) 842-6073 Foundation Building
Bainbridge Island WA 98110 FAX: (206) 842-3797 Edmonds, Washington DATE April 1996
Key to Soil Exploration Logs
Unified Soil Classification System
Sample Descriptions consist of the following:
Minor constituents, major constituents; density or
consistency, color, moisture, and additional comments
including trace constituents. Soil classification is based
on visual field soil sample observations and laboratory
results on selected samples, where indicated on the
logs. Soil classification is based on grain size, plastic-
ity, color, density/consistency, and moisture. Visual-
manua.l methods of ASTM D2488 were used as an
identification guide.
Soil Density and Consistency
Soil density/consistcricy in borings is related to the
Standard Penetration Test (SPT) as shown below. Soil
density/consistcncy estimates in test pits arc based on
visual observation and presented parenthetically on the
soil logs.
Coarse -Grained
Fine -Grained
Soft Density
SPT*
Soll Consistency
SPT*
Veiy Loose
0-4
Very Soft
o-2
Soft
2_4
Medium Dense
10-30
Medium Stiff
4-8
4_50
Stiff
i;�iyDefse
>50
Vely Stiff
15-30
Hard
.>30
*Standard Penetration Test measured in blows per foot
Minor Constituents
Estimated Percentage
Trace
0-5%
S.-4Y,
..6
Clayey, Silty, Sandy, Gravelly
12-30%
d 9
y:" i6j. ..
.36
*Not identified as a Minor Constituent
Moisture
Laboratory Test Symbols
" o turo Coni�6t
GS
Grain Size classification
L .
PP
...'.AtterbergLimits
Pocket Penetrometer (compressive strength in TSF)
TV
Tbrvane*(shear stroqgth FTSF)
CN
Consolidation
TUU.'
Triaxial Unconsolidated Undrained
TCU
Tri�xial Consolidated Undrained
OU
Unconfined Compression
:DS.
Direct Shear
..... ....... .
K
Permeability
86*.-.'....:
Ca.fit=16 Boa�ing
MD
Moisture Density Curve
Nutrients
0
—0
T 0
Woll-gradod gravels and
GW d mixtures, little
i �i
Cal
Z�
3 t-5 1Z
oravelims-o,
CD
2 i2
C
GP.
00"Y ra"Odpravals*an�'-'-
g-v-1 d m little:
P an Ixturas,
6Q.
no �Ins s
CV
GM
9sril-ly-girl-1:10ld-sill mixtures
e
GO
CID= gm vels,
grav -wd-deymix( u0is..
4
SW
Woll-gradod sands and
se nds, little or no'
finr-.�s'elly
.i2
R
'; �_,
8 izi
SP
Poorly qta:dods�nds* and
fravegi sands,. NO otno.
. .
i
,
a 0 5 . . '
. .. . ..
.. ..
sm
. . . . .. .. . .
=ds, sand -sill
SC..
=shn, , .�sand- by.
1*. .*..
S` .. 1.
ML
ani�glls, very fine
.2ontdge. flour. silly or
14
Co
clayey line sands
inorganic c aye at W lo
CMadiurn
L
plasticity. gravelly
clays, sandy days, silty:`.:
clays, loan clqy�
i
OL
Orga nic s I is and organic
silly clays of low plasticity
MH.
Inorganidsills -micaceous
dietomacoou�:Ilnosand or
sit soils, elastic silts:'
'b
c3c
CH
Inorganic clays of high
plesficily, fat clays
V
OH
16 ighplasF#Ohy
Highly Organic Soils
Pt
Peat, muck and other
highly organic soils
Observation Well Symbols
Bonlonirs
seal
Ground Water Level.*
8/7/92.Z date of reading
ATD.Z ATO. A I Time of Drilling
Sand park and well
screen or hydrolip
Boring Symbols
7 2.0'dia. Split Spoon
S-1 24 Sampler (SPT)
J_ 27
3 3.25- dia. Split Barrel
S-2 50 Ring Sampler
50/4*
S-3 3.0'dia. Thin Wall
P Tube Sampler
P Sampler pushed Wo sample recovery
Test Pit Symbols
S-1 Sample number Grab Sample gar or'bag)
Ground Water seepage
_V_ Ground Water level observed in- test pit-.excavati
Myers
Hiodynamics inc.
B BUS: (206) 842-6073
Bainbridge Islard WA 98110 FAX: (206) 842-3797
This log applies only to test pit location at the time of excavation. Subsurface conditions may differ a' th
TEST PIT LOG TP-1 locations and may also change over time. This log is a simplified interpretation of the actual conditoidner
EDMONDS FLORAL AND ARTS FOUNDATION
Cn
W
BUILDING
CL
2
TEST PIT LOCATION: See Figure 1 SURFACE CONDITIONS: Sod
W
.4
U)
DESCRIPTION
COMMENTS
6-inches Topsoil over
many fine roots
s-1
3-inches Gravelly to Vejy Gravelly SAND: Loosel, gray, slightly moist ()�ILQ
few roots to 1 foot depth
Slightly Gravelly to Gravelly Silty SAND, (medium dense), dark brown,
S-2
slightly moist to moist, few organics (HISTORIC TOPSOIL)
2—
S-3
Slightly Gravelly to Gravelly Slightly Silty to Silty SAND; (medium dense),
gray to brown, slightly moist
3—
S-4
trace to few cobbles
4-
5-
6-
7—
caving due to seepage
8 —
s-5
Gravelly SAND; (medium dense), gray brown, moist to very moist
groundwater seepage at
8 112 foot depth
9—
S-6
caving and seepage
Bottom of test pit at 9 112 foot depth. Completed and backfilled on 4112196.
prohibited deeper
10—
excavation
12 —
13-
14 —
15 —
16 —
17 —
18 —
Rolling Bay Mercantile Bldg. DATE FIGURE
milers 11254 Sunrise Drive 4/12/96 . 3
Hh3dUnamics ilinc. Bainbridge Island WA 98110 ELEVATION (FT) ' PROJECTNO
B BUS: (206) 842-6073 FAX: (206) 842-3797 60+/- 96545-5
I -
I TEST PIT LOG TP-2
l�
lZastiloogsapplias only,to tesht pit location at the time of excavation. Subsurface conditions may d;ffar at Other
and may a so c ange over time. This log is a simplified interpretation of the ctua conditions.
co
EDMONDS FLORAL AND ARTS FOUNDATION
BUILDING
3�
0-
2
TEST PIT LOCATION: See Figure 1 SURFACE CONDITIONS: Sod
W
a
<
cn
DESCRIPTION
9-inches Topsoil
COMMENTS
fine roots to 1 foot depth
S-1
Gravelly SAND, (loose), brown, slightly moist (FILL)
1 —
S-2
2—
S-3
Slightly Gravelly SAND, (loose), gray, slightly moist (FILL)
3—
S-4
trace cobbles
slight caving
3 to 4-inches Silty SAND; (medium dense), reddish brown, moist, few organic,,
Slightly Gravelly SAND, (medium dense), brown, slightly moist to moist
S-5
4—
5-
6-
7—
Gravelly, Slightly Silty to Silty SAND; (medium dense), gray,
8—
vety moist to wet
groundwater seepage
at 8 foot depth
9—
caving and seepage
prohibited deeper
Bottom of test pit at 9 foot depth. Completed and backfilled on 4112196.
excavation
10-
11
12-
13-
14-
15-
16-
17-
18—
Rolling Bay Mercantile Bldg.
Mqers 11254 Sunrise Drive DATE 4/12/96 FIGURE 4
B Bindlinamics lnr-. Bainbridge Island WA 98110 ELEVATION (FT) 62+/- PROJECT NO 96545-5
BUS: (206) 842-6073 FAX: (206) 842-3797
e IA"
Vtqj L4
This log applies only to test pit location at the time of excavation. Subsurface conditions a d,,ffer a' th
TEST PIT LOG TP-3 locations and may also change over time. This log is a simplified interpretation of themactyua concht0ioner
EDMONDS FLORAL AND ARTS FOUNDATION
tz
W
BUILDING
3�
(L
-J
0.
2
TEST PIT LOCATION: See Figure 1 SURFACE CONDITIONS: Sod
W
0
.4
co
DESCRIPTION
COMMENTS
3 to 6-inches Topsoil
abundant fine roots
Slightly Gravelly Silty SAND; (loose to medium dense), brown, moist (FILL)
S-1
some fine roots
1 —
Gravelly Slightly Silty SAND; (loose to medium dense), gray brown, moist
S-2
(FILL)
2—
S-3
roots
Sandy SILT, (medium stiff), black, moist (FILL)
3—
s-5
4-inches Cemented SAND and GRAVEL; (ye!Y dense), brown, moist
Slightly Gravelly SAND, (loose to medium dense), gray brown, slightly
4—
S-4
Moist to Moist
S-6
5—
Gravelly to Vety Gravelly Silty SAND; (medium dense), gray, moist to
S-7
very moist
6—
groundwater seepage
at 6 foot depth
Gravelly to Very Gravelly SAND, (medium dense) gray brown, wet
7—
caving due to seepage
Slightly Gravelly Slightly Silty SAND; (medium dense), gray, wet
8—
caving and seepage
prohibited deeper
Bottom of test pit at 8 112 foot depth. Completed and backfilled on 4112196.
excavation
9—
10-
11
12
13
14
15
16
17 —
18 —
Rolling Bay Mercantile Bldg. DATE FIGURE
Myers 11254 Sunrise Drive 4/12196 5
Hindynamics Inc. Bainbridge Island WA 98110 ELEVATION (FT) PROJECT NO
#tm B BUS: (206) 842-6073 FAX: (206) 842-3797 61 +/- 96545-5
jJUW
vtf 4u
TEST PIT LOG TP-4
lies on to test pit location at the time of excavation. Subsurface conditions may differ at other
"'I's lZapp ly This log is a simplified interpretation of the acival conditions.
,.call "I'd may also change over time.
cn
EDMONDS FLORAL AND ARTS FOUNDATION
UJI
BUILDING
3�
CL
-J
a.
2
TEST PIT LOCATION: See Figure 1 SURFACE CONDITIONS: Sod
W
c3
.4
cn
DESCRIPTION
COMMENTS
2 to 3-inches Topsoil
abundant fine roots
—
Silty to Vety Silty Fine SAND, (loose to medium dense), brown, slightly
S-i
1 —
moist to moist (FILL)
S-2
trace cobbles
2-
Grading to Slightly Silty SAND
3-
S-3
S-4
4 to 6-inch SLAG ? layer at 3 112 foot depth
4-
Slightly Clayey SILT; (stiff), gray, very moist to wet (FILL?)
S-5
5-
caving
Gravelly SAND; (medium dense), gray brown, wet
groundwater seepage
at 5 112 foot depth
6-
S-6
7-
8-
caving and seepage
prohibited deeper
Bottom of test pit at 8 112 foot depth. Completed and backfilled on 4112196.
excavation
9-
10-
11
12-
13-
14-
15-
16-
17-
18 -
Rolling Bay Mercantile Bldg. DATE FIGURE
mgers 11254 Sunrise Drive 4112/96 6
HicadUnamics inr-. Bainbridge Island WA 98110 ELEVATION (FT) PROJECT NO
B BUS: (206) 842-6073 FAX: (206) 842-3797 61+/- 96545-5
This log applies only to test pit location at the time of excavation. Subsurface conditions aydffera' 'h
TEST PIT LOG TP-5 locations and may also change over time. This log is a simplified interpretation of themacu.1 condftoloner
Cn
EDMONDS FLORAL AND ARTS FOUNDATION
W
BUILDING
3�
(L
2
TEST PIT LOCATION: See Figure 1 SURFACE CONDITIONS: Sod
W
o
<
cn
DESCRIPTION
COMMENTS
1 foot Topsoil
large roots to 1 foot depth
—
S-1
1
S-2
fine roots to 2 foot depth
Slightly Gravelly, Slightly Silty SAND; (loose to medium dense), brown,
slightly moist to moist
2—
S-3
Slightly Gravelly SAND; (medium dense), light gray, slightly moist, mottled
3-
4-
Gravelly to Very Gravelly Slightly Silty SAND; (medium dense),
5—
S.4
groundwater seepage
gray brown, wet
at 5 foot depth
6—
caving
7—
Gravelly Silty to Vefy Silty SAND; (medium dense), medium gray, wet
8-
Bottom of test pit at 8 112 foot depth. Completed and backfilled on 4112196.
9—
10-
11
12
13-
14-
15-
16-
17-
18—
myers
HiadjInamics inc.
#tMB BUS: (206) 842-6073
Rolling Bay Mercantile Bldg. DATE FIGURE
11254 Sunrise Drive 4/12-/96 7
Bainbridge Island WA 98110 ELEVATION (F-0 PROJECT NO
FAX: (206) 842-3797 59+/- 96545-5
00 Ak
U/ (Iq 1,
0
FOR AGENCY REVIEW
HYDRAULICS REPORT
For
PROPOSED
EDMONDS FLORAL AND
ARTS FOUNDATION
203 Fourth Avenue N.
Edmonds, Washington
PFM
May 1996
I EXPIRES 4/16/?? -1
...-Table of Contents
1.0 Project Description
2.0 Existing Site Condition
3.0 Proposed Storm Drainage, Collection System
4.0 Project Storm System Calculations
5.0 Proposed Water Quality Treatment System
6.0 Erosion/Sedimentation Control
7.0 Operation and Maintenance
LIST OF FIGURES
Figure 1. Vicinity Map
Figure 2. Existing Condition Topographic Site Map
Figure 3. Proposed Storm Drainage System
I
FM
J
I
I
I
I
� I
� I
I
1.0 Project Description
This report covers the design of the storm water collection, and water quality systems for
runoff from the proposed Edmonds Floral and Arts Foundation building and adjacent
parldng lot at the comer of 4th Avenue and Bell Street in downtown Edmonds,
Washington.
During the initial stages of this project it was detem-dned that the existing storm drainage
collection system in the alley, between 3rd and 4th Avenues adjoining this project, was to
shallow to permit the design of an on -site stormwater detention system in accordance
with the new City Drainage Ordinance Number 3013. As a result of this analysis we
contacted the City Hydraulics Engineer to discuss alternatives available to this project It
was agreed that the project would have to construct a new storm line down Bell Street to
a storm line between 2nd and 3rd Avenues to provide the required depth to provide the
onsite detention for this project
The following calculations are prepared to document the methods and determine the
required storage and release rates to comply with the City Ordinance.
I
2.0 Existing Site Condition
This project is in the City of Edmonds, Washington, at 203 4th Ave. N. in the northwest
comer of intersection of 4th Avenue North and Bell Street. A vicinity map is shoW6a-s-")
Fi ure 1. This project site will redevelop two existing developed residential ciW .
9
ne existing site topography is gentle sloping northwesterly to the alley, with an average
slope of 2.7 percent. There are four existing structures on these lots, two single family
residences and two detached garages. The alley way behind these lots is gravel and the
drainage is collected by a catch inlet approximately 40 feet northerly in the ally.
Existing storm drainage systems available to this project are the curb and gutter of Bell
Street and the shallow 8 " storm line in the alley which connects to the storrn system in
Edmonds Street to the north. There are no catch basins or subsurface storm system on
Bell Street so accumulated street runoff flows in the gutter sy��m t-6-Nd Avenue. At this
point, on inspection, the direction of the surface street drainage i4 NoAh at 2nd Avenue..
Whereas the general topography is westerly down Bell Stree6-1-his project is tributary to
Puget Sound and is not tributary to an local streams.