527 MAPLE ST.PDFiiiiiiiiiiiiii
12129
527 MAPLE ST
ADDRESS: 7
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:. 9!1 �?— /0 — DETERMINATION: E] Conditional Waiver F] Study Required Xwaiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARk-ThH1 A(-.PPPX4PMT-, DATPr)-
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED: 0 /1�7 14r---,e9
j j z z
J,
SCALED PLOT PLAN DATED:
SEWER LID FEE LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S)
GEOTECH REPORT DATI
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
LATEMP\DS'Ps\Forms\Street File Checklist.doc
#P20
bkFileNo:.
Critical Areas Checklist
Site Information (soils/ topography/ hydrology/vegetation)
1.. Site Address/ Location: 52:1 t:1'&1PL_5_
2. Property Tax Account. Number: s 10 -5 le�o
3. Approximate Site Size (acres or square feet)- 0. 1-5.
4. Is. this site currently developed? yes; — no.
If yes, how is site developed?.- t,4 �4 At4M r'-,F_7r
St> j:�4 A
5. Describe the general site topography. Check an that apply.
Flat: less than 5-feet elevationchange 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 dist-inceof 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:
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 where water flows across the grounds surface? Flows are year-round?
QJA Flows are seasonal? — (What time of year? Y
10.. Site is primarily: forested meadow shrubs mixed
urban landscaped Qawn, shrubs etc)
11. Obvious wetlan*d is present on site:
For City Staff Use Only
1. Plan Check Number, if applicable? 11A
I Site is Zoned? R- M
3. SCS mapped soil type(s)? q C—_w-r-e,7V' !��Low"e_ 6 lealn (i 5- % 9
4. Critical Areas inventory or CA dicates Critical Area, on site? ro ckp� 0 n
cy e- s4-, kj�-- 4evcd. i5 -rty . 1 .1 - . .
5. Site within desibated earth subsidence landslide hazard area?
DETERMINATION
--STUDY REQUIRED
Reviewed by-_'M_6�
116
WAIVER
. . '0C. 1%9"
#P20
City. of Edmohds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this forni is to
be filled out by -any person preparing a Development
Perinit 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
det&mine 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).
Date Received: 0-�5 / 01 -7—
City Receipt #:_ a6 04'4'
Critical Areas File #: C��A-- wD4. - 0
Critical Areas Checklist Fee: $135.00
Date Mailed to Applicant:
A property owner, or hislher 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 forni to assist City staff in finding and locating the
specific piece of property described on this form.. In
addition, the applicant, shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their prelimi�iary assessment of the site.
The undersigned a * pplicant, 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 fumished by the applicant, histher/its agents or employees.
By my signature, I cer* that the information and exhibits 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 oFAPPLicANT/AGENT J.. DATE
Property Owner's Authorizatiou
By my signature, I certify that I have authori zed the above Applicant/Agent to apply for the subject land use application,
and grant my permission forthe public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and ting attendpn�to this application.
SIGN . ATURE Of OWNER.777F;= DATE
PLEASE PRINT CLEARLY
Owner/AppHcanti-
I J, tAl C- elAt
Name
�- 0 � Z)x
Street Address
ELf,—L1,A
city State Zip
Applicant Representative:
1415 J%
M C) I-A%JA -T
Name
-Z 19 1 TP A,%-j F—
Street Address
71�DK &*Js> & 10 -Z (P
City State Zip
Telephone: 2-t�)A 41( zn-�7--f Telephone: 4zc-- -a, C)
Email address (optional): to a�,gZ)�n=q -Email Address (optional):: ivkpc-1pj,&@
'D
PLANNING DATA SVWtRie,
E
Multi -Family * Commercial
Name: vivice, borcich
Review Date: 0 0 0
Site Address: 15Z-7 M*Ple, C.71-retd-
Permit Number: BLD.2008. 0 A+
Project Description: t4itw 3 - Lk V1 i f ('0V1 a tolclq (t'<. Sf-p. -T 5 P-
Zoning: FLM —1.95
Comp Plan: MF "hfe3h 4ensity"+ wcA+c'f
0 T/ 0 (,Jr
Corner Lot: (YES / I&
Flag Lot: (YES /00
Variance:
eline:
ADB: 'k 0 0 -7 — (V�
CUP:
Pre-App: C) 1. 1&.+. 0 -7
LLA:
Plans Match ADB Approved: (6) NO)
Lot Aggregation Required: (YES /& con G1 05
Use Proposed: M �A J-h -f-0 Vy) %y (3)
Use Permitted: NO) J55()C>+l1570&=
a. & =_ -3 ci U rn a
SUbdivision/Legal/Recording Number:
Legal Nonconforming Land Use Determination Issued: (YES/ E�rf�� -tV lDe, r-e-MCWtC�
Critical Areas File Number: C,12-A - 'k 007. 0110
Study Required
waiver
SEPA Determination: PN_5 +Dr 1000 Cyct_S (T13p
> 500 cubic yards of grading? to
5 - new dwelling units? i55wiexl corylple+c, On 12-7-1.7,.007
El- Parking f or 20 - vehicles? 9'LS r,)IG16 CLAt (+_Ofill) 5nDWV1
El >4000 square feet of new commercial area?
Required Setbacks
Street:
Side: to
Side:
W
Rear:
ACtUalSetbacks
Street:
Side: ___[�Oe:
1C) 7
1 ol
Rear:
19 1
Pik N structures: Rockeries/Retainin ence rellises/Arbors 9 Trasri Enclosure 9 Signage
ge� I , � �! � i' � � � 7
M Modulation: Bay Windows 9 Projecting n 9 CI I -e
4 Encroacriments: Covered DeCk/Porcn Uncovered Unenclosed < 30" Deck/Porch/Patio
ZL !/P0r:C!hn/PaVo
> 30" Stairs 9 > Eaves
f�a Vt_b t U-te in '�D
Parking Required:
Parking Provided:,
Coverage R &auired: k
Coverage Provided:
LotArea: 55ooq�
Lot Coverage -1 1+ 2- cl 15
Calculations.,
Building HeIgpt
Datum Point: LM e W 6k 1<
Datum Elevation:
Maximum Height.- -'�5+57
Actual Height: (077
Signage
Existing/Proposed: WDYle c7ViowvI &)(crpt oLcJc1re*_,, s-z,-1 tAc41p I -e,
Plan Review By: Gina Coccia, Associate Planner
A,, a4,1 c
x 5 4 (06 , 10 PLANNING DATA
x 1-z"im ;� Dr- . ) Multi -Family * Commercial
Strw
L0ndSCQP1ngN0teS
Land'scaping Matcries ADE(Approved: NO)
Landscaping Bid Provided
NO) 0—'9
Landscaping Bid Amount: S
Landscape Ins pectionfee: S
comniercial Parking Analysis
Business Name Type/Use Parking Ratio Tenant Area Required Parking
To tCY1 Parkiag Required.
To tol Porkin g Pro vided:
Witi-FaMlly ParkfngAnaly�;Is'
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required Parking
Studio
1.2/D.U.
I Bedroom
1.5/D.U.
2! Bedrooms
1.8/D.U.
3 - Bedrooms
2.0/D.U.
f0tol Porking Required. -
To tol Porkin 9 Pro vided:
(00
other
Ic
rA CA,)4
ot .00
'CID
+ 7-5 12, E5
ubD:.*16115�
pitrht� RW
VI - (0 -7 1 t-ZLU
I
Plan Review By: Gina Coccia, Associate Planner
APPLICATION
for
The City of Edmonds SIDE SEWER PERMIT
NEW CONSTRUCTION E] . REPAIRS 0 EASEMENT No . ..........................................
/0,3-0
OWNER ...,iox-4� ... 6-1 .................................. --- CONTRACTOR .................................................................................................. PERMIT No... .....................
ADDRESS
----------------------------------------------------- LEGAL DESCRIPTION: LOT No..-*.-. ........................................ BLOCK No . .............................................
0
pj
Is
I NAME OF ADDITION .......................................
Ifl.2
ppro
DATE.......................................... ..... By ......................................................................
6,V ED4
mr: 1 0
-St.
Purpose of Checklist.
CITY, -OF EDMONDS
ENVIRONMENTAL CHECKLIST.
The State Environmental Policy Act (SEPA), chapter 43.21 C RCW, requires all governmental agencies to consider the environmental
impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with
probable significant adverse impacts on the quality of the environment. The purpose of this checklist is to provide information to help
you and the agency identify impacts from yQur proposal,(and to reduce or avoid impact.$ from the proposal, if it can be done) and to
help the aiiency:decide wlietherari EiS is reqilir'ied.
Instructionsfor Applicants:
This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this
checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer
the questions briefly, with the most precise information known, or give the best description you can.
You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer
the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if
a question does not apply to your proposal, write "do not know" or does not apply". Complete answers to the questions now may
avoid unnecessary delays later-
. -Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if
-i can. If you have problems, the governmental agencies can assist you.
The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of
land. Attach any additional information that will help describe your proposal. or its environmental effects. The agency to which you
submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there
may be significant adverse impact.
Use of checklistfor nonproject proposals:
Complete this checklist for nonproject proposals, even though questions may be answered "does not apply." IN ADDITION, complete
the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part 0).
For nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as
"proposer," and "affected geographic area," respectively.
A. BACKGROUND
1. Name of proposed proj - ect, if applicable: tss-i M A. f suv_ _22— 11 �AJ I 'C' 6 6,J i:1 0
2. . Nameof ap1)1ican1.:. 391f M 01,13,1AL
3. A dre�sandphope numberpf a Dficant-and contact ptrson:
-A
-7 -7 2%
4. Date checklist prepared: 10 - 0
R E e7 Vgm Lo
b
Agency requesting checklist: City of Edmonds
JUN i
BUILDING U&I-I
Page I of24
h-L I.,
6; Proposed liniing or schedule (including phasing, if applicable):
+
I'Z
t2
(STAFF COMMENT.
7. Do you have any plans for future additions, expansion, or further activity related to or connected with this
proposal? If yes, explain.
L-,�!&) V It J AM-. ARI> % -e>-9—
(STAFF COM
8. List any environmental information you know about that has been prepared, or will be prepared, directly related
to this proposal.
(STAFF COMM
9. Do you know whether applications are pending for governmental approvals (if other proposals directly affecting
the property covered by your proposal? If yes, explain. I
-'N11 Na LZMWW—�� a WWMRML�
(STAFF COMM
Page 2 of24
sepa ch"Hist - p.bfic doc.4.3 2006
List any -government approvals or permits that will be needed for your proposal, if known.
I J>r I R—ILS It =k Le, I ca F-1EA9d&4 17 A#%Jg>
A-U- "b E20 1 L C> it,-%
(STAFF
11. Give brief, complete description of your proposal, including the proposed uses and size of the project and site.
There are several questions later in this checklist.that ask you to describe certain aspects of your proposal. You
do not need to repeat those answers on this page.
A/
(STAFF COMMENTS 4.7 C1
12. Location of the proposal. Give sufficient information for a person to understand the precise location of your
.proposed project, including a street address, if any, and section, township, and range, if known. If a proposal
would occur over a range of area, provide range or boundaries of the site(s). Provide legal description, site plan,
vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the
agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related
to this checklist.
W i%J
41A 01 &c,
I A'Ours T.9 6- :cx!%r '2_�>' 'aF L..o-r 97'.'
F=> c- ini i* Enriepar>!!t, t Aex_osj� w!4 -m -rqi: ft-AT-
Z_ P
61F OJ P 46 at 1!%W 46 0 isi!tnq
(STAFF COMMENTS)
Page 3 of 24
TO BE COMPLETED BY APPLICANT
B. NVIRONMRN-TAL FLEMENTS
1. Earth
'Ge e hilly', steep,slopes, mountainous,- other:
a. n rat Oescripii"::or the gite (circ.le one): Flat-4a>
C_- 1�=� ILI 1;-!=,
(STAFF COMMENTS)
b. What is the steepest slope on the site (approximate percent slop*e)?_
1717
p 1 . -0 S Xi f.-r
V--V—td 0 %-t K 7% -r—kLr'&3 -ra I r- I T-9 __16za L
015- Ft- X�-
(STAFF COMMENTS)
C. What general types of soils are found on the site (for example, clay, sand, gravel, peat, and muck)? If you
know the classification of agricultural soils, specify them and note any prime farmland.
_4LVt.jj(4 t7AVj6t!j,j04r'h
(STAFF COMMENTS
-7- 12Vy. tykt.- u U
e t If So,- describe.
A. Are ther' surface. indications or'history of unstable soils in the immedia e vicinity.
(STAFF COMMENTS)
Page 4 of24
sepa checklist - public, docA 3.2006
0 0
Describe the purpose, type and approximate quantities of any filling or grading proposed. Indicate source
of -fill.
(STAFF COMM
E Could crosiork.occur 'as wresult of clearing,- construction, or_090; If so;gelherally describe.
g. About what percent of the site will be covered with impervious surfaces after project construction (for
example, asphalt or buildings)?
4/_ (pLq % —
IS�5a-!�b S-P :�!DRSOVCWAq
15+1-7- -51 'S La T-
(STAFF COMMENTS)
h. Proposed measures to reduce or control erosion, or other impacts lo the earth, if any:
-tl T! 10 WA-Aq ri .1 dr-1 C-V*j !rMo" 11facnD !S r-> 0 *41 PJ C.,
'Asin, L_4_%JM AHex,40�16
(STAFF COMMENTS)
2. AIR
a. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, and
industrial wood smoke) during construction and when the project is completed? If any, generally describe
and give approximate quantities if known.
I C_A�L, e cm) s.T-A-0 C--n &ya 0109-14- !�4 PE rX 11L AA.177M =MLUT-_
N I V 14r-- L-AE M I -s"S. I a A.,7!:-,
(STAFF COMMENTS)
Page5 of24
sepa check fisi - publicAm 4.3.2006
b.__ Are there any off -site sources of emissions or odor that may effect your proposal? If so, generally describe.
(STAFF -COMMENTS)
C. Proposed measures to reduce or control emissions or other impacts to the, if any:
r—o"-TMOL., !T31AIL- jDf 4c )Can 0-1 _L"M.
(STAFF COMMENTS)
3. WATER
a. Surface:
(1) Is there,any surface water, body on o,r ip the immediate vicinity of the site (including year-round and
seasonal streams, saltwater, lakes, ponds, and wetlands).? If yes, describe type and provide names. If
appropriate, state' what stieam, or river'it flows'into:
0-
(STAFF COMMENTS)
'(2) Will the project require any work over, in, or adjacent to (withirt 200 -feet), the'described waters? If
yes, please describe and attach available plans.
(STAFFCOMMENTS)
(3) Estimate the amount of rill and dredge material that would be placed in or removed from surface
water or wetlands and indicate the area of the site that would be affected. Indicate th e source of rill
material.
/A,
(STAFF COMMENTS)
Page 6 of 24
sepa checklisi - public doc:4.3,2006
0 0
(4) Will the proposal require surface water withdrawals or diversions? Give general description,
--purpose, and approximate quantities if known.
(STAFF COMMENTS
(5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan.
(STAFF COMMENTS)
(6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the
type of waste and anticipated volume of discharge.
C, 1,3 U-M,
(STAFF COMMENTS)
b. Ground:
(1) Will ground water be withdrawn, or will 'water be discharged to ground water? Give general
description, purpose, and approximate quantities if known.
A !nlL>4N Lw-vEA. rnephi F0 AID N
(STAFF COMM
Page 7 of 24
sepa checklist - public doc:4 3.2006
0
(2) Describe waste material that will be discharged into the ground fi-om septic tanks or other sources, if
- any (for example: Domestic sewage; industrial, containing the folloWing chemicals ... ; agricultural;
Describe the general size of the system,'the number of such systems, the number of houses to be,,
servcd,(if applicable), or the number of animals or.,humans the system(s) are expected to serve.
I> tjlL�-
(STAFF COMMENTS)
C. Water Runoff (including storm water):
(1) Describe the source of runoff (including storm water) and method of collection and disposal, if any
(include quantities, if known). Where will this water flow? Will this water flow into other waters?
If so, describe.
&t-1 ZO P4 0- V L- L
A-Irl"' "Te- t2NI-413S dmmft WILt W3E e---rgAm )KrT'b 'A.
.&JAIJ
:TIM
(STAFF COMM
(2) Could waste materials enter ground or surface waters? If so, generally describe.
(STAFF COMMENTS)
0. Proposed meas�res to reduce or control surface, ground, and runoff water imparts, if any:
-V!g. -r-t_!7 t-rnapmj 1�j i L. 4-- TV� Jk$,%M 9-1ALD F471L -r**X.
rij JE J &.Ac> 1sj "A
(STAFF COMMEN
Page 8 of 24
sepa checklist - public. doc:4.3.2006
Plitnts
a. Check or -circle ty "'divegetatio-fi fou�d-dn the site:
pes,
ttlee: -alder,46R4 "pen, other:
ever-'reen tree: fir, cedar, pine, other:
g
shrubs
grass
pasture
crop or grain
wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other:
water plants: water lily, eelgrass, milfoil, other:
other types of vegetation:
(STAFF COMMENT
b. What kind and amount of vegetation will be removed or altered?
S" A -a- Avy 0 ...A
A —CP2" C-so %J4-9PAjr_
-am le 66
(STAFF COMMENTS) P"r)o,5,cd,, Lxyuk�itAwte Nam rcqL"*rf5
aAll ;2L, 5t7tff -
C. List threatened or endangered species known to be on or near the site.
Q &JIE
(STAFFCOMMENTS)
Page 9 of 24
sepa chmk list - PubliC. (10C, 43. 2006
d.-I Proposed landscaping, use of native plants, or other materials to preserve or enhance vegetation on the site,
if any:
L A] 1=> I rJ
TXA?
(STAFF COMMENTS)
5. Animals
8. Check or circle any birds and animals that have been observed on or near the site or are known to be on or
near the site:
birds: hawk, heron, eagle, dviUiDISA�: "bf-A-CAU1 .1
mammals: deer, bear, elk, beaver, qp�eft Q I go-c J�
fish: bass, salmon, front, herring, shellfish, other:
(STAFF COMMENTS)
b. List any threatened or endangered species known to be on or near the site.
0 J1.3y,
(STAFF COMMENTS)
C. Is the site part of a migration route? ' If so, explain.
tJ ip
(STAFF COMME
Page 10 df 24
sepa checkho - public. doc:4.3.2006
0
0
d.-- -Proposed measures to preserve or enhance wildlife, if any:
(STAFF COMMEN
6. Energy and Natural Resources
a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed
project's energy needs? Describe whetbLitr i
,�Vll be used for heating, manufacturing, etc.
7
P 61t,
(STAFF COMMENTS)
b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally
describe.
(STAFF COMMENTS)
C. What kinds of energy conservation features are included in (be plans of this proposal? List other proposed
measures tol.reduce or.control.energy impacts, if any:.
(STAFF COMMENTS)
Page I I of 24
�ep- ch-k1w - P.blic d- 4 1
7.- Environmental Health
a. Are —there any environmental health hazards, including expos.ure-Ao to'iic chemicals, risk of fire and�
explosion, spill; or hazardous waste, that could occur as a. result of this proposal? If so describe.
-M6T
(STAFF COMMENTS)
(1) Describe special emergency services that might be required.
(STAFF COMME
(2) Proposed measures to reduce or control environmental health hazards, if any:
(STAFF COMMEN
b. Noise
(1) What types of noise exist in the area which may affect your project (for example: traffic, equipment,
operation, other)?
(STAFF COMME
Page 12 of 24
sepa checklist - public. doc:4.3.2006
I
0
(2). What types and levels of noise would be crea ' Led by or associated with the project on a short-term or
s X3 ff n'.
a lofig--Term� liaids� (for e mple'-- -tr*a ic, truction, operitio other)?' Indicate what hour's noisi
c6n�
would come from the site.
IS Aftex -nEP.K: :T�q eC_A&-L__ C--d:, Al b I _4�_ JE -
LL_ "o L)
Pioposed'm"s6res to redumor control noiseimpocts, kfbny:
J3)
(STAFF COMM
Noise is regulated by Edmonds Community Development Code
Chapter 5.30: NOISE ABATEMENT AND CONTROL.
8. Land and Shoreline Use
S. Wha'Hs-ihe current use of the sitel*�ad adja"Cent pribpertres?'�
C, Ir itr- TWC IS cm - to., A !Fz� 1 ^3z, Lz-
AIA& I L-W r_AJc_Ar_ w- A-c-z o�_M f-R-0 M4_1 i r-
AU_ e 6 fijx2gn 1A4 I I LJ(-Yt -S
(STAFF COMMENTS) JVI C- tl I't& Ct f yVJ: tA Iii — fn VVL.I'l
b. Has the site been used for agriculture? If so, describe.
A -
(STAFF COMMENTS)
Page 13 of 24
ScPa Chccklisl - Public doc::43.2006
d. Will any structures be demolished? If so, what?
(STAFF COMMENTS) ft 6_(*VL0
i
6L,`-!&.0A_ C6,6uta bkl*w
,7
e. What is the current zoning classification of the site?
U
(STAFF COMMENTS) L4 Lt Pt c;lti' At," -hA
What is the current comprehensive plan designation of -the site?
Z u1n, Uri iT*
(STAFF COMMENTS)
9- If applicable, what is the current shoreline master plan designation of the site?
/A
I '
(STAFF COMM
Page )4 of 24
sepa checklist - puL4ic.doc:4.3.2006
0 0
h: - Has any part of the site been classified as an "environmentally sensitive" area? If so, specify.
k
(STAFF COMMENTS)
A VO 0 0 (10
i. Approximately how many people would reside or work in the completed project?
12 6,6 02 L41! t-1 I I t RX-5h, 109— 1 Al
t&L
(STAFF COMMENTS) :Zn r e.& 47
LJ
j. Approximately how many people would the completed project displace?
A,-iX C*J E—
(ST AFF COMMENTS)... f2t*"A'J-!J
k. Proposed measures to avoid or reduce displacement impacts, if any:
(STAFF COMMENTS)
Proposed measures to ensure the proposal is compatible With existing and projected land uses and plans, if
any:
m W-4r x-s� r.t.) eX-lr—"-r L—k-oor-A
(STAFF COMMENTS) -�I"i U�PIMIWPJ
I Al
J
Page 15 of24
scPa Checklist - Publit,ADCA,3.2006
9.. H
.pus-ing
a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-incomej
housing.
0&j vre..
(STAFF COMMENTS)
b.' Approximately how many units,'if any would be eliminated? I
n icate wheilier.high, middle, or low-income
housing.
tit olpf-r— I" comiL_ Ab tj (4 VA31 Jr -
(STAFF COMM E
C. Proposed measures to reduce or control housing impacts, if any:
C_ '2- ti era-y- t -n 3y�jA L_ �4.j s, , #,j c.
(STAFF COMM
10. Aesthetics
3. What is the tallest height of any proposed structure(s), not including antennas; what is the principle
exterior building material(s) proposed?
(STAFF COMM
Page 16 of 24
Sepa chccklml - pub[w d".4 3.2006
0
b. What views in the immediate vicinity would be altered or obstructed?.
M-r-
(STAFF COM
C. Proposed measures to reduce or control aesthetic impacts, if any:
(STAFF COMMENTS) I-fOA-r-
61d tyy. c *4 k-a
lkl�2fAr%A -112T A AR6
V
11. Light and Glare
a.. What type of light or glare will the-propqsal.lo . roduce? What,.tiiiie of day would it mainly occur?
Aa: I Li NIZO d 41V &� t i Jh jJ ir A4sr lb
t-4 CA Wr TnR�o 11-A
(STAFF COMMENTS)
b. Could light or glare from the finished project be a safety hazard or interfere with views?
A�tJ o- -r Orm- e C-6 A, 10 A
(STAFF COMMENTS
C. What existing off -site sources of light or glare may affect your proposal?
(STAFF COMMENTS)
Page 17 of 24
Proposed measures to reduce or control light and glare impacts, if any:
NJ DiltJ F-
ECDC 20.1t.M.B.8: 'Exterior lighting shall be the minimum necessary
toy safety and security. Excessive brightness shall be avok led.
All lighting shall be tow -rise and directed downward onto the site.
Lighting standards and patterns shall be compatible with the overall design theme.
12. Recreation
a. What designated and informal recreational opportunities are in the immediate vicinity?
A odc�.
A, r—>ZNA-JA1q6WPJ C-0 P-12 1
(STAFF COMMENTS) fJC&VtU15AY1LU.A0 u-44- 4rz1C% 5
CA YO S, t am
b. Would the proposed project displace any existing recreation uses? If so, describe.
A fINJ
(STAFF COMM ENTS) .:' ` - -
C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be
provided by the project or applicant, if any:
(STAFF COMMENTS)
Page 18 of 24
sepa checklist - public.doc:4.3.2006
0
13. Historic and Cultural Preservation
Are:there any places or objects listed on, or- proposed for- national, state, or -local preservation registers
a
known to be on or next to the site.?. If so, generally- describe.
14.
(STAFF COMMENTS)
b. G.erferally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance
known to be on or next to the site.
o tir'
(STAFF COMMENTS)
C. Proposed measures to reduce or control impacts, if any:
Should archaelogical materials or human remains be observed
(STAFF COMMENTS)— during project activities, all work in immediate vicinity should stop.
The State Department of Archaeology & Historic Preservation
( 360.586.3065) the Planning Division (425.771.0220)
and the county coroner (dapplicable) should be contacted immediately.
Compliance with all applicable laws (RCW27.53,27.44,&WAC25A8)
is required - failure to do so could constitute a Class G Felony.
I ""Sporlat On
Identify public streets and highways serving the site, and describe proposed access to the existing street
system. Show on site plans, if any.
5 [TIL A c-e—g FXnM M A, FLX- -Z----r
(STAFF COMMENTS)
Page 19 of 24
�pa chmkliss - Public. doc, 4.3. 2006
0 0
b. Is site currently served by public transit? If no, what is the approximate distance to the nearest transit
stop?
-P
7T794r- OZAAZLe. 4r
(STAFF COMMENTS)
C. How many parking spaces would the completed project have? How many would the project eliminate?
e"^jQ 0L-r'-0C'0 F AA-lf- t Ai G� 'N F-^.4 t T*t,
Lje>UL.C> T—L- % rA %" lwm_ A4& V--4r, 1 C,
(STAFF COMMEN
d. Will the proposal require any new roads, streets, or improvements to existing roads or streets, not including
driveways? If so, generally describe (indicate whether public or private)..
C� ::DA XE C>Ai L-!i im PP-0VV-.hdX-ArM L. L 322T—
I
ilk tQ r— 6, L e—U&IS 6-111 4:69- -I*V— L'.9 IN/lE U 04
I
(STAFF COMMENTS)
e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so,
I generally describe.
(STAFF COMMENTS)
Page 20 of 24
Sep checklisl - pubficdoc:4.3.2006
-16. Utilities
krele fil,
_�ies c -r- V60 refe!��Sice' tel(ff�rl
a. C' t urrently available at the site: cqe:c:i�rl VTura 0s,
`Qca�nry �r, septic system, other:
(STAFF COMMENTS)
b. Describe the utilities that are proposed for the project, the utility providing the service, and the . general
construction activities on the site or in the immediate vicinity which might be needed.
(STAFF COMMENTS)_ C1r)MCaE7t
C. SIGNATURE
The above answers are truq to. the best of my knowledge. 1. pnderstand that the lead agency is relying on them to
make its decision.
Signature of Proponent Dale Submitted
Page 22 of 24
sepa checklist - public. doc: 43.2006
r.--- How m\nymvehicular trips per day would be generated by the completed project? If known, indicate when
peak ��ol es would occur.
(STAFF
9- Proposed measures to
or control transportation impacts, if any:
(STAFF COMMENTS)
15. Public Services
a. Would the project result in an i �re s d n\eedr public services (for example: fire protection, police
protection, health care, schools, her)? If so, gene lly describe.
(STAFF COMM
b. Proposed nieasures to reduce or control direct impacts on public services,if any:
(STAFF COMMENTS)
r.
Page 21 of 24
�pa checklisi - public. doc. 4.3. 7006
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
-t-q C C) "I Planning - Building - Engineering
Letter of Transmittal
GARY HAAKENSON
MAYOR
Date: December 7, 2007
To: Environmental Review Section
Department of Ecology
P.O. Box 47703
Olympia, WA 98504-7703
th
Subject: 21911 76 Ave. W., Suite 2 10 Edmond (File No. ADB-2007-
64)
Transmitting Determination of Nonsignificance and Environmental
Checklists
For Your Information: X
As you requested:
For your file:
Comment:
Note attachments: X
Cc: Comcast
DNR SEPA Center
Snoh. Co. PUD
PSE
'rGB Architects
Vincent Borcich
Sincerely,
Diane Cunningham, Administrative Assistant
Incorporated August 11, 1890
Sister Citv - Hpkinan. .1anan
01
O� EbA,()
CITY OF EDMONDS
121 5TH "ENUE NORTH, EDMONDS, WA 98020 (425) 771-0220
RCW 197-11-970 Determination of Nonsignificance (DNS)
DETERMINATION OF NONSIGNIFICANCE
Description of proposal: The proposed project is to construct three dwelling units in one building. The
property is located at 527 Maple Street and is currently developed with one single family house, which will
be removed with a demolition (building) permit. The site is approximately 5,500 square feet in area. It is
anticipated that there will be approximately 1,000 cubic yards of material to be excavated. Review and
approval by the Architectural Design Board (ADB) is required and the public hearing is currently scheduled
for January 2, 2008 (File Number ADB-2007-64).
Proponent: Joe Molina of Taylor Gregory Butterfield Architects: 21911 76 1h Ave W - Ste 2101 Edmonds.
Location of proposal, including street address if any: 527 Maple Street, Edmonds.
Lead agency: CITY OF EDMONDS.
The lead agency has determined that the requirements for environmental analysis and protection have
been adequately addressed in the development regulations and comprehensive plan adopted under
chapter 36.70A RCW, and in other applicable local, state, or federal laws or rules, as provided by RCW
43.21C.240 and WAC 197-11-158 andlor mitigating measures have been applied that ensure no
significant adverse impacts will be created.
An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made
after review of a completed environmental checklist and other information on file with the lead agency.
This information is available to the public on request.
There is no comment period for this DNS.
XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14
days from the date below. Comments must be submitted by December 21, 2007.
Project Planner: Gina Coccia, Planner
Responsible Official: Rob Chave, Planning Manager
Contact Information: City of Edmonds 1121 5th Avenue North, Edmon ds WA 98020 1425-771-0220
Date: VP1 0 +1 V00-4- Signature: (MMAAI- +QV- P-V[:-6 LUAVC—
I a U_
XX You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue
North', Edmonds, WA 98020, by filing a written appeal citing the specific reasons for the
appeal with the required appeal fee, adjacent property owners list and notarized affidavit form
no later than December 21, 2007.
You should be prepared to make specific factual objections. Contact Rob Chave to read or ask about the
procedures for SEPA appeals.
XX Posted on December 7, 2007, at the Edmonds Public Library, Edmonds Community Services
Building, and the Edmonds Post Office.
XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the
Checklist.
Page I of2
SEPA DETERMINAnONDOC
1217/07.SEPA
0 0
• Mailed SEPA Determination to properties within 300 feet of the site.
• Mailed SEPA Determination and the Environmental Checklist to the following:
XX Dean.Saksena, Senior Manager
XX Environmental Review Section
Snohomish Co. PUD
Department of Ecology
PO Box 1107
P.O. Box 47703
Everett, WA 98206-1107
Olympia, WA 98504-7703
XX Puget Sound Energy
XX COMCAST
Attn: Elaine Babby
PO Box 90868, M/S XRD-1W
Outside Plant Engineer, North Region
Bellevue, WA 98009
410 Valley Ave NW #12
Puyallup, WA 98371-3317
XX Applicant: Joe 10olina
XX DNR SEPA Center
TGB Architects
21911 76"' Ave W —Suite 210
P.O. Box 47015
Olympia, WA 98504-7015
Edmonds WA 98026
XX Owner: Vincent Borcich
PO Box 1403
Edmonds WA 98020
Attachments
pc: File ADB-2007-0064
SEPA Notebook
MAIN ST
yj
W
<
.�A >
F_
LO
:E
t_
.DAYTON ST (0
SITE.
527 Maple Street MAPLE ST
Page 2 of 2
SEPA DEMMMATION-DOC
12n/07.SEPA
eq
#P20
C&�e �No D
Critical Areas Checklist
Site Information (soils/ topograPhyay-d1a vegetation)
M L_Zget
1.. Site Address/ Location: A P LI: IM!2!!M M RTM M11 M
2. Property TaxAccount Nurn 3S4 a js—�,,tio I NU
3. Approximate Site Size (acres or square feet): 0.1-5
4. Is this site currently developed? K yes; — 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.
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 grea * ter 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:
7. Site contains areas of seasonal standing water: Approx. Depth:
E-11
What season(s) of the year?
Site is in the floodway t1j� floodplain
— of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round?
QJA Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs — ------- n-dxed
CEIVED
urban landscaped (lawn, shrubs etc)
11. Obvious wetland is present on site:
A N J 6 2008
EV#.D1N9DEPT
For City Staff Use Only
1. Plan Check Number, if applicable? A
2. Site is Zoned? 1- 57
3. SCS mapped soil type(s)? I q — C_—Wrtt*1-
,a
,pe
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
5. Site within
earth subsidence landslide hazard area?
DETERMINATION
1) -
Reviewed
---------- *—STUDY REQUIRED
07
WAIVER
"QC. 1 %91
#P20
C,ity of Edmonds
Development Services Department
Planning Division -
Phone: 425.771.0220
Fax: 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 Cit�.
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 fi-oin observations of the site or data available at
City Hall (Critical areas inventories, maps, 'or soil
surveys).
Date Received: 0 �5 '7-0 0
City Receipt #:— a6 04'4' 2?
Critical Areas File #: GF-A- - to 04 - 0 110
Critical Areas 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 forin to assist Citystaff in finding and locating the
specific piece of property described on this form.. In
addition, the applicant shall include other pertinent
information .(e.g. site plm, topography map, etc.) or
studies in conjunction wiffi this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/hcr/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 al!l damages, including reasonable
attorney's fees, arising fi7om any action or infraction based in whole or part upon false, misleading, inaccurate or
icomplete information fumished by the applicant, histher/its agents or employees.
By my signature, I cer* that the information and exhibits 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 APPLicANT/AGENT J., DATE
Property Owner's Authorizatiov
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 offi,cials and the staff of the City of Edmonds to eriter the subject property for the
purposes of inspection and sting attendprikto this application.
SIGNATURE OF OWNER;. DATE
PLEASE PRINT CLEARLY
Owner/Appficant:
IJ1. C^-, C- et-1-t
Name
0 � Z)X I Lo
Street Address
city State Zip
Applicant Representalive:
o L-AVA
Name
-Z 19 1 TV AN11ir- Ll !�X-- 2- 16
Street Address
City Swc,'- Zip
..,,;Iephone: 2--C)A Telephone: 445-- ITS - 15 -3-C)
Email address (optional): 10 RLLn=C_,*:,StEmai1 Address (optional'
): J V11 0 c- f "'i A e
-rZoO3,&A-44 47-OLCTS. C-c="
CEOTECH-0
CONSULTANTS, INC. —
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
*CU9_t1 q q
-5 (0 M1 a March 28, 2008
* lk
" ?PU0*T1bN Fxpezb JN 08095
Vince Borcich
c/o Gram Sage Graves
144 Railroad Avenue, Suite 101
Edmonds, Washington 98020
Attention: Greg'Mummy
Subject: Evaluation of Allowable Soil Bearing Capacity
Proposed Condominium Building
527 Maple Street
Edmonds, Washington
Dear Mr. Mummy:
via email greg@gramsagegraves.co.
ST
, i REET FILE
On March 28, 2008 the undersigned principal engineer visited the subject site in Edmonds to
observe the excavation of test pits and to assess the appropriate design bearing capacity for
foundations of the new building. Our services were provided in general accordance with the limited
scope authorized in our Contract for Professional Services. We have not seen the plans for the
proposed development. However, from our discussions with you, we understand that the existing
house will be demolished and a new condominium building will be constructed in. its place. The
new building will be at least 10 feet from the property lines and will be burii�d 4 to 5 feet below the
existing grade. This will allow the lower level to be accessed from the alley to the north of the site.
We expect that the lowest floor will be a slab on grade.
We observed the excavation of test pits on the north and south sides of the site. The undisturbed,
native soil profile encountered in both of these test pits consisted of a thin layer of topsoil and one
to 2 feet of orangish-brown, highly -weathered, slightly silty sand overlying medium -dense gravelly
sands. In the northern test pit, closest to the alley, we observed approximately 6 feet of fill soil
overlying the native soil profile. This fill appears to be gravelly sand that was originally excavated
for the basement of the existing house. No groundwater seepage or wet soil conditions was
observed in either of the test pits, which extended to a maximum depth of 9 feet. I
Based on our observations, the medium -dense gravelly sand encountered in the test pits is suitable
to support conventional foundations. In our professional opinion, an allowable bearing capacity of
�_ �.s�
D,;-.tp.i3..,0Q07p.@u. ds P.6 _0&t_r;eJ046f__(0i�-is acceptable for this -soil. We recommend that the
fc6—ndatio-ns -ffe—excavated with a smooth backffo-8F-bucket- o avoid disturbance of the clean sand.
Following excavation of the footings, the subgrades should be recompacted using a small vibratory
sled compactor.
It appears that excavation on the north portion of the site will have to extend close to the level of
the existing northern alley in order to reach suitable native bearing soils. If overexcavation below
the planned footing subgrade elevations is necessary to reach the native bearing soils, either the
foundations could be extended downward or the overexcavation could be backfilled with compacted
quarry spalls or two -two 4-inch recycled concrete.
RECEIVED
J U N 1 6 2008
BU ILDING DEPT.
Vince Borcich c/o GrarnSa aves JN 08095
March 28, 2008 Page 2
If you have any questions; or if we may be of further service, please do not hesitate to contact us.
MRM: jyb
Respectfully submifted,
GEOTECH CONSULTANTS, INC.
WA
277
IST
NA
LEXj��
Marc R. McGinnis, P.E.
Principal
GEOTECH CONSULTANTS, INC.
OV E 1).41 f ILE
CITY OF EDMONDS
121 5T H AVENUE NORTH - EDMONDS.WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20080423
RIGHT OF WAY PERMIT (2-Multi-Family) --
Perrnit Number: ENG20080423 Expiration Date: 1/2' )/2008
Job Address: 527 MAPLE ST, EDMONDS
APPLICANT CONTRACTOR
HOLTF CONSTRUCTION 1101-T E CONSTRUCT ION
402 OLYMPIC AVE 402 OLYMPIC AVE
EDMONDS, WA 98020 EDMONDS, WA 98020
206-909-1775
Location:
LICENSE #: HOLTECI044DB EXP�
JOB DESCRIPTION
17OR DEMOLITION ONLY: SIDEWALK CLOSUREAND USEOF THE PARKING STRIP DIREcmy IN FRONTOF THE PROPERTY
DU1RINGCI'I'YOI- I]MONDS CONSTRUCTION HOURS
DISRUPTION INFORMATION
ASSES:ED %�ALUE: $0.00 PROPERTY AREA 0
SIDEWALK: OXO DURATION IN MONTHS: 0 FEE: $0.00 S'I'REET DISRUPTIONTRENCH CUT: 0 X 0 1
PARKING: OXO DURATION IN MONTHS 0 FEE: $0.00 YEAR OF OVERLAY 0 FEE $0.00
A L L EY: OXO DURATION IN MONTHS: 0 FEE: $0.00
INDEMNITY The.-Iplilicunt has signed an application which states helshe holds the City of&hnonds hai-ndessfi-ont inl'uries.
damages oi- claims ofant: k ind oi- desci-iption whalsoeverforeseen w- unforeseen, that may be made against the City qfEdinonds or
anj: qfits delmi-Imews or emplolvees, including but not limited to the defense qfan); legal proceedings including k/ense costs and
allorneYfiees bY reason ofgranling this permil.
'IIIECON'IRACTOR IS RFSPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONFYEAR FOLLOWING TIFE FINAL
INSPFC'I1ON ANDACCEPTANCEOFnIEWORK
• Traffic Control and Public safety shall be in accordance xvith City regulations as required by the City Engineer. Every flagger must
be t rained as requ ired bv (WA C) 296-155-305 and must have certification verify ing completion of the requ ired trainin- in their
possesion.
• 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 ofthe workday- NO EXCEPTIONS.
• Three sets ofconstruction drawings of proposed work are required with the perrnit application.
CALL DIAL-A-DIC (1-800424-5555) BEFOREANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HOUR NO-IFICEREQUIRED FOR ALL INSPECTION REQUIES-IN
T1 I IS A PPLICA'IION IS NOT A PERMITUNT11- SIGNED BY THE CITY ENGINEER OR HISIHERDEPUTY: AND FEES ARE PAID. AND RECEIPT IS ACKNOWLEDGED IN
f\ A SPACE PROXIDED. Printed: Th u rs day. October 23. 2008
BY
\j '
F-] FILECOPY U\
INSPECTORCOPY F'� APPLICANT COPY
STATUS: ISSUED ENG20080423
RIGHT OF WAY PERMIT (2-Multi-Fa"Iy)
CONDIT IONS
• Restore ROW to City standards
• Restore Landscape to like or better conditions.
• Call lor locates 01'Under-r0tind utilities prior to an), excavation.
• Alert affiected residents and/or businesses prior to Nvork start.
• Conform to approved working drawings and Traffic Control plan.
• public utilities maintain 5'separation firornCity Utilities.
• Verif-v clear bore crossings
• Utility patch restoration to be in accordance with Edmonds Standard detail E2.3
• CDF is required for trench backfill. Refier to Edmonds Standard Detail B4.4
• Maintain erosion & sedimentation control. Keep street clean.
• Construction hours are Monday -Friday 7arri-6pm and Saturdays l0am-6pin. No work on Sundays or Federal Holidays.
• Call for required inspections as noted.
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-ot-way per City standards that is
caused by or occurs during the permitted pro
ject.
0 � I
117- 'raffic Control
E-Eneineerine Final
PARTIAL INSPIX.-FION DA TE: INITIAL: NOTES:
PARTIA L INSPECTION DATE: INITIAL: NOTES:
17INA 1, lNspi�-rl-ION A PPROVI--D DATE: INITIAL:
7
1
V tit
(Y 9 0 .' 1 9 9 -
Cit y . of Edmond*
RIGHT-OF-WAY CONSTRUCTION
PERMIT Permit Number: 9Z - 7— /6
Issue Date: *7
�A. Address or Vicinity of Construction: kwfle
B. Type of Work (be specific):Dr i ve k.) A_�i
C. Contractor: mc_e_ 601*64C,4, Contact:
MailingAddress: Aadl Age. -36q�qo,-3k -7 71
State License #: Liability Insurance: Ilond: $
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
E. - F1 Commercia! E] Subdivisionly El City Project E] Utility (PUD, GTE, WNG, C I ABLE, WATER)
Ll I F.
Multi- .
S le Fami F] Other
INSPEC-40R'AZ- C— � INSPECTOR:
F. Pavement or\C_0ncret��t_-._--'LJ Yes '��No G. Size of Cut: x H. Charge$
'A�PPLICANT TO READ AND SIGN
INDEMNITY—, Applicant understands and by,hlg�ignature to this application, agrees to hold the City of Edmonds harmlessftom injuries, damages, or
claims of any kind or desctipti"Zit foreseen or unforeen, that may be made against the City of Edmonds, or any of its departments or employ-
ees, including or not limited to the defense of any legal proceedings including defense cons, and attorneyfees by reason of granting this permit.
THE CON7RACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL NSPE ON
I C77
AND ACCEPTANCE OF THE WORK. ES77MA TED RESTORA77ON FEES WILL BE HELD UN77L THE FINAL STREET PATCH IS COMPLETED BY.
CITY FORCES, AT WHICH 77ME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT
tonsiiuction drawing of proposed work require� w"ith permit application.
A 24 hou red for inspection.-,
r ' notice is requi Please'eall the Engineering Deoiirtm A!
Work is to be inspected during progress and at completion. 771-N20
Restoration is to be in accordance with City Codes.
Street shall be kept clean at all times.
Traffic Control and Public Safety shall be in accordance with Ciq regulations as required by the City Engineer.
All street cut ditches shall be patched with asphalt or City approyed material prior to the end of theworking day;
NO EXCEPTIONS.
I have re a emen s
/ad the ab ve st t t and understandthepermit requ I tr,��enisa�d the pink copy of the permit will be available
on site at all It e7ifor-inspection p, r oses.
'A'Iel� Date: eje,-4 z_7
Signature: M
(Contractor or Xg-ent)
CALL DIAL -A -DIG PRIOR TO BEGINNING WORK
.... ... . FOR CITY USE ONLY
:;;APPROVED BY- RIGHT OF WAY, DEPOSIT:,.,.
. .........
'2r)
.::,TUAE.AU,T.HORIZED�:.V.OID::AF.TER:;::::;"��:���: ..... DAYS:::::�. DISRUPTION. FEE/FUND:11111 .. ........
. ..... .. ... ... ......... ......
. .......... ...
.. .... ....
NO WORK..SHALL�BEGIN PRIOR TO PERMIT ISSUANCE
Engrg. Div. 1991
�4'
FIELD INSPECTION NOW (Funpi Ll - Route copy to Street Mot'),
Comments:
I Diagram:
w
CONTRACTOR CALLED FOR INSPECTION 0 YES 0 NO
Partial Work Inspection by P. W.:
Work Disapproved By:
Date:
FINAL APPROVAL BY: Date:
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RIGHT-OF-WAY. CONSTRUCTION
PERMIT V- U XT-1,
rM er:
Issue Date:
A. Addr ess or,Vicinity of Construction:
B. Type of Work (be specific): 4.51tit �,/6d
RECEIVED
J U L 9 1992
C. Contractor: A4)<T- co'OVS7R)Croal Celi Contact:
Mailing Address: �MIJX� AYE AE SE& 28&AS Phone:
;7 2_S-- 6ZO 0 OUINEERING
State License Liability Insurance; Bond: $
D. Building Permit'.#'(if applicable):TZ03t?Z4Q0— Side Sewer P ermit #'(if applicable):
E. X Commercial E] Subdivision F1 CityProject E] Utility (PUD, GTE, WNG, CABLE, WATER)
El Multi -Family F]. SM& Family F-1 Other
INSPECTOR: INSPECTOR�
iuf r-i A tj -u I a/
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APPLICANT -To R"P'4ND SIGN
cant understands . and by his signature to th --'Qes, da ages, or
INDEMNITY. Appli is application, agre&whold the City of Edmonds har?nllss-�, ml tkjij4 5L
claims of any )dnd or description.whatsoever, foreseen or unforeen, that may be madi `ag-qk�tst the Chy of Edmonds., or any of its departments. or employ-
ees, including 'or not limited to the defense of any legal proceedings includin delensi-Z�;�';��4 attorneyfees by reason of granting ijkis-
�g
THE CONTRA CTOR IS RESPONSIBLE FOR WORKHANSHIP AND MA TERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC77ON
AAD ACCEPTANCE OF 7HE WORK ES77MA 7ED RESTORA 7TON FEES WILL BE HELD UN77L THE FINAL STREET PATCH IS COMPLETED BY
CITY FORCES,, A T-WHICH 77ME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT
Construction drawing of proposed work required with permit application.
A 24 hour notice is required for inspection; Please call the Engineering Departin
Sam
Work is to be inspected during progr6§9inq,,,a completion. 771-0220
d
Restoration is to be in accordance with City 0 es.
Street shall he kept clean at all times.
Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer.
All street cut ditches shall be patched with asphalt 6'r'LC'ty Appro *ed niai�rial-*-prior to the end of*the)i�(jrkir'g'day;
NO EXCEPTIONS.
I have read the above statements and understand the permit requirements and the pink c6py of the permit will be available
o st' e' ion purposes.
n te at aal ttM
Signature: Date:
ntractor or Agent)
CALL DIAL -A -DIG PRIOR TO BEGINNING WORK
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
Engrg. Div. 1991
IRFIELD INSPECTION No S
Comments:
Diagram:
(Fund I I I - Route copy to Streit Dilpt�) I
CONTRACTOR CALLED FOk INSPECTION 0 YES .0 NO
Partial Work Inspection by P. W.:,
Work Disapproved By: Date:
FINAL APPROVAL BY- Date:
Eng. Div. July 1985
OEOTECH
CONSULTANTS, INC.
Vince Borcich
c/o Gram Sage Graves
144 Railroad Avenue, Suite 101
Edmonds, Washington 98020
Attention: Greg'Mummy
Subject: Evaluation of Allowable Soil Bearing Capacity
Proposed Condominium Building
527 Maple Street
Edmonds, Washington
Dear Mr. Mummy:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
March 28, 2008
JN 08095
via email greg@gramsagogra ves. co.
On March 28, 2008 the undersigned principal engineer visited the subject site in Edmonds to
observe the excavation of test pits and to assess the appropriate design bearing capacity for
foundations of the new building. Our services were provided in general accordance with the limited
scope authorized in our Contract for Professional Services. We have not seen the plans for the
proposed development. However, from our discussions with you, we understand that the existing
house will be demolished and a new condominium building will be constructed in. its place. The
new building will be at least 10 feet from the property lines and will be buried 4 to 5 feet below the
existing grade. This will allow the lower level to be accessed.frorn the alley to the north of the site.
We expect that the lowest floor will be a slab on grade.
We observed the excavation of test pits on the north and south sides of the site. The undisturbed,
native soil profile encountered in both of these test pits consisted of a thin layer of topsoil and one
to 2 feet of orangish-brown, highly -weathered, slightly silty sand overlying medium -dense gravelly
sands. In the northern test pit, closest to the alley, we observed approximately 6 feet of fill soil
overlying the native soil profile. This fill appears to be gravelly sand that was originally excavated
for the basement of the existing house. No groundwater seepage or wet soil conditions was
observed in either of the test pits, which extended to a maximum depth of 9 feet. I
Based on our observations, the medium -dense gravelly sand encountered in the test pits is suitable
to support conventional foundations. In our professional opinion, an allowable bearing capacity of
up to 3,000 pounds per square foot (psf) is acceptable for this soil. We recommend that the
foundations be excavated with a smooth backhoe bucket to avoid disturbance of the clean sand.
Following excavation of the footings, the subgrades should be recompacted using a small vibratory
sled compactor.
It appears that excavation on the north portion of the site will have to extend close to the level of
the existing northern alley in order to reach suitable native bearing soils. If overexcavation below
the planned footing subgrade elevations is necessary to reach the native bearing soils, either the
foundations could be extended downward or the overexcavation could be backfilled with compacted
quarry spalls or two -two 4-inch recycled concrete.
RECEIVED
JUN 1 6 2008
STREET FILE BUILDING DEPT.
Vince Borcich c/o I GramSa*raves JN 08095
March 28, 2008 Page 2
If you have any questions; or if we may be of further service, please do not hesitate to contact us.
MRM: jyb
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
r,
2
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01 T
EX RES O'F
Marc R. McGinnis, P.E.
Principal
GEOTECH CONSULTANTS, INC.
;,CEOTECHO
CONSULTANTS, INC.
Vince Borcich
c/o Gram Sage Graves
144 Railroad Avenue, Suite 101
Edmonds, Washington 98020
Attention: Greg'Mummy
Subject: Evaluation of Allowable Soil Bearing Capacity
Proposed Condominium Building
527 Maple Street
Edmonds, Washington
Dear Mr. Mummy:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
March 28, 2008
JN 08095
via email greg@gramsagegraves.co.
On March 28, 2008 the undersigned principal engineer visited the subject site in Edmonds to
observe the excavation of test pits and to assess the appropriate design bearing capacity for
foundations of the new building. Our services were provided in general accordance with the limited
scope authorized in our Contract for Professional Services. We have not seen the plans for the
proposed development. However, from our discussions with you, we understand that the existing
house will be demolished and a new condominium building will be constructed in. its place. The
new building will be at least 10 feet from the property lines and will be buribd 4 to 5 feet below the
existing grade. This will allow the lower level to be accessed from the alley to the north of the site.
We expect that the lowest floor will be a slab on grade.
We observed the excavation of test pits on the north and south sides of the site. The undisturbed,
native soil profile encountered in both of these test pits consisted of a thin layer of topsoil and one
to 2 feet of orangish-brown, highly -weathered, slightly silty sand overlying medium -dense gravelly
sands. In the northern test pit, closest to the alley, we observed approximately 6 feet of fill soil
overlying the native soil profile. This fill appears to be gravelly sand that was originally excavated
for the basement of the existing house. No groundwater seepage or wet soil conditions was
observed in either of the test pits, which extended to a maximum depth of 9 feet.
Based on our observations, the medium -dense gravelly sand encountered in the test pits is suitable
to support conventional foundations. In our professional opinion, an allowable bearing capacity of
up to 3,000 pounds per square foot (psf) is acceptable for this soil. We recommend that the
foundations be excavated with a smooth backhoe bucket to avoid disturbance of the clean sand.
Following excavation of the footings, the'subgrades should be recompacted using a small vibratory
sled compactor.
It appears that excavation on the north portion of the site will hove to extend close to the level of
the existing northern alley in order to reach suitable native bearing soils. if overexcavation below
the planned footing subgrade elevations is necessary to reach the native bearing soils, either the
foundations could be extended downward or the overexcavation could be backfilled with compacted
quarry spalls or two -two 4-inch recycled concrete.
Vince Borcich c/o GramS* raves JN 08095
March 28, 2008 Page 2
If you have any questions; or if we may be of further service, please do not hesitate to contact us.
MRM: jyb
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
T'6- AT C -'P
'WA
0 27US
Li
Marc R. McGinnis, P.E.
Principal
GEOTECH CONSULTANTS, INC.
0
OEOTECH
CONSULTANTS, INC.
Vince Borcich
c/o Gram Sage Graves
144 Railroad Avenue, Suite 101
Edmonds, Washington 98020
Attention: Greg Mummy
Subject: Geotechnical Engineering Study
Proposed Condominium Building
527 Maple Street
Edmonds, Washington
Dear Mr. Mummy:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
October 14, 2008
e__Z� U FC-31)
� § DP e)
OCT 14 2008
�)UILDING DEPARVENT
r,I-FY OF EDMONDS
JN 08095
via email
We are pleased to present this geotechnical engineering report for the new condominium building
to be constructed in Edmonds, Washington. The scope -of our services consisted of exploring site
surface and subsurface conditions, and then developing this report to provide recommendations for
general earthwork and design consideration for foundations, retaining walls, seismic conditions,
subsurface drainage, and temporary excavations. This work was authorized by your acceptance of
our Contract for Professional Services.
We were provided with the Permit Set of architectural and structural plans prepared by Taylor
Gregory Butterfield Architects and CG Engineering, respectively. These plans were dated August
19, 2008. From this information, we expect that the existing house will be demolished, and a new
3-unit condominium building constructed in its place. The new structure will have three stories, with
parking on the lower level accessed from Maple Street on the south side of the site. The lower
floor's slab elevation will be 96.25 feet,,requiring excavation of up to approximately 6 feet below the
existing ground elevation. An elevator pit will extend below the floor slab in the center of the
eastern side of the building. The west and east walls of the building will be set back at least 10 feet
from the property lines,'but retaining walls are shown at these property lines to retain cuts that will
lower the site grades below the adjacent lots. Paved, on -grade parking is shown along the north
side of the site, to be accessed from the alley.
If the scope of the project changes from what we have described above, we should be provided
with revised plans in order to determine if modifications to the recommendations and conclusions of
this report are warranted.
SITE CONDITIONS
SURFACE
The site is a rectangular lot situated between two condominium buildings. Maple Street borders the
southern property line, and a paved alley extends along the northern site boundary. The existing
house is situated in the central portion of the lot, with a small garage and a concrete patio off the
STREET FILE
Vince Borcich JN 08095
October 14, 2008 Page 2
north side of the house. The ground surface on the majority of the lot slopes very gently down
toward the north, varying in elevation from 102 feet to 98 feet. Along the southern edge of the lot is
a short rockery protecting a grade change of 3 to 4 feet down to the sidewalk. There is also a 3- to
4-foot rockery along the northern property line, where the alley is lower in elevation than the site.
There are no steep slopes on, or near, the site.
SUBSURFACE
The subsurface conditions were explored by excavating two test.pits at the approximate locations
shown on the attached copy of the Topographic Survey. Our exploration program was based on the
proposed construction, anticipated subsurface conditions and those encountered during
exploration, and the scope of work outlined in our proposal.
The test pits were excavated on March 28, 2008 with a rubber -tired backhoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soil encountered. "Grab" samples of selected subsurface soil were
collected from the backhoe bucket. The Test Pit Logs are attached to this report.
Soil Conditions
The two test pits encountered similar native soil conditions. Beneath a thin layer of topsoil
was loose, gravelly sand containing a low percentage of silt. Th ' is coarse -grained soil
became medium -dense within one to 3 feet of the topsoil. In Test Pit 1, located on the
northern portion of the site, there was approximately 6 feet of uncompacted fill overlying the
native sand. This fill appears to have been placed when the lot was originally graded, in
order to create a more level yard area, and is probably soil that was excavated from the
existing house.
The rockery along the north side of the lot appears to retain the uncompacted fill. The
rockery on the south edge of the site protects only native soil, apparently a short cut that
was made for construction of the sidewalk.
Groundwater Conditions
No groundwater or wet soils were observed in the test pits. Considering the granular,
moderately -permeable nature of the soils, we do not expect that significant groundwater will
be encountered within the depth of the test pits. It should be noted that groundwater levels
vary seasonally with rainfall and other factors.
The stratification lines on the logs represent the approximate boundaries between soil types at the
exploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface information
only at the locations tested. The relative densities and moisture descriptions indicated on the test
pit logs are interpretive descriptions based on the conditions observed during excavation.
The test pit backfill was not compacted. Loose soil will therefore be found in the area of the test
pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill
during construction.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
JN 08095
Page 3
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD
RE4D THE ENTIRE DOCUMENT.
The test pits conducted for this study encountered medium -dense, native, gravelly sand that is
suitable to support the planned building using conventional foundations. It will be necessary to
excavate through the existing fill, topsoil and loose soil to expose this suitable bearing soil.
The slab floor of the lower level can be supported on native sand underlying existing fill and topsoil.
Floor slabs should not be placed over the existing loose fill, as excessive post -construction
settlement relative to the foundations would result.
Storm detention/retention facilities and other utilities are often installed below, or near, structures.
The walls of storm vaults must. be designed as either cantilever or restrained retaining walls, as
appropriate. Wall pressures for the expected soil conditions are presented in the Permanent
Foundation and Retaining Walls section of this report. It is important that the portion of the
structure above the permanent detained water level be backfilled with free -draining soil, as
recommended for retaining walls. Should drainage not be provided, the walls must be designed for
hydrostatic forces acting on the outside of the structure. The backfill for all underground structures
must be compacted in lifts according to the criteria in the General Earthwork and Structural Fill
section of this report. Trenches for underground structures and utilities should not cross a line
extending downwards from a new or existing footing at an inclination of 1:1 (Ho rizonta 1: Vertical).
We should be consulted if these excavation zones will be exceeded for installation of storm
facilities or other utilities.
Temporary cuts for construction of foundations, retaining walls and other structures should not be
steeper than 1:1 (H:V). This should be possible for the planned building. However, adequately -
sloped temporary cuts for retaining walls on the property lines would need to extend'onto the
adjoining properties. Where it is not possible to obtain permission from adjoining owners for
temporary excavation easements, then temporary shoring would be needed to maintain the cuts
within the property boundaries. Alternatively, the configuration of the walls and grading could be
modified to avoid cuts near the property lines.
The erosion control measures needed during the site development will depend heavily on the
weather conditions that are encountered. We anticipate that a silt fence will be needed around the
downslope sides of any cleared areas. Rocked construction access roads should be extended into
the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Cut
slopes and soil stockpiles should be covered with plastic during wet weather. Following rough
grading, it may be necessary to mulch or hydroseed bare areas. that will not be immediately
covered with landscaping or an impervious surface.
The drainage and/or waterproofing recommendations presented in this report are intended only to
prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active
seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmifted from slabs and foundation walls due to the
concrete curing process. Water vapor also results from occupant uses, such as cooking and
GEOTECH CONSULTANTS, INC.
Vince Sorcich JN 08095
October 14, 2008 Page 4
bathing. Excessive water vapor trapped within structures can result in a variety of undesirable
conditions, including, but not limited to, moisture problems with flooring systems, excessively moist
air within occupied areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or
mechanical, to prevent a build up of excessive water vapor within the planned structure.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
We recommend including this report, in its entirety, in the project contract documents. This report
should also be provided to any future property owners so they will be aware of our findings and
recommendations.
SEISMIC CONSIDERATIONS
In accordance with Table 1613.5.2 of the 2006 International Building Code (IBC), the site soil
profile within 100 feet of the ground surface is best represented by Soil Profile Type D (Stiff Soil
Profile). The site soils that will support the foundations are not susceptible to seismic liquefaction
because of their medium -dense, coarse -grained nature and the absence of near -surface
groundwater.
As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S,) and
1.0 second period (SI) equals 1.20g and 0.42g, respectively.
CONVENTIONAL FOUNDATIONS
The proposed structure can be supported on conventional continuous and spread footings bearing
on undisturbed, medium -dense, native soil, or on structural fill placed above this competent native
soil. See the section entitled General Earthwork and Structural Fill for recommendations
regarding the placement and compaction of structural fill beneath structures. Adequate
compaction of structural fill should be verified with frequent density testing during fill placement.
Prior to placing structural fill beneath foundations, the excavation should be observed by the
geotechnical engineer to document that adequate bearing soils have been exposed. We
recommend that continuous and individual spread footings have minimum widths of 16 and 24
inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest
adjacent finish ground surface for protection against frost and erosion. The local building codes
should be reviewed to determine if different footing widths or embedment depths are required.
Depending on the final site grades, overexcavation may be required below the footings to expose
competent native soil. Unless lean concrete is used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavation and the footing width. For example, an overexcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 5
An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings
supported on competent native soil. A one-third increase in this design bearing pressure may be
used when considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that the total post -construction settlement of footings founded on competent native soil,
or on structural fill up to 5 feet in thickness, will be less than one inch, with differential settlements
on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
PARAME]'ER ULTMATE
VALUE
Coefficient of Friction 0.45
Passive Earth Pressure 300 pcf
Where: (I) pcf Is pounds per cubic foot, and (ii) passive earth
pressure Is computed using the equivalent fluid density.
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
PARAME11' R
Active Earth Pressure *
VALUE
35 pcf
Passive Earth Pressure
300 pcf
Coefficient of Friction
0.45
Soil Unit Weight
130 pcf
Where: (I) pcf is pounds per cubic foot, and (H) active and
passive earth pressures are computed using the equivalent fluid
pressures.
* For a restrained wall that cannot deflect at least 0.002 times Its
height, a uniform lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
GEOTECH CONSULTANTS, INC.
Vince Borcich JN 08095
October 14, 2008 Page 6
The values given above are to be used to design permanent foundation and retaining walls only.
The passive pressure given is appropriate for the depth of level structural fill placed in front of a
retaining or foundation wall only. The values for friction and passive resistance are ultimate values
and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning
and sliding, when using the above values to design the walls. Restrained wall soil parameters
should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls.
This is intended to reduce the amount of cracking that can occur where a wall is restrained by a
corner.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted
for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density.
Wall Pressures Due to Seismk Forces
To model the surcharge wall loads that could be imposed by the design earthquake, we
recommend adding a uniform lateral pressure to the above-recom mended active pressure.
The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the
design retention height of the wall. Using this increased pressure, the safety factor against
sliding and overturning can be reduced to 1.2 for the seismic analysis.
Heavy construction equipment should not be operated behind retaining and foundation walls within
a distance equal to the height of a wall, unless the walls are designed for the additional lateral
pressures resulting from the equipment. The wall design criteria assume that the backfill will be
well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should
be accomplished with hand -operated equipment to prevent the walls from being overloaded by the
higher soil forces that occur during compaction.
Retainina Wall Backfill and Waterproofin
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand
is used as backfill, a minimum 12-inch width of free -draining gravel or a drainage composite
similar to Miradrain 6000 should be placed against backfilled foundation walls. Free -draining
backfill or gravel should be used for the entire width of the backfill where seepage is
encountered. For increased protection, drainage composites should be placed along cut
slope faces, and the walls should be backfilled entirely with free -draining soil.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential for surface water to percolate into
the backfill. The section entitled General Earthwork and Structural Fill contains
GEOTECH CONSULTANTS, INC.
Vince Borcich JN 08095
October 14, 2008 Page 7
recommendations regarding the placement and compaction of structural fill behind retaining
and foundation walls.
The above recommendations are not intended to waterproof below -grade walls, or. to
prevent the formation of mold, mildew or fungi in interior spaces. Over time, the
performance of subsurface drainage systems can degrade, subsurface groundwater flow
patterns can change, and utilities can break or develop leaks. Therefore, waterproofing
should be provided where future seepage through the walls is not acceptable. This typically
includes limiting cold -joints and wall penetrations, and using bentonite panels or
membranes on the outside of the walls. There are a variety of different waterproofing
materials and systems, which should be installed by an experienced contractor familiar with
the anticipated construction and subsurface conditions. Applying a thin coat of asphalt
emulsion to the outside face of a wall is not considered waterproofing, and will only help to
reduce moisture generated from water vapor or capillary- action from seeping through the
concrete. As with any project, adequate ventilation of basement and crawl space areas is
important to prevent a build up of water vapor that is commonly transmitted through
concrete walls from the surrounding soil, even when seepage is not present. This is
appropriate even when waterproofing is applied to the outside of foundation and retaining
walls. We recommend that you contact a specialty consultant if detailed recommendations
or specifications related to waterproofing design, or minimizing the potential for infestations
of mold and mildew are desired.
SLABS -ON -GRADE
The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or
underslab fill placement. Any soft areas encountered should be excavated and replaced with
select, imported structural fill.
Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through
the soil to the new constructed space above it. All interior slabs -on -grade must be underlain by a
capillary break or drainage layer consisting of a minimum 4-inch thickness of gravel or crushed
rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand
content (percent passing the No. 4 sieve) of no more than 10 percent. As noted by the American
Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture
protection is desirable immediately below any on -grade slab that will be covered by tile, wood,
carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also
notes that vapor retarders, such as 6-mil plastic sheeting, are typically used. A vapor retarder is
defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour,
as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification,
although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used
under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The
sheeting should extend to the foundation walls for maximum vapor protection. If no potential for
vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as
defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour
when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can
meet this requirement.
GEOTECH CONSULTANTS, INC.
Vince Borcich JN 08095
October 14, 2008 Page 8
DRAINAGE CONSIDERATIONS
Foundation drains should be used where (1) crawl spaces or basementsw.ill be below a structure,
(2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a.
building. Drains should also be placed at the base of all earth -retaining walls. These drains should
be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven,
geotextile filter fabric (Mirafi 140N, Supac 4NP, or. similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept
separate from the foundation drain system. A typical drain detail is attached to this report. For the
best long-term performance, perforated PVC pipe is recommended for all subsurface drains.
The structure includes an elevator, so it may be necessary to provide special drainage or
waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will
be necessary to provide a footing drain and free -draining wall backfill, and the walls should be
waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it
will likely be necessary to install a pumped sump to discharge the collected water. Alternatively,
the elevator pit could be designed to be entirely waterproof; this would include design'ing the pit
structure to resist hydrostatic uplift pressures.
No groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches.at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building
should slope, away at least 2 percent, except where the area is paved. Surface drains should be
provided where necessary to prevent ponding of water behind foundation or retaining walls.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. The stripped or removed materials should not be mixed with any
materials to be used as structural fill, but they could be used in non-structural areas, such as
landscape beds.
Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need
to remove the fill to achieve the required compaction.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 9
The following table presents recommended relative compactions for structural fill:
Beneath footings, slabs 95%
or walkways I
Filled slopes and behind 90%
retainina walls I
95% for upper 12 inches of
Beneath pavements subgrade; 90% below that
level
Where: Minimum Relative Compaction is the ratio, expressed in
percentages, of the compacted dry density to the maximum dry
density, as determined in accordance with ASTM Test
Designation D 1557-91 (Modified Proctor).
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our exploration and assume that the soil and groundwater conditions
encountered in the test pits are representative of subsurface conditions on the site. If the
subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary. Unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully anticipated by merely taking soil
samples in test pits. Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures. to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of Vince Borcich, Gram Sage Graves, and
their representatives, for specific application to this project and site. Our conclusions and
recommendations are professional opinions derived in accordance with current standards of
practice within the scope of our services and within budget and time constraints. No warranty is
expressed or implied. The scope of our services does not include services related to construction
safety precautions, and our recommendations are not intended to direct the contractor's methods,
techniques, sequences, or procedures, except as specifically described in our report for
consideration in design. Our services also do not include assessing or minimizing the potential for
biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site
development.
GEOTECH CONSULTANTS, INC.
Vince Borcich JN 08095
October 14, 2008 Page 10
ADDITIONAL SERVICES
Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and
observation services during construction. This is to confirm that subsurface conditions are
consistent with those indicated by our exploration, to evaluate whether earthwork and foundation
construction activities comply with the general intent of the recommendations presented in this
report, and to provide suggestions for design changes in the event subsurface conditions differ
from those anticipated prior to the start of construction. However, our work would not include the
supervision or direction of the actual work of the contractor and its employees or agents. Also, job
and site safety, and dimensional measurements, will be the responsibility of the contractor.
During the construction phase, we will provide geotechnical observation and testing services when
requested by you or your representatives. Please be aware that we can only document site work
we actually observe. It is still the responsibility of your contractor or on -site construction team to
verify that our recommendations are being followed, whether we are present at the site or not.
The following attachments complete this report:
Site Exploration Plan
Test Pit Logs
Typical Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
MRM: jyb
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
(J IVA L T, I, -
EXPIRES I a / p
5L
Marc R. McGinnis, P.E.
Principal
GEOTECH CONSULTANTS, INC.
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GEOTECH
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POINT FALL ON SANITARY
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Legend
[a = Approximate Test Pit Location
SITE EXPLORATION PLAN
1527 Maple Street
Edmonds, Washington
Job Date: Plate:
08095 March. 2008 JSNCoatleto Scale I
TESTPITLOGS
527 Maple Street
Edmonds, Washington
TEST PIT 1
0
0-0.5
TOPSOIL
0.5-6.0
Brown, slightly silty, gravelly SAND, medium- to fine-grained,
moist, loose (FILL)
6.0-9.0
Old Topsoil over Brown, slightly silty, gravelly SAND, medium- to
fine-grained, moist, loose
I
-becomes medium -dense at 7 feet
I U15L r1l Wdb ierMinalea ai a aepin OT U.0 Teet on March ��b, 2uuu.
No groundwater seepage wasobserved in the test pit.
TEST PIT 2
0-0.5 TOPSOIL
0.5-5.0 Brown, slightly silty, gravelly SAND, medium- to fine-grained,
moist, loose
-becomes medium -dense at 3 feet
j U-5i Pit was ierminmea ai a aepTn OT b.0 Teet on March 28, 2008.
No groundwater seepage was observed in the test pit.
GEOTECH
CONSULTANTS, INC.
TEST PIT LOGS
1527 Maple Street
Edmonds, Washington
_j
Job Date: I Scale: Plate:
08095 1 March. 2008 1 Not to Scale I
0
Slope backfill away from
foundation. Provide surface
drains where necessary.
Washed Rocl
(7/8" min. size)
-M,71
Backfill
(See text for
requirements)
Nonwoven Geotextile
Filter Fabric ,
Tightline Roof Drain
(Do not connect to footing drain)
Possible Slab
Poo
0,0 0*0.0;�*-00*'.".?'do""�-:"'.?'I
'" 00*
0
0 0"
C) 0
-0
0 0.
vapor Retarder/BarHer and
Capillary Break/Drainage Layer
(Refer to Report text)
4" Perforated Hard PVC Pipe
(invert at least 6 inches below
slab -or crawl space. Slope to
drain to appropriate outfall.
Place holes downward.)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for additional drainage, waterproofing, and slab considerations.
GEOTECH
CONSULTAWS, INC.
FOOTING DRAIN DETAIL
527 Maple Street
Edmonds, Washington
Job 8095 1 Date: 00, 1 Scale: Plate:
0 Oct. 2 Not to Scale I
$ThIET FILE
Return Name & Address
�L M 6W 1 e
92 6V.
200811 90266 2 PGS
11 11911
SNOHOM2008 10:10am 00
ISH COUNTY, JSIHIINGTON
RESUB
NOV 20 2008 NO EXCISE TAX
REQUIRED
BUILDING DEPARTMENT
CITY OF EDMONDS NOV 19 2008
Document Title(s) KIRKE SIEVERS, Snohomisn County TreasuW
By KIRKE SIEVERS
-77�- 6T�-4as:� e, -�
L
Reference Number(s) of Related Document(s)
Grantor(s)
Grantee(s)
Additional Reference #'s on Page_
Additional Grantors on Page —
vuq C �,-- ;E 6-J*re_.A --�
Additional Grantees on Page_7
Legal Description (abbreviated form: ie Lot/Block/Plat or Section/Township/Range)
C�+L /)� tj7l
2- oo , Leri- -
Assessor's Property Tax Parcel/Account Number
OQL0�2-0-- I Q �, I cc)
E- -�-- 0 Pj- L- OT �5 2-
Complete Legal on Page
Additional Parcel #'s. on Page _
The Auditor/Recorder will rely on the information provided on this form. The responsibility for the
accuracy of the indexing information is that of the document preparer.
C� I am requesting an emergency nonstandard recording for an additional fee as provided in
RCW 36.18.010. 1 understand that the recording process requirements may cover up or otherwise
obscure some part of the text of the original document.
Authorized Signature of Ri3questing Party
SARECORDTORMS\Cover sheet -nonstandard. doe
TEMPORARY CONSTRUCTION EASEMENT
This Agreement, made this day of NA1,e tl,-40-7— — 20 67f , between
i aurt . n -1,1 . )? 9 llyt"eowneq N sre c e' I? -tl'o P, , hereinafter designated Grantor, and 527 Maple
LLCNince Borcich, hereinafter designated Grantee, does hereby grant unto the Grantee, its successors,
assigns, agents, contractors, subcontractors, and employees permission to enter the property described
herein: Maple St, Edmonds, WA 98020, and grants the exclusive right to perform construction
activities necessary to construct property retaining walls.
L QL4AJr;n-t; m e IMArg or 'a-r, a#,, Grantor, does grant to 527 Maple LLC, a Temporary Easement for a
reasonable work area, approximately five (5) feet from the existing, adjoining property line, for the
purpose of constructing the project retaining walls.
The Grantor grants to the Grantee, its successors, assigns, agents, contractors, and employees the right to
erect and use construction equipment at the site of the construction herein described.
IT IS UNDERSTOOD that the Easement rights herein granted shall terminate one (1) year from the date
hereof or upon completion of the above -mentioned construction project, whichever is sooner.
IT IS ALSO UNDERSTOOD that the Easement herein granted does not convey any right or interest in
the above described property, except as stated herein, nor prevent Grantor from the use of said property;
provided, however that such use does not interfere with the rights herein granted.
In addition, the Grantee, its successors, assigns, agents, contractors, and employees agree to the following
conditions of entry:
DAMAGE TO PROPERTY: Shall exercise care to avoid damaging the property in any manner
not consistent with the purpose for which this agreement is issued.
2. COOPERATION WITH GRANTOR: Shall at all times cooperate with Grantor(s) and comply
with reasonable requests not inconsistent with the purpose for which this agreement is issued.
3. C LEANUP: Shall spread material uniformly over the construction site, seed, and fertilize.'Upon
completion of the retaining walls, shall clean all the ground occupied of all rubbish, excess
material, temporary structures, and equipment.
4. ACCEPTANCE: All parts of the retaining wall shall be left in acceptable condition.
G tee Grantor
#. t;V�rtz'q
Z7 12,11—
/Title
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Date
Gr t 'sPrintedName
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Date
CITY OF EDMONDS K?
'�\*AFFIC IMPACT ANAL
WORKSHEET
Name of Proposed Project: '12 V1 A�� LE,
Owner/Applicant:
\-, A 1?;;Ib
Name '
T. 0 - Vos.
Street/Maihng Address
ET-�,11
city State zip
Telephone: "Z.D Co - A I I- - --19 �z I
Applicant Contact Person:
, IC9:
Name
S I c(ok t -I U�
Street/Mailing Address
4—:: 0 t-t C.'i L-'-s Z. Co
city State zip
Telephone: A Z-F5 -7 6
Traffic Engineer who.prepared the Traffic Impact Analysis:
Firrn Name
I - PROJECT DESCRIPTION
a. Street address (ifknown):
Contact Name
Telephone
b. Location: It d &P 1 .5 1717E-- 7��44—oyj
4=44 - ?
(Attach a vicinity map and site plan.)
c. Specify existing land use: V-Y-iS7r11,-3&, S'FIL I
d. Specify proposed type and size of development: tJ1E-J I #J 1-r ef--eAj Lh
e. When will the project begin construction a*nd when will it be completed? LJ4W
f. Define proposed access locations:
AAi"1Ur—
g. . Define proposed sight distance at site egress locations: �.J I L-L_ t:j K-V,7r c 1131
eo D(.ST-AvP-� -ex-m-43% Rr AA
t
#E82
city of edmonds
development information
TRAFFIC IMPACT ANALYSIS REQUIREMENTS
This handout applies to all development activity. "Development activity" means any
construction, expansion, or change in the us _e of a building or structure that creates additional
demand and need for.public facilities. Thes& requirements are to be utilized in developing traffic -
impact analysis. This'handout outlines the traffic impact analysis requirements based on trip
generation thresholds. All applications for'development activity projects whi I ch require review
must comply with the requirements outtined in the City of Edmonds Traffic Impact Analysis
checklist below. Complete the attachedTraffic Impact Analysis Worksheet or prepare a traffic
impact analysis report that complies with"and addresses the City of Edmonds Traffic Impact
Analysis Checklist., Please note that reqiiiked traffic impact fees shall be in accordance with
Chapter 18.82 Traffic Impact Fees of the Edmonds Community Development Code (ECDC).
The City shall collect impact fees, based on the rates in ECDC 18.82.120, from any applicant
seeking development approval from the City for any development activity Avithmi the City, where
such development activity requires the issuance of a building permit. Thisshall include, but'is
not limited to, the development of residential, commercial, retail, office, and industrial land, and
includes the expansion of existing uses that creates a demand -for additional public facilities, as
well as a change in existing use that creates a demand for additional public l."acilities.
Impact fees shall be assessed based upon the road impact fee rates in affect at the time an
application is deemed complete by the Development Services Department for an ADB design
review approval, conditional use permit, change of use permit, PRD, plat, short plat, remodel
permit or building permit, which ever occurs first for a development project. Impact fees shall be
paid at the time the change of use permit, remodel permit or building permil: is issued by the City,
and the permit shall not be issued until the fee is paid.
For a change in use of an existing building or dwelling unit, including any alteration, expansion,
replacement or new accessory building, the impact fee shall be the applicable impact fee for the
land use category of the new use, less any impact fee previously paid for thc land use category of
the prior use. If no impact fee was paid for the prior use, the impact fee for the new use shall be
reduced by an amount equal to the current impact fee rate for the prior use.
The assessed impact fee must be paid prior to the issuance of any building permits.
The following are examples of types of projects that do not increase the number of residential
units or commercial or'other activity using the roadway system and, thcrefore, do not create
additional demand on the roadway system. Traffic Impact Fees cannot be ri,-quired as a condition
of development approval for these types of projects. (See ECDC 18.82.040, Exemptions.) These
types of projects do not require completion of the Traffic Impact Analysis Work Sheet or Traffic
Impact Analysis Report.
Rcm�d 9i30/2004
S:\ENGRUiANDOUTS\TraflmpacLAmly,sisRequire E82_9-04.doc
2. TRIP GENERATION
a. Existing Site Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN OUT
b. Proposed Project Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN OUT
c. Net New Project Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN OUT
d. State assumptions and methodology for internal, link -diverted or passby trips:
pa up, I
3. TRIP DISTRIBUTION
Prepare and attach a graphic showing project trip distribution percentages and assignments.
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
a. Have sight distance requirements at egress location been met per AASHTO �requirements?
b. Intersection Level of Service Analysis:,
• Existing Conditions
LOS Delays
• Year of Opening
LOS Delays
• Five Years Beyond Change of Land Use
LOS Delays
(Intersections to be evaluated shall be determined by the City ofEdmonds Traffic Engineer.)
c. Describe channelization warrants:
(Attach stripingplan.)
d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing length,,.,):
50% 95%
Existing Conditions
Year of Opening
Five Years Beyond
Change of Land Use
e. If appropriate, state stop sign and signal warrants:
f. Summarize local accident history:
5. TRAFFIC VOLUMES
a. Describe existing ADT and peak -hour counts, including turning movements, on street adjacent to and
directly impacted by the project.
b. Describe the estimated ADT and peak- I hour counts, including turning movements, the year the project is
fully open (with and without project traffic).
c. Describe the estimated ADT and peak -hour counts, including turning movements, five years after the
project has been ful-ly open (with and v6thout project traffic).
d. State annual background traffic growth factor and source:
6. LEVEL OF SERVICE ANALYSIS
Summarize Level of Service Analysis below and attach supporting LOS analysis documentation. Provide
the following documentation for -each arterial street or arterial intersection impacted by ten or more peak -
hour trips. Other City -planned developments must also be factored into the LOS calculations.
Existing LOS:
Existing Condition:
Year of Ovenine LOS:
With Project:
Without Project:
Paae. 4
Five Years After Opening LOS:
With Project: -
Without Project:
Note any assumptions/variations to standard analysis default values and justifications:
7. NUTIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact
fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4. (attached) and as identified
in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130.
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PROPOSED SITE PLAN
SCALE: 1"= 10'-0"
4/2/07
tgbataylor gregory butterfield architects
I
Drainage Report & Calculations
FOR
Borcich Multi -family Residence
527 Maple Street
Edmonds, WA 98020
rAo'
M14,114 1
2 '5
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EXPIRES 9/5/
CG Engineering Project No. 07240.20
November 21, 2007
Revised February 15, 2008
= 4M
ENGINEERING
250 4h Avenue S, Suite 200
Edmonds, WA 98020
(425) 778-8500 -
t4r*q
RFCFIVF-D
iu% 1 6 7008
BUILDING DEPT*
FILE
Drainage Report & Calculations
= 4m;
r:NG1N_Er=R1NG
PROJECT OVERVIEW:
The project is located at 527 Maple Street in Edmonds, WA. The project site consists of
a rectangular shaped parcel, 5 0 ft. x I 10 ft., encompassing approximately 0. 13 acres.
Development will consist of a new multi -family condominium block to replace the
existing single family home that currently occupies the property. A vicinity map, aerial
photos, contour map and site photographs are included in this report.
EXISTING CONDITIONS:
The existing site is fronted on the south by Maple Street which slopes from east to west
toward Puget Sound at approximately 8.5 to 10%. A house and detached garage
currently occupy the site. The impervious areas, which constitute the buildings, existing
sidewalks, driveway and retaining walls, represent 2300 sq. ft. or 0.053 acres. The
remaining 3200 sq. ft. or 0.075 acres represent pervious or grassed areas.
The site is bounded on the east and on the west by residential units. On the south, the
property is bounded by Maple Street and on the north by a paved alleyway. Single
family and multi -family residences are located on the opposite sides of these paved
roadways. See site photos in this report for more information.
A soil survey conducted by the Natural Resources Conservation Service indicates that the
soil type is classified as Everett, Type A, which is a gravelly -sandy loam with typical
slopes of 15 to 20 percent and is rated to be somewhat excessively drained.
DEVELOPED CONDITIONS:
The developed site will include a new multi -family condominium block to replace the
existing structures on the property. The new building, which will7have three levels,
including ground level parking, will cover an area of approximately 2030 sq. ft. The
driveway, additional parking, walks and retaining walls will cover an area of
approximately 1920 sq. ft. Total impervious surfaces on the site will consist of 3950 sq.
ft. or 0.09 acres. The remaining area of 1550 sq. ft. or 0.04 acres will be permeable
grassed surfaces.
It was decided that a. storm drainage detention system would be the most cost effective
and practical method of controlling storm water runoff.
Storm drainage will be collected on the property, via a system of roof drains, a trench
drain and surface drainage. This runoff is sent to catch basins located on the north side of
the property as shown on the grading and drainage plan. These catch basins are connected
together by a 24 in. diameter HDPE pipe which is 32 lineal ft. in length. This pipe
temporarily holds and releases storm water runoff at a controlled rate. This detention
system will be located under the rear parking area on the north side of the proposed
condominium, approximately 10 ft. from the building and 5 ft. from the north property
line.
The detention system is sized according the City of Edmonds Storm Water Management
Standards. See attached Design Tables. Sizing is based on the square footage of
impervious area that will be located on the subject property. Using an impervious area of
CG Engineering — Project 07218.20 - Drainage Report for Borcich Multi -family Residence Page 2
Drainage Report & Calculations
lel— C�'_
ENG[Pi�ERING
3950 sq. ft., 100 cubic ft. of storm drainage runoff volume will be stored and released at a
rate that is less than or equal to the pre -developed conditions of the subject property. A
flow control structure will insure that detained storm water will be released in a
controlled manner. The detained storm water is then released to an existing catch basin
which is connected to the city's storm drainage system.
See attached Grading and Drainage Plan for a detained layout of the detention system.
OFFSITE ANALYSIS:
The project site is located along Maple Street that is on an east -west slope within the city
limits of Edmonds, WA. The area is residential in zoning and is fully built out. Although
there are several areas uphill of the site, upstream drainage areas will not enter the site
because all upstream development has storm drainage systems that collect and transport
storm water runoff to the existing city storm drainage system.
EROSION AND SEDIMENT CONTROL:
Clearing limits are delineated on the final engineering plans and will be flagged in the
field prior to the start of construction. A filter fabric fence will be installed around the
entire downhill perimeter of the site along the property lines. The filter fabric fence will
be checked periodically during the wet season. It will be inspected during and after any
heavy rainfall. Damage will be repaired prior to leaving the site.
The fence shall be removed within 30 days after the site has been stabilized. Any
disturbed areas resulting from construction or removal of the erosion control measure
shall be stabilized. If possible, the clearing and land alteration work will be scheduled in
the dry season. Trapped sediment will be removed or stabilized on site.
A gravel construction entrance will be placed on Maple Street prior to any clearing for
the new residence to minimize truck tire soil tracking. If construction vehicles transport
soil and/or debris onto road surfaces, the roads shall be cleaned thoroughly at the end of
the day. Sediment shall be removed by shoveling and sweeping and transported to a
controlled sediment disposal area. Street washing shall be allowed only after sediment is
removed in this manner.
Existing storm drain catch basins downstream of the site shall be protected by means of a
filter fabric insert which will be sandwiched in between the grated inlet and the catch
basin frame. This will prevent the introduction of sediments or pollutants into the city
storm drainage system that may have escaped the site. The catch basins shall be checked
periodically and cleaned as needed at the direction of the project engineer or City of
Edmonds Public Works Department.
CG Engineering — Project 07218.20 - Drainage Report for Borcich Multi -family Residence Page 3
Drainage Report & Calculations
= C�'_
ENG114-EERING
Attachments
• Vicinity Map
• Aerial Photograph
• Contour Map(I "=200')
• Site Photographs
• Detention Sizing Tables and Detention System Worksheet
0 Construction Plans
CG Engineering — Project 07218.20 - Drainage Report for Borcich Multi -family Residence Page 4
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LTable 1 -- Detention Pipe Sizes
Impervious
Surface Required Pipe Diameter
Area Sq. Ft. Vol Cu Ft 15" 18" 24" 30"
2000
50
40
28
16 10
2500
62
50
35
20 13
3000
75
60
42
24 15
Required pipe
3500
87
70
49
28 18
length in feet
4000
100
80
56
1321
21
4500
112
90
63
36N� 23
5000
125
100
70
40 25
30-Q; uwkco ?wj�&YA'66
Im
*NOTE: Use the next highest surface area to determine detention size if cal I=ted pervious surface area is
greater than 1/2 the value between numbers.
(i.e., 2280 use 2500)
I Table 2 -- Outlet Orifice Sizes
Impervious Surface
Area Sq. Ft.
Outlet Orifice Diameter (Inches)
2000-2999 5/8
3000-3999 3/4 V
4000-5000 7/8
Table 3 -- Rectangular Catch Basin Requirements
Detention Max. Size Catch Basin.
pipe diameter knockout Type
< 18" 20" Type 1, CB 15
18" to 24" 26" Type IL, C13 16 CArth $Az,',u SfiVAA6672,540
24" to 36" 36" Type 11, CB 19 19 (48" Basin)
36" to 42" 42" Type 11, CB 19 19 (54" Basin) -Cb'rlq &6� �09466 ?0
*Source: Assoc. Sand & Gravel Co. Standards
ALLLOWABLE STORM DRAINAGE
DETENTION OR CONVEYANCE MATERIALS:
• Reinforced Concrete (right-of-way)
• Non -reinforced Concrete (non -right-of-way)
• Aluminized Steel
• Aluminum 16 GA or better
• CMP Asphalt Coated
• N-1 2 ADS HDPE (Min. 2' cover required under paved areas) water tight
• PVC-SDR 35, ASTMD-3034- or better
• Ribb
. ed-F-VC pipe, ASTM-D-2444
Ducticle iron pipe Class 50
- Tightlines system:
• N-12 ADS (Smooth Wall)
• PVC-SDR 35, ASTMD-3034, or better
• Hancor F-810
S:\ENGR\HANDOUTS\Drainage tables E21
STANDARD DETENTION SYSTEM'WORKSHEET
(5000 SF OR LESS) CALC. BY: C114915, A. AA2,Qf-:—AScA-)
ADDRESS: PHONE: 4-'ZS--77S - ssc�4c>
OWNER: vlpe—C-A-7-r 5-7 414ft-- -5-Q, &PAdQ)t,)DI� L qJ DATE:
-z+ I/ .3.a y il
IMPERVIOUS SUFACE AREA 50 PIPE DIA. — I PIPE LENGTH ORIFICE :t
RIM ELEV.
FINISHED
GRADE
TIGHTLIN
FOOTING DRAINS SHALL NOT
UPPER CATCH BASIN i
DETENTION PIPE LENGTH
0,5%TO1-0%SLOPE
V. ELEV. —qQ, —5-2—
CONTROLCB
BE CONNECTED TO
-LOCKING LID (TYP.)
IM ELEV 93A--t
F 6' min. clearance
Measured from top of
/1/F Cone. box or riser.
DETENTION SYSTEM
TO CITY CONVEYANC;r
ELEV. 90, ZO
9.1 CONTROL
YIIN. '*�'�RIFICE
,�-' 0-2 1,--7
rXIM QL .
INV. ELEV. 90-0
'2'X2'X12" DEEP
I CONTROL CATCH BASIN
;(4"-6" QUARRY SPALLS OR EQUAL)
IN. 6'"'COVER
FROM CONTROL�CB--����.
CONTROLCEI
$HALL BE PERPENDICULAR 1.5'
TO SPREADER TRENCH ::�k5 TRENCH SHALL BE LINED
WITH MIRAF1 &ON TOP
PERF. PIPE SHALL BE
LEVEL & CAPPED AT ENDS
RIPRAP OUTLET 7/8" WASHED DRAIN ROCK
I SPREADERTRENCH
NOTES
1. CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTLINE AND DETENTION
SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS.
2, Responsibility , for operation and maintenance of drainage systems on private property.is the responsibility of the property
owner. Material accumulated in the storage pipe must be flushed out and removed from catch basins to allow proper operation.
The outlet control orifice must be kept open at all times,
CITY STORM
CONVEYANCE
SYSTEM
-SPREADER TRENCH
SHALL BE AMIN.
OF 10'LONG AND
PERPENDICULAR
TO CONTROL CB.
..........
SW 1/4, SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
BORCICH MULTI -FAMILY RES-IDENCE
527 MAPLE ST.
EDMONDS, WA 98020
OWNER CONSULTANTS
VINCENT BORCICH ARCHITECT aVIL ENGINEER
527 MAPLE ST. TAYLOR GREGORY BUTTERFIELD DO ENGINEERING
EDMONDS, INA 98020 21911 78TH AVE W.. SUITE 210 250 4TH AVE S., SUITE 2DD
EDMONDS. WA 98026 EDWOM WA 98020
425.788.15M FAX 425.774,780 425.778.11500 FAX 77&5536
CONTACT: JOE MOLINA CONTACT. CHRIS ANDERSON
CITY OF EDMONDS GENERAL NOTES
GENERAL NOTES:
1. ALL MATERIALS AM WORK SiM ON THEA PLANS SiALL CONFORM TO THE CITY OF MOW
STANDARDS. RE FOLLOWING SPECIFICATIONS AND OCIDES. AND ALL OTHER APPLICABLE LOCAL MUNICIPAL.
STATE AM FEDERAL CDOE!,
:amw 0111ON IBC
CIRREKT EDITION WSDC)T/APWA STANDARD SPEaRCATIONS FOR ROAD, BRIDGE AND MUNICIPAL
CONSTRUCTION
-WA"GTON STATE DEPARTMENT OF ECOLOGY STONWATER MANAGEMENT MANUAL FOR THE RJCET
SOUND BASIN (MOW EDMON)
I STANDARD PLAN AND TYPE NUMBERS WATED ON THESE DRAWINGS RITER TO WSCOT STANDARD
RAMS FOR ROAD. BRIDGE AND MUMCIPAL CONSTRUCTION.
i A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSTE VialIVER CONSERIXTION IS IN
PROGRESS
C DEVIATIONS FROM THESE PLANS MST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL
GOVERNING AUTHORITY.
5, CONTRACTOR SHALL RECORD ALL APPROVED DEMATIONS FROM THESE KARS ON A SET OF
DRAWINGS AND SHALL SIMARCZE All AS-EXTILT CONDITIONS ON ONE SET OF REPRODAICELE DRATOM FOR
SUBMITTAL TO THE 0*0 PRIOR M PROJECT CDWETION AND ACCEPTANCE.
6. ELEVATIONS SHOWN AM IN FEET. SEE SURVEY FOR BENCHMARK KMA70
Z THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN Remo BY
OTHERS By FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND MILE, THEREFORE BE
MISIDERED APPROXIMATE ONLY AND NOT Wff-%AKY COMPLETE IT IS K SOLE RESPCNSIBUTY OF THE
CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY Of ALL U11UTY LOCATENS SHOWN AND TO
MOO WCOM AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED By
THE RIPUMENTATION OF THIS RM. CONTRACTOR SHALL VMFY LOCATION. DEPTK M TYPE AND
MOTION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSNC POINTS BUTORE TWICHUIG FOR NEW
URITIES. CC ENGINEERING ASSUMES NO FOR THE COMPLE70NESS OR ACCURACY OF THE
DIISIING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWING&
IT. CONTRACTOR SHALL LOCATE AND PROTECT ALL UIIUTIES DURING CONSTRUCDON AND SHALL CONTACT
THE UNDERGROUND UTILITIES LOCATION SUM (1-&DD-424-5555) AT LEAST 48 HOURS PRIOR TO
CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL MOMM AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING
WORK AND SHALL NOTIFY OMIERS REPRESENTATIVE OF MY DISCREPANCIES
10. PIPE LENGTHS NHIX SHOWN ARE APPROXIMATE AND MAY CHANCE DUE TO FIELD CONDITIONS
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICk REPORT (WHERE APPucAmo AND RIALL
THOROUGHLY FAMILIARIZE HIMSELF NTH THE CONTENTS THIREOF ALL STE WORK SHALL BE PERFUNED IN
STRICT COMPLIANCE WITH THE RECMENDATIONS OF THIS REPICIRT.
IZ STRUCTURAL FILL MATERIAL AND RACBIENT SHALL CONFIRM TO THE RECOMMMADONS OF TIE
MELT GEOTECHNICAL REPORT
li MMHl= CATCH BASK UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE
NATIVE SOIL OR COMPACTED STRUCTURA. FILL IF SOL IS DISTURBED. SOFT. LOOSE. NET OR IF ORGAMC
MATERIAL 5 PRESENT AT SUBGRACE ORATION. REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL
PER CEOTECHNICAL REPORT.
It SEE SLIRIV AND ARaflECR)RAL DRAUNGS FOR DWENSMNS AND LOCATIONS OF BUILDINGS,
LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING STE FEATURES.
I& SEE ARCHTIECTURAL DRAWINGS FOR PDRIMM FWWA70 DRAN& FOUNDATION DBMS 91ALL BE
INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHILINED TO THE STORM MAN SYSTEM WHERE
INDICATED ON THE PLAN&
III All REQUIRED STDRWWAIER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO
INSTALLATION OF ANY MUM UNLESS OTHERWISE
17. ALL ROOF DRAINS, PERNETER FOUNDATION NAM CATCH BARNS AND DIM EXIEINAL DRAINS RALL
BE CONNECTED TO BE STORM DRAINAGE SYSTEM. NO FOOTING AND SUBFLOOR DRAINS RiALL BE
CONNECTED M DETENTION SYSTEM.
I& CONTRACTOR 91ALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL STE
IMPROVEMENTS INDICATED ON TWA DRANNGS.
19. AS A MINIMUM REQUIREME117. ALL DISTURBED AIM ON AND OFF SITE SHALL BE REMO TO THE
EQUIVALENT OF THEIR PRECONSTRuCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND
STANDARDS.
2D. ALL DISTURBED SOIL WAS SHALL BE OR STAMM BY OTHER ACCEPTABLE METHODS FOR
THE PREVENTION OF CN-SITE EROSION AIM THE COMPLETION OF CONSTRUCTION. SEE MORON CONTROL
PLANS FOR SPECIFIC GRADING AND GROSON CONTROL RECUMENTS.
21- THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CEAN AT ALL TUB BY SWEIRNG. WASHING OF
THEM STREETS VILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL
LEGAL DESCRIPTION
LOT 31 AND THE EAST 20 FEET OF
LOT 3Z MOCIC 121. CITY OF EDMDM
ACCORDING TO THE PLAT THEREOF
RECORDED IN VOLUME 2 OF PLATS,
PACE 39 ' RECORDS OF SNOHOMISH
COUNTY. WASHINGTON.
BENCHMARK
EDMONDS
'R* 04 MULLER ON TOP OF A FIRE
HYDRANT At S ' W. CORNER OF 4TH
AVE. S. AND DAYTON ST
ELEVATION = 61.35
22. THIS PROJECT IS NOT A BALANCED EARIHWORK PROJECT 80TH EXPORT AND IMPORT OF SaL AND
ROCK MATMALS ARE REQUIRED.
21 SLOPE OF FD490 GRADE %AU. BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS
94DW
2C FINIIM GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MNIMUM 5% SLOPE FOR A kfiNNUM
DISTANCE OF 10 FEET.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND RJALL INSTALL AND MAINTAIN SNORING AND BRACING
AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS. STREETS, WAIXWAM UTTUTES AND OTHER
EXISTING AND PROPOSED WROVD07S AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING
EWBANKMDM CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF giORING AND BRACIK AS
REQUIRED.
26. CDCRECIATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS ANDJOR Sam
INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY WARIES. OWECTIONS To
EXISTING UTILITIES SHALL BE MADE ONLY WIN RE WRITTEN APPROVAL OF THE AUTHORITIES COVETINING
_77 EXISTING UTILITY LINES IN SERVO 1HICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE
REPAIRED AT CONTRACTOWS EXPENSE.
21L NEW UTILITY LOCATIONS ARE GENERALLY WN BY ONENSICI( WHERE No DIMENSIONS ARE DOCATM
LOCATIONS MAY BE SCALED FROM DRAWINGS FIELD ADJUSTIOTS WALL BE APPROVED BY OWNEER's
REPRESENTATIVE.
29. WHIX NEW PIPE afm AN EXISTING OR NEW UTILITY BY 6- OR LESS. PLACE POLYETHYLENE PLASTIC
FOAM AS A CUSHION BETWEEN THE UTILITIES
30. SEE MECTIMICAL DRANNGS (WHERE APPUCAEILE) FOR CONTINUATION OF STE UTILITIES WITHIN THE
BULDRa
31. SEE ELECTRICAL DRAWINGS (WHfRE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK
V_ 91 LANDRIAPE DRAWDICS (WHERE APPLICABLE) FOR RE IRRIGATION SYSTEM.
31 STREET ODSUTES WILL NOT BE PERMITTED. CONTRACTOR Slia PROVIDE PROPER TRAFFIC CONTROL To
INSURE TRAFFIC FLOW IN AND AROUND THE INTERSECTION. THE CONTRACTOR SHALL REQUEST ANY STREET
CLOSURE IN WRITING TO TW CITY ENGINEER. ONE WEEK PRIOR TO THE EFFECTIVE DATE. CLOSURE OF THE
STREET %ALL BE TEMPORARY IN NATURE AND THE CONTRACTOR SHALL OCORDINATE NTH TIEHEB
DEVELMERS IN THE AREk WHO MAY BE USING 1W STREET FOR A CONSTRUCTION ACCESS. IF APPROVAL IS
OVER TO TEMPORARILY CLOSE N STREET. THE CONTRACTOR SHALL POST MRS AID NOTIFY THE
ADJACENT NEIGHBORS IN ADAMCE OF ANY CLOSURE
34L THE CONTRACTOR SHALL BE RESPONSEILE TO WINNE DUST OlEATED BY CONSTRUCTION AND MAINTAIN
DEVICES ANDtR PROCEDURE TO REDUCE DUST UNTIL THE WORK IS COMPLEM
oi�
DATUM
NAVD 88
SHEET INDEX
C1.1
COVER SHEET & GENERAL NOTES
C2.1
TEMPORARY EROSION CONTROL PLAN
C2.2
TEMPORARY EROSION CONTROL DETAILS
C3.1
GRADING & DRAINAGE PLAN
IC4.1
WATER & SEWER PLAN
1. ALL STORM SEWER PIPE SHALL CONFORM NTH CURRENT EDITION OF WSDOTS STANDARD SPECIFICATIONS
FOR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION AND M OTY STANDARM
Z ALL PIPE SHALL BE RACED ON STABLE EARTH. OR COMPACIED GRAVEL W,',-.MAL
I RACKFILL !HALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PiPE-AROi IN LAYERS WIN A
LOOSE AVERAGE DEPTH OF fi-, MAXIMUM DEPTH 9% THOROUGHLY TAMPING EACH LAYER. COMPACTED
LAYERS MUST EXTEIID FOR ONE DIMETER ON EACH SIDE OF CHE PIPE OR To THE SIDE OF THE TRINot
(TUB TO WSCHOT STANDARD SPECIFCATION 7-04.X3) AND STANDARD SPECIFICATION 2-a3-Xl4)C. METHOD
a & C.
4. SACKIFILL AROUND PIPE MUST BE CIWACTED 10 A SPECIFIED AASITO T-�i DMTY OF SOX USE
REASONABLE CARE IN HANDLING AND INSTALLATION.
5 ALL DRAINAGE PIPE ODLPJNC� TIMM. ADAPTERS & APPURTMANCES SIALL BE SPECIFICALLY
DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER MANIFACIURfS RECOMMENDATION&
6. ALL CATCH BASINS %ALL HAVE tDOW UX
L ALL CATCH BARNS SHALL BE TYPE I MESS OTHERWISE NOTED.
I ALL CATCH BASINS NTH A DEPTH OVER 5,0 FEET TO THE FLOW LINE SHALL BE A TYPE 0 CEI OR
LARGER (MANHOLEI
I THE CONTRACTOR SHALL BE RESPMSIBUE FOR ADJUSTING ALL MANHOLE. ILET, AND CATCH BASIN
FRAMES AND GRATES PER CITY STANDARDS JUST PRIOR TO POURING OF CUM AND PAVING.
4. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT LEVEL
5- ALL TYPE I CATCH BASIN MANHOLES, WT. AND CATCH BASINS SHALL HKOE LOCKING UDS.
6. STANDARD LADDER STEPS SHALL BE PROMDED IN ALL CATCH BASINS AND MANHOLES EXCEEDING 5 FEE]
IN DEPTH.
7. ALL CATCH BASINS WITHN THE CITY ROT -OF -WAY SHALL BE LOCKING VANED GRATES
VICINITY MAP
NTS
LEGEND
DESCRLP'nON
-DOSTING
PROPOSED
PROPERTY LINE
ADJACENT PROPERTY LINE
CENTERUNE
CLEARING LIMITS
SEDIMENT BARRIER
X_ x
CONTOUR LINE
-100-
-Too-
FENCE
_0 ------ 0__
n_ cl_�
SANITARY SEWER UNE
_ss- _ss�
-ss-ss-
MANHOLE
Q
STORM DRAIN WAIN
-SD - - - - SO-
-SD-SD-
STORM DRAIN PIPE
- - - - - - - - - -
ROOF DRAIN
- - - - - - - R -
-R
FOOTING DRAIN
F - F -
-F -F
PRESSURE LINE
p -
P_ P
CATCH BASIN (TYPE 1)
0
IN
CATCH BASIN (TYPE 2)
@
a-EANOUT
MWOUT AND WYE
GRADE BREAK
- - - - - - -
- - - - - - -
SURFACE SWALE
DRAINAGE ARROW
WATER LINE
o - - - W�
WATER METER
IS
12
FIRE HYDRANT
FM
PIV
0
0
GATE VALVE
9
x
TEE
90' SEND
THRUST BLOCKING
CAP
CONCRETE PAVEMENT
1
ASPHALT PAVEMENT
CRUSHED SURFACING
w.
777777
ROOKERY
SPOT ELEVATION
,20.0
20LO
TELEPHONE LIKE
T - T - - T -
-T-T-
POWER LINE
E - - - E - - - E -
-E-E
CASE LINE
C - - - C - - - G-
-0-G
SIGN
4= 0-CM
ENGINEERING
250 4TH AVE. S.. SUITE 200
EDMONDS. WASHINGTON 9a02O
PHONE (425) 778-8500
FAX (425) 778-5536
.�c
DESIGN: CRA
DRAWN:
JRP
CHECK-
RMS
JOB NO:
07240.20
DATE:
11 /07/07
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SW 1/4, SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
i
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power
N
CAICH BASIN
p o I 7e
9S -ad f—
RIM EL= 91.96
RENCH MARK
SET A S' NAIL IN NORTH
sol
FACE (IF POWER POLE
REMOVE DOSTING
UP I FOOT. EL= 95.13
12'hnth
WOOD FENCE
Pact
REMOVE ALL E)OSTING
BUILDINGS, STAIRS. & ALL
DOI PADS & DRIWWAYS
OWR-
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CONDOMINIUM
CONDOMINIUM
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CONSTRUCTION ENTRANCE
PER DETAIL
INSTALL FILTER
CLEARING LIMITS
FABRIC FENCE
PER PETAI L
REMOVE Ek STAIRS
& SIDEWALK
REMOVE �X
REMOVE DOSTING
RI Cl(ERY
ROOKERY AS NEEDED
8
Sd tk/lecd i�
color 19567 at
c�
REMOVE ALL EX
4 foot dfnt.
TREES (3)
094.71
—REMOVE DL
Bwch mark.
30CI
00
INSTALL CATCH BASIN
lockary
SEDIMENT PROTECTION I
CATCH BASIN
S't ..9 nd m
IBM EL= 7 k
89.9
load at 4 foot
offtel. Elm,= 98.88
--t, -b
-SS- -SS- -SS- _SS_
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SANITARY
lead 0.05 .,t
SEWER MANHOLE
at 9.77 offwL
R.O.S. 9.75
RIM EL=99.27
.sphdi
top of cA.
329.9D
S 89VIC E 659,79
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CATCH BASIN
lg,—. I
law
GRAIN MANHOLE
EL=89.41
Pill EL=99.02
-*A - - - IA - - - IA - - - WA - - - VIA - - - WA - - -
WA - - - WA- - - WA - - - WA
- - - WA - - -
WA- - - W�- - - WA - - - WA - - - WA - - - ft- - - W� - - - WA - - - WA - - - *A - - - WA- - - WA-WA - - - WA - - - *A - - - WA
TTEMPORARY EROSION CONTROL PLAN
SCALE. 1" = 10'
10 0 5 'D
eNGINF-eRING
250 4TH AVE. S., SUITE 200
EDMONDS. WASHINGTON 95020
PHONE (425) 778-85DO
FAX (425) 778-5536
DESIGN:
CRA
DRAWN:
JRP
CHECK:
RMS
JOB No�
07240.20
DATE:
11/07/07
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FFILTER FABRI�___
SECURED TO . 2-
14 GA. WIRE FABRIC
EQUAL
2' X Z' WOOD OR
EQUIVALENT-\
PLACE 3/4'-L5' WASHED GRAVEL IN
THE I.. AND ON I. SIDES OF
l.TER FABRIC FENCE ON THE SURFACE.
FILTER FABRIC MATERIAL IN
CONTIMOUS ROLLS ' USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO VIRE.
VVIRE: MESH SUPPORT FEVIfE
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L'\2' )( I- W..D POSTS OR U
EQUIVALENT
CONTRACTER/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OT14ER WORK CAN BEGIN.
C'4T_�
DETAIL
FILTER FASPJC FENCE FIL TRAIN SYSTEMS
Ll o. I ' _.. I— ;; r' - Ell
SW 1/4, SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
PP"AVAVAM -25' MIN. RADIUS
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PROVIDE FULL WIDTH OF INGRESS/
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CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD.
I IT NSPECT .... REQUIRED ON ALL EROSION CONTRI
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REVISIONS STANDARD DETAIL
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STRAW BALES MAY RE USED IN
CERTAIN CIRCUMSTANCES (SEE
DETAIL EI.I.D. THIS APPLICAITON
SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTRI
MEASURES BEFORE WORK CAN BEGIN.
REVISIONS
STANDARD DETAIL
A CiE 1 10/ 03
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D. GEBE
TRAP FOR CATCH BM
& GEKRT
112.1M I— TS
t—,'N_CITY OF EDMONDS STD. DETAIL E1.1 r,\ CITY OF EDMONDS STD. DETAIL E11.2 (-x-'\ CITY OF _EDMONDS STD. DETAIL E1.3
SCALE: NTS SCALE: NTS
' 4m
ENGINICEEERING
250 4TH AVE. S.. SUITE 200
EDMONDS. WASHINGTON 95020
PHONE (425) 778-SSDO
FAX (42S) 778-5536
DESIGN:
CRA
DRAWN:
JRP
CHECK:
RMS
JOB NO:
07240.20
DATE:
11/07/07
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329-90 3N.90
DETENTION SUMMARY CHART
LIVE STORAGE VOLUM r DEAD STORAGE VOLUME (cf) RELEASE RATE (cfs)
REQUIRED
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REQUIRED
DESIGNED
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IENGINkRING
250 4TH AVE. S_ SUITE 200
EDMONDS. WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN:
(TYPE IL)
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11 (TYPE IL) W/ FLOW
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DATE:
SCALE: 3/4" = V-0"
4' DIA PERFORATED PVC PIPE WITH
6' OF 1" MINUS GRAWL ALL
AROUND, WRAPPED IN NON -WOVEN
GEOTEXTILE FABRIC. SLOPE TO DRAIN
GRADE
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1/9' : 0' UK TURN DOW14
��FDRATIONS AS S140M
FINISHED LEVEL OF CONCRETE
SURROM TO BE APPROX
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1/8- ABOVE TOP OF SURFACING
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DETENTION SYSTEM
DRAWINGS
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QFOOTING DRAIN AND ROOF DRAIN SECTION TRENCH DRAIN (IN CONCRETE)
-1 -
Nis SCALE:- r = 10"
S 8958)4' E 659.79 6 R = 1% TYP.
10" - CONT. EXTRUDED CONIC, CURB
93.2 W EXP. JTS. @ 20*-0" O.0
_w_ I -
18'con� GRADING QUANTITIES I & SCORE JTS. 0 10'-0" O.C.
CATD4 BASN
DRAIN MANHOLE TOTAL EXCAVATION (CUT)
925.0 CU. YDS. A.C. PAVING ON 4' CRUSHED
RIM
91 EL=89.41 RIM (Lz9g.02 TOTAL EMBANKMENT (FILL) 0.0 CU. YDS. PER CIVIL DRAWINGS
WA- - - WA- - - WA - - - WA - - - WA- - - WA - - - WA - - - WA - - - WA - - - WA - - - _w� - - - 11 wi *A - - - WA - - - WA - - - WA- - - WA - - - W - -WA - - - W�- - - WA- - - WA - - - WA -WA7 -.-WA- - - WA - - - WA TOTAL 925.0 CU. YDS.
cont� ;� ___ - __
THE QUANTITIES SHOWN ASM ARE FOR THE PERMIT #3 DEFORMEDBAR
PROCESS ONLY- THESE VALUES ARE APPROAMATF DO NOT
USE FOR BIDDING, PAYMENT. OR ESTIMATING PURPOSES, TYPICAL CURB SECTION
10 0 5 SCALE. 11" = I'-0'
THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
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SPECIAL SEWER CONNEC11ON NOTE,
L THE CONTRACTOR SHALL ATTEMPT TO LOCATE EXISTING SIDE SEWER ALONG THE
WESTERN R/W LINE AFTER SIDE SEWER IS LOCATED. IT SHALL BE VIDEO RECORDED
& THE CONTRACTOR & THE CITY INSPECTOR SHALL DETERMINE IF IT IS ADEOUATE
SM DDNDITICN & ELEVATION FOR THE PROPOSED CONNECTION.
2. IF SIDE SEWER CANNOT BE LOCATED THE CONTRACTOR SHALL CONTACT THE
ENGINEER TO DISCUSS REDESIGN OF OUTLET CONNECTION.
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SW 1/4, SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
"A'N
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INSTALL SEWER
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PER DETAIL
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(FOR FUTURE DEVOLOPMEIM
SEWER STUB SHALL BE LOCATED 10 ' INSIDE PROPERTY LINE & STAKED.
PLACE 2 4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH 70
ENSURE -� FEET EXTENDS ABOVE GPADE. PAINT TOP 18 INCHES WHITE IN
3 INCH HIGH LETIM STENCIL THE NUMBER OF EVEN FEET FROM
GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE
DOUBLE WRAPPED AROUND PIPE AND 2x4 STAKE AT OR ABOVE FINISHED
GRADE.
CASTIRON LOCKING LID
LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
(MODEL 111- 011366108)
6' WYE AND 49 SEND
6 IE AND
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S' LATERAL RUN TO HAVE
6" TEE
SLOPE OF ZX MIN. TO
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POSSIBLE
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SHALL BE
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OR GREATER
POSSIBLE
SEWER MAIN
0 T E 22-S' OR LOCATION
1. WHEN TAPPING INTO ExisnNG MAIN 45* SEND
AN INSERTA-TEE SHALL BE USED.
PLACEMENT OF TEE SKALL DEPEND
ON DEPTH OF SEWER MAIN. AS A
MINIMUM, THE TEE SHALL BE PLACED
AT A 45 DEGREE ANGLE.
2- IF CONNECTING SIDE SEWER TO EXIST
CONCRETE LATERAL- A CONCRETE/PVC ADAPTER
SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS.
S.-
RPES40N
;;Z;� _7 STANDARD DETAIL
a GE1iC11T I OInWO4 TYPICAL SEWER LATERAL
IL GOUT astiwo d
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kil SCALL NTS
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CLEA I WITH 45-
BEND M. CAP Ir "I
NOT To EXCEED 100' BETWEEN
CLEAN 0 14xI 4%6'
UTS CONCRETE
CLEAMOUT, (WYE WITH COLLAR
AND LOCK NG LAMPHOI rL_
A. CONCRETE LEVELING C LAR LEVELING COLLAR
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WATER TIGHT CAP
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12- PVC
si_gv�
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6 RISER
4' OR 6' SIDE SEVER
GENERAL CLEANOUT DETAIL WYE AND 45,
SE
12' AND 1/8 DEN 6" CITY STUB
4' OR 6' SIDE SEVER
ASPHALT SURFACE CLEAN OUT DEWL AT PROPERTY LINE
12" LOCKING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
6' RISER 12' PVC SLEEVE (MODEL 1: 00366108)
PVC CAP
R :R
-77
`SI
Typt
YPIGAL CL OUT UNDER ASPWILT NOTE
CONCRETE SIDE kWER JOINTS SHALL BE
GASKETED
km G
STANDARD DETAIL
A GERD" .11wo SEWER CLEANOUT DETAILS
M MCMIEIM 4� WS E.2
4= CM011
ENGIN&RING
250 4TH AVE_ S_ SURE 200
EDMONDS. WASHINGTON 93020
PHONE (425) 778-8500
FAX (425) 778-5536
DESIGN: CRA
DRAWN:
JRP
CH ECK:
RMS
JOB NO:
07240.20
DATE:
11/07/07
01,
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THESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. D-0-NOT USE FOR CONSTRUCTION,, OR BIDDING PURPOSES WITHOUT SIGNED AGENCY APPROVAL STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
C4.1
-GEOTECH
CONSULTANTS, INC.
11
01 aftr fvrd J
Vince Borcich
c/o Gram Sage Graves
144 Railroad Avenue, Suite 101
Edmonds, Washington 98020
Attention: Greg Mummy
Subject: Geotechnical Engineering Study
Proposed Condominium Building
527 Maple Street
Edmonds, Washington
Dear Mr. Mummy:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
October 14, 2008
JN 08095
OCT 11- 2008
BUILDING DEPARTMEWT
C17Y OF EDIWOiVDS
via email
We are pleased to present this geotechnical engineering report for the new condominium building
to be constructed in Edmonds, Washington, The scope of our services consisted of exploring site
surface and subsurface conditions, and then developing this report to provide recommendations for
general earthwork and design consideration for foundations, retaining walls, seismic conditions,
subsurface drainage, and temporary excavations. This work was authorized by your acceptance of
our Contract for Professional Services.
We were provided with the Permit Set of architectural and structural plans prepared by Taylor
Gregory Butterfield Architects and CG Engineering, respectively, These plans were dated August
19, 2008. From this information, we expect that the existing house will be demolished, and a new
3-unit condominium building constructed in its place. The new structure will have three stories, with
parking on the lower level accessed from Maple Street on the south side of the site. The lower
floor's slab elevation will be 96.25 feet, requiring excavation of up to approximately 6 feet below the
existing ground elevation. An elevator pit will extend below the floor slab in the center of the
eastern side of the building. The west and east walls of the building will be set back at least 10 feet
from the property lines,'but retaining walls are shown at these property lines to retain cuts that will
lower the site grades below the adjacent lots. Paved, on -grade parking is shown along the north
side of the site, to be accessed from the alley.
If the scope of the project changes from what we have described above, we should be provided
with revised plans in order to determine if modifications to the recommendations and conclusions of
this report are warranted.
SITE CONDITIONS
SURFACE
The site is a rectangular lot situated between two condominium buildings. Maple Street borders the
southern property line, and a paved alley extends along the northern site boundary. The existing
house is situated in the central portion of the lot, with a small garage and a concrete patio off the
Vince Borcich
October 14, 2008
JN 08095
Page 2
north side of the house. The ground surface on the majority of the lot slopes very gently down
toward the north, varying in elevation from 102 feet to 98 feet. Along the southern edge of the lot is
a short rockery protecting a grade change of 3 to 4 feet down to the sidewalk. There is also a 3- to
4-foot rockery along the northern property line, where the alley is lower in elevation than the site.
There are no steep slopes on, or near, the site.
SUBSURFACE
The subsurface conditions were explored by excavating two test pits at the approximate locations
shown on the attached copy of the Topographic Survey. Our exploration program was based on the
proposed construction, anticipated subsurface conditions and those encountered during
exploration, and the scope of work outlined in our proposal.
The test pits were excavated on March 28, 2008 with a rubber -tired backhoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soil encountered. "Grab" samples of selected subsurface soil were
collected from the backhoe bucket. The Test Pit Logs are attached to this report.
SO Conditions
The two test pits encountered similar native soil conditions. Beneath a thin layer of topsoil
was loose, gravelly sand containing a low percentage of silt. Th ' is coarse -grained soil
became medium -dense within one to 3 feet of the topsoil. In Test Pit 1, located on the
northern portion of the site, there was approximately 6 feet of uncompacted fill overlying the
native sand. This fill appears to have been placed when the lot was originally graded, in
order to create a more level yard area, and is probably soil that was excavated from the
existing house.
The rockery along the north side of the lot appears to retain the uncompacted fill. The
rockery on the south edge of the site protects only native soil, apparently a short cut that
was made for construction of the sidewalk.
Groundwater Conditions
No groundwater or wet soils were observed in the test pits. Considering the granular,
moderately -permeable nature of the soils, we do not expect that significant groundwater will
be encountered within the depth of the test pits. It should be noted that groundwater levels
vary seasonally with rainfall and other factors.
The stratification lines on the logs represent the approximate boundaries between soil types at the
exploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface information
only at the locations tested. The relative densities and moisture descriptions indicated on the test
pit logs are interpretive descriptions based on the conditions observed during excavation.
The test pit backfill was not compacted. Loose soil will therefore be found in the area of the test
pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill
during construction.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 3
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD
READ THE ENTIRE DOCUMENT.
The test pits conducted for this study encountered medium -dense, native, gravelly sand that is
suitable to support the planned building using conventional foundations. It will be necessary to
excavate through the existing fill, topsoil and loose soil to expose this suitable bearing soil.
The slab floor of the lower level can be supported on native sand underlying existing fill and topsoil.
Floor slabs should not be placed over the existing loose fill, as excessive post -construction
settlement relative to the foundations would result.
Storm detention/retention facilities and other utilities are often installed below, or near, structures.
The walls of storm vaults must be designed as either cantilever or restrained retaining walls, as
appropriate. Wall pressures for the expected soil conditions are presented in the Permanent
Foundation and Retaining Walls section of this report. It is important that the portion of the
structure above the permanent detained water level be backfilled with free -draining soil, as
recommended for retaining walls. Should drainage not be provided, the walls must be designed for
hydrostatic forces acting on the outside of the structure. The backfill for all underground structures
must be compacted in lifts according to the criteria in the General Earthwork and Structural Fill
section of this report. Trenches for underground structures and utilities should not cross a line
extending downwards from a new or existing footing at an inclination of 1:1 (Ho rizo ntal: Vertical).
We should be consulted if these excavation zones will be exceeded for installation of storm
facilities or other utilities.
Temporary cuts for construction of foundations, retaining walls and other structures should not be
steeper than 1:1 (H:V). This should be possible for the planned building. However, adequately -
sloped temporary cuts for retaining walls on the property lines would need to extend'onto the
adjoining properties. Where it is not possible to obtain permission from adjoining owners for
temporary excavation easements, then temporary shoring would be needed to maintain the cuts
within the property boundaries. Alternatively, the configuration of the walls and grading could be
modified to avoid cuts near the property lines.
The erosion control measures needed during the site development will depend heavily on the
weather conditions that are encountered. We anticipate that a silt fence will be needed around the
downslope sides of any cleared areas. Rocked construction access roads should be extended into
the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Cut
slopes and soil stockpiles should be covered with plastic during wet weather. Following rough
grading, it may be necessary to mulch or hydroseed bare areas- that will not be immediately
covered with landscaping or an impervious surface.
The drainage and/or waterproofing recommendations presented in this report are intended only to
prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active
seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmitted from slabs and foundation walls due to the
concrete curing process. Water vapor also results from occupant uses, such as cooking and
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 4
bathing. Excessive water vapor trapped within structures can result in a variety of undesirable
conditions, including, but not limited to, moisture problems with flooring systems, excessively moist
air within occupied areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or
mechanical, to prevent a build up of excessive water vapor within the planned structure.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
We recommend including this report, in its entirety, in the project contract documents. This report
should also be provided to any future property owners so they will be aware of our findings and
recommendations.
SEISMIC CONSIDERATIONS
In accordance with Table 1613.5.2 of the 2006 International Building Code (IBC), the site soil
profile within 100 feet of the ground surface is best represented by Soil Profile Type D (Stiff Soil
Profile). The site soils that will support the foundations are not susceptible to seismic liquefaction
because of their medium -dense, coarse -grained nature and the absence of near -surface
groundwater.
As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S,) and
1.0 second period (Si) equals 1.20g and 0.42g, respectively.
CONVENTIONAL FOUNDATIONS
The proposed structure can be supported on conventional continuous and spread footings bearing
on undisturbed, medium -dense, native soil, or on structural fill placed above this competent native
soil. See the section entitled General Earthwork and Structural Fill for recommendations
regarding the placement and compaction of structural fill beneath structures. Adequate
compaction of structural fill should be verified with frequent density testing during fill placement.
Prior to placing structural fill beneath foundations, the excavation should be observed by the
geotechnical engineer to document that adequate bearing soils have been exposed. We
recommend that continuous and individual spread footings have minimum widths of 16 and 24
inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest
adjacent finish ground surface for protection against frost and erosion. The local building codes
should be reviewed to determine if different footing widths or embedment depths are required.
Depending on the final site grades, overexcavation may be required below the footings to expose
competent native soil. Unless lean concrete is used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavation and the footing width. For example, an overexcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing.
GEOTECH CONSULTANTS, INC.
Vince Borcich JN 08095
October 14, 2008 Page 5
An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings
supported on competent native soil. A one-third increase in this design bearing pressure may be
used when considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that the total post -construction settlement of footings founded on competent native soil,
or on structural fill up to 5 feet in thickness, will be less than one inch, with differential settlements
on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
1111, 1
MAIMA
1 -1 VAIXE
PARAMILTER
Coefficient of Friction 0.45
Passive Earth Pressure 300 pcf
Where: (1) pcf Is pounds per cubic foot, and (ii) passive earth
pressure Is computed using the equivalent fluid density.
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
Active Earth Pressure *
35 pd
Passive Earth Pressure
300 pcf
Coefficient of Friction
0.45
Soil Unit Weight
130 pcf
Where: (1) pcf is pounds per cubic foot, and (ii) active and
passive earth pressures are computed using the equivalent fluid
pressures.
* For a restrained wall that cannot deflect at least 0.002 times Its
height, a uniform lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 6
The values given above are to be used to design permanent foundation and retaining walls only.
The passive pressure given is appropriate for the depth of level structural fill placed in front of a
retaining or foundation wall only. The values for friction and pass ive'res ista nce are ultimate values
and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning
and sliding, when using the above values to design the walls. Restrained wall soil parameters
should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls.
This is intended to reduce the amount of cracking that can occur where a wall is restrained by a
corner.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted
for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density.
Wall Pressures Due to Seismic Forces
To model the surcharge wall loads that could be imposed by the design earthquake, we
recommend adding a uniform lateral pressure to the above-recom mended active pressure.
The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the
design retention height of the wall. Using this increased pressure, the safety factor against
sliding and overturning can be reduced to 1.2 for the seismic analysis.
Heavy construction equipment should not be operated behind retaining and foundation walls within
a distance equal to the height of a wall, unless the walls are designed for the additional lateral
pressures'resulting from the equipment. The wall design criteria assume that the backfill will be
well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should
be accomplished with hand -operated equipment to prevent the walls from being overloaded by the
higher soil forces that occur during compaction.
Retainin-ci Wall Backfill and Waterproofin
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand
is used as backfill, a minimum 12-inch width of free -draining gravel or a drainage composite
similar to Miradrain 6000 should be placed against backfilled foundation walls. Free -draining
backfill or gravel should be used for the entire width of the backfill where seepage is
encountered. For increased protection, drainage composites should be placed along cut
slope faces, and the walls should be backfilled entirely with free -draining soil.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential for surface water to percolate into
the backfill. The section entitled General Earthwork and Structural Fill contains
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 7
recommendations regarding the placement and compaction of structural fill behind retaining
and foundation walls.
The above recommendations are not intended to waterproof below -grade walls, or- to
prevent the formation of mold, mildew or fungi in interior spaces. Over time, the
performance of subsurface drainage systems can degrade, subsurface groundwater flow
patterns can change, and utilities can break or develop leaks. Therefore, 'waterproofing
should be provided where future seepage through the walls is not acceptable. This typically
includes limiting cold -joints and wall penetrations, and using bentonite panels or
membranes on the outside of the walls. There are a variety of different waterproofing
materials and systems, which should be installed by an experienced contractor familiar with
the anticipated construction and subsurface conditions. Applying a thin coat of asphalt.
emulsion to the outside face of a wall is not considered waterproofing, and will only help to
reduce moisture generated from water vapor or capillary, action from seeping through the
concrete. As with any project, adequate ventilation of basement and crawl space areas is
important to prevent a build up of water vapor that is commonly transmitted through
concrete walls from the surrounding soil, even when seepage is not present. This is
appropriate even when waterproofing is applied to the outside of foundation and retaining
walls. We recommend that you contact a specialty consultant if detailed recommendations
or specifications related to waterproofing design, or minimizing the potential for infestations
of mold and mildew are desired.
SLABS -ON -GRADE
The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or
underslab fill placement. Any soft areas encountered should be excavated and replaced with
select, imported structural fill.
Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through
the soil to the new constructed space above it. All interior slabs -on -grade must be underlain by a
capillary break or drainage layer consisting of a minimum 4-inch thickness of gravel or crushed
rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand
content (percent passing the No. 4 sieve) of no more than 10 percent. As noted by the American
Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture
protection is desirable immediately below any on -grade slab that will be covered by tile, wood,
carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also
notes that vapor retarders, such as 6-mil plastic sheeting, are'typically used. A vapor retarder is
defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour,
as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification,
although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used
under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The
sheeting should extend to the foundation walls for maximum vapor protection. If no potential for
vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as
defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour
when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can
meet this requirement.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 8
DRAINAGE CONSIDERATIONS
Foundation drains should be used where (1) crawl spaces or basements Will be below a structure,
(2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a
building. Drains should also be placed at the base of all earth -retaining walls. These drains should
be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven,
geotextile filter fabric (Mirafi 140N, Supac 4NP, or. similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept
separate from the foundation drain system. A typical drain detail is attached to this report. For the
best long-term performance, perforated PVC pipe is recommended for all subsurface drains.
The structure includes an elevator, so it may be necessary to provide special drainage or
waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will
be necessary to provide a footing drain and free -draining wall backfill, and the walls should be
waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it
will likely be necessary to install a pumped sump to discharge the collected water. Altematively,
the elevator pit could be designed to be entirely waterproof; this would include desig6ing the pit
structure to resist hydrostatic uplift pressures.
No groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches.at the bottom of
the excavati on.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building
should slope away at least 2 percent, except where the area is paved. Surface drains should be
provided where necessary to prevent ponding of water behind foundation or retaining walls.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. The stripped or removed materials should not be mixed with any
materials to be used as structural fill, but they could be used in non-structural areas, such as
landscape beds.
Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need
to remove the fill to achieve the required compaction.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 9
The following table presents recommended relative compactions for structural fill:
Beneath footings, slabs 95%
or walkways
Filled slopes and behind 90%
retaining walls
95% for upper 12 inches of
Beneath pavements subgrade; 90% below that
level
Where: Minimum Relative Compaction is the ratio, expressed in
percentages, of the compacted dry density to the maximum dry
density, as determined in accordance with ASTM Test
Designation D 1557-91 (Modified Proctor),
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our exploration and assume that the soil and groundwater conditions
encountered in the test pits are representative of subsurface conditions on the site. If the
subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary. Unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully anticipated by merely taking soil.
samples in test pits. Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures. to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of Vince Borcich, Gram Sage Graves, and
their representatives, for specific application to this project and site. Our conclusions and
recommendations are professional opinions derived in accordance with current standards of
practice within the scope of our services and within budget and time constraints. No warranty is
expressed or implied. The scope of our services does not include services related to construction
safety precautions, and our recommendations are not intended to direct the contractor's methods,
techniques, sequences, or procedures, except as specifically described in our report for
consideration in design. Our services also do not include assessing or minimizing the potential for
biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site
development.
GEOTECH CONSULTANTS, INC.
Vince Borcich
October 14, 2008
JN 08095
Page 10
ADDITIONAL SERVICES
Geotech Consultants, Inc. -should be retained to provide geotechnical consultation, testing, and
observation services during construction. This is to confirm that subsurface conditions are
consistent with those indicated by our exploration, to evaluate whether earthwork and foundation
construction activities comply with the general intent of the recommendations presented in this
report, and to provide suggestions for design changes in the event subsurface conditions differ
from those anticipated prior to the start of construction. However, our work would not include the
supervision or direction of the actual work of the contractor and its employees or agents. Also, job
and site safety, and dimensional measurements, will be the responsibility of the contractor.
During the construction phase, we will provide geotechnical observation and testing services when
requested by you or your representatives. Please be aware that we can only document site work
we actually observe. It is still the responsibility of your contractor or on -site construction team to
verify that our recommendations are being followed, whether we are present at the site or not.
The following attachments complete this report:
Site Exploration Plan
Test Pit Logs
Typical Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
MRM: jyb
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
NAL
EXPIRES
Marc R. McGinnis, P.E.
Principal
GEOTECH CONSULTANTS, INC.
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Legend
[A = Approximate Test Pit Location
SITE EXPLORATION PLAN
1527 Maple Street
Edmonds, Washington
Job Date: Scale: Plate:
08095 March . 2008 1 Not to Scale
TESTPITLOGS
527 Maple Street
Edmonds, Washington
TEST PIT 1
0-0.5
TOPSOIL
0.5-6.0
Brown, slightly silty, gravelly SAND, medium- to fine-grained,
moist, loose (FILL)
6.0-9.0
Old Topsoil over Brown, slightly silty, gravelly SAND, medium- to
fine-grained, moist, loose
I
-becomes medium -dense at 7 feet
I teSL r_1L Wdb turiflirlatea at a aepin OT 'd.0 Teel on marcn;�d,;�uud.
No groundwater seepage wasobserved in the test pit.
TEST PIT 2
0-0.5 TOPSOIL
0.5-5.0 Brown, slightly silty, gravelly SAND, medium- to fine-grained,
moist, loose
-becomes medium -dense at 3 feet
i est ra was ierminatea ai a aepin OT b.0 Teel on March 28, 2008.
No groundwater seepage was observed in the test pit.
GEOTECH
CONSULTAWS, INC.
TEST PIT LOGS
1527 Maple Street
Edmonds, Washington
Job Da te: I scale: Plate:
08095 March. 2008 1 Not to scaie
Slope backfill away from
foundation. Provide surface
drains where necessary.
Backfill
(See text for
requirements)
Tightline Roof Drain
(Do not connect to footing drain)
Possible Slab
4" Perforated Hard PVC Pipe
(invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate outfall.
Place holes downward.)
C.'" CID
.9 Zpq C'-
Vapor Retarder/BaOier and
Capillary Break/Drainage Layer
(Refer to Report text)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains. .
(2) Refer to report text for additional drainage, waterproofing, and slab considerations.
GEOTECH
CONSULTANTS, INC.
FOOTING DRAIN DETAIL
527 Maple Street
Edmonds, Washington
Job Date: 00, scale: S I I Plate:
08095 Oct. 2 Not to ca e I
GEOTECH
CONSULTANTS, INC.
Vince Borcich
c/o Gram Sage Graves
144 Railroad Avenue, Suite 101
Edmonds, Washington 98020
Attention: Greg'Mummy
Subject: Evaluation of Allowable Soil Bearing Capacity
Proposed Condominium Building
527 Maple Street
Edmonds, Washington
Dear Mr. Mummy:
13256 Northeast 20th Street, Suite 16
BeHevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
March 28, 2008
JN 08095
via email greg@gramsagegraves.co.
On March 28, 2008 the undersigned principal engineer visited the subject site in Edmonds to
observe the excavation of test pits and to assess the appropriate design bearing capacity for
foundations of the new building. Our services were provided in general accordance with the limited
scope authorized in our Contract for Professional Services. We have not seen the plans for the
proposed development. However, from our discussions with you, we understand that the existing
house will be demolished and a new condominium building will be constructed in. its place. The
new building will be at least 10 feet from the property lines and will be burilbd 4 to 5 feet below the
existing grade. This will allow the lower level to be accessed from the alley to the north of the site.
We expect that the lowest floor will be a slab on grade.
We observed the excavation of test pits on the north and south sides of the site. The undisturbed,
native soil profile encountered in both of these test pits consisted of a thin layer of topsoil and one
to 2 feet of orangish-brown, highly -weathered, slightly silty sand overlying medium -dense gravelly
sands. In the northern test pit, closest to the alley, we observed approximately 6 feet of fill soil
overlying the native soil profile. This fill appears to be gravelly sand that was originally excavated
for the basement of the existing house. No groundwater seepage or wet soil conditions was
observed in either of the test pits, which extended to a maximum depth of 9 feet. I
Based on our observations, the medium -dense gravelly sand encountered in the test pits is suitable
to support conventional foundations. In our professional opinion, an allowable bearing capacity of
up to 3,000 pounds per square foot (psf) is acceptable for this soil. We recommend that the
foundations be excavated with a smooth backhoe bucket to avoid disturbance of the clean sand.
Following excavation of the footings, the subgrades should be recompacted using a small vibratory
sled compactor.
It appears that excavation on the north portion of the site will have to extend close to the level of
the existing northern alley in order to reach suitable native bearing soils. if overexcavation below
the planned footing subgrade elevations is necessary to reach the native bearing soils, either the
foundations could be extended downward or the overexcavation could be backfilled with compacted
quarry spalls or two -two 4-inch recycled concrete.
RECEIVED
J U N 1 6 2008
BUILDING DEPT.
Vince Borcich c/o GramSageGraves
March 28. 2008
JN 08095
Page 2
If you have any questions; or if we may be of further service, please do not hesitate to contact us.
MRM: jyb
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
. Y1, C � '1' 1
WAS
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Marc R. McGinnis, P.E.
Principal
GEOTECH CONSULTANTS, INC.
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(N 00*02'20' E) 5TH. AVE. S.
EQUIPMENT AND PROCEDURE1
ACCURACY MEETS WAC 332-130-090.
05' TOTAL STATION USED FOR A TRAVERSE.
MONUMENTS SHOWN VISITED 19 SEP., 2006
LEGEND:
0 DENOTES A 24' x 1/2' IRON BAR SET
WITH A CAP #9567.
VERTICAL DATUM: EDMONDS
'R' IN MULLER ON TOP OF A FIRE HYDRANT AT S.W. CORNER
OF 4TH AVE, S. AND DAYTON ST.
ELEVATION = 61.35
LEGAL DESCRIPTION:
LOT 31 AND THE EAST 20 FEET OF LOT 32, BLOCK 121, CITY
OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH
E; COUNTY, WASHINGTON.
C)
SURVEY NOTES:
REFER TO CHENDWETH FIELD BOOKS
BOOK 145, P. 27 (SURVEY)
BOOK 209, P. 57 (LEVELS)
BOOK 191, P. 5 (SURVEY)
BOOK 108, P. 17 (SURVEY)
BOOK 117, P. 50 (SURVEY)
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67
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GO at 9,77 off set.
R.O.S. 9.75 0)
C3
1975 SURVEY FOR
LAURINTINE CONDOMONIUM,
[SANITARY S Y
M top of curb, 01 01
PA�HO ERl�� -
L 6 7�3
329.90
329.90
S 89*58'14' E 659.79
0
y
_j
POINT FALL ON SANITARY
84.4
_-t 93.2
84_.4 STORM — 18'conc.@
93.2 STORM SEWER MANHOLE.
18'conc.
STORM
18'conc. 18'conc.
Eon'.
SET FOUR MAG NAIL
DRAIN MAR_Hffl[�E
TC SS�nN
\.6 ICATCH B�A
MAPLE ST
I :LE
DRAIN MANHII, STRADDLE POINTS.
IRIM
DRAIN MANHOLE IRIM EL.=67.81
OD; RIM EL.=89.411
1 M L_89
WL
EL.=99.02
RIM EL.=67.f;4 —WL—
WL
concrete curb
RECORDER'S CERTIFICATE ...............
SURVEYOR'S CERTIFICATE
Surveys * Topography Sanitation * Short Plats * Formal Plats
for this day of 2006 at
M
This map correctly represents a survey made by me
CHENOWETH
filed record .......... .........
in 1000k ...... O-F ........ cLt page ...... at the request
......
of
or under my direction in conformance with the
ASSOCIATES, INC., P.S.
requirements of the Survey Recording Act at the
ALBERT W. CHENOWETH
......................... .........
Profession3l Land Surveyors
................................. in ��g 2006
request of BRAD BUTTERFIELD
18130 Midvale Ave. N., STE. A
..................... ...... ............... .....
..... 1.11 .......................
Seattle Wa. 98133
MGR. SUPT. OF RECORDS
CERTIFICATE NUMBER .... 95.67 ..........
(206)-542-2188 * (425)-672-8333
FAX x (425)-672-8333
t425.778.1530 2119111176thAveW.Suite210
f 425.774.7803 Edmonds -WA 98026
info@tgbarchitects.com
www.tgbarchitects.com
3605
REG,
JOHN IF
TEOFV
527 Maple Street
Edmonds, WA 98020
SITE SURV EY
ASSUANCE
IN THE S,W, 1/4 S,W. 1/4, SEC, 24, T-27—N, R-3—E, WX
IN THE CITY WA
HESUB
MaNCENT BORCICH OCT — 2 2008
BUILDING DEPARTMENT
CITY OF EDMONDS
D WN. B Y: DATE: JOB NO. LS 260,36
PAUL J. PISINGER'; 22 SEP., 2006 F.B. 210 P. 71
4 SCALE: SHEET
CHKD. BY:
A.W. CHENOWETH. 20' 1 OF 1
PROJECT INFORMATION
PROJECT NO: 06063
'3 PROJECT MANAGER: JOE MOLINA
DRAWN BY: JOE MOLINA
PERMIT SET
SHEET NO
y COPY
SURVEY
- - -------------
R III' u B
OCT - 2 2008
SUILDING DEPARTMEN!
MY OF REDMOHID��