HomeMy WebLinkAboutCORMORANT PL., 7014
BUILDING PERMIT
'FitPPECTION
CARD
SITE ADDRESS
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VV\ A e,,~ C\
l~OJECT DEnIP~<
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CITY OF
BREMERTON
PROTECT THIS C RD FROM THE WEA THER
Building Plumbing D Mechanical D Fire Alarm/Sprinkler D
DURING INSPECTIONS THE BUILDING PERMIT & APPROVED PLANS SHALL BE ON SITE
Permit # BB04 -Q -LaCa3
For Inspections Call (360) 473- 5870
~@@u @~ @~U~
Approved Date
Notes
I
FOUNDATION
DO NOT POUR CONCRETE
PRIOR TO APPROVAL
Erosion Control In Place
Foundation Footing
Foundation walls
Plumbing Ground Work
In Slab Mechanical
Footing Insulation
Lj
1 st
2nd PLUMBING Rough In
MECHANICAL Duct / Vent
GAS PIPE Support / Test / Meter set.
,
FRAMING
If pt & 2nd are approved
Hold down connections
Shear Panel nailing
L&I Electrical Approved
Ventilation requirements
Framin
3rd
INSULATION
Under-floor
walls
ceiling
, (jtl
4th
5th
SHEETROCK
6th
I FmAL
All of the
above
Must be
approved
Prior to
final
473-5870
473-5927
riveway 473-5270
473-5270
473-5384/5385
ALL FINAL INSPECTIONS COM ETED
Occupancy Approval (Single Family Residence Only) .
DO NOT OCCUpy BUILDING WITHOUT BUILDING D A ENT APPROVAL
PROTECT THIS CARD FROM THE 'BATHER
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CITY OF BREMERTON
DEPARTMENT OF COMMUNITY DEVELOPMENT
PERMIT NUMBER BB04
DATE ISSUED: 09/1(V6Qi~:;;.
286 Fourth St. Bremerton, WA 98337
(360) 478-5275 Fax: (360) 478-5278
ASSESSOR NUMBER:
APPLICANT NAME:
OWNER NAME:
CONTRACTOR:
LENDER NAME:
5092-000-065-0000
MAENG CHON C & SOON
MAENG CHON C & SOON
SELF
SUBMITTED:
08/19/2004
VALUATION:
$4,656.00
$111.25 2211
$72.31 4580
$4.50 0236
$1~i.
Building Permit
Plan Review Fee
State Surcharge
TOTAL FEES:
:~It~;~,c,
Inspection Requests
DCD: Building Inspections
L&I: Department of Labor and Industries
ZONING: SF-3
PHONE:
PHONE:
PHONE: (360) 710-5081
SITE ADDRESS:
ADDRESS:
ADDRESS:
ADDRESS:
ADDRESS:
7014 CORMORANT
7014 CORMORANT PL, BREMERTON, WA 98312
7014 CORMORANT PL, BREMERTON, WA 98312
A
03/15/2005
STATUS: ISSUED
EXPIRATION:
ng Per!"i~.,MBchal1!~I~lillumbiJj:91i ..
NEW DECK
Building Code Edition:
Occupancy Group:
Type of Construction:
Flood Zone:
Setbacks:
Sanitation Method:
Number of Bedrooms:
UBC: 1997
(Front) (Side) (Rear) (Other)
600 SQFT
(360) 473-5380
(360) 337-5285
(360) 473-5270
This permit shall become null and void if the building or work described and authorized by this permit has not commenced within 180 days from the date of issuance, or if this building or
work is suspended or abandoned at any time after the work is commenced for a period of 180 days, Obtaining inspections at intervals not exceeding 180 days identifies that work has not
been suspended. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work
will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or localloaw regulating
construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law
under Section 3, Chapter 126, Laws of 1967'. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are
required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy,
Square Footage:
Decks - Wood Frame
I have read, and agree to abide by the conditions of this permit including all conditions of zoning, building codes, and State and Federal laws.
SIGNATURE OF OWNER OR ~~~ ~
AGENT: ~---->
PRINTED NAME: C:4-\O(\J C_ l--\AS)q DATE: ~<,E-P 16 n+
CONDITIONS
City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City
regulations does not necessarily ensure compliance with federal or state laws.
DCD: Prior to performing any renovation or demolition work, Puget Sound Clean Air Agency
(Clean Air Agency) and Washington Department of Labor and Industries (L&I) regulations
require an asbestos survey be performed to determine whether there are asbestos-
containing materials in the work area or structure. The asbestos survey must be conducted
by and EPA-certified (AHERA) building inspector (except renovation or owner-occupied
single family residences).
DCD: For more information, please contact Clean Air Agency through their web site at
www.cleanair.org or by phone at 800-552-3565 or 206-689-4058. The L&I web site can be
found at www.lni.wa.gov/p-ts/asbestos/asbestos.htm.
DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions, Shall remain on site
and be available for inspection.
PERMIT CARD MUST BE POSTED IN A CONSPICUOUS PLACE.
1. (DCD-01)
2. (DCD-02)
3. (DCD-14)
4. (DCD-25)
(360) 473-5870
(360) 415-4000
Fire Inspections
HID: Bremerton, Kitsap County Health District
PW: Department of Public Works
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Page 1 of 2
CITY OF BREMERTON
DEPARTMENT OF COMMUNITY DEVELOPMENT
PERMIT NUMBER BB04 OU$~h"
DATE ISSUED: 09/1,~~Q;1:\i:i~~
286 Fourth St. Bremerton, WA 98337
(360) 478-5275 Fax: (360) 478-5278
ASSESSOR NUMBER:
APPLICANT NAME:
OWNER NAME:
CONTRACTOR:
lENDER NAME:
5092-000-065-0000
MAENG CHON C & SOON
MAENG CHON C & SOON
SELF
ZONING: SF-3
PHONE:
PHONE:
PHONE: (360) 710-5081
PHONE: 0-
SITE ADDRESS:
ADDRESS:
ADDRESS:
ADDRESS:
ADDRESS:
7014 CORMORANT
7014 CORMORANT Pl, BREMERTON, WA 98312
7014 CORMORANT Pl, BREMERTON, WA 98312
SUBMITTED:
08/19/2004
APPROVED: 09/14/2004
EXPIRATION:
03/15/2005
STATUS: ISSUED
. MINIMUM INSPECTIONS REQUIRED
Inspection requests must be received by 8:00am in order to be scheduled for same day.. To request an inspection, please call (360) 478-5275 and be
sure to provide your permit number, name on permit, site address, contact phone number, and inspection type.
Foundation Footings
Framing
Final Inspection - Building
Page 2 of 2
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BRtlVltRlON
{sUlUJ\NGrpf3~MIT CENTER
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CTT'T .o:r
"',REMERTON
Building Permit Application
Department of Community Development * 286 - 4th Street * Bremerton * W A * 98337
(360) 4.73-5275 * Fax (360) 4.73-5278
Site Address:
C0RJ-toRjtOT PL
CONTRACTOR:
Address:
Cit , State, Zi :
License # & Ex . Date:
Contact Name: ....
Contact Phone #:
Tax IO/Parcel #:.
.1..
I." -
..........,):"'"0- r
.f'
What is the application for? (Please check one)
D NEW SINGLE-FAMILY RESIDENCE
o NEW DUPLEX
D NEW MANUFACTURED HOME
D RESIDENTIAL REMODEL
D RESIDENTIAL ADDITION
D RESIDENTIAL REPAIR
D NEW COMMERCIAL
D COMMERCIAL REMODEL
D COMMERCIAL ADDITION
-
D COMMERCIAL REP
D NEW MULTI-FAMILY
D TENANT IMPROVEMENT
D NEWGARAGE/CAR PORT
D NEW ACCESSORY BUILDING
D NEW SIGN
D STRUCTURE DEMOLITION
D GRADING (Cubic Yards:
lZ1 OTHER: -J,:)c(')<
07)
I
J /
.~
/ ...~/~
J:'~/'/'
. -~-~-.~,.~.- .
NO csi"
IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE?
CAJ1i'\siiurA bOO S'q,'R. &.QJj~
YESD
Scope of work proposed:
Square Footage: Dwelling: Garage: Decks: 6'00 ~'f-
Valuation Plan Review Fee Permit Fee Surcharge Total Fees
9, i)j~L ' o~ . ,31 11.'LS' 'I, j'- 0
Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data
submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time
for action by the applicant for a period not exceeding 180 days on request by the applicant, showing the circumstances beyond the control of the
applicant have prevented action from being taken, No applicant shall be extended more than once, In order to renew action. on an application
after expiration, the applicant shall resubmit plans and pay a new plan review fee,
~ ~~
/'r,/ F.../ \
-:;?z ~ "
hplicant's Signature ./
AUG t9 - t{4
Date
~
CITY OF BREMERTON
DEPARTMENT OF COMMUNITY DEVELOPMENT
Receipt Number:
_1~~037
286 Fourth Sl. Bremerton, WA 98337
(360) 473-5275 Fax: (360) 473-5278
CASH
. Payment
~... Method
iti~~> ,>
Total:
$ 72.31
$ 72.31
Page 1 of 1
CITY OF BREMERTON
DEPARTMENT OF COMMUNITY DEVELOPMENT
Receipt Number:
a~.9~~9~"~.'~
286 Fourth 81. Bremerton, WA 98337
(360) 473-5275 Fax: (360) 473-5278
BB04 01263
BB0401263
Building Permit
State Surcharge
1/2211
1/0236
$111.25
$ 4.50
Total:
$111.25
$ 4.50
$115.75
$0.00
$0.00
$72.31
BB0401263
CHECK
Total:
$115.75
$115.75
5234
Page 1 of 1
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Department of Community Development
Current Planner, Robert J. Grumbach
rgrumbac h@ci.bremerton.wa.us
February 28, 2003
Gary Grote
P.O. Box 325
Keyport, W A 98345
RE: SPECIAL USE PERMIT FOR A FENCE
Dear Mr. Grote,
This letter is a follow up to our discussion regarding the construction of a fence along the top of a
retaining wall located at 7014 Cormorant Place. Bremerton Municipal Code (BMC)
21.02.230(a)(1) establishes maximum fence height at 6 feet in a residential zone and 3 feet if it is
within a front yard setback. The height is measured at the lowest elevation in an area 5 feet from
the fence.
You indicated the desire to construct a 3 to 4 foot fence on top of a 6-foot retaining wall. This
would exceed the fence height standard requirements of your zone. BMC 21.02.230(b) allows a
fence to exceed these standards if a Special Use Permit is obtained. It is important to note that
an application for a Special Use Permit does not automatically guarantee approval for a fence to
exceed height standards.
The procedures for a Special Use Permit require a pre-application conference to explain the
application requirements and procedures. This letter shall constitute a record of meeting this
requirement. For your information, a summary of the procedures for obtaining an Administrative
Special Use Permit are outlined below.
1. Determination of Completeness: This decision is made within 28 days of accepting your
application. The more complete information is received at the beginning, the quicker this
decision may be rendered.
2. Notice of Application: Within 14 days of the Determination of Completeness, a Notice of
Application is published in the Sun newspaper and is posted on the property. This allows
your neighbors 14 - 30 days to comment on your request. Usually, a 14-day comment period
is employed for Administrative Special Use Permits.
3. Notice of Decision: Within 120 days, as adjusted, of the Determination of Completeness,
the Department of Community Development issues a written decision to approve, approve
with modification/ conditions or disapprove the application.
4. Appeal and Final Decision: Administrative appeals of the Notice of Decision shall be made
within 14 days. If the Special Use Permit is approved, and no appeals are filed within the
required time, then the Notice of Decision becomes final and you may build your fence
subject to any required building permits.
You should anticipate the process taking anywhere between 6 weeks to 7 months. If you have
any questions, please feel free to call me at (360) 473-5379
Sincerely,
~9LP~---
Robert Grumbach
Current Planner
2
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"-' ,~
BREMERTON PERMIT CENTER
286 4th Street, Bremerton. WA 98337
Phone: (360) 478-5275 FAX: (360) 478-5278
BUILDING PERMIT
Applicant: GROTE GARY
PO BOX 325 KEY PORT WA 98345
360-649-9040
Permit No: 02-0725
status: ISSUED
Applied: 11/22/2002
Issued: 01/06/2003
Expires: 07/05/2003
Job Addr: 7014 CORMORANT PL
Location: DOCKSIDE LOT 65
Parcel No: 5092000-065-0000
Owner: GROTE GARY
PO BOX 325 KEYPORT WA 98345
360-649-9040
!
~.i!,.~.
- -
Contractor: ERIN ROCKERV CONSTRUCTION INC 253-858-814Lic #: ERINRCI003NS Exp: 10-23-2004
4521 56TH 5T NW PO BOX 431 GIG HARBOR WA 98335
Subcontr:
Desc: TWO TIER RETAINING WALL
***************************************************************************************~*****
Valuation * Permit Fees: 363.25 Total Calculated Fee: 603.86
23,000.00 * Plan Check Fees: 236.11 Additional Fees: .00
~ Other Fees: 4.50 Total Permit Fee: 603.86
*********************************************************************************************
This peymit shall become null and void if the building Oy woyk authoYind b)' this pen'llit is not commenced within
180 days fy'Offi the date of such Pfwmit. OY if this building or woyk authorized by $Uch peymit is suspe't'1ded oy
abandoned at any time after the woyk is commerlced for a period CJf 180 days,
NOTICE - It is the re$ponsibility of the permit holder. not the City of Byemeyton OY Building Official to see
to it. that yequired inspecti.ons aye made. The permit holder' must notif)' the Bui.ldil"i9 Official when yeady fo'r
inepections. Failure of t.he pen'llit holder- to rptifylhe auildins Official of requi'red inspections may yeeult
in the stoppage of the woYk until such time that the permit holder can $Ubstantiate to the building official
that the concealed wo'rk meet.s Ot. e~ed$ code requjnements. Any demolition. te:s;.tin9. o~. financi.al bU'r'den shall
be bome din~ctly b)' the p.eymit holder'. Failu'r'e t.o substantiate code l'equirements \"ill indemnify the City
against an>' and all Yfi:lsponsibility 0'( liability conrwcted with the construction.
I he'(~JY ce'rtify that I have yaad and examined this permit and know the same to be true and coyyect. All
p'r'ovisions of laws and o'rdinanoes goveming t.his type of wo'(k will be compHed with whetheY specified he-yein
oy not. ThfL9ranting of a permit does not p'(esume to give authodty to violate oy cancel t.he pyovisio\1s of
any other st.ateor' 1 law 'resulati.l19 co t.'(uction oy the pe'(fonnance of const'(uction.
Signature:..... ..
OatfH-I-W-lJ 3--
I certify that ".exempt f'rorn the yeq..lini:lrnent.$ of the state contnactor"$ registnllt'ion law, undet.
Section 3. Chap\er 126. laws of 1967.
Si9nat.ure=.____.____.___.___.__.....______.. Oate=___._____________.___
****************)I()I(********* I J . -j l /"''',
Permit Center--Approved BY:~__ oat.:_~3.
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-BREME-RTON PERMIT CEN-TER
286 4th Street~ Bremerton~ WA 98337
Phone: '.'(360) 478-5275 FAX: (360) 478-5278
Building Permit No: 02-0725
Status: ISSUED
Issued: 01/06/2003
Expires: 07/05/2003
'"''''~'''
Job Address: 7014 CORMORANr PL
Location: DOCKSIDE LOT 65
Assr Acct No: 5092000~065-0000
R E QUI RED
INS ~ E C T ION S
.~.
Item:
Item:
Item:
Item:
Item:
Item:
01100 FOUNDATION-FOOTINGS
01200 FOUNDATION-WALLS
02500 LANDSCAPING
01000~EROSION CONTRO~
02704 -'FINAL--ZONING ILo..-nd.5 (u.p~'\.
02700 FINAL--BLDG 6
Dept:
Dept:
Dept:
Dept:
Dept:
Dept,:
SLDG
SLDG
PLANNING
PUB WORKS
PLANNING
BLDG
Division:
Division:
Division:
Division:
Division:
Division:
*********************************************************************************
TESTING: Must be recognized by the Washington Association'of Building Officials
SPE'CINSP:' Mvst be registered with the State of WA
ST C>F"WA:' State of WA pept. ,of Labor and Industries 478-4921
HEALTH: 8remerton/Kitsap Health District 478-5235
ALL INSPECTIONS PERFORMED BY THE CITY OF BREJ1ERTON MUST BE SCHEDULED THROUGH THE
PERMIT CENTER, (360) 478-5275.
***********~**~*******************************************************************
Permit HolGl r s
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BREMERTON ~ERMIT'CENTER
PERMIT CONDITIONS
Permit No: 02-0725
Page:
1
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Job Address: 7014 CORMORANT PL
Assr Acct No: 5092000-065-0000
Location: DOCKSIDE LOT 65
Applied: 11/22/2002
Approved: 01/06/2003
Issued: 01/06/2003
,:;;'"
Applicant: GROTE GARY
Owner: GROTE GARY
Contractor~ ERIN ROCKERY CONSTRUCTION INC
Description:
lWO TIER RETAINING WALL
Condi.tions:
1. PRIOR TO PERFORMING ANY RENOVATION OR DEMOLITION WORK,
PUGET SOUND CLEAN AIR AGENCY (CLEAN AIR AGENCY) AND.
WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES (L&I)
REGULATIONS REQUIRE AN ASBESTOS SURVEY BE PERFORMED TO
DETERMINE WHETHER THERE ARE ASBESTOS-CONTAINING MATERIALS
IN THE WORK AREA OR STRUCTURE. THE ASBESTOS SURVEY MUST BE
CONDUCTEDBY AN EPA CERTIFIED (AHERA) BUILDING INSPECTOR
(EXCEPT RENOVATION OF OWNER-OCCUPIED SINGLE FAMILY
RESIDENCES) .
FOR MORE INFORMATION, PLEASE CONTACT CLEAN AIR AGENCY
THROUGH THEIR WEB SITE AT www.pscleanair.org OR BY PHONE AT
800-552-3565 OR 206-689-4058. THE L&I WEB SITE CAN BE
FOUND AT www.lni.wa.gov/wisha/p-ts/asbestos/asbestos.htm.
2. LAND USE CONDITIONS OF APPROVAL:
(A) AS PER SMC 21.22.100 THE APPLICANT & CONTRACTORS SHALL
FOLLOW ALL RECOMMENDATIONS MADE SY THE GEOTECHNICAL
ENGINEER, IN THE REPORT SUBMITTED WITH THIS
APPLICATION ON NOVEMBER 2002 & THE DRAWINGS SUBMITTED
ON 17 DECEMBER 2002.
(8) A COPY OF THE GEOTECH REPORT SHALL BE KEPT ON SITE FOR
INSPECTIONS.
(C) THE RECOMMENDATIONS FROM THE CiEOTECH & REQUIREMENTS
FOR THIS PERMIT ARE FOUND ON PAGES 12 THROUGH 19 OF
THE REPORT AND INCLUDE REQUIREMENTS FOR SITE
~pREPARATION, SURFACE DRAINAGE RETAINING WALLS.
FOUNDATION, COMPACTION BACK FILL, CONSTRUCTION
OE}SERVATION AND FUTURE PERFORMANCE.
!
(D) P~RTICULAR ATTENTION SHOULD BE PAID TO VEGETATION. THE
TERRACED SLOPES AFTER CONSTRUCTION SHALL BE PLANTED
W'rTH VEGETATION APPROPRIATE TO SJfEEP SLOPES THAT ~J!LL
HELP WITH FUTURE EROSION. SUGG~STED VEGETATION CAN BE
FOUND AT THE DEPT OF ECOLOGY AT WWW. ,ECY. WA. GOV.
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BREMERTON P~RMIT CENTER
PERMIT CONDITIONS
{ Permit No: 02-0725
Page:
2
~ IL ==================~=========~===s=============~===:~==========================
/PROGRAMS/SEA/PUBS/93/03/TABLE 3.
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, Permi. t ~.ld r'$ --..
LAND USE INSPECTION BEFORE FINAL.
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GEOTECHNICAL REPORT & DESIGN
FOR
KEYSTONE BLOCK RETAINING WALL
COVER SHEET, VICINITY
AND LOCATION MAPS
OVERALL
SITE PLAN
P!=1AILS
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BREMERTON
BUILDING DEPARTMENT
SHEET NUMBER
81.0
82.0
82.1
,~
701 4 CORMORANT PL.
BREMERTON, WAf KITSAP CO.
- SITE PLAN
SHEET TITLE
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Junction Ii
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j7014 Cormorant PI, ' , ,
IIBremerton,WA,98'312 . ,. :'1 l1IfJ,
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Junction
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VICINITY MAP
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SITE LOCATION MAP
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END 22' RADIUS
ST A, 0+66,3, 34,6'
SIDING STEP EL, 94.11 ~ 90,11
SIDING STEP EL. 96.16 ~ 94.15
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END 10' RADIUS
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RIP-RAP OUTL T
PIPE @ EX, DITCH
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(A DJLJST TTI SLJ I l)
THE LOCATiON OF ALL EXISTING UNDERGROUND UTiLITIES IS
SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR
SHALL DETERfkNE THE EXACT LOCATiON OF ALL EXISTiNG
UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE
F'ULLY RESPONSIBLE F"OR ANY A~m ALL DAMAGES WHICH
MIGHT BE OCCASIONED BY HIS F'AILURE TO EXACTI_Y LOCATE
AND PRESERVE ANY AND ALL UNDERGROUND UTll..ITIES.
CALL 48 HOURS
BEFORE YOU DIG
1 -800-424-5555
NOTE
NQII:2
~
All DIMENSIONS FOR PROPOSED
DEVELOPMENT SHALL BE nELD VERIFIED.
.A.CE ASSUMES NO UAB1L~1Y IF PROPOSED
DIMENSiONS DO NOT PERMiT RESIDENCE
CONSTRUCTION FEASIBILITY.
DRAWINGS ARE FOR THE USE OF THiS
PRO,JEer ONLY AND ARE' NOT INTENDED
FOR REUSE NOR REDISTRIBUTION
Wl7HQUT WRITIEN APPRQVAL ~ROM ACE.
TOPOGRAPHIC INFORMATION is SHOWN FOR
CtNERAL lNFOf~MATiON ONLY AND i$ NOT
TO BE USED FOR ACTUAL SITE WORK,
LEGEND
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GRAVEL DRIVEWAY
~
TREE
/
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APPROXIMATE LOCATION
OF PRUPUSED EDGE OF
PA VEMENT /
/
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END ASPf-'ALT
STA. O+60.0} l.O' ~T.
<CONSULT OwNER :=
DETER'C'iE IF ADI::T:DNAL
LENGT;.: is DESIRE])
BEGIN \.d ALL A-1
BEGIN 22' RADIUS
STA. 0+5B,2, 5.0' RT,
Tw=85.0
/
BECiIN wALl.
ST A. O+P1:L4,
Tw::c93.0
NOTtS
1. TIE 4'QJ VAl...L DRAINAGE PIPE INTO S'I?) ADS N-1.2
PARKING LOT DRAIN PIPE
BEGIN ST A TIDNING 0+00
. SW PROPERTY CORNE~
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SECTILlN FOR CONSTRUCTION SE LlF THIS peINT,
lSE \VALL B SECTICN FCr;( CCNSTRUCTIJN Nw OF
THIS POINT.
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PARTIAL PLAN
(SCALE 111 = 1 501)
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EL.EV, = 55.01 I
................ ......................... ..........
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IN MD\UMENT :ASE.
150'
0'
150'
300'
450'
~
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/////
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LeJt 6S. "DOCkside or]
V0lu:1:e 25 O~ Plots, Pages
S0utrW"lst Quurt0r of Sectie-.n 16,
Range 1 [ost, W,M., :n Kitsup County.
24 Nu";",
Dote: May 9, 2002 ,job #5521 Drowing No: VI ..1502
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performed by and. used with permission from
..
i!.~'..i. N.L.Olson&Associates,lnc.
Engineering, Planning and Surveying
(360) 876-2284
2453 Befh<l A""".. P.O. So>< 637. Port <xcl1ord, WA 96368
I EXPIRES
6/6/031
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Setback=61
Typ.
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Crushed Rock or Stone)
( Retained SOil) .
Grid Length=16i,Typ. ....
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Design Height = 61, Typ.
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Filter Fabric, Typ. . . ,
--.- 4" Perforated PVC Drainage Tile, Typ.
e Foundation Soil )
Unreinforced Concrete ___J
or Crushed Stone
Leveling Pad, Typ.
Compac Unit - Near Veriical Setback
TYPICAL TIERED WALL CONSTRUCTION
(SCALE = NONE)
- Rubber Curb
Finished Grade of
Asphalt Driveway
(See Sheet 82.0
for actual slope)
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Approximate Limits
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SHEET NUMBER
82.1
(1/2)
I EXPIRES
6/6/031
.,
Base Leveling Pad Notes:
Cap Unit
Width: 18"
*Oepth: 101/2"
Height: 4"
*Weight: 45 Ibs
1. The leveling pad is to be constructed
of crushed stone or 2,000 psi!
unreinforced concrete
Slope Cut
2. The base foundation is to be approved
by Ule site geotechnical engineer prior
to placement of the leveling pad.
'''-,
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Com pac Unit/Base Pad Isometric View
*Dlmensions & Weight May Vary by Region
Note:
1. Check with manufacturer specifications
on correct direction of orientation for
geogrid to obtain proper strength.
3" of Soil Fill is Required
Between Overlapping Geogrid
for Proper Anchorage
Place Additional Pieces of Geogrid
When Angle Exceeds 200
Minimum Wall Radius:
Inside Curve: 4.0' (at bottom of wall)
Outside Curve: 4.0' (at top of wall)
Geogrid Installation on Curves
6" Crushed Rock or
Unreinforced Concrete
Leveling Pad
Elevation
8" Step
Section
Leveling Pad Detail
Geogrid is to be Placed on Level
Backfill and Extended Over the
Fiberglass Pins. Place Next Unit.
Pull Grid Taught and Backfill.
Stake as required.
Grid & Pin Connection
Place Post in Center of
Standard Unit Void
Non-Shrink Grout
Post in Place
Steel Fence or Railing
eystone 4" Cap Unit
eystone Standard Unit
Fence Section & Plan Detail
Standard Unit - Near Vertical Setback
Com pac Elevation
+1
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Com pac Plan
Compac Unit
*Oimensions May Vary by Region
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RECEIPT
****************************************************************
RECEIPT Number: 03000015 Amount: 367.75 01/06/03 16~54
Payment Method: CK Notation: GROTE GARY tnit: VW
permi t No: 02""07;25 T>/pe: ElLOGONLY SLOG PEJ~MIT-NO 1.1EC:H/
Parcel No: 5092000-065-0000
Site Address: 7014 CORMORANT Pl
LOC8.ti.<)l'.; ()OCKSIDE LOT 65
Total Feese 603.86
This Payment 367.75 Total ALL Pmts= 603.86
Balance: .00
*********************************************************w******
Account Code Description Amount
If."<l22.l00l (2~-2U.) BUILDING PERfvHT FEES :".363.2S
643-237.13 (023~) STATE OF WA SURCHARGE 4.50
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BREMERTON PERMIT CENTER
286 4th street~ Bremerton~ WA 98337
Phone: (360) 478-5275 FAX: (360) 478-5278
BUILDING PERMIT
Applicant: GROTE GARY
PO BOX 325 KEYPORT WA 98345
360-649-9040
Permit No: 02-0725
Status: PENDING
Applied: 11/22/2002
Issued:
Expires:
Job Addr: 7014 CORMORANT PL
Location: DOCKSIDE LOT 65
Parcel No: 5092000-065-0000
Owner: GROTE GARY
PO BOX 325 KEYPORT WA98345
360-649.-9040
Contractor: ERIN ROCKERY CONSTRUCTION INC 253-858-814Lic #: ERINRCI003N5 Exp: 10-23-2004
4521 56TH ST NW PO BOX 431 GIG HARBOR WA 98335
Subcontr:
Desc: TWO TIER RETAINING WALL
*********************************************************************************************
Valuation * Permit Fees: 363.25 Total Calculated Fee: 603.86
23,000.00 * Plan Check Fees: 236.11 Addi tioD':LLr-- --~ ,00
* , Other Fees: 4^50-----.--~---. Lt:- 603.86
...............................................d, (, { Q-\fL{ ::::J e \ ~ ! J'(o - ........
This pe'rmit shall become null and void if the building o\" WOYl, D {)..., :;L-c::) '3 0 q q t \ithin
180 days fyom the date of such peymit, oy if this building Or \ ~ r
abandoned at any tir~urt~_th~~~.~~~-~'::.~~~~~d:\"_~O~3.dOO (IA L\v~.2!, " r
NOTICE - It is the ~ 4 ~ 0 \a
to it that \"equi \'ed ' JJ I r
inspections. Faill~ Il f\ I^ 0. .~.,. 'J r 01
i nthe ~"toppage of l}J \. V \. ~. . - J
that the concealed: If\. fA
be bome di \"ectly ! '. n C. ~'I, ~5 j
against any and a1; 3 I n l) 0 - ~ -Pi
I "'cobyc."ify , \0 I - fo ~ Jk~ yfV ",^O II dfeV5tH1)
:;O~::O~h:f g::: cA tvn r;j2 l S)" uJ~:\i ~OY\.-~__...<WOVi$[On.~
an)' othe\" state m r ~ L d.---\ 3 ~,_.._~...or-COnSb.uctiOn..
s'_mco'_---j \- IDa""
I certify that 1. ,! t t' 't t' 1 u~d=y
son \"ac_o\" s \"eg1s,ra 10n aw, ,,~
Section 3, Chapt~ I
----'
11
Sigr18.tu l'e:_
Date:.
***************************
Permit Center--Approved By
fiLL
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'SREMERTON PERMIT CENTER
286 4th Str8et~ Bremerton~ ~ 98337
Phone:: (360) 4.78'~5275 FAX: (360) 478-5278
BUILDING PERMIT
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Applicant: GROTE GARY
PO BOX 325 KEYPORT WA 98345
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360-6,49",9040
Permi t NCt:
StatlJ.$~
Applied~
Issued:
Expires:
I~i
02-0725
PENDING
11/22/20~. .'"
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J.j/- .
p;r
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Contracto'r: ERIN ROCKERY CONSTRllCTION INC 253"858'-814Lic it: ER,lNR{;1()O~3M.b~X.'P: lO~'23-2004
4521 56TH SlNWPO BOX 431 GIG HARBOR WA '8335 :~-
Subcontr: 11 "\1
. · . ~ iJr, \' .
..........................................................1~..............................
V,:l.lua'tion *, per. mit. Fees: 363.25 ,Votal. Calculated Fee: . . 603.8.6
23,000.00 * Plan Check Fees: 236.1UV Additional Fees: ".. .00.
~ Other Fees~ 4.5 ' Total Permit fee: . 6.03.86
Ult:)/( Jl( * U *** n u ** **)\\ * ***)\1.:<< **m)\( **lK***** It n)l(!!l \(;(:* f::I< * ** u * u * **)f()f(U *U:I()I( U%*)I( ** **lI<:KlU< * ~(l'Oj<:1l *:1<
)\ 1 \7 ,"
rhi$ pennitl$b<?.J1 ~~0IJle null and yoio if H~bu'~l'lf,;llor~ll'k aut.h()'(ized by this permit ;i$ 11Ot';(.lIlllllel"l("A~d wit.hin
100 d;t.ys h"gtl, the dat~ of $Uch ~~rmit. OY If t "bt11l~ Ot" WOYk aLl'thod:::~d b~l GUch permit is $l)$!)",nded QY
abandomd at a.ny time aft.~t' U'1e 'WQ,l",:~.",~$ c ~~";'Vt"per:i.Od of 180 dIl}'s, ,
NaHer:: .. It is the y.t!lSipom"ibility of '. 'fmit,J;~~;llder", l'\O'I: th", city of By~ytol'l 0'1' BuHdins Official to <<lee
t:o it that Ye~in~d il'l!iill-'ectiol1$ are' .' .' '~.Vmit hl:)lder Itluet notify the f3uildins Ofticlal when Yeady foy
inspectlo\')$. f"..ilur'(1 of th~ Plll' IIi lder W'!'ICrtlfl.- the Buildinl;,1 Ofhc:ia} of rf1'iuired lY1$pectiOl1$ may Y~$ult
in ~hlll $topp;jl,~ of the WOYk I '. .\en t~~ that the pel'mil: holder can $IJb$tant.iah to the t"luildins official
that; the (,;O~.eal~d WOY/( excliJ'ed$>l Ji:x.1e ('.ClUi. YE!merrts. Any ~moli tiClI1. testing. or financial bul'oeh sh$ll1
, ,
be bQm~ di rer.,;tly- b)' t.M p ho"lqlel'. Pll.ih.F'~ to su~~\:;antiate code l'(f%li yetM'l"lto. willindemrli f>' the City
as.ii,l'1st: a.ny c1\i:Jt.i all t'espon$, ?ilit.ypr' liatd.l;t>' COllTllilcted t<lith the- con$truci;.~on.
, I' "
I h(i!1"fl'tw cel"ti fyt;ha'!:, I haYfJ riilSid and ~X~li.~led this pe'rWti t and know the :",-afIle h... ~ tn.le and conec't:. All.
pyovisicWlS (It llAws a!,d oydfrmnces gove~Ti:i.l"l9 this t>'pe of 140Yk wi 11 b<t complied"w:i,th whether ~itied iwyein
0.,. not.. Thoil' g'r'ii,l"Iti\1G of a.. p(!?!rmit dOe'$ not Pl>~ to Slve auti'lClYity to violate tly c.~ncel the prOViS10l'l$ of
any other stlilte or local'L~ r~gl:!latins coneth.lctioo 01" the peho'r'Man<:.'e .of oc.)l'l$truoUon,
Job Aqdr: 7014 CORMORANT PL
Location: DOCKSIDE LOT 65
Parcel No~ 5092000-065..0000
Ol~ner: GROTE GARY
PO BOX.325 K(VPORT WA 98345
3&0..649..9040
Desc= TWO TIER RETAINING WALL
SiSll1ai::uYQ ~ ___.""..:..,;.~.,___.._..._._.._,.._._..__~...._.._,__~_..* Dat~: __,__._._"._,_._.._.._._,,__~...:-__"_
1 ceYtif)>' that 1 am \';'xemp'l: h'OIl\ the rf.l<'!!U~lYelOO'rrl:;$ of the ;!itate C:orr\;.ractoy's r~gbtn:\tion law. .unC::Mw
;::;~Gtion 3, Chapter 126. lal.j$ of 1967.
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*********~*********~*******
Cat.ei' .__._,~.:-_____,_"......." _~__
Permit Ce~ter--Appr6ved
I '/C~O",:?, 1
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0SREMERTON PERMIT CENTER
286 4th St.rect:1 BrSinuM" t.on,. WA ge:.'l~~.7
Phone;; (360) 478-.s..;.z75 FAX: (360) 478-'527'8
BUIl~D:tNG PE.RMIT
Jab Addr= 1014 CORMORANT PL
Location: DOCKSIDE LOT 65
Parcel No: 5092000-065-0000
,1
360-64'9..9040
Applicant: GROTE GARY
PO BOK 325 KEyrORT WA 98345
Owner: GROTE GARY
PO BOX 325 KEf PORT WA 98345
360,,6 <4 '1'",';'040
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Permit NQ: 02-0725
Status- PENDII~G
Applied: 11/22/2002
X~'l$lled :
Expire:>::::
.~""
Contractor: ERIN RUCKfRY CONSTRUCTION !NC 2S3-858-B14Lic 1= ERINRCI003N5 Exp: 10-23"2004
4521 56TH Sl NW PO BOX 431 GIG HARBOR,WA 98335
Subcont r::
Osse: fWO TIER RETAINING WALL
****..*,.****...**.*.,....******.**..*.*****.....*****~.*****.'.**..'.**I*.****.*********.*..
Valuation I Permit fe.s~ 363.25 Total Calculated Fee~ 603.8&
23,000.00 . Ian Check Fees: 236.11 Additional Fees: .00
. Other Fees: 4.50 Total Permit Fem: 403.86
*****.******.***~**..**.*********.**.*.%.*w..******~..******_******.******...*********...,***
Th:i<!! p~'rnlj,t. <;)h~Jl b~')I\~~ \11.111 anJ \Il,~);\d if th~ blJ.ildin<;l i.)y well'\( s,u'l;J''';:I'dl:ll'd IN thi..: pf,IYllli+ to?, nt't. COll.Ile)'1l;,'~.\d w1t:fun
la<! d:!\~.ltl T l'C~llth"" chttO' of ~)l)ch p'Ill'l"mi t, C'l' ,j f thJ$ buHd:i l"l!il Ol" ~!oyk al.!thm iX-led by ,,'11ch p~yml t. 1$1 :iii.l.$P*'flded or
a[:.an:k)",(td at. ""ny .t,iill<\l aft.<l\1\> th~ I/...:;\yl.: i.~ COlliIMN'\(.;~'ld J'Q'r' .11. ?'!Jd.r.:.::l \;~f 180 dl!lY'!il.
. -,'
N01'TCl~' It j", 'U1& 1'li'''iP(jrlf.~bUit,y ofl:.he PJltYflI1:\i ~)("Jld€Y. not '\:h~ City ,)1' !;->i'OO'!ltl"'tl"Jn N B-uHdil'lld Ofi'icid 1,0 see
1'.':' it H,~'l:. n~qu.:t,t'ed ;!y,,,,,:>l\lct..LonJ! .ar(j<j made., ""Th... p<li>nllH hold~H" must. nt::.t:.\.fy th..~ 8l.lUding 01'fil,':'d.a.l "'Ih~n 'r'1il:'Ad>' fOi"
h'l!;lPf'~timf>!.,. t$:(:U.LJr~ r.:.f' the' P(-f(l/lit l'Ir.ll'~r .to rlotH)' 'chill ~:"I:Udh"ll<l' Official 01' requir'€'I':! ir'I'IOP,/N,;:UOf\$ W..W ~"&>-.:aJU
i\1 ~~h,'~ $t.!':'.ll..)P;;l.~ ,:;.f the j';;:;"r"k II.mH t ooch t.im~l 'lhi!t the P@-i"llli:l:: holde-I" CI!i\\l $;llt.l$t(!iI\,tj,at.f~ t;(.) thl,' b\.lildin\;I ()ffi(;;ial
th.id: t;~ G-or,c~~J.<:."t1 Ilclrk f!l'!Hll"b.. Ctr' IM(.:;l,;"~(;k,w codit:> n!quin!!m\int~$. Any OOlllOli/dxm. te-$tir,;g, or" f.i.Y'la.nclml bJt'cfl:.l"l,..tl1l\U
bt' l.:...Wrllll elf \'''~;\'I~:t; 1y b:-" lAh(;~ c'rnll.... t ~'~I' Jkt) Ftaf?1.U(l't to wbst.anl::iate C()I:~. \"aqui retooni;$ will ino,!1nrd f>' t.llE' Cit:.),
,,~~llli\"1<\\'t .!tYpe' and <*..D '((}~itI:lrJ$ibi1:i"v .........>U.J&tTU;.l'.y CI.)Y'IY'~twd "nth th~ cC'Y'lStru;;;:'l;Jon.
. .
I h"'\"~Jbv C"'\'rt~d'.Y H",~\:. I hiillw! \'j;}ad ""nd Q':>,a.mi~1 thi~~ ~''':n\\i'l; fll.d 1<:rlCl\.>i 'tl'*, "..!11M, h) f>Jl t.l'\.I1!r a.no C(..ln.~,..;t. All
pn;~"i$ior'li3 (:.f 1 <!lW\!, .1:'\l'ld ,.lI"din1~1'1C~ 9ClVfrnd.rig thi$ii t.yp-e 01' (,.101'''1< l",i1:1 bl!c COfllPliiid with wh!!i't,he-y t'iP",e:i:fied h"'r~in
m 'rIOt. ThIiC l,I'(.m't..tT.(fj o'f :lI. Pl1iYIll:d: ,j>::<e$ rot. P),,~WW.flt to (,live &\lttV:Wit.y (,,;;' violi!!1'h~ 01' ci1!;(,lC.l.l'l tl'1il~ :::l\""jv:t$i':'~'\$' of
mry o'l:h~y ~'l"bid~~ ')Y local 1ioM n~gul.l\tir19 C';;'TY..rcn.u:::t.l,.rn m" t.h~ pe.yfonlmn:;'-'!' 0'1' (';:C)m,t'r'l.lr:.''7CJrl.
51"'mt",.,~,-,&j:_.~__ ..__~ ",..",.___1l/:J.JE.2__-______
1 c1Itrt.i.'fy th.M: 1. iIlJll i'!'){jflnpl:. f)'Of\I t!w' Y<il'quil"l'ifl!<Jt1t:a e.f thfi' Jiirt~t.e cont.Y,ll.e;b:::t>'..".. nw./:h:rt:r41ft,iol'l law. wn::IGt
'5IJlcU.on 3. Ch:~'tm' :(:26, lalt/!.- of '1967,
., ~~i9n"";tli ~.~;: ...__." '_..""."_'_.._'""..>..".>._...."."_~,,....._,....."'_._......;+..._'_........._....__..,,' <c..... ,_........ O<'l;kI'!I 1; ....."". ........ ...........,_..."..~"__."" "......._........ .....,>.....__.._"...,
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;iC~)j(*>>:Uitnuu)f(u*uu.unJ!( ,;;1 // I J / 02/0'b ..
//: ,,/1/ /1;. ~. _.. .
Permi t Cent f~r ...Appr oved By; ."j!?tI/!(...-::",.wlt!.k!:I/t.t-nat e: ._""'...____.........'.._..-M.___" "......
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BREMERTON PERMIT CENTER
286 4th Street" Bremerton" WA 98337
Phone: (360 ),!~-"'""-S275 FAX: (360) 478-5278
I ~-eQ~IT
----
----
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7014 ,CJi!:tMnnA'>-L"'~~ ._--~- - - - -. - - -
DOCKG
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S092Q
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GROTEl
PO 80\
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GROTEi
PO BOli
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3tS3~,____J Calculated Fee: 603.86
Pian Check Fees: 236.11 Additional Fees: .00
* Other Fees: 4.50 Total Permit Fee: 603.86
*********..*******.*********.**************.**.*.*.*************************~**************.*
lX1tJ\'~mi~l J}J'}Cru1l2a,~d ~~'i!3e ~n9OCr wUCa~t~t~. ~ch, ro~~ l~ithin
1 \ 18l.~<t~W1.~htt datr~'t-<5m~~te1li~d~ .U 1" 01as;\"k~.~ri~tl9lgu~1~u~~Y'""
a~ Wt/~rr~ ~~~ ::~ c~nft:t~ Awl~d;ys~ ~ tjoV 24~ 2- d{ ~ /
1\101 CE - It. is t~~POrt$i6:(.i./i.bYJ of the pe .: t h/!ldfin-. ~tA1R~ty of 8\"enle\"ton OY 81JildiY'19 O'ffid.al to see
, tG:::~' n~l&(~~p~l~nH'(e~" t ~:gVho~~et notify the BI..lildil19 Off~'C 1 w~n \"ea~Y fo\" ,
(]: J.l'1spections. F~i u\"~~f t~ pe\"m~)r-!ldey~f>, e Bu . ir/;t.{[fic~A- ~'%11el' 7;(.lOnt ~~ . \Ut.-~
D~fl -A~t~9 (f tllle~Y~~iq' ~ime- ifha't It.he ""rill old~ can Isu'bIS't1ntiate to the ilding off tcial .
that the c.\onj;eal ~)\"k /1IErAt~k~ e~ce~code '(e~il"~l'1ts;.' ~~l~iO~~Sting oy fi nci.~Jd~hall
.r~ bo'";:R:. "h\ii~&~ .~.s~. J\"e l~~ialJ cod'e ;:bqui yer/Jr<frl.Ju :l.' ;",mi fYj f(~ ci/tp-t ~ .
Va.gai\1$.l'~ and aftl \", eSPOYi$?[gi 'lit o\" liabHity connecj:C!,wful ' ell tl'"UC~"-" I A .-I,l
, '1 Me- ,;>Vt ~ ~ L.-/ - \.(/ LJd- .
I ~~. til!fY tpJ}~iL-~ea,d ~nd e~01!mdah}?/~ey.it and ~now t.he $~ t.f(}bj t.rue and r:4r.rfi':Ci! ,;ti.... ~.J
P\"OVl:-Jl7l"l$ ~~~L~f oYfi.Jla,r,JCes~ns t/tkkLt144 I wo\"k wlll be complleo::f~hct : y5J,~~~,ed~'7'__.-
or~{/il'~~~~ of ifH'01~ 'k rrr~r.D' ,... aut.l)Oy~ty to viola - 0" ~ eel ~~ r1)'~
:~:r:~"d~ 031 1 w/.~~1v.~"""~:ht-r;::r~;oacZ)..t!~ a
..~~/,(;ar);~~~ -
1d.::.t~~m ~k~h(Ui.nP:ment.$ of the $tatelnt.\"actoy,s \"eiillstnj\tlon law~ \
Sect",".. ~""''''' 1Z6,,';J;,'~t 1967"~k~' fo [/t?1fU~. ~
f\ ~~ f. - {( L1 wJ h.. Oate'
v~~ ~
Permit c.htleW7l1~d.BY:___ V oaJ4P~-:frvJ~ i7reffr
\ fT L, c~ ~w,~tvvww.t:1,;t. Z/Yi /7f:/fu~f,', 1~~D7f'+L\?~'
fj[l~',~' o~ I~ C C--Iv1~~~/
Job Addr:
L.ocation:
Parcel No:
Applicant:
Olt-mer:
i
Contractor~ ERIN R
I
4521 1
Subcontr: '
Desc: l' WO TIER
RET\
- )I< JI(:t lle/()I( n:)I( :IC:f( )j(:l< '
Valua on
23.0~O.()0
~
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~
---------P~e r m i t No:.
/ ') I status:
~ ~ /~pplied:
/ Issued:
IE'
; .xplres:
02--0725
PENDING
11/22/2002
--..
? ~ ~RCI003N5
,\-1 %; ;Lf( ~
Exp: 10-23-2004
O~-O{~5
CD~
~ S~S
PERMIT CENTER
Department of Conununity Development :/0 286 4th Street * Bremerton :~ W A:~ 98337
(360) 478-5275 :~ FaX (360) 478-5278
Building Permit Application
APPLICANT: ~ OWNER
o CONTRACTOR
o AUTHORIZED AGENT
Site Address 7014 Cormorant
tON r,A-l.. T
Tax Account Number: 5092-000-065-0000
CONTRACTOR: Erin Rockery
Address: 4521 56th Street NW
Gig Harbor, W A 98335
Contact Phone #:
) 858-8184
Check the type of application for below:
o NEW SINGLE-FAMILY RESIDENCE 0 NEW COMMERCIAL 0 NEW GARAGE/CAR PORT
o NEW DUPLEX 0 COMMERCIAL REMODEL 0 NEW ACCESSORY SLDG
o NEW MANUFACTURED HOME 0 COMMERCIAL ADDITION 0 NEW SIGN
o RESIDENTIAL REMODEL 0 COMMERCIAL REPAIR 0 STRUCTURE DEMOLITION
o RESIDENTIAL ADDITION 0 NEW MULTI-FAMILY 0 GRADING (Cl.Ibic yards: _)
o RESIDENTIAL REPAIR 0 TENANT IMPROVEMENT EJ OTHER Retaining wall .
IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES 0 NO 0
Scope of Work Proposed: Two tier retaining wall
Square Footage: Dwelling:
Garage:
Decks:
Valuation
Plan Review F
:13 b (
.
Permit Fee
~ 3 c?-5
Surchar e
4-60
Total Fees
f.o 03 .
d3 000
Application for which no permit is issued Ithln 180 days following the date of application shall expire by limitation, and
plans and other data submitted for review ay thereafter be returned to the applicant or destroyed by the building official.
The building official may extend the time fo action by the applicant for a period not exceeding 180 days on request by
the applicant shOWing the cirCl.lmstances beyond the control of the applicant have prevented action from being taken No
applicant shall be extended more than once. In order to renew action on an application after expiration. the a plicant
shall resubmit plans and pay a new Pl2an r~~le ee. -do1;-"~ 0 ~ ~ ~ D W ~ ~
APPLICANT'S SIGNATURE' C" \ DATE' Nov. 22, 2002 0
L- . 0 V 2 2 2002
BREMERTON
BUILDING DEPARTMENT
PERMIT CENTER
Department of Communio/ Development ::. 286 4th Street ':. Bremerton ':. WA ':. 98337
(360) 478-5275 ':. Fax (360) 478-5278
RESIDENTIAL BUILDING PERMIT CHECKLIST
Applicant
Building Permit #: O'd-- - () tl d-- S Date:
All plans to be fully dimensioned or drawn to scale.
~ted Application
~. ~t~f~;rk
~e Plan
~e Plan Review Questionnaire
~oundation Plan
o Floor Plan
o Framing Plan
o Wall Bracing
~evations
o Energy Code Information
o StreetJUtility Permits Required
o Pav:~d Parking Indicated (2-off street) .
~ntractor's License # and Expiration Date (Unless Owner/BlJilder)
o Route to Health Department (Ifthere is a septic tank & drainfield.)
o SEPA Required?
DYes
o No Why
o Special ConditionslPermits?
Comments:
~
.;"
**********************************~*****************************
RECEIPT
****************************************************************
RECEIPT Number: 02001048 Amount: 236.11 11/22/02 13:22
Paym&fit IVlethod;; CK Not<!ltl<.)n ~ GFWTE CK I n1 t ~ Vl~
..... ."" _... .,.... .._ ..'"...." "M"'r~ "". "'" _,...~ ",_ ~""'._,..".~._ .....' """ '''''~ ...... ""t. ,,_............. .......,...>, ......~,.~._....,....,,_."'" _~ "''-'" .,........-,. ._.._ ~"".""",,,,~ ...,"' "'.............',..,.,. "'......... '.....'~" '........ WI' ...."'.......... """. _ ...,,~ --.... ,>-. ."..-"
Permit No: 02-0726 Type: BLDGONLY SLOG PERMIT-NO MEeHl
Parc.el No: 509200()'~065-()000
Site Address: 7014 CORMORANT PL
Location: DOCKSIDE LOT 65
Total Fees~ 603.86
This P8yment 236.11 Total ALL Pmts: 236.11
Balance: 367.75
****************************************************************
Account Code Description Amount
16-345.8300 (4580) BUILDING PLAN CHECK FEES 736.11
_., ,,~. ,.... '.....~ ___ ...> ~,'. ..... 'H_, .,.,... ~,..... ~,~......... y,", ~_ .."" __ .",,' ,,~. ...... ......., ~,~ '..... "'.... ,_ ......,~ 'V'" """. ....... ~~ '" ~ ~.., --., ..., ....... ....~ ........ "., ~Y' <,..... ."". _"e ,,_ ....... ...~ ....... _.. ..." ,~". ..... ',... -..,,,, ....,. ...... ......' ''''"''' ~"'" _... 'M" .....-.. ."". --. .- """'
~
.,
Plant Selection Guide
~
Page 1 of6
1M
.... ,washingten !
Plant Selection Guide
The following table will help you select the best plants for your erosion control or slope
stabilization project. Due to the amount of information involved, the table is split into two
sections. Half of the information on each plant is in the first table, half in the second. To
read the second half of a plant's characteristics, simply click on its name. When you are
finished, click the name again to return to your place in the first half of the table.
IName IIForm & Habit I Rooting Planting Condition I Comments I
Characteristi cs
Deciduous tree; Bareroot seedlings Fast grower in poor mineral soils;
Rt'd Alder seeds Fibrous, typical 40-50 year lifespan; large
(Alnus .rubra) prolifically on Moderately deep up to 3' tall; larger limbs become brittle; provides food
bare soil plants in containers for birds
Fast grower in saturated or
Deciduous Fibrous, Rooted plants to 10' shallowly flooded areas; 25 year
Pacific Willow multi-stemmed Moderately deep tall in containers; lifespan - large limbs become
(Salix lasiandra) tree; does not and widespread cuttings 18" - 24"; brittle, tend to break off; stumps
spread whips 4' produce long, fast growing whips;
easily rooted
Rooted plants to 10'
Scouler Willow Deciduous tree Fibrous, tall in containers; Of the willows listed here, this
(Salix scouleriana) or shrub; does Moderately deep cuttings 18" - 24"; species tolerates the driest
not spread and widespread whips 4'; whips not conditions
recommended
I Rooted plants to 10'
Sitka Willow Deciduous tree Fibrous, tall in containers; Fast grower in moist to saturated
(Salix sitchensis) or shrub; does Moderately deep cuttings 18" - 24"; soils; widely used for streambank
not spread and widespread whips 4'; whips not stabilization
recommended
Generally not considered a primary
species for slope face stabilization;
Tap - Modified high root strength but typical
Douglas Fir Coniferous tree; Tap, Shallow to 12" - 18" bareroot shallow rooting characteristics in
(Pseudotsuga does not spread deep and seedlings; larger thin coastal soils; can be planted in
menziesii) widespread plants in containers stands in slope crest greenbelts;
good eagle and osprey perch and
nest trees; potential for wind throw
in thin or disturbed soils
Northt'rn Black Fibrous, Shallow Rooted plants to 10' Fast grower in moist to saturated
Cottonwood Deciduous; does to deep, and tall in containers; soils; also widely used for
(Populus not spread widespread, cuttings 18" -24"; streambank stabilization; potential
trichocarpa) extensive whips 4' tall wind throw
Red-Osier I I Rooted pI""" to 6'
Dogwood Deciduous Attractive shrub that produces
tall in containers;
http://www . ecy. wa. gov /pro grams/ sea/pubs/9 3 - 3 0/table3 .html
11212003
Plant Selection Guide
~'
(Comus shrub; does not
stolonifera or spread
Comus sericea)
Black Twillberry Deciduous
(Lonicera shrub; does not
involucrata) spread
Ninebark Deciduous
(Physocarpus shrub; does not
capitatus) spread
Cascara Deciduous
(Rhamnus tree/shrub; does
purshiana) not spread
Deciduous
Salmonberry shrub; spreads
by underground
(R1;lbus spectabilis) runners to form
thickets
Hooker Willow Deciduous
(Salix hookeriana) shrub; does not
spread
Red Elderberry Deciduous
(Sambucus shrub; does not
racemosa) spread
Shrub; spreads
Douglas' Spiraea by seed &
underground
(Spiraea douglasii) runners to form
seed
Deciduous
Snowberry shrub; spreads
(Symphoricarpos by underground
albus) runners to form
thickets
Evergreen
Salal shrub; spreads
(Gaultheria by underground
shallon) runners to form
thickets
Ocean Spray Deciduous
shrub; does not
(Holodiscus always spread
discolor) aggressively
Deciduous
Vine Maple shrub; does not
(Acel' circinatum) always spread
aggressively
I II I
bareroot & cuttings
Fibrous, shallow 18" - 24" tall
Rooted plants to 6'
Fibrous, shallow tall in containers;
bareroot 18" - 24"
tall
Rooted plants to 6'
Fibrous, shallow tall in containers;
bareroot 18" - 24"
tall
Rooted plants to 6'
Tap - Moderately tall in containers;
deep bareroot 18" - 24"
tall
Rooted plants to 4'
Fibrous, Shallow tall in containers;
bareroot 6"-8" tall;
cuttings 18"-24"
Rooted plants to 6'
tall in containers;
Fibrous, bareroot & cuttings
Moderately deep 18"-24" tall; whips
4'; whips not
recommended
Rooted plants to 6'
Fibrous, Shallow tall in containers;
bareroot 18"-24" tall
Rooted plants to 6'
Fibrous, Shallow tall in containers;
bareroot & cuttings
18"-24" tall
Rooted plants to 24"
Fibrous, Shallow tall; bareroot 6"-18"
tall
Fibrous, Shallow
Rooted plants 4" to
12" tall
Fibrous, Moderate
Rooted plants to 2'
tall in containers;
bareroot 6"-12" tall
Rooted plants to 4'
tall in containers;
balled & burlapped
plants to 10' tall
Fibrous, Moderate
II
http://www . ecy. wa. gOY /pro grams/ sea/pubs/93 - 3 0/table3 .html
Page 2 of6
Ibright<ed ,tom, I
Produces yellow twin flowers and
black twin berries; some success
reported from cuttings
Produces masses of tiny white
flowers which change to reddish
seed clumps
Shiny black berries are favored by
Cedar Waxwings
Spreads quickly once established;
berries provide food for a variety of
songbirds
A horticultural variety, "Clatsop,"
has been developed by the Soil
Conservation Service for its vigor,
disease resistance & attractive
foliage; salt spray tolerant
Produces red, non-edible berries;
some success reported from woody
cuttings
Spreads quickly & aggressively in
most sites
Tolerates high winds and often
grows on vegetated slopes
overlooking salt water
Widely available; difficult to
establish; slow growing; tolerates
salt spray
Produces attractive sprays of
creamy-white flowers; will root
spread -
Large specimens widely available;
spreads by root and seed
I I
1/2/2003
Plant Selection Guide
Page 3 of6
.y
Kiuuickinick Low-growing
(Arctostaphylos shrub; spreads to Fibrous, Shallow Rooted plants in Widely available evergreen ground
form a dense, containers cover; tolerates salt spray
Uva-ursi) evergreen carpet
Deciduous
Thimbleberry shrub; spreads Rooted plants in May be difficult to find in some
(Rubus by underground Fibrous, Shallow containers native plant nurseries
parviflorus) runners to form
thickets
Deciduous Fibrous
Indian .Plum shrub; spreads w/horizontal, Rooted plants to 4' Male and female flowers are on
(Oemleria by underground underground in containers; separate plants; only female flowers
cerasiformis) stems to form runners, Shallow bareroot 6'_8' tall produce the attractive "plums"
open stands
Evergreen Evergreen Attractive but slow growing;
Huckleberry shrub; does not Fibrous, Shallow Rooted plants to 2' difficult to establish; tolerates salt
(Vaccinium spread tall in containers
ovatum) spray
Deciduous Rooted plants to 2' Thickets of spring stems create a
Nootka Rose shrub; spreads Fibrous, Shallow tall in containers; formidable barrier; produces
(Rosa nutkana) by underground (not extensive) bareroot to 18" tall; attractive, pink flowers followed by
runners to form
thickets cuttings 12"-18" large, red hips; tolerates salt spray
Red Currant Deciduous Fibrous, Shallow Rooted plants to 4' One of our fmest ornamental
(Ribes shrub; does not (not extensive) tall in containers; natives; produces clusters of white
sanquineum) spread bareroot to 18" tall to red flowers
W ax Myrtle Evergreen Tolerates salt spray; high wildlife
(Myrica shrub; does not Fibrous, Moderate Rooted plants to 10'
californica) spread usage
Woody plant seeds also available
(success typically low); very slow
Annual and to establish; avoid exotic
Native Plant Seed perennial grass Fibrous, Shallow Seed commercial mixes; seed mixes
Mixes and forb mixes typically used in conjunction with
available other vegetation plantings; typically
short-term erosion control
technique
Other Attributes
IName
Water Light Soil Requirements Recommended
Requirements Requirements Spacing
Height: Moist conditions, EJ 1 Any ,oil 1110'+
80'+
Spread: 40' No data
Height: EJ Any ,oil- tolem",' 6'+ for rooted
40'+ Wet conditions, Full Sun sha~low f1oodin~ plants, 2' for whips
Spread: 25' Usage high? durmg the growmg or cuttings
season
Dry-moist [ full Sun II Any ,oil 16'+ fo"ooted
Height: 30' conditions, Usage p,lants, 2' for whips
Red Alder
(Alnus rubra)
Pacific Willow
(Salix lasiandra)
ScouIer Willow
http://www . ecy. wa. gOY /PIo grams/ sea/pubs/9 3 - 3 Oltab le3 .html
1/2/2003
!>lant Selection Guide
;~'
I (Salix scouleriana) II Spread: 15'1 I high? II II
Sitka Willow Height: 30' Moist conditions, EJIAnY'Oil
(Salix sitchensis) Spread: 25' Usage high?
Douglas Fir Height: Dry-moist EJ I Any ,oil
(Pseudotsuga 200'+ conditions, Usage
menziesii) Spread: 50' moderate
Northern Black Height: EJ Any soil - tolerates
Cottonwood 100'+ Moist conditions, shallow flooding
(Populus Spread: 40' Usage high during the growing
trichocarpa) season
Red-Osier Any soil - tolerates
Dogwood Height: 20' Moist-Wet, No Full Sun shallow flooding
(Comus stolonifera Spread:20' data Sun/Shade during the growing
or Comus sericea) season
Black Twinberry Height: 10' EJ IA~ ,oil
(Lonicera Moist, No data
involucrata) Spread: 8'
Ninebark Height: 15' Full Sun I Any ",il
(Physocarpus Moist, No data
capitatus) Spread: 1 0' Sun/Shade
Cascara Height: 25' EJIAnY'Oil
(Rhamnus Moist, No data
purshiana) Spread: 15'
Salmonberry Moist, No data Sun/Shade I Any soil
(Rubus spectabilis) Full Shade
Hooker Willow Height: 20' Moist-Wet, No EJ IAnY ,oil
(Salix hookeriana) Spread: 15' data
Red Elderberry Height: IS' Full Sun I Any ,oil
(Sambucus Moist, No data Sun/Shade
racemosa) Spread: 10' Full Shade
Moist-Wet EJ Any soil - tolerates
Douglas' Spiraea Height: 8' conditions, No shallow flooding
(Spiraea douglasii) Spread: 6" data during the growing
season
Snowberry Dry-moist Full Sun Any soil - tolerates
(Symphoricmpos Height: 4' conditions, No Sun/Shade shallow flooding
albus) Spread: 3' data Full Shade during the growing
season
Dry-moist Any soil - tolerates
Salal Height: 3' conditions, No Sun/Shade shallow flooding
(Gaultheria shallon) Spread: 3' data Full Shade during the growing
season
Ocean Spray Height: Dry-moist Any soil - tolerates
(Holodiscus 10'+ conditions, No Full Sun shallow flooding
Sun/Shade during the growing
discolor) Spread: 6' data ~
season
IVin'Mapl' Height: I Sun/Shad, Any soil - tolerates
15'+ Moist conditions, shallow flooding
http://www.ecy.wa.gov/programs/sea/pubs/93-30/table3 .html
Page 4 of6
II or cuttings I
16'+ fo"ooted
plants,? for whips
or cuttmgs
1110'+ I
6'+ for rooted
plants; 2' for whips
or cuttings
3 '+ for rooted
plants, 2' for
cuttings
114'+ 1
14'+ I
14'+ I
14'+ 1
3 '+ for rooted
plants; 2' for
cuttings
14'+ I
3' for rooted plants;
2' for cuttings
2'+
2'+
4'+
18'+ I
1/2/2003
.Plant Selection Guide Page 5 of6
".
I (AceI' circinatum) during the growing I
season
Kinnickinick Dry conditions, 12'
(Arctostaphylos Any slightly acid soil
Uva-ursi) No data
Thimbleberry Moist conditions, 113'
(Rubus parviflorus) No data
Indian Plum Height: 10' Moist conditions, Full Sun 114'+
(Oemleria Sun/Shade
cerasiformis) Spread: 6' No data Full Shade
Evergreen Height: 6' Dry-moist Sun/Shade 13'+
Huckleberry Spread: 3' conditions, No Full Shade Slightly acid
(Vaccinium ovatum) data
Nootka Rose Moist conditions, !FUll Sun I Any soil, prefers rich 13'
(Rosa nutkana) No data soils
Red Currant Height: 8' Dry-moist Full Sun I Any ,oil 116'+
(Ribes sanquineum) Spread: 6' conditions, No Sun/Shade
data
Wax Myrtle Height: 15' Dry-moist Full Sun Slightly acid, with 110'+
(Myrica californica) Spread: 8' conditions, No Sun/Shade organic matter
data
Height: 1 ,- Dry-wet
Native Plant Seed 2' conditions, Species/mix Species/mix Apply as
Mixes Spread: Medium-high dependent dependent recommended
varied
Table 3 based on information from: Myers Biodynamics staff experience;
Binns, 1980; Stevens & Vanbianchi, 1993; Kruckeberg, 1982.
Footnotes
Retum to lap
Water
Requirements
Light
Requirements
Rooting
Characteristics
Planting
Condition
Comments
Dry - Once established,
tolerates dry soil
conditions during the
growmg season
Full Sun - Requires Fibrous - Lacks a central
sun throughout the root; root mass composed
day of fibrous lateral roots
Sizes given are
those that are
generally found in
nurseries; other
sizes may also be
available
Growth rate;
ornamental &
wildlife value;
wind/salt spray
tolerance;
maintenance; average
life span
Moist - Requires moist Sun/Shade-
soil throughout the Requires shade for
growmg season about 1/2 the day
Tap- With a stout, central
main root
Wet- Tolerates
saturated soil year-
round
Full Shade-
Requires shade
throughout the day
Shallow, Moderate, Deep
refers to relative rooting
depth (influenced by soil
and groundwater
conditions
Usage- Relative water
uptake by plant [e.g.,
-
http://www . ecy. wa. gOY /pro grams/ sea/pubs/9 3 - 3 O/tab le3 .html
1/2/2003
~lant Selection Guide
Page 6 of6
"
high or no data]
~.
Please press your browser's "back" button to return to the previous page.
http://www . ecy. wa. gOY /pro grams/ sea/pubs/93 - 3 0/table3 .html
1/2/2003
OQ- 67~S
PERMIT CENTER
Department of Community Development :~ 286 4th Street :~ Bremerton * W A:;' 98337
(360) 478-5275 * Fax (360) 478-5278
RESIDENTIAL SITE PLAN REVIEW QUESTIONNAIRE
Permit applications are reviewed by our staff to make a preliminary detenriination of the presence or
absence of unique areas on the property. To help us make this determination, please supply the following
. fi . . hid d d' d' I
III ormatIOn WIt ascae an ImenSlOne site plan.
Applicant: Gary Grote
Description of Proposal: Two tier retaining wall
Street Address (or street name if no address has been assigned): 7014 Cormorant
Tax Account Number: 5092-000-065-0000
Critical Area Questionnaire:
1. Is there any standing or running water on the surface of the site at ANY time DYES o NO
during the year? If YES, please describe conditions:
2. Are there wet areas on the site? If YES, please describe: DYES ~ NO
3. Is the site characterized as: D Forest D Cleared 0 Developed
4. Please give the overall .slope of the parcel ~% and the slope at the building site ~ %.
5. Is the property within 200 feet of a shoreline? DYES 0NO
6. Will the proposed structure be aesthetically or functionally disruptive to DYES ~ NO
surrounding properties, the neighborhood or the community? I
See diagram explaining the slope calculation on the back.
The applicant hereby certifies that all of the above statements and the information contained in any other
transmittals made herewith are true, and the applicant acknowledges that any action taken by the City of
Bremerton based in whole or in part on this application may be reversed if it develops that any such
statement or other information contained herein is false.
g~1 c1x
Signature qf Applicant
-.-..
Nov. 22, 2002
Date
~ re a \Yl [g In!
NOV 2;!, 2002 ~
6HEMERTON
IBUfWiNG DEPARTMENT
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As the client of a consulting geotechnical engineer, you
should know that site subsurface conditions cause more
construction problems than any other factor. ASFE/The
Association of Engineering Firms Practicing in the
Geosciences offers the following suggestions and
observations to help you manage your risks.
I
I
A GEOTECHNICAL ENGINEERING REPORT IS BASED
ON A UNIQUE SET OF PROJECT.SPECIFIC FACTORS
Your geotechnical engineering report is based on a
subsurface exploration plan designed to consider a unique
set of project-specific factors. These factors typically
include: the general nature or the structure involved, its
size, and configuration; the location of the structure on the
site; other improvements such as access roads, parking
lots, and underground utilities; and the additional risk
created by scope-of-service limitations imposed by the
client. To help avoid costly problems ask your
geotechnical engineer to evaluate how factors that change
subsequent to the date of the report may affect the report's
recommendations.
I
I
I
I
I
Unless your geotechnical engineer indicates otherwise, do
not use your geotechnical engineering report:
I
. when the nature of the proposed structure is changed,
for example, if an office building will be erected
instead of a parking garage, or a refrigerated
warehouse will be built instead of an unrefrigerated
one;
. when the size elevation or configuration of the
proposed structure is altered;
. when the location or orientation of the proposed
structure is modified;
. when there is a change of ownership; or
. for application to an adjacent site
I
I
I
Geotechnical engineers cannot accept responsibility for
problems that may occur if they are not consulted after
factors considered in their report's development have
changed.
I
I
SUBSURFACE CONDITIONS CAN CHANGE
A geotechnical engineering report is based on conditions
that existed at the time of subsurface exploration. Do not
base construction decisions on a geotechnical engineering
report whose adequacy may have been affected by time.
Speak with your geotechnical consultant to learn if
additional tests are advisable before construction starts.
Note too, that additional tests may be required when
subsurface conditions are affected by construction
operations at or adjacent to the site, or by natural events
such as floods, earthquakes, or groundwater fluctuations.
Keep your geotechnical consultant apprised of any such
events.
I
I
I
I
MOST GEOTECHNICAL FINDINGS ARE
PROFESSIONAL JUDGMENTS
Site exploration identifies actual subsurface conditions
only at those points where samples are taken. The data
were extrapolated by your geotechnical engineer who
then applied judgment to render an opinion about overall
subsurface conditions. The actual interface between
materials may be far more gradual or abrupt than your
report indicates. Actual conditions in areas not sampled
may differ from those predicted in your report. While
nothing can be done to prevent such situations, you and
your geotechnical engineer can work together to help
minimize their impact. Retaining your geotechnical
engineer to observe construction can be particularly
beneficial in this respect.
A REPORT'S RECOMMENDATIONS
CAN ONLY BE PRELIMINARY
The construction recommendations included in your
geotechnical engineer's report are preliminary,
because they must be based on the assumption that
conditions revealed through selective exploratory
sampling are indicative of actual conditions
throughout a site. Because actual subsurface
conditions can be discerned only during earthwork,
you should retain your geotechnical engineer to
observe actual conditions and to finalize
recommendations. Only the geotechnical engineer
who prepared the report is fully familiar with the
background information needed to determine
whether or not the report's recommendations are
valid and whether or not the contractor is abiding by
applicable recommendations. The geotechnical
engineer who developed your report cannot assume
responsibility or liability for the adequacy of the
report's recommendations if another party is retained
to observe construction.
GEOTECHNICAL SERVICES ARE PERFORMED
FOR SPECIFIC PURPOSES AND PERSONS
Consulting geotechnical engineers prepare reports to
meet the specific needs of specific individuals. A
report prepared for a civil engineer may not be
adequate for a construction contractor or even
another civil engineer unless indicated otherwise,
your geotechnical engineer prepared your report
expressly for you and expressly for purposes you
indicated. No one other than you should apply this
report for its intended purpose without first
conferring with the geotechnical engineer. No party
should apply this report for any purpose other than
that originally contemplated without first conferring
with the geotechnical engineer.
I
I
As the client of a consulting geotechnical engineer, you
should know that site subsurface conditions cause more
construction problems than any other factor. ASFE/The
Association of Engineering Firms Practicing in the
Geosciences offers the following suggestions and
observations to help you manage your risks.
I
I
A GEOTECHNICAL ENGINEERING REPORT IS BASED
ON A UNIQUE SET OF PROJECT.SPECIFIC FACTORS
Your geotechnical engineering report is based on a
subsurface exploration plan designed to consider a unique
set of project-specific factors. These factors typically
include: the general nature or the structure involved, its
size, and configuration; the location of the structure on the
site; other improvements such as access roads, parking
lots, and underground utilities; and the additional risk
created by scope-of-service limitations imposed by the
client. To help avoid costly problems ask your
geotechnical engineer to evaluate how factors that change
subsequent to the date of the report may affect the report's
recommendations.
I
I
I
I
I
Unless your geotechnical engineer indicates otherwise, do
not use your geotechnical engineering report:
I
. when the nature of the proposed structure is changed,
for example, if an office building will be erected
instead of a parking garage, or a refrigerated
warehouse will be built instead of an unrefrigerated
one;
· when the size elevation or configuration of the
proposed structure is altered;
· when the location or orientation of the proposed
structure is modified;
. when there is a change of ownership; or
. for application to an adjacent site
I
I
I
Geotechnical engineers cannot accept responsibility for
problems that may occur if they are not consulted after
factors considered in their report's development have
changed.
I
I
SUBSURFACE CONDITIONS CAN CHANGE
A geotechnical engineering report is based on conditions
that existed at the time of subsurface exploration. Do not
base construction decisions on a geotechnical engineering
report whose adequacy may have been affected by time.
Speak with your geotechnical consultant to learn if
additional tests are advisable before construction starts.
Note too, that additional tests may be required when
subsurface conditions are affected by construction
operations at or adjacent to the site, or by natural events
such as floods, earthquakes, or groundwater fluctuations.
Keep your geotechnical consultant apprised of any such
events.
I
I
I
I
MOST GEOTECHNICAL FINDINGS ARE
PROFESSIONAL JUDGMENTS
Site exploration identifies actual subsurface conditions
only at those points where samples are taken. The data
were extrapolated by your geotechnical engineer who
then applied judgment to render an opinion about overall
subsurface conditions. The actual interface between
materials may be far more gradual or abrupt than your
report indicates. Actual conditions in areas not sampled
may differ from those predicted in your report. While
nothing can be done to prevent such situations, you and
your geotechnical engineer can work together to help
minimize their impact. Retaining your geotechnical
engineer to observe construction can be particularly
beneficial in this respect.
A REPORT'S RECOMMENDATIONS
CAN ONLY BE PRELIMINARY
The construction recommendations included in your
geotechnical engineer's report are preliminary,
because they must be based on the assumption that
conditions revealed through selective exploratory
sampling are indicative of actual conditions
throughout a site. Because actual subsurface
conditions can be discerned only during earthwork,
you should retain your geotechnical engineer to
observe actual conditions and to finalize
recommendations. Only the geotechnical engineer
who prepared the report is fully familiar with the
background information needed to determine
whether or not the report's recommendations are
valid and whether or not the contractor is abiding by
applicable recommendations. The geotechnical
engineer who developed your report cannot assume
responsibility or liability for the adequacy of the
report's recommendations if another party is retained
to observe construction.
GEOTECHNICAL SERVICES ARE PERFORMED
FOR SPECIFIC PURPOSES AND PERSONS
Consulting geotechnical engineers prepare reports to
meet the specific needs of specific individuals. A
report prepared for a civil engineer may not be
adequate for a construction contractor or even
another civil engineer unless indicated otherwise,
your geotechnical engineer prepared your report
expressly for you and expressly for purposes you
indicated. No one other than you should apply this
report for its intended purpose without first
conferring with the geotechnical engineer. No party
should apply this report for any purpose other than
that originally contemplated without first conferring
with the geotechnical engineer.
GEOENVIRONMENT AL CONCERNS
ARE NOT AT ISSUE
Your geotechnical engineering report is not likely to
relate any findings, conclusions, or
recommendations about the potential for hazardous
materials existing at the site. The equipment,
techniques, and personnel used to perform a
geoenvironmental exploration differ substantially
from those applied in geotechnical engineering.
Contamination can create major risk. If you have no
information about the potential for your site being
contaminated, you are advised to speak with your
geotechnical consultant for information relating to
geoenvironmental issues.
A GEOTECHNICAL ENGINEERING REPORT IS
SUBJECT TO MISINTERPRETATION
Costly problems can occur when other design
professionals develop their plans based on
misinterpretations of a geotechnical engineering
report. To help avoid misinterpretations, retain your
geotechnical engineer to work with other project
design professionals who are affected by the
geotechnical report. Have your geotechnical
engineer explain report implications to design
professionals affected by them, and then review
those design professionals' plans and specifications
to see how they have incorporated geotechnical
factors. Although certain other design professionals
may be familiar with geotechnical concerns, none
knows as much about them as a competent
geotechnical engineer.
BORING LOGS SHOULD NOT BE SEPARATED
FROM THE REPORT
Geotechnical engineers develop final boring logs
based upon their interpretation of the field logs
(assembled by site personnel) and laboratory
evaluation of field samples. Geotechnical engineers
customarily include only final boring logs in their
reports. Final boring logs should not under any
circumstances be redrawn for inclusion in
architectural or other design drawings, because
drafters may commit errors or omissions in the
transfer process. Although photographic
reproduction eliminates this problem, it does nothing
to minimize the possibility of contractors
misinterpreting the logs during bid preparation.
When this occurs, delays, disputes, and
unanticipated costs are the all-too-frequent result.
To minimize the likelihood of boring log
misinterpretation, give contractors ready access to
the complete geotechnical engineering report
prepared or authorized for their use. (If access is
provided only to the report prepared for you, you
should advise contractors of the report's limitations,
I
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I
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I
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I
I
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assuming that a contractor was not one of the
specific persons for whom the report was prepared
and that developing construction cost estimates was
not one of the specific purposes for which it was
prepared. In other words, while a contractor may
gain important knowledge from a report prepared for
another party, the contractor would be well advised
to discuss the report with your geotechnical engineer
and to perform the additional or alternative work that
the contractor believes may be needed to obtain the
data specifically appropriate for construction cost
estimating purposes.) Some clients believe that it is
unwise or unnecessary to give contractors access to
their geotechnical engineering reports because they
hold the mistaken impression that simply
disclaiming responsibility for the accuracy of
subsurface information always insulates them from
attendant liability. Providing the best available
information to contractors helps prevent costly
construction problems. It also helps reduce the
adversarial attitudes that can aggravate problems to
disproportionate scale.
READ RESPONSIBILITY CLAUSES CLOSELY
Because geotechnical engineering is based
extensively on judgment and opinion, it is far less
exact than other design disciplines. This situation
has resulted in wholly unwarranted claims being
lodged against geotechnical engineers. To help
prevent this problem, geotechnical engineers have
developed a number of clauses for use in their
contracts, reports, and other documents.
Responsibility clauses are not exculpatory clauses
designed to transfer geotechnical engineers liabilities
to other parties. Instead they are definitive clauses
that identify where geotechnical engineers'
responsibilities begin and end. Their use helps all
parties involved recognize their individual
responsibilities and take appropriate action. Some of
these definitive clauses are likely to appear in your
geotechnical engineering report. Read them closely.
Your geotechnical engineer will be pleased to give
full and frank answers to any Questions.
RELY ON THE GEOTECHNICAL ENGINEER
FOR ADDITIONAL ASSISTANCE
Most consulting geotechnical engineering firms are
familiar with a variety of techniques and approaches
that can be used to help reduce risks for all parties to
a construction project from design through
construction. Speak with your geotechnical
engineer not only about geotechnical issues, but
others as well, to learn about approaches that may be
of genuine benefit.
Copyright 1992 by AS FE. Inc.
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GEOTECHNICAL
REPORT
FOR
Keystone Block Retaining Wall
- 7014 CORMORANT PL. -
(LOT 65, Plat Of "Dockside on Kitsap Lake")
BREMERTON
KIT SAP COUNTY
WASHINGTON
I. INTRODUCTION
A. General
This report presents the results of the geotechnical review for the subject property intended for building
of a mechanically stabilized embankment (MSE) next to an existing single-family residence and
driveway on the property located at 7014 Cormorant PI. in Kitsap County, Washington. The outline of
the proposed 'Keystone Block' retaining wall location is shown on SHEET B2.0. This site is within the
city limits of Bremerton, Washington.
The subject property original lot size is about 1 DO-feet long overall in the east-west direction and about
158- feet wide in the generally north-south direction. This site is generally east of Kitsap Lake and west
of Highway 3 in Kitsap County. (Please refer to the "Vicinity Map", SHEET B1.0). A contour site map
for this site, located in the SW 1;4 of Section 16, Township 24 North, Range 1 East of the Willamette
Meridian is shown in attached SHEET B2.1.
In general, it was anticipated that a geotechnical "report" as defined in 'Official Code of the City of
Bremerton' Chapter 21.22.100; - Geologically Hazardous Areas would address the geotechnical
concerns for the proposed project. The recommendations and conclusions presented herein are based on
the general nature of the site's proposed use at this time and could change as the details of this project
are finalized. In summary, the basic purpose of this study was to evaluate the site soils in accordance
with the criteria as defined in Section 21.22.100 Geologically Hazardous Areas which we understand is a
sub-section of Bremerton Ordinance No. 4422 S 1 (in part), 1993 and provide a discussion of the surface
and subsurface geologic conditions of the site.
B. Project Description
It is my understanding the proposed retaining wall will consist of three tiers of mechanically reinforced
earth with an approximately 6.5-foot high Keystone Block face on each tier. The proposed structures
will be used to stabilize the embankment as well as support the driveway for the residence. This site is
on 'Lot 3' of 'Kitsap County Short Plat 79-55', Volume 25 of Plats, Pages 137-142.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 2
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
Although no specific traffic load criteria was given for the site, previous retaining wall calculations and
topographic information was supplied by N.L. Olson & Associates, Inc., Port Orchard, W A. Based on
experience with similar projects, an estimation of the maximum combined dead plus live loads will be
on the order of the following:
o Line loads
1000 lbs per linear foot a
minimum of two feet from
the edge of wall.
o Concentrated loads
= 12 kips a minimum of two
feet from edge of wall H15-
44 AASHTO Traffic Load
(Not considered practical
for this application.)
o Auto Parking loads
= 100 psf.
If there is any change or modification in the above project description or the project usage ACE should
be contacted to evaluate and comment on the potential impacts such changes or modifications might
have on the recommendation contained in this report.
C. Scope of Services
The scope of work for this study included a site reconnaissance to observe the existing conditions,
review of the requirements, as they pertain to this site, set in Bremerton City Ordinance Chapter
21.22.100 Geologically Hazardous Areas, review of the geotechnical and geologic information about the
site and preparation of this report. The scope of my services did not include an environmental
assessment or investigation for the presence, future presence or impact of hazardous or toxic materials in
the soil, groundwater or air, on or below or around this site.
This report is prepared following generally accepted geotechnical engineering practices for the exclusive
use of Mr. Gary Grote and Ms. Eva Fattah for their specific application to the proposed site
improvements at 7014 Cormorant PI., "Dockside on the Kitsap Lake", City of Bremerton, in Kitsap
County Washington. In the event that there are any changes in the nature, design or location of the
proposed retaining walls or any if any future additions or other improvements to the property are
planned, the conclusions and recommendations contained in this report shall not be considered valid
unless 1) the project changes are reviewed by Ameberg Consulting Engineers (ACE) and 2) conclusions
and recommendations presented in this report are modified or verified in writing.
The findings of this report are valid as of the present date. However, the passing of time will likely
change the conditions of the existing property due to natural processes or the works of man. In addition,
due to legislation or the broadening of knowledge, changes in applicable or appropriate standards may
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall/7014 Cormorant PI. Page 3
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
occur. Accordingly, the findings of this report may be invalidated, wholly or partly, by changes beyond
my control. Therefore, this report should not be relied upon after a period of three years without being
reviewed by this office.
II. SITE INVESTIGATION
A. Review of Existing Geotechnical Data
A variety of published and unpublished sources were reviewed to evaluate geotechnical data relevant to
the subject parcel. These sources included geotechnical literature, reports, and maps, published by
various public agencies. Appropriate maps that were reviewed included topographic, geologic, and
'slope stability' maps. Please refer to the bibliography for a list of the referenced publications.
B. Surface Reconnaissance
Surface reconnaissance of the site was performed in August 2002 to observe the surficial conditions
present and to note whether any obvious geotechnical concerns were evident. The site observations
noted existing terrain, slopes, soil types and vegetation. ACE's field investigation consisted only of a
surface reconnaissance and minor subsurface exploration.
The subject property had been previously developed and was improved with a small singly family
residence. This residence was nearing completion at the time of my initial site visit. The surficial and
partially exposed subsurface soils observed at the time of the field reconnaissance generally confirmed
as correlating with the published soil survey data. The information generally indicated the presence of
dark brown, gravelly loamy sands probably overlaying weakly cemented till.
Soil characterization was aided by using a hand-held dial penetrometer at a few exposed locations on the
site. Hand auguring and probing was also used to extend the soil exploration tasks. The surficial and
subsurface soil observations noted at the time of the field reconnaissance generally confirmed as
correlating with the published soil survey data.
III. SITE DESCRIPTION
A. Surface
In general, the subject site lies within the central Puget Lowland. The lowland is part of a regional
north-south trending trough that extends from south-western British Columbia to near Eugene, Oregon.
North of Olympia Washington, this lowland is glacially carved, with a depositional and erosional history
including at least four separate glacial advance/retreats. The Puget Lowland is bounded on the west by
the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and
nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 4
November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake" /Bremerton,W A A22091
The site adjoins the waters of Puget Sound in an area consisting of benched lowlands at the foot of
rolling terrain uplands that formed in glacial till and glacial outwash during the last period of glaciation.
The site soils consist of mainly of the Alderwood-Harstine, Neilton soil associations.
The slopes within the site boundaries generally vary from about 25% in the lower section of the lot to
over a 60% 'averaged slope' at the proposed retaining wall location. The home site is located on a small
upland bench in an area historically developed for single-family dwellings. Homes in this area typically
occupy small, terraced areas on the natural slopes. The existing contours are shown on the "Overal Site
Plan", SHEET B2.0.
Vegetation at the site consists mainly of grasses, weeds and small deciduous trees and second growth fir,
and alder trees. The area did not show signs of surface water 'runoff erosion problems'. Although, no
signs of slope "creep" were noted, appearance these occurrences would present more of a maintenance
issue item than a major concern at this time. No evidence of recent maior slope instability on neither
this or the adjacent properties were observed.
The annual precipitation is about 30 to 55 inches in this of area Puget Sound. There will be no
significant changes to the present 'overall surface water runoff drainage pattern' during this project.
Since the overall surface water drainage patterns will not be significantly altered and will likely be
improved through the use of subsurface drains, surface ditches, etc.; it is not anticipated that this project
will negatively impact the present stability of the site's slopes with respect to present 'surface water
runoff patterns' as long as proper steps are followed in providing surface water management.
B. Subsurface
The property is located on the Gig Harbor (Kitsap) Peninsula that is predominantly Vashon till overlain
by a varying depth of gravelly sandy loams. Surficial soils associations contained within the boundaries
of this development are "Neilton". The majority of the site is in an upland area containing Neilton soils.
Neilton soils are deep, excessively drained soils that formed in the gravelly and sandy glacial outwash on
terraces and uplands. These soils typically exhibit rapid permeability in the upper soil profile and very
rapid in the substratum. The available water capacity for these soils is low. The Soil Conservation
Survey suggests that Neilton gravelly loamy sands may extend to depths of more than five feet
overlaying the site area. These soils are usually moist, but they are dry in all parts between depths of 8
and 24 inches for two to three months a year.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant Pi. Page 5
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
Geologic maps of the Gig Harbor Peninsula show the property is also located on area of the Gig Harbor
(Kitsap) Peninsula consisting predominantly of'Vashon Drift' Till (Qvt) deposits underlying the surficial
soils. The' Qvt' deposits likely underlying the site are likely to be a nonsorted, blue-gray to gray
concrete-like mixture of clay, silt, sand and gravel. It also may contain local layers of sand, gravel and
large boulders. Also as mapped, they may include recessional sand deposits. These areas are generally
stable in slopes up to the angle of repose.
Since no subsurface exploration was conducted to depths that would verify the actual substratum, the
actual geology of the substratum is somewhat undefined. Therefore, during excavation for the
foundation, varying formations may be encountered. To summarize in general, geologic mapping
indicates the underlying soil layer within the proposed MSE retaining wall system to be as follows; -
till, granular texture with abundant fines, poorly sorted (well graded) and with a dense or hard
consistency.
The surficial and subsurface soil observations noted at the time of the field reconnaissance generally
confirmed as correlating with the published soil survey data. For the purposes of this report and based
on experience and observations of these soil types and their characteristics encountered at this site and
similar sites in the area, extensive geotechnical subsurface exploration (borings) were not performed.
Exposed areas at the site were examined by hand excavation and probing to the extents possible by this
method. The predominant presence of the surficial Neilton, gravelly, sandy loams within the project
site, were however essentially confirmed by the field investigation of the site. As noted above, the upper
layer of the site soils observed consisted of brown to dark brown, firm, poorly graded, gravelly loamy
sand containing some non-plastic fines along with well-rounded gravels. The gravel components of this
fraction vary in size from %" to 1-12" with some cobbles up to 4" in diameter. A description of these
soil types is as follows:
The Neilton soil's engineering characteristics are typically described as well-sorted
(poorly graded) loose or medium dense, non plastic (NP), gravelly loamy sands and
characterized as "GM-GP" using the Unified Soil Classification System or "A-I"
using AASHTO Classification.
No soil samples were collected, as the soil index properties for the soils in this area are fairly well
defined. Soil characterization was supplemented by using a hand-held dial penetrometer in the open
surface areas. Dial penetrometer readings were used to support the characterization of the site soils.
Ultimate bearing capacities are estimated to range from 3 tons per square foot (tst) to 4 tsf.
All of the encountered soils appeared to us to be in a generally competent in-place condition. In their
undisturbed condition, or after controlled re-densification, they should be capable of supporting a
substantial structural load without undergoing any significant settlement. The in-place soils contain
varying amounts of fines (silt and clay sized particles passing the number 200 mesh sieve). Because of
this variation, the soils' permeability should also be expected to vary. In some locations the soils will be
relatively free draining and in others they are likely to be essentially impermeable.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 6
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A2209l
Although groundwater levels were not investigated at this site, seasonal hillside seepage and springs or
perched groundwater may be encountered during excavation. No attempt was made during the site visit
to verify the static groundwater elevation. Later observance of any significant springs or seeps or
exposure of the same during any future site development will constitute a "changed condition" and
further geotechnical review may be required. In summary, the surficial and subsurface soil observations
noted at the time of the field reconnaissance generally confirmed as correlating with the published soil
survey data.
We strongly recommend that the owner(s) and all site contractor(s) take the potential and likely presence
of perched groundwater into account when developing a construction schedule. And also that a
contingency be provided in both the construction budget and schedule to accommodate potential
groundwater and seepage related issues, particularly if construction is to take place in the wetter winter
months, typically considered to be October through May in this area.
IV. CONCLUSIONS
It is ACE's opinion is that there is a landslide or erosion hazard area existing within the limits of
the project site. However, the site should be suitable for the proposed project with respect to general
slope stability from a geotechnical engineering standpoint given proper engineering practices are
followed and provided the recommendations contained herein are incorporated into the project design,
and implemented during site grading and the other phases of construction. Compliance with the design
and construction recommendations presented in this report is intended to minimize possible soil and
foundation problems. We also recommend the erosion and drainage plan and details be incorporated in
the site's development and a reference to this report should be added to the building plan's general notes.
ACE recommends to the City of Bremerton that this property falls within !!! ErosionlLandslide
Hazard Area. To alert future homeowners of the necessity of exercising good maintenance procedures
and engineering review of any site modifications with respect to the slope and other geotechnical issues
a copy of this report should be kept on-site. This report is issued with the understanding that it is the
responsibility of the owner or his representative to ensure that the information and recommendations
contained in this report are called to the attention of all concerned parties and incorporated into the plans
and that the necessary steps are taken to see that the contractors or subcontractors carry out such
recommendations in the field. Please refer to the "Recommendations" section for comments.
The behaviors of the surficial soils, and the relative steepness of the site, are the primary geotechnical
concerns for any foundation design and building-slope setback buffers at this site. In order to reduce the
downslope creep of the upper soils and minimize slope instability, the installation and careful
maintenance of proper surface drainage measures at the site should minimize fluctuations in the water
content of these materials.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 7
November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,WA A22091
Surface sandy soils are considered to be rapidly permeable while the underlying silty, loamy sand layer is
considered to be slowly permeable. The dense soils in the substratum will deteriorate if exposed to
weathering for extended periods of time. If protected, the silty sandy layer will maintain its load carrying
capacity and prevent excessive settlement of the structure. Specific recommendations for the
geotechnical aspects ofthe project site are presented in the following section.
ACE should note that due to some steepness of the slope on the site, and the resulting creep potential,
exterior slabs-on-grade, walkways, decks and also possibly the perimeter foundations may experience
some settlement over time and may tilt and/or crack. The recommendations contained in the following
section of this report should reduce the magnitude of this distress.
In addition, it is understood that any modifications, alterations or additions to the proposed retaining
wall's "footprint", unless minor in nature, will require review by ACE. It is the owner's responsibility to
ensure that the appropriate setbacks are provided from property lines, roadways, etc. for any
development of this site.
It should also be noted that because of the geologic setting and the sloping terrain there is always the
possibility of landslide movements adiacent to the home. However, the drainage recommendations
contained in this report will significantly reduce this risk. Such movements, if they do occur, sometimes
seriously affect the performance of the home, and significant costs may be required to repair the area.
Further, if soil from the property slides onto your neighbor's property, you may be liable for the cleanup
costs or any resulting damage. ACE does not believe that the likelihood of this event is high enough to
recommend extensive (and expensive) slope stabilization techniques. However, all people who own or
occupy homes on slopes in the Pacific Northwest should be aware of the potential for landslides. ACE
recommends to clients that they follow the drainage recommendations that I present in my foundation
investigation reports. In addition, we recommend that they maintain these facilities once they are
installed. ACE should note that extreme environmental conditions outside the control of the
homeowner, such as very heavy rains or breaks in water lines, could induce landsliding even if the
drainage systems outlined in this report are installed and properly maintained.
General recommendations for future foundation design; cut/fill and other geotechnical issues pertaining
to this site are given below. Should proper construction practices be followed, the recommendations
contained herein should provide sufficient information for the proper development of this site. It should
be pointed out that some additional geotechnical engineering may be required in the development of the
modifications to the lot and therefore we suggest that ACE be retained to review final site grading and
surface water drainage control when it is completed.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 8
November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake" /Bremerton,W A A22091
The following evaluation presents the basis for these conclusions as set forth under the Bremerton City
criteria listed in "Chapter 21.22.100, Geologically Hazardous Areas.
. Seismic Hazard Area Criteria
Given the general nature and the density or consistency of the soils encountered on this site, it does
not appear that they are at risk of liquefaction or severe settlement under the affects of a seismic
event. Furthermore it does not appear that the site meets the criteria or is it mapped as such, for a
seismic hazard area as set forth in the ordinance. Therefore the property does not presently classify
for a "Seismic Hazard Area" designation. However, one should not infer from above that there
would not be significant effects on slope stability from seismic activity. Under certain
circumstances and conditions, seismic activity may become critical to 'slope stability' and
foundation settlement. As previously mentioned and additionally addressed below, this site
exhibits no obvious indicators of concern for seismic slope instability. Superficial (shallow) slides
are typically the type of failures that occur during earthquakes in these areas. Seismically induced-
differential settlements of building foundations would be the primary concern, if determined to be
critical, for design of buildings in this site. Besides soil type, other factors affecting liquefaction
for these soils are ground motion and in situ stresses. For instance, granular soils under higher
initial effective confining pressures (e.g. lower water table beneath surface, deeper soils, larger past
pressure) are less likely to liquefy.
- Seismic Risk
While we did not perform a detailed seismic risk analysis for this project, it is clear that
earthquake ground motion response is a particularly important factor and that it should be
carefully considered in structural design.
Historically, the Puget Sound Region has been subjected to frequent earthquakes of moderate
intensity, and is designated in the Uniform Building Code as Seismic Zone 3. Two earthquakes that
resulted in significant damage occurred in 1949 near Olympia, and in 1965 near Seattle. The April
3, 1949 earthquake is the largest recorded earthquake in the region, reaching a magnitude of 7.1. It
was felt over 150,000 square miles, resulting in $25 million in damages, eight deaths and many
injuries. The April 29, 1965 earthquake of magnitude 6.5 was felt over 130,000 square miles, and
resulted in widespread damage in the Seattle area. Ground failures attributable to liquefaction
occurred in many waterfront areas.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 9
November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
Based on seismic risk analyses performed for similar sites in the Puget Sound region, we estimate,
conservatively, that theoretical peak ground accelerations at the site would generally be on the
order ofO.15g and 0.25g for an upper and lower level event, respectively. These earthquakes would
have respective magnitudes of approximately 6.25 and 7.50. The lower level event is one with a 50
percent probability of exceedance during a fifty (50) year design life. This is an event similar to the
1965 Seattle earthquake, and one that structures should be designed to survive with little damage.
The upper level event represents a less likely (10 percent probability of exceedance) event in which
structures might be expected to show structural damage, but would not collapse. These ground
acceleration estimates are based upon a uniform depth of alluvial soils overlying a flat glacial till
surface.
As a relatively conservative approach, we estimate the lateral acceleration to be on the order of
0.17g for this site. These seismic parameters should be used in design, but one should remember
that they are based on some conservative assumptions.
Nisquallv Earthquake on Februarv 28. 2001 at 10:54 AM (PST)
Background
The approximate depth to the epicenter was estimated at 52.40 (km). The estimated magnitude of
the event was 6.8 (Mw) (Moment magnitude from the USGS National Earthquake Information
Center.) The latitude and longitude location of the epicenter was 47.1525N 122.7197W.
Distances to major cities are given as: 17.6 km NE of Olympia, W A, 23.7 km WSW of Tacoma,
W A, and 57.5 km SSW of Seattle, W A. The peak ground accelerations were estimated as O.1g N-
S, 0.2g E-W, and 0.15g vertical. There were no reports of landslides or liquefaction on Gig Harbor
Peninsula according to the USGS.
Observations
At the time of the post-earthquake field visit, there were no noticeably visible signs of recent
seismic related disturbances. No indications of liquefaction or landslides due to the February 28,
2001 "Nisqually Earthquake" were readily observed.
Conclusion
Therefore the recommendations and conclusions as made herein for this proiect under the above
paragraphs under the section header 'Seismic Risk' appear valid in view of this recent seismic
event. In addition, no reports by the owner or adjacent property owners were discovered that
would indicate that the surrounding area experienced any 'Nisqually Earthquake' related effects.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall/7014 Cormorant PI. Page 10
November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake" IBremerton,W A A22091
- Liquefaction
The chief cause of concern in cohesionless, granular soils in earthquakes is their liquefaction
potential. Besides soil type, other factors affecting liquefaction for these soils are ground motion
and in situ stresses. Granular soils under higher initial effective confining pressures (e.g. lower
water table beneath surface, deeper soils, larger past overburden pressure) are less likely to liquefy.
With the absence of any obvious hard, plane sliding surfaces (e.g. an inclined underlying glacial till
layer) superficial (shallow) slides are typically the types of failures that occur during earthquakes.
The majority of the site soils is typically dense in-place, exhibit varying degrees of in-place
cementation, and contains varying, but moderate, amounts of silt and clay sized fines in the soil
matrix. From our site observations it is apparent that the local groundwater level is located well
below the existing site grade. (Note however, that "perched" groundwater levels are somewhat
higher under localized portions of the site. It is not likely that overall slope or deep-seated slope
stability will be significantly affected by their presence. But in all cases it is recommended that
these perched groundwater tables, when encountered during site development, be adequately
addressed and proper subsurface drainage be applied.) In addition, as described earlier in this
report text, we recommend that the site subgrades (including those exposed by excavation) be
thoroughly re-densified thereby enhancing the degree of in-place density.
With this combination of conditions it appears unlikely that there will be any groundwater surging
resulting in the soils becoming saturated. Given these in-place conditions and the corrections
recommended, the liquefaction potential of the soils underlying this site should be considered low
to negligible. Consequently, we do not see liquefaction posing a threat either to the proposed
buildings or development efforts, or to the long-term integrity of the structures.
From the condition of the surficial and subsurface non-plastic soils encountered it appears to us
that the majority are currently competent in-place. Thus, with the recommended sub grade
treatment (described below) these soils are in general, unlikely to be subject to any significant
degree of liquefaction should earthquake of relatively high magnitude occur. If the soils are treated
as described herein, it is our opinion that the risk of liquefaction should be further reduced to one
of relative insignificance.
. Erosion and Landslide Hazard Area Criteria
-Erosion Evaluation
The Soil Survey of Kitsap County Area, Washington shows the soil in the area proposed for
building site as mainly N eilton, gravelly loamy sands - "36". Surface runoff is "slow", and erosion
hazard is "slight" for "36" soils. Thus this site does not appear to exhibit an 'Erosion Hazard' as
defined by the criteria in Chapter 21.22.100.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 11
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
-Landslide Evaluation
During the site visit, no signs of recent landslides and areas of instability were observed in adjacent
areas. To conclude the evaluation of criteria outlined in the requirements of the Bremerton City
Ordinance, it is noted that the Soil Conservation Service (SCS) lists the building site limitations for
these soils, with regard to slope as "severe". Although there are no indications of slope movement
at the present, appearance of any cracks in the surface of the ground surface in the already placed
fill should be investigated immediately for instability or settlement potential. The lot is falls
beyond the limits of the "Coastal Zone Atlas for Washington", Department of Ecology. No other
published resources were discovered during our brief research pertaining to the slope stability in
these areas.
Other than the "averaged" 60% slope proposed by the retaining wall installation, it is our opinion
that the remaining criteria, as presented in Chapter 21.22.100 are inapplicable. In view of the
above observations; following the criteria in Chapter 21.22.100, it is our evaluation that this site is
considered to fall within a landslide hazard area designation due to 21.22.100 Section (b),
paragraph (3)vi.
. Settlement Hazard Criteria
-Differential Settlement Evaluation
This area mainly is comprised of glacial till and other deposits compacted by overriding of a
glacier during the ice age. Therefore, in-place native, undisturbed soils are not shown to be greatly
susceptible to differential settlement.
It was presumed that the designer of the new, eXIstmg residence utilized a spread footing
foundation system that is to be founded at a single elevation onto the dense Neilton soils and
underlying till. If the foundation was properly placed onto native dense soils, the adjacent
residence should not affect the settlement potential and/or stability of the proposed retaining walls.
In addition, it has been presumed that foundation drains will prevent a buildup of water around the
footings or foundation wall preventing the soil from becoming saturated or soft, which would
allow settlement of the residence and possibly the retaining wall foundation.
. Total Slope Setback Recommendation
Due to the nature of the project, there is no setback recommendation. However, in order to reduce the
downslope creep of the upper soils and slope failures, fluctuations in the water content of the site soils
should be minimized by the installation and careful maintenance of proper surface drainage measures at
the site. Specific recommendations for the geotechnical aspects of the project are presented in the
following section.
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November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake" /Bremerton,W A A22091
v. RECOMMENDATIONS
A. Site Preparation and Earthwork
=> Clearing on the existing slope should include removing all discarded construction materials,
including tile roofing scraps, interior floor tile scraps, wood debris, etc. Deep rooting plants
that require a minimum amount of water should be reintroduced to disturbed areas to maintain
stability.
=> The wall foundation area(s) should initially be cleared of bushes, and then stripped to sufficient
depth to remove surface vegetation and weeds; these materials should be removed from the
site. (Modified site grading of the existing contours is shown in SHEET B2.0.)
=> After the site is cleared and stripped, any excavation and/or filling operations required for this
area can be made. Any filling operations on slopes steeper than 6: 1 should be keved and
benched into competent soils.
=> Disposal of excavated or stripped site materials should not be by casting these materials
onto the existing slope. Site grading should be done to minimize the need for fill. Maximum
cut and fill slope inclinations of 2H: 1 V are recommended for slope heights great than 10- feet.
For slopes with overall heights less than or equal to 10-feet, a maximum inclination of 1.5H:1 V
is acceptable. Excavation for footings and other foundations for the retaining wall or should be
done to depth to achieve firm bearing on undisturbed, native soil or fill as placed in accordance
with the recommendations herein.
=> During the excavation of the foundation, care should be taken to keep the excavation to
minimum depth so the ground water table is not encountered. If the ground water table is
encountered the lower portion of the cut may ravel due to ground water seepage. If the
condition is encountered the excavation may have to be shored or laid back at a less steep
slope.
=> The maiority of the in-place native soils appear to be generally suitable for re-use as a
structural fill elsewhere on the site under dry conditions. As indicated earlier, these soils
contain varying amounts of silt and clay sized particles. Because of this it is possible that they
could become difficult to work or compact if they become wet. We recommend that these soils
only be used as a structural fill if the moisture content is within about three points of the
optimum moisture content, as determined by ASTM Designation D1557. If they are wetter than
this, we suggest that they either be set aside for windrowing, aeration and drying, or that a more
granular material be imported for structural fill purposes.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall/7014 Cormorant PI. Page 13
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
=> If structural fill is required, we recommend that an import material be utilized. The material
shall be very coarse and crushed such as 2 to 4 inch quarry rock. By utilizing quarry rock, static
compaction techniques can be used to prevent a pumping condition. No vibrating compaction
techniques should be used.
=> In addition, the imported fill material should be free of organic matter or other deleterious
substances. The imported fill material shall not contain rocks or rock fragments over 6 inches
in greatest dimension and not more than 15 percent shall be over 2.5 inches in greatest
dimension. During dry weather any organic-free, compactable material meeting the above
maximum size criterion is acceptable for this purpose. Fill, if required, should be placed in
thin horizontal lifts not exceeding eight (8) inches in loose thickness. The fill below the
footings should extend outward from the bottom edge of the footings at least a distance equal
to the fill thickness below the footings. Compact each lift by a mechanical hand compactor or
by several passes with heavy equipment as appropriate. Final site grades should allow for
drainage away from building foundations. A ground slope gradient of 3 percent for a distance
of at least ten feet away from buildings is suggested.
=> Because of the potential for catastrophic collapse of trench walls and open-face cuts, we
recommend that the contractor carefully evaluate trench wall and open-face cut stability and
use shoring where appropriate if required. The design and installation of the temporary shoring
should be wholly the responsibility of the contractor. In addition, all federal state and local
regulations governing safety should be carefully followed.
=> The existing ground surface where structural fill, foundations, or pavements are to be placed,
should be proof-rolled. Depending on the time of construction, the proof-rolling can be
accomplished with a vibratory steel wheel roller if the soil is dry. If moist, we recommend the
use of only the roller's dead weight. In wet weather, proof-rolling should be discontinued to
avoid the risk of pumping moisture up into the fill soil and, thereby, creating an unacceptable
condition that might require re-excavation and re-placement of the partially compacted fill soil.
The purpose of the proof-rolling is to determine the presence and define the approximate area's
extent of any soft or unstable areas. Soil in any soft or unstable areas should be moisture
conditioned as appropriate, and re-compacted. If after re-compaction these areas remain soft or
unstable they should be over excavated and the unsuitable materials removed and replaced with
compacted structural fill, or a crushed rock to a depth that provides a stable base. Typically, a
depth of two to three feet is adequate for this purpose.
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November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A2209l
B. Surface Drainage
~ Temporary erosion and drainage control should be followed during site development. Erosion
fencing should be installed downslope of the existing residence prior to any earthwork
(Bremerton and or Kitsap County's typical detail is acceptable). Geotech fabrics, berms, straw
ground cover, and other temporary methods should be utilized as appropriate. Topsoil should
be stockpiled and used to cover excavated soil materials. Water should not be allowed to stand
in any area where foundations or slabs are to be constructed.
~ For long-term erosion control, re-plant landscaping vegetation as appropriate on slopes stripped
of their vegetation during clearing and grading. Preservation of any natural vegetation or other
measures to mitigate erosion or the increase in percolation of rainwater into the ground should
also be followed during landscaping. Proper care should always be exercised to prevent
overwatering from irrigation of lawns and plantings as appropriate to present and future
landscaping plans by the homeowners. Concentrated water should not be allowed to flow
across any slopes as erosion or weakening of surface soils could occur.
~ Positive surface drainage should be provided adjacent to the existing residence and garage so as
to direct surface water away from the foundations of the buildings and into grated catch
basin(s) and closed pipes leading to a tightline that discharges near the base of the slope into
the existing ditch. Ponding of surface water should not be allowed adjacent to the project site.
The surface areas surrounding the exiting structures should be sloped to drain away from the
building walls.
~ A wall drainage systems should be incorporated in the plans. These drains should be four-inch
minimum diameter perforated or slotted, rigid drain pipe with the invert of the pipe laid at, or
just below, the bottom of the footing with a gradient sufficient to initiate flow. Flexible drain
pipe (flexline) or "2000-Pound Crush" pipe are not acceptable for use in the surface water
drainage system because of the likelihood of damage to the pipe during installation and the
difficulty of future cleaning with mechanical equipment without damage to the pipe. The drain
line should be bedded on, surrounded by, and covered with a free-draining washed rock, pea
gravel, or other free-draining material. This system should be tightlined away from the
building and retaining walls and connected to the site's stormwater system (see above).
~ ACE recommends that rainwater collected on the roof of the structure(s) be transported through
gutters, downspouts and closed pipes to the site's stormwater system (see above). And
driveway runoff should be diverted to the proposed catch basin.
~ Some nominal maintenance should be expected once any construction process has been
completed. Should ownership of this property change hands, the new owner should be
informed of the existence of this report and not adversely change the grading or drainage
facilities and should understand the importance of maintaining proper surface drainage.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 15
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
C. Retaining Walls
=> Retaining walls must be designed to resist both lateral earth pressures and any additional lateral
loads caused by surcharge loads on the adjoining ground surface. ACE recommends that walls
be designed to resist the equivalent fluid pressures indicated in Table 1. The appropriate
design values should be chosen based on the condition of the wall (restrained or unrestrained)
and the angle of the slope behind the wall. Unrestrained wall pressures should only be
considered applicable where it would be structurally and architecturally acceptable for the wall
to laterally deflect 2 percent of the wall height. Future foundation retaining walls and basement
or other below grade walls should be designed for restrained wall pressures.
I TABLE 1 I
Cut Slopes Fill Slopes
Condition 4:11 2:1 4:11 2:1
or flatter or flatter
Unrestrained 35 pcf 55 pcf 40 pcf 60 pef
Restrained 50 pcf 75 pef 60 pcf 80 pcf
1. Inclination behind wall, horizontal to vertical.
2. "per signifies "pounds per cubic foot" equivalent fluid pressure
. A linear interpolation should be use to determine design values for retaining walls where the slope
behind the wall is between 4: 1 and 2: 1. Slopes steeper 1han 2: 1 are not recommended.
. For surcharge loads, increase design pressures behind the wall by an additional uniform pressure
equivalent to one-half (for restrained condition) or one-third (for unrestrained condition) of the
maximum anticipated surcharge bad applied to the surface behind the walL
=> The pressures in Table 1 (and the attached notes) assume that sufficient drainage will be
provided behind the walls to prevent the build-up of hydrostatic pressures from surface and
subsurface water infiltration. Adequate drainage maybe provided by a subdrain system
consisting of a 6-inch rigid perforated pipe bedded in %-inch clean, open-graded rock. The
entire rock/pipe unit should be wrapped in an approved non-woven, polyester geotextile. The
rock and fabric placed behind the wall should be at least one foot in width and should extend to
within one foot of finished grade. The upper one-foot of backfill should consist of on-site,
compacted, impervious soils or as ShOWfl on the plans. ACE should note that flexible,
perforated pipe (flex line) and "2000-Pound Crush" pipes are not acceptable pipes for use in the
subdrain system. The sub drain pipe should be connected to a system of closed pipes (non-
perforated) that lead to a suitable discharge area. In addition, the 'high" end and all 90 degree
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall I 7014 Cormorant PI. Page 16
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,WA A22091
bends of the subdrain pipe should be connected to a riser which extends to the surface and acts
as a cleanout.
~ All structural backfill placed behind the walls should be compacted to at least 90 percent
relative compaction.
D. Foundations
~ Retaining wall footings should be placed as shown on the drawings and should be founded at
least 18 inches below lowest adjacent finished grade.
~ At the above depths, all footings should be designed for an allowable bearing pressure of 1200
pounds per square foot for all long-term loading. A 'factor of safety' (F.S.) of 3.0 is used for
this allowable bearing pressure. For short term loads including wind or seismic, an increase of
1/3 can be applied to the allowable bearing pressure given above. These allowable bearing
pressures are net values; therefore, the weight of the footings can be neglected for design
purposes. A F.S. of 1.5 should be used for calculations regarding sliding. And a coefficient of
friction of 0.25 multiplied by the dead load should be used to resist sliding.
.~ Settlement of new retaining walls under the proposed loads (typically assumed to be less than
1/2 inch) is anticipated to be within tolerable limits for the proposed wall as long as the wall is
properly design and constructed to withstand differential settlement of this magnitude.
E. Compaction
~ Structural fill should be compacted to at least 95 percent maximum density as determined by
ASTM Designation D1557. Fill material should be spread and compacted in lifts not
exceeding eight (8) inches in uncompacted thickness. Refer to the 'Site Preparation and
Earthwork' section for additional compaction recommendations.
F. Trench Backfill
~ Pipeline trenches should be backfilled with fill placed in lifts of approximately eight (8) inches
in uncompacted thickness. However, thicker lifts can be used provided the geotechnical
engineer approves the method of compaction and the required minimum degree of compaction
is achieved.
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November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
=> Trench backfill should be compacted to at least 85 percent relative compaction by mechanical
means only (no jetting will be allowed). Imported sand can be used for trench backfill if it is
compacted to at least 90 percent maximum density and sufficient water is added during
backfilling operations to prevent the soil from "bulking" during compaction.
As a precautionary measure, we recommend that both the owner and the earthwork contractor
should be aware that in no case should slope heights or excavation depths, including utility
trenches, exceed those specified in local, statt: and federal government safety regulations,
particularly the OSHA Health and Safety Standards for excavations, 29 CFR Part 1926. We
understand that these regulations are being strictly enforced and, if they are not closely followed
both the owner and the earthwork contractor could be liable for substantial fines. We also
recommend that the owner's and contractor's attention be directed to the following local and state
regulations. WSDOT Section 2-09.3(3)B, and Washington Industrial Safety and health Act,
Chapter 49.17 RCW.
Based on the observed soil conditions over the proposed building area of the site we believe
that the soils within the potential depth of overexcavation should be classified as Type B soils
in accordance with current OSHA regulations. Thus, excavations extending down into these
soils should be sloped back at a gradient of 1: 1 (horizontal:vertical), or flatter.
If slopes of these inclinations, or flatter, cannot be constructed, or if excavations of greater than
four feet in depth are required, temporary shoring may be necessary to help protect against
slope or excavation collapse. If temporary shoring is required, we will be available to provide
geotechnical shoring design criteria if requested.
The earthwork contractor should request that all excavations be observed by our representative
to verify that conditions are as anticipated. If warranted, supplementary recommendations can
then be developed to enhance stability. Such recommendations should include, but not
necessarily be limited to, flattening of slopes or installation of surface or subsurface drains.
=> While it is possible that phone and power may be provided by means of elevated utility lines,
gas, cablevision, and other utilities are likely to be provided by means of buried utility lines.
We recommend that the earthwork or utility contractor(s) exercise all due care in the
installation of any buried utility such as gas, stormwater drainage and cablevision.
It is important that the specific utility line be set on an appropriate bedding material as
recommended by that utility line's manufacturer. Because of the risk of a utility line being
compressed by an overlying load, it is also important that a suitable structural fill be placed and
carefully compacted beneath the haunches of the line to help prevent line distortion. The
contractor(s) should also exercise considerable care in placing and compacting all trench
backfill materials.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant Pi. Page 18
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
Cables are typically significantly less susceptible to settlement actIvIty or distortion in
installation than pipes. Pipes can change shape because of inadequate support or excessive
overhead loading. To avoid this possibility, we recommend that the contractor(s) make sure
that each utility line is set on a suitable bedding material in accordance with the manufacturers'
recommendations. Once set in-place, it is critical that adequate fill support is provided beneath
the pipe haunches to help prevent pipe distortion under load, and that the fill cover within
about one foot of the crown of the pipe be adequately compacted with hand operated
compaction equipment. We recommend that all utility lines be installed in strict compliance
with the respective manufacturer's recommendations. If there is a conflict between the
manufacturer's specifications and the recommendations in this report the manufacturer's
specifications should govern.
In our experience utility trench fill has been the source of the majority of post construction fill
settlement problems, particularly in pavement areas. Many utility contractors do not expend
any effort in placing trench backfill in thin layers, as described above, or in compacting each
layer of backfill to the recommended degree. As a result, over a relatively short period the
trench backfill has a tendency to settle thereby leaving a hollow or depression along its
alignment.
::::> It is our current understanding that there are no existing underground utilities within the site.
However, if utility pipes are encountered during construction, they should be plugged or
removed so that they do not provide a conduit for water and cause soil saturation and stability
problems.
G. Construction Observation
::::> The analysis and recommendations submitted in this report are based in part upon the data
obtained from the assumptions and data gathered for this investigation. The nature and extent
of variations across the site may not become evident until construction. If variations then
become apparent, it will be necessary to re-evaluate the recommendations of this report.
::::> ACE is delegating and relinquishing responsibility to the owner/contractor to ensure that the
recommendations presented in this report are called to the attention of the owner/contractor,
subcontractors, and any governmental body that may have jurisdiction and that these
recommendations are carried out in the field.
::::> ACE recommend that the owner/contractor observe compliance with the design concepts,
specifications and recommendations and notify us immediately to allow design changes in the
event that subsurface conditions differ from that anticipated prior to the start of construction.
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GEOTECHNICAL REPORT FOR: Keystone Block Retaining Wall / 7014 Cormorant PI. Page 19
November 15,2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
=> Specifically, we recommend that the owner/contractor closely observe the following aspects of
the construction:
1) Earthwork Excavation: site clearing and debris removal, excavations, subgrade
preparation for retaining walls;
2) Earthwork Placement: filling, compaction operations including road fill, retaining
wall or trench backfill, should be monitored and verified to ensure compliance with
the existing fill removal and compaction requirements as outlined in this report;
3) Drainage: retaining wall subdrains, rain water leaders, area drains, surface ditches,
positive surface gradients adjacent to the home, discharge location.
H. Future Performance
All owners and occupants of property located on hillsides should realize that landslide movements
are alwavs a possibility, although generally the likelihood is very low that such an event will actually
occur. The probability that landsliding will occur is substantially reduced by the proper maintenance
of drainage measures at the site. Therefore, the property owner should recognize the responsibility
for performing such maintenance (see detailed discussion in Appendix A). Consequently, ACE
recommends that a copy of this report be provided to any future homeowners of the property
if the home is sold.
v. CALCULATIONS
A. Retaining Wall
=> Appendix C shows the Keystone Retaining wall calculations for this site. The presumptive soil
bearing capacity(s) as well as the <p angle s used in the 'Rankine (modified) method' for
determining soil properties is listed in these calculations. Keystone recommends a "Global
Stability Analysis" be conducted for "tiered retaining wall" systems.
B. Global Stability Analysis
=> Appendix D presents the summarized findings of the global stability analysis for this project.
The overall Factor of Safety of 1.4 is acceptable for this application. The overall stability
calculations for the existing slope without geotextile reinforcement indicated a Factor of Safety
of less than 1.0. The localized Factor of Safety for the Keystone retaining walls is shown to be
about 1.6.
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November 15, 2002 - Lot 65,Plat of "Dockside on Kitsap Lake"/Bremerton,W A A22091
Limitations
The information presented has been compiled for and is directed at identifying possible geologic hazards
with regard to landslide and erosion hazard areas. The information presented has been compiled using
generally accepted geologic and engineering techniques in use at the time of this report. The use of this
report for the future development assumes no warranty expressed or implied for the geologic and soils
conditions described. The information presented here is applicable to the subject property only.
Information presented is directed at identifying possible critical areas as defined by the Bremerton City
Ordinance. If during development of the lot, conditions are found to differ or change, ACE should be
contacted to re-examine the conditions with regard to the proposed project.
Should any part and/or section ofthis report (including field observations by ACE or its' representatives)
conflict with or omit requirements of the 'Bremerton City Development Regulations-Storm Drainage
and Site Development Ordinances/Standards AND/OR Bremerton City Building Code Regulations (as
adopted UBC 1997), the Bremerton City requirements shall govern.
************************************************
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PUBLISHED RESOURCE BIBLIOGRAPHY
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"'M61ena:*"De~, .'196~,'Geol()~ie\Mapand: Diagrahuuatic, Sectiofis 'of t1ieKHsap'Peninsulaahd,~~rtain'
; Adia:cent.I~Hriids;' Sta:~e,ofWas!iihgt(m:,;DePm1trleht qf Conseivatiori,J'jivi~iorr ofW~te~ Re.sourc;es ',' '
. " , ," )". '" ''{ " '~, " ~"-, '. -} ""
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", U ~S. 'Geol()gi'caLSbrveY,l!~nartinent,of:li1terior,Natioual, J'yfapping Division{ Brerrit;;rton 'Quadrangle,
Kiisap'County;';Washington,is miriuteseries{topbgraphi6)map,;sc:alej:24:~OOtk' ' " "
\' "', y' , , " ':._'" : '"<~." \, , ,,' . ",- ,"'-. ,'" ' ,." ',' i, ' "" ' '.', ' -<',"', '..." -'.... "; .
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\ ","", ~. , ~ ~." "- ;\" '~. ',' ~': ,',.",,'>. '\, ,':~, ,,~,,"' ;'.'. ' l'\' i,~ ,\ ,~::- :' -' .k'::": ~-' c ',""','~". >;-,',',
" '3 .:W asljingtorr Departmept()f,Ecology, ,1979; Coastal Zohe:,Atlas o(Washing~6h;: Kit~ap ,Co\rniy, ,
'6nlineresolirce;scale 1:24;000;" " ' " " ", "/
>':.','- "Ir "" .'~" ~,'.:.::2 <; ~~\':':'<"':",';_,\~",', "_ ,," .:, I~' ", . '.. :", ;' I~" ,',' _~,":"~ '~"'.' >' ." . ',,,_ :,'~ :' ':~, _
", '4;: MoTyfllrphy,C,<hl i:, 1977,Soit:'~urveY;0f:kitsap'cJbunt~'~r~~\Vashington: l/s.s,pilCb~~etv~tiQri':'
, ,;Servict(;p:6,3,Q,'3'l,,66;101 ,~lb, '119,f23;&~':Shee(N'um5er }T ;', ",' ", ' ,
, ".";.' -;.', ,,' ',' -.' '" . \. .', '-',-,:"-,, \^" ' ,"\
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ARNEBERG CONSULTING ENGINEERS
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GUIDE TO THE MAINTENANCE OF HILLSIDE HOME SITES
During the wet winter season, homeowners, particularly those living in houses placed on fill
(man-placed earth) or in the vicinity of excavated (cut) slopes, become concerned about the
condition of their building site. In general, modern design and construction practice minimizes
the probability of serious landsliding (slope failure). Assuming the grading codes of the local
jurisdictions (cities and counties) concerning filled land, excavation, terracing and slope
construction are followed, these codes are adequate to meet almost any natural occurrence.
Therefore, the concern of the homeowner should be directed toward maintaining slopes, drainage
provisions and facilities so that they will perform as designed.
The following discussion, general recommendations and simple precautions are presented to help
the homeowner maintain his hillside building site.
The general public often regards the natural terrain as stable - -"terra firma.' This is, of course,
an erroneous concept. Nature is always at work altering the landscape. Hills and mountains are
worn down by mass wasting (erosion, sliding, creeping, et cetera) and the valleys and lowlands
collect these products. Thus the natural process is toward leveling the terrain. Periodically (over
tens of millions of years) major land movements rebuild mountains and hills, and these processes
begin over again. In some areas these-processes are very slow, and in others they are more rapid.
Development of hillsides for residential use is carried out, as far as possible, to enhance the
natural stability of the site and to minimize the probability of instability resulting from the
grading necessary to provide home sites, streets, yards, and other improvements. This has been
done by the developer and designers on the basis of geologic and soil mechanics investigations.
In order to be successful, the slope, drainage provisions and facilities must be maintained by the
homeowner.
Homeowners are accustomed to maintaining their homes; they expect to paint their houses
periodically, replace wiring, clean out clogged plumbing, and repair roofs. Maintenance of the
home site, particularly on hillsides should be considered on the same basis, or even on a more
serious basis, because neglect can result in serious consequences. In most cases, lot and site
maintenance can be taken care of along with landscaping, and can be carried out more
economically to the homeowner than repair after neglect.
Most slope and hillside lot problems are associated with water. Uncontrolled water from a
broken pipe, cesspool or wet weather causes most damage. Wet weather is the largest cause of
slope problems, particularly in the Pacific Northwest. Therefore, drainage and erosion control
are the most important aspects of home site stability, and these provisions must not be altered
without competent professional advice. Further, maintenance must be carried out to assure their
continued operation.
As geotechnical engineers concerned with the problems of building sites in hillside
developments, we offer the following list of recommended "Do's and Don'ts" as a guide to
homeowners.
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ARNEBERG CONSULTING ENGINEERS
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Page A2
1. DO check roof drains, gutters and down spouts to be sure they are clear. Depending
on your location, if you do not have roof gutters and down spouts, you may wish to
install them because roofs and their wide, flat space can shed tremendous quantities of
water. Without gutters or other adequate drainage, water falling from the eaves
collects against foundation and basement walls, which can be undesirable.
2. DO clear surface and terrace drainage ditches, and check them frequently during the
rainy season. Use a shovel, if necessary. Ask your neighbors to do likewise.
3. DO be sure that all drainage ditches have outlet drains that are open. This should be
tested during dry weather. Usually this can be done simply with a hose. If blockage
is evident, you may have to clear the drain mechanically.
4. DO check all drains at top of slopes to be sure that they are clear and that water will
not overflow the slope itself, causing erosion.
5. DO keep subsurface drain openings (weep-holes) clear of debris and other material
that could block them in a storm.
6. DO check for loose fill above and below your property if you live on a slope or
terrace.
7. DO watch hoses and sprinklers. During the rainy season, little, if any, irrigation is
required. Over-saturation of the ground is not only unnecessary, and expensive on the
water bill, but can cause subsurface drainage.
8. DO watch for water backup of drains inside the house and toilets during a rainy
season, since this may indicate drain or sewer blockage.
9. DO exercise ordinary precaution. Your house and building site were constructed to
meet certain standards that should protect against any natural occurrence if you do
your part in maintaining them.
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ARNEBERG CONSULTING ENGINEERS
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Page A3
1. DON'T block terrace drains and brow ditches on slopes or at the tops of cut or fill
slopes. These are designed to carry away runoff to a place where it can be safely
distributed. Generally, a little shovel work will remove any accumulation of dirt and
other debris that may clog the drain.
If several homes are located on the same terrace, it is a good idea to check with your
neighbors. Water backed up on their property may eventually reach you. Water
backed up in surface drains will tend to overflow and seep into the terraces, creating
less stable slopes. Maintain the ground surface upslope of lined ditches to ensure that
surface water is collected in the ditch and is not permitted to he trapped behind or
under the lining.
2. DON'T permit water to collect or pond on your home site. Water gathering here will
tend to either seep into the ground (loosening fill or natural ground), or will overflow
into the slope and begin erosion. Once erosion is started, it is difficult to control and
severe damage may result rather quickly.
3. DON'T connect roof drains, gutters or down spouts to subsurface drains. Rather,
arrange them so that water either flows off your property in a specially designed pipe
or flows out into a paved driveway or street. The water then maybe dissipated over a
wide surface or, preferably may be carried away in a paved gutter or storm drain.
Subdrains are constructed to take care of ordinary subsurface water and cannot handle
the overload from roofs during a heavy rain.
4. DON'T permit water to spill over slopes, even where this may seem a good way to
prevent ponding. This tends to cause erosion and, in the case of fill slopes, can eat
away carefully designed and constructed sites.
5. DON'T drop loose soil or debris over slopes. Loose soil soaks up water more readily
than compacted fill. It is not compacted to the same strength as the slope itself and
will tend to slide when laden with water; this may even affect the soil beneath the
loose soil. The sliding may clog terrace drains below or may cause additional damage
in weakening the slope. If you live below a slope, try to be sure that loose fill is not
dumped above your property.
6. DON'T discharge water into subsurface blanket drains close to slopes. Trench drains
are sometimes used to get rid of excess water when other ways of disposing of water
are not readily available. Overloading these drains saturates the ground and, if
located close to slopes, may cause slope failure in their vicinity.
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ARNEBERG CONSULTING ENGINEERS
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Page A4
7. DON'T discharge surface water into septic tanks or leaching fields. Not only are
septic tanks constructed for a different purpose, but also they will tend, because of
their construction, to accumulate additional water naturally from the ground during a
heavy rain. Overloading them artificially during the rainy season is bad for the same
reason as subsurface subdrains, and is doubly dangerous since their overflow can pose
a serious health hazard. In many areas the use of septic tanks should be discontinued
as soon as sewers can he made available.
8. DON'T over-irrigate slopes. Naturally, ground cover of blackberry bushes and other
vegetation may require some moisture during the hot summer months to establish
rooting, but during the wet season, over-irrigation can cause heavy ground cover to
pull loose. This not only destroys the cover, but also starts serious erosion. In some
areas, heavy ground cover can cause surface sloughing when saturated due to the
increase in weight and weakening of the near-surface soil. Planted slopes should be
planned where possible to acquire sufficient moisture when it rains.
9. DON'T let water gather against foundations, retaining walls and basement walls.
These walls are built to withstand the ordinary moisture in the ground and are, where
necessary, accompanied by subdrains to carry off excess. If water is permitted to
pond against them, it may seep through the wall, causing dampness and leakage inside
the basement. Further, it may cause the foundation to swell up, or the water pressure
could cause structural damage to walls.
10. DON'T try to compact behind walls or in trenches by flooding with water. Not only
is flooding the least efficient way of compacting fine-grained soil, but it could damage
the wall foundation or saturate the subsoil.
11. DON'T leave a hose and sprinkler running on or near a slope, particularly during the
rainy season. This will enhance ground saturation that may cause damage.
12. DON'T block ditches that have been graded around your house or the lot pad. These
shallow ditches have been put there for the purpose of quickly removing water toward
the driveway, street or other positive outlet. By all means, do not let water become
ponded above slopes by blocked ditches.
A typical slope section showing various grading and drainage requirements as well as terms used
for hillside developments is attached.
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TYPICAL SLOPE SECTION
(Not to Sco.le)
~
Downspout
""-
Solid Pipe
\
CONDITIONS:
TlGHTLINE DOWNSPOUTS AND
PERIMETER DRAINS TO A DOWN SLOPE
LOCATION SO DOWNSPOUT DISCHARGE
DOES NOT EMPTY INTO PERIMETER
DRAINAGE SYSTEM.
CDFill Slope
0Drainage Terrace
G)Lined Ditch
G)Curb to Prevent Slope Erosion
~Drain Pipe Provided with Positive
Outlet on a Paved Surface
@Downspout
CDRoof Gutter
CIDDrain Pipe Connected to Solid Pipe and
Discharged to an Approved Drainage Facility
fDrainage Swale
1 Weep Hopes Through Retaining Wall
11 Retaining Wall
1 Original Ground Surface
Cut Slope
Q3l Subdrain
~ Curtain Drain
@ Wedge Drain
@ Fill Compacted to Engineering Specifications
and benched into competent material
@ Bench
@ Blanket Drain
DET AIL
(Not to Sco.le)
Note: Acknowledgment i. hereby mode to the
Son Diego Chapter of the California Council
of CiVIl Engineers and Land Surveyors.
ARNEBERG CONSULTING ENGINEERS
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TYPICAL SLOPE SECTION
FIGURE A-l
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KEYSTONE RETAINING WALL DESIGN
Based on Rankine (modified) Methodology
3.1.5
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Analysis: 1st Tier
Unit Type: Compac
Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft
BackSlope Geometry: 10.00 deg. slope, 3.00 ft long
Surcharge: LL -- 1000 psfuniform surcharge
Offset= 3.00 ft; Load Width= 1.00 ft
Slidinl!: Overturninl!:
3.83 8.19
A C(mJ'EQ; CCNPANY
Project: Gary Grote
Proj. No.: A2209l
Design Parameters
Soil Parameters ~
Reinforced Fill: 34
Retained Fill: 30
Foundation Fill: 34
Reinforce Fill Type: Silts & sands
Unit Fill: Crushed Stone, 1 inch minus
~
o
o
o
Factors of Safety
Sliding:
Pullout:
Connection
1.50
1.50
Overturning:
Uncertainties:
Peak:
Date: 11/22/2002
By: JAA
LN
120
120
120
~- -~-:,
- I
o .. 12
H I
irv 11
Bearing:
2.00
Reinforcing Parameters: Mirafi XT Geogrids
Tult RFcr RFd
Miragrid 03XT 2803 1.67 1.10
RFid
1.15
j
2.00
1.50
1.50
Serviceability:
N/A
Results:
Factors of Safety:
Calculated Bearing Pressure: 1252 psf
Eccentricity at base: -0.41 ft
Reinforcing: (ft & lbs/ft) Calculated
Laver Heil!:ht Lenl!:th Tension Reinf. Tvpe
3 4.67 6.0 208 Miragrid 03XT
2 2.67 6.0 543 Miragrid 03XT
1 0.67 6.0 463 Miragrid 03XT
Reinforcing Quantities (no waste included):
Miragrid 03XT: 2.00 sy/ft
LTDS
1327
..xL
1.50
Tal
884
~
0.90
Cds
0.90
Case: Case 1
Wall Batter: 0.00 deg.
embedment: 1.50 ft
DL -- 0 psfuniform surcharge
Bearinl!:
16.04
Shear
3.58
Bendinl!:
3.13
Allow. Peak
Tension Connection
Tal Tel
884 OK 500 OK
884 OK 522 ok?
884 OK 544 OK
(% of Rein. Strength Used = 46 %)
Pref: Serv.! Embed.! HingeHt.!
Serviceablity
Connection
Tsc
N/A
N/A
N/A
Pullout
FS
2.96 ok
3.54 ok
8.24 ok
- 1 -
ARNEBERG CONSULTING ENGINEERS
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Hand Calculation
r., <X*'B:H COYPANY
Date: 22 November 2002
Designer: JAA
Project: Gary Grote
Case: 1 st Tier
Design Method: Rankine-w/Batter (modified soil interface)
Soil Parameters:
Reinforced Fill
Retained Zone
Foundation Soil
-L
34
30
34
~
o
o
o
y pcf
120
120
120
Leveling Pad: Crushed Stone
Modular Concrete Unit
Compac
Depth
1. 00 ft
In-Place Wt.
120 pcf
Geometry
Internal Stability (Broken geometry)
Height: 6. 00 ft
Backslope: Angle: 10.0 deg
Batter: 0.00 deg
Surcharge: Dead Load: o psf
External Stability (Horizonalgeometry)
Height: 6.35 ft
Backslope: Angle: 10.00 deg
Batter: 0.00 deg
Surcharge: Dead Load: 0
Base width: 6.0
Height:
0.35 ft
Live Load: 1000 psf
Height:
0.00 ft
Live Load: 1000 psf
Minimum Design Safety Factors
sliding = 1.50
pullout = 1.50
uncertainties = 1.50
overturning = 2.00
shear = 1.50
connection = 1.50
bearing = 2.00
bending = 1.50
Internal: External
<1>= 34 deg <1>= 30 deg
a= 90.00 deg a= 90.00 deg
0= 10.00 deg 0= 10.00 deg
0= 1.68 deg 0= 1.68 deg
H= 6. 00 ft Hn = 6.35 ft
ka = 0.299 ka = 0.328
p = 64.00 p= 59.59
-~
Earth Pressures:
sinJ(a +~)
k~= J
sinJ a sin( a _ 0)[1 + sin(, + a) sin(~ - P) ]
sin( a- a) sin(a+,8) H
Hinge Height:
2CG
Hg_ht::: tan (batter)
Hinge Ht= 10000 ft
Pref: Serv.! Embed.! Hin eHt./
- 2 - ARNEBERG CONSUL T1NG ENGINEERS
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A c(M1EC8 CCNPANY
Reinforcing Parameters: Mirafi Xl Geogrids
-I1!!L RFcr RFd RFid
Miragrid 03XT 2803 1.67 1.10 1.15
LTDS ~ ~
1327 1.50 884
~ Cds
0.90 0.90
Connection Parameters: Mirafi Xl Geogrids
Frictional 1
Miragrid 03XT Tcl= Ntan(7.83) + 728
Break pt
2922
Frictional 2
Tcl= Ntan(O.OO) +0
Unit Shear Data
Base Shear
Shear = N tan (40. 00)
Inter-Unit Shear
Shear = N tan (26. 90) + 767.44
Calculation:
Calculated Reactions
For the "modified" design method, the back of the mass assumed to be vertical for
calculation of resisting forces.
effective sliding length = 6.00 ft
Earth Pressure Equations
Pa = D.5H(,wca - 2c~)
Pa_h = PaCos(O)
Pa _ v = PaSir( 8)
Pq = qHka
Pq _h = PqCo:s(J)
Pq _ v = PqSir(8)
JJ~
Reactions are:
Area Force Arm-x Arm-y Moment
W1 719.98 [0.500J 3.000 360
W2 3600.00 [3.500J 3.000 12600 eff. length
W3 42.32 [2. 333J 6.118 99
W4 126.93 [4.500J 6.176 571
ql 3000.00 [4.500J 6.353 13500
Pa_h 793.76 N/A [2. 118J -1681
Pa v 23.32 [6.000J N/A 140
Sum V = 7512.56 Sum Mr = 27269.88
Sum H = 793.76 Sum Mo = -1681
Calculate Sliding at Base
For Sliding, Vertical Force = W1 +W2+W3+W4+qd
= 4513
The resisting force within the rein. mass, RC 1 = N tan(34)
::: 3044
The resisting force at the foundation, RC2 ::: N tan(34)
::: 3044
The driving forces, Df, are the sum of the external earth pressures:
Pa + Pql + Pqd ::: 794
the Factor of Safety for Sliding is RC2/Df::: 3.83
Pref: Serv.! Embed.! Hin eHt./
- 3 - ARNEBERG CONSUL TlNG ENGINEERS
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Calculate Overturning:
Overturning moment: Mo = Sum Mo
Mo = 1681
Resisting moment: Mr = Sum Mr
Mr= 13770
Factor of Safety of Overturning = Mr/Mo = 8.19
Calculate eccentricity at base: with surcharge 1 without surcharge
Sum Moments = 25589/12089
Sum Vertical = 751314513
Base Length = 6.00
e = -0.41/0.32
Calculate Ultimate Bearing based on shear:
where: Nq = 29.44
Nc = 42.16
Ng = 41.06 (ref. Vesic(1973, 1975) eqns)
Quit = 20082 psf
Equivalent footing width, B = L -2e = 6.00 1 5.36
Bearing pressure = sumV/B = 1252 psf 1842 psf [bearing is greatest with liveload]
Factor of Safety for bearing = Qult/bearing= 16.04
Pref: Serv.! Embed.! Hin eHt./
- 4 - ARNEBERG CONSUL T1NG ENGINEERS
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A~HCO\APANY
Calculate Tensions in Reinforcing:
The tensions in the reinforcing layer, and the assumed load at the connection,
is the vertical area supported by each respective layer, SV.Column [6] is 2c sqrt(ka).
Table of Results ppf
ill m Ql 111 llil rm ill illl illl I1QJ l11l
Laver Depth zi ..!J.L ka/rho ~ (Pas+Pasd) g (5+6)cos( d)-7 -IL Tel Tsc
0.00 0.299/64 0 0 0 0
2 1.33 208 500 N/A
2.33 0.218/44 71 137 0 208
1 3.33 543 522 N/A
4.33 0.305/58 343 408 0 751
0 5.33 463 544 N/A
6.00 0.299/64 647 568 0 1214
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A CCN'I'RH CGAPANY
Calculate sliding on the reinforcing:
The shear value is the lessor of base-shear or inter-unit shear.
[1 ] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11 ] [12]
Layer Depth zi -'=L li. Cds ..l RF ka Pa Pas DF FS
3 1.33 0.00 1 0.90 849 849 0.191 20 34 54 > 10
2 3.33 5.00 2177 0.90 970 2292 0.328 267 0 267 8.58
1 5.33 5.00 3388 0.90 1092 3149 0.328 636 0 636 4.95
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A CX'*1BHCa-APANY
Calculate pullout of each layer
In the Coulomb, AASHTO, and Rankine methods, the FoS of pullout is calculated as the individual
layer pullout (Rf) divided by the tension (Of) in in that layer.
The angle of the failure plane is: 28.00 degrees from vertical
[1] [2] [3] [4] [5] [6] [7] [8]
Layer Depth zi Le SumV Q POi ..IL FS PO
3 1.33 2.52 507 0.90 616 208 2.96
2 3.33 3.58 1581 0.90 1919 543 3.54
1 5.33 4.65 3141 0.90 3814 463 8.24
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t., oeN'IECH CCNPANY
Check Shear & Bending at each layer
Bending on the top layer the FoS of Overturning of the units.
need to be moved back from the face.)
[1] [2] [3] [4] [5] [6]
Laver Depth zi ~ DF DM Pv
3 1.33 1.33 25 15 0
2 3.33 1.00 178 121 320
1 5.33 1.00 205 86 560
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[7]
RM
80
380
620
[8]
FS b
5.46
3.13
7.22
(Most surcharge loads
[9] [10]
Shear FS Sh
849 25.74
970 3.64
1092 3.76
C:\ACE Project Files\Keystone Wall Files\ACEProjs\2002\A22091\Prelimary Design.kwp
I
KEYSTONE RETAINING WALL DESIGN
Based on Rankine (modified) Methodology
3.1.5
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A Cl:.~ CCMPANY
Project: Gary Grote
Proj. No.: A22091
Design Parameters
Date: 11/22/2002
By: JAA
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Soil Parameters --<L
Reinforced Fill: 34
Retained Fill: 30
Foundation Fill: 34
Reinforce Fill Type: Silts & sands
Unit Fill: Crushed Stone, 1 inch minus
-Ulli
o
o
o
L..Rff
120
120
120
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Factors of Safety
Sliding:
Pullout:
Connection
2.00
1.50
1.50
Overturning:
Uncertainties:
Peak:
1.50
1.50
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Reinforcing Parameters: Mirafi XT Geogrids
Tult RFcr RFd
Miragrid 03XT 2803 1.67 1.10
Tal
884
RFid
1.15
LTDS
1327
....EL
1.50
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Analysis: 2nd Tier
Unit Type: Compac
Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft
BackSlope Geometry: 10.00 deg. slope, 6.00 ft long
Surcharge: LL -- 500 psfuniform surcharge
Offset= 6.00 ft; Load Width= 1.00 ft
Slidinl! Overturninl!
2.63 7.74
Bearinl!
21.21
Case: Case 2
Wall Batter: 0.00 deg.
embedment: 1.50 ft
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DL -- 1000 psfuniform surcharge
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Results:
Factors of Safety:
Calculated Bearing Pressure: 1412 psf
Eccentricity at base: -0.75 ft
Reinforcing: (ft & lbs/ft) Calculated
Laver Heil!ht Lenl!th Tension Reinf. Tvpe
3 4.67 10.0 99 Miragrid 03XT
2 2.67 10.0 282 Miragrid 03XT
1 0.67 10.0 596 Miragrid 03XT
Reinforcing Quantities (no waste included):
Miragrid 03XT: 3.33 sy/ft
Allow. Peak
Tension Connection
Tal Tel
884 OK 500 OK
884 OK 522 OK
884 OK 544 ok?
( % of Rein. Strength Used = 3 7 o/~ )
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~
---~-I
13
/
2
1
,1
Bearing:
2.00
Serviceability:
N/A
...!L
0.90
Cds
0.90
Shear
3.66
Bendinl!
5.30
Servicea blity
Connection
Tsc
N/A
N/A
N/A
Pullout
FS
> 1 0 ok
> 1 0 ok
> lOok
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Hand Calculation
Date: 22 November 2002
Designer: JAA
Project: Gary Grote
Case: 2nd Tier
Design Method: Rankine-w/Batter (modified soil interface)
Soil Parameters:
Reinforced Fill
Retained Zone
Foundation Soil
~
34
30
34
~
o
o
o
y pcf
120
120
120
Leveling Pad: Crushed Stone
Modular Concrete Unit
Compac
Depth
1. 00 ft
In-Place Wt.
120 pcf
Geometry
Internal Stability (Broken geometry)
Height: 6. 00 ft
Backslope: Angle: 10.0 deg
Batter: 0.00 deg
Surcharge: Dead Load: 1000 psf
External Stability (Horizonal geometry)
Height: 6.88 ft
Backslope: Angle: 10.00 deg
Batter: 0.00 deg
Surcharge: Dead Load: 1000
Base width: 10.0
Height:
0.88 ft
Live Load: 500 psf
Height:
o. 00 ft
Live Load: 500 psf
Minimum Design Safety Factors
sliding = 1.50
pullout = 1.50
uncertainties = 1.50
overturning = 2.00
shear = 1.50
connection = 1.50
bearing = 2.00
bending = 1.50
sin:J(a +~)
k~= :J
:J [sin(~+8)si"'(~- It.]
sin a sin( a - 8) 1 + ., 1-')
sin( a - 8) sin( a + /3)
~
Pa
Earth Pressures:
H
Internal: External
<1>= 34 deg <1>= 30 deg
a= 90.00 deg a= 90.00 deg
[3= 10.00 deg [3= 10.00 deg
8= 4.20 deg 8= 4.20 deg
H= 6.00 ft Hn = 6.88 ft
ka = 0.261 ka = 0.321
p = 48.00 p= 59.01
Hinge Height:
2CG
Hg_ht = tan (batter)
Hinge Ht= 10000 ft
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r:.,Ct.~HCOMPANY
Reinforcing Parameters: Mirafi XT Geogrids
---.I!!!L RFcr RFd RFid
Miragrid 03XT 2803 1.67 1.10 1.15
LTOS ~ ~
1327 1.50 884
~ Cds
0.90 0.90
Connection Parameters: Mirafi XT Geogrids
Frictional 1
Miragrid 03XT Tcl= Ntan(7.83) + 728
Break pt
2922
Unit Shear Data
Base Shear
Shear = N tan (40. 00)
Frictional 2
Tcl= Ntan(O.OO) +0
Inter-Unit Shear
Shear = N tan (26. 90) + 767.44
Calculation:
Calculated Reactions
For the "modified" design method, the back of the mass assumed to be vertical for
calculation of resisting forces.
effective sliding length = 10.00 ft
Earth Pressure Equations
Pa = O.5H(pika-2c~)
Pa_h = PaCos(8)
Pa_v = PaSir(8)
Pq = qHka
Pq _11 = PqCos(8)
Pq _ v = PqSir(8)
Reactions are:
Area Force Arm-x Arm-y Moment
W1 719.98 [O.500J 3.000 360
W2 6480.00 [5.500J 3.000 35640 eft'. length
W3 264.49 [4. 333J 6.294 1146
W4 423. 16 [8. OOOJ 6.441 3385
ql 2000.00 [8. OOOJ 6.882 16000
qd 4000.00 [8.000J 6.441 32000
Pa h 909.32 N/A [2. 294J -2086
Pa v 66.80 [10.000J N/A 668
Pqd_h 2202 N/A [3.441 J -7578
Pqd v 162 [10.000J N/A 1618
Sum V = 14116.22 Sum Mr = 90817.32
Sum H = 3111.64 Sum Mo = -9664
Calculate Sliding at Base
For Sliding, Vertical Force = W1 +W2+W3+W4+qd
= 12116
The resisting force within the rein. mass, RC 1 = N tan(34)
= 8172
The resisting force at the foundation, RC2 = N tan(34)
= 8172
The driving forces, Of, are the sum of the external earth pressures:
Pa + Pql + Pqd = 3112
the Factor of Safety for Sliding is RC2/0f = 2.63
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A ~'*1ECH CavlPANY
Calculate Overturning:
Overturning moment: Mo = Sum Mo
Mo = 9664
Resisting moment: Mr = Sum Mr
Mr = 74817
Factor of Safety of Overturning = Mr/Mo = 7.74
Calculate eccentricity at base: with surcharge 1 without surcharge
Su m Moments = 81154/65154
Sum Vertical = 14116/12116
Base Length = 10.00
e = -0.75/-0.38
Calculate Ultimate Bearing based on shear:
where: Nq = 29.44
Nc = 42.16
Ng = 41.06 (ref. Vesic(1973, 1975) eqns)
Quit = 29937 psf
Equivalent footing width, B = L -2e = 10.00/10.00
Bearing pressure = sumV/B = 1412 psf 11212 psf [bearing is greatest with live load]
Factor of Safety for bearing = Qult/bearing= 21.21
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A~~COlAPANY
Calculate Tensions in Reinforcing:
The tensions in the reinforcing layer, and the assumed load at the connection,
is the vertical area supported by each respective layer, SV.CoJumn [6] is 2c sqrt(ka).
Table of Results ppf
ill 0 [ill ill llil Iill ill rm [ill L1Ql l11l
Laver Depth zi ~ ka/rho Ee (Pas+Pasd) f (5+6)cos( d)-7 -IL Tcl Tsc
0.00 0.261/48 0 0 0 0
2 1.33 99 500 N/A
2.33 0.304/59 99 0 0 99
1 3.33 282 522 N/A
4.33 0.192/42 216 166 0 381
0 5.33 596 544 N/A
6.00
0.261/48
563
416
o
977
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A ex'MI'RH Ca...1PANY
Calculate sliding on the reinforcing:
The shear value is the lessor of base-shear or inter-unit shear.
[1 ] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11 ] [12]
Layer Depth zi j,i li Cds l RF ka Pa Pas DF FS
3 1.33 0.00 3 0.90 849 850 0.361 39 0 38 > 10
2 3.33 9.00 8412 0.90 970 6077 0.321 342 1353 1690 3.60
1 5.33 9.00 10648 0.90 1092 7556 0.321 744 1994 2731 2.77
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A. c(~HCCNPANY
Calculate pullout of each layer
In the Coulomb, AASHTO, and Rankine methods, the FoS of pullout is calculated as the individual
layer pullout (Rf) divided by the tension (Of) in in that layer.
The angle of the failure plane is: 28.00 degrees from vertical
[1] [2] [3] [4] [5] [6] [7] [8]
Laver Depth zi Le SumV Q POi -.IL FS PO
3 1.33 6.52 5665 0.90 6879 99 > 10
2 3.33 7.58 7699 0.90 9348 282 > 10
1 5.33 8.65 10219 0.90 12408 596 > 10
--.:~
(r,;
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A CCN1'BHCGAPANY
Check Shear & Bending at each layer
Bending on the top layer the FoS of Overturning of the units.
need to be moved back from the face.)
[1] [2] [3] [4] [5] [6]
Laver Depth zi ~ DF DM Pv
3 1.33 1.33 24 14 0
2 3.33 1.00 73 70 320
1 5.33 1.00 246 117 560
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[7]
RM
80
380
620
[8]
FS b
5.57
5.46
5.30
(Most surcharge loads
[9] [10]
Shear FS Sh
849 26.26
970 9.43
1092 3.15
C:\ACE Project Files\Keystone Wall Files\ACEProjs\2002\A22091\Prelimary Design.kwp
I
KEYSTONE RETAINING WALL DESIGN
Based on Rankine (modified) Methodology
3.1.5
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A CX:RftEC8 e<:NPANY
Project: Gary Grote
Proj. No.: A22091
Design Parameters
Date: 1l/22/2002
By: JAA
/
~--'~-'--:4
rM// 2 ::
Bearing: 2.00
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o
o
o
LN
120
120
120
Soil Parameters ~
Reinforced Fill: 34
Retained Fill: 30
Foundation Fill: 30
Reinforce Fill Type: Silts & sands
Unit Fill: Crushed Stone, 1 inch minus
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Factors of Safety
Sliding:
Pullout:
Connection
1.50
1.50
Overturning:
Uncertainties:
Peak:
2.00
1.50
1.50
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Reinforcing Parameters: Mirafi XT Geogrids
Tult RFcr RFd
Miragrid 03XT 2803 1.67 1.10
LTDS
1327
..xL
1.50
Tal
884
RFid
1.15
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Case: Case 3
Wall Batter: 0.00 deg.
Analysis: 3rd Tier
Unit Type: Compac
Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft
BackSlope Geometry: 10.00 deg. slope, 6.00 ft long
Surcharge: LL -- 1000 psf uniform surcharge
Offset= 6.00 ft; Load Width= 1.00 ft
Slidin2 Overturnin2
1.01<< 7.74
1612 psf
embedment: 1.50 ft
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DL -- 1000 psfuniform surcharge
Bearin2
10.40
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Results:
Factors of Safety:
Calculated Bearing Pressure:
Eccentricity at base: -1.03 ft
Reinforcing: (ft & Ibs/ft) Calculated
Laver Hei2ht Len2th Tension Reinf. Tvpe
4 4.67 10.0 99 Miragrid 03XT
3 2.67 10.0 222 Miragrid 03XT
2 1.33 5.0 371 Miragrid 03XT
1 0.67 10.0 407 Miragrid 03XT
Reinforcing Quantities (no waste included):
Miragrid 03XT: 3.89 sy/ft
Allow. Peak
Tension Connection
Tal Tel
884 OK 500 OK
884 OK 522 OK
884 OK 536 OK
884 OK 544 OK
(% of Rein. Strength Used = 36 %)
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Serviceability: N/ A
....!L
0.90
Cds
0.90
Pullout
FS
> lOok
> lOok
6.56 ok
> lOok
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Shear
5.36
Bendin2
5.57
Serviceablity
Connection
Tsc
N/A
N/A
N/A
N/A
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Hand Calculation
Date: 22 November 2002
Designer: JAA
A, C<OOECHCWPANY
Project: Gary Grote
Case: 3rd Tier
Design Method: Rankine-w/Batter (modified soil interface)
Soil Parameters:
Reinforced Fill
Retained Zone
Foundation Soil
~
34
30
30
~
o
o
o
y pcf
120
120
120
Leveling Pad: Crushed Stone
Modular Concrete Unit
Compac
Depth
1. 00 ft
In-Place Wt.
120 pet
Geometry
Internal Stability (Broken geometry)
Height: 6.00 ft
Backslope: Angle: 10.0 deg
Batter: 0.00 deg
Surcharge: Dead Load: 1000 pst
External Stability (Honzonalgeometry)
Height: 6.88 ft
Backslope: Angle: 10.00 deg
Batter: 0.00 deg
Surcharge: Dead Load: 1000
Base width: 10.0
Height:
0.88 ft
Live Load: 1000 pst
Height:
O. 00 ft
Live Load: 1000 pst
Minimum Design Safety Factors
sliding = 1.50
pullout = 1.50
uncertainties = 1.50
overturning = 2.00
shear = 1.50
connection = 1.50
bearing = 2.00
bending = 1.50
Internal: External
<1>"" 34 deg <1>"" 30 deg
u"" 90. 00 deg u"" 90. 00 deg
[3= 10.00 deg [3"" 10.00 deg
8= 4.20 deg 8= 4.20 deg
H= 6.00 ft Hn = 6.88 ft
ka = 0.261 ka = 0.321
p = 48.00 p= 59.01
Earth Pressures:
sin3(a +~)
kQ. = ~
sin~ a sin( a _ 0)[1 + sin(; + 0) sin(~ - ,8) ]
sin( a - 0) sin( a + ,6) H
Hinge Height:
2CG
Hg_ht = tan (batter)
Hinge Ht= 10000 ft
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A,"~HCCNPANY
Reinforcing Parameters: Mirafi XT Geogrids
--I!:!lL RFcr RFd RFid
Miragrid 03XT 2803 1.67 1.10 1.15
L TDS ...EL ~
1327 1.50 884
....Q.L Cds
0.90 0.90
Connection Parameters: Mirafi XT Geogrids
Frictional 1
Miragrid 03XT Tel= Ntan(7.83) + 728
Break pt
2922
Unit Shear Data
Frictional 2
Tel= Ntan(O. 00) +0
Base Shear
Shear = N tan(40.00)
Inter-Unit Shear
Shear = N tan (26. 90) + 767.44
Calculation:
Calculated Reactions
For the "modified" design method, the back of the mass assumed to be vertical for
calculation of resisting forces.
effective sliding length = 1 O. 00 ft
Earth Pressure Equations
Pa = O.5H(p:lka - 2c~)
Pa_h = PaCo.s(O)
Pa _11 = PaSir(O)
Pq = qHka
Pq _h = PqCo.s(O)
Pq _11 = PqSir(O)
Reactions are:
Area Force Arm-x Arm-y Moment
W1 719.98 [0.500J 3.000 360
W2 6480.00 [5.500J 3.000 35640 eff. length
W3 264.49 [4. 333J 6.294 1146
W4 423.16 [8.000J 6.441 3385
ql 4000.00 [8. OOOJ 6.882 32000
qd 4000.00 [8. OOOJ 6.441 32000
Pa_h 909.32 N/A [2. 294J -2086
Pa_v 66.80 [10.000J N/A 668
Pqd_h 2202 N/A [3.441J -7578
Pqd v 162 [10.000J N/A 1618
Sum V = 16116.22 Sum Mr = 106817.32
Sum H = 3111.64 Sum Mo = -9664
Calculate Sliding at Base
For Sliding, Vertical Force = W1+W2+W3+W4+qd
= 12116
The resisting force within the rein. mass, RC 1 = N tan(34)
= 8172
The resisting force at the foundation, RC2 = N tan(30)
= 6995
The driving forces, Of, are the sum of the external earth pressures:
Pa + Pql + Pqd = 3112
the Factor of Safety for Sliding is RC2/Df = 2.25
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A, ceMIECH CGAPANY
Calculate Overturning:
Overturning moment: Mo = Sum Mo
Mo = 9664
Resisting moment: Mr = Sum Mr
Mr = 74817
Factor of Safety of Overturning = Mr/Mo = 7.74
Calculate eccentricity at base: with surcharge 1 without surcharge
Sum Moments = 97154/65154
Sum Vertical = 16116/12116
Base Length = 10.00
e = -1.03/-0.38
Calculate Ultimate Bearing based on shear:
where: Nq = 18.40
Nc = 30.14
Ng = 22.40 (ref. Vesic(1973, 1975) eqns)
Quit = 16754 psf
Equivalent footing width, B = L -2e = 10.00/10.00
Bearing pressure = sumV/B = 1612 psf 11212 psf [bearing is greatest with Iiveload]
Factor of Safety for bearing = Qult/bearing= 10.40
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A~HCavtPANY
Calculate Tensions in Reinforcing:
The tensions in the reinforcing layer, and the assumed load at the connection,
is the vertical area supported by each respective layer, SV.Column [6] is 2c sqrt(ka).
Table of Results ppf
ill ill @l ~ lID Iill III llil illl I1Q1 1111
Laver Depth zi JJ1.- ka/rho fl (Pas+Pasd) f (5+6)cos( d)-7 -R Tcl Tsc
0.00 0.261/48 0 0 0 0
3 1.33 99 500 N/A
2.33 0.304/59 99 0 0 99
2 3.33 222 522 N/A
4.00 0.157/40 151 171 0 321
1 4.67 371 536 N/A
5.00 0.219/44 329 365 0 692
0 5.33 407 544 N/A
6.00 0.261/48 563 539 0 1099
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A. CONJ"ECH C<N>ANY
Calculate sliding on the reinforcing:
The shear value is the lessor of base-shear or inter-unit shear.
[1 ] [2] [3] [4] [5] [6] [7] [8] [9] [10] [11] [12]
Layer Depth zi II Ji. Cds ..l RF ka Pa Pas OF FS
4 1.33 0.00 3 0.90 849 850 0.361 39 0 38 > 10
3 3.33 9.00 8412 0.90 970 6077 0.321 342 1353 1690 3.60
2 4.67 4.00 2562 0.90 1052 2607 0.339 587 2005 2585 1.01
1 5.33 9.00 10648 0.90 1092 7556 0.321 744 1994 2731 2.77
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A C'<*1ECH Ca-APANY
Calculate pullout of each layer
In the Coulomb, MSHTO, and Rankine methods, the FoS of pullout is calculated as the individual
layer pullout (Rf) divided by the tension (Of) in in that layer.
The angle of the failure plane is: 28.00 degrees from vertical
[1] [2] [3] [4] [5] [6] [7] [8]
Layer Depth zi Le SumV Q POi -.IL FS PO
4 1.33 6.52 5665 0.90 6879 99 > 10
3 3.33 7.58 7699 0.90 9348 222 > 10
2 4.67 3.29 2007 0.90 2437 371 6.56
1 5.33 8.65 10219 0.90 12408 407 > 10
Pref: Serv.! Embed.! Hin eHt.!
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{:o., Cf*1ECH CG.APANY
Check Shear & Bending at each layer
Bending on the top layer the FoS of Overturning of the units. (Most surcharge loads
need to be moved back from the face.)
[1 ] [2] [3] [4] [5] [6] [7] [8] [9] [10]
Laver Depth zi ~ DF DM Pv RM FS b Shear FS Sh
4 1.33 1.33 24 14 0 80 5.57 849 26.26
3 3.33 1.00 73 50 320 380 7.65 970 9.43
2 4.67 0.67 229 76 480 520 6.82 1052 4.60
1 5.33 0.33 283 94 560 580 6.16 1092 7.80
Pref: Serv.! Embed.! Hin eHt./ - 8 - ARNEBERG CONSULTING ENGINEERS
C:\ACE Project Files\Keystone Wall Files\ACEProjs\2002\A22091\Prelimary Design.kwp page _ of_
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Slide Analysis Information
Document Name
File Name: Grote MSE Analysis
Proiect SettinQs
Project Title: Grote MSE Overall Stability Analysis
Failure Direction: Right to Left
Units of Measurement: Imperial Units
Pore Fluid Unit Weight: 62.4 Ib/ft3
Groundwater Method: Water Surfaces
Data Output: Standard
Analysis Methods
Analysis Methods used:
Bishop simplified
Corps of Engineers #1
Corps of Engineers #2
GLE with interslice force function: Half Sine
Janbu simplified
Janbu corrected
Lowe-Karafiath
Ordinary
Spencer
Number of slices: 25
Tolerance: 0.005
Maximum number of iterations: 50
Surface Options
Surface Type: Circular
Radius increment: 10
Minimum Elevation: Not Defined
Composite Surfaces: Enabled
Reverse Curvature: Invalid Surfaces
LoadinQ
Seismic Load Coefficient (Horizontal): 0
Seismic Load Coefficient (Vertical): 0
Line loads present
Material Properties
Material: Fill
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Strength Type: Mohr-Coulomb
Unit Weight: 120 Ib/ft3
Cohesion: 0 psf
Friction Angle: 34 degrees
Water Surface: None
Material: Native Harstine
Strength Type: Mohr-Coulomb
Unit Weight: 120 Ib/ft3
Cohesion: 0 psf
Friction Angle: 32 degrees
Water Surface: None
Material: Block Wall
Strength Type: Infinite strength
Unit Weight: 120 Ib/ft3
Support Properties
Support: Mirafi Geoqrid
Support Type: GeoTextile
Force Application: Passive
Force Orientation: Parallel to Reinforcement
Anchorage: Slope Face
Shear Strength Model: Linear
Strip Coverage: 100 percent
Tensile Strength: 884 Ib/ft
Pullout Strength Adhesion: 0 Ib/ft2
Pullout Strength Friction Angle: 34 degrees
"
BREMERTON BUILDING DEPARTMENT
Inspection Report
~~~:s~~ work: ~ t ~ !:4~w a~ Permit Number: {)d - () 7 ~ c;
Owner: ~ ~r;. e-. Phone:
Contractor: 61/- - ~ ~tV2/2JcT(lr>>1 :s To ,:)j\ ~"" Phone: d-c, 3 - 1(5 f)il JY4
FOUNDATION
Inspection card/approved plans on site Setbacks
Footings: required steel placement Walls: required steel placement
Footings: required width & depth Walls: required size
Bearing soil (soils analysis if applicable) Special inspector (when applicable)
COMMENTS:
.\/\/11- V(
d:Jf\
FOOTINGS APPROVED:
'"I() ef ~ WALLS APPROVED:
FRAMING
Electrical approved - Plumbing & mechanical approved
Crawl space access (min. 18 x 24) Floor joists and beams/proper clearance to earth
Positive connections .posts & beams Foundation vents
Posts properly supported Anchor bolts:. nuts & washers in place
Mudsill: treated material Floor joists: size & span
Beams/girders: size & span Notching & drilling: joists & beams, studs
Smoke detectors: all required locations Exhaust fans: where required
Exhaust fans insulated: unconditioned space Whole house fan, outside air intakes each bedroom
Fans terminating directly outside Range hood
Dryer exhaust vent All vent terminations: windows & property line
Fireplace combustion air Windows: meets egress requirements
Windows: proper U valve Windows: safety glazed where required
Ceiling heights Stairs: headroom clearance
Stairs: rise & run; proper width Fire blocking wall to ceiling, furred walls every 10'
Fire blocking: stairs, soffits, lowered ceilings Fire blocking: tubs/showers
Fire blocking: lids in void spaces, shafts Fire blocking: stuff holes top & bottom plates
Sheet rock backing Wall bracing
Rafters size/notching Trusses: specs, bracing
Attic access Attic ventilation
Wqll & roof sheathing Shear nailing
Building dried in
COMMENTS:
APPROVED:
Insulation: proper R valve Insulation: proper fastening
Insulation: vapor barrier Bottom plates caulked to floors
Penetrations caulked as required Electrical boxes gasketed or caulked
6 mil black poly in crawl space
ENERGY CODE COMPLIANCE
COMMENTS:
UNDER FLOOR/FOUNDATION INSULATION APPROVED:
WALL INSULATION APPROVED:
CEILING INSULATION APPROVED:
),
Appliance location and access, proper support Appliance clearance to combustibles
Venting: clearance to combustibles Venting: size & support
Vent termination Combustion air
Ducts: size & support Gas pipe under test
Gas pipe size & support Gas pipe: underground min. 12" below grade
Gas pipe: within 6" or underground-coated Gas shutoff within 3' of appliance
Gas logs: safety shut-off Gas logs: damper permanently open
Wood stoves EPA certified Wood stoves & fireplaces: Tight-fitting doors
Wood stoves & fireplaces: proper health Manufacturer's specs on site
Chimney liner: when required Chimney: separate flues when required
MECHANICAL
COMMENTS:
GAS PIPING APPROVED:
OTHER APPLIANCES APPROVED:
FURNACE APPROVED:
OWV & water piping under test OWV: proper grade
OWV: proper sizing OWV: proper drainage fittings where required
OWV & water piping proper support OWV: required cleanouts
Vent termination All fIXtures vented properly
Water supply: proper Sizing Shut-off valves on all fixtures
Water heater: gate valve on cold water supply Vacuum breakers: where required
Water heater relief valve drain to outside Water heater: seismic strap
R-10 pad under water heater when required Water-piping insulated as required
Grease traps/interceptors: where required Proper indirect wastes: where required
PLUMBING
COMMENTS:
PLUMBING GROUNDWORK APPROVED:
PLUMBING ROUGH-IN APPROVED:
Proper fastening nails - 7" a.C. hafiz. Plane Nails 8" a.c. vertical plane
Proper fastening screws 12" a.c. hariz. Plane (1/2") Screws - 12" a.c. hariz. plane (1/2') 24" a.c. framing
Proper fastening: screws - 16" a.c. vert. Plane (1/2") Screws - 12" a.c. vert. plane (1/2") 24" o.c. framing
Proper fastening screws - 12" a.c. hartz. plan (5/8") Screws - 12" a.c. hofiz. plane (5/8') 24" a.c. framing
Proper fastening screws - 16" a.c. vent. Plane (5/8") Screws -12" a.c. vert. Plane (5/8") 24" a.c. framing
Area & occupancy separation walls Oraftstops where required
Usable space under stairs (5/8" required) Waterboard where required (not on ceiling)
Corridors
SHEETROCK
COMMENTS:
SHEETROCK APPROVED:
FINAL
Energy code requirements met, exhaust fans
Garage/dwelling door self closing solid core
Handrails & guardrails, as required
Exit signs when required
Occupant load posted when applicable
Wood siding to earth separation (6")
Randon monitor when required
Plumbing & mechanical
Smake detectors where required
Fire ratings maintained
Emergency lighting when required
Building weatherlight
Building address posted
~l"'lAI J..r-\f""\n"\/r-r-"\.4
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COMMENTS:
Scope of work: !
, /1
Address: <0
Owner:
Contractor:
BREMERTON BUILDING DEPARTMENT
Inspection Report
Permit Num er: 0 I -- () 55 (C,
,,-yvY\OVtot (~
Phone: ,'3'7 ~ ,- 011 5
Phone:
Inspection card/approved plans on site Setbacks
Footings: required steel placement Walls: required steel placement
Footings: required width & depth Walls: required size
Bearing soil (soils analysis if applicable) -- ---- Special inspector (when applicable)
FOUNDATION
COMMENTS:
t>
FOOTINGS APPROVED:
16
WALLS APPROVED:
D
Electrical approved Plumbing & mechanical approved
Crawl space access (min. 18 x 24) Floor joists and beams/proper clearance to earth
Positive connections posts & beams Foundation vents
Posts properly supported - Anchor bolts: nuts & washers in place
Mudsill: treated material Floor joists: size & span
Beams/girders: size & span Notching & drilling: joists & beams, studs
Smoke detectors: all required locations Exhaust fans: where required
Exhaust fans insulated: unconditioned space Whole house fan, outside air intakes each bedroom
Fans terminating directly outside Range hood
Dryer exhaust vent All vent terminations: windows & property line
Fireplace combustion air Windows: meets egress requirements
Windows: proper U valve Windows: safety glazed where required
Ceiling heights Stairs: headroom clearance
Stairs: rise & run; proper width Fire blocking w<!!!_to ceiling, furred walls every 10'
Fire blocking: stairs, soffits, lowered ceilings Fire blocking: tubs/showers
Fire blocking: lids in void spaces, shafts Fire blocking: stuff holes top & bottom plates
Sheet rock backing Wall bracing
Rafters size/notching Trusses: specs, bracing
Attic access Attic ventilation
Wall' & roof sheathing Shear nailing
I Building dried in
FRAMING
COMMENTS:
APPROVED:
IJ
'f,!2<g!bC
I
Insulation: proper R valve Insulation: proper fastening
Insulation: vapor barrier Bottom plates caulked to floors
Penetrations caulked as required Electrical boxes gasketed or caulked
6 mil black poly in crawl space
ENERGY CODE COMPLIANCE
COMMENTS:
UNDER FLOOR/FOUNDATION INSULATION APPROVED:
WALL INSULATION APPROVED:
CEILING INSULATION APPROVED:
~
I~
Appliance location and access, proper support ~- -
Appliance clearance to combustibles
Venting: clearance to combustibles Venting: size & support -
Vent termination Combustion air
Ducts: size & support Gas pipe under test
Gas pipe size & support Gas pipe: underground min. 12" below grade
Gas pipe: within 6" or underground-coated Gas shutoff within 3' of appliance ---
Gas logs: safety shut-off Gas logs: damper permanently open
Wood stoves EPA certified Wood stoves & fireplaces: Tight-fitting doors
Wood stoves & fireplaces: proper health Manufacturer's specs on site
Chimney liner: when required Chimney: separate flues when required
MECHANICAL
COMMENTS: _
GAS PIPING APPROVED:
FURNACE APPROVED:
OTHER APPLIANCES APPROVED:
DWV & water piping under test DWV: proper grade
DWV: proper sizing DWV: proper drflinage fittings where required
DWV & water piping proper support DWV: required cleanouts
Vent termination All fixtures vented properly
Water supply: proper sizing Shut-off valves on all fixtures
Water heater: gate valve on cold water supply Vacuum breakers: where required
Water heater relief valve drain to outside Water heater: seismic strap
R-10 pad under water heater when required Water-piping insulated as required
Grease trapslinterceptors: where required Proper indirect wastes: where required
PLUMBING
COMMENTS:
/I
PLUMBING GROUNDWORK APPROVEDlX'-IO /JM/~. PLUMBING ROUGH-IN APPROVED:
V--'
SHEETROCK
~-Zlt&Z--
Proper fastening nails - 7" o.c. horiz. Plane Nails 8" o.c. vertical plane
Proper fastening screws 12" o.C. horiz. Plane (1/2") Screws - 12" o.C. horiz. plane (1/2'') 24" o.c. framing
Proper fastening: screws - 16" o.c. vert. Plane (1/2") Screws - 12" o.c. vert. plane (1/2") 24" o.c. framing
Proper fastening screws - 12" o.c. horiz. plan (5/8") Screws - 12" o.C. horiz. plane (5/8'') 24" o.c. framing
Proper fastening screws - 16" o.c. vent. Plane (5/8") -- Screws - 12" o.c. vert. Plane (5/8") 24" o.c. framing
Area & occupancy separation walls Draftstops where required
Usable space under stairs (5/8" required) Waterboard where requ~red (not on ceiling)
Corridors
-----
COMMENTS:
..
SHEETROCK APPROVED:
S'-Q-6Z
~
Energy code requirements met, exhaust fans Plumbing & mechanical
Garage/dwelling door self closing solid core Smoke detectors where required
Handrails & guardrails, as required Fire ratings maintained
Exit signs when required Emergency lighting when required
Occupant load posted when applicable Building weatherlight
Wood siding to earth separation (6") Building address posted
Randon monitor when required ..
--'-----
FINAL
COMMENTS:
'-I -2.- OS
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JO~Addr ~
Locati.on:
Pal-eel No:
BREMERTON PERMIT CENTER
286 4th Street~ Bremerton~ WA 98337
Phone: (360) 478-5275 ',FAX: (360) 478-5278
BUILDING PERMIT
Applicant~, 8' J BUlLDERS
,PO BOX 2274 QREHERTON WA '8310
373-0775
Permit' Nor,
Status:
Applied:
Issued:
Expires:.
01-0556
ISSUED
09/28/2001
10/25/2001
04/23/2002
7014 CORMORANT'PL
DOCKSIDE.' LOT ,65
5092000-065-0000
.Ow,ner: GROIE, CARY
PO:BOX' 32,5KEYPQRT WA 98345
';Contractbrc.B'JBUILDERS 373-0775
PO BOX 2274BRt:MERTON WA 98310
Lie I: BJBUI**227MC Exp: 10-1-2001
Subcontr:
Oesc: NEW SINGLE FAMILV RESIDENCE W/ATTACHED GAR & DECK
*.******.***************...****************************.************.*******t***.***~.****..*
Valu.ation )I( 'Permit Fees: 1,423.70 Total Calculated Fee: 2,226.06
127,895.50 )f( Plan Check Fees: 747.86' Addition'al Fees: .00
)(( Other fees: 54.50 Total Permit Fee: 2,226.06
)j()ji;**>K****:t:*************)f(***lk*****)!(*********lk****)f(*lk)j()I()j()I()I(**********,***************************
, MECHANICAL/PLUMBING FIXTur~S-.. HEcH-Ranee...... . .." ..."......:' 1 MECH-Wood/P~llet Stove.......: 1
MECH-!3aS 'Pul'wice t.o lOOk btu.,: 1 MECH"6as PiPing (outlets)......::3 MECH-txhaust Fans"............: 4
ME:CH-Ran~ Hood (yes).......". ~ : 1 MECH-Clo",v/~\YYeY. . . .. . . . . . . . ~ 1 PLBtrWatey CloSE't""...........: 4
, 'PlBG"'Bat:hl:;~b.".,".,.....',...,,"..: '2 -----~...~/l.~ \.,"."'.........: S PLBG-Showey.""."...,.........,,: 2
h';~::~~~::::';;'~:~""'~/~ /A ~ (' '\: :: : : : : : : : :: : ~ ~::~:d;~b~:~~: : : : : : : : : : : : : ~'
_____/ V I \
< \
*JI:: )f('lf(*)/(* ~\ \1< ***)Ii;:I( * lIC:IOIOIOi:;JI()I: *** * * * *** ** * lit *;j{)j(:I( **::r.** * *)1( *** lIOK:!: *)f:
Thi$ p~ymi t\ ~ \WOYl( ~thoYiz~d by this pel"mi t is not c.'Ommenced ~Ji thin
l$O,d'W9 fy,\ \Ol"I..,IOYk authoyized by such Pltl"mi t is su$Pended 01'
.- >t\ \W \ ~ ~ ~~ \od of 180 days" '
NOTICE -It i~ ~ . I '1r.j!)JV; \~ City of Bt'emer-ton OY 8uildiru;;; Offic:i...l 1:0 sea'
to 'it fhi'1>t 'n\1~ CC II ,I ~ V f , IJ ^ \ \ust notify +,he Buildins Official when yeady fol"
insp~t.ioI1S, F\ ";)v\ '\ () J )f' ( \m Of,fidal (,')f l"equiyed inspections maw r-esult
in tbe \3to, pps,ge , '\ C/ (~~ del'" can $ubsta.ntiate to the building official
,t.ha, t the conceai~ f) V t '\ V l\demOlition. testir19. or financial bUl"den shall
:be bO'rMdiyectly\ p 0 r oode requiYelllent.s will indemnify the City
agairlst arW'8.nd<al\ \ ) /.J ___________-ne cone;txuctir,m. .
, "',.by .~rtIfy t~ I U Q ....----'!~-r.;.:,.it and """ t'" ..... to "" t".. .nd "".,ect. AU
p.tovisiol1$ of laws a\ \J .__<'e>l"frl119 this type of work will be complied with w hethe I' specified Ml"ein
ormt" l,'he gYantin~ ....~~e$ not pnllSUmEl to give aut.hodt:" to viola;!:'e oy c~ncel the pr-ovisions of
anyotooy ~iltate c' r-egulatil19 corwtl"uctlQn oytha peyformance of COrlett'uetJon.
. '{Q";'" - Jja",,--/tf!:-~ -:~/ -
"
I cel"Ufy at <! am <l1-}(empt. from th~ t'equiYements of the stabl~ (.":Orltrac'toy's rel.;dst,Yiltion law, under
Section 3, Chapt.eY 126, laws of 1967~
Signal:.ure; _~~._.;_~__._~__.. __,---..;.... Oate:_________..____
*lKlIt*lk**n)IC~UUU~,**:~on~:u<:)u ~'" , f i
Permit Center'~-Approved BY:--=:3.S-..L_..~ oat.e:.JD,L~~ it
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I l ,'~,,; Jf",. i~-t\i<(":~Y I ''''~i:~\ "~'l;:<,' .t"r .f.{,~" ~l', '~il~:"l,~J1.:
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BREMERTO~ RMIT CENTER
','1}.\,fI' \ r ,
" 286 4t.h Stree '" "erton, WA 98337
Phone:: (360) 478-527S'FAX= (360) 478-5278
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J6b'AddresS:7014 CORMORANT PL
Location: DOCKSIDE, LOT 65
AssrAcot No:, 5092000-065-0000
Building Permit No: 01-0556
status: ISSUED 0
Issued:, 10/25/2001 I'
Expi~es: b4/23/2002
"RE,QUIRE'D
INS PEe T ION S
Item: 01100 FOUNDATION....F.OOTINGS
Item: 01200 FOUNDATION-WALLS
Item: 01400 ME:CHANICAL
Item: '01500 PLUMBING GROUNDWORK
Item: 01600 PLUMBING ROUGH--IN
Item: 01700 FRAMING
Item: 01800 INSULATION
Iteifl: 0190'0 SHEETROCK NAILING
,I.tem: 02700 FIN(~L-""8LDG
Dept: SLDG
, Dept: SLDG
Dept: SLDG
Dept: SLDG
Dept: SLDG
Det>t: SLDG
Dept: SLDG
Dept: SLDG'1
Dept: BLDG'
DivIsion:
Division:
Division:
Division:
Division:
Division:
Division:
Division:
DivisiQn~
** **** ***^**** ** * ***** **** ********** ****** ** *** ** * ***** * ****** ****** * *** ** * * **** * *
TE8T:rNG:i~u$t b'ereco9nizecl, by the Washington AS$ociation of Building Offioials
SPECINS~: . lust be registered with the State ofW0 .. ' ,
ST QFWA: '~":tate,,,'Of WA Dept. of Laboy and Industries 478-4921
HE,ALl'H: ',:B'remey.ton/KitsaPHealth Distr iet 478-5235
, ,AL,b;,INSPEC.T10NSPEHFORMED 8Y THE CITY OF BREMERTON ~1UST BE SCHEDULED THROUGH THE:
>.'PERMI T CENTERl (360), 478-5275.
',' . * **..***~**** ***-******* * ****** * ** ** **** * *** **** ** *************************** *******
'''Jr;;' Pe it"HQlder~'s,' " ':::PL
'9 IBtula :_~ "
_,'_ Da te : --Pf,::a2i: -a ____~,_~,_
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~~"~"' r"i"'~'+I'.:: ~"' ,"t;"<J"'I<-'iir'iVlvo ~:~',.JI~'IJ"''''~l~ ~:1"h:,.o..:\~!,
,;, ..... ~,:-' ;I-~~
,z:: m:;~ ;::;=,~ * :~~ ~~~;::r: :::a.::::=,;:e: .=::::=::-::::n"::l:= ~;:;t'=: ~~.~" ~',~j;:;::.~ :::::tt:::: :::==:t::::'::;:.::::;::t-:J -;:::.:::;: ':I:t=~::3:.:%r.::::: == ti~:1: ~ ;:l!t:~:;;: =:c:::~ ==::r.:mt::
. .' . 8RH1E:RT()N'~RMIT CENTER . '
~ I . PERMIT CONDITIONS .
Permit N6~ 01~0556 Pags:. 1
.;;:0:"'= ;;:."", ;0::,;" =::::. :JO:':::J; "::,,,,::J::t.::::.:::a:>::::;: l::1lll: 1:::::::::::;::::::il ):::."",)';;0:::: ~ "" "'" ::::::r::,::l:(::::::= rc.:::o:::::: J:l::;:;t::::;; iJ::.;.::;::: ""::., ;':::'::<;l::::::t::e "":::::::::;: l::",,::::::.t::(::::::::::::::::::::::M "'" =::0::::::: "'" :::::.:::::::::: ox. "'" "" ""':tt ;:i";
.
,,~
Job Address: 7014 CORMORANT PL
A.$sY.AcctNo: 5092000-065~"OOOO
Locet:ion: DOCKSIDE. LO'r 65
Applied: 09/28/2001',
~ Approved: 10125/2001!
Issued:, 10/25/2001;
Applicant:B J BUILDERS
'OWflEH' :' .GROTE:. 'CARY
Contr:ecto'r ~'8' J BlHLDERS
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",NEW.SINGLE FAI"IIL Y RESIDENCE WIATT ACHED GAR & DECK
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1. 8UILDING--APPROVED WI REVISIONS DENOTED ON PLANS.
'2., ENGINEERING CONDITIONS/COMMENTS:
A) WATER AND SEWER FEES MUST BE PAID PRIOR TO OCCUPANCY.
8) RIGHT-OF'-'WAY PERMIT AND DRIVEWAY APPROACH REQUIRED.
10-18-2001. ISSUED RIGHT-. OF-- WAY PERMIT #4124
3. SET BACK FOR GARAGE MUST BE 20 FEET.
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',.' BRE;MERTON. . PERMI i.f ,',C::ENT~R,
,: ",'I; 286 ,4t.h,.Street ~ '. BremertOtlJ' Wilt Y8337 ", '1:
Pho~e:,,(a60 ).478:-5275 '. FAX:.;~ (360 )478~5278'
,..BUILDING PERMIT ~,
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;:;",:Appl.ican.h:txB,,,J.,BUILDERS,. ." . .,. ;
.'..i"': .:PO ;.BOX 2274 BRE-MERTONWA .98310
:373-0775
._<~ Perm'i t,,',No,:, "01.:-0556 <I r~
Status: PENDING
Applied: 09/28/2001
,', ,Issued:
" Expires:
;,:/;,J,ob', :Adcjr:;;,70 14',GORMOR AN T Pb,'{;"
,'".' "i'Location: "OOCKSIDE, LOT 65
.....', .; Parcel No:., 5092000-065-0000, 'i"
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., ',' Owner:. GROTE ,; CARY, .r'
-/ . POB,OX..325. KEYPORLWA.98345
.(;!~.;:A;;o.n.t't)ac.t oir\:).'dil~,;j\";8l:YILHER6,iiJ:.J.i~,, . '.' .'\ ,'c:'~i"
" '~~1~'/J;\~'::;PO BOX,!i2274BREMERTON' WA98310
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:373..,0775
Lic #: BJBUI~~227MC Exp: 10-1-2001
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',' QesG;k;NEW.'~SINGLE, F,AMlkV"R&SIDENCE ' WIATT ACHED GAR ,'& .oE€K
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'll(:~;,;:;.;,.;'ffVa,;].'(xa:fi6Ji';i1i;,,~,,:,*',,\J'i '.tPemit.,.,Pees :.1, 423.70.:, Tot al Calculated Fee: . 2,226.06
~>i;d'[f.li~~;it;,r21?\,89s/,,"50 {/;,;l('J~.,);PlaniGheck""if;:ees:. ....:..'. c,:,';,.. , 747< 86 . ~:d~'" ' Additional Fees.: .,' . .' ';'.00
I''; ;"~,,,;;.,.;j*\'!M,,j.''''',; O.t her,..,F ees:......,I< .' ,.,54.'50 ;'." ,.Tot alpermit Fee: 2,226.06
,:;-ir':~r,.)!(~)I( ****.**.** *;* ** *-*')1( (1<**'*%* ** * * *;* * *)1( * '* ** * * * * * ** *)\( *:\()\( **)\( *:\( *:\( * * *:u * * * * * * * * *:\( * * * * * *:\( * * * * * * ~ *:\( * * * * * * *
~:':iMECMANICAG/I?UUMBING:if:t:X:TIjRES-"':..:' "i\,,,',,:,MECH-Range... ..'~;... ....,.."" ,,': 1 MECH-Wood/Pellet Stove"......:' 1
'~,:';jj;MECI.\t...:Ga,i:dFu:;;nace'~'to;.100k:btu~ :;', 'l,-;" ;~MECI;I-Gas Piping (outlets)." ". :. 3MECH-Exhaust Fans."..""..".",,: .. 4 . "
I'1E€H-Range,;'H06d :("l"es ~. ,,',i~ '..;;:::," 1 ..MECH..,.ClothesDl"yel". . . " " " . . ,,' " :' 1 PLBG-Watel" Closet..""."..."..: 4
,. "PU3G'-;Ba;l::I')fub'.?i.:~~.;..;r ~':.',;;~.~,:;.:;...) . ',':,,-2\:.l' ,",'. P.LBG-Lavatoy}i ";..:",, .,:,,,;~'::~ ~.". :.i ';5 ,. PLBG-Showel"'"" " .'" "',,; .'. . ,,"'" " . .:. 2
Pl\3Gc.K:i:tcheli 'Sink. ..,.>~:.:,,,,~,~ .,,':"/ .1. :. PLBG-Dishwashey...;.;,,:... ~.~'~ ,,: - 1 PLBG-LaundYY Tyay..."".......: 1
, 'i?I:.BG-'Clotnes,Washey.,. " : ~ " >.:" 1" :",;.:. .,PLBG-Watey Heatel"..""".."."..: . 1 ; PLBG-Hose Bibbs."........."".: 3
~., ***********************************~*****:\(***************************************************
';c':. This pe.dilitishaB: become null,' and. void-i f the building 01" woyk authoYized by this peymit. is not commenced within
'180 days', f~orri .the.,date of such penni t, 01'" if this bui lding 01" WOl"k authoYized by such peymi t is suspended 01"
,,:',abandon&d ,at:",anytime aftey: the, woyk is commenced foy. a peYiod of, 180 days.
NOTICE - It is'"the yesporisibili ty of thepeymi t holdey, not the City of Byemeyton.oy,.Building Official to see
.,c ..to'"i t that,yequhed'. inspections. aye' made., The 'peymi t holdey"mustnoti fy .the Building, Official when'yeadY fol"
"",';"';itispections.,,:~ii~Faili.ke .9f..,the:peYinitholdEm'to notify the' Building Official of yequiYed inspections may yesult
",,::r~.it1,'the"st:cjppage.' ofi':the'fwoYkuntil,' su.ch..time that:. the peymit.holdey can. substantiate tG'I).the building official
, ",;,that .,the' a:onc'ealed woyk meets or: exceeds code yequi yements. Any demoli bon, testing, oy financial buyden shall
;':'~.:.I1;.;be:',b6Yne"idi~'ectly.:,b~.. the'lpeymib holdey.,x, Failuye, to substantiate code yequi l"ements will indemnify the City
'. ! against;:'any'ana,a'l1; yeSRODsibility 01" 'lcrabilityconnected.,with the,conshuction"
~:,i,cr:~'l7ie;Yeby:,'ce;r,;itif,x'.fhat:"I>have.:'y.-ead and:exam:i:ned this' peymit 'and;. know the same to be tn!e and ,co)'yect.' All
";""P:1<9vi$i(:)ris,;'of~'Taws\and:';oidj;narices goveYningthistype of: WOl"k will be complied with whethet' specified heyein
)-t;~;:',CiY.'ni.:rL;;~;;lt:The\sr(anti ng of.;a ;'penni t does not, Pyesumeto 9i ve authoYi ty to violate 01" cancel the pyovisions of
" ',' .any::other Ls'tate 01" "lbcaF' raw' ,r-egljlatingconst yuction , 01" ,the peYfoymance of ,const YI..lction.
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/~~,~j'SlN;ina:tv.--re '~'l.-t ;;~~~ <l~',,:"-~,~; ;_~,O-,- IJ)~~'-:: ,':" :(/!!il~)>,~\i'l~;'~1'>~: ;;"!', '~-_:':_" ~: '\, ~,' ,;~ '
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,i';cer,ti(fyji.thah:.'I',am;';ex~mPt,;f.Yomthe ,y,equi yements of the state 'conhactoy's yegishation law, undey
,t1i'~'Section.3 .:,..Gh&p,tey,'::!126;; H3,WS".0f;. 1967 . :: ;\,'
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Date:
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.r3F~EMEf~'TCf'"
286 4th st.:r:
Phone:: (360) 478'"-'52.;
BUILDING
Jbb Addr: 7014 CORMORANT Pl
Location: DOCKSIDE. LOT 65
Parcel No: 5092000-065-0000
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fM"'ftf t~n fl' NA "'~8:"If;J7
FAX: ,( 360) 478-5278
PERMIT
Permit No: 01-0556
status: PENDING
Applied: 09/28/2001
Issued:
Expin;:,,;::'
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Applicant: B J 8UILOtRS373-0775
PO BOX 2274 BREMERTON WA 98310
Owner: GROTE. CARY
PO BOX 325 KEVPORT wn 98345
Contractor: B J BUILOERS 313-0775
PO BOX 2274 BREMERTON WA 98310
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Th~,\ll ~'fim(dt shall 11 ,i~ho . ..~"d b>' this p~ymit is not: 1.:''OI'I'1frier;(;~d t~Hhin
'1$(l 01;1)'$ from th~~ dilit'tro' Qt' such ~'(11rmH.! or' if i;,hi<il bt.dldiflJi. or thori.:led by $iud') pl!i\'mit is St~'$">pe~ or'
aba,ndon~~d at; 8.\"f:i tiil.Jl1; Z?;ft,,"Y the \oIOrk i~~ ':?('.~l1mimcEld f':,\" a p ~, <::!aY$.. ^
N()T!.CIf.: ~, I't is th(\; n~~'ip(.)nc,"ibil it>, ()f the pe'(fJlH, h r" not (:i gr~~rton 0'( B~Lnr.iirlGl OffiU .. $fbe
trJ it th$.t '(1i!'>1l.li '(@1j loopec't:1t.:m"" MI'! rll:i:ld~h The' .. r ffi\.1~ilt. notjry the 8tlildil"l'.;! . iei!!! whf..>n nl.i..dy' fm'
:l.l'~~f<lCtionl'>. hn II..l1'* (If 'Ul'8 c,"'Hmit. ho::~ f.;J ncJt ~ t'l OfHc:i:e,l of n~ql.li ntC n )(}r;;hOT1$ m$.}' 'r'~;;;ult
. in l:he \3tOPPtJ,~ (;ft. t:h.;;f I.-Jel,' k unt'. "Jch I ' a' ",el" 'IOldel can $l..lootant' buj.1,iin!ijl .:,'fi'icial
th.il.t l:l'l<!' <;:;r."1Ci~al{.d wcnk IfIl/.le' ~ ce&O$ ;ode n~quil"!NIW ''In)' d molii:i(:Jn. tof?st.' or f:i.rumcial b\.lt'deY) l!",ha.ll
b,,) b')\,\10 din~ci:J:y Q;/ the' t"1l'i i"tl.~l F~~,U.tl\'l!; t.O 9 . l~ia,t'* ",<(< Yt;>qUl,'l'~l(H ,will il"ll:Jeilll"iify 'l;:,he City
i1!g81jrll,~t 1M'>' and all '(~'P lit)' cw .iiabiHty C(,WlY . 'oIlth !Ii! CO\"1$t~tlon. .
X h~H"ll'b}' CE>tUf)' th.'llt: 1 haw~ n~;ad and €>xOlIlllined thi$ Jel'iAlt f{ ~D , $iSI;l>>e' t.o b~ 'h'u~1 and con'eel:" 1'\11
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0\' nut.. Th1\~ sl'r';ll.'(jtint~ (If: a P""~'Ill:i t doe:s m)t pn'l'~>l.I(lle to 9i>/~ '" lthoYi t.y to violat., O\" oalj(:c~l 1::.hoa> P'('OVi9ic.l"iw ()f
al'.:>, ol:hl!'l"'$;bRt." (.W .\,,';:lc$i\l l~w 'r'f1f,Julating (;c"l$tn.Jcdon OY'i;/W P1&rf,~t'lllar"I,:~ of CQn~,;tnJct:jon.
Subcontr~
Oese: NEW ~;lNGLI
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Valuation I
127,89.5.50
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of; 3 (~ (J'73 d-
Lie #: BJIW:r**.227MC Exp: 10-1-2001
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o Total Calculated Fee~ 2.226,,06
~ Additional Fees: .00
D Total Permit Fee: 2.226,,06
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;';'AJO (:J6CJ 4,"lii"".52.;'tfj ; OCT 0 9 2001
PER~"J1 J T
Pi;t,flflI1: No ~ o:f3RtMfBTON
/.~" ;, .,. 'J ,",e'"~'''f.fl!!'f'\rI'l^RTMENT
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BUILDING
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p,i),rc8J. No:
~10 1 ,:t C(1f;!~>i(tkJ~:j\~'I PL
n()CK:~JLH;.;. LOr (,,~;
~~09;OOO'~{)6S~-t)OO()
Applied: 09/28/2001
I$~ued ;~
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Applicant" 8 j 8UIlOERS
PO SOX ?~74 BRLMCR)ON WA 98S10
O\'I1Der ~
m~:fn I:, CI\RV
PO 001 j?S KEYPORl
OCT 0 2 2001
(!i(\ '~'H:~4S
CITY OF BREMERTON ENGINEERS
Contractor: G J BUILOERS
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PO BOX
BREHtR10N WA 98310
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J2?"f:.9::,,,50'i Plan Cltec:j,. Ff~F;l$:; ?:l/^n,:~ i~ddltion;:\}. F!I;(1:'.;: .00
~ other Fe2s= 5~.SO 10tal Permit Fee: 2. .06
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BREMER-ro..... .PERMIT ,.CE:NT..:E:R
286 4th street..' 8r.llerton~ w,q.' .-9833TC-
Phone:! (360) 478-5275 FAX; (360) 478-5278
BUILDING PERMIT
(,~;..
Job Addr: )014 CORMORANT PL
Location: OOCK$IDE~ LOT 65
Parcel No: 50nO,OO-Oe,s.,OOOO
Permit No: 01-0556
status: PENDING
Applied: 09/28/2001
Issued:
Expires:
Applicant: 8 J BUILDERS 373-0775
PO 'BOX 2274 BREMERTON WA 98310
Owrier: GROTE. CARY
1'.0 BOX 325 KEYPORT WA 9H345
Contractor: B J BUILDERS 373-0775
PO BOX 2274 BREMERTON WA 98310
Lie :If: BJBUU*,227MC Exp: 10-1-2001
'Subcontr:
'Desc: NEW SINGLE FAt1IL Y RESIDENCE: W/ATTACHED GAR & DECK
***>>:)j()t; *)j(Jt: w,JI< ** lit)j( * ** )j(jjOK)f(:U<:)I( ** ** *)1:; lIOt\;l(:4\*** ** lK *)j( * ** * **){(:t l!Ot\lIOK**){( * *** ** If(:<< lKJI(JI( *JI(lt(* ** ** lK * *:<< *')/( **)I()I()I( * * lK* *
Valuation * Permit Fees: 1.423.70 Total Calculated Fee: 2,226.06
127,895.50 . Plan Check Fees: 747.86 Additional Fees: .00
. * Other Fees: 54.50 iotal Permit Fee: 2,226.06
*****************..***********x**********************.***************************************
MECHANICAL/PU.,lMBING FJ;)(TURfl:$.-- Mt:::CH-R.a'/'lge........".......... ~ 1 MECH'-WOod/P~llet stove.....".: 1
MltCH-'~FuYT'lace to l00kb'tu.: 1 MECH-Ga\l) Piping (outl~ts)....~:3 ME:CH-Exhaust Fans............: 4
ME:CI+'Ranee Hood (yes)........: 1. MECH-Clothes Oyyey.......... > ~ 1 PL8G-Watln Clo$et.".......... ~ 4
'PlBG-$athtub.................: 2 PLeG-lavatoyy....'..,,,.....,,...: 5 PL8G-Showey"............"....:;2
PLBG-Ki tch&n Sitib.."........: 1, PLBG-Dishwashey. . . . . . . .. . . . . . : 1 PlBG-laundYY jy<l.Y............: 1.
Pf.BG'-:Clot.has Wa$heY."..."..'...: 1 PLBG-watet' Heatey............ ~ 1 PLBG-'I-!ose Bibbs."............: 3
*********************************************************************************************
Thie p~H'fOit shall become null and void if the building oy wo'(k authorized by thispeYll1it is not cOlJ1fll(!ncedwithin
~l!lO da>'$'fyCllllt~ dfi" ~'" Pf~'fl1t3,-oY ifW'$ bt;.A1diE-.-' ~. . rk au;thorizedU' >' . ch fJ,9,l'iit '$ su$pended Or'
abandoned at allY lti .' ;t(eyfth wor ;'$ comme., . .fo~a .' ' .. "'8~' ys. U2)....
{/II .~ '')I . I ...
~/1 . ~, '.
NOTICE - It it; the yesponsibi1ity of t~ peymit holdey. not t;,he City of Byemert;on 01' Buildil19 Official to see
to it that n~qu~' '^ il1S9~C);.-ti';)r\$:t.'et;.- . ThE" .mit old" t notify the Builetins Official when ready foy
inspections.. F: 11 . ;: . ~t.he pin ':_ho . 'I' '1;.<:Jmth:vt., . 'ldil19 Official of n:~quin&d inspect, ions /l1EI.y result
in't:ne SltoPPl!1se ' -e. . work \.In 1 S ' time tmat ~p ,itholdeY can suootanl:.iate t~: t,he D..Iilding official
thatthli;l conci.!aled WOYk .~t$ or excl&ed$ code yequi'(ements; Any demolition, tesUng. 01' fina\ncial burden shall
be bon'ie din~ctly by,the permit holder., Failuy.E' to substantiate code requin~merrts will indemnify the City
asai rwt any and jjtll y~spcmsi:bi 11 tJ' OY liwil ity connected with the corwhuetion.
I hereby ceytify that 1 have yead and examined this PEmlrl,t and know the ",ame to be hue and con-act. All
Pl'ov1$io.1$ of laws ".Y1d 'o.Ydinances governing this type of wpYk will be complied with whether specified heyein
,'dr nol.' ihe 9yarrtine of a petmit does not pre$UlOOto 9iv~ auth<ldt}' to violate 0\- cancel t.he pyovisions of
::::.:"~ Q' =w ,..u=t~(=i;;14~,"ction. __
.:r eartif)' that lam exempt from t.he requi.reme~ state e9nt:racb)~"$ t"E!<;;Iishation law. undey
Section 3. CnOlpt;,ey 126., laws (jf 1967,
$:19natut'~~~,_____~~_....-...~..'f_""""""':'-"'_"____''''''':''''''''''
Date~'.__..___"_____w_,,...
***************************
p.r~~~ntel--APpr~~\: --I b -. -
___ __ _ _ ._ _."'~~ _ . \ <q'7J.G -0 I
,/~
--' \
Lc;\ U
PERMIT CENTER
- . ........
......
-~.~-
Residential Site Plan Review Ouestionnaire
D(-0550
Permit applications are reviewed by our staff to make a preliminary determination of the presence or
absence of unique areas on the property. To help us make this determination, please supply the following
information with a scaled and dimensioned site plan.
Applicant Name:
C; 1J
---
8_ ~ {3[}; L 6i: '>
:.5 /D!3/V't.-n:-
Street Address (or cross streets if no address has been assigned):
6.f rL... 'PLK. /IJ€--
Tax Account Number:
.J 7:/J'7 2. ,-,/Pt)() - tJ tU- - tJ CJt? il
Critical Area Questions:
1. Is there any standing or running water on the surface of the site at Al~'Y time during the year?
If YES, please describe conditions: X.
YES NO
I 2. Has any portion of the site been 'identified as a wetland? YES X NO
I If yes please describe:
i
! 3. Is the site characterized as: Forest Cleared X Developed
I
i -+. Is the slope of the property: Flat >< Gentle Slope Steep Slope
i ,
I
. . Is this property within 200 feet of a snoreline? Yes X No
! ;,.
I I'
,
I 'Nill the proposed structLlre be aesthetically or functionally disruptive to surrounding properties the
i I).
! :1eimborhood. or the community? NO .
Steep (15%-t-)
15 ft or more
lD)[g@[gnw~rn\
In1 SEP 28 2001 ~
BREMERTON
lBUflDING DEPARTMENT
3 ft or less
Flat (0% to 3%)
100 ft.
The applicant hereby certifies that all of the above statements and the information contained in any other
transmittals made herewith are true, and the applicant acknowledges that any action taken by the City of
Bremerton based in whole or in part on this application may be reversed if it develops that any such
statement or other information contained herein is false.
9-;2 ')-c//
Date
>)' '".w"" '.., y ~'>." "N.\..~.~>,.V,... () r ~ oSS tc
.';tli11,~i~~.r.~#~~Jjl:j1f~~~~~?i;~~~~1 ~ :r - 3
City oJ Bjernertbil, WA 98337 Phone': (360r478:::~Z7~::fax: (3(jO):'.418~~278:>:( Cf)~ ~
APPLICANT: DOWNER ~ONTRACTOR DAUTHORIZED AGENT
Contact Person:
A~ll)ttJ
ontact Phone#: 3 tJ
Jl:,o '><'Y'" t)&}3~
. ;>?'-!
c~ IJ/b
~cr A{JJLD~
Contractor License#: 13:S /{IJ I .;2.2' "> Co
Check the type of application for below:
~ SF RESIDENTIAL NEW D COMMERCIAL NEW
D DUPLEX D COMMERCIAL REMODEL
D MANUFACTURED HOME D COMMERCIAL ADDITION
D RESIDENTIAL REMODEL D COMMERICAL REPAIR
D RESIDENTIAL ADDITION D MULTI-FAMILY
D RESIDENTIAL REPAIR 0 TENANT IMPROVEMENT
@[g n WI ~ fn\
o GARAGE SEP 28 2001 ~
D ACCESSORY BLD<aREMERTON
D SIGN eUflDlNGOEPARTMENT
D DEMO
D GRADING (Cubic yards: )
D OTHER:
Scope of Work Proposed: BVll./) tJ/$-W -5lV(,L-t p::::::.'9.1Y)/L:Y R~$)<Dc;"..ICe
1('dJS' P)-9,IItl..-ue
Square Footage: Dwelling: IJ~/JO I3IJ66~arage: t4 ~
~J oS 71r;pl-
IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE?
Decks: .2 00
YES NO~
Va:lp3,:ii'Oil~:, '.
"I?eriilit fee:'l;:"
,: ~'?f!: 1't>!~fE~t~~~l~~'
Applications for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans
and other data submitted for review may thereafter be retumed to the applicant or destroyed by the building official. The building
official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant showing
that circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended
more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan
review fee.
DATE: 9-.:<., '-CJj
APPLICANT'S SIGNATURE:
.. ~l~i'~~.~."'_~()( <DS50
)(J ..... ...<MECHANICAL. ...:>)i1t.. .... .....PLUMBIN'G /::::<.>/::.~
Type of Fuel:
Occupancy:
Electric
Residential
Oil
Gas
Commercial
Site Address: ?O/y C?J~mtX(JA/r /'L.
/
Owner: &41!... V C;(OTE
Address: '-..p t' f) O,x ~~
Kc;"i fOtfg-, wtr. 9tJ.3'1S
Phone: "
S1f-~'1#t
Contractor: ~lr B{jJLO~-</,)
Address: Ro 8 () r ~ ~ ~
(3I[G\(f)~~"; ) U/19.
'7'93 t'-t)
Phone (36/)) J>/.3-0/')J
Contractor's License Number/Expiration Date:
8~S. Cu} ~~ ~ r/& /() -/-t'/
.
No. lYPE OF EQUIPMENT No. lYPE OF FIXTURE
,.
I R..\J."I G E l~ WATER CLOSET
I WOOD/PELLET STOVE/GAS F1REPLACE ~ BA 1HTlJB
I I GAS FURNACE btu: .s' LAVATORY (bath sink)
CONVERSION BUlLl\,fER btu: ..;. SHOWER
UNIT HEATER btu: / KITCHEN SINK ........ ~~fi;?n
- boo, n
BOILER btu: I DISHWASHER III '';;;;:J\~71.s U W
,-.
.3 GAS PIPING 'I L~UNDRY TR..'\Y II SI=P 9 Q "1
EVAPORATION COOLERS btu: j CLOTIIES WASHER ..., 0
--,
AC UNIT btu: j WATER HEATER S"" -..
HEAT PlJMP btu: URh"lAL '.., "'111 "E
REH.E.~T BOX btu: I DRL.'\!KING FOUNTAIN
I
AIR H..~NDLING UNIT btu: FLOOR SINK OR D~
~ E.,"'(H.>\CST FAJ.'\fS SLOP SINK
I RANGE HOOD (residential) WATER PIPING & ALTERATION
RA1'\lGE HOOD (commercial) GREASE TRAP /L"1TERCEPTOR
I CLOTHES DRYER ...3 HOSE BIBBS
INCINEIL:\TOR I LAWN SPRINKLER SYSTE.\1
DeCT ALTERATION SWIlVGvITNG POOL
TANKS type: BLDG. SEWER (mobile/moved house)
REFRIGER..>\TION UNIT ROOF DRAINS
OTHER OTHER
j@@
NT
~3:~~~~=1-1~.. ~~
CITY SURCHARGE:
TOTAL ~E>>-
APPLICANT'S SIGNATURE~fl-- DATE: /-.2 ?--.:::'I"
~~~i~****~************~***~********Z*****~*~*****M**.***********
HCCEIPT
~~***~***********'**~*****.~*%****~***~*~~*****~*~**R******~****
f\~r~~~:f~:lr:T t';!ttn~t}fJ:,~Y"~ ()l()!,')(?e'b;~ Y;1rnf.')U:llt~, '7/~>? ,,1~'~t:) C~t')/2fJ/"()J. 1(:1: 4,:~
F'C'lym0':nt 1"h'T>;'lhOd: (:10( N,;)t;'EltI()n~ BJ BLilL.fJEf:::S (;1< I),:tt: \ll..!
...., .,"~, .....~ ','''^ "' F ,..... ~,,', q~, ''"'~ ,'"' -"'r ""A~' ..... '-'~ ~~. "," ,." '". '" ''''''', d. "' ,".' >......'~ ""~ . ,." .,,) '". ' ,;.,.........^ ~~""""" .
F~ fj ~~ ~1J, i t f\j <> :: t) ::t ,"". () l~y ,~~ f~~'t
r)/f;')\"~:: fJt~,t)(~l
SLDG PERMIT W/MECH/~
P,nf<:':'i,)L !\Io~
.s,()~~1 ;'?()(>(I' ,()(~:; tS ,,,~!),::\()()
7014 (;ORMORAN'r PI_
':~l J t ,~1 f~ ~e: ~~:,l ~:
t" ':>,.; ;'l t :L (1 n :;
~) () c: ~'~, S" .1
'~ t '. (J T ~~~ ,!:~l
r()ti~,l F~:;li::$:
~2 r. 226.. ., ~)t;;.
Thi$ Payment 747.86 Total ALL Pmts= 747.86
8818nce~ J .478.20
~*~*****~~**~*~*~***~*~*******~************~*********~*********~
O{:t~'\cr i p t j (I n i"lfHOU nt.
.I BU:tt.nXNG PLI~N CHf:.CI< rc:ss 747.86
.Jr. .." ~'i'- .'" '_~ ".... ,,,,..... '. ,,-,'~. ,.~. ."C'~, "". ,..... '.... ,>,. ,.~ ','.' " .. '~'" "' ~ ..."..... ~~ ,,,' ..."',,.., ..,.... .<....",~., ,~...._..." ..~, .~^ ,..'-'.,,~ ,~.,"" ~","....' ,..., ,." ,~.,
I"G^'''.?
,'"
,
Mar 28 03 11:02a
Engineering DiViSiFI LE 360-478-5398 , )S4t\ 1
1'1' " ~U' ;:.D
:"lRWEATON v,l '( I hO\v m:.t1
" ~('1 PP~ID
DREHERTON "UN'C'PAL UT'L'T'ES ..:z:S5 \Q DEe 1 92001 . . 5070 -
#3027 017mpU8 D~ive
Bremerton. Washington 98310-4799
478 -5 318 \ITlli'l V Ags..IH,l\NK YOU
~p No Receipt No.
. Bremerton, WA.
prop y .qwn~rnereby 8ypli~s for Utili~ service at:
'. 70 {Lf Cof2.mC{C..A-f'l-r- /ll.Ac...f:;'
Work Order No.
.~ 19
, --
The undersigned
Service Address:
Legal Description:
Plat
0,6
Block
Kitsap COU:'lty
Lot
~;;~~~;-;;Q~i;;~;~;~--(l-;~~~;--f?-;~~~:~~~~~--[j-;~~~~~~~~;------------
[] Marine Drive Water [} Sewer District 11
[] North Perry Water [] Tracy ton Water
[J Port of Bremerton [J
SEI\Y;CB AREA:
fi City
[] Coun..ty
~;;;;~;-~~~~;~~--------------------------~~fi~-5e;v/~--~-~~;-;:~:7g0-2~-;
Connection/Inspection Fee:
Water: Domestic.. ......... ....Size_____'
Fire ................. .Size_____ *
. Wastewater ............................. ,
Storm Water ............................. $
BARS I
tfO ' Dc)
47') 30
I
I
I
I
I
1
1
Front Foota~e Fee:
Water ................................... S
Wastewater .............................. $
Storm Wate~ ....................,........ S
General Facility Fee:
Water,.,. ',.'" of units
Wastewater,:'..# of units
Storm Water .# o~:units
~f).:.oo
" $
Ii $
" ,
$
$
$
'1f?/D
'SYstem Development Charges:
Water .
. Wastewater
Storm Water....
$
,
$
. -:~-1'f::'
'+i-~HO:2.-0 . .
~1').'~~2:.../o';.,. "'"
. W:::~"'" .
Temporary Service ,
Road Permit [J City [] County..,
Street Restoration [] Asphalt [) Concrete $
Tapping Fee ... '. . . . . . . . , . . . . . . . . . . . . . . . . . . . $
Deposit. ,
Other ' ,
TOTAL. . . . . . . . . . . . . . . . , .,
. ,#.'
,/':.
{- ~ .. .
"
"
lW", .-. . i
- /'. ,-'~::;'~~<f'~'
d..::5S IOU'
--~------------------------------------------------------------~-------7---~. .
1. Utility charges are the_responsibility t~-the"owner,regar4leBs oC/:..,' '
whether the p~operty" is occupied by the owner or tenant';":'-';U_~:pai.d'~" ....,.
charge .shall become a lien on the proper:ty serviced. '.....~:
By this'~.~greement I the undersigned "ownei.:a'ck:nowledge~ that the ti~ner.. ,,: ,_ .:.;
assumes' the risk and the City.-diaclaima responsibilit.Y:.for all claims ,<~' . ;
for da~ge 0:: .,injury. to "person or property resulting from.:t;,h~,i<'-", ": - ... : \
fol10w1ng:.. . ..' .".\;,;',.,..!, .
a. Installat.ion I maintenance and operation of all plumbing'~'.'~:lHxtures~,~",,-_.._.
. ',.or.'appliances connected to the water meter or wastewater' marn;....~.<:::'..:..,
, (Building permit inspections are limited in scope and do not
guarantee plumbing design or workmanship.) " .
Changes in pressure I flow or temporary shut-off of services due::-::~",:;"
to system maintenance, emergency or non-payment of' charge8'~"', '~:\~.""'~\f>;.
2,
b.
Name I:j . -..j.
Billing Address
) 37:3 -o7.r~)2S.::'
Phone Number
Owner's
Agent's
~
State
6.:'U
J 19. ',.'
. ," 19 . .;,:
Date
Date
Accepted on be~ftlf of Bremerton Municipal Utilities:
By: ~. ~u)/~ Date
Original & Yellow Copies: Utilities
Pink COpy: Utilities Engineering
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