11-102454_ Ailing,- Single Family
City of Federal Way • /�
Community Development Services Permit #: 11-4 02454-OOi-S F
P.O. Box 9718 n
Federal Way, WA 96'J63-9718' Ins ection Re uest Line: 253 836-3050
Ph: (253) 835-2607 Fax: (253) 835-2609Lt:
p q
Project Name:Z TIN a S4Yb 61olJ
Project Address: WSW 300TH PL Parcel Number: 012103.9
Project Description: NEW - Construction of a new 3279 sqft, 2 -story residence, with a 70 sqft covered porch, a
537 sqft attached garage, and a 1133sqft deck; includes plumbing and mechanical. ***3
bedrooms; Proposed selling price: 5-350000 r Y
Owner
Applicant
Contractor
Lender
MICHAEL J & PAMELA M
BRYCE SALZMAN
WATERS & WOOD
V - B
MARTIN
WATERS & WOOD INC
INCORPORATED
70
2800 SW 300TH PL
3040 B ST NW SUITE 7
WATERWI088RM (7/16/13)
Residence (1 or 2
FEDERAL WAY WA 98003-5205
AUBURN WA 98001
3040 "B" ST NW SUITE 7
tg„�� g,Wfi.•. ,vim. � �. .
Bathtubs ......................................... 1 Dishwashers...................................
1 Drains.............................................
AUBURN WA 98001
..........
Laundry Washer Outlets ................ 1 Lavatories...................... ..
Sinks
21f Water Closets..............
Census Category: 101 - New Single Family House
Includes:
#1 #2 #3 #4
Occupancy Class:
R-3
Construction Type:
Type V - B
Occupancy Load:
V - B
Floor Areas . ft.)
3,349 1 0 0 1 0
New/ Additional Sq. Feet - 1 st Floor....................2035
._..... 0
New /. Additional Sq. Feet - 3rd Floor....................0
.... 3349
New / Additional Sq. Feet - Basement...................1244
No
Occupancy 41 -Construction Type ........................Type
V - B
New / Additional Sq. Feet - Garage.......................537
1 Gas Pipe Outlets.............................
Occupancy # I - Class.............................................R-3
70
Plumbing to be Included?.......................................Yes
5019
Occupancy # I - Use ...............................................
Residence (1 or 2
��
family)
New /Additional Sq. Feet - 2nd Floor.... _
._..... 0
Occupancy # 1 - Area (Sq. Feet) .................. .......
.... 3349
Basic Plan?.........................................................
No
New / Additional Sq. Feet - Deck.; ........ ........
1133
Mechanical to be Included?....................................Yes
1 Gas Pipe Outlets.............................
New / Additional Sq. Feet - Other ..........................
70
New / Additional Sq. Feet - Total ..........................
5019
Zoning Designation................................................RS
15.0
a �-a ':k ,A aE 4 rj;` 5m,, '� u3' r�
R 0'fires
i ;sc,.
x NNW, >- . e . N.. .l g z , __ s 3.0,) ,.
�r'' '* , . _ ,
tux .
Ducting ........................................... 1 Fans................................................
7 Fireplace Inserts.............................
2
Furnaces ......................................... 1 Gas Piping ......................................
1 Gas Pipe Outlets.............................
6
Hot Water Tanks ............................ 1
f es
4
R
��
�-
.. ... , , rd£'ri,�' P ' m. '
N 3�; i3.
tg„�� g,Wfi.•. ,vim. � �. .
Bathtubs ......................................... 1 Dishwashers...................................
1 Drains.............................................
1
..........
Laundry Washer Outlets ................ 1 Lavatories...................... ..
Sinks
21f Water Closets..............
6 Showers..........................................
Hose Bibbs
3
3
........................................./........—.. ....j��.�.
�4 ......... I ......
................ ...
dp�,v,_'Je�7,-LONDITIONS:(,,
(27 4
1. An approved automatic fire sprinkler system is required. No fra ng ffinsJ(e2nTu0ntil the sprinkler system
is installed and approved.
2. All earthwork must be completed during "dry” season - April 30 -October 1, unless otherwise approved by
the Public Works Department. All exposed soils shall be thoroughly stabilized by October 1. All seeding
shall occur no later than September 23 to allow adequate time for grass to establish prior to wet season.
3. All new pavement and roof downspouts must be connected to existing conveyance system.
I
4. Retaining'walls abd/or rockeries adjacent'to the western p'ropertyv line�re limited to6-feet in height'
meMared,finished grade at ba wall to top of wall
p. . i
PERMIT EXPIRES Sunday, February 5, 2012
Permit Issued on Tuesday, August 9, 2011
I hereby certify that the above information is correct and that the construction on the above described property and
the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington
-- ity of Federal Way.
Owner or agent-.. -'-� Date:%qI�4�/
City of Federal Way
Certificate of Occupancy
This Certificate issued pursuant to the requirements of Section 110.2 of the International Building Code certifying that
at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building
construction or use. This certificate is valid ONLY when endorsed bye staff.
Tenant Name: MARTIN
Address: 2804 SW 300TH PL
Permit #: 11 -102454 -00 -SF
Includes:
#1 #2 #3 #4
Occupancy Class:
R-3
Construction Type:
Type V - B
Occupancy Load:
Floor Area (sq. ft.) 1
3,349 1 0 1 0 1 0
Owner Name: MICHAEL J & PAMELA M MARTIN
MICHAEL J & PAMELA M MARTIN
Owner Name:
Owner Address: 2800 SW 300TH PL
FEDERAL WAY WA 98003-5205
Building Official
Date
The priority, focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which
experience has shown most Beverly affect the health and safety of the general public. Although the City has made as complete a
review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees nor
warrants to the owner / occupant or to any other person that this Certificate evidences strict compliance with each and every
ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon
which it is situated. Such compliance is the responsibility of the owner and / or occupant of the premises.
THIS CARD IS TMAIN ON-SITE
CITYfUF �I�N��.. , •
Federal a Construction In ection Record
INSPECTION REQU TS: (253) 835-3050
PERMIT #: 11 -102454 -00 -SF Address: 2804 SW 300TH PL
Project: MICHAEL J & PAMELA M MARTIN FEDERAL WAY, WA 98023
Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as
possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your
inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card.
SWM Precon Site Mtg (4400)
E] Initial Erosion Control (4365)Footings/Setback
(4110)
Approved
To be done prior to breaking ground
Approved to place concrete
By C Date 1/14(f
By eS Date f116
By Date
Foundation Wall (4115)
Approved to place concrete
By '.7c— Date
Slab/Concrete Floor (4255)
Approved to place concrete
By Date
rl Shear Walls. (4245)
Approved to install siding
I; Date
Drainage/Downspout (4040) Plumbing Groundwork (4190)
Approved to backfill Approved to cover
By Date /� � �� By Date 8.0257 1�
El
Underfloor Framing (4285)
Approved to sheath floor
By ` Datej --
Roof Sheathing (4220)
�,AAppproved to install roofing
By J�r/ Date C N 7 41
Floor Sheathing (4105)
Approved to install flooring
By Date
E Rough Plumbing (4230)
.Approved
By i6 Date _A!5 --/y
Mechanical Rough -in (4165) E] Gas Piping (4125) E:] Fire/Draft Stops (4095)
Approved Approved to release test 1pprovcd
By Date 12 By: Date _2 k I I By 14?jC Date
Interim Erosion Control (4370)
Approved
By me Date /2
Prior to scheduling a Framing inspection;
Electrical, Plumbing & Mechanical Rough -in and
Fire/Draft Stop inspections must be signed -off and
approved. IBC 109.3.4
Framing (4120)
Approved to insulate
BY �LF Date 2-Z'. JZ,
❑ Rough Electrical Final Electrical Right of Way
Approved Approved Approved
By Date By Date By Date
Insulation (4150)
Gypsum
Wallboard Nailing (4130)
Final Erosion Control (4375)
Approved to install wallboard
Approved to install mud & tape
Approved
By
FL Date -- �Z
By fif
Date3 —,I �, 2
By
Date
E]
Final - Mechanical (4065)
Final - Plumbing (4075)
E]
Final - Building (4050)
Approved
Approved
Approved
By
Date C,
By
Date
B
� DateL--r0__(
❑ Rough Electrical Final Electrical Right of Way
Approved Approved Approved
By Date By Date By Date
Viag, a
%�'��
��
/p �'�,a f��i�,v�,vt.l✓�'u .9-� �,s/Ace - %�
iG l <i
,tet Gi„v ries -G
4�,
-4L / f
Jason
Engineering &
Consulting
_-_- Business, Inc.
Waters and Wood
3040 B Street, Suite 7
Auburn, WA 98001
Geotechnical Engineering Rev Date: 10-07-2011
Retaining Structures Project: Martin Residence, 2800 SW
Project Management/ Inspection 300th Place, Federal Way
Pavement Design & Analysis File #: 11001-044
Attn: Bryce Salzman
Re: Martin Residence, 2800 SW 300th Place, Federal Way
JECB engineer spoke with the contractors representative (Don Wilde) regarding the rockery near the garage wall. Don
explained the rockery would be 6 feet in height and they would like to put another small rockery above it. Typical
Federal Way regulation requires a 1:1 slope in that the upper rockery must be at least 6 feet from the lower rockery.
The contractor would like to place the upper rockery at 3 feet from the lower rockery rather than 6. Don also explained
that the cut for the lower rockery was undisturbed soil and standing vertical during the construction of the lower
rockery. These factors would indicate competent soils. It is our understanding that the upper rockery is intended to be
3 feet or less which may be considered landscape rather than a retaining structure. We visited the site observe the
construction of the rockery. The rockery appears to be well constructed.
It is our opinion- an upper rockery of 3 feet, placed 3 feet from the lower rockery is acceptable.
If you have any questions
please call us at (206) 7864
Respectfully,
JASOX'f'f G
Jason L.C. Bell, P.E.
Plildsident
VS
.
4
JV
37343
above items, the procedures used, or if we can be of any further assistance
INC
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com Page 1 of 1
PO Box 181 Auburn WA. 98071
PLUMBING FIXTURES
Indicate how many of each type offurture to be installed or relocated as part of this project. Do not include existing, es to remain.
BATHTUBS (or T1ib/Shower combo) LAVS (Hand Sinks) TOILETS WATER PIPING
DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe)
DRAINS_ SHOWERS VACUUM BREAKERS
DRINKING FOUNTAINS Z SINKS (mchen/Umi-A
HOSE BIBBS SUMPS t WASHING MACHINES TOTAL rias URES
GENERAL INFORMATION
CRITICAL AREAE ON PROPERTY?
WATER PURVEYOR
FIXTURES
VALUE Or 11MBCB4NICAL WORN $
(a
of bid or estimate must beprovided)
Indicate how many of each tWe
of a to be installed or rgWe&ed
as part of this pro'ect. Do not include exis ' fixtures to remain.
AIR HANDLING UNITS
`
F
__Ig_ GAS PIPE OUTLETS OTHER (Describe)
AIR CONDITIONER
z.
FIREPLACE INSERTS
D
BOILERS
Additional Information
FURNACES
�_ HOT WATER TANKS (Gai)
COMPRESSORS
COVERED ENTRY
GAS LOG SETS
REFRIGERATION SYST
DUCTING
GAS PIPING
WOODSTOVES
PLUMBING FIXTURES
Indicate how many of each type offurture to be installed or relocated as part of this project. Do not include existing, es to remain.
BATHTUBS (or T1ib/Shower combo) LAVS (Hand Sinks) TOILETS WATER PIPING
DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe)
DRAINS_ SHOWERS VACUUM BREAKERS
DRINKING FOUNTAINS Z SINKS (mchen/Umi-A
HOSE BIBBS SUMPS t WASHING MACHINES TOTAL rias URES
GENERAL INFORMATION
CRITICAL AREAE ON PROPERTY?
WATER PURVEYOR
SEWER PURVEYOR
VALUE OF E%EnUG DEPROVERKWIT8
y 6 5at
vAna wo.+tr
Lm.y t. +} Av e,"
$ -75-000
Zzu" NG/PREVIOUS USE
LOT SIZE On Square Feet)
ISMO FIRE SPPJMfMlER SYSTEM?
PROPOSED FIRE SUPPRESSION SYSTEM?
6 4 n t l ;xm < < N
-! -1-157 0
❑ Yes m -No
des ❑ No
RESIDENTIAL
NEW OR ADDITION
eet Occupancy Group(s)
AREA DESCRIPTION (in square feet)
EXISTING
PROPOSED
TOTAL
FOR OFFICE USE
BASEMENT
`,Z, o o
1244
FIRST FLOOR (or Mobile Home)
3 2, r
2.035
Area urea Feet Occu Ciro
in sqTONAL
Construction TypeStories
SECOND FLOOR
Additional Information
DuummG
COVERED ENTRY
TENANT AREA ONLY
DECK
4k 0
{ 1 3 3
GARAGE ❑ CARPORT ❑
'6'
517
OTHER (describe)
_01
0•
Area Totals
2,$
p l q
"ASW ao#m
ONLY"
ESTIMATED SELLING PRICE $ SO 000
# OF BEDROOMS
COMMERCIALEW/ADDITION
AREA DESCRIPTION
eet Occupancy Group(s)
Stories
Additional Information
NEw Bo>zmm
ADDITION
COMMERCIAL - REM NANT IMPROVEMENTS
AREA DESCRIPTION
Area urea Feet Occu Ciro
in sqTONAL
Construction TypeStories
Additional Information
DuummG
TENANT AREA ONLY
PROJECT AREA -ONLY
Bulletin #100 —January 1, 2011 Page 2 of 3 k:\Iiandouts\Permit Application
t
Jason Geotechnical Engineer Rev Date: 07-19-2011
fA
Engineering & Retaining Walls / Pavement Design Project Martin Residence, 2800
0
Consulting Construction Management SW 300th Place, Federal Way
Business, Inc. WABO/ AASHTO Inspection &Testing File #:11001-026
Waters and Wood
3040 B Street, Suite 7
Auburn, WA 98001
Attn. Bryce Salzman FILE
Re: Martin Residence, 2800 SW 300& Place, Federal Way
Jason Engineering has visited the site and reviewed literature from previous geotechnical consultants. We have
reviewed the building plans for site suitability. The proposed building and foundation design are acceptable for the
site,
If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance
please call us at (206) 786-8645.
INC
11.10%454
RESUBMITTED
JUL 2 5 2011
CITY OF FEDERAL WAY
CDS
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 1 of 1
PO Box 181 Auburn WA. 98071
r7`
Z ALI
0
Jason
Engineering &
Consulting
Business, Inc.
Waters and Wood
3040 B Street, Suite 7
Auburn, WA 98001
Geotechnical Engineering
Retaining Structures
Project Management/ Inspection
Pavement Design & Analysis
Attn: Bryce Salzman
Re: Martin Residence, 2800 SW 300th Place, Federal Way
•
Rev Date: 03-15-2011
Project Martin Residence, 2800 SW
300th Place, Federal Way
File #:11001-002
The existing house will be demolished. The proposed new house will be constructed approximately 10 feet landward
of the existing location on the uphill side of the structure and between the newer residential home built at 2804 300th
Place (SEPA MDNS File#06-100651-00 5E). The construction will consist of retaining walls along the driveway and the
foundation for attached garage shall be designed as a retaining structure. The retaining walls are expected to be zero to
8 feet in height and create a more stable slope that the existing arrangement
Based on our site visits, previously reviewed related literature (Federal Way Revised Code Chapter 19.160, Geology
and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2,
2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at
2800 SW 300th Place. It is our opinion the previous reports (Geotechnical and SEPA MDNS) should still be considered
relevant
Per your request, Jason Engineering has reviewed additional geotechnical reports prepared by Pacific Geo Engineering
dated October 10, 2005, January 27, 2006, and March 15,2006- We reviewed letters from the City of Federal Way dated
May 11, 2010 and January 27, 2011 regarding the application process.
We have added the critical areas to the attached site plan. The proposed addition is within the area of the steep slope.
However the incorporation of a retaining wall will mitigate the slope and decrease the slide, seismic, and erosion
hazard of the site.
If you have any quer
please call us at (206)
:mss■� �•*�'�.
P.E.
the procedures used, or if we can be of any further assistance
INC
PO Box 181 Auburn WA. 98071I Page 1 of 2
Phone: 206-786-8645 Fax 253-833-7316 Email• Jason®jasonengineer.com
mr7AU
L
ALE
•
Jason
Engineering &
Consulting
Business, Inc.
Waters and Wood
3040 B Street, Suite 7
Auburn, WA 98001
Geotechnical Engineering
Retaining Structures
Project Management/ Inspection
Pavement Design & Analysis
Atte Bryce Salzman
Re: Martin Residence, 2800 SW 300th Place, Federal Way
•
Rev Date: 03-15-2011
Project: Martin Residence, 2800 SW
3001h Place, Federal Way
File #:11001-002
The existing house will be demolished The proposed new house will be constructed approximately 10 feet landward
of the existing location on the uphill side of the structure and between the newer residential home built at 2804 300th
Place (SEPA MDNS File#06-1006514)0-SE). The construction will consist of retaining walls along the driveway and the
foundation for attached garage shall be designed as a retaining structure. The retaining walls are expected to be zero to
8 feet in height and create a more stable slope that the existing arrangement.
Based on our site visits, previously reviewed related literature (Federal Way Revised Code Chapter 19.160, Geology
and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2,
2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at
2800 SW 300th Place. It is our opinion the previous reports (Geotechnical and SEPA MDNS) should still be considered
relevant
Per your request, Jason Engineering has reviewed additional geotechnical reports prepared by Pacific Geo Engineering
dated October 10, 2005, January 27, 2006, and March 15, 2006. We reviewed letters from the City of Federal Way dated
May 11, 2010 and January 27, 2011 regarding the application process.
We have added the critical areas to the attached site plan. The proposed addition is within the area of the steep slope.
However the incorporation of a retaining wall will mitigate the slope and decrease the slide, seismic, and erosion
hazard of the site.
If you have any queE
please call us at (206)
P.E.
s 1%ins, the procedures used, or if we can be of any further assistance
INC
PO Box 181 Auburn WA. 98071I Page 1 of 2
Phone: 206-786-8645 Fax 253-833-7316 Email• Jason@jasonengineer.com
' Jason Geotechnical Engineeo Rev Date: 07-19-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 300th Place, Federal Way
Business, Inc. WABO/ AASHTO Inspection &Testing File #:11001-026
Waters and Wood
3040 B Street, Suite 7 F Auburn, WA 98001
Attn. Bryce Salzman
Re: Martin Residence, 28M SW 300& Place, Federal Way
Jason Engineering has visited the site and reviewed literature from previous geotechnical consultants. We have
reviewed the building plans for site suitability. The proposed building and foundation design are acceptable for the
site.
If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance
please call us at (206) 786-8645.
Rua.,a.tf.,lh.
INC
1
1.10 %46 4
RESUBMITTED
JUL 2 5 2011
CITY OF FEDERAL WAY
CDS
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com( Page 1 of I
PO Box 181 Auburn WA. 98071
'�• t Jason • Geotechnical Engine& Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Proms t Martin Residence, 2800
Consulting Construction Management SW 300th Place, Federal Way
Business, Inc. WABO/ AASHTO Inspection &Testing File #:11001-025
Waters and Wood
3040 B Street, Suite 7
Auburn, WA 98001
Attn: Bryce Salzman
Re: Martin Residence, 2800 SW 300th Place, Federal Way FILE
Per your request, Jason Engineering has provided a report regarding the project located at 2800 SW 300th Place in
Federal Way. The proposed residential structure (2800 house) is between the slope and the newer residential home
built at 2804 300th Place (SEPA MDNS File#06-100651-00-SE). The construction will include retaining walls along the
driveway and an attached garage. The retaining walls are expected to be zero to 10 feet in height and create a more
stable slope than the existing arrangement.
Based on our site visit, related literature (Geology and Geotechnical Engineering Investigation, by Engineering
Geological Services and Liu & Associates, dated April 2, 2002) and familiarity with the area, we do not anticipate any
new impacts to the previous projects from the addition at 2800 SW 300th Place.
Based on our site visits, previously reviewed related literature (Federal Way Revised Code Chapter 19.160, Geology
and Geotechnical Engineering Investigation, by Engineering Geological Services and Liu & Associates, dated April 2,
2002) and familiarity with the area, we do not anticipate any new impacts to the previous projects from the addition at
2800 SW 3001b Place. It is our opinion the previous reports (Geotechnical and SEPA MDNS) are considered relevant.
Relevant portions of the previous reports have been updated and included in this report:.
Per your request, Jason Engineering has reviewed additional geotechnical reports prepared by Pacific Geo Engineering
dated October 10, 2005, January 27, 2006, and March 15, 2006. We reviewed letters from the City of Federal Way dated
May 11, 2010 and January 27, 2011 regarding the application process.
We have added the critical areas to the attached site plan. The proposed addition is within the area of the steep slope.
However the incorporation of a retaining wall will mitigate the slope and decrease the slide, seismic, and erosion
hazard of the site.
We have reviewed the building plans for site suitability. The proposed building and foundation design are acceptable
for the site.
If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance
please call us at (206) 786-8645.
Respectfully,
JASON�
/.BeJason .
SAV
BUSINESS, INc
37343
RL
RESUBMITTED
JUL 2 5 201
CITY OF FEDERAL WAY
CDS
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 1 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
Table of Contents
Tableof Contents.......................................................................................................................................................................2
InvestigationInformation.........................................................................................................................................................3
SiteInformation.........................................................................................................................................................................4
Foundation Discussion & Recommendations..........................................................................................................................6
Retainingwalls.......................................................................................................................................................................... 9
ConstructionConsiderations..................................................................................................................................................10
Conclusion...............................................................................................................................................................................12
AppendixI: Figures.................................................................................................................................................................13
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 2 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 300th Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
Investigation Information
Introduction
This report presents the results of a soils exploration and foundation analysis for the proposed new construction
located at 2800 SW 30011, Place, Federal Way. The exploration and analysis determines the various soil profile
components, the engineering characteristics of the foundation materials and provides criteria for the design engineers
and architects to prepare or verify the suitability of the foundation design. This report was requested by Don Wilde of
Waters and Woods.
Scope:
The scope of this geotechnical report and analysis included; a review of geological maps of the area, review of geologic
and related literature, a reconnaissance of the immediate site, subsurface exploration, field and laboratory testing, and
an engineering analysis and evaluation of the foundation materials to provide allowable bearing capacity, estimates of
settlement, subgrade modulus, lateral earth pressure design values, geotechnical recommendations for site grading
including site preparation, subgrade preparation, fill placement criteria, suitability of on-site soils as structural fill,
drainage and erosion control measures, as well as an evaluation of landslide and erosion hazards at the site per the
Critical Areas regulations.
We were not requested to provide an Environmental Site Assessment for this property. Any comments concerning
onsite conditions and/or observations, including soil appearances and odors, are provided as general information.
Information in this report is not intended to describe, quantify or evaluate any environmental concern or situation.
General:
The exploration and analysis of the foundation conditions reported herein are considered sufficient in detail and scope
to form a reasonable basis for the foundation design. Any revision in the plans for the proposed structure from those
enumerated in this report should be brought to the attention of the soils engineer so that he may determine if changes
in the foundation recommendations are required. If deviations from the noted subsurface conditions are encountered
during construction, they should also be brought to the attention of the soils engineer.
The types of foundation materials encountered in the test borings have been visually classified and described in detail
on the logs provided in the Appendix. The results of the moisture contents and other laboratory tests are presented on
the logs. It is recommended that the logs not to be used for estimating quantities due to highly interpretive results.
The soils engineer warrants that the findings, recommendations, specifications, or professional advice contained
herein, have been promulgated after being prepared according to generally accepted professional engineering practice
in the fields of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or
expressed.
This investigative report has been prepared for the exclusive use of Don Wilde of Waters and Wood and retained
design consultants thereof. Findings and recommendations within this report are for specific application to the
proposed project. All recommendations are in accordance with generally accepted soils and foundation engineering
practices. The field exploration was performed to determine the engineering characteristics of the foundation
materials. It included a reconnaissance of the project site, excavating the test borings. Waters and Wood supplied a
site plan to locate the proposed building orientation. The test borings were located by the field technician by means of
normal taping and pacing procedures and are presumed to be accurate to within a few feet. After completion, the
borings were backfilled with excavated soils and the site cleaned and leveled as required.
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 3 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
Site Information
Project Description
The purpose of this section is to enumerate details of the proposed structure. The following information was provided
by Waters and Wood. The building will be a two story wood framed single family residence. A mat foundation slab
is scheduled. Differential settlements are limited to �Y4 inch.
Description of Foundation Materials:
The previous geotechnical report describes the native material as;
5 to 15 feet of colluvial clayey soil, variably thick sections of very stiff, highly plastic, blue clay with thin lenses of silt
and fine sand layers of varying from 3 to 9 feet thick with silt and clay up to 45 percent by weight. The soils are
generally layered below a depth of about 12 feet. The layers appear to be sub horizontal or with a slight dip to the west.
Firm bearing soils of stiff to very stiff clay or dense to very dense sane were found generally below 10 to 15 feet below
present grade. The allowable bearing capacity of the soil below 10 feet are estimated at about 1,500 psf and below 15 feet
at about 3,000 psf,
Subsurface condition have been evaluated by a traverse of the site and the bring of two auger borings to depths of 41.5
and 31.5 feet.
The USGS map indicates the site is mantled with Quaternary -age Salmon Springs Formation, Qss. This formation is
underlain by a glacio-lacustrine sand and clay and overlain by recessional outwash glacial drift. The Salmon Springs
Formation is composed of coarse sand and gravel with thin layers of clay and silt. The formation is in excess of 100 feet
thick, the formation has been eroded to a wedge shaped outcrop on the site,
We performed borings on the site and found similar material during our investigations and are in general agreement
with the description of the previous geotechnical report.
Geoseismic Setting.
Foundation soils on this site are designated a Site Class C to D, from Table 1615.1.1 per the 2009 International Building
Code (I.B.C.). All building structures on this project should be designed per Code Requirements for such a seismic
classification. These types of soils have a shear wave velocity in the range of 1,000 to 2,000 ft/sec. The undrained
shear strength is typically about 1,500 psf with blow counts in the range of 15-50 blows per foot. The following may be
used for the seismic coefficients.
Design Response Spectrum
90.00-
80.00-
70.00-
60.00-
50.00-
40.00
0.0080.0070.0080.0050.0040.00
30.00
20.00--
10.00--
&
0.0010.00& 0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40
Period, T
Period, T Sa Sds Sms
0
0.00
33.33
To
0.09
83.33 83.33 125.00
Ts
0.45
83.33 83.33 125.00
1
1.00
37.33
2 1
2.00
18.67
• Sds and Sms values given at max acceleration
• Sm1 = 52, Sd1= 37.4
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 4 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Pr2ject: Martin Residence, 2800
Consulting Construction Management SW 300th Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
EXPLANATION
■
Site class F Requires
invesfiPtion
she -specific
■
--------
SiteclassE
Site class D to E
g
ElSite
class D
F -1O
Site class C to D
W
L
8
Site class C
.
Site class B to C
.a
■
Site class B
A
Liquefaction Potential.
Liquefaction is when saturated, cohesionless soils are temporarily turned in to a liquid state usually from a seismic
event. If ground motion lasts for extended amounts of time, the grain to grain contact shifts and the grain structure
can collapse. If the water within the soil cannot flow easily between the grain and out of a collapsing area, the water
pressure increases. When pore pressures build up within the soil and exceed the effective contact pressure of the soil,
the water can push the soil particles apart. When the particles lose contact with each other, the soil mass can behave
like a liquid. If pore pressures are great enough, water may discharge out of the ground like a geyser leaving
characteristic signs, such as sand boils. Liquefaction is generally related to; soil characteristics, water table depths and
the degree of seismic activity. The results are lower bearing capacities, increased settlement issues, landslides, and
lateral spreading to name a few things. Liquefaction potential for this site is provided within the boundaries of the site.
Seismic events which affect land masses on a greater scale are beyond the scope of this report.
EXPLANATION
■ Liquefaction susceptibility: HIGH
■ Liquefaction susceptibility: MODERATE to HIGH
Liquefaction susceptibility: MODERATE
Liquefaction susceptibility: LOW to MODERATE
® Liquefaction susceptibility: LOW
■ Liquefaction susceptibility: VERY LOW to LOW
■ Liquefaction susceptibility: VERY LOW
In our review we tound no evidence of liquefaction of the soils in the immediate area from the 1949, 1965 and 2001
earthquakes. The site is located within the category II region of the Poverty Bay quadrangle liquefaction susceptibility
map (GM -43) which has a LOW to MODERATE susceptibility rating for liquefaction. It includes Holocene lacustrine
and mass wasting deposits and lat Pleistocene sandy glacio-lacustrine sediments. Additional information on the site
has been reviewed on Liquefaction Susceptibility Map provided by the Department of Natural Resources which rates
the site as having a LOW to MODERATE susceptibility to liquefaction.
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@iasonengineering.com Page 5 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
Foundation Discussion & Recommendations
General Notes:
Various foundation types have been considered for the support of the proposed building structure. Two requirements
must be fulfilled in the design of foundations. First, the load must be less than the ultimate bearing capacity of the
foundation soils to maintain stability; and secondly, the differential settlement must not exceed an amount that will
produce adverse behavior of the superstructure. The allowable settlement is usually exceeded before bearing capacity
considerations become important; thus, the allowable bearing pressure is normally controlled by settlement
considerations.
Considering the subsurface conditions and the proposed construction, it is recommended that the structure be
founded upon a conventional spread and continuous wall footing foundations. Pin piles were considered on the west
side due to pressures of the slope. Settlements should not exceed tolerable limits if the following design and
construction recommendations are observed.
Foundation Design Recommendations:
'On the basis of the data obtained from the site and the information provided by previous geotechnical reports, we
recommend that the following guidelines be used for the net allowable soils bearing capacity of 1,500 psf.
All footings are to be excavated to native undisturbed soils. Footings are required to be a minimum of 18 inches
below grade for freeze thaw purposes. After excavation, compact any loose surface soils. These soils shall be
confirmed for bearing capacity and verified by the soils engineer after excavation.
Confirm compaction of the native soils and that all soft spots have been removed and replaced with suitable fill
material and compacted to least 95% of the maximum dry density as determined by ASTM D-1557.
The footings should be proportioned to meet the stated bearing capacity and/or the current minimum requirements of
the International Building Code. Total settlement should be limited to 1 inch total with differential settlement of 3/a
inch. Any excessively loose or soft spots or areas that do not meet the compaction requirements that are encountered
in the footing subgrade will require over -excavation and backfilling with at least 1 foot of structural fill. In order to
minimize the effects of any slight differential movement that may occur due to variations in the characters of the
supporting soils and any variations in seasonal moisture contents, it is recommended that all continuous footings be
suitably reinforced to make them as rigid as possible.
Blow count
(N value)
Relative bearing capacity
(lbs per SF)
3
303
5
506
6
607
10
1012
15
1518
20
2024
25
2530
30
3036
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 6 of 17
PO Box 181 Auburn WA. 98071
•
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management _ g SW 3001h
Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
Blow count information was used to estimate bearing capacity based on the formula (q,allow (lbs/sq.ft) =0.11*N*Cn)
where N=blow counts, Cn is the overburden correction factor. We used Cn = 0.46 which relates to 5 feet of overburden
These equations are typically used for footings with less than 5 foot of backfill around them, so the corrections factors
have not been studied for greater than 5 feet. Below is a table of estimated bearing capacity based on the blow count
information.
As shown in the attached soil logs, the bearing capacity at 15 feet is more than sufficient for the proposed retaining
wall. Pin piles will not be necessary for downward bearing. They may however, be useful in sliding. The soil behind
the wall proposed wall area is mainly a silty sand. Because high moisture was noted during the exploration, sufficient
drainage will be very important. Based on the soils found in the area of the wall and approximate unit weight of 120
PCF and phi angle of 25 degrees, the following parameters (Table 1) may be used for design purposes.
Earth Pressure
Coefficients
Active, Ka: 0.406
At Rest, Ko: 0.577
Passive, KP: 2.464
Earth Pressure
Active: 49
lbs./ ft3
At Rest: 69
lbs./ft3
Passive: 296
lbs./ft3
Coefficient of Friction: 0.40
Table 1
Alternate soil materials may be used for backfill behind the wall that will provide a variety of earth pressure values for
design. Higher phi angle materials result in higher passive pressure but lower active pressures. For instance, WSDOT
base course (1-1/4" crushed rock) with a unit weight of 135 PCF and a phi angle of 35 degrees will provide values as
shown in Table 2.
Earth Pressure
Coefficients
Active, Ka: 0.271
At Rest, Ko: 0.426
Passive, KP: 3.690
Earth Pressure
Active: 37
lbs./ft3
At Rest: 58
lbs./ft3
Passive: 498
lbs. /ft3
Coefficient of Friction: 0.40
Table 2
A mat (floating) slab may be used to spread the footing load over the foundation soils. Blow count information
indicates native bearing capacities around 500 psf. Bearing soils may be built up to achieve the required bearing
capacity of 1,000 psf by over excavation of the native material. Remove and replace the native material with
compacted crushed rock (1-1/4" base course or 5/8" top course). During excavation for the foundation, we should be
on site to verify bearing soils. The maximum anticipated over -excavation is 2 feet, however adequate bearing may be
found at shallower depths.
Structural Fill.
Structural fill should consist of a 3 inch minus select, clean, granular soil with no more than 5% fines (4200). Suitable
structural fill should consist of material that meets one of the following specifications, WSDOT Section 9-03.10
Aggregate for Gravel Base, WSDOT Section 9-03.14(1) Gravel Borrow, WSDOT Section 9-03.14(2) Select Borrow,
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@iasonengineering.com Page 7 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
WSDOT Section 9-03.9(3) Crushed Surfacing (Base Course Specs), WSDOT Section 9-03.9(3) Crushed Surfacing (Top
Course Specs), APWA Class A Pit Run, or APWA class B Pit Run. Material that does not meet one of the specifications
should be submitted with sieve analysis results for approval prior to placement.
The fill should be placed in lifts not to exceed 12 inches in loose thickness. Each layer of structural fill should be
compacted to a minimum density of 95% of the maximum dry density as determined by ASTM designation D-1557.
For structural fill below footings, the area of the compacted backfill must extend outside the perimeter of the
foundation for a distance at least equal to the thickness of the fill between the bottom of the foundation and the
underlying soils. If it is elected to utilize a compacted backfill for the support of foundations, the subgrade
preparation and the placing of the backfill should be monitored continuously by a qualified engineer or his
representative so that the work is performed according to these recommendations.
The use of on-site soils as structural fill is not acceptable.
Groundwater Control.
Groundwater was encountered at a depth of 7 feet beneath the existing grade at the time the field exploration was
conducted by previous geotechnical consultants. Suring our investigations we also found groundwater to be present.
Groundwater will likely be present during the winter months. It is recommended that runoff caused by wet weather
be directed away from all open excavations. The on-site soils can be expected to become soft and pump if subjected to
excessive traffic after becoming wet during periods of bad weather. This can be avoided by constructing temporary or
permanent driveway sections should wet weather be forecast. Retaining walls should contain at least 12 inches of free
draining material behind the wall as well as a 6 inch perforated drainpipe at the bottom of the wall to alleviate any
pressure buildup. Connect the drainpipe to the approved storm drainage system.
From a previous report;
The salmon Springs Formation is a prolific aquifer in parts of the Tacoma area and this site does display these
characteristics with a perched water level at a depth of 7 feet. The separate layers of lacustrine clay tend to separate the
potentially water bearing layers of sand within the Salmon Springs Formation.
The site has year round seepage from the slopes above the existing residence. This water is collected by drains and
conducted to the shoreline. Seepage is also found along the shoreline from the upslope area. The surface seepage zones
located within the building site must be collected and discharged through the existing drainage system in order to
minimize soil erosion and maintain slope stability.
Slope Impact Analysis& Recommendations:
On-site care should be taken during construction to make sure that runoff caused by wet weather is directed away
from all open excavations. The garage wall shall be designed by the structural engineer as a retaining wall to maintain
the adjacent steep slope.
From a previous report;
The site reconnaissance did not reveal any slide masses or scars. It is our opinion that steep shoreline slopes have
sloughed most of the disturbed soils and the remnants have been washed away by wave action, The upper slopes do not
show any evidence of slope disturbance or movement.
Slopes adjacent to the proposed structures exhibit a slope gradient of about 20 degrees or about a 36 percent gradient.
The bluff fronting the shoreline and the slope adjacent to the driveway along the south side of Parcel B exhibits a gradient
of 30 to 50 percent. The steeper gradients are along the shoreline. The height of the bluff is about 60 feet and the lower
slopes are from 20 to 25 feet in height.
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 8 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/ AASHTO Inspection &Testing File #: 11001-025
Two slopes have been analyzed to determine the environmentally critical area determination. The Profile C -C is located
on the north end of the shoreline bluff and trends in a east -west direction. The Profile D -D is located on the northeast
southwest trend starting at the corner of the proposed residence. The C -C profile represents the steep slope that may be
considered unstable while the D -D profile represents the lower more stable slopes. The factors of safety (SF) against slope
failure tend to verify these opinions.
The steep slope profile, C -C is far from the proposed structures. It displays low factors of safety, In the undrained state
the likely SF is 0.79 no considering cohesion. Because the slope is standing with no apparent distress, we have added
cohesion in order to attain an SF of about 1.0. Significant amount of work would be required to bring this slope to a 1.5
SF. This effort is not required to minimize risk to the proposed development.
We reviewed the slope stability analyses and are in agreement with the conclusions made by the previous geotechnical
engineer. The total vertical elevations difference of the bluff is 30 feet. The required setback is H/3, or 10 feet per IRC
R403.1.7.2 and R403.1.7.4. The setback from house is 14 feet and therefore acceptable. The deck is within the 14 foot
setback and shall be founded on pin piles driven to at least 15 feet and therefore in compliance with the IRC R403.1.7.2
and R403.1.7.4.
Retaining walls
The east slope shall be retained by the garage wall foundation. The wall is scheduled to be to a concrete wall designed
by the structural engineer.
Rockeries
1. Rockery Construction is a craft and depends largely on the skill and experience of the builder. A rock wall is a
protective system which helps to retard the weathering and erosion process acting on an exposed cut or fill soil face.
While by its nature, it will provide some undetermined degree of "mass' or "gravity' retention. It is not typically a
designed or engineered system in the sense of a reinforced concrete retaining wall would be. The degree of retention
is dependent of the size of the rock used (mass or weight), and the height of the wall being constructed. The larger the
rock, the more competent the wall. All rockeries over 4 feet in height should be constructed on the basis of wall mass,
not square footage of face, and should be subject to engineering "design' by a licensed professional engineer.
2. The ultimate responsibility for rock wall construction should remain with the rock wall builder.
Workmanship should be guaranteed by the builder and all materials should be guaranteed by the supplying quarry
for a period of 6 years from the date of completed erection, provided no modification or changes in the existing
conditions are made.
3. Rockeries are best suited to cut slopes and are not recommended in fill areas. Special "design' conditions
which require consultation and/or advice from a suitably qualified geotechnical engineer are rock walls: protecting
thick fill areas, with steep sloping surfaces above or below them, with multiple steps or stages, with foundation or
other surcharge loads affecting them, protecting sandy or gravelly soils subject to raveling, with seepage or wet
conditions, or that are greater than 4 feet in free standing height.
4. Rockeries should be battered no steeper than 1(H):6(V).
5. The maximum backfill slope above and behind a rockery should be 2(H):1(V). Cover the slope as soon as
practically possible with vegetation to help reduce the potential erosion by surface water flow.
6. The minimum thickness of the drainage layer behind a rockery should be 12 inches of 2 to 4 inch spalls or
other material approved by the geotechnical engineer.
7. Rockeries greater than 8 feet in height should be installed under periodic or full time observation of the
geotechnical engineer.
8. Rocks should be placed to gradually decrease in size with increasing wall heights in accordance with
geotechnical engineers recommendations.
9. Minimum width of keyway excavation should be equal to the thickness of the basal rock plus the thickness of
the drainage layer.
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 9 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
10. The long dimension of the rock should extend back towards the cut face to provide maximum stability. Rocks
should be stacked to avoid continuous joint planes in vertical or lateral directions wherever possible. Whenever
possible, rocks should bear on two or more rocks below it, with good flat to flat contact.
11. The drainage pipe should be 6 inches in diameter, perforated or slotted, rigid pipe. The pipe should be placed
to allow water to flow with a positive gradient. The discharge point should be placed away from the wall a distance at
least equal to the height of the wall.
12. All fills should be placed in lifts not to exceed 10 inches in loose thickness and compacted to 95% of maximum
density as determined by ASTM D1557.
On site rockeries shall be designed per WSDOT specifications and guidelines. Wall heights may vary on the site.
Rockeries shall conform to the following guidelines using the prescribed base rock for the required height of wall. Base
rocks shall be buried a minimum of 1 foot for stability.
Given
Height (H)
(feet)
WSDOT Rockery Wall
Dimensions
Base (B) Min Rock
(feet) size (man)
Top (T)
(feet)
Min Rock
size (man)
6
3 3
2
2
8
4 4
2
2
10
5 4
2
2
12
6 5
2
2
WSDOT Specs, Section 9-13.71
Rock
Rock Weight
I
Avg. Dimension
(inches)
size (man)
min
max
average
min
max
average
1
50
200
125
12
18
15
2
200
700
450
18
28
23
3
700
2,000
1,350
28
36
32
4
2,000
4,000
3,000
36
48
42
5
4,000
6,000
5,000
48
54
51
6
6,000
8,000
7,000
54
60
57
Construction Considerations
Earthwork:
Excessively organic top soils generally undergo high volume changes when subjected to toads. This is detrimental to
the behavior of pavements, floor slabs, structural fills and foundations placed upon them. It is recommended that
excessively organic top soils be stripped from these areas to depths of 6-12 inches and wasted or stockpiled for later
use. Exact depths of stripping should be adjusted in the field to assure that the entire root zone is removed. It is
recommended that the final exposed subgrade be inspected by a representative of the soils engineer. This inspection
should verify that all organic material has been removed. Any soft spots or deflecting areas should be removed to
sound bearing and replaced with structural fill.
Once the existing soils are excavated to the design grade, proper control of the subgrade conditions (i.e., moisture
content) and the placement & compaction of new fill (if required) should be maintained by a representative of the soils
engineer. The recommendations for structural fill presented within this report, can be utilized to minimize the volume
changes and differential settlements that are detrimental to the behavior of footings, and floor slabs. Enough density
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 10 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 3001h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
tests should be taken to monitor proper compaction. For structural fill beneath building structures one in-place
density test per lift for every 1,000 ft2 is recommended. In parking and driveway areas this can be increased to two
tests per lift for every 1,000 ft2.
Excavation equipment may disturb the bearing soils and loose pockets can occur at bearing levels that were not
disclosed by the test borings. For this reason, it is recommended that the bottoms of the excavations be compacted in-
place by vibratory compactors. The upper 12 inches should be recompacted to achieve an in-place density of not less
than 95% of the maximum dry density as determined by ASTM D-1557.
Excavations:
Shallow excavations required for construction of foundations that do not exceed four feet in depth may be constructed.
Side slopes are likely to approach slough to a 1:1 ratio. For deep excavations, the soils present cannot be expected to
remain in position. These materials can be expected to fail, and collapse into any excavation thereby undermining the
upper soils materials. This is especially true when working at depths near the water table. Proper care must be taken
to protect personnel and equipment.
Care must be taken so that all excavations made for the foundations are properly backfilled with suitable material
compacted according to the procedures outlined in this report. Before the backfill is placed, all water and loose debris
should be removed from these excavations.
This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the
responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements
and equipment type and operation can all affect slope stability. All excavations should be sloped or braced as
required by applicable local, state and federal requirements.
Floor Slab -On -Grade:
Before the placing of concrete floors or pavements on the site, or before any floor supporting fill is placed, the organic,
loose or obviously compressive materials must be removed. The subgrade should then be verified by the geotechnical
engineer or his representative that all soft or deflecting areas have been removed. Areas of excessive yielding should
be excavated and backfilled with structural fill.
Any additional fill used to increase the elevation of the floor slab should meet the requirement for structural fill.
Structural fill should be placed in layers of not more than 12 inches in thickness, at moisture contents at or above
optimum, and compacted to a minimum density of 95% of the maximum dry density as determined by ASTM
designation D-1557.
A granular mat should be provided below the floor slabs. This should be a minimum of four inches in thickness and
properly compacted. The mat should consist of sand or a sand and gravel mixture with non -plastic fines. All material
should pass a 3/4 inch sieve and contain less than 10% passing the #200 sieve. Groundwater can be expected at
shallower depths during the winter months. A moisture barrier, such as visqueen or plastic sheeting, should be placed
beneath all floor slabs that are within a foot of the water table, as determined during excavation.
Erosion Control (typical)
1. The implementation of these ESC plans and the construction, maintenance, replacement, and upgrading of these
ESC facilities is the responsibility of the owner/ESC supervisor until all construction is approved.
2. During the construction period, ESC facilities shall be upgraded as needed for unexpected storm events and
modified to account for changing site conditions (e.g., additional sump pumps, relocation of ditches and silt fences,
etc.).
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.comI Page 11 of 17
PO Box 181 Auburn WA. 98071
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management _ g SW 300h Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
3. The ESC facilities shall be inspected daily by the applicant/ESC supervisor and maintained to ensure continued
proper functioning. Written records shall be kept of weekly reviews of the ESC facilities during the wet season
(Oct. 1 to April 30) and of monthly reviews during the dry season (May 1 to Sept. 30).
4. Any areas of exposed soils, including roadway embankments, that will not be disturbed for two days during the
wet season or seven days during the dry season shall be immediately stabilized with the approved ESC methods
(e.g., seeding, mulching, plastic covering, etc.).
5. Any area needing ESC measures not requiring immediate attention shall be addressed within fifteen (15) days.
6. The ESC facilities on inactive sites shall be inspected and maintained a minimum of once a month or within forty-
eight (48) hours following a storm event.
7. At no time shall more than one (1) foot of sediment be allowed to accumulate within a catch basin. All catch
basins and conveyance lines shall be cleaned prior to paving. The cleaning operation shall not flush
sediment -laden water into the downstream system.
8. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained for
the duration of the project. Additional measures, such as wash pads, may be required to ensure that all paved
areas are kept clean for the duration of the project.
9. Any permanent flow control facility used as a temporary settling basin shall be modified with the necessary
erosion control measures and shall provide adequate storage capacity. If the facility is to function ultimately as an
infiltration system, the temporary facility must be graded so that the bottom and sides are at least three feet above
the final grade of the permanent facility.
Conclusion
Jason Engineering has visited the site and reviewed literature from previous geotechnical consultants. We have
reviewed the building plans for site suitability. The proposed building, foundation design, retaining walls and
rockeries are acceptable for the site.
If significant changes are made in the character or location of the proposed structures, a consultation should be
arranged to review them regarding the prevailing soil conditions. Then, it may be necessary to submit supplementary
recommendations.
It is recommended that the services of our firm be engaged to test and evaluate the soil conditions during the
construction phase of the project. The design values and recommendations made herein are valid only insomuch as
they are followed during the construction phase. Additionally, monitoring and testing during the construction phase
needs be performed to verify the subgrade conditions and that suitable materials are used and that they are properly
placed and compacted.
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com Page 12 of 17
PO Box 181 Auburn WA. 98071
o5.01M sag
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Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management _ g SW 3001t,
Place, Federal Way
Business, Inc. WABO/ AASHTO Inspection &Testing File #: 11001-025
Soil type, Boring 1, North Side garage area
Boring ID: B-1, North side Method of Sample: Hollow stem auger
Date of Excavation: 05-20-2011 Surface Elevation (ft): 60
Project Name: Martin Res Total depth (ft): 15
File #: 11001-017 Technician JECB
Depth(ft):
(feet) (meters)
Profile
USCS
SPT (N)
(blows/ft)
Moisture
%
Sample
Type
Description
1 0.30
2 0.61
3 0.91
4 1.22
5 1.52 2,2,3
6 1.83 N=5
7 2.13
8 2.44
9 2.74
10 3.05 3,1,2
11 3.35 N=3
12 3.66
13 3.96
14 4.27
15 4.57 23,42,50
End Boring N=92
n/a
n/a
n/a
land
Topsoil
Sandy silt (more silt than sand)
Water noted about 9 feet
Moist silty sand, estimated moisture of 12%
(more sand than silt)
50 blow count for last 2 inches. Wet sand with silt
some gravel
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason@jasonengineering.com Page 14 of 17
PO Box 181 Auburn WA. 98071
•
Jason Geotechnical Engineering Rev Date: 07-20-2011
Engineering & Retaining Walls/ Pavement Design Project: Martin Residence, 2800
Consulting Construction Management SW 300th Place, Federal Way
Business, Inc. WABO/AASHTO Inspection &Testing File #: 11001-025
Soil type, Boring 2, South Side garage area
Boring ID: B-2, South side Method of Sample: Hollow stem auger
Date of Excavation: 05-20-2011 Surface Elevation (ft): 60
Project Name: Martin Res Total depth (ft): 15
File #: 11001-017 Technician JECB
Depth(ft):
(feet) (meters)
Profile
USCS
SPT (N)
(blows/ft)
Moisture
%
Sample
Type
Description
1 0.30
2 0.61
3 0.91
4 1.22
5 1.52 4,2,4
6 1.83 N=6
7 2.13
8 2.44
9 2.74
10 3.05 5,4,5
11 3.35 N=9
12 3.66
13 3.96
14 4.27
15 4.57 22,25,46
End Boring N=71
n/a
n/a
n/a
Topsoil
Sandy silt (more silt than sand)
Moist sand, estimated moisture of 8%
(very little silt noted)
Water noted about 12 feet
50 blow count for last 2 inches. Wet sand with
some gravel
Phone: 206-786-8645 Fax: 253-833-7316 Email: Jason"asonengineering.comI Page 15 of 17
PO Box 181 Auburn WA. 98071
•
' RECEIVED
FEB 0 9 200
CITY OF FEDERAL WAY
BUILDING DEPT.
GEOLOGY AND GEOTECI3NICAL ENGINEERING
PERMIT #:
11 -102454 -00 -SF
ADDRESS:
2800 SW 300th P
PROJECT:
New Single Family
/vIAI�TI t�
DATE:
6/21/11
INVESTIGATION,
MARTIN RESIDENCE
FEDERAL WAY, WASHINGTON
for
Dr. and Mrs. Michael Martin
2800 300th Place SW
Federal Way, WA. 98003
by
Engineering Geological Services
4538 Lake Washington Blvd.
Kirkland, WA. 98033
and
Lin & Associates, Inc.
19213 Kenlake Place NE
Kenmore, WA. 98028
April 2, 2002
RECEIVE®
JUN 21 2011
CITY OF FEDERAL WAY
CDS
TABLE OF CONTENTS
1. Introduction..................................................................... ............. 1
A. General ................ ...._........................... ............ . 1
B. Site Access................................................................ 2
C. Proposed Project..................................•..................... 2
D. Scope of Services....................................................... 3
II. Site Description and investigation ................................................ 3
A. Surface............................................................................ 4
B. Subsurface....................................................................... 4
JL
At
C. Groundwater.................................................... ..``:............. 5
D. Seismicity........................................................................ 5
E. Slope Stability.................................................................. 7
F. Environmentally Sensitive Areas Requirements .................. 9
III. Conclusions and Recommendations .............................................
10
A. General............................................................................
10
B. Earthwork.......................................................... I........
10
C. Drainage........................................................................
12
D. Construction During Wet Weather Conditions ..............
14
E. Guide Specifications........................................................
14
F. Retaining Walls.............;....................................................
14
G. Slab-on-Grade................................................................
15
H. Conventional Foundations ................................................
is
1. Pile Foundations ....................... ...............................
15
J. Access Driveway.........................................................
17
IV. Construction Observation............................................................ 18
V. Report Preparation........................................................................ 18
FIGURES
Figure 1 ........................................... vicinity Map
Figure 2 ................................ I.......... Site Plan
Figure 3 ........................................... Profiles Across Proposed Structures
Figs 4 ........................................... Typical Footing Drain Detail
Figure 5 .............................. :............ Typical Slab -on -Grade Detail
TABLES
Table i. ............................................. Re&dtt of Slope Stability Analyses
Table 2. ............................................. Site Soil Parameters
Table 3. ............................................. WSDOT Standard Specifications
Table 4. ............................................. Retaining Wall Soil Parameters
Table 5 ............................................. Pile Parameters
APPENDICES
Appendix A . .......................................................... Boring Logs and Laboratory Data
Appendix B .......................................................... Slope Stability Data Sheets
Appendix C ........................... . .............. ; ............ ARC Rockery Guidelines i"O-fa-
6ID
Ri
Mw io Rte, R2126k 3-2-s- z 0
•
Geology and Geotechnical Engineering Investigation,
Martin Residence,
Federal Way, Washington
L INTRODUCTION
A. General
This report presents the results of our geological and geotechnical investigation for the Dr.
Michael Martin Residence located at 2800 SW 300th Place, Federal Way, Figure 1, Vicinity Map.
The proposed development consists of the location of a detached garage and single family
residence. This project is located adjacent to the Poverty Bay Park, currently undeveloped
regional park.
The Property consists of 2.85 acres in two parcels. Parcel A is undeveloped and is the subject of
this geotechnical investigation. Parcel B has a single-family residence on the site which is
accessed by a paved driveway from SW 300th Place.
The purpose of this work is to evaluate the site for slope stability, foundation bearing
characteristics, and ease of development. To attain these goals two borings were drilled and
sampled on the east side of the property. Most of the proposed development will be held to the
eastern 100 feet of parcel A There will also be a SEPA check list prepared for this development
although that check list may not be required at this stage of development.
The residential site is reported to be located in a conservancy environment based on the shoreline
areas of high scenic value (Sec. 18-167. b.4) Federal Way City Code. The conservancy
environment allows for development of sites if they follow certain requirements: i.e. The
mini>nelm lot size must be 35,000 square feet, all lots to be served by public water, all lots are to
be saved by an approved sewage disposal system, all lots to be served by paved streets, and all
lots to have a minimum width of 100 feet. This proposed development will fulfill all of these
criteria. In addition, the proposed structures will be located a minimum of 350 feet from the
present shoreline.
E'O" "g Geological Services, 4539 L" W-hi8g— Blvd, Kkkla14 Wa. 99033, 425 928 3162
MwW Residence„ R2126k 3-2..s •
0
This site is also within an area that has been defined as environmentally sensitive. The primary
reason for this classification are the steep slopes. A subsequent section of this r A will-a�adress
each of environmental parameters with in this classification. The following components must
be evaluated: whether the subject property
o Contains or is within 25 feet of a regulated slope, 1
o Contains or is within 100 feet of a wellhead,
o Contains or is within 100 feet of the top of any bank of a major stream,
o Contains or is within 50 feet of the top of any bank of a minor stream,
o Contains or is within 25 feet of any regulated lake, and/or
o Contains or is within 100 feet of the edge of any wetlands.
The site contains steep slopes that are in excess of 30 percent and slopes that exceed 40 percent.
These slopes are defined on Figure 2, Site Plan None of the other criteria apply to the site.
B. Siete Access
Access to the Martin Residence the main part of Federal Way can be attained via SW Dash Point
Road to 30th Avenue SW (right turn), drive to the end of 30th Ave. and turn right on SW 300th
Place. The proposed residence is located on the end of the right hand driveway located at the end
of 300th Place. The property line is located at the gate at the end of the driveway. The
residential property extends 272 feet north of the gate and about 500 feet to the left to the water's
edge, Figure 2, Site Plan. The Parcel B is occupied by a single family residence under the same
ownership as the proposed developable lot.
Access to the building site will be attained by the development of a drive way extending from the
gate inward 100 feet to the proposed garage. This driveway will be designed in accordance with
City of Federal Way Code and is expected to be 20 feet wide with a overall gradient of 20
percent. This slope could be lowered slightly by winding the driveway up to the garage area.
However, this method may remove some of the desirable trees on the site.
C. Proposed Project
The proposed project consists of the development of a single family residence and detached
garage to be located along the eastern side of the site. The project is proposed in two stages. the
first stage is the driveway actress and the garage construction. The second stage is the
development of the residence. The owner is interested in disturbing as few of the existing trees as
possible as they are of large size and an asset to the development.
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2
M= in Re id=K*6 82126, 3-2,4 •
Not included in this study but required for the development will be the design of a sewage
~ disposal system The surface soils are slightly to moderately permeable, but they will have to be
tested for percolation capability_ Alternatively, the sewer disposal system could be designed to
pump the sewage from the two residenc p the slope to the mains through a 2 -inch pressure
lateral. This op on would eliminate the addition of additional groundwater to the site and reduce
the area of disturbance within the development. These options will be examined by the Civil
Engineer for the project.
The proposed project will have to be founded on the deeper soils approximately 15 feet below the
present grade. This sound bearing soil may be found by means of over excavation or the use of
i rs or ' Winter time groan water was encountered at a depth of seven feet in Boring B- 17.
Any footings will require subdrains to dewater foundation areas_
,&Scope of Services s
IVI-
The scope of work for this geotechnical investigation included site visits, drilling, soil sampling,
topographic mapping, and testing of the soil samples obtained from the two borings drilled on
site. The engineering analysis for the settlement and pile embedment, lateral load parameters for
the retaining wall, and preparation of this report completed this scope of work.
This report has been prepared in accordance with generally accepted geotechnical engineering
Practices, and in accordance with the agreement with Dr. Michael Martin and his design staIX and
for specific application to the development of the residences.
in ownership, the nature, design, or location of the proposed residential structures, or if any future
additions are planned, the conclusions and recommendations contained in this report shall not be
considered valid unless 1) project changes are reviewed by Engineering Geological Services or
Lia & Associates, Inc. and 2) the conclusions and recommendations presented in this report are
modified or verified as required in writing.
Reliance on this report by others must be at their risk unless we are consulted in the use or
limitations of this information. We cannot be responsible for the impact of any changes in
environmental standards without further consultation_ We can neither vouch for the accuracy of
.on supplied by others nor accept consequences for unconsulted use of segregated
portions of this report.
. 11L Site Description and Investigation
The site surface conditions and access have been described in general in the preceding section.
The present site development consists of a single family, A Frame structure on Parcel B, Figure
2, Site Plan. This structure has been constructed on a conventional, continuous, spread footing.
There is no evidence that this structure has been disturbed by slope movement or affected by
groundwater seepage since construction. The structure has been in place for approximately 20
years.
Our subsurface exploration encountered a soil profile consisting of 5 to 15 feet of colluvial
clayey soil, variably thick sections of very stiff highly plastic, blue clay with thin lenses of silt and
savicm 4539 Lake W=Wngtm Bbd, rwkkn4 waL 9=3,42s 928 3162
Martie Residence, R2126b, 3-2_ . • Is
♦ fine sand, layers of sand varying from 3 to 9 feet thick_ with silt and clay up to 45 percent by
weight. The soils are generally layered below a depth of about 12, feet. The layers appear to be
subhorizontal or with a slight dip to the west. Y= bearing ils of stiff to very stiff clay or dense
to very dense sand were found generally below -Ig to 15 feet below present grade, Figure 3,
Profiles Across Structure Site. Blow counts {SPT} exceed 20 BPF at 15 feet in B -I and 20 feet in
B-2. The allowable soil bearing capacity of the soil below 10 feet are estimated at about 1500 psf
and below 15 feet at about 3000 psf.
The standing groundwater level was identified in Boring B-1 at a depth of about 7 feet. The
borings were not left open for a sufficiently longtime for the water levels to stabilize and this
depth should be considered approximate.
A. Surface
The present surface consists of a moderately sloping surface that dips to the southwest at a slope
Of about 20 degrees. The slope steepens to no more than 45 degrees along the northerly
shoreline. All of the site above elevation 60 is gently sloping and below an average gradient of 30
percent. The 30 percent line climbs to above 80 feet elevation along the south side of the
property. The environmentally critical areas will be addressed in a later section.
The property is heavily vegetated with blackberries, sahal, rhododendrons, and trees. The trees
consist of Cedar, Maple, Fir, and Cottonwood. The trees are massive in size and every effort will
be made to protect as many as possible during the development.
The site is traversed only on the northwest corner of the site by a shallow ravine that dies out at
the top of the shoreline bhp This ravine is likely to carry water only during the wettest days of
the year and nearly all of the water infiltrates before the top of the bluff is attained- There is no
evidence of any other possible water courses on the property.
B. Subsurface
The subsurface conditions have been evaluated by a traverse of the site and the boring of two
auger borings to depths of 41.5 and 31.5 feet. The borings are located along the eastern part of
the site where the proposed structures will be located. Additional information was obtained from
the Geologic Map of the Poverty Bay Quadrangle, USGS, GQ -158. The USGS map indicates
that this site is mantled witifQuatemary-age Salmon Springs Formation, Qss. This formation is
underlain by a glacio-lacustrine sand and clay and overlain by recessional outwash glacial drift.
The Salmon Springs Formation is composed of coarse sand and gravel with thin layers of clay and
sill. The formation is in excess of 100 feet thick, but the formation has been eroded to a wedge
shaped outcrop on the site.
The borings encountered a succession of clay and sand, interlayered, and below the loose to
medium stiff colluvium, is very stiff and very dense. The clay layers are very stiff to hard and
appear to be unweathered and unfiactured. Scattered gravel up to 2 inches in nominal diameter
was found in the sandy deposits. The soil samples obtained consist of about 53 percent sand and
0*01 al Sautes, 4539 Lakc W Bbd, KM=4 Wa. M33. 425 828 3162 4
ivy Raidm R2126k 3-2- -0 .
43 percent silt and clay. Much of the soil profile is reddish in color indicating oxidation of the
formation to depths of 40 feet or more.
The Salmon Springs Formation is a prolific aquifer in parts of the Tacoma area and this site does
display these characteristics with a perched waterlevel at a depth of 7 feet. The separate layers of
lacustrine clay tend to separate the potentially water bearing layers of sand within the Salmon
Springs Formation.
The site reconnaissance did not reveal any slide masses or scars. It is our opinion that the steep
shoreline slopes have sloughed most of the disturbed soils and the remnants have been washed
away by wave action. The upper slopes do not show any evidence of slope disturbance or
movemert.
Cr Groundwater
s i v
The borings were not left open for a suflicieWy long time to determine the standing groundwater
level. Boring, B-1, was held opal for a few hours and the water level was measured at a depth of
7 feet below the original grade. Seepage appeared to enter the holes at several horizons that
probably contained sand layers. As stated above, the Salmon Springs Formation is a good source
of groundwater in most areas of Federal Way and southern King County.
The site has year around seepage from the slopes above the existing residence. This water is
f _ \;J collected by drains and conducted to the shoreline. Seepage is also found along the shoreline
from the upslope area. The wrface seepage zones located within the building site must be
collected and discharged through the existing drainage system in order to minimize soil erosion
and maintain slope stability. All foundations will require subdrains to facilitate shallow
groundwater drainage.
D. Seismicity
Earthquake intensities vary depending upon the magnitude of the earthquake and the distance of
the project site from the epicenter or causative fault. This site could be subject to substantial
seismic events if past history represents the regional pattern. Five earthquakes caused significant
damage in the Olympia and Seattle area in 1949, 1965, and 2001 respectively. The 2001
Nisqually Earthquake was centered 24 miles south of the site. This earthquake was felt in this
area. The 1949 and 1965 events caused regional damage and the 2001 event caused local damage
throughout the area. We have no reports of damage in the immediate site area. Two other
(l� earthquakes centered in Monroe and Montesano have shaken the area, but both were of slightly
lower magnitude and no damage has epo ed in this area. Site conditions are conducive for
�) shaking, but the soils on site are conducive to 'quefaction because of their consistency. Site
acceleration characteristics must in the site designs.
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3. Seismic Design Parameters
nif Building Co Seismic Zonation Map (1997) places the site in Seismic Zone
3. a mmends that the seismic zone factor (Z) be 0.30. The site coefficients are
con y a soil profile type SD. Seismic coefficients Ca is 0.36, Cv is 0.54. Near -source
factors are Nv 1.0 and Na is 1.0.. The seismic source type is Type B, which represents a
causative fault with an earthquake magnitude of less than 6.5 M.
It is our opinion that the seismic stability of this site is suitable for the development of this site.
The effects of earthquake shaking will not result iii liquefaction of the foundation soils. Lateral
soil spreading is a potential. The slope stability analyses indicate that the present slope may be
affected by a major seismic event (0.2 g horizontal) as imposed by the UBC. The slopes within
150 feet of the proposed residence and garage are believed to be stable under present conditions
and at the 0.2 g acceleration anticipated Rom A major earthquake. The minimal work
recommended involves the installation of subdrainage behind the foundation walls for the new
structures.
The site exhlbitstopography that may contribute to the amplification of shaking. The distance
from ori earthquake epicenters is sufficiently distant, however, to anticipate that the
aof UBC 'c design requirements will be satisfactory. The shallow depth to sound
n 'que -able soils, and the distance from historic earthquake epicenters are positive
site attributes.
L Slope Stability
Slopes adjacent to the proposed structures exhibit a slope gradient of about 20 degrees or about a
36 percent gradient The bluff fronting the shoreline and the slope adjacent to the driveway along
the south side of Parcel B exhibits a gradient of 30 to 50 percent. The steeper gradients are along
the shoreline. The height of the bluff is about 60 feet and the lower slopes are from 20 to 25 feet
in height.
A Two slopes have been analyzed to determine the environmentally critical area determination. The
Profile C -C is located on the north end of the shoreline bluff and trends in a east -west direction.
The Profile D -D is located on a northeast southwest trend starting at the corner of the proposed
residence. The GC profile represents the steep slopes that may be considered unstable while the
D -D profile represents the lower more stable slopes. The Factors of Safety (SF) against slope
failure tend to verify these opinions.
The slope analyses use the slip circle method and applied variations of the anticipated soil
parameters to determine the sensitivity of the factor of safety (SF) to changing soil parameters.
The method is published in Hoek and Bray, Rock Slope Engineering (1991).
The analyses are based on the Bishop method using empirical parameters collected from over 300
slope failures. The location of the point of rotation for the slip failure is determined based on the
Fngia� G 109Cal Services, 4538 Lake Washington Blvd, Kirkland, Wa. 98633, 425 828 3162
Martin RftWamce, R2126b, 3-Z .. . 0
inclination of the slope and the height of the slope. A secondary method of analysis using an
100'/. saturated slope also was used to determine the general factor of safety of the existing slope.
Most municipalities require that modified slopes must attain a factor of safety of 1.5 or greater
static and 1.1 and greater for pseudostatic seismic conditions. This site has been reviewed based
on these requirements. Tine existing slopes display SF's of 2.0 (static) or 1.0 ( pseudostaticWer
saturated conditions. These values use a predominantly sand profile, no cohesion and a water
level up to Odsting grade. If this slope is drained and the water level lowered, the SF's will be
increased slightly to the required levels.
The steep slope profile, C -C, is far from the proposed structures. R displays low factors of
safety. In the undrained state the likely SF is 0.79 not considering cohesion. Because the slope is
standing with no apparent distress, we have added cohesion in order to attain an SF of about 1.0.
Significant anxxmt of work would be requimd to bfMg this slope to a,1.5 0. This e.Hbrt is not
required to minimize risk to the proposed development.
As cued in the earlier text, there are no mappable slides or slope disturbances found on this site.
The nearest slides have been mapped about 114 mile to the north of the site, on the north side of
the park site. The shallow groundwater levels are conducive to slope disturbance. Therefore,
dewatering is important to improving the stability of the construction affected slopes. The
following table, Table 1, Slope Stability Analyses Results, provides the range of soil parameters
used in this analyses and the resulting factors of safety.
Table 1. Martin Residence Summary Slope Stability Analyses Results
Trial
Coefficient
Density
Cohesion
Acceleration
Factor of
Safety
Of
pcf
psf
g, % gravity
Static
Psendostatic
C C
Friction
Und
Degrees
1
10
120
0
0.2
0.25
0.16
2
10
120
50
0.2
0.29
0.19
3
10
120
1000
0.1
1.03
0.88
4
10
120
0
0.2
0.79
0.52
5
30
120
800
0.2
1.42
1.07
6
30
120
900
0.2
1.49
1.07
7
35
120
750
0.2
1.54
1.09
Drained
1
10
120
0
0.2
0.26
0.17
2
10
120
50
0.2
0.30
0.20
3
10
120
800
0.2
1.00
0.74
4
10
120
1000
0.1
1.19
1.02
5
30
120
100
0.2
0.94
0.62
6
35
120
100
0.2
1.12
0.74
EQ6nOWk9 GWIOOW services„ 4338 Lake WaWWOM Blvd, KWdam4 Wa 9=3,425 =3162
8
Martis Residence, R2126b, 3-2. •
D -D
0
1
10
120
0
0.2
0.75
0.33
2
10
120
650
0.2
2.07
1.11
3
10
120
550
0.2
1.86
0.99
4
30
120
0
0.2
2.12
1.08
5
25
120
0
0.2
1.74
0.88
6
25
120
200
0.2
2.15
1.12
Undrained
1
10
120
0
0.2
0.81
0.31
2
10
120-
650
0.1
1.68
1.07
3
10
120
550
0.1
1.54
0.96
4
10
120
_ ,� 550 t _
_ 0.2 ..
1.54
0.76
5
10
120
0.2
1.88
0.97
6
10
120
0
0.2
0.80
0.31
7
30
120
0
0.2
2.08
1.02
8
30
120
50
0.2
2.15
1.06
9
35
120
50
0.2
2.54
1.28
The table indicates that the slopes immediately adjacent to the building locations, Profile D -D,
reflect factors of safety that are suitable for construction -
The soil parameters determined for the site are shown in Table 1 and are noted below in Table 2,
Site Soil Parameters.
Table 2. Site Soil Parameters
Soil type Cohesion(psf) Coefficient of Friction
Clay 200 10 degrees
Sand 0 30 degrees
The analyses data sheets and the slope profiles are provided in Appendix B, Slope Stability
Analyses Data Sheets.
The theoretical slip circles represent deep seated failures on these slopes. The lower slope angles
are safe and need not be considered. The steeper slope along the bluff edge is also deep seated
and any development along this bhiff will require building setbacks of 60 feet to 100 feet from the
bluff edge.
F. Environmentally Sensitive Areas Requirements
This site is in an environmentally sensitive area by virtue of the presence of the steep slopes and
the potential for erosion. An estimated fifty percent of the two parcels is greater than 30 percent
gradient. The apparent mode of f Ldure is by sloughing rather than rotational failure or wedge
Fagineai� GonkOi S-vioa, 4538 Lake Wagon Blvd, Kkklw4 Wa. M33,425 828 3162
9
Mai is Reddewe, R2126b. 3-2- _ - •
failure. Erosion will be extensive if the vegetation cover is disturbed. It is essential that the soils
exposed during construction must be protected using straw and jute matting with early seeding of
grass to minimize disturbance. I3isturbance of the critical slopes with gradients of 30 percent or
greater is to be held to the minimum possible.
1
A. General
It is our opinion that the Martin residential site is suitable for development and the construction of
residence and garage provided that the recommendations in this report are fully implemented in
the design and construction of the development. The presence of very stiff clay and very dense
` sand at a depth of 10 to 15 feet is the primary reason for this opinion. Due to the weak unstable
colluvial material covering the site to 10 to -J 5., feet, deep, that site grading work be
limited to between April I and Octobei 30 of the year. The moderate upper site slopes do not
require retention but the high groundwater levels must be drained. Buildings and retaining walls
may be supported on fun 'ng foundations if they are extended to the under ' s stiff clap to
dense sand layers. Otherwise, buildings and retaining walls should be su rted onices
�tireg into the surficial w co sol seated iffio the underlying firm day and sand
layers. This report will provide soil parameters for both types of foundations.
� s. When these plans are completed, they shiRi Fe reviewed to make sure that the
earthwork and foundation recommendations presented in this report are complied with. We
recommend that all plans are reviewed, that a representative of our firm be on site during
construction, and that all soil surfaces be verified that competent bearing soil is exposed as
anticipated. We can assume no responsibility for the misrepresentation of our recommendations if
we do not review the plans and specifications, and monitor the earthwork-
The
arthwork
The conclusions and recommendations presented in this report should be incorporated in the
design and construction of the project to minimize any soils and/or foundadion-related problems.
Detailed earthwork and foundation recommendations for use in design and construction ofthe
project are presented in the following sections.
B. Earthwork
1. Clearing and Site Preparation
The garage and driveway areas should be cleared of all obstructions and debris. Holes resulting
from the removal of large underground obstructions such as boulders and tree stumps should be
cleared and backfilled with suitable imported material. Where fill is placed, all vegetation, topsoil,
and unsuitable surficial soils should be stripped and the exposed soil should be recompacted to a
norm -yielding state prior to fill. During grading, the colluvium. --soils should be examined to
determine if they too should be excavated and removed. All slopes steeper than 10 percent that
are to receive fill shall be benched and a keyway installed along the toe of the slope. The vertical
Enginoamg Goolo&W Sftvkes. 4538 lake Wa m Blvd.. Kkkh nd, Wa. 98033.425 828 3162 10
Masfm Resideme, R2126K 3-2_ •
steps of the benches should be no higher than four feet. All fill should be placed in accordance
with Section B.6, Compaction.
2. Temporary Excavations
Foundation excavation depths and slopes, including utility trenches, should comply with local,
state, and federal safety regulations. Specifically, the current OSHA Health and Safety Standards
for excavations, 29 CFR Part 1926, should be followed. We understand that these regulations are
to be strictly enforced, and if they are not closely followed, the owner and the contractor could be
liable for substantial penalties. The contractor's "responsible person as defined in 29 CFR Part
1926" should evaluate the soil exposed in excavations as part of the contractor's safety
procedures.
3. Subgrade Preparation - .. 1 _ . i _ _ . : L -
After the completion of clearing of the areas to receive fill, the surface must be benched to
provide a suitable surface for compaction. The exposed native surface should be compacted and
moisture -conditioned to structural fill requirements.
4. Subgrade Preparation for Slabs
We recommend that any engineered fill layer be a minimum of two feet thick under any cisahc
Any existing locations on site that are presently at grade should be over -excavated to two feet
below grade, scarified, and backfilled using imported structural fill. The excavated on site
material which meet the requirements of Structural Fill Material- (Section III. B. 5 ) should be
stockpiled and later used as fill. The exposed surfaces should then be prepared in accordance
with Section M. B.3: Subgrade Preparation. On site or imported soil or imported to be used as
structural fill should be compacted in accordance with Section III_B.6: Compaction.
5. Structural Fill Material
_Based on our investigation_ it is out opinion that the on site soils can not be recomR and
used as structural fill. The excavated soils that do not meet the requirements of structural fill
should not be used or mixed with any structural fill material and should be disposed of offsite or
used only for landscaping.
Structural fill should be clean soils containing no organic or other deleterious substances and
should not contain rocks or lumps larger than 4 inches in greatest dimension. In addition,
imported soils to be used as structural fill should be predominantly granular with a plasticity
index (PI) of 12 or less.
Structural fill should be placed at, or slightly above the optimum moisture content if placed during
the summer months. if the materials are too wet to be compacted to the required density, it will
be necessary to dry the fill material, mix with lime, or replace the soil to achieve the required
compaction. Structural fill will be observed and tested to the required density as described in the
Fagineaing Ga&gkW Services, 4538 Lake Wasik Blvd, KkMarA Wa. 98033, 425 928 3162 11
Martin Residence, R2126b, 3-23,-, •
following section. The quality of the structural fill will determine the number of compaction tests
required during fill construction.
6. Compaction
All structural fill and slope backfill should be compacted with a vibratory mechanical compactor
to at least 95 percent of the maximum dry density determined by ASTM Designation D1557-78,
Modified Proctor Method. Fill material should be spread and compacted in lifts not exceeding
eight inches in uncompacted thickness. An independent soil testing firm shall be contracted to
perform the field density tests.
7. Trench Backfill
Utility trenches should be backfilled withatcuctural fill placed in lifts of approximately 6 inches in
uncompacted thickness. Thicker lifts can be used provided the method of compaction is approved
by a representative from Engineering Geological Services or Liu & Associates, Inc.
The backfill material shall be compacted by a mechanical compactor to at least a compaction
level of 90 percent except that the top four feet of backfills under slab and pavement areas should
be compacted to at least 95 percent of maximum dry density to minimize settlement of the finish
grade.
C. Drainage
On site soils have been classified using the Unified Soils Classification System (USCS). Surficial
soils are slightly plastic, soft, silty to sandy clay to a depth of from five to fifteen feet below
existing grade. The moderate relief of the site and modest permbability of the colluvial topsoil
results in eventual saturation of the upper soils and the potential for soil erosion and slope
movement. The soils become saturated very early in the rainy season and seepage is widespread
across the site. Runoff in any volume will cause severe erosion, a potential that will require the
installation of silt fences to contain sediment transportation and ditches and sump pits to control
runoff during construction. Installation of permanent curtain drains will be required to minimize
future erosion and to enhance slope stability. You will have to have your civil engineer design the
site drainage system when the site plans are developed.
Storm runoff over impervious surfaces, such as roofs and driveways, should be captured using
underground- drainlines and catch basins. Captured water should be tightfined to drain into a
storm sewer or a suitable discharge facility.
Water should not be allowed to pond in any areas where foundations, slabs, or pavements are to
be constructed. Water that is encountered during foundation excavation should be pumped out of
the excavations. Alternatively, excavations can be sloped toward one or more shallow sump pits.
The collected water should then be diverted to a positive and permanent point of discharge.
Infiltrated surface water is likely to seep through the slopes to daylight on the lower adjacent
Erring Geological SwAcq 4538 L** Wmitingm B)vd, Kiriclan4 Wa. 98033, 425 828 3162 12
Maw Resi mw-- R2I26b, 3-2_
0
property. Care must be taken to maintain infiltration to low volumes on the slope after
construction.
Drainage Measures
Long-term drainage measures for buildings should include (1) grading, (2) perimeter footing
drains, and (3) slab moisture barriers. The design of a stormwater detention system is not a part
of this study. Each of the above are discussed below.
(1) Grading
Positive surface gradients should be provided around to the buildings to direct surface water away
from foundations and slabs toward suitable discharge facilities. We recommend that the ground
be sloped at a minimum of three percent gradient for a distance of at least 10 feet from the
structures. Similarly, roof downspouts shall be connected to an underground drain line system
and tightlined to discharge to a suitable discharge facilities. _ Ponding of surface water shall not be
allowed adjacent to structures or on pavements. We further recommend that the slope above the
proposed structures be landscaped with concrete -lined swales to conduct surface runoff to
catchbasins and tightlined to the bottom of the slope for discharge.
(2) Perimeter Footing Drains
We recommend the installation of footing drains around the perimeter of the structures. These
drains should consist of a flinch minimum diameter, perforated or slotted, rigid drain pipe laid
with the perforation or slots facing down at, or just below, the invert of the footings with a
gradient of about 1.5 percent sufficient to initiate flow by gravity. The drain line should be
bedded on, surrounded by, and covered with a free -draining material that meets the requirements
of the Washington State Department of Transportation (WSDOT) Standard Specifications,
Section 9-03.I2(2). See Table 2. A typical drain detail is provided on Figures 4, Typical Footing
Drain Detail.
Table 3. WSDOT Standard Specifications, Section 9-03.12(2)
U. S. Sieve Size
4" square
1/4" square
No. 200
* All percentages are by weight
Percent Passing*
100
25-70
5.0 max.
Once the drains are installed they should be backfilled as specified in the trench backfill, Section
HI.B.7, Trench Backfill. The surface six inches of fill- should consist of compacted and relatively
impermeable soil. It can be separated from the underlying more granular drainage material by a
layer of geofabric or visqueen. The surface should be sloped to drain away from the building
walls. Alternatively, the surface can be sealed with asphalt or concrete paving. -
Eaginea1 9Qeokgical Savices„ 4539 Lake WadiVon Blvd., Kukhr4 Wa. M33,425 828 3162 13
Umtk Residame, R21266, 3 -ZS--*
All footing drain lines shall be connected to a storm sewer or detention tank. The downspout
discharge lines shall be connected separately from the footing drains to the storm sewer or
detention tank.
(3) Slab Moisture Barrier
To mitigate the passage of moisture through the foundation slab, we recommend that a capillary
break consisting of 4 -inches of free -draining crushed rock covered with an impermeable
membrane moisture barrier (10 Mil visqueen) be placed between the subgrade soil and the slab
(Figure 8). The membrane should be covered with 2 inches of moist sand for protection of the
meml rane and for ease of concrete finishing during construction.
D. Construction During Wet Weather Conditions
If site grading work proceeds during or shortly after, wet:weather conditions, the moisture content
of the on site soils will be above optimum. Consequently, subgrade preparation, placement,
and/or reworking of the on site and structural fill will not be possible and slope stability may be
compromised. Alternative wet -weather construction recommendations can be provide by our
offices in the field just prior to construction, if appropriate. We recommend that all construction
be held until the period after April 1 and before October 30. Work on critical areas cannot be
performed between these dates without a special variance.
F. Guide Specifications
Rockery construction guidelines are provided in Appendix C. These specifications are general in
nature. Final specification should incorporate all recommendations of this report
F. Retaining Walls
Several retaining wails will be incorporated into the structural design of the proposed structures.
These wait are expected to be up to 10 feet in height. All retaining walls should be designed for
the specific location required. Structural fill should be used for backfilling retaining walls. The
design work for these walls should utilize the parameters provided in Table 4, Retaining Wall Soil
Parameters.
Table 4. Retaining Wall Soil Parameters
Soil Type Friclim Angle Consistency Density Equivalent FW Weight
Active (pd) Passive(pd)
Clay 10 very stiff 120 80 170
Sand 30 Very Dense 120 30 350
The allowable bearing pressure for the site soils located at depths greater than 15 feet is 3,000 psf.
All soils located below 10 feet may be given allowable soil bearing pressures of 1500 psf. The
upper surficial on -site -soils relate to the colluvial deposits identified in the borings located on site.
Eo&ming 0001o&W Savicas, 4539 Lake Washington Blvd, Kirkland. Wa. 9M3,425 929 3162 14
Mania Reddenoe, R2126k 3-2, 0 0
Any rockeries used on site should be limited to four feet in height and not used as retaining walls
unless specifically designed by a geotechnical engineer. Rockeries shall be constructed in
accordance with the Association of Rockery Contractors Guidelines (1989) that are included as
Appendix C. Rockeries should be designed for the specific site application. Therefore, a typical
rockery plan is not included.
G. Slab -on -Grade
Slab -on -grade floors, if used, should be placed on unyielding subgrade soil topped with a
mininwin of 6 -inch layer of crushed rock, Figure 5, Slab -on -Grade Typical Drawing. Slab -on -
grade subgrade surfaces should be proof rolled to provide a smooth unyielding surface for slab
support. Slab reinforcing should be provided in accordance with the anticipated use and loading
conditions.
.. . u. #c 4 r :� s. _
If the slab is not supported on unyielding subgrade soils, slab damage in the form of warping,
cracking, and separation caused by differential settlement may occur. The slab will then require
periodic maintenance. If the situation is acceptable from an economic standpoint, then this option
for slab support can be used. We recommend that the slab be reinforced with #4 rebars, 18 inches
on center. However, the slab should be designed by a structural engineer for the anticipated use
and loading.
H. Conventional Foundations
If conventional spread footings are planned for the garage and residence, the surficial soils will
have to be excavated to at least 10 feet depths. This surficial soils should be disposed of off site.
Upon exposure of the sods at 10 feet, we recommend that the geotechnical engineer be on site to
—verify the sound bearing soils at that elevation. Additional excavation may be required. Final
grade must be verified by the engineer. The allowable soil bearing capacity of the sods at the
various levels are:
10 to IS feet. ....................................... 2,000 psf
below 15 feet ....................................... 3,000 psf
All footings must be located a minimum of I8 inches below final exterior grade for frost
protection purposes. The minimum width should be 18 inches for strip footings and 24 inches for
individual footings.
L Pile Foundations
We recommend that deep foundations penetrating through the surficial loose colluvium deposits
and transferring foundation loads to the underlying very stiff clay and/or dense sand be used for
supporting the buildings. Steel pin piles and drilled piers are considered and are discussed in the
following sections.
E *We ing Geological Services, 4539 Lake WWiingw Blvd, Kirkland, Wa. 99033, 425 829 3162 15
Mahn RcWm M R2126b, 3-2_ . L
. . 1. Steel Pin Piles
•
Pin piles are composed of sections of small -diameter (usually with an outside diameter ranging
from 2.5 to 4.5 inches) steel piles that can be driven into the ground with a pneumatic
jackhammer or a small mechanical pile driving hammer. With the light equipment used, pin piles
can be installed economically on sites of poor access. Because of their slenderness, pin piles have
little capacity against lateral loads. Pile groups to include slanted piles or tieback anchors may be
used for lateral load resistance.
We recommend that 4.5 inch outside diameter, Schedule 40 steel pipes be used for the pin piles
to support the buildings. Pin piles should be driven with a hydraulic mechanical hammer, such as
TB 325, 850 -pound hammer, with 950 blows per minute when operated at 756/9 throttle, or a
Vulcan DGH 100 differential -acting, 650 -pound air hammer operating at 505 blows per minute,
both can be mounted on a bobcat body. ft piles should be driven to penetrate through the loose,
surficial colluvial deposits and seated into the underlying very stiff clay and/or dense sand. When
driven to "refusal", the 4.5 -inch O.D. pin piles should be able to develop an ultimate axial bearing
capacity from 18 to 24 tons per pile. Refusal is defined as, at least 20 seconds of continuous
driving with the above mechanical hammers for one inch of pile penetration. We recommend an
allowable axial bearing capacity not to exceed I8 kips per pile for 4.5 -inch outside diameter steel
pin piles driven to refusal, based on a factor of safety of 2.0, be used for foundation design of the
buildings. Because of their slenderness, pin piles have little capacity against lateral loads. Pile
groups to include battered piles may be used for resisting lateral loads on buildings or retaining
walls.
For long-term corrosion protection, the steel pipes of pin piles should be galvanized or coated
with bituminous paint. The joints of sections of the steel pipes should have a full penetration,
beveled weld capable of developing a strength of that of the steel pipes themselves. The joints
should be field -coated.
The bearing capacity of the pin piles should be verified with pile load tests conducted on at least
two randomly selected piles per building or with pile wave analyses. The ultimate axial bearing
capacity of the piles should be at least 2.0 times the design service load to be carried by the piles.
2. Drilled Piers
Drilled piers may also be used for supporting the buildings. Grading of a temporary road and
benching are expected for access by the drill rig used for drilled pier installation and; therefore,
more disturbance to the site than the pin pile method should be expected. We recommend that
16 -inch diameter drilled piers with a mipimum embedment of 12 feet into the underlying very stiff
clay and/or dense sand deposits to very dense sand from which the axial bearing and lateral
resistance of the piers are achieved. Our recommended allowable capacities for 16 -inch diameter-
drilled
iameterdrilled piers with various embedment lengths are as follows:
Eng; —b* Geological SeMcm 4538 Lake WaAingoa Blvd., K6kho4 Wa. M33,425 828 3162
16
Martin 1iakimce, x21261 3-24
Table S. Pile Parameters
*Pile Allowable
Embt . R21266, 3-25-MAxial Bearing
Feet Capacity, Kips
12
25
i4
30
16
36
18
44
20
55
*Pile embedment in very stiff clay and/or very dense sand.
C7
Allowable
Lateral
Capacity, Kips
2.5
3.0
4.0
4.5
6.0
The above allowable capacities against vertical and -lateral loads are based on a safety factor of
2.0. No reduction in pier capacities is required if the pier spacing is at least three times the pier
diameter.
Due to the presence of loose colluvial deposits and perched groundwater in the underlying sand,
localized sloughing during drilling of pier holes may occur. If such condition is encountered,
temporary casing and/or slurry -assisted drilling method should be used to prevent loss of ground.
The drilled holes should be thoroughly cleaned with a mechanical cleaning tool to no more than
1/4 -inch accumulation of loose cuttings at the bottom of holes prior to filling the holes with
concrete. Groundwater, when encountered, should be dewatered to less than 6 inches of
accumulation at the bottom of holes prior to placing concrete. Otherwise, concrete should be
pumped or placed with a tremie pipe from the bottom up immediately after rebar cages are
inserted in holes. The concrete in the holes should be maintained with at least 6 feet of head
above the tip of the tremie pipe at all times during concrete placement.
A one-third increase in the above allowable axial and lateral resistance of the pin piles or drilled
piers may be used when considering short -team transitory wind or seismic loads. We estimate that
the total post -construction settlement for the pin pile or drilled pier foundations should be one
half (1/2) inch or less, and the differential settlement across the building width should be one
quarter (1/4) inch or less.
In addition to the above pier capacities, lateral loads on buildings can also be resisted by the
passive earth pressure acting on the basement walls below grade. We recommend that an
allowable passive earth pressure on the basement walls should not be greater than 200 pcf EFD,
which includes an safety factor of 1.5. This recommendation assumes the ground behind the walls
is sloping down away from the walls or level for a horizontal distance at least twice the wall
height.
L Access Driveway
The access driveway will start at the edge of the pavement of the existing driveway to Parcel B.
The driveway has been shown on the profile of the site, Profile A -A. The entrance may be moved
E�oai� .ws 45 Washia�oo Blvd dCglctshd, �s 98643, 425 SM3) 625 2 3162 17
Martin RasMaw, R2126b, 34,.
i 20 to 30 feet westward if desired to avoid the two maple trees located on the present trace. The
driveway would start with a 15 percent gradient, rise to about 25 percent and then flatten to
about 15 percent before the parking area in front of the garage. The driveway will be about 20
feet wide for fire truck access and the driveway should turn west along the south of the garage to
approach the proposed residence located to the west and north of the garage.
The driveway may be graded with the colluvium removed and disposed off site. Rockery
retaining wails may be constructed along the driveway to prevent erosion. These rockeries will
not be higher than four feet and will not be close to structures. We recommend that the
driveway be constructed using 12 inches of structural fill, six inches of crushed rock base course,
and two inches of ATB for a temporary wear surface. Following construction, the ATB surface
may be capped using Class B asphalt about 2 inches thick.
IV. Construction.Observation
The analysis, designs, opinions, and recommendations submitted in this report are based upon our
site observations, knowledge of the site and experience with projects within the area. Variations
of subsurface conditions from those analyzed or characterized on the report are possible and may
become evident during construction. In that event, it may be advisable to reevaluate certain
analyses or assumptions.
We recommend that our firm be retained to provide geotechnical services during site grading,
foundation excavation, subgrade preparation and backfilling to observe compliance with the
design concepts, specifications, and recommendations presented in this report. Our presence will
also allow us to modify the design if unanticipated subsurface conditions are encountered.
V. Report Preparation
This report was prepared by Richard J. Bielefeld, Engineering Geologist. This re port was
prepared under the supervision and technical review of J. S. Liu ofLiu & Associates, Inc. of
-Kenmore: W. Liu is a registered professional engineer in the State of WY�' on specializing in
r� atwash�
626
. aced Geo�o
Richard J. Bielefeld
I mm 7117! 7Aro -2, 1
J. S. E.
LiuesZ—�
E 8i i -Geological Swvkm 4533 Lake Wawa Blvd, rC�r ]w4 Wa. "033,4Z ng 3162 is
'� Federa(Way
CODEWIMMMsEMCES
253-8352607• FAX 2534135-2609
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APPLICATION
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SITE ADDRESS
2800 6W Why W -A RNo23
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PROJECT VALUATION
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NAME OF PROJECT
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PROJECT DESCRIPTION
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Required value of $5.000 or more
(RCW 19.27.095)
KanaxG ADDRESS, CITY. STATE. 2zP
PEONS
I cerWy under penalty of per, ju y that I am the property owner or authorised agent 4f the property owner. I cerWA that to the best
of my knowledge, the irtjormation submitted in support of this permit application is true and correct. I cert(ty that I will comply with
all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the
issuance of this permit does not remove the owner's nagmms"Ity for compliance with local, state, or federal laws regulating
construction or environmental laws.
I further agree to hold harmless the City of Federal Way as to any claim (including oasts, expenses, and attorneys' fees incurred In
the Investigation and defense of such claim), which may be made by any person, including the undersigned, andfled lied against the city,
but only where such claim arises out of the reliance of the city, including its q.0%wrs and employees, upon the accuracy of the
ir&rmation supplied to the city as a part of this app
SIGNATURE: DATE
PRINT NAME: [kytel
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