20040112.pdfDATE RECEIVED
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
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PERMIT
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PLAT NAME/SUBDIVISION NO. LOT NO.
LID NO.
LID FEE $
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PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
RW permit Requited
street use Permit Roq'd
EXISTING - PROPOSED
inspection Requited ;Tnc
Sidewalk Required
REQUIRED DEDICATION FT
underground
Winno required
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
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REMARKS
OWN E RICO NTRACTOR RESPONSIBLE FOR EROSION CONTROLiDRAINAGE
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CHECK NO: Z Lel? /, )z,— 67 1 VESTED DATE
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESORS
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY AND
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.*
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC�
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION QF THEtbtKIR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S (�ONIVENSkTION VSURANCE AND RCW 18.27.
DATE SIGNED
- Y_ 03
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SHORELINE OR ADBN INSPECTION BOND
POSTED
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SIGN AREA HEIGHT
ALLOWED PROPOSED ALLOWED. PROPOSED
REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT)
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VALUATION
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Description
Plan Check
Building Permit
Plumbing
Mechanical
Grading
Engr. Review
Engr. Inspection
Fire Review
Fire Inspection
LandscapeInsp.
Recording Fee
FEE Description FEE
11-1-7 State Surcharge
City Surcharge
CALL
FOR INSPECTION
(425)
771-0220/,,-
Plan Chk. Deposit / -'-/ / -
Receipt #
Total Amt. Due
Receipt #
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APPLICATION APPROVAI
This application is not a permit until signed by the
Building 011icial or his/her Deputy: and Fees are paid, and
receipt is acknowledged in space provided.
OFFICIA!.S S)GNATURE EAT E
A17ENTION t:,AI
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
04/02 PRESS HARD -YOU ARE MAKING 5 COPi
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Zipper Zeman Associates, Inc.
_7 Geotechnical and Environmental Consulting
KRC Custom Remodeling
8039 Jones Avenue NW
Seattle, Washington 98117
A,
Attention: Mr. Kimball R. Coffroth
Subject: Subsurface Exploration and Geotechnical Engineering Study
Bailey Residence Garage Addition
Edmonds, Washington
Dear Mr. Coffroth:
J-1751
20 November 2003
yt� �k
RECEIVED
DEC - 8 2003
PERMIT COUNTER
Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above -
referenced report. This report presents the results of our limited subsurface exploration and
geotechnical engineering study relative to foundation design and construction considerations for
the proposed garage addition to the Bailey residence located in Edmonds, Washington.
The purpose of the study was to establish general surface and subsurface conditions at the
site from which conclusions and recommendations regarding foundation design and construction
considerations could be formulated. The scope of our services consisted of limited field
explorations, geotechnical engineering analysis, and preparation of this report. Our scope of
services did not include sampling or testing of soil or water for regulated environmental
contaminants.
Should the nature of the proposed site improvements change from those described
herein, our firm should be provided the opportunity to review the plans in order to verify that the
conclusions and recommendations presented in this report are appropriate for the design. This
report is an instrument of service and has been prepared in accordance with generally accepted
geotechnical engineering practices for the exclusive use of Kimball Coffroth and his agents for
specific application to this project and site location.
SITE AND PROJECT DESCRIPTION
The project site is currently occupied by an existing single-family residence. We
understand that the owner plans to construct a garage addition on the south side of the existing
house, adjacent to the south -facing slope.
The site is accessed off 86 1h Place West via a paved driveway. The residence is situated
approximately 10 feet below 86 1h Place West on a relatively level portion of the lot. The
property contains slopes located on the south and west sides of the lot. Existing houses,
18905 33rd Avenue West, Suite 117
Lynnwood, Washington 98036
(425) 771 - 3304
Bailey Residence Garage Addition
Edmonds, Washington
J-1751
20 November 2003
Page 2
including the house to the south which is currently under construction, are located below the
slopes.
The slope on the south side of the lot appeared to be approximately 10 to 15 feet in height
with an inclination of approximately 18 to 20 degrees. We observed that several small cuts had
recently been made into the south -facing slope including along the toe. Surface water was not
observed at any time during our site visits. However, small areas of surface water erosion were
observed on the south -facing slope.
Subsurface Conditions
The limited subsurface exploration consisted of excavating two shallow hand holes at the
approximate locations shown on Figure 1. The explorations were located in those portions of the
site where the proposed site improvements are to be made. Soil descriptions presented in this
report are based on the subsurface conditions encountered at specific exploration locations across
the site. Variations in subsurface conditions may exist between the exploration locations and the
nature and extent of variations between the explorations may not become evident until
construction. If variations then appear, it may be necessary to reevaluate the recommendations
of this report.
The shallow hand dug holes were excavated on the existing slope along the south edge of
the proposed garage addition. The excavations encountered approximately 2 to 3 feet of loose,
moist brown, silty sand with some gravel. Pieces of metal and old construction debris were also
encountered. These soils were interpreted to be a fill material. Farther down the slope, within an
exposed cut from construction of the residence to the south, we observed soils that consisted of
moist, light brown, silty sand with some gavel interpreted to be glacial till. The upper
approximately 2 feet of the glacial till was weathered and in a medium dense condition. The
underlying unweathered glacial till was in a dense condition.
Groundwater
Groundwater in the form of perched water or seepage was not observed in any of the
excavations at the time of our field exploration. However, perched ground water can develop on
top of the unweathered glacial till during periods of extended wet weather due to the relatively
impermeable nature of the soil. It should be noted that groundwater conditions might fluctuate
due to seasonal precipitation variation, site utilization, irrigation, and other factors.
CONCLUSIONS AND RECOMMENDATIONS
Based on the subsurface conditions encountered at the site, development of the garage
addition is considered feasible from a geotechnical standpoint utilizing shallow foundations and
slab -on -grade floor support. However, remedial repair of bearing soils will be necessary due to
the loose nature of the near surface fill soils. The following sections of this report detail our
Zipper Zeman Associate-1,11—nc,
18905 33d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
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Edmonds, Washington
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20 November 2003
Page 3
recommendations relative to site preparation, structural fill placement, foundations, slab -on -
grade floor, drainage considerations and erosion mitigation.
Site Preparation
The proposed garage site is mantled by a deposit of fill which contains debris and is in a
loose condition. This existing fill will not be suitable for support of the proposed garage and
should be removed and replaced with compacted structural fill. The zone of removal should
extend laterally beyond the perimeter of the garage a distance at least equal to the thickness of
the existing fill plus 3 feet. Requirements for structural fill are presented in the following
section.
Structural Fill
All fill should be placed in accordance with the following recommendations for
66structural fill". All structural fill material should be free of organic material, debris and other
deleterious materials. The maximum individual particle size of soils used for structural fill
should be less than 3-inches.
Structural fill should be placed in horizontal lifts no greater than 8-inches in loose
thickness, and each lift should be uniformly compacted to at least 95 percent of the modified
Proctor maximum dry density (ASTM: D 1557).
The suitability of soils for structural fill use depends primarily on the gradation and
moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing
the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in
moisture content and adequate compaction becomes more difficult, or impossible, to achieve.
Generally, soils containing more than about 5 percent fines by weight (based on that soil fraction
passing the U.S. No. 4 sieve) cannot be compacted to a firm, non -yielding condition when the
moisture content is more than a few percent from optimum. The optimum moisture content is
that which yields the greatest soil density under a given compactive effort.
Site preparation and structural fill placement should be monitored by a representative
from our firm to confirm that adequate support is provided for the proposed garage.
Spread Footings
The proposed garage may be supported on conventional spread footings. These footings
should be founded on the medium dense to dense native glacial till, or on a zone of structural fill
which extends down to the medium dense to dense glacial till.
The spread footings along the south, southeast and southwest portions of the garage will
be located in close proximity to the south -facing slope. These footings should have a minimum
setback of 3 feet, measured horizontally from the face of the footing to the nearest point on the
Zipper Zeman Associates, Inc.
18905 33d Avenue West, Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
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Bailey Residence Garage Addition J- 175
Edmonds, Washington 20 November 20(
Page
adjacent slope. In addition, the footings should be situated below an imaginary plane extending
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at an inclination of 1: 1 (Horizontal: Vertical) up from the toe of the adjacent south -facing slope.
Isolated column footings should have a minimum width of 18 inches while continuo
wall footings should have a minimum width of 15 inches. The footings should have a minimu
embedment depth of 18 inches below lowest adjacent grade for frost protection..
Spread footings designed and constructed as recommended may be proportioned using
maximum allowable soil bearing pressure of 1,500 psf. This allowable bearing pressure may
increased by up to one-third to accommodate transient dynamic loads such as wind and seis
forces.
We estimate that total footing settlements will be on the order of I inches, or le
Differential settlements are expected to be less that Y2 inch over a distance of 30 feet. Most
these settlements are expected to occur rapidly as loads as applied.
Under no circumstances should footings be cast atop loose or soft soil, slough, debris
surfaces bearing water. We recommend that a representative from our firm observe t
condition. of the footing subgrades prior to pouring of concrete in order to verify that the beari
soils are undisturbed and that conditions are consistent with the recommendations contained
this report.
Slab -On -Grade Floor
The slab -on -grade floor for the garage should be founded on the medium dense to de
native glacial till, or on a zone of structural fill which extends down to the medium dense
dense glacial till. At least 4 inches of crushed rock should be placed on the subgrade to act a
leveling course and a capillary break.
Drainage Considerations
We recommend that footing drains be installed around the perimeter of the gara
Footing drains should consist of a minimum 4-inch diameter perforated PVC pipe fi.
enveloped in pea gravel or washed rock. The perforated PVC should be directed to drain t
suitable discharge.
Site grades should be planned to provide a positive surface drainage away from
structure and to avoid ponding. Roof and surface runoff should not discharge into the foo
drains. Instead, a separate tight line drain system should be installed for the roof drains to di
runoff away from the completed structure.
Zil2per Zeman Associates, Inc.
18905 33d Avenue West, Suite 117 Lynnwood, Washington 98036
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Bailey Residence Garage Addition J-1751
Edmonds, Washington 20 November 2003
Page 5
Erosion Mitigation
Soil erosion is a natural process that is often aggravated by construction activities.
Removal of vegetation, modification of topography, and poorly managed storrnwater runoff are
major contributors to erosion. In addition, some soils are particularly susceptible to erosion
because of particle size gradation or density. I
Erosion and sedimentation controls are recommended during construction to reduce the
impacts to adjacent areas. Erosion control measures should be designed to prevent sediment
transport. This may be accomplished by constructing water bars or utilizing other methods to
control surface water runoff, and constructing silt fences to control sedimentation. If
construction is accomplished during the winter months, we further recommend that temporary
erosion protection be provided consisting of covering exposed soil areas with plastic sheeting
and/or straw.
We recommend that all bare soil areas be planted or mulched as soon as possible. It may
be necessary to provide temporary erosion protection until vegetation has been reestablished.
CLOSURE
The conclusions and recommendations presented in this report are based on the limited
explorations accomplished for this study. The number, location and depth of the explorations for
this study were completed within the site and scope constraints of the project so as to yield the
information necessary to formulate our recommendations.
The integrity and performance of the foundation systems at this site depend greatly on
proper site preparation and construction procedures. Field judgment by a qualified engineer will
be necessary in order to determine the adequacy of the site drainage and foundation support
systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper
Zeman Associates, Inc. be retained to provide geotechnical engineering services during the
earthwork and foundation construction phases of the project. If variations in the subsurface
conditions are observed at the time of construction, we would be able to provide additional
geotechnical engineering recommendations to the contractor and design team in a timely manner
as the project construction progresses.
Zipper Zeman Associates, Inc.
18905 33d Avenue West, Suite 117 Lynnwood, Washington 98036
(425) 771 - 3304
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J-1751
Bailey Residence Garage Addition
20 November 2003
Edmonds, Washington
Page 6
We appreciate this opportunity to be of service to you, and would be pleased to discuss
the contents of this report or other aspects of the project with you at your convenience.
Respectfully submitted,
Zipper Zeman Associates, Inc.
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18905 33d Avenue West, Suite 117 Lynnwood, Washington 98036 (425)771
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Base map provided by C. B. ANDERSON ARCHITECTS., Dated 09/30/03.
Zipper Zeman Associates, hic- Project No. J-1751 Bailey Residence
Geotechnical and Environmental Consulting Date: Nov., 2003 Edmonds, Washington
18905 33rd Avenue Wcs� S"ite 117 Drawn by: J.D. FIGURE 1: SITE AND EXPLORATION
Lynnwood, Wushingion 98036 Scale: As Noted PLAN
Tele: (425) 771-3304 FLIX: (425) 771-3549 1 1
RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
SETBACKS .....................
FOUNDATION:
Footing ......................
Wall..........................
Pier/Porch .................
Retaining Wall ...........
Slab Insulation ..........
PLUMBING:
Underground .............
Rough -In ...................
Commercial Final ......
HEATING:
Gas Test ....................
Gas Piping .................
Equipment .................
Commercial Final .......
EXTERIOR SHEATHING
NAILING ..........................
FRAMING ........................
FIRST FLOOR FRAMING...
INSULATION ...................
Floor Insulation .........
Wall Insulation ...........
Ceiling insulation .......
SHEETROCK NAILING ...
SPECIAL INSPECTION ...
MISCELLANEOUS ..........
FINAL APPROVAL FOR I N Cm U PUTE
OCCUPANCY ..................
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