HomeMy WebLinkAboutBLD2002-01677 RES - BLD Permit / Conditions - 2/19/2003 W .
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Date ` -7(tLo3 By Date "7i j o By Date By
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Date By WALL130ARD NAILING
D.W.V. Date-- //,//0j B gg�,
Date 3L 03 By FINAL INSPECTION
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FORM MUST BE COMPLETED IN INK PERMIT NO.: L r
PLEASE PRESS HARD MASON COUNTY
BUILDING PERMIT APPLICATION J (61 rl
426 W.Cedar/P.O.Box 186,Shelton,WA $8584
Shelton 360 427-9670 Belfair 360 275-4467 Elma 360 482-5269 Seattle 206 464-6968
APPLICANT INFORMATION— CONTRACTOR INFORMATION
Owner A w ndre CotT 'q- �t5£. 111 16-ainse-Y)cL Contractor Name ox rneS I-Lc
Mailing Address tic) box 149 Mailing Address ve N LJ E-�
City sy'kkVon State Wit Zip Code City G-1' Nzr bar- State r.,,it Zip Code ?8335
Phone(-,6o tiar, tide, Other Ph.(3c,o )1.-)-7-9c,7axgob Other Ph.(
Lien/Title Holderu,effs F.rav Contractor Reg. # Fok Noi- at5 PL.
Address Pd <n t 8 g st'D or. Wv4 R%S k<t Expiration 06 _/_30
SEPTIC/WATER SYSTEM INFORMATION-Connect to New Septic X Existing Septic Connect to Sewer
System Name of Sewer System Well Water System C�Name of
Water System n _7 s (.WF-I *W7 I5
PARCEL INFORMATION-12 digiLTax Parcel No. clae)ole 114 �/ qo0 Fire District
Legal Description TrGLCt- - * S? 0- 22il � e_ J'.xrV'e-,l i5hno A- Wfsl
Site Address(Please include street name, street number and city) 1q, ors a
Directions to site or cr. •-A,rL t o al h' ll
on
Will timber be ut and sold in arcel preparation? (Yes/No) s_
Is your property within 200' of the following: Body of Water (Name) Saltwater
Lake River/Creek Pond Wetland Seasonal Runoff Stream= Slopes or
Bluffs S - Sia"
PERMANENT RESIDENCEea SEASONAL RESIDENCE❑
TYPE OF JOB New < Add Alt Rep it Other Use of Building R�straex,c�
Describe Work _-,a\.r1-1\.0 nyr,.1u Res'v 2tncsz
No. of Bedrooms�_No. of Bathrooms a SQUARE F OTAGE-1st Floor i19-7 3 2nd Floor 0
3rd Floor Loft Basement Deck Other sq. ft.
Garage 'ISR Attached�Detached Carport Attache Detached
MOB TION-Make Model
Length Width Sena rooms No. of bathrooms
—
Type of Heat P t Unit ?(Yes/No)
Instal Certification No.
NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORI ED IS NOT COMMENCED WITHIN 180 DAYS OR IF
CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED.
PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The,owner or agent on owner's behalf,represents that the
information provided is accurate and grants employees of Mason County access to the above described property and structures for review and
inspection of this project. Acknowledgment of such is by signature below:
OWNER AFFIDAVIT-I certify that I am exempt from the requirements of the CONTRACTOR' AFFIDAVIT-I certify that I am currently registered as a
Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the c tate of Washington and that I am aware of the ordinance
requirements for which this permit is issued and that all work will be done in requirements regL lating the work for which this permit is issued and all work
conformance therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without
approval. first obtaining approval.
X J Date �� -� `f�2 X Date
FOR O FF IAL USE BEYOND THIS POINT
Accepted by Date �� 6 submittal Amount flue Receipt No. Is 0
--t— P
f3EPARTM, NTA1~.REVIW APPRQVEf� D:EfV1Ep: i. CD`NDIT1rJf�l CtI7ES
Building Department
Occ Group Type Constr. L -k
Planning Department
Environmental Health Departments
Public Works Department
I
Fire Marshal
Valuation $
FEES
Building Permit Fee Site Inspection
Plan Review Fee EH Review Fee
Plumbing&Base Fee Planning Review Foe
Mechanical&Base Fee Other
Wood/Gas/Pellet Stove Fee State Fee
Violation Fee Pre-Paid at Submittal ( )
dY
TOTAL FEES
i
PERMIT NO.:
MASON COUNTY
PLUMBING/MECHANICAL PERMI APPLICATION
426 W.Cedar/P.O.Box 186,Shelton,WA '8584
Shelton 360 427-9670 Belfair 360 275-4467 Elma 360 482- 269 Seattle 206 464-6968
APPLICANT INFORMATION CONTRACTOR
INFORMATION
Owner Contractor N e J*e,. . .
Mailing Address Mailing AddrE ss
City State Zip Code city v State; _ Z p Codegx?,�_
Phone( Other Ph.( ) Ph. 0Other Ph.
Lien/Title Holder Contractor R #
Address Expiration / ?�/boa 3
SEPTIC INFORMATION-Connect to New Septic Existing Septic Connect to Sewer System Name of r
Sewer System
PARCEL INFORMATION- 12 digit Tax Parcel No. / / Fire Di Arict
Legal Description ZCx 4
Site Address(Please include street name,street number and city)
Directions to siteL<ei
k
Is your property within 200'of the following: Body of Water(Name) S Itwater
Lake River/Creek Pond Wetland Seasonal Runoff tream
Slopes or Bluffs to c v, t rz.
TYPE OF JOB New - Add Alt Repair Other Use 'f Building C
Location of Fixtures/Units 1st Floor 2nd Floor Basement Garage Closet
PLUMBING FIXTURES(Show Number of each) MECHANICAL UNITS Fuel Type: Electric
Type of Fixture No.of Fixtures Fees LPG '�' Natural Gas Heatpump
Toilets Type of Uni No.of Units Fees
Bathroom Sink Furnace
Bath Tubs Heatpump� O
Showers Spot Vent F n _
Water Heater Propane Ta k t
Clothes Washer Gas Outlet
Kitchen Sinks Wood/Gas/Pellet Stove
Dishwasher Kitchen Exhaust Hood !
Hosebibs Dryer Vent
Other Other
Base Fee Base Fee
TOTAL PLUMBING TOTAL MECHANICAL
A FLOOR PLAN AND PLOT PLAN MAY BE REQUIRED DEPENDING ON THE TYPE OF FIXTURE/UNIT.
NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF
CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED.
PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the
information provided is accurate and grants employees of Mason County access to the above described property and stiuctures for review and
inspection of this project. Acknowledgment of such is by signature below:
OWNER AFFIDAVIT-]certify that I am exempt from the requirements of the CONTRACTOR' AFFIDAVIT-I certify that I am cu rently registered as a
Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that I am ware of the ordinance
requirements for which this permit is issued and that all work will be done in requirements regulating the work for which this per it is issued and all work
conformance therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without
approval. first obtaining approval.
Date X Date
FOR OFFICIAL USE BEYOND THIS POINT
Accepted by Date Submittal Amount Due —Receipt No.
E7EPit1RTNEEIV 1!l€ i£VtV%F:::::: APPRC]V: IW. R1"IVI GONRiT14?1V>OLtR .
Building Department
Occ Group Type Constr.
Planning Department
Other
Other
Permit Fee Site Inspection
Plan Review Fee UFC Plan Review Feed
Plumbing&Base Fee Other
Mechanical&Base Fee Other
Wood/Gas/Pellet Stove Fee Pre-Paid at Submittal ( )
Violation Fee TOTAL FEES
1
1
1
TO CBE KEPT IN T E
1
PARCEL FILE
4 va$- 14- qbo c)
1 Geotechnical Report
1 For Construction
1 Parcel #420081490020
198 West Dayton Trails Dr.
1
Mason County, Washington
1
1 Prepared For:
1 Scott & Denise Townsend
1 By.
Geotechnical Testing Lab
1 Olympia, WA
1
1 November 14, 2002
1
1
1 LANN G
GEOTECHNICAL
' TESTING LABORATORY
' SCOTT& DENISE TOWNSEND
512 E. BIRCH ST.
tSHELTON, WA 98584
Re: Geotechnical Report
Parcel#420081490020
198 West Dayt n Trails Dr.
Mason Coun WA
' INTRODUCTION
' This report summarizes the results of our geotechnical engineering servic for the proposed home tc be located at
198 Dayton Trails Dr., in Mason County, WA. The location of the site is shown relative to the surrounding area on
the Vicinity Plan, Figure 1.
Our understanding of the project is based on our discussions and review of the site and our explorati ns. We
understand that the pie shaped site is to be developed as a homesite with a sociated outbuildings, pa ement areas and
' utilities, accessed by Country Side Court. Stormwater runoff from the site, roof and hard surfaces, will be collected
and directed to on-site retention facilities. The general layout of the site is,shown on the Site Map, Figure 2.
' We further understand that very little grading is required at the site to rea design grade. In general, grading will
consist of the excavation of the foundation in the upper portion of the site no structural fill is anticipated. We
understand that the site will be served by local utility companies.
' The southern portion of the site has slopes that are greater than 40 percentMason County therefor requires that a
geotechnical report be prepared in accordance with the Critical Areas Or nance.
The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing
geotechnical recommendations and design criteria for the project and to satisfy the requirements of tt e Mason County
Critical Areas Ordinance. Geotechnical Testing Lab is therefore providing geologic and hydrogeologic services for
the project. Specifically, our scope of services for this project will incluc the following:
1. Review the available geologic, hydrogeologic and geotechnical da I a for the site area.
2. Conduct a geologic reconnaissance of the site area.
' 3. Explore the shallow subsurface conditions at the site by monitoring the excavation of boring test pits.
4. Evaluate the landslide and erosion hazards at the site per the Mason County Critical Areas Ordinance
regulations.
' 5. Provide geotechnical recommendations for site grading, including ite preparation, subgrade preparation, fill
placement criteria(including hillside grading), suitability of on-site soils for use as structura fill,temporary
and permanent cut and fill slopes, drainage and erosion control measures.
' 6. Provide recommendations and design criteria for the structural foundation and floor slab support, including
allowable bearing capacity, subgrade modulus, lateral resistance alues and estimates of setilement.
' 10011 Blomberg Street SW Olympia, WA 98512
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GEOTECHNICA
TESTING LABORATORY
7. Provide recommendations and design criteria for design of cone tional retaining walls, inc l ding backfill
and drainage requirements, lateral design loads, and lateral resistance values.
8. Provide our opinion regarding the feasibility of the location and construction of the stormwa er outfall across
' a portion of the steep bluff.
9. Provide preliminary geotechnical recommendations regarding the onstruction of the stormw&ter outfall.
' SITE CONDITIONS
SURFACE CONDITIONS
' The proposed building site is located in the upper portion of the Shelton Valley Drainage Basin glaci 11 upland area.
The site is situated in an area of moderate development. The site is bounded by a home on two sides of the property.
The proposed layout of the site is shown on the Site Plan, Figure 2.
We conducted a reconnaissance of the site area and monitored the expose road cuts at the site. Ele ations in the
' site area range from approximately 60 feet in the north to about 110 feet to the southern portion oft e site. The
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building site is located in the level portion of the upper area, where the slopes are between 0%and 5516. The steeper
slopes are confined to the southern portion of the lot where the site steeps to between 30 and 45 percimt. This area is
outside of the proposed building area. Site topography and slopes of 30 to 45 percent or greater are ihown on the
Site Plan, Figure 2.
' We observed no evidence of erosion. Surficial sloughing and soil movement was not observed on the steeper portions
of the site and adjacent areas. No evidence of deep-seated slope instability was observed in the site area at the time
of our site visit.
The site is vegetated with fir, hemlock, and cedar trees. A moderate to dense understory consists of ass, brush,
' young alder trees, salal and Oregon grape with local areas of blackberry. No evidence of surface water flow was
observed in the site area at the time of our reconnaissance. The general t ography of the site area indicates that the
site drains towards the south.
SITE GEOLOGY
' The site is generally situated within the Shelton Valley Drainage Area. The existing topography, as ell as the
surficial and shallow subsurface soils in the area, are the result of the most recent Vashon stade oft a Fraser
glaciation that occurred between about 12,000 and 15,000 years ago, and weathering and erosion th t has occurred
since. A description of the surficial soils is included in the"Site Soils"section of this report. In general, Vashon
glacial till underlay the upper areas of the site.
' SITE SOILS
The Mason County Soil Conservation Survey(1960)has mapped the site oils as Groves gravelly sandy loam in the
' building area of the site. The Groves soils typically form in sandy glacial ill areas and are described as having a
moderate permeability and a low erosion hazard. We observed no active rosion or slope disturbance in the site area
during our reconnaissance.
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GEOTECHNICAL
' TESTING LABORATORY
SUBSURFACE EXPLORATIONS
Subsurface conditions at the sites were evaluated by observing road cuts a d the exposed soil on site The road cut
exposed fourteen feet of the subsurface strata. The soils encountered we visually classified in accordance with
ASTM D-2487.
' CONDITIONS
SUBSURFACE I C TIONS
' In general, undisturbed dense till was observed in the building portion of the site. The undisturbed till was observed
under the tree canopy across the surface of the entire lot.
' No groundwater seepage was observed from the slope areas at the site. Based on the nature of the ntar surface soils,
(intermittent outwash and weathered sand over undisturbed soils in the building area), seasonally per hed
groundwater conditions should not be expected even during periods of exte nded wet weather.
tSlope Stability
' Slopes as steep as 41.7 percent were observed in the sloping portion of the site. Since slopes of 40 p rcent or greater
with 10 feet or more of vertical relief occur on portions of the site, Mason County requires that a gec logic hazards
report be completed per the Critical Areas Ordinance.
' In general, the undisturbed native soils in the steep slope portions of the s e consist of sand with variable amounts of
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gravel. These sandy soil materials are in a dense to very dense condition mcept where they have bee ri disturbed by
' weathering activity.
The near-surface recessional,weathered advance outwash are in a medium dense to dense condition xcept at the
' ground surface. The surficial soils are generally in a loose to medium der a condition. These soils are generally
stable relative to deep-seated failure. No evidence of deep-seated landslide activity or significant ero ion was
observed at the site at the time of our site visit.
' Weathering, erosion, and the resulting sloughing and shallow landsliding it re natural processes that c in affect steep
slope areas. Instability of this nature is typically confined to the upper we thered or disturbed zone, which has been
' disturbed and has a lower strength.
No evidence of local surficial erosion, raveling and sloughing was obsery in the site area at the ti4 of our site
' visit. i
Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration, wet/dry
' cycles, and freeze/thaw cycles. Erosion in steep slope areas such as this can be reduced through proper design and
construction of the storm water systems.
' Erosion control recommendations for the sloping areas are provided in th "Building Setback"and"E,rosion Control"
sections of this report. Proper planning, design and construction techniq swill reduce the risk of surficial erosion or
movement in these areas.
' 10011 Blomberg Street SW, Olympia, A 98512
Phone#: (360)754-4612 Fax#: (3 ) 754-4848
GEOTECHNICAL
' TESTING LABORATORY
' CONCLUSIONS AND RECOMMENDATIONS
GENERAL
' Based on the results of our site reconnaissance and our experience in the area, it is our opinion that t e site is suitable
for the proposed home. The slopes located in the building portion of the site area and the adjacent pr perty are stable
relative to deep-seated instability and will not be affected by the proposed home. Proper drainage co trol measures
' will reduce or eliminate the potential for erosion in this area, and improve slope stability.
' In general, the sand and gravel soils observed at the site are suitable for us.,as structural fill materia. Material with
less than 10 percent fines should be considered equivalent to gravel base inaterial. The sandy soils flat occur on the
site are not moisture-sensitive and not susceptible to disturbance when w
Conventional construction equipment may be utilized for work at the site. Conventional spread foot' gs may be
utilized at the site for support of the structure. We do recommend that ro f drams be installed for the home. If a
daylight basement is planned, a footing drain should be used. A vapor barrier is recommended for all slab-on-
grades. Infiltration of the stormwater is possible at the site.
Pertinent conclusions and geotechnical recommendations regarding the demign and construction of th( proposed
' development are presented below.
LANDSLIDE—EROSION HAZARD AREAS
' Classification
The Mason County Critical Areas Ordinance defines a landslide hazard area as 1)one containing sl es equal to or
' greater than 40 percent with more than a 10-foot vertical relief, and 2)one containing soils describe by the Soil
Conservation Service(SCS) Soil Survey as having a"severe"limitation f ar building site developmei it due to slope.
The slopes located in the area of the site are in excess of 40 percent and tl te vertical relief is in excess of 10 feet.
' Based on this, this site does meet the technical criteria of a landslide hazard.
The soils at the site are mapped as Grove gravelly sand in the building portions of the site. The Grove soils are
' described as having a low erosion hazard, based on the present slope inclination.
These soils do meet the technical criteria of an erosion hazard.
' Slope Stability
' Based on our field observations, explorations and our experience with the oil types encountered on he property, we
conclude that although portions of the slopes exceed 40 percent, they are enerally stable relative to deep-seated
failure in their present configuration.
' No changes in slope stability are expected as a result of the proposed home on the site. Developmen will occur in
the level portions of the site based on appropriate engineering and building setback recommendatio . Grading in the
building portion of the site should be conducted in accordance with geotechnical recommendations p ovided herein.
Site drainage will be collected and directed to the site's stormwater syste .
' 10011 Blomberg Street SW, Olympia; VIA 98512
Phone#: (360)754-4612 Fax#: (3 0)754-4848
GEOTECHNICAL
TESTING LABORATORY
' As previously discussed, weathering, erosion, and the resulting surficial sloughing and landsliding are natural
processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of
oxidation, root penetration, wet and dry cycles and free and thaw cycles. These processes can be managed and the
risk reduced through proper construction of the residence, including the stormwater system. Erosion control
recommendations in the slope and buffer areas are provided in the"Building Setback" and"Erosion Control"
' sections of this report.
Building Setback
A building setback area from landslide hazard areas is required unless evaluated and reduced by an engineering
geologist or a licensed professional engineer. Cleaning, grading and filling within the setback area may not be
allowed because the slope stability or erosion hazard will be adversely impacted.
' Based on our geotechnical evaluation of the site and our experience in the area, we recommend a building setback of
five feet from a slope area of 30 percent or greater. The building setback may be measured from the bottom of the
' footing to the face of the steep slope, in accordance with the Unified Building Code.
As previously discussed, weathering, erosion and the resulting surficial sloughing and shallow landsliding are natural
' processes that affect slope areas. As noted, no evidence of surficial raveling or sloughing was observed in the sloping
portions of the site. To manage and reduce the potential for these natural processes, we recommend the following.
' 1. No drainage of concentrated surface water or significant sheet flow onto or near the slope area. Drainage
from the roof and driveway area should be collected and tightlined to a disposal area to the south of the
proposed home and the seepage rate controlled to a slow seep(similar to a septic system).
' 2. No filling within the buffer or setback zone unless retained by retaining walls or constructed'as an engineered
fill.
3. No percolation of surface water within 20 feet of the building.
SEISMIC—LIQUEFACTION HAZARD
' According to the Seismic Zone Map of the United States contained in Figure 16-2 of the 1997 Uniform Building
Code, the project site is located within Seismic Risk Zone 3.
' Based on the subsurface conditions observed at the site, we interpret the site conditions to correspond to a seismic
Soil Profile Type Sc, for Very Dense Soil, as defined by Table 16-J (UBC). This is based on the range of SPT
(Standard Penetration Test)blow counts and/or probing with a '/z-inch diameter steel probe rod. The shallow soil
' conditions were assumed to be representative for the site conditions beyond the depths explored.
Based on our review of the subsurface conditions, we conclude that the site soils are not susceptible to liquefaction.
The near-surface soils are generally in a dense condition and the static water table is located below the surface.
Shaking of the already dense soil is not apt to produce a denser configuration and subsequently excess pore water
' pressures are not likely to be produced.
10011 Blomberg Street SW, Olympia, WA 98512
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNIC
TESTING LABORA ORY
EROSION CONTROL
' It is our opinion that the potential erosion hazard of the site is not a limit' factor for the proposed development.
Removal of natural vegetation on the steep slopes should be minimized and limited to the active construction areas.
' Temporary and permanent erosion control measures should be installed ai maintained during construction or as
soon as practical thereafter to limit the additional influx of water to exposed areas.
Erosion control measures should include, but not be limited to, berms and swales with ground cover/ rotection in
' exposed areas. Graded areas should be shaped to avoid concentrations runoff onto cut or fill slo es, natural
slopes or other erosion-sensitive areas. Temporary ground cover such as ' to matting, excelsior ma ing, wood chips,
straw or clear plastic sheeting should be used until permanent erosion protXtion is established. No earth work is
' anticipated on the steep portions of the site.
EARTHWORK
Site Preparation
All areas to be excavated should be cleared of deleterious matter including any existing structures, fc undations,
' abandoned utility lines, debris and vegetation.
Based on our exploration, we estimate that stripping on the order of 6 to inches will be necessary to remove the root
' zone and surficial soils containing organics. Areas with deeper, unsuitab organics should be expec ed in the
vicinity of depressions or heavy vegetation. Stripping depths of up to 1.5''feet may occur in these art s. These
materials may be stockpiled and later used for erosion control and landscaping. Materials that cane t be used for
' landscaping or erosion control should be removed from the project site.
Where placement of fill material is required,the exposed subgrade areas should be proof-rolled to a irrri and
' unyielding surface prior to placement of any fill. We recommend that trees be removed in such a manner that a
majority of the roots are removed unless located on a slope. Excavations f6r tree stump removal in tie building area
should be backfilled with structural fill compacted to the density requirements described in the"Structural Fill"
' section of this report.
We recommend that a member of our staff evaluate the exposed subgrade conditions after removal o vegetation and
topsoil stripping is completed and prior to placement of structural fill(if r ded).
The exposed subgrade soil should be proof-rolled and tested for compactii by nuclear densometer during dry
' weather or probed with a %2-inch-diameter steel rod during wet weather conditions.
Any soft, loose or otherwise unsuitable areas delineated during proof-rolli ig or probing should be re ompacted, if
' practical, or over-excavated and replaced with structural fill, based on thc recommendations of our site
representative.
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GEOTECHNICAL
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' Structural Fill
All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of
' appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90
percent of MDD (maximum dry density as determined in accordance with
STM D-1557/698)to within 2 feet of
subgrade and 95 percent MDD in the upper 2 feet.
' The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend
that the appropriate lift thickness be evaluated by our field representative uring construction. We recommend that
our representative be present during site grading activities to observe the iN ork and perform field de ity tests.
' The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As
the amount of fines(material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes
' in moisture content and adequate compaction becomes more difficult to achieve. During wet weathe , we recommend
use of well-graded sand and gravel with less than 10 percent(by weight)04ssing the No. 200 sieve bi ised on that
fraction passing the 3/4-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation
' phase of construction, a somewhat higher(up to 12 percent)fines content will be acceptable.
Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6 inches in
diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction.
Suitability of On-Site Soils as Fill
' During dry weather construction, any non-organic on-site soil may be considered for use as structura fill, provided it
meets the criteria described above in the structural fill section and can be G mpacted as recommende . If the material
' is over-optimum moisture content when excavated, it will be necessary to erate or dry the soil prior o placement as
structural fill.
The workability of a material for use as structural fill will depend on the gradation and moisture con lent of the soil.
As the amount of fines increases, soil becomes more sensitive to small changes in moisture content and adequate
compaction becomes more difficult or impossible to achieve.
tIn general,the native soils(sand and gravel)encountered in the test pit explorations at the site with 1 s than 10
percent fines(material passing the US No. 200 Sieve)are suitable for use as structural fill. This mai erial is
' comparable to WSDOT "select borrow". Material with less than 5 percent fines will be suitable as structural fill
during wet weather conditions. j
If fill material is imported to the site for wet weather construction, we recommend that it be a sand and gravel
mixture such as high quality pit run with less than 10 percent fines.
1
' 10011 Blomberg Street SW, Olympia, A 98512
Phone#:(360)754-4612 Fax#: (3 )754-4848
GEOTECHNICAL
TESTING LABORATORY
CUT AND FILL SLOPES
All job site safety issues and precautions are the responsibility of the contractor providing services and or work. The
' following cut/fill slope guidelines are provided for planning purposes.
Temporary cut slopes will likely be necessary during grading operations. As a general guide, temporary slopes of 1.5
' to 1 (horizontal to vertical)or flatter may be used for temporary cuts in th upper 3 to 4 feet of the glacially
consolidated soils that are weathered to a loose/medium dense condition. �emporary slopes of 1 to 1 or flatter may
be used in the unweathered dense to very dense sands and gravels or till. l
' These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut
away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be
' necessary where significant raveling or seepage occurs.
Subsurface drainage may be required if seepage areas are discovered. Surface drainage should be di ected away
from all slope faces. Some minor raveling may occur with time. All slopes should be seeded as soon as practical to
' facilitate the development of a protective vegetative cover or otherwise pr �ected.
FOUNDATION SUPPORT
i All exterior footingelements should be embedded as least 18 inches below grade for frost protection. Where
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foundation elements are located near slopes of 5 percent or more, the footings should be located a um of 2
times the footing width from the slope face(horizontally), and founded in niedium dense or denser n ive soils or
properly prepared structural fill.
We recommend a minimum width of 2 feet for isolated footings and at lea t 16 inches for continuous wall footings.
Footings founded as described above can be designed using an allowable it bearing capacity of 2,000 psf(pounds
per square foot)for combined dead and long-term live loads in areas of medium dense to dense soils.
' The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be
increased by one-third for transient loads such as those induced by seismic events or wind loads.
' Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive press a on the sides
of footings. We recommend that an allowable coefficient of friction of 0.45 be used to calculate fric ion between the
concrete and the underlying soil. Passive pressure may be determined usiiii an allowable equivalent fluid density of
250 pcf(pounds per cubic foot). Factors of safety have been applied to these values.
' We estimate that settlements of footings designed and constructed as recornmended will be less than inch, for the
anticipated load conditions, with differential settlements between compara bly loaded footings of% inch or less. Most
of the settlements should occur essentially as loads are being applied. Ho ever, disturbance of the foundation sub-
grade during construction could result in larger settlements than predicted
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GEOTECHNICA IL
E T T S ING LABORATORY
' FLOOR SLAB SUPPORT
' Slabs-on-grade should be supported on medium dense or dense native soil or on structural fill prepa ed as described
in the"Structural Fill" section of this report. We recommend that floor sl bs be directly underlain by a minimum 6-
inch thickness of coarse sand and/or gravel containing less than 5 percent nes(by weight). The dra nage material
should be placed in one lift and compacted to an unyielding condition.
t A synthetic vapor barrier should be used for the control of moisture mi ion through the slab in particular where
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' adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier and
immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier
could result in wet spots on the slab, particularly in storage areas.
' A subgrade modulus of 400 kcf(kips per cubic foot)may be used for floci slab design. We estimate that settlement
of the floor slabs designed and constructed as recommended, will be %2 inch or less over a span of 50 feet.
' Retaining Wall
Retaining walls may be utilized on the sloping portion of the site to retain fill material, or for below grade parking
' garage or basements.
The lateral pressures acting on the subgrade and retaining walls will depend upon the nature and den ity of the soil
' behind the wall. It is also dependent upon the presence or absence of hydi static pressure. If the adj cent exterior
wall space is backfilled with clean granular, well-drained soil(washed rock), the design active pressu re may be taken
as 35 pcf(equivalent fluid density). This design value assumes a level ba slope and drained conditions as described
' below. The design for active pressure assumes the walls can yield 0.001 es the wall height. Stiffer walls or walls
restrained from movement by diaphragms or floors, should be designed to esist at-rest pressures of 0 pcf.
Retaining walls located on or near the toe of a slope that extends up behi the wall should be design d for a lateral
' pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although rot expected at
this site,the following data is provided for planning purposes.
' For an irregular or composite slope, the equivalent slope angle may be de ermined by extending a line upwards from
the toe of the wall at an angle of 1 to 1 (Horizontal to Vertical)to a point where the line intersects the ground surface.
' The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the percentage
given in the following table:
' Slope Inclination:Equivalent Fluid P essure
Slope Angle Percent Increase Equivalent Fluid Pressure
Horizontal 0% 35 pcf
' 3H:1 V 25% 44 pcf
2H:1 V 50% 53 pcf
1H:1V 75% 61 pcf
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GEOTECHNICAL
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If the walls are greater than 4 feet in height, exclusive of the footing, addii ional design consideration should be
applied.
' Positive drainage, which controls the development of hydrostatic pressure can be accomplished by p lacing a zone of
coarse sand and gravel behind the walls. The granular drainage material ould contain less than 5 r ercent fines.
The drainage zone should extend horizontally at least 18 inches from the��ck of the wall. The drain ge zone should
' also extend from the base of the wall to within 1 foot of the top of the wall. The drainage zone shout J be compacted
to approximately 90 percent of the MDD. Over compaction should be avoided as this can lead to ex essive lateral
' pressures.
A perforated PVC pipe with a minimum diameter of 4 inches should be pl ced in the drainage zone ong the base of
the wall to direct accumulated water to an appropriate discharge location.
' We recommend that a non-woven geotextile filter fabric be placed betweer the drainage material and the remaining
wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage one can, with
' time, reduce the permeability of the granular material. The filter fabric should be placed in such a way that it fully
separates the drainage material and the backfill, and should be extended over the top of the drainage tone.
Lateral loads may be resisted by friction on the base of footings and as passive pressure on the sides f footings and
the buried portion of the wall. We recommend that an allowable coefficient of friction of 0.35 be us to calculate
friction between the concrete and the underlying soil. Passive pressure ma. e determined using an allowable
' equivalent fluid density of 250 pcf(pounds per cubic foot). Factors of safety have been applied to t1ese values.
Retaining Wall Alternatives:
' Typically, reinforced-earth block wall systems are more cost effective for ong term walls than the other options.
Specific design criteria for these options can be provided at your request I the block manufacturers
PAVEMENT SUBGRADE
' We recommend that pavement subgrades be prepared in accordance with the previously described sit preparation
and structural fill recommendations. The upper 2 feet of roadway subgra a should have a density of at least 95
percent of the MDD(ASTM D-1577)
SITE DRAINAGE
All ground surfaces, pavements and sidewalks should be sloped away from the residences and associated structures.
Surface water runoff should be controlled by a system of curbs, berms,drainage swales, and/or catch basins, and
conveyed to the site's retention system. We recommend that conventional roof and footing drains be installed for the
' home and garage. Drains should be provided behind all retaining walls. Ihe roof drain should not b connected to
the footing drain. If footing drains are installed,the drain invert should a below the bottom of the noting.
We recommend that the collected stormwater runoff at the site be directe o the site's stormwater s stem. Based on
' the soils encountered in the building portion of the site, it is our opinion tlat it is feasible to infiltrate a portion of the
site's stormwater in properly designed and constructed facilities. Based o i the results of our test pit in the building
portion of the site, we recommend a design infiltration rate of 20 inches pe hour. An appropriate fa for of safety has
' been applied to this infiltration rate.
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Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAL
' TESTING LABORATORY
' We do not expect any adverse affects on the recharge condition of the groundwater system. The infil tration of a
portion of the site's stormwater runoff will match the existing shallow groundwater recharge conditi ns. Because the
' recharge of the local shallow aquifer will not be significantly affected, the net impact to the regional kquifer will be
insignificant. The recharge area for the regional aquifer essentially occurs over the entire Shelton Vi iley Watershed
area.
' LUMTATIONS
We have prepared this report for use by Scott&Denise Townsend and bers of their design tea , for use in the
' design of a portion of this project.
The data used in preparing this report, and this report, should be provided prospective contractors for their bidding
' or estimating purposes only. Our report, conclusions and interpretations it a based on data from oth s and our site
reconnaissance, and should not be construed as a warranty of the subsurf a conditions.
' Variations in subsurface conditions are possible and may also occur with time. A contingency for ur anticipated
conditions should be included in the budget and schedule. Sufficient consultation should be made wi h our firm
during construction to confirm that the conditions encountered are consist t with those indicated by the
recommendations and for design changes should the conditions revealed during the work differ from hose
anticipated, and to evaluate whether earthwork and foundation installation activities comply with cor tract plans.
' If our analysis and recommendations are followed, we do not anticipate ai on site or off site impact from the
construction. It is our conclusion that potential landslide hazards from thi landslide area can be ovet come so as not
to cause harm to property, public health and safety, or the environment.
The scope of our services does not include services related to environmental remediation and constru tion safety
precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or
' procedures, except as specifically described in our report for consideratio i in design.
If there are any changes in the loads, grades, locations, configurations or ype of facilities to be cons ucted,the
' conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we
should be given the opportunity to review our recommendations and prov de written modifications or verifications, as
appropriate.
' 10 0% W ashi'9 Respectfully submitted,
yv0 0� GEOTECHI`IICAL TESTING LABORATORY
' ��. EnpYwe�inpCwdopiet Harold Parks,
t'B 827 ~ Engineering ge ogist
4aed Qeo�
' HAROLD PARKS
t10011 Blomberg Street SW Olympia, V(A 98512
Phone#: (360)754-4612 Fax#: (3 ) 754-4848
1 EOTECRNICAL
TESTING LABORATORY
1
VICINITY MAP
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-�' S✓ J 'Jh 31
Request To Revise An Approved Plan
Permit Number: BLD200 A - p `� Name nstyld
Parcel Number ,;200 / 11 9T2-0 Phone Number
Project Address t9S 7,tW?s Mailing Address
Please provide a complete, detailed description of the proposed rev' ions to the approved plans:
Are the site building plans, approved by Mason County,
included with this application? 1KYes ❑ No
Are two sets of the revised plans or addendum indicating the changes included? )eyes ❑ No
Are the revisions clearly and accurately identified on the plans or addendum? )(Yes ❑ No
Does the plan contain an engineer's or architect's lateral or vertical analysis? Yes No
If Yes, Has the engineer or architect approved this revision? ❑ Yes No
Is a stamped and signed approval included with this request? ❑ Yes ``] No
(Note:No structural changes to an engineered plan will be approved without the written consent of the engineer or architect of recdrd.)
=Y
Does the revision modify the footprint or location of the structure es ❑ No
proposed
If Yes, Is a revised site plan, drawn to scale, included with this req est? Yes ❑ No
Additional Information:
Applicant's signature Date'. 2^�
l... 1 Receivedby: te:
Forward to departments indicated below: Approval/Date Original Valuation:
Building Additional Valuation:
Sq Ft x
Pla im Sq Ft x
r' -Environmental Health �(��� Total New Valuation:
Additional Fees:
Public Works Additional,' r[ltev�ew�l O-
Additional Conditions/Comments: Additional Building Permit aC�
Additional Plumbing
Additional Mechanical
Other E:�-,4.
Total Amount Due: 4.41 t8D
Request To Revise An Approved Plan
Permit Number: BLD2000- - 0t(ol--4- Name YASkril
Parcel Number q 2-008 / ! + I
_ ao Phone Number Ll 2(0 l S C)
Project Address ( 9 9 VV O)cw1Un Iy-a,1'IS (Mailing Address
Please provide a complete, detailed description of the proposed revisions to the approved r tans:
EV1SE UT1 LIT RAn .DIM 43AN I)IA45 10 ALLOW FO CLOSET OFF OF M
GL05ET WAULS T+o 13E LOAD .6FAa1,dG
PE2 PC,Q of 6EOT6 , REI oar counniuous Foo71tJ6S TO 3& 14," w;yE NOT, 18" (V106
As 1,)01-C-4 ON ApMV60 p A6Ls. pcfasE wtun AA
Are the site building plans, approved by Mason County,
included with this application? Yes ❑No
Are two sets of the revised plans or addendum indicating the chan o es included? Yes ❑ No
Are the revisions clearly and accurately identified on the plans or ddendum? ,O Yes ❑ No
Does the plan contain an engineer's or architect's lateral or vertic analysis? ,lei Yes ❑ No
If Yes, Has the engineer or architect approved this revisio � ❑ Yes .-No
Is a stamped and signed approval included with this reque ? 0 Yes XNo
(Note:No structural changes to an engineered plan will be approved without the written onsent of the engineer or archi c record.)
Does the proposed revision modify the footprint or location of thestructure? ❑ Yes Z No
If Yes, Is a revised site plan, drawn to scale, included with this req st? ❑ Yes ❑No
Additional Information:
Applicant's signature Date: __a-21-03
Received by: ate:
Forward to departments indicated below: Approval/Date Original V uation:
XBuilding Additional,�, aluation:
�� Sq Ft x
0 Planning Sq Ft x
0 Environmental Health Total New Valuation:
0 Public Works Additional Fees:
Additional Plan Review
Additional Conditions/Comme
1 Additional Building Permit
Additional Plumbing
f Ftal
tional Mechanical
r
mount Due? $
Request To Revise An Approved Plan
5
Permit Number: BLD200 A Name :: ,W y1 sO
Parcel Number ;200 / /4/ w Phone Number
Project Address 19g (,0.4wh7n %ram�� Mailing Address
Please provide a complete, detailed description of the proposed revisions to the approved plans:
0 n (0,C MU
Are the site building plans, approved by Mason County,
included with this application? X Yes ❑No
Are two sets of the revised plans or addendum indicating the changes included? 'Yes ❑ No
Are the revisions clearly and accurately identified on the plans or addendum? )(Yes ❑ No
Does the plan contain an engineer's or architect's lateral or vertical analysis? _\�'Yes No
as the engineer or architect approved this revision? ❑ Yes No
Is a sta ed and signed approval included with this request? ❑ Yes No
(Note:No structural changes to an engineered plan will be approved without the written consent of the engineer chitect of re d.)
Does the proposed revision modify the footprint or location of the structur es ❑ No
If Yes, Is a revised site plan, drawn to scale, included with this req est? Yes ❑ No
Additional Information:
Applicant's sig fire Date: �3
2
Received
lc
i
Fonvard to departments indicated below: Approval/Date Original Valuation:
J Building Additional Valuation:
Planning
Sq Ft x
Sq Ft x
_ Environmental Health Total New Valuation:
Public Works Additional Fees:
Additional,Plwrvev�e�l 50•
Additional Conditions/Conunents: Additional Building Permit
Additional Plumbing
Additional Mechanical
Other e.0. 3�
Total Amount Due: S