HomeMy WebLinkAboutBLD2010-00136 Beach Stairs - BLD Permit / Conditions - 6/9/2011 Inspection Line (360)427-7262
MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext. 352
Mason County Bldg. III 426 W. Cedar P.O. Box 186
Shelton, WA 98584
RESIDENTIAL BUILDING PERMIT BLD2010-00136
OWNER: RICHARD FUNK RECEIVED: 3/1/2010
CONTRACTOR: LICENSE: EXP: ISSUED: 6/9/2011
SITE ADDRESS: 460 E STRETCH ISLAND RD SOUTH GRAPEVIEW EXPIRES: 12/9/2011
PARCEL NUMBER: 121084200050
LEGAL DESCRIPTION: TR 5 OF GOVT LOT 6 PCL 3 OF BLA#01-36 S 26/229
PROJECT DESCRIPTION: DIRECTIONS TO SITE:
STAIRS TO THE BEACH WITH LANDINGS (6)ALL WORK BEHIND THE GO TO STRETCH ISLAND, TAKE STRETCH ISLAND RD SOUTH APPROX
BULKHEAD 1/2 MILE, SITE IS ON THE RIGHT WEST JUST PAST TOP OF HILL
General Information Construction &Occupancy Information Square Footage Information
No. of Bedrooms: Type of Constr.:
Type of Use: SF Insp. Area: No. of Bathrooms: Occ. Group: Lot Size: Deck:
Type of Work: ACC Fire Dist.: No. of Stories: Occ. Load: Building:
Valuation: $ 17,483.94 Building Height: Occ. Status: Seasonal Basement:
Manufactured Home Information Setback Information Shoreline& Planning Information
Make: Length: Ft. Front: Ft. Shoreline: Ft. Water Body:
Rear: Ft. Slope: Ft. SEPA?:
Model: Width: Ft. Side 1: Ft. Shoreline Desig.:
Year: Serial No.: Side 2: Ft. Comp. Plan Desig.:
Plumbing Fixtures Mechanical Fixtures FEES
Type Qty. Type Qty. Type By Date Amount Receipt
Plan Check Fee GMM 3/1/2010 $190.61 S12010000i
Planning Review Fee GMM 3/1/2010 $205.00 S1 201 00 001
Building State Fee LDK 3/9/2010 $4.50 S12011000i
Building Permit Fee LDK 3/9/2010 $293.25 S12011000,
Total $693.36
BLD2010-00136 Please refer to the following pages for conditions of this permit. Page 1 of 6
CASE NOTES FOR
BLD2010-00136
CONDITIONS FOR
BLD2010-00136
1) Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division.
There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at
1-800-647-0982 T11pgerson signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law.
X
2) Owner/Agent resInsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28.
X
3) Proper erosion and sediment control practices must be used on the construction site and adjacent areas to prevent upland sediments from entering
shoreline waters. Erosion control measures must be in place prior to any clearing, grading, or construction. These control measures must be effective to
prevent soil from being carried into surface water by stormwater runoff. Sand, silt, and soil will damage aquatic habitat and are considered pollutants.
Any discharge of sediment-laden runoff or other pollutapollutants to waters of the state is in violation of Chapter 90.48 RCW, Water Pollution Control, and
WAC 173-201A, Water Quality Standards for Surface Waters of the State of Washington, and is subject to enforcement action. Any work in or adjacent
to waterways that will adversely affect water quality must receive specific prior authorization from the Department of Ecology pursuant to WAC
173-201A-110. A short-term water quality standards modification may be issued if the proponent agrees to a number of specific construction practices
and techniques designed to minimize water quality impacts. All areas disturbed or newly created by construction activities must be revegetated using
bioengineerinM-1:7
nioues, clean durable riprap, or some other equivalent type of protection against erosion when other measures are not practical.
X
4) Prior to final approval, all upland areas disturbed or newl creed by construction activities shall be seeded, vegetated or given an equivalent type of
erosion protection (silt fencing or straw matting). X ._oy,
5) Owner shall provide pile drivers report on all piles. Any pile supporting structure and over 10' in height from floor of body of water shall require engineered
design and special inspection. Engineer of record (or certified special inspector) shall provide verification at time of inspection that piles are driven to point
of refus an installed per design.
X
6) Temporary erosion control measures must be implemented to prevent water quality degradation of adjacent waters or wetlands. Silt fencing must be
installed and maintained until upland vegetation has become established. X y'0 .
7) All approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will
not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building
Departmen rnorto any further inspections being performed or approvals granted.
X ,
BLD2010-00136 Please refer to the following pages for conditions of this permit. Page 2 of 6
8) THE FOUNDATION SYSTEM SHALL BE PLACED ON UNDISTURBED, NATIVE SOIL. X �
9) The"approved" site plan is required to be on-site for inspection purposes. If an inspection is requested and the"approved" site plan is not on site, then
' approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the
Building DeDart_mext prior to any further inspections being performed or approvals granted.
10) Owner/builder assumes all responsibility if drainfield/reserve area is encumbered.
A. Drainfield/ Reserve requires a 10ft setback from all footing/foundations.
B. Septic tank(s) requires 5ft setback from all footing/foundations.
C. No fouratio rains within 30ft, down gradient of drainfield/reserve area.
X jj//((..��LL
11) Concrete used for basement walls, foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other
vertical concrete work exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2).
X 4 a7�
12) Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building
Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached
thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be
charged and I collected by the Building Department prior to any further inspections being performed or approvals granted.
X t-;�
13) All construction must meet or exceed all local ordinances and the international codes requirements as adopted and amended by Mason County and the
State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in
permit revocat
X
14) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact
adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the
stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further
information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access
connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which
is proposed to be located within 25' of a Mason County road right of way, it is suggested to contact that office to review future planned work which may
affect your project.
) n
15) All changes to"approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County
ordinance or reg , must be reviewed and approved by Mason County prior to construction.
X ��
BLD2010-00136 Please refer to the following pages for conditions of this permit. Page 3 of 6
16) CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED
BUILDING CODE.
The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance
with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building
X Inspector shall made prior to requesting additional inspections.
17) All property lines shall be clearly identified at the time of foundation inspection. X�� �
18) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure
to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with
Mason County�erd tpces and building regulations.
// CCr��,
19) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for
action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the permit
holder have prep �tion from being taken. No more than one extension may be granted.
X ,�
20) The approval of this project is subject to the recommendations and specifications outlined in the attached geotechnical report or assessment. All
applicable recommendations and specifications shall be applied to the development on this site. Any deviation requires stamped written approval from the
registered design professional responsible for the report/assessment, and may require special inspection by same. Structures and/or land modifications
(grading, cuts, fills, etc.) required in the geotechnical report/assessment, may require a separate permit. The geotechnical report/assessment shall
remain attachd tp#kie approved building plans.
X
21) An inspection performed by a representative of the geologist, their authorized representative, or engineer of record, shall be completed on-site
prior to the footing pour to verify that earthwork and foundation installation activities comply with the Geotechnica/report or assessment
recommendations.
In addition a final inspection report, prepared by a representative of the geologist, their authorized representative, or engineer of record shall
be required to verify that erosion control, drainage and final work is completed in accordance to the Geotechnical report or assessment
recommendations.
Reports shall be submitted to the Mason County Building Dept., PO Box 186, Shelton, WA 98584,prior to the footing and final inspections and
available for�s�tion.
X
22) Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners,
X nnectors�n_d.Al shing. Install metal connectors approved for contact with the new types of pressure treated material.
BLD2010-00136 Please refer to the following pages for conditions of this permit. Page 4 of 6
23) ALL SURFACE WATER AND POTENTIAL RUNOFF WILL BE CONTROLLED ON SITE AND SHALL NOT ADVERSLY AFFECT ANY ADJACENT
PROPERTIES NOR INCREASE THE VELOCITY FLOW ENTERING OR ABUTTING TO ANY STATE OR COUNTY CULVERTING/DITCHING SYSTEM
OR ROAD WAY.
X
24) Retaining walls needed to support a surcharge such as structures, roads, or to support slopes, shall require a separate building permit and approval prior
to construction of the retaining wall. X
25) By definition, propane tanks and heatpumps are structures, which must meet setback conditions. Please check your"Approved Site Plan" to ensure
these structures meet the setback conditions listed.
X /2
26) Landings and stairs must meet the same setback conditions as any permitted structure; and, must be shown on your site plan. Please check your
"Approved Site Plan" to ensure these structures are shown and meet the setback conditions listed.
X 12, `
27) Stair landing that is located at the base of stairs, above bulkhead, shall be limited in size to the dimensions given on the proposed site plan.
No expansions or additions will be permitted by Mason County Planning. X
28) The base landing cannot exceed 30"in height above average grade. X 1
29) The stairs shall be retained for joint-use between the two parcels. The applicant must record a joint-use agreement with the deeds of both
properties, granting use of stair tower to owners of both parcels. In additi n, the statement to be recorded is to address the recommendations
made by the geologist in their report for potential future owners. Xo?�
30) Clearing will be limited to the alignment of the stairway which will amount to the removal of brush and saplings along a 5 or 6 foot pathway. No
clearing is planned outside of the stairway alignment(per geotechnical report project description).X
31) All recommendations made within the E3RA geotechnical report, dated 12123109, on pages 6 through 10, for erosion control, pin piles, buffers
and setba / �tearing and grading, drainage, etc. are to be implemented by the applicant as recommended by the geologist.
X '
32) For slope protection, a hardy(native) vegetative groundcover should be established as soon as feasible, to further protect the gently-sloped
from the potential from runoff water erosion. Alternatively, permanment slopes could be armored with quarry spalls or a geosynthetic erosion
mat as recommended within geotechnical report. X f,';-
33) Proper disposal of construction debris�soe on land in such a manner that debris cannot enter Case Inlet or cause water quality
degradation of state waters. X %-
34) During construction all release of oils, hydraulic fluids, fuels, other prtoleum products, paints, solvents and other dleeterious materials must
be contained and removed in a manner that will PPr�ent their dicharge to waters and soils of the state. The cleanup of spills should take
precendence over other work on the site. X /C /
BLD2010-00136 Please refer to the following pages for conditions of this permit. Page 5 of 6
35) Erosion control measures must be in place prior to any clrearing, grading, or construction. These control measures myust be effective to
prevent stormwater runoff from carrying soil and other pollutants into surface water or storm drains that lead to waters of the state. Sand, silt,
clay partcles and soil will damage aquatic habitat and are considered to be pollutants.
36) Any discharge of sediment-laden runoff or other pollutants to waters of the state is in violation of Chapter 90.48, Water Pollution Control and
WAC 173 0,1, Vater Quality Standards for Surface Waters of the State of Washington and is subject to enforcement action.
X ``
This permit becomes null and void if work or construction authorized is not commenced within 180 days, or if construction or work is suspended for a period of 180 days at any
time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be
occupied. Proof of continuation of work is by means of a progress inspection.The owner or the agent on the owners behalf, represents that the information provided is accurate
and grants employees of Mason ountty pccess to the above described property and structure for review and inspection.
OWNER OR AGENT: f "�` J�= �/ DATE:
BLD2010-00136 Please refer to the following pages for conditions of this permit. Page 6 of 6
la l U �-- � Ov c ) �—�
Richard F. Funk
P.O. Box 130
Grapeview, WA 98546
January 20, 2011
Building Permit Office
Mason County Building Department
Shelton, WA
Reference Mason County Building Permit Number-- BLD2010—00136
To Whom It may Concern:
Due to weather conditions and the lack of availability of the contractor to install the pin
footings for this project during this past Fall, no appreciable progress has been made
against this permit during this six month period from August 2010 through January 2011.
The primary concern delaying work at this time is that no stress should be put on the face
of the bluff above North Bay where this stairway is being built that would cause erosion
and lead to surface material draining into the bay. Since the conditions that cause this
risk only occur during the wet periods of the year, primarily from mid-Winter through
late Spring, it is expected that construction can resume in three to four months. Once the
footings are in place this will be much less of a problem as construction of the remainder
of the structure will cause very little disturbance of the surface of the bluff.
I am requesting that this letter be accepted in lieu of the inspection that would normally
be required during this period.
Respectfully,
Richard F. Funk
425-765-7279
dick@thefunks.com
DUN ,, Have You Applied For Your
pVE,
��its..
LUMBE .► .�,. P•�;;'° Reseller Permit Yet?
BUILDING FRIENDS SINCE 1907J.
Bellevue Boulevard Park Everett As of January 1,2010,all trade customers must have
(425)643-4400 (206)241-0409 (425)353-0663 a current Reseller Permit to avoid sales tax
Greenlake Kirkland Lynnwood Marysville LV`" paying
(206)523-7777 (425)823-4455 (425)742-4646 (360)659-6253 'a"•+sr on every purchase.Download an application at
a w http://dor.wa.gov/(ontent/GetAFo(mOrPublkabon/
Normandy Park Renton Shoreline Seattle o`"w ' ••.,
(206)242-1010 (425)255-3429 (206)542-2164 (206)632-2129
Page 1 <<< QUOTE >>> Quote # 00062447
TIME: 10:28:48
SHIP DATE: 03/08/10
INVOICE DATE: 03/08/10
T 1020 f:popdunn4 SOLD BY: 08115 Les Anderson
SOLDTo: DECKS BY J R W SHIP TO: J R W- FUNK QUOTE
1420 NW GILMAN BLVD STE 2135
ISSAQUAH, WA 98027 5394
CUSTOMER#: D000068 CUSTOMER PO: FUNK ORDER BY: JOEL SKILLIN SHIP VIA: WILL CALL
QTY UNIT ITEM# ITEM DESCRIPTION PRICE. EXTENSION
75.00 EACH',SIML70Z Angle Simpson 7 Reinforcing Z-max 2.3900 179.25
Z-max recommended for treated Ibr
42.00 EACH!SIMEPB44HDG Base Simpson HDG 4x4 Elevated Post 13.9000 583.80
Z-max recommended for treated Ibr
120.00' EACHI CM60DELV Concrete Mix {Delivered} 601b 3.6500 438.00
[delivered "beside truck"]
2.00 EACH, PALLET PALLET Deposit/Return 15.0000 30.00
6.00 PC i NS4412 Natural Select 4x4-12 Incised C2 15.3400 92.04
12.00 PC I FN4408 Nat Sel Fence 4x4-8 CT Post 8.1500 97.80
2.00 PC NS4814 Natural Select 4x8-14 Incised C2 37.5100 75.02
2.00 PC NS4812 Natural Select 4x8-12 Incised C2 32.8200 65.64
3.00 PC NS4810 Natural Select 4x8-10 Incised C2 25.5700 76.71
12.00 PC APCL2612 APCL Nat Sel 2x6-12 Incised C2 10.6800 128.16
34.00 PC APCL2812 APCL Nat Sel 2x8-12 Incised C2 15.9200 541.28
20.00 PC APCL2810 APCL Nat Sel 2x8-10 Incised C2 12.4300 248.60
3.00 EACH CDS212R2100 SplitStop Star Dr 2-1/2 Redwood 2100pc 149.3600 448.08
1.00 CTN NC3BB94 Collated 3-1/4x.131 HDG Smooth 4m 85.9600 85.96
1.00 EACH WOL998011 Wolman End Cut Solution gallon 36.5900 36.59
13.00 PC APCL21210 APCL Nat Sel 2x12-10 Incised C2 19.8400 257.92
10.00 PC APCL21220 S.O. APCL Nat Sel 2x12-20 C2 42.3700 423.70
2.00 PC APCL21212 APCL Nat Sel 2x12-12 Incised C2 25.4200 50.84
10.00 EACH TUBE10 10"x4' Concrete Form Tube 8.8500 88.50
20.00 PC I SPF2410 SPF 2x4-10 Prem Std & Btr Dry 2.9200 58.40
40.00 EACH;STREBAR1210 Steel 1/2x10' Rebar{Grade 40) 5.5400 221.60
80.00 EACH STREBAR1202 ' Steel 1/2x2' Rebar{Grade 401 1.2500 ' 100.00
CONTINUED ON NEXT PAGE
RECEIVED
APR 13 2010
'26 W. CEDAR ST.
CUSTOMER QUOTE Bellevue YARD
DUN,
k.�.o Have You Applied For Your
U .► �-� Rp° Reseller Permit Yet?
BUILDING FN/ENDS SINCE 1907
Bellevue Boulevard Park Everett ^—..,"`++ ��.`,«* As of January 1,2010,all trade customers must have
(425)643-4400 (206)241-0409 (425)353-0663 � �=� "' a current Reseller Permit to avoid payog sales tax
Greenlake Kirkland Lynnwood Marysville on every purchase.Download an application at
(206)523-7777 (425)823-4455 (425)742-4646 (360)659-6253
Normandy Park Renton Shoreline Seattle Do y`�` �� http://dor.wa.goy/Content/GetAFxmOrftU catm/
(206)242-1010 (425)255-3429 (206)542-2164 (206)632-2129
Page 2 <<< QUOTE >>> Quote# 00062447
TIME: 10:28:48
SHIP DATE: 03/08/10
INVOICE DATE: 03/08/10
T 1020 f:popdunn4 SOLD BY: 08115 Les Anderson
SOLDTO: DECKS BY J R W SHIP TO: J R W-FUNK QUOTE
1420 NW GILMAN BLVD STE 2135
ISSAQUAH,WA 98027 5394
CUSTOMER#: D000068 CUSTOMER PO: FUNK ORDER BY: JOEL SKILLIN SHIP VIA: WILL CALL
QTY UNIT ITEM# ITEM DESCRIPTION PRICE EXTENSION
Note 20'is the only length non grooved
85.00 PC FBDTRJATGRV54616 Fiberon Jatoba TR 5/4x6-16 Grvd 42.2400 3590.40
Fiberon Tropics Decking
26.00 PC FBDTRJATGRV54612 Fiberon Jatoba TR 5/4x6-12 Grvd 31.6800 823.68
Fiberon Tropics Decking
RECEIVED
APR 1 11 2010
426 W. CEDAR ST.
Quote Expires 03/15/10
LOADED BY Sales total $8741.97
QUOTE
SHIP VIA WILL CALL
ONLY
RECEIVED COMPLETE AND IN GOOD CONDITION Taxable 0.00
Non-taxable 8741.97 Sales tax 0.00
X Tax# A16589110
Weight:17633lbs. TBF: 2239
CUSTOMER QUOTE Bellevue YARD TOTAL $8741.97
This is a material QUOTE only.
No materials will be loaded from this form.
DECKS by JRW
Project: Scale:
Funk Plan M 1
Side
4- Top m zxs View DBL
View 1r-1•
4 5'
f—4' / 8'-6" Oe
4X8 Beam eam
X4 Post
Tlplcal:Landings D-1 E-4 F-1
g8 i o
8 �5,
A+�
6�
5'
DBL 12-11,
5'
�4'�
Oo rA 01 M 4' 4 �
O
6"
4'
O
4'—�f DBL Pin Footings—� Pressure Treated
DBL �4—� ngs In Red All Joists 2X8 and all posts
4, All other footings 4X4. All Framing materials to
5,8, 14"X14"X12"deep be HEM-FIR#2 or better.`Z
m Min.
m A 8 DBL
1500 PSF Assumed Soil
DBL
dx Bearing
e-10"3 M CD
o A FDA
m 11'-8" � °° 12'-� Spans Engineered To 60 LB
3 3
m Live Load,10 LB Dead Load.L
All Work to be done In
Conformance with Current ISC
Standards
DBL 2 2
Fastener note:I.R.C.3193.
—4' Fasteners for Pressure Treated 4,
Wood Shall be of Hot Dipped
Galvanized Steal,Stainless
Steel,Silicon Bronze or Copper.
Upper Lip of Bank
Lower Lip of Bank
8'-6"
r
J 2'-\1"
15'_9" 0
r 12/-
1 u
4
15'- '
-1" 14'-6 3'� f 24'-7"
'
r
4 0-5 j6'-5"
' T '
S-1 4'-7"
5-1
23'- 4'-5"---
86'-5"
T
58'-6"
View Fr o m t he No r t h
H O W E ENGINEERING CONSULTING ENGINEERS
145 Wapato Way, Unit 4 - P. 0, Box 441 - Manson, WA 98831
(509) 687-3350 - Fax: (509) 687-3353
STRUCTURAL CALCULATIONS AND DETAILS
FOR
FUNK STAIR
MASON COUNTY, WASHINGTON
1010
CS��r (DF WA IHy .
'Y
�r
s �
S�ONAL
FEBRUARY 25, 2010
t 1
f
' SVNJ CT
HOWE ENGINEERING JOB NQ /U/ O DATE f—
CONSULTING ENGINEERS
145 WAPATO WAY,•UNIT 4• P.O. BOX 44 1 JOB N'4Af'E=�^CY6 c�T✓�/��
MANSON, WASNINOTON 90®31 ^
'1 y. BYi ,SIJEETNO, I OF
vn
• 4Ai1
�f
r 1
, . r
7 .
71.
oil
r
- r _
1 :
�....� ... r '_f" •..1. _ �- ' rj... .1. ,r,.i , ,
1
-
• J
Tip
S•�
1
:
i
:
1
H OWE ENGINEERING SUBJECT JOB NO. �O ✓ O DATA� �2`�"/a
CONSULTING ENGINEERS
145 WAPATO WAY, UNIT 4• P,p, BOX 441 JOR NAME f U� "7/9f/Fc'
MANSON. WASHINOTON 99837 - r
TNo. OF
Lj
A.
•
i
„ ..., .
� r.
,
7
s
1
t'
r
•L -
I
rl
r
.i
r i
/y..�4
i� -
...L.. .:...:.. ' '... ? !�Yen .'-1..��!�:A, 1 I;I'�''••t� -i1' `1,1 �,�� •�•' ,���... �,,� • ,
:_..�..
1 i
r
i•
FORM MUST BE COMPLETED IN INK MASON COUNTY PERMIT NOab LJ—)' 0
PLEASE PRESS HARD BUILDING PERMIT APPLICATION ti. (7 J.;3Co
426 W. Cedar• P.O. Box 186, Shelton, WA 98584
Shelton (360) 427-9670 • Belfair (360) 275-4467 • Elma (360) 482-5269
On the web www.co.mason.wa.us
APPLICAN,T, INFORMATION CONTRACTOR INFORMATION
Owner Company Name
Mailing Address % Mailing Address
Cit tate��Zip Code City State Zip Code
Phon Other Ph. Phone Other Ph.
Lien/Title Holder Contractor Reg. # Exp.
E mail address E Mail Address
Drivers Lic. # DOB Drivers Lic. # DOB
SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic
Connect to Water System Name of Water System
Well Sewer System Name of Sewer System
PARCEL INFORMATION - 12 Digit Parcel No. _ Fire District
Legal Description
Site Address (Please include street name, street number and city)
Directions to site
Will timber be cut and sold in parcel preparation?Yes/No
Is property within 200'of Saltwater Lake River/Creek Pond
Wetland Seasonal Runoff Stream Slopes or Bluffs
Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yes/No
TYPE OF JOB - New_,K_Add Alt Repair ther PRIMA Y SIDENCE ❑ SEASONAL ❑
Use of Building Describe Work ✓� ) �--
No. of Bedrooms No. of Bathrooms Square Footage- 1st Floor 2nd Floor
3rd Floor Basement Deck Covered Deck Other Sq. ft.
Garage Attached Detached Carport Attached Detached
MANUFACTURED HOME INFORMATION - Make Model Year
Length Width Serial No. No. of Bedrooms No. of Bathrooms
Type of Heat Purchase Price $ Replacement Unit? Yes/ No
Installer Name Certification No.
OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.
Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative,or the contractor. I further declare
that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all
the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work
proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or
agent on owners behalf, represents that the information provided is accurate and grants employees of Mason County access to the above
described property and structure for review and inspection. This permit/application becomes null &void if work or authorized construction is
not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY
MEANS OFA PROGRESS INSPECTION,INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THEAPPLICATION.
X Date:
Owner/Owners Representative/Contractor (indicate which one)
FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date
DEPARTMENTAL REVIEW APPROVED DENIED NOTES
Building Department IA) GAOL
Planning Department
Environmental Health Department
Fire Marshal
FEES
Building Permit Fee Site Inspection
Plan Review Fee EH Review Fee
Plumbing & Base Fee Planning Review Fee
Mechanical & Base fee Other
Wood/Gas/ Pellet Stove Fee State Fee
Violation Fee Pre-Paid at Submittal
Valuation $ TOTAL FEES
NOTE- NO SETBACK FROM
VEGETATED BUFFER AREA OR
LANDSLIDE HAZARD AREA
RECOMMENDED FOR PROPOSED
STAIRWAY.
EXISTING /
PUDDLE
0%
/
b
O1 1 PR❑P❑;ED0
°1
f f STAIR6ASE �o . v
j
ti v A
Q A / N
V r �'
4/� 69
ci
DRAI IELD / ti
`n �XZs �f�a W E
0► EXISTING
HOME ,5�
698.2
ANDSLIDE HAZARD AREA AND TO qPP A, ,TE
VEGETATED BUFFER AREA Dat,J
HAND B❑RING L❑CATI❑N Ilk
HEi-1 PROJECT: 2 E Stretch s and Dr S
E3RAInc. Stretch Island, Washington
NOTE:
201 - 160th St. S SHEET TITLE: Site and Exploration Plan
60 0 60 120 Suite 401
BOUNDARY AND TOPOGRAPHY ARE BASED ON I
WA 98444 DESIGNER: CRL JOB NO.T
Tacoma,MAPPING PROVIDED TO E3RA AND OBSERVATIONS MADE T 09108
IN THE FIELD. THE INFORMATION SHOWN DOES NOT SCALE IN FEET 253-537-9400 DRAWN BY: CRL SCALE: 1"=60'
CONSTITUTE A FIELD SURVEY BY E3RA. 253-537-9401 fax CHECKED BY: JEB FIGURE:2
WWW.e3ra.com CATE: 12/9/09 1 FILE: T09108.dwg
GeoResources
Ph. 253-279-1023 5113 Pacific Hwy. E., Ste. 1-P
Fx. 253-638-8992 Fife, Washington 98424-2648
May 3, 2001
Dick& Patty Funk
9015— 172"d Avenue NE
Redmond, WA 98052
Geotechnical Report
Single-Family Residential Properties
460 &464 East Stretch Island Rd. South
Mason County, WA
JobNo:FunkD.01
INTRODUCTION
This report summarizes our site observations, provides our opinion regarding slope stability and
provides geotechnical recommendations and design criteria for the proposed single-family residences
and shoreline stairway at the site. This report is provided for two adjacent but separate lots with similar
soil and topographic conditions located at 460 and 466 East Stretch Island Road South. The project site
is located along the west shoreline of Stretch Island. A Site Vicinity Map is included as Figure 1.
Our services are provided based on our site meetings with you, our data review and our site
observations. We understand that you propose to construct single-family residential structure on the
north shoreline lot. We further understand that a second single-family residence will be constructed on
the adjacent lot to the south. Conventional construction methods are planned for both residential
structures. The residences will be situated in the flatter, west upland portion of the site.Access to the
lots will be via a driveway that extends along the property line. We also understand that you propose to
construct a stairway from the upland area on the north lot to the shoreline bulkhead area.
The purpose of our services is to address the erosion and slope stability issues at the site per
the Mason County SAO (Sensitive Area Ordinance)and provide geotechnical recommendations and
design criteria for the proposed site improvements.
SURFACE AND GEOLOGIC CONDITIONS
The site is situated on the west portion of Stretch Island in Mason County, Washington. Existing
residential structures are located north of the site. A vacant lot is located to the south.
The west portion of the site traverses a north-south trending topographic ridge. The ground
surface at the proposed building site is gently sloping to the northeast, towards the inland area of Stretch
Island. Based on our site measurements, slopes in the upland area range from flat to approximately 10
percent. Slopes north and east of the proposed building area are gently to moderately sloping towards
the northeast at approximately 15 to 30 percent. Relative elevations in the upland portion of the site
range from 100 feet down to approximately 75 feet.
The shoreline bluff located in the extreme west portion of the site is approximately 25 feet
(north)to 55 feet(south) in height and slopes at about 110 to 160 percent with near vertical areas,
generally in the upper portion of the bluff. Locally, the upper portion of the bluff overhangs several feet.
We understand that during the recent portions of the overhang sloughed. The toe of the shoreline bluff is
protected by an existing rock bulkhead. Photographs of the site's shoreline bluff area are attached.
Based on our discussions with you and subsequent site visits, no significant ground disturbance
was observed following the 6.8 level earthquake event. Localized areas of raveling occurred on the
overhanging portions of the shoreline bluff.
The proposed location of the residences and shoreline stairway is indicated on the Site Plan,
Figure 2. We understand that you proposed to construct the stairway as a series of landings and stair
Funk Residential Lot-Stretch Island
May 3, 2001
Page 2
runs that extend down to the flat area behind the rock bulkhead. The stairway will be constructed of
timber with metal and/or concrete foundation support. Specific geotechnical foundation support options
are included in the "STAIRWAY SUPPORT' section of this report.
Near surface soils at the site were evaluated by excavating 5 backhoe test pits with a rubber-
tired backhoe. The test pits extended to depths of between 5 and 7 feet below the adjacent ground
surface.
Based on our site observations the results of our explorations, the soils at the site generally
consist of recessional sand with gravel and variable sift over glacial till, silty sand with gravel, cobbles and
boulders (hardpan). The outwash soils are approximately 4 to 6 feet thick in the west portion of the site
and 6 to 10 feet or more feet thick in the central and east portions of the site. The soils observed at the
site were generally in a medium dense to very dense condition. Natural weathering processes have
disturbed the surficial soils at the site to a loose to medium dense condition. The area of recent surficial
sloughing observed in the upper portion of the shoreline bluff is related to this weathered soil zone.
Soils exposed in the shoreline bluff consist a thin layer of medium dense recessional sand over
very dense glacial till. The underlying glacial till is in a very dense condition.
Soil and vegetation debris related to surficial sloughing at the site was observed in the lower
portion of the site above the bulkhead. The debris material is on the order of several feet to 6 feet thick
and generally in a loose to medium dense condition.
Vegetation at the site generally consists of native grass, shrubs and occasional trees in the
upland area, and locally dense brush and small trees along the steep slope bluff above the shoreline.
Vegetation is sparse in the upper portion of the bluff. Vegetation in the central and east portions of the
site consists of grass and brush with occasional small trees. No significant groundwater seepage was
observed at the site at the time of our site visit. No evidence of significant erosion was observed at the
site during our site visits.
CONCLUSIONS
GENERAL
Based on our review of the available data, the test pit excavations and our site reconnaissance,
it is our opinion that the site is stable under the existing conditions. The recent 6.8 earthquake provided a
general test of the site's stability. As previously discussed, although isolated areas of sloughing occurred
in the upper portion of the shoreline bluff, the site's soils/slopes performed well.
It is also our opinion that the proposed residential development and timber stairway to the beach
will not adversely impact the stability of the site. Proper drainage control at the site is a critical element
to long-term stability. Specific drainage and erosion control recommendations are provided in this report.
The underfying Vashon till soils at the site are in a dense to very dense condition. Surficial soils
at the site have been disturbed through natural weathering processes and are presently in a loose to
medium dense condition. The site soils have a slight to severe erosion hazard based on slope
inclination.
Based on our understanding of the proposed residential project, it is our opinion that the site
soils will provide adequate support for the structure provided they are prepared in accordance with the
standards of practice for the Puget Sound area and the recommendations provided herein. The beach
access stairs may be supported on foundation elements that extended through the disturbed soils.
Based on the setback recommendations provided herein, the proposed residential structure will be stable
relative to historic and normal rates of bluff regression.
Geotechnical guidelines and recommendations for the proposed residential structures are
provided below.
SLOPE STABILITY
Mason County Critical Areas defines a landslide hazard area as one containing slopes equal to or
greater than 33 percent and/or and area with a history/evidence of slope instability.
The slopes located in the extreme west portion of the site are in excess of 30 percent. The soils in
this portion of the site are mapped as glacial till with a thin veneer of recessional outwash. Based on the
above, we conclude that the site meets the technical criteria for landslide hazard areas.
Funk Residential Lot-Stretch Island
May 3, 2001
Page 3
Slope Stability
Based on our field observations, test pit excavations and our experience with the soil types
encountered on the property, we conclude that although localized areas in the west shoreline bluff at the
site are greater than 33 percent, the unweathered glacially consolidated soils are stable relative to deep-
seated failure in their present configuration. The surficial soils observed in the upper portion of the
steeper shoreline bluff area adjacent areas have been disturbed by weathering and previous surficial
sloughing. These areas of surficial instability can be managed and their stability improved through proper
drainage and erosion control_ In addition, appropriate Building Setbacks are required from the shoreline
bluff/slope area.
No changes in slope stability are expected as a result of the proposed development at the site.
Development will occur in the flatter upland portion of the site, setback appropriately from the top of the
shoreline bluff. Grading at the site will be related to excavation of the building foundation and adjacent
areas to provide for a building pad. Excavation of the upper stairway foundation area is recommended
and discussed in detail in the"Stairway Foundation" section of this report. We expect that material
excavated from the building area will be placed in the low area east of the building site, primarily within
the driveway alignment area. Stormwater runoff collected at the site should be directed to appropriate
discharge areas such as the low area east of the building area.
Weathering, erosion, and the resulting surficial sloughing and landsliding are natural processes that
affect steep slope areas. Significant weathering typically occurs in the upper 2 to 4 feet and is the result
of oxidation, root penetration, wet/dry cycles and freeze/thaw cycles. These processes can be managed
and the risk reduced through proper design and construction of the residence, including the stormwater
and drainage system, and proper erosion control. Erosion control recommendations are provided in the
"Building Setback"and"Erosion and Sediment Control"sections of this report. It should be noted
that although the potential slope instability risk at the site can be reduced, it cannot be eliminated. There
is an inherent risk associated with steep shoreline bluffs and/or areas identified (Coastal Zone Atlas)as
potentially"Unstable".
Building Setback
Mason County requires a setback area from landslide hazard areas and steep shoreline bluffs
unless evaluated and reduced by a licensed geotechnical engineer. The buffer distance is calculated
based on the vertical height of the slope. Vegetation in the buffer may be enhanced, if
approved/required by Thurston County.
Based on the results of our geotechnical evaluation of the site, we recommended a Building
Setback of 50 feet from the top of the shoreline bluff at the site that is steeper than 33 percent. Decks
or patios are not considered habitable or structural elements of the residence and do not require a
setback. Stormwater runoff should be collected and discharged in accordance with the
recommendations provided in the "Site Drainage" section of this report.
As previously discussed, weathering, erosion and the resulting surficial sloughing and shallow
landsliding are natural processes that affect steep slope areas. Evidence of surficial raveling or
sloughing was observed on the top of the steeper shoreline bluff at and adjacent to the site. To manage
and reduce the potential for these natural processes, we recommend the following:
• No drainage of concentrated surface water onto or within 15 feet of the Building Setback area or
within 50 feet of the top of the bluff. Drainage from the footing drains, roof, driveway and/or
patio/deck areas should be collected and tightlined to the east or north of the structure, or another
appropriate discharge area. An appropriate energy dissipation system should be installed to prevent
erosion at the discharge point.
• No placement of fill or construction of structures, other than lightweight decks/patios within the
Building Setback area.
• No percolation of surface water within 50 feet of Building Setback area unless the seepage rate is
controlled to a slow seep (similar to septic systems).
Funk Residential Lot-Stretch Island
May 3, 2001
Page 4
SEISMIC -LIQUEFACTION
According to the Seismic Zone Map of the United States contained in Figure 16-2 of the 1997
UBC (Uniform Building Code), the project site is located within Seismic Risk Zone 3. Based on the
subsurface conditions observed in the shoreline bluff at the site, we interpret the site conditions to
correspond to a seismic Soil Profile type Sp, for Dense Soil, as defined by Table 16-J (UBC). This is
based on the inferred range of SPT(Standard Penetration Test) blow counts relative to backhoe
excavation progress and probing with a Yz-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 medium dense to very dense
condition and the static water table is located well below the site. 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.
Erosion and Sedimentation Control
Temporary and permanent erosion control measures should be installed and maintained during
construction, as appropriate. During wet weather conditions, erosion control measures may include but
should not be limited to berms and swales to channel surface water runoff, and ground cover/protection
in exposed or disturbed areas. Temporary ground cover/protection such as jute matting, excelsior
matting, wood chips or clear plastic sheeting should be used until permanent erosion protection is
established. Sift fences should be utilized where appropriate, typically to protect potential receiving
waters.
Graded or disturbed areas should be shaped to avoid concentrations of runoff onto cut or fill
slopes, natural slopes or other erosion-sensitive areas. Collected stormwater from the site should be
dispersed near the bulkhead or at the shoreline.
EARTHWORK
Site Preparation
Based on our review of the site plan and our discussions with you, grading at the site will consist of the
excavation of the foundation, driveway and stairway area. We further understand that the excavated
material will be placed east of the residence where the existing driveway crosses the topographic
depression. The new driveway will be located over the existing driveway.
We expect that grading at the site can be accomplished with conventional earth moving
equipment. The site soils generally consist of sand and gravel with variable sift and cobble content.
These soils may be used as structural fill during dry and moderate wet weather conditions.
Structural Fill
All fill material used to achieve design grades within the building and driveway areas 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 placed in the building and pavement areas
should be compacted to a firm and unyielding surface.
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 during
construction. For planning purposes,we recommend a maximum loose-lift thickness of 12 inches. We
recommend that our representative be present during site grading activities to observe the work and
perform field density 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. If it is necessary to import structural fill material to the site, we recommend that fill
material consist of well-graded sand and gravel with less than 5 percent passing the No. 200 sieve
based on that fraction passing the 3/4-inch sieve. During prolonged dry weather conditions, a somewhat
higher(up to 10 to 12 percent)fines content will be acceptable.
Funk Residential Lot-Stretch Island
May 3, 2001
Page 5
Material placed for structural fill should be free of debris, organic matter, trash and cobbles
greater than 6 inches in diameter. Particle sizes larger than 3 inches should be excluded from the top 1-
foot of fill. The moisture content of the fill material should be adjusted as necessary for proper
compaction.
Suitability of On-Site Materials as Fill
During dry weather construction, any nonorganic on-site soil may be considered for use as
structural fill, provided it meets the criteria described above in the structural fill section and can be
compacted as recommended. If the material is over the optimum moisture content(typically 2 to 4
percent)when excavated, it will be necessary to aerate or dry the soil prior to placement as structural fill.
The workability of material for use as structural fill will depend on the gradation and moisture
content of the soil. As the amount of fines increases, soil becomes increasingly more sensitive to small
changes in moisture content and adequate compaction becomes more difficult or impossible to achieve.
In general, the soils observed at the site consist of sand minor gravel with variable sift content.
These materials are suitable for use as structural fill during dry and moderately wet conditions. It may be
necessary to moisture condition these soils prior to use as structural fill, particularly during dry weather
conditions. The underlying silty soils(till) have a significant fines content and are therefore moisture
sensitive. These silty soils will be difficult to compact adequately during wet weather conditions.
CUT AND FILL SLOPES
Temporary cut slopes(foundation and utility excavations) may 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 the upper 2 to 4 feet of medium dense to dense soils. Temporary slopes of 1
to 1 or flatter may be used in the unweathered dense to very dense sands and gravels or till. 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 if/where significant soil moisture or seepage occurs.
In the event that permanent cut and fill slopes are required, we recommend a maximum of 2 to
1 slope. Where 2 to 1 slopes are not feasible, retaining structures should be considered. Fill placed on
slopes that are steeper than 5 to 1 should be"keyed" into the undisturbed native soils by cutting a series
of horizontal benches. The benches should be 1'/2 times the width of equipment used for grading and a
maximum of 3 feet in height. Subsurface drainage may be required in seepage areas. Surface
drainage should be directed 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 protected.
BUILDING FOUNDATIONS
Conventional spread footings are recommended for support of the residential structure. For
structures which bear on medium dense or denser native soil, or on structural fill compacted to a firm
and unyielding surface, we recommend an allowable soil bearing pressure of 2,000 psf for combined
dead and long-term live loads, exclusive of the weight of the footing and any overlying backfiii. Where
footings are founded directly on the undisturbed very dense sand and gravel or glacial till, bearing
pressures may be increased to 3,500 psf for the combined dead and long-term live loads. These static
bearing pressure values may be increased by one-third for transient loads such as those induced by
seismic events or wind loadings.
We recommend a minimum width of 18 inches for isolated footings and 16 inches for
continuous wall footings. All exterior footing elements should be embedded at least 18 inches below the
lowest adjacent finished grade. We recommend that any disturbed soils in the footing excavations be
removed, or if practical, recompacted prior to concrete placement
We estimate that settlements of footings designed and constructed as recommended will be
less than 1 inch, with differential settlements between comparably loaded footings of 1/2 inch or less.
These settlements will occur essentially as loads are applied. Disturbance of the foundation subgrade
during construction could result in larger settlements than predicted.
Funk Residential Lot-Stretch Island
May 3, 2001
Page 6
FLOOR SLAB SUPPORT
Slabs-on-grade should be supported on dense native soil or on structural fill prepared as
recommended. We recommend that floor slabs at the site be underlain by a 6-inch thickness of
uniformly graded gravel or sand containing no more than 3 percent fines to provide a capillary break.
Where the native soils meet this criteria, they may be substituted for the capillary break material. The
capillary break material should be placed in one lift and compacted to a firm and unyielding surface. The
capillary break material should be connected to a suitable drain outlet to provide an e)dt for any
accumulated seepage. Where the native soils meet this criteria, they are considered suitable for use as
the capillary break.
A vapor barrier, such as a polyethylene liner is recommended where the native or fill soils
contain greater than 3 percent fines. A thin layer of"clean" sand may be placed over the vapor barrier
and immediately below the slab to protect the polyethylene liner during steel and/or concrete placement.
A subgrade modulus of 250 kcf(kips per cubic foot) may be used for design. We estimate that
settlement of the floor slabs designed and constructed as recommended, will be 1/2 inch or less over a
span of 50 feet.
LATERAL RESISTANCE
Lateral loads may be resisted by friction on the base of footings and floor slab and as passive
pressure on the sides of footings. We recommend a coefficient of friction of 0.65 be used to calculate
friction between the concrete and very dense soil. Passive pressure may be determined using an
equivalent fluid weight of 350 pcf(pounds per cubic foot) above the water table, and 160 pcf for
saturated soils. This assumes that structural fill is placed against the sides of the footings and that the
top of the fill is confined by either a concrete floor slab or pavement. A safety factor of 1.5 is
conventionally applied to these values.
RETAINING AND SUBGRADE WALLS
Retaining and/or subgrade(basement)walls can be supported on shallow footings founded on
dense native soils or structural fill, if property prepared. Footings bearing on medium dense undisturbed
native soils or structural fill as described above can be designed using an average allowable bearing
value of 2,000 psf with a ma)omum toe pressure of 3,000 psf, when the adjacent downhill slope is 4 to 1
(horizontal to vertical), or flatter.
Lateral loads on conventional retaining structures or daylight basement walls founded as
described above may be resisted by friction on the base of the wall footings and as passive pressure on
the sides of footings. We recommend using an ultimate coefficient of friction of 0.65 to calculate friction
between the concrete and medium dense native soils or on structural fill. Passive pressure may be
determined using an equivalent fluid weight of 350 pcf. This assumes that structural fill is placed against
the sides of the footings. A safety factor of 1.5 should be applied to these values, for sliding and
overturning.
The lateral active soil pressures acting on reinforced concrete retaining walls depend on the
nature, density and configuration of the soil behind the wall. We recommend that walls supporting
horizontal backfili be designed using an equivalent fluid density of 35 pcf for a level back-slope behind
the wall. This pressure is based on backfill placed within 2 feet of the wall being compacted by hand-
operated equipment to a firm and unyielding surface and consisting of clean sand or sand and gravel.
The recommended pressure does not include the effects of surcharges from surface loads.
Adequate drainage behind any retaining structure or subgrade wall is imperative. We
recommend that a drainage system consisting of a minimum 12 inches of clean sand and/or gravel with
less than 3 percent fines be placed along the back of the wall. In addition, a drainage collector system
consisting of 4-inch perforated PVC pipe should be installed behind the wall to provide an outlet for any
accumulated water. The drainage material should be capped at the ground surface with 1-foot of
relatively impermeable soil or otherwise sealed.
Funk Residential Lot-Stretch Island
May 3, 2001
Page 7
STAIRWAY SUPPORT
The beach access stairs may be supported on a variety of foundation elements provided they
extend through the upper disturbed soils which locally mantle the lower portion of the slope and bulkhead
area. Typical foundation support for timber stairways on steep shoreline bluffs include needle or pipe
pilings or reinforced concrete piers that extend a minimum of 2 feet into the underlying dense native soils.
Where the native soils are in a dense condition, shallower sauna tubes or piers may be used.
Needle piles consist of 2 %-inch pipe piles driven to refusal with a 90-pound jack-hammer. It
should be noted that, although the needle piles have excellent vertical support, they do not provide much
lateral support. Lateral support options for the needle piles include battering, pile caps and/or cross
bracing. Where reinforced concrete piers are used,we recommend that the piers extend a minimum of
2 feet into the underlying undisturbed dense soils. We recommend that the piers be a minimum of 12-
inches in diameter and reinforced with adequate steel elements.
We also recommend that the weathered/disturbed soils in the upper portion of the bluff,
particularly in the overhanging areas, be removed or pulled back to reduce the risk of sloughing and
raveling. Where the stairway is to be founded on the upland area, it should rest on dense undisturbed
soils. This will require the removal of the weathered soil material to reach the dense bearing soils. The
removal of this material will effectively unload this portion of the slope thereby improving slope stability.
Removal of this material should be accomplished in accordance with the recommendations and criteria
provided in the "Cut and Fill Slope"section of this report. We expect that between 4 and 6 feet of
material will need to be removed in this area. The upper stairway landing should be adequately
anchored into the upland soils. Appropriate drainage measures should be installed.
We have reviewed the plans for the proposed stairway provided by"Decks by JRW'. These
plans were prepared based on our geotechnical recommendations provided during the preparation of
our report. Based on our review,the plans incorporate our geotechnical recommendations into the
design.
SITE DRAINAGE
All ground surfaces, pavements and sidewalks at the site should be sloped away from structure.
Surface water runoff should be controlled by a system of sloping surfaces, curbs, berms, drainage
swales, and/or catch basins, and conveyed to an appropriate discharge point to the north or east of the
proposed residence. Runoff from impervious surface areas, including the driveway, should be sheet
flowed to the adjacent vegetated areas to the east and north. Drains should be provided behind all
retaining walls.
LIMITATIONS
We have prepared this report for use by the Funk family and members of their design team, for
use in the design of a portion of this project. The data and report should be provided to prospective
contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations
should not be construed as a warranty of the subsurface conditions.
Variations in subsurface conditions are possible between the available explorations(well)and
may also occur with time. A contingency for unanticipated conditions should be included in the budget
and schedule.
The scope of our services does not include services related to environmental remediation and
construction safety precautions. Our recommendations are not intended to direct the contractor's
Funk Residential Lot-Stretch Island
May 3, 2001
Page 8
methods, techniques, sequences or procedures, except as specifically described in our report for
consideration in design.
If there are any changes in the loads, grades, locations, configurations or type of facilities to be
constructed, 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
provide written modifications or verifications, as appropriate.
Within the limitations of scope, schedule and budget, our services have been executed in
accordance with generally accepted practices in this area at the time this report was prepared. No other
conditions, express or implied, should be understood.
Respectfully submitted,
G esoue� ADaPT Engineering, Inc.
J
Brad P:Big RP Kurt Groesch, PE
Ph ipal / Principal
�Zc_c_
WAS/1��
i
N
BPB:KG-.bpb
Document ID:FunkD.01R