HomeMy WebLinkAbout503 W 3rd St - Building
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BUILDING PERMIT - PREAPPLlCA TION
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CED
FOR OFFICIAL USE ONLY
Date Rec io - / (, -e--.(',
Pemlit # , :2 -Z ?? <'
Pre-Ap Complete?
Date AppTOved.
The Blllldmg Penllit' - Preapphcatlon must be filled out completely.
Please type or print In Ink. If you have any questions, please call 417-4815
Phone' 360-452-2132
Phone: 360-452-2268
Zip: 98362
Phone: 360-452-6116
Phone:
Applicant and/or Agent: Bill Rjnehart - Ac,aent
Owner: MIke 2aners
Address: 254895 Highway 101
City: Port Angeles, WA 98362
Architect/Engineer: Undberg and .:in:i th MCW tects
Contractor ONner Billlder License #:
Exp:
Address:
City:
Zip:
ZONING RS-7
PROJECT ADDRESS: 503 West Third Street
LEGAL DESCRIPTION: Lot: 18 & 19 Block 49 TPA
Subdivision'
TVPEOFWORK:
XiXi Residential iID:New Constr. 0 Reroof
o Multi-family 0 Addition 0 Move
o Commercial 0 Remodel 0 Der:.ohtlOn
o Repair 0 SIgn
BRIEF DESCRIPTION OF THE PROJECT:
1354 Upper Floor
\~ P.--F. :! 1/Z5 ..
COMMERCIAIJRESIDENTIAL: Occupancy Group: R-3
No. of Stories: ~ Lot Size: 14,000 SO FT % Lot Coverage:
Existing Lot Coverage: None Isq. ft. + Proposed Lot Coverage: 2010
SIZEN ALUATION: _
o Woodstove 1470 MUn FlrsF. @$ '1S.94rsF. = $ I II t b 3Z
l2DcGarage 1354 Uop Fir SF @ $ 55. 351SF. = $ ~ 4-,9' ++- -
,0 Deck 540 Garqge SF.@$ Iq."flISF..$~~~ -
o TOTAL VALUATION $ -
Single Family welling wi th Attached Garage - 1470 SO eet M3in Floor
Occupant Load:
14.00 %
Isq. ft. = TOTAL LOT COVERAGE:
Construction Type: V-N
2010
Isq ft
PLANNING USE ONLY:
Notes: I -
APPROVALS:
PLAN
BLDG
DPW
FIRE
OTHER
ESAlWetland(s): 0 Yes 0 No SEPA Checklist required? 0 Yes 0 No Other:
PREAPPUCA nON SUBMITTAL: Your application and site plan must he fdled out completely to he accepted for review. The Building
Division can provide you with more detailed information on the application and plan submittal requirements.
.'
BUILDING PERMIT APPLICATION SUBMITTAL: Your completed application, site plan (for additions) and building construction
plans are to be submitted to the Building DiVision
V ALUA nON OF CONSTRUCTION. In aU cases, a valuation amount must be entered by the applicant This figure wIll be reviewed and
may be revised by the Buildmg Dlv to comply with current fee schedules. Contact the Permit Coordinator at 417 -4815 for assistance.
PLAN CHECK FEE: YOW" plan check fee is.due at the time the building permIt application and construction plans are submItted. All other
permit fees are due at the time ofpelmit issuance,
1
EXPIRATION OF PLAN REVIEW: If no pelmit is issued within 180 days of the date of application, this application will expire by
llIrutations. The Building Official can extend the time for action by the applicant up to 180 days, on written request by the applicant (see Section
304(d) of the Uniform Building Code, CUITent edition). No application can be extended more than once
I hereby certify Ihat I have read and examllled tillS application and lalOw the same to be true and correct, and I am authonzed 10 apply for
this permit. I undersland it is not the Clly's legal responsibility to deterll/me what peril/its are required; it rell/alllS the applicanl's
responsibility 10 determine what penll/ts an reqUired and to obtain such.
Applicant Bi 11 Hi nemrt - Agent
Date 1011 S/20m
PW-II02_13Irev.2/96]
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COASTAL GEOLOGIC SERVICES, ING.
November 22, 2000
00
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NOV29!D)
To: Ms. Debra Barnes
City of Port Angeles
Planning Department
PO Box 1150
Port Angeles, WA 98362-0217
PORT ANGElES
PLANNING DEPARTMENT '
Subject: Technical Review of Single Family Development Proposal
Mike Somers Property, 503 west Third Street, Port Angeles
Introduction
Coastal Geologic Services Inc. was retained to review the proposal to construct a single-family
residence at 503 West Third Street, Port Angeles. The proposal considered for this review is that
described in the "Geotechnical Report for Sums Construction" by Zenovic and Associates, Inc.
(2000), dated August 10, 2000, and as depicted on the building permit site plan (attached to this
report). The proposed house location has a 0 ft setback (no setback) from the bluff crest. Stakes
marking the building comers at the lot appeared to be in the correct position, and were assumed
to be correct for this analysis. Figure 1 is a copy of a color aerial photo taken in 1995 showing the
site and the surrounding area.
Findings and conclusions in the Geotechnical Report were also reviewed and evaluated.
Evaluation was completed based on Coastal Geologic Services Inc. site visits conducted on
November 16 and 17, 2000 and knowledge of and experience with geologic properties and bluff
processes of the area.
Site Geology and Relevant Site Conditions
The geology of the upper portion of the bluff was examined in detail from the bluff crest down to
approximately 40 ft below the crest. Below this point it was determined that the lower elevation
portions of the bluff were less steep and much of the lower bluff face below the property was
covered with colluvium (slide debris). Emphasis was placed on accurately determining the upper
bluff geology since this was the steepest portion of the bluff face and the integrity of the proposed
house location was fully dependant on the stability of the upper bluff.
Upper bluff geology was determined through hand excavations that were made into the bluff face
at 2-3 ft intervals. Excavations were made deep enough to expose undisturbed, in-place bluff
deposits. The geology of the upper 15 ft of the bluff face was determined in the 40 ft west of the
proposed house location. The total height of the bluff was approximately 100 ft. The geology of
bluff face between 15 and 40 ft below the crest was determined in the area directly below the
proposed house location. Geology of the upper bluff face was as follows, from the bluff crest
down:
. Approximately 1 ft of topsoil and subsoil.
. Approximately 4 ft of fine to medium grain SAND with very minor amounts of pebble,
mostly dry.
701 Wilson Ave. Bellingham, WA 98225 (360) 647-1845 FAX 671-6654 coastalgeo@home.com
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Technical Review for Oty of Port Angeles
503 West Third Street. Port Angeles
Nov. 22, 2000, Page 2 of 5
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COASTAL GEOLOGIC SERVICES, INC.
. From approximately 5-7 ft below the bluff crest (vertically) was silty fine SAND, of low
strength and low cohesion
. From approximately 7-15 ft below the bluff crest was medium and fine SAND with
interbedded silt lenses, of low strength.
. From approximately 15-20 ft below the bluff crest was medium and fine SAND (low
strength) with interbedded moderately dense silty clay lenses (moderate strength).
. From approximately 20-29 ft below the bluff crest was predominantly medium and fine
SAND (low strength).
. From approximately 29-32 ft below the bluff crest was sandy GRAVEL (low-moderate
strength). The lower portion of this unit was saturated and had excessive seepage.
. At approximately 32 ft below the bluff crest was an impermeable layer but a large amount
of water flow and colluvium prohibited determination of the composition.
The Coastal Zone Atlas of Washington (WA Dept. of Ecology 1978) had the geology of the bluff in
the area described as "Undifferentiated", and no more detail was provided in that document. The
atlas classified the slope stability in the area as "intermediateD.
Slopes at the proposed house location were measured with a Suunto inclinometer. The slope of
the upper approximately 10 ft (vertically) of the bluff face was 35 degrees (70 %). The slope
between approximately 10 and 18 ft of the bluff face was approximately 55 degrees (140 %).
Between approximately 18 and 32 ft below the bluff crest the slope was measured at 70 degrees
(off the % scale). Colluvium directly below the area of excessive seepage (at approximately 32 ft)
was 28 degrees (55 %) and then the slope became somewhat steeper lower on the bluff face.
Vegetation present on the upper 30 ft of the bluff face below the proposed house site included
English ivy, grasses, Himalayan blackberry, elderberry, red alder, and swordfem. Very few trees
(alder, elderberry) were present in the upper bluff and all were immature. Below 30 ft from the
crest red alder, elderberry and other species of trees were present.
The bluff around the subject property was formed through continued and numerous landslides.
Based on geomorphic evidence such as bluff topography and vegetation, it appeared several
areas immediately west of the site experienced landsliding within the past 5 years, possibly at or
around New Year's Eve 1996-97. The closest of these scarped areas begins approximately 30 ft
west of the proposed house site. Several sets of tension cracks were observed in the pavement
of Third Street immediately west of the proposed house site. A new section of curb was installed
in this area in recent years where a road shoulder failure may have occurred.
The Port Angeles Planning Department quoted a nearby resident (Tobias, located approximately
150 ft east of the subject property) that stated they have seen approximately 8 ft of bluff crest
recession since 1947. The Panning Department also stated that nearby neighbors stated that the
bluff crest immediately west of the subject property has receded approximately 4-6 ft in the past
30 years.
Evaluation of the Geotechnical Report
The Geotechnical Report by Zenovic and Associates Inc. (2000) is very non-specific in describing
the geology of the bluff at the site. It does not give the vertical position of described units or the
actual or estimated thickness of the units, nor does it describe the site-specific engineering
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Technical Review for Diy of Port Angeles
503 West Third Street, Port Angeles
Nov. 22, 2000, Page 3 of 5
COASTAL GEOLOGIC SERVICES, INC.
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properties in detail. The Geotechnical Report did not contain a geologic cross section, instead it
relied on general soils characterizations for the area. It stated that the "soils in this area are
characterized as a C/allam-Hoypus gravelly loam, 0 to 15 percent slopes. Based on inspection of
exposed soils on the bluff near the project site, it appears that the site soils are the Hoypus
outwash material as opposed to the C1allam glacial till.. The Geotechnical Report further stated,
"Below the outwash material is a layer of lodgment till. W The till was implied by the report to be
within the upper most bluff, since the report continued by describing the mid and lower bluff
cofluvium following a general description of the engineering properties of till.
The geology described herein is different from that described or implied by the Geotechnical
Report. Till was not present within the approximately 32 ft of the upper bluff. although till may be
present lower in the bluff. The upper bluff soils present may have been deposited as recessional
outwash. The most pertinent issue in terms of slope stability is that the soils of the upper
approximately 32 ft of the bluff are mostly low strength and are at6p an area of excessive
seepage.
The overall slope of the upper 32 ft of the bluff face (from crest straight to the zone of seepage)
was calculated using the above stated slopes as 52 degrees from horizontal. This is equivalent to
a 127 % slope. This is considerably more than the 100 % slope stated in the Geotechnical Report
for the upper and middle bluff face (upper 70 ft).
The Geotechnical Report stated~ "No visible scars from any prior surficial slides on the face of the
slope were observed." Based on the site visits conducted for this review, the above statement
would appear to refer to slides that occurred within the past 5 years only. The topography and
vegetation of the bluff below the proposed house site seems to indicate periodic sliding.
Comparison of the 1995 aerial photo (Figure 1) with present conditions shows that the entire area
west of the proposed house site had a thick deciduous tree cover in 1995. Significant parts of this
area are not covered with trees now, indicating that slides have occurred recently.
The Geotechnical Report stated. in the beginning of the Conclusions and Recommendations
section: "The marine bluff that forms the north line of the subject property was formerly a feeder
bluff; continual erosion of the bluff and resuHant receding of the edge of the bluff has OCCUffed in
the past but now has ceased due to the protection of the base of the bluff and the establishment
of the extensive vegetation that covers the bluff face. II
The bluff at the site is not subject to wave attack and is therefore no longer a feeder bluff. This is
an important consideration in that marine erosion no longer occurs, however the bluff in the area
continues to fail and erode due to ongoing slope processes. Nearby, this author has examined
the bluffs of westem Port Angeles and found evidence of excessive seepage and extensive
recent blLff failures. Bluffs in the eastem Port Angeles area (which have protected by a large
revetme?t for almost 100 years) are also known for excessive seepage and subsequent instability
(Johannessen 2000). The fill at the base of the bluff at the site was placed within the last century
and the bluff has a considerable way to recede before the area could be classified as stable.
Conclusions and Recommendations
The proP1osed house location is at a very steep upper bluff area that contains excessive seepage
at approximately 32 ft below the bluff crest. Excessive seepage below low-strength sandy soils
provides la "classic" situation for mass wasting (Iandsliding). In combination with considerable
winter pr~cipitation, this situation was responsible for initiating a large percentage of slides
region-wide in the winter of 1996-97 (Gerstel, et. aI1997).
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The house is proposed for a minor "poinr between what appears to be recent landslide areas.
This would put the outer portion of the proposed house at risk of failure. Additionally, the plant
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Technical Review for Oty of Port Angeles
503 West Third Street, Port Angeles
Nov. 22, 2000, Page 4 of 5
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COASTAL GEOLOGIC SERVICES, INC.
species present on the bluff face have very low erosion control potential. The extent of future bluff
retreat is difficult to estimate and was beyond the scope of this review, but the upper bluff will
likely not be stable until intermittent landslides and erosion result in a slope of approximately 34 to
40 degrees (65-85 %). Using the more conservative slope of 34 degrees versus the present
conditions (52 degrees) for the upper 32 ft of the bluff, the bluff crest would recede by
approximately 22 ft. This scenario assumes substantial failure(s) above the zone of significant
seepage but no recession below the seepage. The effects of a major earthquake on slope
stability are impossible to predict, but this could produce additional bluff retreat.
The excavation of approximately 4 ft of soils within the house footprint (Zenovic and Associates
Inc. 2000) to offset the weight of the proposed house would appear to be a wise recommendation
in an attempt to not decrease the stability of the bluff. Likewise the drainage control
recommended in the Geotechnical Report would be wise. However, a drainage problem already
exists at the property in that there is a shortage of catch basins in Third Street and precipitation
likely seeps into tension cracks in low areas of the road. This was not mentioned in the
Geotechnical Report.
The recommended use of auger-driven helical piers (Zenovic and Associates Inc. 2000) would
not decrease the likelihood of landsliding, and would not substantially mitigate for the effects of
landsliding at the proposed house location. Assuming the piers could be installed to 19 ft below
the pre-development surface, the support for the house would be in low strength sandy soils
considerably above the zone of excessive seepage. Minor bluff failures would leave the
foundation only partially covered or in air above piers. More substantial failures would result in
loss of pier support and threaten the safety of residents of the house.
Whether bluff retreat will occur within an assumed 50 year habitation is uncertain, but it appears
to be likely that one or more slope failures would occur at the house location within 50 years. With
no setback and relying on the proposed piers for mitigation of the slope stability problems
inherent in the site, there is no margin of error. Additionally, if the house were constructed as
proposed and major bluff failure occurred, the Wire and Rope building at the base of the slope
would be at an increased risk of damage due to sliding of the proposed house. Therefore, it is
recommended that the City deny the current application for the safety of the occupants of the
house, public safety, and liability reasons. An absolute minimum setback from the bluff crest of 22
ft plus a margin of error on the order of 5-15 ft, along with the engineering measures
recommended, would seem more prudent.
limitations of This Report
This report was prepared for the specific conditions present at the subject property to meet the
needs of the City of Port Angeles. No one other than the client or its agents should apply this
report for any purposes other than that originally contemplated without first conferring with the
geologist who prepared this report. The findings and recommendations presented in this report
were reached based on brief field visits. The report represents the best professional judgment
and should not be taken as any type of guarantee of the integrity of subject property. The report
does not reflect detailed examination of sub-surface conditions present at the site, which are not
known to exist. It is based on examination of surface features, soils characteristics, and bluff
processes. In addition, conditions may change at the site due to human influences, floods,
groundwater regime changes, or extreme storm events. This report may not be all that is required
by a construction or drainage contractor or revegetation specialist to carry out recommended
actions.
Thank you for engaging the professional services of Coastal Geologic Services, Inc. If we can be
of any additional assistance please contact our office.
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Technical Review for Gty of Port Angeles
503 West T11ird Street, Port Angeles
Nov. 24 2000, Page 5 of 5
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COASTAL GEOLOGIC SERVICES, ING.
References
Gerstel, Wendy J., MattheIN J. Brunengo, William S. Ungley, Jr., Robert L Logan, Hugh Shipman, and Timothy J. Walsh,
1997, Puget Sound bluffs: the where. why, and when of landslides following the holiday 1996197 stonns,
WashIngton Geology, v. 25 n. 1, WA DNR, Olympia, p 17-31.
Johannessen, Jim and Ted Hammer, PE, 2000, Bluff and shoreline stability feasibility study of the Olympic Discovery
TraR, Segment 1, Coastal Geologic Services Inc. and Western Geotechnical Consultants Inc., Prepared for
Zenovic and Associates Inc., 20 p plus maps and figures.
W A Department of Ecology, 1978, Coastal zone atfas of Washington, C1a/Jam County: W A Department of Ecology
Shorelands Division, DOE Pub. No. n-21-12
ZenOVlc and Associates, Inc., 2000, Geotechnical Report for Sums Construction, 4 p. plus attachments.
ATTACHED:
Figure 1, 1995 aerial photo of the area.
Proposed Site Plan
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FOR
GEOTECHNICAL REPORT
SUMS CONSTRUCTION
Date' Augu~10,2000
ProJect: Site Development for Single Family Residence
503 West Third Street, Port Angeles
Client: Mr. Mike Somers
Sums Construction
254895 Highway 101
Port Angeles, WA 98362
Prepared by: Zenovic & Associates, Inc.
519 S. Peabody Street, Suite 4
Port Angeles, WA 98362
(360) 417-0501
General Information:
Mr Mike Somers of Sums Construction is proposing to construct a single-family
residence on the property at 503 West Third Street in Port Angeles. The property is
located on the marine bluff that overlooks the commercial/industrial area on the west end
of downtown Port Angeles. This commercial/industrial area is built on fill material that
has been historically placed on the beach area of the Strait of Juan de Fuca. This
matenal protects the base of the bluff from the erosive actions of the tidal and wave
action of the Strait.
The marine bluff is quite steep, with a slope of approximately 100% (1 horizontal t 01
vertical) for a height of about 70 feet at the top of the bluff. Below this point, the slope
reduces to approximately 75% (1.3 horizontal to 1 vertical) until it reaches the paved
parking area behind Sunset Wire Rope, the business located at the base of the slope.
Under the standards of the City of Port Angeles Environmentally Sensitive Areas
Ordinance, a geotechnical report must be submitted for any development within 200 feet
of the top of the marine bluff to substantiate that the proposed development will not
impact the stability of the bluff (PAMC 15.20.070).
The upland area of the site, that portion south of the marine bluff, is basically level. The
site is covered with a maintained lawn of perennial pasture grass. The face of the bluff
IS covered with dense vegetation of some larger deciduous trees (maples and alders)
and an undergrowth of smaller trees, brush and brambles. No visible scars from any
pnor surficial slides on the face of the slope were observed.
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Page 2
Geotechnical Report for Sums Construction - 503 West Third Street, Port Angeles
August10,2000
The soils in this area are characterized as a Clallam-Hoypus gravelly sandy loam, 0 to
15 percent slopes, in the Soil Survey of Callam County Area, Washington (USDA/SCS,
1979). Based on inspection of the exposed soils on the bluff near the project site, it
appears that the site soils are the Hoypus outwash material as opposed to the Clallam
glacial till. These Hoypus soils are formed in the recessional outwash material from the
Vashon Stade of the Fraser Glaciation. Chemical and mechanical weathering
(freeze/thaw cycles, percolation of rainfall, etc.) of the parent material has created the
Hoypus soils. Typically, the weathering is greater near the surface, so the soil particles
are finer at the shallower depths, becoming coarser with increased depth. However,
since the outwash material IS very coarse, and the soils are relatively young and not
excessively weathered, the resulting soil material is relatively coarse with minimal fine
particles. Hoypus soils are free-draining, have a low water capacity, and are minimally
erosive.
Site Geology:
The Fraser Glaciation is the period of most recent glaciation in the western Washington
area, beginning about 18,000 years ago. The Vashon Stade, the second stage of the
Fraser Gaciation, is the last major advancement of the continental ice sheet from
Canada. This stage of the glaciation reworked the material deposited during the Salmon
Springs Stade that occurred some 35,000 years ago. As the glaciers of the Vashon
Stade receded, the melting ice left a landscape dominated by till plains and outwash
terraces. The parent material of the soils found on the subject property is this outwash
deposit.
Below the outwash material is a layer of lodgement till. The lodgement till is a very
dense compressed fine sand. In some locations, this lodgement till is interbedded with
layers of loose sands and gravels. Observation of the bluff face at the project site
indicates that no significant layers of sands and gravels are present in the lodgement till
in the project area. The lodgement till material can stand nearly vertical if not subject to
external forces, such as freeze/thaw cycles and wind and water erosion.
Below the more steep upper portion of the bluff, extending up from the parking lot, is a
colluvial deposit of the material that has eroded from the face of the bluff from the prior
wind erosion and freeze/thaw cycles. This colluvial material stands at a slope of 1.3
horizontal to 1 vertical, the natural angle of repose of sand/gravel soil mixtures. The top
edge of this colluvial deposit is approximately 20 feet above the parking lot. If the
imported fill material at the base of the bluff were not present, wave and tidal action of
the Strait of Juan de Fuca would transport this colluvial material from the base. Over
time, the removal of the colluvial material would allow erosion of the base of the bluff to
proceed, weakening the entire face of the bluff and resulting in increased recession of
the top edge of the bluff.
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Geotechnical Report for Sums Construction - 503 West Third Street, Port Angeles
August 10, 2000
Conclusions and Recommendations:
The marine bluff that forms the north line of the subject property was formerly a feeder
bluff, continual erosion of the bluff and the resultant receding of the edge of the bluff has
occurred in the past but now has ceased due to the protection of the base of the bluff
and the establishment of the extensive vegetation that covers the bluff. The primary
concern for the continued protection of the bluff is to eliminate the potential for the runoff
from Incident rainfall impacting the bluff and to avoid placing any additional loads on the
upland areas at the top of the bluff.
In addition, protection of the proposed house from a catastrophic earthquake is of
concern. The site soils above the lodgement till are stable at slopes of 1.3 horizontal to
1 vertical when not saturated. The point of support for vertical foundation loads must be
below that stable slope line or into the lodgement till. With proper design and
construction techniques, development of the site for a single-family dwelling is
appropriate. The following design criteria and construction techniques are required for
this site:
The entire area of the site from a line 2 feet outside the foundation wall limits is to
be excavated to an elevation of 105.00 based on the datum of the City of Port
Angeles aerial mapping of 1995. This elevation is approximately 4 feet below the
existing ground surface elevation. Removal of this material will compensate for
the additional weight the structure imposes on the ground at the top of the bluff.
A foundation support system of auger-driven helical piers (AS Chance Helical
Pier Foundation System or equal) shall be installed under the foundation on the
bluff side of the structure from the southwest corner to the northeast corner of the
structure. Helical piers shall be no further than 8 feet on center. Pier capacity
shall not be less than 4 times the foundation bearing design load for any pier.
The piers shall extend not less than 15 feet below the excavation elevation,
unless full refusal is reached prior to obtaining that depth.
All runoff from impervious surfaces (roofs, sidewalks and concrete driveways,
decks, etc.) must be collected and tight-lined to the existing storm sewer line at
the Intersection of West Third Street and Pine Street.
A foundation drain shall be installed around the perimeter of the structure. This
foundation drain shall be set with the invert of the drain pipe level with or below
the base of the footing. This drain shall also discharge to the aforementioned
storm sewer. The foundation drain lines and stormwater drain lines shall be
independent systems on the project site, but may be combined after the line
reaches the street, so long as the invert of the storm drain piping is below the
invert of the foundation draIn at the point of connection.
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Geotechnical Report for Sums Construction - 503 West Third Street, Port Angeles
August 10, 2000
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The foundation drain and storm drain discharge lines to the City storm sewer
shall be installed prior to the foundation excavation work to permit drainage of the
excavation in case of rain. The excavation shall be kept free of standing water at
all times. Material from the excavation shall be removed from the site as it is
being excavated. No stockpiling of this material on the site or on adjacent
properties or within the Third Street right-of-way is permitted. In no case shall
any excavated material, construction debris, or trimmings from maintenance of
site vegetation be placed on the bluff slope. No disturbance of the vegetation on
the bluff is permitted.
The footprint of the structure shall be in substantial conformance with the
attached plan as provided by the Client (attached). Minimum setbacks from the
property to the east as per City Ordinance and from the Third Street right-of-way
as per the approved variance (VAR99-08) shall be held.
Adherence to the requirements set forth herein is critical to the safe development of this
site. Proper site development will reduce the risk of slope failure. However, improper
design and construction will significantly increase that risk.
Upon completion of construction, the homeowner shall be responsible for assuring that
the drain systems are fully functional at all times. This includes maintaining gutters,
downspouts, area drains, and all piping in a clean and fully functional manner. Yearly
inspections of both the foundation drain and storm drain systems are recommended.
In addition, the homeowner shall provide proper maintenance of the bluff. This shall
include making sure that no material of any kind, including yard debris, is placed on the
face of the bluff. Trimming of the trees on the bluff to maintain view corridors is
acceptable so long as all trimmings are removed from the site and no trees are trimmed
in such a manner that the tree is destroyed.
Use of this Report:
This report has been prepared at the request of Mr. Mike Somers of Sums Construction
for the purpose of determining the appropriate development standards for a single-family
residence on the subject property. This report is specific to this site and information
contained herein is the property of Mr. Somers and may not be used without his
permission.
The findings set forth In the report are based on a site inspection and review of available
data. The conclusions and recommendations denved from these findings assume that
the site conditions do not vary radically throughout the site. If excavations and/or
construction activities discover that site conditions are significantly different than those
documented herein, Zenovic & Associates, Inc. must be contacted to verify or modify the
conclusions, as appropnate.
.1 / I
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A109
02150/CHA
BuyLine 1386
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@
HELICAL-PIER™ FOUNDATION SYSTEM
Saves days and dollars compared to concrete piers,
spread footings or other pile methods
U.S. Patents: 5,011,336; 5,120,163; 5,139,368; 5,171,107 and 5,213,448
Proven for: 0 Seismic applications 0 Raising existing structures
o Retaining walls, revetments, 0 Underpinning existing structures
buildings, roadways, dams, levees
For foundation repair and reinforcement applications.
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Immediate benefits:
o Installs In limited-access situations
o Clean - no excavation spoils removal
o Installs with available equipment
o Predictable results
o Lower installed costs
t("
o One-trip convenience: No site preparation 0 Less equipment needed:
and no concrete required in many cases No concrete trucks or grout pumps
o Holds design loads In specific solis
o Installs in any weather
o Easy to store and transport
o Reusable
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MAIN l..:~ FLOOR FRAMING PLAN
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TECHNICAL
@
Worldwide experience in Helical-Pier™ Systems
MRlMANUFACTURER
f1~
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HISTORY
More than 80 years ago, A. Bishop
Chance developed his first patented
earth anchor. Since then, the A.B.
Chance Company has contmued to
introduce new anchoring products
for tension and compression.
Among the most significant mile-
stones in anchoring history are the
systems of power-installed screw
anchors for electric-power and
telephone utilities, the pipeline and
construction industries.
CAPABILITIES
These power-installed helical-pier
systems have proved extremely
reliable and offer predictable
holding capacities at economical
installation costs. Moreover, their
unique advantages have led to a
growing range of compression and
tension anchoring applications.
Loads as high as 200,000 lb. are
achievable in certain soils. Special
terminations allow simplified load
transfer from the structure to the
pIers.
Chance, with 1,400,000 sq. ft. of
manufacturing, 1,400 employees
and engineering expertise, is by far
the leader in helical-pier develop-
ment and quality.
TSfTECHNICAL SUPPORT
SERVICES
Applied in a wide variety of
projects, the reliability of Chance
helical piers has been thoroughly
proven over decades in all types of
soil conditions. Based on this
cumulative experience, Chance has
acquired unique resources to
support the following services:
· Certified installers
- Training and field supervision
· Design assistance
- Geotechnical engineering
guidance for special cases
· Inventories of standard and
specially-designed products to
match applications to soils.
2
TSfTECHNICAL SUPPORT
COMPUTER-ASSISTED DESIGN PACKAGE
To assist design engineers in
applying helical piers for founda-
tion and retaining projects, Chance
Company provides a complete
design package comprising:
· A technical manual presenting
the state-of-the-art in power-
installed earth-anchor design,
· An interactive computer soft-
ware program for project de-
signs,
· Listings of prices for anchors
available to derive job-cost
estimates.
The manual accompanies the
software program to instruct the
engineer in pertinent application
aspects through commentary on
design theory, testing and installa-
tion procedures. It presents practi-
cal examples for "walk-through"
experience with the program. This
DT/DOCUMENT
TABLE OF CONTENTS
helps to impart both a sense of the
design theory involved for these
applications and how the program
functions.
The software for personal comput-
ers minimIzes mput requirements
and decisions by the users but
otherwise duplicates the program
Chance anchor-application engi-
neers employ daily to make project-
design recommendations. A senes
of prompts direct the designer to
maintain control over essential
design criteria. User proficiency
with the program should be quick
to acquire.
Simple input needed:
1. Soil data - involves depths of
layers, strength parameters and
type;
2. Anchor description - consists of
extension length, installation
angle, distance to datum;
3. Load - magnitude and direction.
Useful output provides theoretical
capacities - both in tenSIOn and in
compression - of anchor lead
sections installed in the given soil
conditions.
C'
"
,
Holding capacity of va no us anchor
sizes is matched to sOll-classzficaton
data to select the proper anchor for the
speczfic project load requzrements.
o About A.B. Chance Co. ............................................................ ............. 2
o Overview of Products .... ..... ..................... ................................................ 3
o Square-Shaft Helical Piers ............................................................... 4 - 5
o High-Strength Helical Piers .................................................................. 6
(~
o Tension/Compression Helical Piers ....................................................... 6
o Application Examples ................................................................. ........... 7
~
A109
02150/CHA
BuyLine 1386
PPIPRODUCT PRESENTATION
~
PPIPRODUCT PRESENTATION
MFIMATERIALS, FINISHES
OVERVIEW OF PRODUCTS
The Chance@Helical Pier™ system
includes shafts of round and square
configurations to match design
loads. Round shafts (%" solid steel
to 10" diameter pipe) and square
shafts (1 %" to 2Y4" solid high-
strength steel) are available to
obtain the most economical means
to carry various loading require-
ments. To increase product life in
aggressive soils, hot-dip galvaniz-
ing to ASTM specifications is
normally supplied.
OP/OVERALL PRODUCT, IN PLACE
AI/ASSEMBLY, INSTALLATION
BENEFITS
fIm'(,
W
Helical piers have alleviated
stresses on buildings caused by
foundations shifting in expansive
soils. As additional support mem-
bers, helical piers extend bearing
plates into underlying subsoil.
Their small-diameter shafts simply
penetrate the expansive zone
without significant disturbance.
Installed in sections, Chance
helical piers can get into low-
headroom situations. This is ideal
for underpinning foundations
showing signs of failure or to
upgrade their capacity for addi-
tional bearing requirements.
For buildings on sites where soil
creeps, helical piers can be in-
stalled both vertically and at an
angle opposing the downhill creep.
Thls permits soil to flow around the
small-diameter pier shafts while
the companion tieback anchors
resist horizontal loads the soil
movement places on the structure.
To resist seismic loading where
conditions dictate, tieback anchors
also are readily incorporated into
new building construction.
TS/TECHNICAL SUPPORT
AVASSEMBLY, INSTALLATION BEARING-PLATE THEORY
FEATURES
Special techniques, tools and
designs and sizes derived through
experience and engineering exper-
tise give Chance helical piers
advantages not easily duplicated.
Subtle yet significant differences
set Chance designs ahead:
· True helices penetrate the soilsi
with minimal disturbance,
· Round-cornered square shafts
and precise helix pitches assure
both installation ease and bearing.
capacities.
Quality Assurance is a way of life
in Chance Co. manufacturing
processes. Chance is recognized .
throughout the industry as a leader
in anchor manufacturing and
quality. When you specify Chance'
helical piers, you can be confident
you have selected designs and
finished products of the highest
caliber available.
(c'
The bearing calculations are suitable
for both compression and tension as
long as the soils being loaded are
considered.
Foundation design typically can be
divided into two steps:
1. Select anchor-helix configuration
based on soil characteristics and
load.
2. Select shaft configuration based on
load and anticipated installation
torque.
CAPACITY EQUATION
The design procedure utilized by the
A.B. Chance Company is based upon
the well-known General Bearing
Capacity Equation:
qu =CNc + q Nq where
qu ultimate soil bearing pressure
C cohesion of soil
q overburden pressure
Nc '-bearing capacity factors for
Nq flocal shear conditions
The load capacity of a multi-helix
anchor is the sum of all individual
helix capacities. Individual helix
bearing capacity is the product of its
projected area (Ab) and the bearing
pressure (qu). Reduction in load
capacity should be accounted for in
sensitive soils. Allowances should be
made when the zone of influence for
a helix includes strata of different
strengths.
This analysis depends on a "deep
anchorage" failure mode. This
conditton is satisfied when the helix
depth-to-diameter ratio is a mini-
mum of 5.
HOLDING STRENGTH RELATED
TO INSTALLING TORQUE
Monitoring installation torque helps
indicate anchor capacity. The ratio
between holding capacity and
installation torque suggests 10 as a
rule of thumb. This value typically
ranges from 7 to 12. Torque moni-
tors are available from Chance.
Their use provides a good method of
quality control during installation.
Load
I
Graphic representation of
individual bearing pressures
on multi-helix anchor, at left.
;~~:, :~J.~Y~:(1. j-r." ,~:,:'~: ~7;:~:
.~j~~I~i..' .:~_.........:.I;i.,
qu
"~,-"\f",~;;1;',\':.~--
'_~t~,,~~~
":''7H:\'i?~~ 1~~~~
~~,~\I,:~~
.'j ~
~~~~i
I ~I:'."'~~:l.
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~'J.V\:~A. 1!~'
qu
Model in clay,
above, lllustrates
"deep anchorage"
{allure mode.
(Bobbitt, 1968)
qu
3
-'
Square-Shaft Helical-Pier™ Anchors
If
@
PP/PRODUCT PRESENTATION
UAlUSES, APPICATIONS
SQUARE-SHAFT ANCHORS
DESCRIPTION
Square-Shaft (SS) Helical-Pler™
anchors are designed for sImple
installatIOn and to maximize the
load capacity of each helix. Shafts
and helices are of steel selected to
meet specific installing torques and
design loads. Bending moments are
of little concern when the piers are
installed because soil sufficiently
supports the shafts.
Installing equipment may be a
utIlity truck, caisson drill, backhoe,
skid-steer loader or hand-held
rotary tool. As proper installation
affects performance, criteria
include high torque, low speed,
down pressure and angle control.
A torque-to-capacity ratio of 1:10 is
excellent to verify capacity. Read
torque on the installing equipment
meter to assure soil consistency
durmg final depth equal to three
times the anchor helix diameter.
Typical applications are underpin-
ning piers, transmission-tower
anchors, tiebacks, hold-downs for
pipelines and building foundations.
INSTALLING TOOLS
Catalog No.
6390001
C303-0195
C303-0201
Descnptlon
1.5055 Tool
1.7555 Tool
2.0055 Tool
Weight
71b.
181b.
22 lb.
A throughbolt retains the anchor in
the tool for driving.
CP/COMPONENTS. PARTS
f
~
LEAD
SECTIONS
EXTENSION
SECTION
~
1 V4-
7UNC-2A
ll-lREADS
OVALEYE
ADAPTER
C 150"()()33
FOR 1W
SHAFT
THREADED ADAPTER
C 150"()()32
FOR 1 W SHAFT
4
For attachment to a torque-output
source directly or via a torque-
indicating device, drive tools for the
three SS anchor sizes are of the
same basic design. The 1.50 SS tool
has 5Y4" bolt circle (B.C.) for six W'
bolts; each of the other two tools
has a 7%" B.C. for six %" bolts.
o
LIGHT-DUTY
BRACKET
C 150-0239
FOR
1 W SHAFTS
NEW-CONSTRUCTION
FOUNDA TION BRACKET
Cl50-0132
FOR
1 W AND H~" SHAFTS
FOUNDATION-REPAIR BRACKET
Cl50-0121
FOR 1 W SHAFT
Cl50-0147
FOR 1314" SHAFT
UPLIFT
BRACKET
C 150-0227
FITS
BRACKET
Cl50-0121
FOR 1 W SHAFT
Jm
TAPPED
FOR
1"
ll-lREADBAR
CHAIN
SHACKLE
C 150..()()40
FOR
10/4" SHAFT
Cl50-0042
FOR
2" SHAFT
THREAD BAR ADAPTER
Cl14-0158 FOR 1W SHAFT
Cl14-0156 FOR 1'V4" SHAFT
SLAB-REPAIR
BRACKET
Tl50-0085
FOR 1 W SHAFT
INCLUDES:
CHANNEL, BOLT,
AND ANCHOR TERMINATOR
INCLUDES
S"-DIA SPECIAL HELIX,
7'-LONG 1 W-DIA ROUND-
ROD EXTENSION, 2Q".LONG
THREADED-STUD ADAPTER,
EMBOSSED WALL PLATE,
WASHER AND NUT
TAPPED
FOR
1W
ll-lREADBAR
t
THREADBAR ADAPTER
Cl14-022S
FOR 2" SHAFT
THREADED ADAPTER
C 150-0037
FOR 1314" SHAFT
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Al09 '
02150/CHA
BuYLine 1386
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CP/COMPONENTS, PARTS
MECHANICAL RATINGS 1.50"" Square Shaft 1.75" Square Shaft 2.0" Square Shaft
Max. Installation Torque 5,500 ft.-lb. 10,000 ft.-lb. 15,000 ft.-lb.
Ult. Axial Strength (tension) 70,000 lb. 100,000 lb. 150,000 lb.
Working Load (compression) 15,000 lb. as pierw/bracket 40,000 lb. as pier w/bracket -
Typical Lifting Load 20,000 lb. as pier w/bracket 40,000 lb. as pier w/bracket -
Lead Sections ,
HELIX CONFIGURATION Length Catalog No. Length Catalog No. Length Catalog No.
& DIAMETER
-
8" 5 ft. C150-0002 5~ ft. C150-0010 5~ft. C150-0015
8" 7 ft. C150-0001 - - - -
10" 7 ft. C150-0003 5~ ft. C150-0011 5~ ft. C150-0016
12" 7 ft. C150-0004 - - - -
14" 7 ft. C150-0005 - - - -
6" &8" 7 ft. C150-0030 - - - -
8" & 10" 7 ft. C150-0006 5~ ft. C150-0012 - -
8" & 10" 10ft. C150-0031 - - - -
10" & 12" 7 ft. C150-0051 - - - -
8",10" & 12" 7 ft. C150-0007 5 ft. C150-0180 5~ f1. C150-0189
Extension Sections
31,.2 ft. C150-0047 3 ft. C150-0183 - -
5 ft. C 150-0008 5 ft. C150-0013 5 ft. C150-0017
7 ft. C150-0009 7 ft. C150-0014 7 ft. C150-0018
10ft. C150-0048 - - - -
Termination Adapters Catalog No. Catalog No. Catalog No. i
i
Threaded Stud C 150-0032 C 150-0037 -
Ovaleye C 150-0033 - -
Threadbar Adapter C 114-0058 C 114-0056 C 114-0228
Chain Shackle - C150-0040 C 150-0042
Light-Duty Bracket C150-0239 - -
Foundation Repair Bracket C150-0121 C150-0147 -
Jacking Tool, Fdn. Bracket C150-0117 C150--0153 -
Uplift Bracket C 150-0227 - -
New-Construction Bracket C150-0132 C150-0132 -
Slab-Repair Bracket T150-0085 - -
5
@ High-Strength and
Tension/Compression Helical-Pier™ Anchors
.~
CP/COMPONENTS, PARTS
UAlUSES, APPLICATIONS
o
o
o
HIGH-STRENGTH ANCHORS
DESCRIPTION
High-Strength (HS) Helical-Pier™ anchors are de-
signed of high-strength pipe shaft for resistance to
bending moments. The lead section and extensions bolt
together and are capable of sustaining 10,000 ft.-lb. of
applied torque.
A torque-to-capacity ratio of 1:7 may be used to verify
HS capacity. Read torque on the installing equipment
meter to assure soil consistency during final depth
equal to three times the anchor helix diameter.
Typical applications are transmission-tower anchors,
radio-tower grillages and building foundations.
Lead Sections
HELIX CONFIGURATION
& DIAMETER LENGTH
, ..
4 ft.
7 ft.
7 ft.
7 ft.
7 ft.
7 ft.
8"
10"
12"
14"
10" & 12"
10",12" & 14"
CATALOG NO.
C150-0019
C 150-0020
C150-0021
C 150-0022
C150-0023
C150-0024
Extension Sections
N/A
NIA
5ft
7 ft.
C150-0025
C150-0026
[(Q)
L~
TERMINATION
C150-0043
Em
TERMINATION
C 150-0044
Termination Adapters
DESCRIPTION
1%" EYE
Tapped 1 '14" - 7 UNC
,0
o
o
~
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LEAD SECTIONS EXTENSION
CATALOG NO.
C150-0043
C 150-0044
G
Installing Tool for Type HS Anchors
CATALOG NO. WEIGHT
C303-0754 15 lb.
CP/COMPONENTS, PARTS
UAlUSES, APPLICATIONS
TENSION/COMPRESSION ANCHORS
DESCRIPTION
Tension/Compression (TIC) Helical-Pier™ anchors are
designed for loads that often experience high compres-
sion and uplift as well as lateral forces. The lead section
resembles the HS (see above) type, but TIC extensions
are a heavy pipe shaft (6" or 8" diameter).
Load capacites of 100,000 lb. tension/compression are
common with the TIC type Helical-Pier design.
Typical applications are self-supporting towers, refinery
equipment and buildings subject to uplift.
Lead Sections - 3.50" 0.0. Shaft
HELIX CONFIGURATION
& DIAMETER LENGTH
10" With 14" helix coupler
10" & 12" with 14" helix coupler
Extension Sections - B" 0.0. Shaft
4" helix coupler on each end 5 ft.
CATALOG NO.
5.25 ft.
5.25 ft
C150-0027
C 150-0028
6
C150-0029
..
LrU
{t
LEAD SECTIONS
EXTENSION
CO,
'.
".
Installlng Tool for Type TIC Anchors
CATALOG NO.
C303-0754
WEIGHT
151b.
. .
.r
--
A109
02150/CHA
BuyLine 1386
UAlUSES, APPLICATIONS
SS (SQUARE-SHAFT)
HELlCAL-PIERTM ANCHORS
Typical applications are under-
pinning piers, transmission-
tower anchors, tiebacks, hold-
downs for pipelines and building
foundations.
UAlUSES, APPLICATIONS
Pipeline hold-down anchors and bands. Foundation underpinning for both repair and new-construction reinforcement.
HS (HIGH-STRENGTH)
HELlCAL-PIERTM ANCHORS
"
:~ ~ \
'1t;
Typical applications are transmission-
tower anchors, radio-tower grillages
and building foundations.
Left, creep resistance and underpinning
combined in new construction.
Right, underpinning remedial application.
UAlUSES, APPLICATIONS
T/C (TENSION/COMPRESSION)
HELlCAL-PIERTM ANCHORS
Typical applications are self-support-
ing transmission towers, refinery
equipment and buildings subject to
uplift.
It.-.,
~~<'
Left, azrport llghtmg-standard supports. Above, pipeline-substation foundations.
7
. .
@ Tension-Anchor System
for Tieback Applications
UAlUSES, APPLICATIONS
o
,'.
}:!I:'
TENSION-ANCHOR SYSTEM
STABILIZES
TIEBACK PROJECTS
o Retaining walls 0 Dams
o Roadways
o Buildings
o Revetments
o Levees
For retaining projects, Chance screw
anchors can be matched to soil and
tension loads in the same way Chance
Helical-Pier™ anchors are for load-
bearing applications,
Many advantages also are similar:
o Competitive installing costs
o Immediate loading
o Installs in any weather
o Speeds site preparation
o Readily available compo-
nents
o Installs with available equip-
ment
o Predictable results
o Permanent or temporary
installation
o Removable if required
o Less equipment
(no concrete trucks or
grout pumps)
o Labor-saving - keeps crew
size small
o Installs without excavations
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A.B. Chance Company
210 North Allen Street · Centralia, MO 65240 USA
Phone: 314-682-8414 · Facsimile: 314-682-8660
CCopyrlght 1993 A.B. Chance Co.
NOTE: Since the Chance Company has a polley of continuous product Improvement, It reserves the right to change design and speclflcatfons without notice.
""
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'.
CITY OF PORT ANGELES ENERGY WORKSHEET
PERMIT NUMBER
NAME: MIKE SOMERS
CONTRACTOR NAME: OWNER - BUILDER
ADDRESS: 503 WEST THIRD STREET, PORT ANGELES, W A
WINDOWMANUFACTOR'MILGARD
MODEL:
TYPE. SIZE SQFT TOTAL
STYLE: NO: WIDTH LENGTH AREA QUANTITI AREA LOCATION
Main Level
FIxed Vinyl Frame WINgon & Low-e Glass I 2'6" 6'0" IS I IS Entry
S-Hung Vinyl Frame W/Argon & Low-e Glass 2 2'0" 5'0" 10 2 20 Office
Fixed Vinyl Frame W/Argon & Low-e Glass 3 2'6" 5'0" 125 I 125 StaIrway
S-Hung Vinyl Frame W/Argon & Low-e Glass 4 3'0" 5'0" 15 I 15 Family Room
S-Hung Vinyl Frame W/Argon & Low-e Glass 5 3'0" 5'0" IS 2 30 KItchen
FIxed Vinyl Frame WINgon & Low-e Glass 6 5'0" 4'6" 225 1 225 KItchen
FIxed Vinyl Frame W/Argon & Low-e Glass 7 3'0" 5'0" IS 3 45 Dining Room
FIxed Vinyl Frame W/Argon & Low-e Glass 8 3'0" 6'0" 18 2 36 LIving Room
F,xed Vinyl Frame W/Argon & Low-e Glass 9 6'0" 6'0" 36 I 36 LIvIng Room
FIxed VInyl Frame WINgon & Low-e Glass 10 2'6" 6'0" IS 2 30 LIVIng Room
S-Hung VInyl Frame WINgon & Low-e Glass 11 2'6" 6'0" IS 2 30 LIVIng Room
FIxed VInyl Frame W/Argon & Low-e Glass 12 5'0" 6'0" 30 I 30 LIVIng Room
Vpper Level
X/O W/Rad Top VInyl Frame W/Argon & Low-e Glass 13 5'0" 4'0" 26 I 26 Bedroom
X/O W/Rad Top VInyl Frame WINgon & Low-e Glass ]4 5'0" 4'0" 26 I 26 Bedroom
Casement VInyl Frame W/Argon & Low-e Glass 15 2'6" 3'0" 75 I 75 Bathroom
S-Hung VInyl Frame W/Argon & Low-e Glass 16 3'0" 5'0" IS 3 45 Master Bedroom
S- Hung VInyl Frame W/Argon & Low-e Glass 17 2'6" 5'0" 125 I 125 Master Bedroom
FIxed VInyl Frame WINgon & Low-e Glass 18 3'0" 5'0" 15 3 45 Master Bathroom
FIxed VInyl Frame WINgon & Low-e Glass 19 2'6" 5'0" 125 I 125 StaIrway
20 0
WINDOW
SKYLIGHTS
Total Glazing
TOTALS
TOTALS
TOTALS
IDwelhng SQ FT.
2824 I % of Glazing
17 58%
Style: Glass Type: Area: Value V.A. Tested or Default
X/O W/Rad Top VInyl Frame W/Argon & Low-e Glass 52 0340 1768 NFRC TESTED
Casement VInyl Frame W/Argon & Low-e Glass 75 0320 240 NFRC TESTED
S-Hung VInyl Frame W/Argon & Low-e Glass 1525 0340 51 85 NFRC TESTED
FIxed VInyl Frame W/Argon & Low-e Glass 2845 0320 9104 NFRC TESTED
TOTALS 496.5 162.97
~
LocatIOn: Door Type Area: Value V.A. Tested or Default
Entry Door Base Case Insulated Door Vnlt 20 0190 380 Default
HalVGarage Base Case Insu]ated Door VOlt 20 0]90 380 Defau]t
FamIly Room Full-LIte Insulated Door 1/4" AIr Clear Glass 40 0390 1560 Default
Master Bedroom Full-LIte Insulated Door 1/4" AIr Clear Glass 20 0390 780 Default
TOTALS 100 ~
Compliance Appoach
Prescrlptlve Path
Compenent Performace
xxxx
System AnalYsls_______
Heat Pump
xxxx
Type Of Heat
Other Type
ElectrIc
Vem 1 atlon
Intergared wlth Heat System
xxx
Whole House Fan WIth Fresh AIr Ports
lnsulatlon Level
Slab
N/A
Floor
R-19
Below Grade Walls
N/A
(ExterIor Or InterIor)
N/A
Above Grade OSW
Skyllght Walls
Vaulted Celllng Insulatlon
Flat CeIlIng InsulatIon
R-30
SCIssor Truss InsulatIon
N/A
HVAC Insulatlon
R-8 Heatjng Ducts
R-4 Ventjng Ducts
------------------------------------___________________________________________1_
-"~-~--.-----------------------------------------------------------------------T-
WATTSUN 5.6 1997 WA STATE ENERGY CODE COMPLIANCE REPORT 10/17/80
FILE: C:\\HOUSE\\SOMERS.WS HOUSE ID: I
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Site: 503 WEST THIRD STREET Analyst: BILL RINEHART
PORT ANELES, WA Jurisdiction: CITY OF PORT ANGELES
( ) Utility: CITY LIGHT
Homeowner: MIKE SOMERS House Type: Single Family
PORT ANGELES, WA Floor Area: 2824 ft2 i
(360)452-2268 I
Builder: OWNER-BUILDERS Weather Data: Whidbey Island, WA 00
Climate Zone: 1
(360)452-2268
=:::=::::::::=::::::=::::::::::=::::=::::=::=:::::=::::::=::::~==============r
REFERENCE PROPOSED
COMPONENT PERFORMANCE 599 464 Btu/hr-F
I
-::::::-::::::---------------------:~::____________:~::__:::~:::~~:__________l
REFERENcE-DESIGN-----------------------------------:::::::::-----------------1
Component Value X Area = UA
Floor
Glazing @15%
Doors
AG Wall
Ceiling, Attic
Infiltration
U-0.041
U-0.650
U-0.390
U-0.062
U-0.036
ACH-0.350
1470
423.6
100.0
2770
1470
26343ft3(
60.3
275.3'
39. O'
171.7
52.9
168.7)
Reference UA
599.3
PROPOSED DESIGN COMPONENTS
Component
Description
Value
X Area =
UA
Floor R19 vented Joist 160c U-0.041 1470 60.3'
Glazing @18% **NFRC TESTED WINDOWS U-0.340 204.5 69.5
**NFRC TESTED WINDOWS U-O.320 292.0 93.4!
Doors Metal R-5 +tb frame base case U-0.190 40.0 7.6:
2gl Full Lite Ins 1/4" , Clr U-0.390 60.0 23.4;
AG Wall R19 INT" Lap Wood U-0.058 2697 156.4!
--------------------------------------------------------------------------------
I
==============================================================================l=
Items in parentheses not included in COMPONENT PERFORMANCE totals. I
** Denotes non-standard values - check calculation of thermal value. I
===================================== Page 1 ===================================
i
I
,
=~=,==~==========================================================================
WATTSUN 5.6
1997 WA STATE ENERGY CODE COMPLIANCE REPORT
10/17/80
FILE: C:\\HOUSE\\SOMERS.WS
HOUSE ID:
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Ceiling
Infiltration
R30 blown Attic STD baffled
Standard Air Sealing
U-0.036
ACH-0.350
1470 52.9
26343ft3 (168.7)
Proposed UA
463.6
Struc Mass
Light Frame, Sheetrock walls
M- 3.000
2824
8472.
------------------------------------------------------________________________1_
HEATING/COOLING/VENTILATING SYSTEMS
Heating System Type:
Make:
System Efficiency:
Backup AFUE:
Modified Efficiency:
PROPOSED
Heat Pump: Air Source
HP Air Source Default
6.8 HSPF
100.0% (Electric)
159 %
Design ACH:
Design Load(at 46F dt) :
Duct Losses(% Dsn Load):
Total Load:
System Size (Output) :
Outdoor Unit Size:
Auxiliary Size:
HP Balance Point:
0.60
35961 Btu/hr
7989 Btu/hr(22%)
43950 Btu/hr
66000 Btu/hr (150%)
2.5 Tons (@47F)
11. 3 kW (150%)
35 F
Average Annual Heat:
Annual Cost:
11800 kWh
$ 649
Ventilation System:
Integrated w/Forced
Air Furnace
Cooling System:
SEER:
Cooling Load(at -7F dt) :
System Size (%Over) :
Annual Cool Requirement:
Example
10.0 (Ducted)
7687 Btu/hr
0.9 tons(@125%)
28 kWh/yr
Solar Access:
Partially Shaded
______________________________________________________________________________1__
PROPOSED DUCT SYSTEM
Location
Avg Rvalue
Surface Area
SUPPLY
RETURN
Vented crawlspace
Attic or garage
R- 8.0
R- 8.0
564.8 ft2
113.0 ft2
===================================== Page 2
I
-----------------------------------
-----------------------------------
=~=F=~==========================================================================
WATTSUN 5.6
1997 WA STATE ENERGY CODE COMPLIANCE REPORT
10/17/80
FILE: C:\\HOUSE\\SOMERS.WS
HOUSE ID:
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
GLAZING ORIENTATION
South
Southeast
East
Northeast
PROPOSED
ft2
North
Northwest
West
Southwest
PROPOSED
496.5ft2
Eff S Glz:
3.6%
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Economic and energy consumption estimates are designed for comparative
purposes only. Actual cost for heating will vary depending on weather
conditions, occupant lifestyle and other factors. :
===================================== Page 3 =================================~=
, r
? .
,"
A. PLYWOOD SHEAR. WALLS
1. MAXIMUM SHEAR = 250 P.L.F.
USE 1/2" COX PLYWOOD SHEATHING - ONE SIDE OF WALL. NAIL.ALL
EDGES WITH SD NAILS AT 6" O. C. FOR FRAMING, USE DF#2.
PROVIDE 1/211 DIAMETER' ANCHOR BOLTS AT 3211 O.C. MAX. SPACING AT
THE FOUNDATION. FOR TIE DOWNS AT EACH END' OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
2. .MAXIMUM SHEAR = 315 P. L. F .
.
USE 1/211 COX PLYWOOD SHEATHING - ONE SIDE OF WALL. NAIL ALL
EDGES WITH 8D NAILS AT 5" O.C. FOR FRAMING, USE DF#2.
PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 32"' O.C. MAX. SPACING AT
THE FOUNDATION.' FOR TIE DOWNS AT EACH END OF THE WALL', SEE,
FRAMING/SHEAR WALL PLANS.
"3. MAXIMUM SHEAR = 375 P.L.F.
USE 1/211 COX, PLYWOOD SHEATHING - ONE. SIDE OF WALL. NAIL ALL
EDGES WITH':SD'NAILS AT 411 O.C. FOR FRAMING, USE DF#2.
PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 24" O.C. MAX. SPACING AT
THE FOUNDATION. FOR TIE DOWNS AT EACH END ,OF THE WALL, SEE
FRAMING/S~ PLDS.;-.....-....---.---.. -"'. ,--.- "--"- - - ..-- -------.---. ...
MAXIMUM SHEAR.- 490 P.L.F.
USE 1/2" CDX, PLYWOOD SHEATHING - ONE SIDE OF . WALL. NAIL.'ALL."
EDGES WITH 8D NAILS AT 311 O.C. STAGGERED". FOR FRAMING. USE
DF#2. DOUBLE BOTTOM PLATES ARE REQUIRED - BOLT THROUGH BOTH~ " .
. -P~~S ~. .p~~p~::~t~!~:::-:l?~~R-..ANQlQR BOLTS. .~~ ":32". ':.Q~'~_~,,:.,~ MA;~..:"~. .:.::~. -:,.:
SPACING AT THE FOUNDATION., FOR TIE DOWNS AT EAGH END OF THE '
WALL, SEE F~NG/SHEAR WALL PLANS.
5. MAXIMUM.SHEAR = 560 P.L.F.
4.
USE 1/211 COX PLYWOOD SHEATHING - ONE SIDE OF WALL. NAIL ALL
EDGES WITH 10D' NAILS AT 3 II o. C. STAGGERED. FOR FRAMING AT
VER~ICAL EDGE$, USE 311 NOMINAL OR WIDER DF#2. DOUBLE BOTTOM
PLATES ARE REQUIRED - BOLT THROUGH BOTH PLATES. PROVIDE 5/8 II
DIAMETER ANCHOR. BOLTS AT 24" O.C. MAX SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
6. MAXIMUM SHEAR = 685 P.L.F.
USE 1/211 CDX PLYWOOD SHEATHING' - ONE SIDE OF WALL. NAIL ALL
EDGES .WITH lOD NAILS AT 2-1/2" O.C. STAGGERED. FOR FRAMING AT.
VERTICAL EDGES, USE 3" NOMINAL OR WIDER DF#2. DOUBLE, ,BOTTOM
P~TES ARE REQUIRED - BOLT THROUGH BOTH PLATES. PROVIDE: ':5 i..a ~~, . _" ,.
DIAMETER ANCHOR BOLTS' 'AT 20 rr O. C. MAX. SPACING--: i~,.A'I":.::~HE;~:~ :'.~!c,"
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE .W.A$:E",~~':.S:E:a; 7... ..'
FRAMING/SHEAR WALL PLANS.
- ^
,,,,,:,
.
7. MAXIMUM SHEAR = 770 P.L.F.
USE 1/2" COX PLYWOOD SHEATHING ;,.' ONE SIDE OF WALL. NAIL ALL
EDGES WITH 10D NAILS AT 2" O.C. STAGGERED. FOR FRAMING AT
VERTICAL EDGES, USE 3" NOMINAL OR WIDER DF#2. DOUBLE BOTroM
PLATES ARE REQUIRED - BOLT THROUGH BOTH PLATES. PROVIDE 5/811
DIAMETER ANCHOR BOLTS AT 18" O.C. MAX. SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.-
8. MAXIMUM SHEAR = 870 P.L.F.
USE 1/2" COX PLYWOOD SHEATHING - BOTH SIDES OF WALL. NAIL ALL
EDGES WITH 80 NAILS AT 3-1/211 O.C. FOR FRAMING, USE DF#2.
DOUBLE PLATES ARE REQUIRED - BOLT THROUGH BOTH PLATES.'
PROVIDE 3/411 DIAMETER ANCHOR BOLTS AT 20" O.C. MAX. SPACING AT
THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL 'PLANS.
9. MAXIMUM SHEAR = 980 P.L.F.
USE 1/211 CDX PLYWOOD SHEATHING - BOTH SIDES OF WALL. N~IL ALL
EDGES WITH .8D NAILS AT 311 O.G. FOR FRAMING, USE DF#2. DOUBLE
PLATES ARE REQUIRED - BOLT THROUGH BOTH' PLATES. PROVIDE 3/ 41f
________,______-DIAMETER-.ANCHOR. BOLTS___ AT____~8E.___D......C.._HAX..___SPAc.mG._._)\,~.__..~E._ . ,. ... .. -
FOUNDATION. FOR TIE DOWNS AT EACH END 'OF THE WALL, SEE
. FRAMING/SHEAR WALL PLANS.
10. MAXrMUM SHEAR = 1,200 P.L.F.
USE 1/2" CDX PLYWOOD SHEATHING - ~OTH SIDES OF WALL. NAIL ALL
EDGES WITH 10D NAILS AT 3 II o. C. STAGGERED. FOR FRAMING AT
VERTlCA:L:';EDGES i .' USE '3'11 :NOMINn "oR:':'wfDER:~DF#2 . DOUBLE: BOTTOM
PLATES. ARE REQUIRED - BOLT THROUGH BOTH PLATES. PROVIDE 3/411
DIAMETER ANCHOR BOLTS AT 14" o. C. MAX. SPACING AT THE
FOUNDATION. FOR TIEDOWNS AT EACH END OF THE WALL I SEE
,FRAMING/SHEAR WALL PLANS.
11. ~IMUM SHEAR ~ 1,540 P.L.F.
USE 1/2" CDX PLYWOOD SHEATHING - BOTH SIDES OF WALL.. NAIL ALL
EDGES WITH 10D NAILS AT 2" o. C. STAGGERED. FOR FRAMING AT
VERTICAL EDGES, USE 311 NOMINAL OR WIDER DF#2. DOUBLE BOTTOM
PLATES ARE REQUIRED - BOLT THROUGH BOTH PLATES: PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 11~1 O.C. MAX. SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL I SEE
FRAMING/SHEAR WALL PLANS.
12. MAXIMUM SHEAR = 1,740 P.L.F.
USE 5/8" CDX,.PLmvOOD ,sHEATHING - BOTH SIDES OF WALL. NAIL ALL ,.'"";1;,, ,',,,
EDGES WITH 1,OD. :NAILS.. AT" 2" o. C. STAGGERED. FOR FRAWING AT . ":; 'j ." "
VERTICAL EDGE,S::~:~:USlf-3ff' NOMINAL OR WIDER DF#2. DOUBLE BO,!,TO~. ~ _' c,,,, ~ ~':::~~
PLATES ARE REQUIRED ~ . BOLT THROUGH BOTH PLM'ES. PROVIDE 3/411. ': F,Y:""
DIAMETER ANCHOR BOLTS AT 9" o. C. MAX. SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE ~WALL, SEE
FRAMING/SHEAR WALL PLANS.
ti LtNDBEU,~~
ARCH~CTS
319 s. peabody, suite b, port angeles, wa 98362
360.452.6116 / fax 360.452.7064
P . ct O::::::::'....,Y'I/l.!..r'l-::>~ h~, r--wa Y"!.:::'
rOle: -'-'" , i l;:i i- - ;:;"'0 71 J..oo'V'~
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Date: (Y)AV) 20elO
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ARCH~CTS
319 s. peabody, suite b, port angeles, wa 98362
360.452.6116/ fax 360.452.7064
Project: S ~r}') -='}i- ]2.crs; Dtn\J~~
Subject: t,."p. T2:1~:... c,A 1.-,"'" 1,'$
Date: IYJ, At/I 'Uo....
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319 s. peabody, suite b, port angeles, wa 98362
360.452.6116/ fax 360.452.7064
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CITY OF PORT ANGELES
PUBLIC WORKS - ELECTRICAL DIVISION
321 EAST 5Tlt STREET, PORT ANGELES. WA 98362
ELECTRICAL PERMIT ISSUED: 9/05/2002 PERMIT NO 7809
OWNER/APPLICANT i PROPERTY LOCATION
MIKE SOMERS 503 3RD ST W
254895 HIGHWAY 101 Lot: 18,19
Port Angeles, WA 98362 Block: 49 I Long Legal
360/452-2268 Subdivision: TPA
T: S: Parcel No: 063000004970000
CONTRACTOR ARCHITECT
ELECTRIC SERVICE N/A
924 DRAPER RD.
PORT ANGELES, WA 98362 , 98360-0000
360/452-6424 360/000-0000
PROJECT INFO
Project Type: RES. MISC. Project Value: $0.00
Occupancy Type: Construction Type: SERVICE TEMP. ~'~
Occupancy Group: Zoning Use: RS7 ~
Electrical Heat:
Baseboard 0 KW i Riser ,i Underground Service
· Furnace 0 KW ~ Overhead Service Voltage: 0 ~
I Heat Pump 0 KW ~i TempService Phase: · 1 · 3
I Fan Wall 0 KW Service Size: 0
Feeder Size: 0
PROJECT NOTES
TEMP SERVICE ~
RECEIPT # 9594
FEES ASSESSMENT Service: $0.00
Additional Feeders: $0.00
Circuit Wiring: $0.00
Temp Service: $46.70
Misc Fee: $0.00
TOTAL FEE: $46.70
AMOUNT PAID: $46.70
BALANCE DUE $0.00
COMMtUxq'S/ACT1ON NEEDED
ELECTRICAL PERMIT INSPECTION RECORD
CALL 417-4735 FOR ELECTRICAL I~SPECTIONS. PLF~SE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER,
INSULATE OR CONCEAL ANY WORK BEFORE IT IS INSPECTED AND ACCEPTED.
DITCH
ROUGH-IN / COVER
SERVICE
GENERAL COMMENTS:
PW-1102.15 ~4D6]
CITY OF PORT ANGELES
PUBLIC WORKS - ELECTRICAL DIVISION
321 EAST STH STREET. PORT ANGELES. WA 98362
ELECTRICAL PERMIT ISSUED: 8/30/2002 PERMIT NO 7802
OWNER/APPLICANT PROPERTY LOCATION
MIKE SOMERS 503 3RD ST W
254895 HIGHWAY 101 Lot: 18,19
Port Angeles, WA 98362 Block: 49 Long Legal
360/452-2268 Subdivision: TPA
T: S: Parcel No: 063000004970000
CONTRACTOR ARCHITECT
OWNER N/A
VARIOUS
Port Angeles, WA 99360 , 98360-0000
206/000-0000 360/000-0000
PROJECT INFO
Project Type: RES. MISC. Project Value: $0.00
Occupancy Type: Construction Type: SERVICE TEMP.
Occupancy Group: Zoning Use: RS7
Electrical Heat:
~' ~ Baseboard 0 KW Riser i Underground Service
! Furnace 0 KW , Overhead Service Voltage: 0
: Heat Pump 0 KW ~ Temp Service Phase: ~! 1
i Fan Wall 0 KW Service Size: 0
Feeder Size: 0
PROJECT NOTES
TEMP. SERVICE
RECEIPT#9609
FEES ASsEsSMENT Service: $0.00
Additional Feeders: $0.00
Circuit Wiring: $0.00
Temp Service: $40.90
Misc Fee: $0.00
TOTAL FEE: $40.90
AMOUNT PAID: $40.90
BALANCI:'DuE $0.00
COMMENTS/ACTION NEEDED
ELECTRICAL PERMIT INSPECTION RECORD
CALL 417..4735 FOR ELECTRICAL IlqSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UN. LA WFUL TO CCLV'ER,
INSULATE OR CONCEAL ANY WORK BEFORE IT IS INSPECTED AND ACCEPTED.
KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE 7,~ ~
DITCH
ROUGH-IN / COVER
SERVICE
FINAL ~5~/~ ~.//c~ I ]
7~'.,~,,,% _(~t~¢s-~_ , z ,d~°-(7
GENERAL COMMENTS:
.... CITY OF PORT ANGELES
~%~,~ DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION
321 EAST 5th STREET, PORt ANGELES, WA 98362
BUILDING PERMIT ISSUED: 8/16/2002 PERMIT NO: 12285
OWNER/APPLICANT PROPERTY LOCATION
503 3RD ST W
MIKE SOMERS
254895 HIGHWAY 101 Lot: 18,19
Port Angeles, WA 98362 Block: 49 [] Long Legal
360/452-2268 Subdivision: TPA
T: S: Parcel No:
CONTRACTOR ARCHITECT
OWNER N/A
VARIOUS
Port Angeles, WA 99360 , 98360-0000
206/000-0000 360/000-0000
PROJECT INFO
Project Value: $175,000.00 SFD Units: 0 Commercial: 0
Project Type: SFR NEW SFD SQ FT: 0 Industrial: 0
Occupancy Type: RESIDENTIAL Garage: 0
Occupancy Group: MFD Units: 0
Construction Type: MFD SQ FT: 0
Zoning Use: RS7
PROJECT NOTES
CONSTRUCT 3328 SQ. FT. THREE STORY HOUSE AND 498 SQ. FT. GARAGE
ALSO 381 SQ. Ft. Of WEATHER DECK t,AJ
FEES ASSESSMENT
Building Permit: $1,413.75 Misc Fee 1: $0.00
Plan Check: $565.50 Misc Fee 2: $0.00
State Surcharge: $4.50 Misc Fee 3: $0.00
House Moving: $0.00
Manufactured Home: $0.00
Sign: $0.00 TOTAL FEE: $2,212.80
Plumbing: $140.00 AMOUNT PAID: $2,212.80
Mechanical: $89.05
BALANCE DUE: $0.00
Radon: $0.00
Separate Permits are required for electrical work, SE PA, Shoreline, ESA, utilities, private and public improvements. This permit becomes
null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned
for a period of 180 days after the work as commenced, or if required inspections have not been requested within 180 days from the last
inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of
laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not
presume to give authority to violate or cancel the provisions of any state or local law regulating co.~struction or the performance of
construction.
Signature of Contractor or Authorized Agent Date Signature of Owner (if owner is builder) Date
T:\PLANNING\FORMS\1102.15 [4/2002]
BUILDING PERMIT INSPECTION RECORD
CALL 417-4815 FOR BUILDING INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. 1TIS UNLAWFUL TO COVER,
INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION.
KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE
INSPECTION TYPE DATE ACCEPTED COMMENTS
YES I NO
FOUNDATION:
FOOTINGS
WALLS
FOUNDATION DI~INAGE
ELECTRICAL (LIGHT DEPT) SEPARATE PERMIT: #
PLUMBING
UNDER FLOOR / SLAB
ROUGH-IN
WATER LINE
BACK FLOW / WATER
AIR SEAL
WALLS ,'-
FRAMING
JOISTS / GIRDERS
SHEAR WALL
WALLS, BooF, CEILINO
DRYWALL
T-BAR
INSULATION
SLAB
WALL / FLOOR / CEILING --
MECHANICAL
HEAT PUMP
WOOD STOVE / PELLET / CHIMNEY
HOOD / DUCTS
FW UTIIblTIES / SITE WORK (Engineering Division) SEPARATE PERMIT #'s:
WATERLINE / METER
SEWER CONNECTION
SANITARY
STORM
PLANNING BEPT. SEPARATE PERMIT #'s SEPA:
PARKING/LIGHTING ESA:
LANDSCAPING SHORELINE:
FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE
RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED
YES NO
ELECTRiCAL - LIGHT DEPT, 417-4735 ELECTRICAL
~ VORr~,%, FOR OFFIC,~I~IL USE ONLY:
a'° ?~ Date Rec.:
°*~% BUILDING PERMIT - APPLICATION Pc~it~:
Date Approved:
Date ~sued:
The Building Pe~it ~pplication mu~ be~lled out compl~ely.
Please ~e or print in ink. If you have any questions, please call 417-4815
Applic~t or Agent: ~ Phone: ~ ~ - 22~
Owner: ~]~?~D~ ~ Phone:
Ad.ess: /~/~ ~. ~ City: ~D~'F ~L~ Zip:
~chitecffEngineer: ~ e2~/'~[ ~ Phone:
Con,actor ~~, License ~:_ Exp:. Phone:
Address: ~O ~ ~ ~ F~ City: (~ ~ ~ .~?~ /~ ~ Zip: ~
PRO. CT ~D~SS: ~G:
LEG~ DESC~PTION: Lot: [B W I ~ mock: ~ ~ Subdivision: ~ ~ ¢<w
CL~L~ CO~TY P~CEL NUMBER: Credit Card Holder Name:
Billing Address: Ci~:,
Credit Card ~: Exp. Date: ~SA
T~E OF WO~: S~UATION:
~id~nti~] ~w Cons~. ~ ~-,oor ~ Wood-~to~, ~2~ SF. ~, /sF. =~ ~O,
D M~ti-f~ly ~ Ad~fion ~ Move m G~age SF. ~ $ /SF. = $
D Comercial D Remodel D Demolition D Deck SF. ~ $ /SF. = ~
D Repair ~ Si~ D TOTAL VALUATION $
BmEFDESCmPTIONOFTHEPROJECT: fl~ q/M~'L~ ~]Ly
COMMERCIAL/RESIDENTIAL: Occupancy Group:. Occupant Load: __ Conshuction Type:.
No. of Stories: ~Z Lot Size:I~ X IqO% Lot Coverage: /0 %
Existing Lot Coverage: ~) /sq. ft. + Proposed Lot Coverage: J '3 6'0 /sq. ft. = TOTAL LOT COVERAGE: ! ~/c~ /sq. ft.
PLANNING USE ONLY: APPROVALS: PLAN
Notes: BLDG.
DPW
FIRE
ESA/Wetland(s): [] Yes [] No SEPA Checklist required? [] Yes [] No Other: OTHER
BUILDING PERMIT APPLICATION SUBMITTAL: Your application and site plan must be filled out completely to be accepted for
review. The Building Division can provide you with more detailed information on the application and plan submittal requirements. Your
completed application, site plan (for additions) and building construction plans are to be submitted to the Building Division.
VALUATION OF CONSTRUCTION: In all cases, a valuation amount must he entered by the applicant. This figure will be reviewed
and may be revised by the Building Division to comply with current fee schedules. Contact the Permit Coordinator at 417-4815 for assistance.
PLAN CHECK FEE: Your plan check fee is due at the time the building permit application and construction plans are submitted. All other
permit fees are due at the time of permit issuance.
EXPIRATION OF PLAN REVIEW: If no permit is issued within 180 days of the date of application, this application will expire. The
Building Official can extend the time for action by the applicant up to 180 days upon written request by the applicant (see Section 107.4 of
the Uniform Building Code, current edition). No application can be extended more than once.
I hereby certify that I have read and examined this application and know the same to be true and correct, and I am authorized to apply for
this permit. 1 understand it is not the City's legal responsibility to determine what permits are required; it remains the applicant's
responsibility to determine what permits are required and to obtain such.
Applicant:. ,.,/~ ~' ~d,~' Date: ~)//~f~ 2-.
T:WORMS~APPS~Buildingpermit
CITY OF PORT ANGELES
DEPARTMENT OF PUBLIC WORKS
........... INSPECTION REPORT ...........
REQUEST:
Date /2 -/3- ~)~-~ Time Received by /~// (phone, person)
Location of Work to be inspected ~ /-~ ~ y-
Name of person requesting inspection
Address of person requesting inspection Phone No. '/~/~/'-
Type of Inspection (circle appropriate one): Permit No. /~.
Sewer Foundation ~ Chimney ~.j.~mu._~u Final Sewer Excav.
Other
INSPECTION NOTES:
Inspected: Date / ~- ' '~ ~ ~ Time By ·
Remarks:.
RESTORATION REQUIRED ...... YES NO
SURFACE RESTORATION:
SURFACE TYPE: [] Unimproved [~]Gravel I~Asphalt []PCC []Other
[] Repaired by City Work Order #
[] Repaired by Permittee [] COMPLETE
[]No Damage Found [] INCOMPLETE
(Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE)
CITY OF PORT ANGELES
DEPARTMENT OF PUBLIC WORKS
........... INSPECTION REPORT ...........
REQUEST:
Date /*~'?;-.,~'~**'~ Time //~/~'*~ ~,~ Received by~~¢z--~ (phone, person)
Location of Work to be inspected ~-~-~"~ ~ ~] ~' ~
Name of person requesting inspection ~ // .~ ?~. ~ . , .~ ~_')m~ ~ ~'~> ~ ~
Address of person requesting inspection Phone No. ~/-
Type of Inspection (circle appropriate one): Permit No.
Sewer Foundation Framing Chimney Plumbing ?F~ewer Excav. Other
INSPECTION NOTES: /~ 'C/~ ~ ' ~ ' ~'~
Inspected: Date -~/~,Z~---~' Time. By
Remarks:
RESTORATION REQUIRED ...... YES. NO
SURFACE RESTORATION:
SURFACE TYPE: [] Unimproved []Gravel []Asphalt []PCC []Other
[] Repaired by City Work Order #
[] Repaired by Permittee [] COMPLETE
[] No Damage Found [] INCOMPLETE
(Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE)
CITY OF PORT ANGELES
DEPARTMENT OF PUBLIC WORKS
........... INSPECTION REPORT ...........
REQUEST:
Date _~ /J.-/~-~ ~ Time /// ." ~O ~'J~//Received by ~,~-*-~ ~{pho~, person)
Location of Work to be inspected ~_~---{~_p ~ ~ -'~
Name of person requesting inspection ~/Y~ ~ ~ ~ ~,'~ ~ -~ ~ ~,
Address of person requesting inspection Phone No. ,~//o/-~/-~
Type of Inspection (circle appropriate one): Permit No.
Sewer Foundation Framing Chimney Plumbin war Excav. Other
INSPECTION NOTES:
Inspected: Date /7/ '-/~--~-~'~ Time By
Remarks:
RESTORATION REQUIRED ...... YES_ NO
SURFACE RESTORATION:
SURFAC£TYPE: [] Unimproved [~Gravel []Asphalt I--IPCC I-']Other
[] Repaired by City Work Order #
[] Repaired by Permittee L-~ COMPLETE
~1 No Damage Found [] INCOMPLETE
(Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE)
CITY OF PORT ANGELES
DEPARTMENT OF PUBLIC WORKS
........... INSPECTION REPORT ...........
REQUEST:
Date ~1 -- Q~f- cT '.~ Time ~'~'- /~')~) Received by ~__<~,~' (phone, person)
Location of Work to be inspected ~-'~ *~ ~t~ '~ r- d
Name of person requesting inspection --~J ~1 ~ $~ ('~-(~ ~/ -~ ~L
Address of person requesting inspection Phone No..~/~/
Type of Inspection (circle appropriate one): Permit No.
Sewer Foundation Framing Chimney Plumbing Final SewerExcav.~//'Oth~r~/~]~c)?
INSPECTION NOTES: ~
Inspected: Date / '- ~- (~ ~ Time By
Remarks:
RESTORATION REQUIRED ...... YES. NO
SURFACE RESTORATION:
SURFACE TYPE: [] Unimproved []Gravel []Asphalt []PCC []Other
[] Repaired by City Work Order #
~-I Repaired by Permittee ~ COMPLETE
[] No Damage Found [] INCOMPLETE
(Continue on reverse side if necessary) STREET SUPERINTENDENT {DATE)
CITY OF PORT ANGELES
DEPARTMENT OF PUBLIC WORKS
........... INSPECTION REPORT ...........
REQUEST:
Date ~ ~-~- 6 ~_- Time Received by ~> ~/~ (phone, person)
Location of Work to be inspected ~(~--'~
Name of person requesting inspection
Address of person requesting inspection Phone No.
Permit No.
Type o~ircle appropriate one):
Sewer~ Foundatior~--'Fr~aming Chimney Plumbing Final Sewer Excav. Other
INSPECTION-NOTES:
inspected: Date Time By
Remarks:
RESTORATION REQUIRED ...... YES NO
SURFACE RESTORATION:
SURFACE TYPE: [] Unimproved ~--JGravel [~Asphalt I--IPCC []Other
[] Repaired by City Work Order #
[] Repaired by Permittee L-~ COMPLETE
[]No Damage Found [] INCOMPLETE
(Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE)
CITY OF PORT ANGELES
DEPARTMENT OF PUBLIC WORKS
........... INSPECTION REPORT ...........
REQUEST:
Date~ ~/'~'- (~'~'~ Time Received by [~/ (phone, person)
Location of Work to be inspected
Name of person requesting inspection
Address of person requesting inspection Phone No.
Permit No.
Type o~rcle appropriate one):
Sewe~ F. ou~Framing Chimney Plumbing Final Sewer Excav. Other
INSPECTION NO~ES: ,
Inspected: Date ~ ~ , Time By
Remarks:
RESTORATION REQUIRED ...... YES NO
SURFACE RESTORATION:
SURFACE TYPE: [] Unimproved [~Gravel I-~Asphalt []PCC ~]Other
[] Repaired by City Work Order #
~--1 Repaired by Permittee [] COMPLETE
[]No Damage Found [] iNCOMPLETE
(Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE)
LOT I~ LOT 15
UJEST T~}{VD STREET
A. PLYWOOD OR O.S.B. SHEAR WALLS
. 1. MAXIMUM SHEAR = 250 P.L.F,
USE %" SHEAT1NG - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6"
O.C. FOR'FRAMING, USE DF NO.2. PROVIDE %" DIAMETER ANCHOR BOLTS AT
32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMiNG~SHEAR WALL PLANS.
2. MAXIMUM SHEAR = 315 P.L.F,
USE %" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5"
O.C. FOR FRAMING. USE DF NO.2. PROVIDE %" DIAMETER ANCHOR BOLTS AT
32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS.
3. MAXIMUM SHEAR = 375 P.L.F.
USE %" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4"
O.C. FOR FRAMING, USE 3X DF NO.2. PROVIDE %" DIAMETER ANCHOR BOLTS
AT 24" O.C. MAXIMUM SPACING AT THE FOUNDATION· FOR TIE DOWNS AT
EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS.
4. MAXIMUM SHEAR = 490 P.L.F,
USE %" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3"
O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE SO'FrOM PLATESARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 32" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT'EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
5. MAXIMUM SHEAR = 560 P.LF.
-~ USE ~" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT 3"
O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 24' O;C. MAXIMUM SPACING AT THE
FOUNDA¥iuN. FO~ , ~ bOYvmS Al EACH t:ND uF ~ HE WALL, Sl~t:
FRAMING/SHEAR WALL PLANS.
6. MAXIMUM SHEAR = 685 P.L.F.
USE ½" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2 1/2' O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
7. MAXIMUM SHEAR = 770 P.L.F.
USE W' SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 18" O.C, MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS' AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
8. MAXIMUM SHEAR = 870 P.L.F.
USE ~" SHEATING - BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3 1/2' C.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM pLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4'
DIAMETER ANCHOR BOLTS AT 20" C.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
9. MAXIMUM SHEAR = 980 P.L.F.
USE %" SHEATING - BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3" C.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BO~-~OM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 314"
DIAMETER ANCHOR BOLTS AT 18" C.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
10. MAXIMUM SHEAR = 1,200 P.L.F.
USE %' SHEATING - BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
3" C.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4' DIAMETER ANCHOR BOLTS AT 14' C.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
1I. MAXIMUM SHEAR = 1,540 P.L.F.
USE ~" SHEATING - BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" C.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" C.C. MAXIMUM SPACING ATTHE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
'i2. MAXIMUM SHEAR = 1,740 P.L.F.
USE 5/8" SHEATING - BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" C.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 9" C.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS ATEACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
pORTANGEI. ES
WASHINGTON, U.S.A.
DEPARTMENT OF COMMUNITY DEVELOPMENT
May 28, 2002
Mr. Mike Somers
422 East Front Street
port Angeles, WA 98M~.
RE: 503 West Third Street ~
~D-e~ Mike:
After review of the letter from Zenovic and Associates dated May 22, 2002, and received by this _if)
Department on May 24, 2002, the proposed setback from the 105' elevation contour of 22' is
approved. The revised setback appears to be consistent with the requirements of the City's '~"J
Environmentally Sensitive Areas Ordinance (Section 15.20 PAMC) which requires that a
geologic engineer certify the proposed setback as appropriate for the site. %
If you have any questions, or ifI can provide further assistance, please don't hesitate to contact ~O0
me at 417-4751. '1
Sincerely, '~
Brad Collins
Director
321 EAST FIPTH STREET ® PO BOX 1150 ® PORT ANGELES, WA 98362-3206
PHONE: 360-417-4750 ® FAX: 360-417-4711 * TTY: 360-417-4645
E-MAIL: pIANNING~CI.PORT-ANGEI_ES.WA.US OR PeRMITS~CI.POF~T-ANGELES.WA.US
A S S 0 C I A T E S 519 South Peabody Street, Suite 22
.................... on 98362
F; 3( 417 0514
~II~Y 2 4. ~l: zer ~ ,mpus.net
May 22, 2002
Ctl~ OF PORT ANGELES
Mr. Brad Collins, Director COMMUNITY DEVELOPMENT
City of Port Angeles Department of Community Development
P.O. Box 1150
Port Angeles, WA 98362
Re: Proposed Single Family Residence for Mike and Debbie Somers
Lots 18 & 19, Block 49, TPA (West Third Street)
Dear Brad:
Attached is a sketch showing the proposed footprint for the referenced project for your review.
The Somars are intending to excavate for the foundation down to an elevation of 105.0 so that
they may locate the house as shown. This office has surveyed the location of the top of the bank
as well as the topography of the bank in the critical areas in front of the house. The placement of
the house is based on those surveys and the requirements of the Environmentally Sensitive
Areas Decision (Mamh 20, 2001) that states "A setback for the foundation of the proposed
dwelling or garage shall be placed no less than the angle of repose as set forth in the approved
Geotechnical Report".
The Geotechnical Report prepared by Coastal Geological Services sets this point at 22 feet from
the top of the bluff, assuming that the structure will have a nominal footing depth of 12 inches as
required by the Uniform Building Code. By increasing the depth of the footing to approximately
4.5 feet below grade, the distance from the angle of repose line to the top of the bluff is reduced
by the slope angle times the depth. The conservative angle of repose for this location, as
recommended the Coastal report, is 34 degrees (65%). As such, the location of the angle of
repose line at a depth of 4.5 feet below surface (3.5 feet below conventional foundation depth) is
approximately 5.2 feet closer to the top of the.bluff. That line is indicated on the sketch.
I have also shown the 22-foot setback line from the 105.0 elevation contour on the sketch; this
line is reasonably consistent with the adjusted angle of repose setback line. Given these facts, I
believe that the proposed location of the residence is in conformance with the requirements of the
Environmentally Sensitive Areas Decision. Please give me a call if you have any questions.
Sincerely,
Zenovic & Associates, Inc.
S t~e'p.~ ~n//~. ,Z ~cco~ic ,' p. E.
Principal Engineer
Enclosures
Fc: JN 99106
ENVIRONMENTALLY SENSITIVE AREA
REASONABLE USE DEVELOPMENT EXCEPTION
WAIVER OF LIABILITY AGREEMENT
Name: Mike Somers Date: August 16. 2002
Address: 503 West Third Street Phone:
In consideration of approval of the following described work: a building permit to allow the
construction of single family residence on a t~roperty that is in an environmentally sensitive area for
the purpose of building and/or other site improvements in or near an environmentally sensitive area
of geographical hazard area and in recognition that the property owner is aware of the geologic
hazard associated with the building site as identified in the applicant's geotechnical r~ort, the
undersigned property owner and his heirs and assigns, hereby agrees to defend, indemnify and hold
the City of Port Angeles and its officials, employees and agents harmless against any claims and/or
lawsuits for personal injury and/or property damage arising out of, or in any way connected with,
the above described proposal except for injuries or damages caused by the sole negligence of the
City.
Dated this 16th day of August 20 02.
(Signature)
SUBSCRIBED and sworn to me this~'~ d~aay of L/~ cy//,-x~'~ 20~'.-~-
P~LIC in ~ for the State of
NOTARY
~Jtllllllt~llll/~. Washington, residing in--Po~ Angeles.
S ~/~ ~ ~ ~X* ~ My Commission expires 'L~
c:Xwp~formsShoi~a~-~~' ~ . t ~ ~
pOR .fikNGELES
WASHINGTON, U.S.A.
FIRE DEPARTMENT
November 1, 2000
Mr. Mike Somers
254895 Highway 101
Port Angeles, WA 98362
Dear Mr. Somers,
This letter is a follow-up to the site visit conducted by myself at 503 West 3~d to determine
poss~le fire sprinkler requirements due to inadequate fire department access for a proposed
single family residence.
Based upon the site visit, the Fire Department has determined a residential fire sprinkler system
will not be required. Per our conversation, it is important to ensure access is provided around
the residence, with adequate area(s) provided for ladder access to required egress windows on
the second floor.
I appreciate your assistance in working with the fire department, specifically, taking the time
to 0ssist with the site visit. If you need any additional help or have any questions, you can
contact me at 417-4651.
Sincerely,
Dan McKeen, Fire Chief
Port Angeles Fire Department
DM/ow
pc: Lou Haehnlen, City Building Official
102 E/~ST fIFTH STREET · PORT ANGELES, WA 98362-3014
PHONE: 360-477-4655 · FAX: 360-417-4659 · E-MAIL: PAFIRE~CI.PORT-ANGeLES.WA.US
...... Pa~e ii
From: Treina Funston
To: Roger Vess
Date: 4/29/03 4:20PM
Subject: final 503 W 3rd
ok to final permit 1338 for mike somers
S
"iiiiii....
ELECTRICAL PERMIT APPLICATION
Faa OFFICIAL USE ONLY
""""'~
PcrmilW;
DateAppruvrd:
om 1auaI:
The Electrical Per'mit Application must be filled out comDlotIIlv.
Property Owner:
Address:
Please type or reprint In ~If you have any questions, ploase call (360) 417-4735 7 ao .,.
r (() Fax number: (360) 417-4711 {,/ G--
( CI.\.ll.t ~ t(. ers- REQUESTlNSPECTION [
Phone: Lff;2 - 226 Y Fax:
o..e\ Q. e
fhktdc5
Phone:
5~('
Zip:
Electrical Contractor.
License #:
Exp:
Phone:
Address:
INSTALLATION WIRED BY:
di<6'WNER
City:
o ELECTRICAL CONTRACTOR
Zip:
Credit Catrl Holder Name:
t( 2.2 r. rmrf sr.
Billing Address:
City:
Credit Catrl Number:
Exp. Date:
Zip:
VISA:
PROJECT ADDRESS:
503
Lu "3d
Me
TYPE OF WORK: Check ilII that apply: ft(iiiew 0 Alteration/Addition
~sidental 0 Multi-family 0 Commercial 0 Mobile,Home Sq. Ft
Remote Meter 0 Detached garage ~ot Tub 0 Swim Pool 0 ~PtiC Pump
33()l)
o Low Voltage 0 Telecom. 0
Number of Circuits added or altered:
Tbn;?
SU/Z-i/ I CL
DESCRIPTION OF THE ELECTRICAL PROJECT:
. .
")
PERMIT FEEt 1'0 . <J 0 it
;?UtVfJT II c;'07
Service Infonnatlon
Electrical Heat Load Additions
o Baseboard
~nace
!H'fieat Pump
o Fan-Wall
KW
.l.S: KW
_TON
KW
LRA
o Overhead Service
j;{T~p Service
r?3r"'dnderground Service
Voltage:
Phase: 0 1 0 3
Service Size:
Feeder Size:
PAMC 14.05.060(B): For Industrial, commercial, & residential projects larger than a duplex, a one -line drawing of the Electrical Service
Feeders, bul~ing size (sq. ft.), load calculations, and the type & of conductors andfor raceway Is required and shall accompany the ElecIt
Permit application.
I hereby certify that I have read and examined this application and know that same to be true and correct, and I
authorized to apply for this permit. I understand it is not the City's legal responsibility to determine what permits
required; il remains the applicants responsibility to determine what permits are required and to obtain such.
Credit C,ard Holder's Signature: I
, Owner or Elec. Cont. Signature:~~" Q. ~
C:/ELECTRlCALPERMIT APPLICATION
tk c &L___. 8j3t>/~Z-
Date:
Date:~
The Electrical Permit Application must be filled out comDletelv.
FOR OFFICIAL USE ONLY
Oato'Rcc:
Pennie":
Date Approved
Date Iuucd:
ELECTRICAL PERMIT APPLICATION
Please type or reprint In~lfyaU have any questions, please call (360) 417-4735
r (() Fax number: (360) 417-47t 1
Sl C\A.llt \ t(. EYS" REQUEST INSPECTION 0
OwnerarElec Contractor Agent: .~'~~~ Phone: L(~2-22{'Y Fax:
PropertyOWllElr. ~ ~ W\\:cl.o..e\ R.. ~evS Phone: 5hw.(
Address: ~3 ~ :1- City: Gwr-A-MtdcS Zip:
1F 7801
Electrical Contractor:
License #:
Exp:
Phone:
Address:
INSTALLATION WIRED BY:
dl6WNER
City:
o ELECTRICAL CONTRACTOR
Zip:
Credit Card Holder Name:
B/lling Address:
q n r. :frorrf Sf:
Credit Card Number:
City:
Exp,Date:
PROJECT ADDRESS:
563
Lv. '3d
Zip:
VISA: MC:
TYPE OF WORK: Check all that apply: ft;rNew 0 Alteration/Addition
~sidental 0 Multi-family 0 Commercial 0 Mobile Home Sq. Ft
Remote Meter 0 Detached garage ~ot Tub 0 Swim Pool 0 Septic Pump
3360
o low Voltage 0 Telecom. 0 S
Number of Orcuils added or altered:
DESCRIPTIONOFTHEELECTRICALPROJECT: -to W0)\..J('()'lJ S:z(!iV<C(.. "POOl. ft-
. <;, lU60 ::PfrlJ. tL.<{ YJ.. ~,)<'/)Me.
o Baseboard
D-F.JHnace
01ieat Pump
o Fan-Wall
KW
~~N
KW
. .~~
PERMIT FEE: 87, 'It) ,..
fi~pr #- 9"ID
Service Infonnatlon
'?
Electrical Heat load Additions
lRA
o Overhead Service
o T~ Service
[Jt(lnderground Service
Voltage: .) 'It> Ii .z 0
Phase: .t&.1 / 0 3
Service Size: ~t'T'>
Feeder Size:
PAMC 14.05.()6()(B): For industrial, commercial, & residential projects larger than a duplex, a one - line drawing of the Electrical Service &
Feeders, bui~ing size (sq. ft.), load calculations, and the type & of conductors and/or raceway is required and shall accompany the Electric
Permit application.
I hereby certify that I have read and examined this application and know that same to be true and correct, and I a
authorized to apply for this permit. I understand it is not the City's legal responsibility to determine what permits c
required; it remains the applicants responsibility to determine what permits are required and to obtain such.
Credit Card Holder's Signature: I
Owner or Elec. Cont. Signature:---$ ~ p. ~
C:/ElECTRICAlPERMIT APPLICATION
Date:
Date: g(')~/O 'l-
tM. C Q4<^<____
5/~O/PL
FROM
: Ele:ctric7S
Qj
FRX NO. : 4525424
Sep. 04 2002 07:48RM Pi
ELECTRICAL PERMIT APPLICATION
FQI\ UFFrC'^L lJSF: ONl Y
DlLlo'f(~"I:: ...._.
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Z-~Tk<.. ~:
Su~
5D"3. l..J B.....& CII\':
~~~~C- ~.J.... UClln"#:~T~"32"exp:
f3 2- l\~ V~ f...1.. -City. \.:t't-'l ~
INSTALLATION WIReD BY; 0 OWNER ~RICAL CONTRACTOR
Credit Card HOlder Nllme:
Owner or 1;'00. Co ec Aeont
ProP"1t\' Owt.,r. \'-\ \ ~
The Electrical Permll Apphca~on ~ fHlRd out earnalet&I'(,
Plo.salype Or roprlnl in Ink. If ~OU no," "ny qU".~Dn.. pl..... call (380) 4'7...173~
Fax nU",bor: (36Il}4n-4711
REQUEST INSPECTION [
7801
I
...-i..-.
Phon.: -f ')'1..-<" L'T'
Fk:
L.l ~":L-'-"4t..""'"
l.j <;1--"Z. Z '-''I
Addresa;
Phone:
Eloctrlca' Colltractor:
Zip;
Addr....:
PIlon.: ">i!.~v.!'
Zip: qf"?, ~
~
CJ"" 'CJty~,
Crudlt Card Numb.r: &p. D.,.:
Billing Address:
Zip:
V1SA:~
PROJECT ADDRESS: 50.3 w .3 I^<::l
Check WI that apply: G New
o Alteration/Addition
TYPE OF WORK:
ORes/dental 0 MultI-family
o Commercial 0 Mobile Home
Sq. Ft
Remote Meter 0 Detached garage 0 Hot Tub 0 Swim Pool 0 Septic Pump
N"mber of Circuits added or altered:
o Low Vollage 0 Telecom. 0 :
DESCRIPTION OF THE ELECTRICAL PROJECT:
-+<--OO~
o Baseboard
o Furnace
o Heat Pump
o Fan.Wall
t<m
~N
-TON
='rCVV
PERMIT FEEl-fJ; .10
~/Jrp 'frS'Jr'"
IlIIrvlce InfoMnatlDn
Eleetrieal H~at load Additions
LRA
o Ovemead Servlce
t:l Temp Service
o Underg~und S.rvice
Voltage:
Pha.e: :J 1 0 3
Service Size:
Feedet Size:
PAMe 14.05.060(8): Fer industrial. commercial, & residential projects larger Ihan 8 duplax, a one -line drawing of the Electrical Service ~
Feeders. building size (sq. ft.), IDed calcula;;ons. and tile tYIlB & of conductors and/or raceway is requIred and shall aceompany the Electr;.
Permi! application.
I hereby certify that J have read and examined this application and know that same to be true and correct, and I a
authorized to apply for this permit. J understand it is not the City's legal responsibility to determine what permits I
required; It remains the applicants responsibility to determine what permits are requif9d and to obtain such.
Credit Card Holder's Signature:
~.fLO
Oat- ~_
Date:
qh
,
~(
1
Owner or Elec. Cont. Signature:
C:IELECTRICALPERMlr APPLICATION
Date: