18-101119, 18-101902, 18-1021684%
crrr of
�f
Federal Way
RECEIVED
MAY 21 2018
CITY OF FEDERAL WAY
COMMUNITY DEVELOPMENT
COMMUNITY DEVELOPMENT DEPARTMENT
33325 8'b Avenue South
Federal Way, WA 98003
253-835-2607;Fax 253-835-2609
v,vw.cilyofl'cdcra[w,-tv.com
SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT
EXEMPTION APPLICATION
File# I (3 ) m-1 (.O,�-Uv-Sn
TO BE COMPLETED BY APPLICANT
Project Name: I' 00 Lv 6AJ
Project Address: Z S _
Applicant: _ff0b Fj-Z lA) f [�J
Mailing Address: S
Phone Number: _ L( 2�S " ?_10 Li 3 Email:
Description of Project: REPLACE Fxi,S twc, C x,k +- &"UE L
B=
G
Z r
Meets the criteria for exemption under which section of * WAC 173-27-040: ? E9�
*Washington Administrative Code online: angsJeU.wa.-ov
Applicant's Signature
ate v
Bulletin #143 —March 25, 2013 1 of 2 k:\Handouts\Shoreline Exemption
TO BE COMPLETED BY STAFF
1) The proposed development is consistent with Section 2 ( of WAC 173-27-040errnit Process.
and
is therefore exempt from the Substantial Development
02 Yes ❑ No (explanatory narrative attached)
2) Proposal requires:
Yes No
❑ IV/ Shoreline Variance
❑ Csl'// Shoreline Conditional Use
❑kQ Review, Approval or Permit b othe State or Federal Agency
Q f 41A i_
3) Proposal complies with applicable provisions of the City's Shoreline Master Program.
a Yes ❑ No Condition(s) attached: ❑ Yes LEI' No
4) In accordance with FWRC Section 15.05.130, this application is hereby:
2 Approved ❑ Denied
:EIJLJ yDG r �L
Director, Community Development Departmeni
Distribution:
❑
Applicant
❑
Owner
❑
File
❑
Outside Agency
Bulletin # 143 — March 25, 2013 2 of 2
` ,f • /
r
� food Pia'w
rvY �g�YL�
0
RECEIVED
MAY 0 3 2018 COMMUNITY DEVELOPMENT DEPARTMENT
33325 8`h Avenue South
�%�
C1N Fi3RAi_WAY
� Federal Way, WA 98003
CITY OF C0MMl1NrN REVS D 253-835-2607; Fax 253-835-2609
Federal Way www.cityoffederalway.com
SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT
EXEMPTION APPLICATION
File # 13, I()I 'T0-2- 00-sW
TO BE COMPLETED BY APPLICANT
Project Name: 60c> ! d /V
Project Address:
3
Applicant: /Z1n>6E/? 4&=a Lv !ad ,
Mailing Address: 13 1"V
Phone Number: 4 zS , V u , 6731 Email: ,, J 6�0 W ,,Af HIA
Description of Project: AIL UU 5(616 LF F,*� &FSW�,L� -
Meets the criteria for exemption under which section of * WAC 173-27-040: v)
*Washington Administrative Code online: apps.leg.wa.go�
6w=xc — �z /, L///,>?
Applicant's Signature f/Date
Bulletin #143 -March 25, 2013
1 of 2
k:\Handouts\Shoreline Exemption
3
TO BE COMPLETED BY STAFF
1) The proposed development is consistent with Section — of WAC 173-27-040
and is therefore exempt from the Substantial Development Permit Process.
rYes ❑ No (explanatory narrative attached)
2) Proposal requires:
Yes No
❑ EK Shoreline Variance
❑ k Shoreline Conditional Use
❑ R Review, Ap ro al o Permi�t b other;State or Federal
❑ '�fW KO
3) Proposal complies with applicable provisions of the City's Shoreline Master Program.
Z" Yes ❑ No Condition(s) attached: ❑ Yes < No
4) In accordance with FWRC Section 15.05.130, this application is hereby:
Approved ❑ Denied
Director, Community a elopment Department Date
Distribution:
❑
Applicant
❑
Owner
❑
File
❑
Outside Agency
Bulletin #143 —March 25, 2013 2 of 2 k:\Handouts\Shoreline Exemption
CITY OF »jcj o r%vciiuc oVuw
Federal Way Federal way, 98833-2325
2.`�~5-2607; Faxax 253-835-2609
www_citvnffederaiw&V.com
60c>i CALCULATING TREE UNITS
t 2-5W 30;-> k - 1---f p% .
This form can be used to demonstrate how you will meet the ` ' Vff Rquirement for
your site and should accompany your submittal. Trees to be retained or planted must also be
shown on your submitted site plan, or a separate tree plan. MAY qA 2018
CITY OF WAY
COMMUNFFTY DEV� [�T p Lt
43,560 (sf/acre) _ - x 25 (units/acre)
(lot size in square feet) (lot size in acres) (minimum tree units)
Existing Trees
Includes all trees except invasive species and hazard trees
Tree Size (diameter at breast height /4.5)
# of Trees
to Remain
Tree Units
Total Units
1" to 6" dbh
x 1.0
=
> 6" to 12" dbh
x 1.5
=
> 12" to 18" dbh
x 2.0
=
> 18" to 24" dbh
i
x 2.5
= Z . 5
> 24" dbh
L(
x 3.0
= 1 Z- 0
Total Existing Tree Units to Remain
1q. s
Replacement/Additional Trees
• Evergreen Trees - minimum 6` in height at planting
Deciduous Trees - minimum 2" caliper at planting
Large Canopy = 1.5 Tree Units Medium Canopy =1 Tree Unit Small Canopy = .5 Tree Units
Tree Species
(Sm [MMe pd Lg)
Tree
Units
# of Trees
Total Units
P14
- Q
Total Proposed Tree Units to be Added
Total Existing and Proposed Tree Units 40,5
Bulletin #073 — June 8, 2016 page 1 of 1
PERMIT #:-18-TO1900-00-SF
ADDRESS: 3128 SW 302nd Place
PROJECT: New Single Family 1
GOODWIN
DATE: 5/3/ 18
tiAHandoutslCalculating Tree Units
.........ta
4V
Vo Z".
lk
AP
or,-
RECEIVED
OEOTECH
CONSULTANTS, INC_
OFY OF FEDERAL. WAY
COMMUNrTY DEVELOPMENT
Roger and Jana Goodwin
413 — 2131h Place Southeast
Sammamish, Washington 98074
via email: 20jmg@comcast.netand rjgoodwin@msn.com
Subject: Transmittal Letter — Geotechnical Engineering Study
Proposed Single -Family Residence
3128 Southwest 302"d Place
Federal Way, Washington
Dear Mr. and Mrs. Goodwin:
2401 loth Ave E
Seattle, Washington 98102
(425)747-5618
June 21, 2017
J N 17260
We are pleased to present this geotechnical engineering report for the single-family residence to be
constructed in Federal Way, Washington. The scope of our services consisted of exploring site
surface and subsurface conditions, and then developing this report to provide recommendations for
general earthwork and design criteria for foundations and retaining walls. This work was authorized
by your acceptance of our proposal, P-9764, dated May 3, 2017.
The attached report contains a discussion of the study and our recommendations. Please contact
us if there are any questions regarding this report, or for further assistance during the design and
construction phases of this project.
TRC/DRW:mw
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
Thor Christensen, P.E.
Senior Engineer
PERMIT #:
-"ADDRESS:
PRG'JECT=
DATE:
18-101900-00-SF
3128 Sw 302nd Place
New Single Family
GGODWIN
GEOTECH CONSULTANTS, INC.
GEOTECHNICAL ENGINEERING STUDY
Proposed Single -Family Residence
3128 Southwest 302"d Place
Federal Way, Washington
This report presents the findings and recommendations of our geotechnical engineering study for
the site of the proposed single-family residence to be located in Federal Way.
We were provided with a topographic survey prepared by Centre Pointe dated December 13, 2016.
We were also provided with a site plan showing the location of the proposed residence. Based on
that plan, we understand that the development will consist of a residence with a basement that
daylights toward the north (project north). The basement will have an elevation of 44 feet, which is
up to abULJl 8 feet below the existing grade of its southern end. The i Milher ill Side Of i, is `'Dasernent
will be about 4 feet above the existing ground surface. A garage will be at the southwestern side of
the residence.
If the scope of the project changes from what we have described above, we should be provided
with revised plans in order to determine if modifications to the recommendations and conclusions of
this report are warranted.
SITE CONDITIONS
SURFACE
The Vicinity Map, Plate 1, illustrates the general location of the site in Federal Way. The site is
composed of two wedge-shaped parcels and is bordered to the north (project north) by Puget
Sound, to the southe by Southwest a02nd Place, and to the east and west by residences.
The ground surface within the site declines toward the north to the adjacent Puget Sound. In the
southeastern 300 feet of the property the inclination is gently sloping, but in approximately the
northern 150 feet the ground surface slopes moderately to steeply down to the Sound. We did not
observe indications of recent instability of the steep slope, but the adjacent lot toward the northeast
has a bowed mature evergreen tree close to the beach. The bowing is an indication of slow slope
movement.
A detached carport and a cabin are in the central portion of the gently sloping part of the site. A
two-story house is in the northern portion of the site near the top portion of the steep slope. We
observed cracks up to about'/z inch wide in the concrete foundation, and brackets that appeared to
connect pipe piles to the foundation, which were likely installed to improve foundation support and
stop movement.
A concrete bulkhead with a height of about 6 feet is at the base of the moderate to steep slope
adjacent to the South. A sandy beach is west of the bulkhead.
Most of the site is vegetated with mown grass and scattered mature trees. The steep slope is
mostly covered with ivy and blackberry vines.
GEOTECH CONSULTANTS, INC
Goodwin A 17260
June 21, 2017 Page 2
The steep northwestern slope would be considered a Landslide Hazard Area per Federal Way
Code due to the slow, creep -type movement we believe it has experienced. That area would also
be considered a Steep Slope Hazard Area due to its height and inclination.
SUBSURFACE
The subsurface conditions were explored by drilling two test borings at the approximate locations
shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed
construction, anticipated subsurface conditions and those encountered during exploration, and the
scope of work outlined in our proposal.
The test borings were drilled on June 6, 2017 using a track -mounted, hollow -stem auger drill.
Samples were taken at approximate 2.5 and 5-foot intervals with a standard penetration sampler.
This split -spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-
pound hammer falling 30 inches. The number of blows required to advance the sampler a given
distance is an indication of the soil density or consistency. A geotechnical engineer from our staff
observed the drilling process, logged the test borings, and obtained representative samples of the
soil encountered. The Test Boring Logs are attached as Plates 3 and 4.
Soil Conditions
Test Boring 1 was close to the top of the norther slope. It encountered sand that was loose
near the ground surface and became medium -dense in the range of 15 feet. The sand was
underlain by silty sand with gravel that was dense at 20 feet and very dense at 25 feet. Hard
clayey silt was revealed at the base of the test boring of 30 feet.
Test Boring 2, located in the southern end of the proposed residence, also encountered
sand that was initially loose and was medium -dense at about 7 feet. The medium -dense
sand continued to the base of the test boring at 11.5 feet.
Groundwater Conditions
No groundwater seepage was observed in the test borings. It should be noted that
groundwater levels vary seasonally with rainfall and other factors. We anticipate that
seasonal perched groundwater could be found above the deep silt that underlies the site, as
revealed in Test Boring 1.
The stratification lines on the logs represent the approximate boundaries between soil types at the
exploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface information
only at the locations tested. If a transition in soil type occurred between samples in the borings, the
depth of the transition was interpreted. The relative densities and moisture descriptions indicated
on the test boring logs are interpretive descriptions based on the conditions observed during
drilling.
GEOTECH CONSULTANTS, INC.
Goodwin
June 21, 2017
JN 17260
Page 3
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD
READ THE ENTIRE DOCUMENT.
The test borings conducted for this study encountered sand that was initially loose near the ground
surface. It is apparent that the loose sand on and close to the steep slope has a potential to
experience slope movement, as illustrated by the distress to the existing house and the bowing of a
nearby tree. Therefore, we recommend that the portion of the residence within 25 feet of the top of
the steep slope be supported with pipe piles driven to refusal through the loose soil and into the
Underlying dense material. Any deck constructed over th-e slope Should also be. supported with
piles. Additional recommendations are provided in the Pipe Piles section.
The portion nf fhA -yore than 25 feet from the top of the slope can be supported with
Is. However, due to the somewhat loose condition of the sand, the
)e improved by compacting them to a firm condition with vibratory
v� # ack. A plate compactor is not large enough to satisfy this
v 1 1 �, gyp• tbA4 25
r� _45 - 30 requires residences to be setback at least 56feet from the
The northern slope would be considered a Landslide Hazard Area
k �(H s that some creepin of the upper loose soil is occurring. However,
tivities on or within 5�feet of a Landslide Hazard Area if a qualified
the improvements will not lead to or create any increased slide
,J �k)y the landslide hazard. The pipe piles that will support the portion
( \t 25 feet of the steep slope will transfer the building loads through
the competent, dense native sand and silty sand soil in the core
�. development will not increase the potential for movement of steep
ON to slope movement.
iu, iu inai no fill soil be placed on the northern slope, be it outside or inside the
residence. Therefore, the northern basement floor of the residence may need to have crawl space
below it.
The erosion control measures needed during the site development will depend heavily on the
weather conditions that are encountered. We anticipate that a silt fence will be needed around the
downslope sides of any cleared areas. Existing pavements, ground cover, and landscaping should
be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas
and construction access roads should be provided to reduce the amount of soil or mud carried off
the property by trucks and equipment. Wherever possible, the access roads should follow the
alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered
areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following
clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be
immediately covered with landscaping or an impervious surface. On most construction projects, it is
necessary to periodically maintain or modify temporary erosion control measures to address
specific site and weather conditions.
GEOTECH CONSULTANTS, INC.
JN 17260
Goodwin Page 4
June 21, 2017
The drainage and/or waterproofing recommendations presented in this report are intended only to
prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active
seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmitted from slabs and foundation walls due to the
concrete curing process. Water vapor also results from occupant uses, such as cooking and
bathing. Excessive water vapor trapped within structures can result in a variety of undesirable
conditions, including, but not limited to, moisture problems with flooring systems, excessively moist
air within occupied areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or
mechanical, to prevent a buildup of excessive water vapor within the planned structure.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
We recommend including this report, in its entirety, in the project contract documents. This report
should also be provided to any future property owners so they will be aware of our findings and
recommendations.
SEISMIC CONSIDERATIONS
In accordance with the International Building Code (IBC), the site class within 100 feet of the
ground surface is best represented by Site Class Type D (Stiff Soil). As noted in the USGS
website, the mapped spectral acceleration value for a 0.2 second (SS) and 1.0 second period (Si)
equals 1.32g and 0.51 g, respectively.
The IBC and ASCE 7 require that the potential for liquefaction (soil strength loss) be evaluated for
the peak ground acceleration of the Maximum Considered Earthquake (MCE), which has a
probability of occurring once in 2,475 years (2 percent probability of occurring in a 50-year period).
The MCE peak ground acceleration is adjusted for site class effects (FPGA) and equals 0.54g. The
soils beneath the site are not susceptible to seismic liquefaction under the ground motions of the
MCE because of the absence of near -surface groundwater.
Sections 1803.5 of the IBC and 11.8 of ASCE 7 require that other seismic -related geotechnical
design parameters (seismic surcharge for retaining wall design and slope stability) include the
potential effects of the Design Earthquake. The peak ground acceleration for the Design
Earthquake is defined in Section 11.2 of ASCE 7 as two-thirds (213) of the MCE peak ground
acceleration, or 0.36g.
GEOTECH CONSULTANTS, INC.
Goodwin
June 21, 2017
A 17260
Page 5
PIPE PILES
Three- or 4-inch-diameter pipe piles driven with a 650- or 800- or 1,100-pound hydraulic
jackhammer to the following final penetration rates may be assigned the following compressive
capacities.
Note: The refusal criteria indicated in the above table are valid only for pipe piles that are
installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on
the top of the pile during driving. If the piles are installed by alternative methods, such as a
vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous
load tests to 200 percent of the design capacity would be necessary to substantiate the
allowable pile load. The appropriate number of load tests would need to be determined at the
time the contractor and installation method are chosen.
As a minimum, Schedule 40 pipe should be used. The site soils are not highly organic, and as a
result, they do not have an elevated corrosion potential. Considering this, it is our opinion that
standard "black" pipe can be used, and corrosion protection, such as galvanizing, is not necessary
for the pipe piles.
Because of the northern slope inclination, we recommend that all of the pipe piles be battered at a
1:5 (H:V) inclination in a parallel direction to the slope. This will provide lateral restraint to the
northern edge of foundation that is nearest the slope.
Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should
include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles.
Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be
welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may
require that shims be used or that beads of welding flux be applied to the outside of the coupler.
CONVENTIONAL FOUNDATIONS
The portion of the proposed structure that is not required to be supported with pipe piles can be
supported on conventional continuous and spread footings bearing on vibratory -equipment -
compacted, native sand soil. We recommend that continuous and individual spread footings have
minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at
least 18 inches below the lowest adjacent finish ground surface for protection against frost and
erosion. The local building codes should be reviewed to determine if different footing widths or
embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil
prior to pouring concrete. Depending upon site and equipment constraints, this may require
removing the disturbed soil by hand.
GEOTECH CONSULTANTS, INC.
Goodwin JN 17260
June 21, 2017 Page 6
An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings
supported on native sand that has been compacted with vibratory equipment. A one-third increase
in this design bearing pressure may be used when considering short-term wind or seismic loads.
For the above design criteria, it is anticipated that the total post -construction settlement of footings
founded on competent native soil will be about one inch, with differential settlements on the order
of one-half inch in a distance of 20 feet along a continuous footing with a uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the
following ultimate values for the foundation's resistance to lateral loading:
ULTLMATE
VALUE
Coefficient of Friction 0.45
Passive Earth Pressure 300 pcf
Where: pcf is Pounds per Cubic Foot, and Passive Earth
Pressure is computed using the Equivalent Fluid Density.
If the round in front of a foundation is loose or ill
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures'
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
PARATWETER
VALUE
Active Earth Pressure *
35 pcf
Passive Earth Pressure
300 pcf
Coefficient of Friction
0.45
Soil Unit Weight
130 pcf
Where: pcf is Pounds per Cubic Foot, and Active and Passive
Earth Pressures are computed using the Equivalent Fluid
Pressures.
* For a restrained wall that cannot deflect at least 0.002 times its
height, a uniform lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
GEOTECH CONSULTANTS, INC.
Goodwin JN 17260
June 21, 2017 Page 7
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted
for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy
construction equipment should not be operated behind retaining and foundation walls within a
distance equal to the height of a wall, unless the walls are designed for the additional lateral
pressures resulting from the equipment.
The values given above are to be used to design only permanent foundation and retaining walls
that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry.
It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil
strength parameters for design of other types of retaining walls, such as soldier pile, reinforced
earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The
passive pressure given is appropriate only for a shear key poured directly against undisturbed
native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation
wall. The values for friction and passive resistance are ultimate values and do not include a safety
factor. Frictional resistance should not be considered for pile -supported walls. Restrained wall soil
parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in
the walls. This is intended to reduce the amount of cracking that can occur where a wall is
restrained by a corner.
Wall Pressures Due to Seismic Forces
The surcharge wall loads that could be imposed by the design earthquake can be modeled
by adding a uniform lateral pressure to the above -recommended active pressure. The
recommended surcharge pressure is 8H pounds per square foot (psf), where H is the
design retention height of the wall. Using this increased pressure, the safety factor against
sliding and overturning can be reduced to 1.2 for the seismic analysis.
Retaininq Wall Backfill and Waterproofin_q
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is
used as backfill, a drainage composite similar to Miradrain 6000 should be placed against
the backfilled retaining walls. The drainage composites should be hydraulically connected to
the foundation drain system.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. Also, subsurface drainage systems are not intended to handle large volumes of water
from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted,
relatively impermeable soil or topsoil, or the surface should be paved. The ground surface
must also slope away from backfilled walls to reduce the potential for surface water to
percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel,
permeable pavement, etc.) must also be prevented from flowing toward walls or into the
backfill zone. The compacted subgrade below pervious surfaces and any associated
drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface
collection system could be provided below a pervious surface.
GEOTECH CONSULTANTS, INC.
Goodwin
June 21, 2017
J N 17260
Page 8
It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the
above -recommended design earth pressures to be appropriate. The wall design criteria
assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The
compaction of backfill near the walls should be accomplished with hand -operated
equipment to prevent the walls from being overloaded by the higher soil forces that occur
during compaction. The section entitled General Earthwork and Structural Fill contains
additional recommendations regarding the placement and compaction of structural fill
behind retaining and foundation walls.
The above recommendations are not intended to waterproof below -grade walls, or to
prevent the formation of mold, mildew or fungi in interior spaces. Over time, the
performance of subsurface drainage systems can degrade, subsurface groundwater flow
patterns can change, and utilities can break or develop leaks. Therefore, waterproofing
should be provided where future seepage through the walls is not acceptable. This typically
includes limiting cold joints and wall penetrations, and using bentonite panels or
membranes on the outside of the walls. There are a variety of different waterproofing
materials and systems, which should be installed by an experienced contractor familiar with
the anticipated construction and subsurface conditions. Applying a thin coat of asphalt
emulsion to the outside face of a wall is not considered waterproofing, and will only help to
reduce moisture generated from water vapor or capillary action from seeping through the
concrete. As with any project, adequate ventilation of basement and crawl space areas is
important to prevent a buildup of water vapor that is commonly transmitted through concrete
walls from the surrounding soil, even when seepage is not present. This is appropriate even
when waterproofing is applied to the outside of foundation and retaining walls. We
recommend that you contact an experienced envelope consultant if detailed
recommendations or specifications related to waterproofing design, or minimizing the
potential for infestations of mold and mildew are desired.
The General, Slabs -On -Grade, and Drainage Considerations sections should be
reviewed for additional recommendations related to the control of groundwater and excess
water vapor for the anticipated construction.
SLABS -ON -GRADE
The building floors can be constructed as slabs -on -grade atop compacted native soil or on
structural fill. However, as noted above, we recommend that there be no slab -on -grade for the
northern edge of the residence if fill is needed above the existing ground to construct the slab.
The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or
underslab fill placement. Any soft areas encountered should be excavated and replaced with
select, imported structural fill.
Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through
the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause
imperfections or damage to the slab, or simply allow excessive water vapor into the space above
the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer
consisting of a minimum 4-inch thickness of clean gravel or crushed rock that has a fines content
(percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the
No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this
layer.
GEOTECH CONSULTANTS, INC.
Goodwin JN 17260
June 21, 2017 Page 9
As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab
Structures, proper moisture protection is desirable immediately below any on -grade slab that will be
covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or
products. ACI also notes that vapor retarders such as 6-mil plastic sheeting have been used in the
past, but are now recommending a minimum 10-mil thickness for better durability and long term
performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as
determined by ASTM E 96. It is possible that concrete admixtures may meet this specification,
although the manufacturers of the admixtures should be consulted. Where vapor retarders are
used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive
tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no
potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor
barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in
accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this
requirement.
We recommend that the contractor, the project materials engineer, and the owner discuss these
issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance
on the use of the protection/blotter material.
The General, Permanent Foundation and Retaining Walls, and Drainage Considerations
sections should be reviewed for additional recommendations related to the control of groundwater
and excess water vapor for the anticipated construction.
EXCAVATIONS AND SLOPES
Excavation slopes should not exceed the limits specified in local, state, and national government
safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in
unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be
made near property boundaries, or existing utilities and structures. Based upon Washington
Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as
Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at
an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and
the bottom of a cut. Unless approved by the geotechnical engineer of record, it is important that
vertical cuts not be made where the overall depth of the temporary cut slopes is taller than 4 feet.
The above -recommended temporary slope inclination is based on the conditions exposed in our
explorations, and on what has been successful at other sites with similar soil conditions. It is
possible that. variations in soil and groundwater conditions will require modifications to the
inclination at which temporary slopes can stand. Temporary cuts are those that will remain
unsupported for a relatively short duration to allow for the construction of foundations, retaining
walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet
weather. It is also important that surface runoff be directed away from the top of temporary slope
cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential
for instability. Please note that sand or loose soil can cave suddenly and without warning.
Excavation, foundation, and utility contractors should be made especially aware of this potential
danger. These recommendations may need to be modified if the area near the potential cuts has
been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby.
All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V).
GEOTECH CONSULTANTS, INC.
Goodwin A 17260
June 21, 2017 Page 10
Water should not be allowed to flow uncontrolled over the top of any temporary or permanent
slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation
to reduce erosion and improve the stability of the surficial layer of soil.
Any disturbance to the existing slope outside of the building limits may reduce the stability of the
slope. Damage to the existing vegetation and ground should be minimized, and any disturbed
areas should be revegetated as soon as possible. Sail from the excavation should not be placed on
the slope, and this may require the off -site disposal of any surplus soil.
DRAINAGE CONSIDERATIONS
Footing drains should be used where: (1) Crawl spaces or basements will be below a structure; (2)
A slab is below the outside grade; or, (3) The outside grade does not slope downward from a
building. Drains should also be placed at the base of all earth -retaining walls. These drains should
be surrounded by at least 6 inches of 1-inch-minus, washed rock that is encircled with non -woven,
geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point.
Roof and surface water drains must not discharge into the foundation drain system. A typical drain
detail is attached to this report as Plate 5. For the best long-term performance, perforated PVC
pipe is recommended for all subsurface drains.
As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in
any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space
grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet
drain is recommended for all crawl spaces to prevent an accumulation of any water that may
bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor
retarder limits the potential for seepage to build up on top of the vapor retarder.
No groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should
slope away at least 2 percent, except where the area is paved. Surface drains should be provided
where necessary to prevent pending of water behind foundation or retaining walls. A discussion of
grading and drainage related to pervious surfaces near walls and structures is contained in the
Foundation and Retaining Walls section. Water from roof, storm water, and foundation drains
should not be discharged onto slopes; it should be tightlined to a suitable outfall located away from
any slopes.
GEOTECH CONSULTANTS, INC.
Goodwin A 1 �260
June 21, 2017 Page 11
GENERAL EARTHWORKAND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. It is important that existing foundations be removed before site
development. The stripped or removed materials should not be mixed with any materials to be used
as structural fill, but they could be used in non-structural areas, such as landscape beds.
Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need
to remove the fill to achieve the required compaction. The following table presents recommended
relative compactions for structural fill:
Where: Minimum Relative Compaction is the ratio, expressed in
percentages, of the compacted dry density to the maximum dry
density, as determined in accordance with ASTM Test
Designation D 1557-91 (Modified Proctor).
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a
silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200
sieve should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our exploration and assume that the soil and groundwater conditions
encountered in the test borings are representative of subsurface conditions on the site. If the
subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary. Unanticipated conditions are commonly
encountered on construction sites and cannot be fully anticipated by merely taking samples in test
borings. Subsurface conditions can also vary between exploration locations. Such unexpected
GEOTECH CONSULTANTS, INC.
Goodwin JN 17260
June 21, 2017 Page 12
conditions frequently require making additional expenditures to attain a properly constructed
project. It is recommended that the owner consider providing a contingency fund to accommodate
such potential extra costs and risks. This is a standard recommendation for all projects.
The recommendations presented in this report are directed toward the protection of only the
proposed structure from damage due to slope movement. Predicting the future behavior of steep
slopes and the potential effects of development on their stability is an inexact and imperfect
science that is currently based mostly on the past behavior of slopes with similar characteristics.
Landslides and soil movement can occur on steep slopes before, during, or after the development
of property. The owner of any property containing, or located close to steep slopes must ultimately
accept the possibility that some slope movement could occur, resulting in possibie loss of ground or
damage to the facilities around the proposed residence.
This report has been prepared for the exclusive use of Roger and Jana Goodwin and their
representatives for specific application to this project and site. Our conclusions and
recommendations are professional opinions derived in accordance with our understanding of
current local standards of practice, and within the scope of our services. No warranty is expressed
or implied. The scope of our services does not include services related to construction safety
precautions, and our recommendations are not intended to direct the contractor's methods,
techniques, sequences, or procedures, except as specifically described in our report for
consideration in design. Our services also do not include assessing or minimizing the potential for
biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site
development.
ADDITIONAL SERVICES
Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and
observation services during construction. This is to confirm that subsurface conditions are
consistent with those indicated by our exploration, to evaluate whether earthwork and foundation
construction activities comply with the general intent of the recommendations presented in this
report, and to provide suggestions for design changes in the event subsurface conditions differ
from those anticipated prior to the start of construction. However, our work would not include the
supervision or direction of the actual work of the contractor and its employees or agents. Also, job
and site safety, and dimensional measurements, will be the responsibility of the contractor.
During the construction phase, we will provide geotechnical observation and testing services when
requested by you or your representatives. Please be aware that we can only document site work
we actually observe. It is still the responsibility of your contractor or on -site construction team to
verify that our recommendations are being followed, whether we are present at the site or not.
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 - 4 Test Boring Logs
Plate 5 Typical Footing Drain Detail
GEOTECH CONSULTANTS, INC.
Goodwin
June 21, 2017
J N 17260
Page 13
We appreciate the opportunity to be of service on this project. Please contact us if you have any
questions, or if we can be of further assistance.
TRC/DRW:mw
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
Thor Christensen, P.E.
D. Robert Ward, P.E.
Principal
l-7
GEOTECH CONSULTANTS, INC.
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(Source: Microsoft MapPoint, 2013)
VICINITY MAP
3128 Southwest 302nd Place
Federal Way, Washington
Job No: Date: Plate:
17260 1 June 2017 1
Pu
So
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GEOTECH
CONSULTANTS, INC.
:9
SIrFE EXPLORATION PLAN
3128 Southwest 302nd Place
Federal Way, Washington
Job No: Date: Plate:
17260 1 June 2017 No Scale 1 2
5
10
�Qr o'y��t�a���°�5et�oo��'e
O is �a
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BORING 1
Description
Grass and topsoil over:
Sp Brown SAND, fine to medium -grained, moist, loose
3 1
6 2 -becomes gray -brown
7 4
15r- I 1 21 15 11. 1 -becomes medium -dense and medium to coarse -grained, with gravel
20
4.1
M
34 6 SM Gray -brown silty SAND with gravel, medium to coarse -grained, moist to
very moist, dense
56 7 -becomes very dense
l Gray clayey SILT, plastic, very moist, hard
31 8 ,ML
11
* Test boring was terminated at 31.5 feet on June 6, 2017.
* No groundwater was encountered during drilling.
GEOTECH
CONSULTANTS, INC.
TEST BORING LOG
3128 Southwest 302nd Place
Federal Way, Washington
Job Date: Logged by. Plate:
17260 1 June 2017 1 TRC 1 3
o co
BORING 2
5
10
15
7 1
6 2
11 3
14 4
Description
Grass and topsoil over:
Brown SAND, fine to medium -grained, moist, loose
-becomes gray -brown
-becomes medium -dense
* Test boring was terminated at 11.5 feet on June 6, 2017.
* No groundwater was encountered during drilling.
GEOTECH
CONSULTANTS, INC.
TEST BORING LOG
3128 Southwest 302nd Place
Federal Way, Washington
Job Date: Logged by: Plate:
17260 1 June 2017 TRC 1 4
Slope backfill away from
foundation. Provide surface
drains where necessary.
Tightline Roof Drain
(Do not connect to footing drain)
Backfill
(See text for
requirements)
0
r
Nonwoven Geotextile
Filter Fabric 0
Washed Rock ILL. Possible Slab
(7/8" min. size)
-D -0
v v o ❑ v n •� �;<rS� _. -. 'a'pvD°•p'Q� Gv.p.a.0 ay. v'0 Pp°•pip apv.p Op
n e e 0 ert
v� ❑ oQ as oV 4•n.vpQ c :p v •Q.O v.°' •d.op4 �•d.op� ' >a.oG
aa❑eO �:: -..-. .v ..m.`".c ,. •v.,,'a °-n•o ..ti �n ;b ..ti �c-a
4 o v v. A• R' 1'
4" min. - t 4e°p^O �4J�e illi�lll�_ Vapor Retarder/Barrier and
e v
_ Capillary Break/Drainage Layer
(Refer to Report text)
4" Perforated Hard PVC Pipe
(Invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate outfall.
Place holes downward.)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for additional drainage, waterproofing, and slab considerations.
GEOTECH
CONSULTANTS, INC.
FOOTING DRAIN DETAIL
3128 Southwest 302nd Place
Federal Way, Washington
Job No:
Date:
Plate:
17260
I June 2017
I
5
i3l'�';'
BEYLER
Plan. Manage
LAKEWOOD OFFICE
5920 100TH ST SW, SUITE #25
Lakewood, WA 98499
phone: 253-301-4157
fax: 253-336-3950 ry
beylerconsulting.com w
01.2J09CCZSq'Q
60 30 0 60
000119
SCALE: 1" = 60'
LEGAL DESCRIPTION
XXXX(PROVIDE NEW LEGAL DESCRIPTION ONCE BLA IS
COMPLETE))OCX
THE EXISTING CULTURAL AND TOPOGRAPHICAL DATA
SHOWN ON THESE DRAWINGS HAS BEEN PREPARED, IN
PART, BASED UPON INFORMATION FURNISHED BY OTHERS.
WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE,
BEYLER CONSULTING CANNOT ENSURE ACCURACY AND
THUS IS NOT RESPONSIBLE FOR THE ACCURACY OF THAT
INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH
MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS
AS A RESULT.
ROOF:
PATIO;
SIDEWALK:
5,255 SF
1,307 SF
997 SF
SUBTOTAL:
6,137 SF
DRIVEWAY (PGIS):
3,926 SF
TOTAL:
11,265 SF
PERCENT DEVELOPED
IMPERVIOUS SURFACE:
21 %
MAIN FLOOR FFE
53.17 FT
LOWER FLOOR FFE:
43 FT
MAIN FLOOR AREA:
3,672 SF
LOWER FLOOR AREA:
2,368 SF
BUILDING ELEVATIONS/HEIGHT:
FRONT:
53125f FT
REAR:
43 / 35f FT
LEFT SIDE:
48 / 301 FT
RIGHT SIDE:
49.5 / 28.5t FT
4'AAAY�II,,••��vvv...e[[,,y���'�
Qy� AO
3
•SO' OHW SETBACK
%y q i
a°
nj
SET R- I S' I 1
SOUINEASTON IINE �` I l / /''/
FltOM CORNER I jl /I,
PROVIDE OUTFALL
PROTECTION ABOVE 111 it fl
BULKHEAD
10' x 14' storage h
SETTACK IN LEtO I///� ��
STEEP
SLOPE
AREA
STORM DRAIN TIGHT -LINE
TO PUGET SOUND UZI
4" HOPE MIN 2% SLOPE
p�ll1
50' STEEP
SLOPE BUFFER
UTILITIES WILL BE CONFIRMED BEFORE FINAL SUBMITTAL:
WATER: TACOMA PUBLIC UTILITIES
SEWER: LAKEHAVEN WATER & SEWER
ELECTRIC: PUGET SOUND ENERGY
GAS: PUGET SOUND ENERGY
THE EXISTING USE OF THE EXISTING STORAGE BUILDING
IS STORAGE. THE TWO EXISTING CARPORTS SERVE AS
VEHICLE PARKING. THE EXISTING HOUSE IS A -
SINGLE-FAMLLY DETACHED DWELLING. THE PROPOSED
HOUSE IS A SINGLE-FAMILY DETACHED DWELLING WITH A
THREE CAR GARAGE FOR VEHICLE PARKING.
PUGET pL
SOUND . 5Vj 34U
PROJECT
SITE
91,
W
a
m
33RD AVE SW �\
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O
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VICINITY MAP
N.T.S
7' x W landing PFP VI C4.1 S 1QAUJEC 5
vq\
t'J
0510112018
CONSTRUCTION TYPE. REDEVELOPMENT
PROPOSED OCCUPANCY: SINGLE FAMILY RESIDENCE
PARCEL NUMBER:
0121039070
SITE ADDRESS:
3128 SW 302ND PLACE
FEDERAL WAY, WA 98023
SITE AREA:
55,841 SF (1.282 ACRES)
ZONING:
RSZ2-1 UNIT
SETBACKS.
STREET.'
20'
INTERIOR:
5'
STEEP SLOPE BUFFER:
50'
BUFFER SETBACK:
5'
PROPOSED
RETAINING
WALL
PROJECTINFO
OWNER/CLJENT:
ENGINEER:
ROGER GOODWIN
BEYLER CONSULTING
— PROPOSED HOME
3128 SW 302ND PLACE
5920100TH ST SW, SUITE #25
5,255 SF
FEDERAL WAY, WA 98023
LAKEWOOD, WA 98499
425-894-6731
TEL: 253-301-4157
1
SURVEYOR:
I
CENTRE POINTE
1819 CENTRAL AVE S # 38
KENT, WA 98032
253-813-1901
VPROPIOSED
GARAGEPROPOSED
RECREATIONAL
CONCRETE PAD
STEEP ,
SLOPE TOP
5' STEEP SLOPE �'-
BUFFER BUILDING
SETBACK ? "
PROPOSED 5' SIDE CONCRETEYARDYARD r ""
PAD SETBACK
10' VEGETATIVE
FLOW PATH
CLEARING
MLTS
RECEIVED r
PROPOSED -
MAY 21 2W LANDSCAPINGAREA
CITY pF FEOERAL- WAY
oommuNiTY DEVELaPMEN r
- 2' DISPERSION TRENCH
PROPOSED MIN
IED DRIVEWAY
► WIDTH
5' SIDE
L
y
POOL YARD
SETBACK I
TREE TO BE REMOVED
•.'f'•
ROW
V�
20' FRONT
a �• h
YARD
SETBACK
Permit Number: P17487
Parcel Number: 0121039070 ADDlicant Name: ROGER GOODWIN
Site Address: 3128 SW 302ND PLACE FEDERAL WAY,WA 98023
Engineering
Scale: 1" = 60' Sheet C1 of C5
T
BEYLER
CONSULTING
Plan. Design. Manage
❑111 E STRUCT-AL 1 1A SUPVEVT- I PL'N""G
1R01=CT I1/1:1C_1- 1 11151-ITY I PERMIT E-DIT-
1. Hold the pre -construct on meeting, if required
2. Post sign with name and phone number of TESL supervisor (may be
consolidated with the required notice of construction sign).
3. Flag or fence clearing limits.
4. Install catch basin protection, if required.
5. Grade and install construction entrance(s)
6. Install perimeter protection (silt fence, brush barrier, etc.).
7. Construct sediment pond and traps, if required.
8. Grade and stabilize construction roads.
9. Construct surface water controls (interceptor dikes, pipe slope drains, etc.)
simultaneously with clearing and grading for project development.
10. Maintain erosion control measures in accordance with City of Federal Way
standards and manufacture's recommendations.
11. Relocate erosion control measure, or install new measures so that as site
coedltlnns change, the erosion and sediment control is always in
accordance with the City of Federal Way Erosion and Sedimentation Control
Standards.
12. Cover all areas that will be unworked for more than seven days during the
dry season or two days during the wet season with straw, wood fiber
mulch, compost plastic sheeting, or equivalent.
13. Stabilize all areas within seven days of reaching final grade.
14. Seed, sod, stabilize, or cover any areas to remain unworked for more than
30 days.
15. Upon completion of the projct stabilize all disturbed areas and remove
BMP's if apprpriate.
I
LAA OOD OFFICE T
5920 100TH ST SW, SUITE #25
Lakewood, WA 98499
phone: 3157 '
fax: 253-336-395-3950 '
beylerconsulting.com
1
"L3
EX HOUSE TO BE
DEMOLISHED
1,224 SF
EX ROCKERY TO
BE DEMOLISHED
K ssco
ARO
STEEP SL 9 FhU
} j f J / ♦ EXISTING 0510112018
CARPORT TO BE
f f , DEMOLISHED
$0 OHW SACK o� l µ
EX. CONC TO BE
DEMOLISHED (TYP)
�..
� 50'SiE•FP •• ' -
�v SLo )5 f ,'
Ill i ( BLrFFER S' d• ,
40 20 0 40
V '
SCALE: 1" = 40'
4
48- OEOD 3
FIR .. .
CLEARING
• d< �'. LIMITS
d ' 31,336 SF
FIR p 4•
POWER POLE• C.. SILT FENCE i
(TYP) G3
•sue.• _ ' •r - ,
EX STORAGE er , = .: d PROPERTY
BUILDING AND r y; BOUNDARY
CARPORT TO BE }}
DEMOLISHED Y . d
48' FIR y • , ,
, •nR
PERFORM SOIL AMENDMENT BMP'S � •
WITHIN SITE LIMITS ON ALL �?g
PERVIOUS SURFACES. SEE NOTES I
ON SHEET C5 nQ
EX POWER POLE TO BE REPLACED • p EX WATER METER �,
AND MOVED, PSE TO VERIFY FINAL a • FIR • +�
LOCATION BEFORE FINAL yLv1
SUBMITTAL •C� -t
INSTALL GRAVEL CONSTRUCTION d. 4
ENTRANCE KEEPING WITHIN THE � • •-- • ". � �� � • � . • � �.. ; ; : ; -
C3 ROADWAY LIMITS FOR A MINIMUM POWER POLE
OF 100' IN LENGTH
1 TREE TO BE • ems; '
REMOVED
POWERmA
2o1V
Engineering
Permit Number: P17487 Parcel Number: 0121039070 Applicant Name: ROGER GOODWIN Site Address: 3128 SW 302ND PLACE FEDERAL WAY WA98023 Scale: 1" = 4W eet C2 of C5
�1
,ti
LAK- OOD OFFICE
5920 100TH ST SW, SUITE #25
L.
Lakewood, WA 98499
r
phone: 253-301-4157
fax: 253-336-3950
BEYLERbeylerconsulting.com
CONSULTING
Plan. Design. Manage
CiVIL & STFII—RIL E-]NEEnirvG I LFrl.D SURV'EYlr4C I E :','I'.G
FaOjECT a rr AGEr e 7 ; FLAS[B]L i I P-1111T EXIEDITI—,
0p0
a
011,11OG
o�
so
l�
p o
v
R=25' M!N
6" MIN FOR RESIDENTIAL
SINGLE FAMILY LOTS
0
GEOTEXTILE
4" TO 6" QUARRY SPALLS
FOR RESIDENTIAL SINGLE
FAMILY LOTS
PROVIDE FULL WIDTH OF
INGRESS/EDGRESS AREA
CONSTRUCTION ENTRANCE DETAIL
C3 N.T.S
FILTER FABRIC MATERIAL IN
CONTINUOUS ROLLS USE
STAPLES OR WIRE RINGS TO
ATTACH FABRIC TO WIRE
GROUND WIRE MESH SUPPORT
V} N SURFACE -- _ FENCE FOR FILTER
FABRIC
6' MAX
BURY BOTTOM OF
FILTER MATERIAL,
7,,2-WOOD
6 "x8" TRENCH
POSTS. STANDARD
OR BETTER OR EQUIVALENT
WIRE MESH SUPPORT FENCE
(TO BE LOCATED ON THE
DOWNHILL SIDE OF THE FILTER
FABRIC)
FILTER FABRIC I � NJ �
MATERIAL 11 o Z
NATIVE OR WASHED MIN
GRAVEL BACKFILL,
314"-3" IN TRENCH
BURY BOTTOM OF FILTER
MATERIAL IN 8"x12" TRENCH
_ 2 FILTER FABRIC FENCE DETAIL
C3 N.T.S
1. MATERIAL SHALL BE 4 INCH TO 8 INCH QUARRY SPALLS (4 TO 6 INCH FOR RESIDENTIAL
SINGLE FAMILY LOTS) AND MAY BE TOP -DRESSED WITH 1 INCH TO 3 INCH ROCK. (STATE
STANDARD SPECIFICATIONS, SECTION 8-15.)
2. THE ROCK PAD SHALL BE AT LEAST 12 INCHES THICK AND 50 FEET LONG (20 FEET FOR
SITES WITH LESS THAN 1 ACRE OF DISTURBED SOIL). WIDTH SHALL BE THE FULL WIDTH
OF THE VEHICLE INGRESS AND EGRESS AREA. SMALLER PADS MAY BE APPROVED FOR
SINGLE-FAMILY RESIDENTIAL AND SMALL COMMERCIAL SITES.
3. ADDITIONAL ROCK SHALL BE ADDED PERIODICALLY TO MAINTAIN PROPER FUNCTION OF
PAD.
4. IF THE PAD DOES NOT ADEQUATELY REMOVE THE MUD FROM THE VEHICLE WHEELS, THE
WHEELS SHALL BE HOSED OFF BEFORE THE VEHICLE ENTERS A PAVED STREET. THE
WASHING SHALL BE DONE IN AN AREA COVERED WITH CRUSHED ROCK AND WASH WATER
SHALL DRAIN TO A SEDIMENT RETENTION FACILITY OR THROUGH A SILT FENCE.
S. GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS:
-GRAB TENSILE STRENGTH (ASTM D4751) - 200 PSI MIN.
-GRAB TENSILE ELONGATION (ASTM D4632) - 30% MAX
-MULLEN BURST STRENGTH (ASTM D3786-80a) - 400 PSI MIN.
-ADS (ASTM D4751) - 20 TO 45 (U.S. STANDARD SIEVE SIZE)
1. FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGTH OF
THE $ARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH
SHALL BE SPLICED TOGETHER ONLYAT THE SUPPORT POST, WITH A MINIMUM 6-INCH
OVERLAP, AND SECUREL Y FASTENED AT BOTH ENDS TO POST.
2. PAST SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE
GROUND (MINIMUM OF 30 INCHES).
3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8INCHES WIDEAN4 12 INCHES DEEP
ALONG THE LINE OF POST AND UPSLOPE FROM THE BARRIER. THIS TRENCH SHALL BE
BACKFILLED WITH WASHED GRAVEL.
4. WHEN STANDARD STRENGTH FILTER FABRIC 15 USED, A WIRE MESH SUPPORT FENCE SHALL
BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POST USING A HEAVY-PUTY WIRE
STAPLES AT LEAST I INCH LONG TTE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO
THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 24 INCHES
ABOVE THE ORIGINAL GROUND SURFACE.
5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE
AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED TO THE TRENCH. THE FABRIC SHAL L
NOT EXTEND MORE THAN 24 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER
FABRIC SHALL NOT BE STAPLED TO EXISTING TREES.
6. WHEN EXTRA -STRENGTH FILTER FABRIC AND CLOSER POST SPACING IS USED, THE WIRE
MESH SUPPORT FENCE MAYBE ELIMINATED. IN SUCH CASE, THE FILTER FABRIC IS STAPLED
OR WIRE DIRECTLY TO THE POST WITH ALL OTHER PROVISIONS OF ABOVE NOTES APPLYING
7. FILTER FABRIC FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE AREA HAS BEEN
PERMANENTLY STABILIZED.
8. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND A7
LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SMALL SE MADE
IMMEDIATELY.
9. SILT FENCES WILL BE INSTALLED PARALLEL TO ANY SLOPE CONTOURS.
10. CONTRIBUTING LENGTH TO FENCE WILL NOT BE GREATER THAN 100 FEET.
11. DO NOT INSTALL BELOW AN OUTLET PIPE OR WEIR.
12. INSTALL DOWNSLOPE OF EXPOSED AREAS.
13. DO NOT DRIVE OVER OR FILL OVER SILT FENCES.
Permit Number: P17487 Parcel Number: 0121039070 Applicant Name: ROGER GOODWIN Site Address: 3128 SW 302ND PLACE FEDERAL WAY WA 98023
0510112018
RECEIVED
MAY 0 3 2018
CITY OF FEDERAL WAY
COMMUNITY DEVELOPMENT
Engineering
Scale:I"= N/A Sheet C3 of C5
LAKEWOOD OFFICE n
5920 100TH ST SW, SUITE #25
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phone: - 3 6-395157 PROTECT P POSED DECK ),
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Permit Number: P17487 Parcel Number: 0121039070 Applicant Name: ROGER GOODWI
MAY 0 3 2018
CITY OF 1AL
g COMMUNf1Y D FEDE LOI KA
Engineering pp
Site Address: 3128 SW 302ND PLACE FEDERAL WAY WA 98023 Scale: 1" = 20' 5 C4 of C5
LAKEWOOD OFFICE
5920 TOOTH ST SW, SUITE #25
Lakewood, WA 98499
phone: 253-301-4157
fax: 253-336-3950
BEY L E R
beylerconsulting.com
CONSULTING
Plan. Design. Manage
CIVIL & 5TRUCTURAL ENGINEERING I LAND SURVEYING I PLANNING
PRO]ECT NI r,AGEr1ENT I FEA-11- TY I PERri1T EY.PEDITING
RESIDENTIAL DRAINAGE PLAN
A 10, VEGETATIVE BUFFER MUST BE PROVIDED FOR DRIVEWAY
SHEET FLOW DISPERSION. THE VEGETATIVE FLOW PATH MUST
BE COVERED WITH WELL ESTABLISHED VEGETATION TO
PREVENT EROSION AND PROMOTE PARTIAL INFILTRATION. FLOW
PATH SHALL CONSIST OF UNDISTURBED NATIVE OR AN AREA
THAT MEETS THE AMENDED SOILS NOTE ON THIS SHEET.
2'W GRAVEL TRANSITION
HMA DRIVEWAY
6- OF d. 75- TO 3" CRUSHED
MINUS OR EQUIVALENT.
MAY USE 1.5" TO 3" FOR BASE
AND 4" TO 1 " FOR TOP.
T TYPICAL GRAVEL DRIVEWAY SECTION
NOTE:
OWNER MAY WISH TO CONSTRUCT A CONCRETE OR ASPHALT DRIVEWAY
NOTES:
1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO
PREVENT POINT DISCHARGE AND/OR EROSION.
2. TRENCHES MAY BE PLACED NO CLOSER THAN 50 FEET
TO ONE ANOTHER. (100 FEET ALONG FLOWLINE)
3. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN
TO FOLLOW CONTOURS OF SITE.
4. THE END OF EACH PIPE RUN SHALL HAVE AN
ACCESSIBLE CLEAN OUT SWEEP. PIPE END SHOULD
BE VISIBLE OR THE LOCATION STAKED.
5. THE VEGETATIVE FLOW PATH MUST BE COVERED
WITH WELL ESTABLISHED VEGETATION TO PREVENT
EROSION AND PROMOTE PARTIAL INFILTRATION.
FLOW PATH SHALL CONSIST OF UNDISTURBED
NATIVE OR AN AREA THAT MEETS THE AMENDED
SOILS NOTE ON THIS SHEET
1. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED
TO THE CITY PRIOR TO, OR AT, THE PRECONSTRUCTION
MEETING.
2. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A
PROPERLY PREPARED FOUNDATION IN ACCORDANCE
WITH WSDOT SPECIFICATIONS. THIS SHALL INCLUDE
LEVELING AND COMPACTING THE TRENCH BOTTOM, THE
TOP OF FOUNDATION MATERIAL, AND REQUIRED PIPE
BEDDING, TO A UNIFORM GRADE SO THAT THE ENTIRE
PIPE IS SUPPORTED BY A UNIFORMLY DENSE
UNYIELDING BASE.
3. ALL PIPE IN THE ROW THAT IS IN EXCESS OF 18" IN
DIAMETER MUST BE PLAIN OR REINFORCED CONCRETE.
ADDITIONALLY, IF MORE THAN 100' OF NON CONCRETE
PIPE IS INSTALLED, THE PIPE MUST BE VIDEOED TO
VERIFY THE INTEGRITY OF THE COMPLETED SYSTEM. THE
CONTRACTOR SHALL PROVIDE A COPY OF THE VIDEO TO
THE CITY.
4. STORM PIPE WITHIN THE PUBLIC RIGHT OF WAY SHALL
HAVE A MINIMUM DIAMETER OF 12" (8" DIAMETER
DUCTILE IRON PIPE MAY BE PERMITTED ON CROSS
STREET LATERALS LESS THAN 66 FEET LONG, ONLY TO
AVOID UTILITY CONFLICT OR MEET SHALLOW GRADIENT
AS APPROVED BY THE PUBLIC WORKS DEPARTMENT.
5. STEEL PIPE SHALL BE GALVANIZED AND HAVE ASPHALT
TREATMENT #1 OR BETTER INSIDE AND OUTSIDE.
6. ALL DRAINAGE STRUCTURES, SUCH AS CATCH BASINS
AND MANHOLES, NOT LOCATED WITHIN A TRAVELED
ROADWAY OR SIDEWALK SHALL HAVE SOLID LOCKING
LIDS. ALL DRAINAGE STRUCTURES ASSOCIATED WITH A
PERMANENT RETENTION/DETENTION FACILITY SHALL
HAVE SOLID LOCKING LIDS.
7. ALL DRIVEWAY CULVERTS LOCATED WITHIN THE
RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO
PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF
DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS
SHALL HAVE BEVELED END SECTIONS TO MATCH THE
SIDE SLOPES.
8. ROCK FOR EROSION PROTECTION OF DITCHES,
CHANNELS AND SWALES, WHERE REQUIRED, MUST BE
OF SOUND QUARRY ROCK, PLACES TO A DEPTH OF ONE
FOOT AND MUST MEET THE FOLLOWING
SPECIFICATIONS: 4"-B" ROCK/40%-70% PASSING; 2"-4"
ROCK/30%-40% PASSING; AND -2" ROCK/10%-20%
PASSING. INSTALLATION SHALL BE IN ACCORDANCE
WITH KCRS, OR AS AMENDED BY THE APPROVED PLANS.
RECYCLED ASPHALT OR CONCRETE RUBBLE SHALL NOT
BE USED.
9. LOTS NOT APPROVED FOR INFILTRATION SHALL BE
PROVIDED WITH DRAINAGE OUTLETS (STUB -OUTS)
SHALL CONFORM TO THE FOLLOWING:
A. EACH OUTLET SHALL BE SUITABLY LOCATED AT THE
LOWEST ELEVATION ON THE LOT, SO AS TO SERVICE ALL
FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS,
DRIVEWAYS, YARD DRAINS, AND ANY OTHER SURFACE
OR SUB -SURFACE DRAINS NECESSARY TO RENDER THE
LOTS SUITABLE FOR THEIR INTENDED USE. EACH
OUTLET SHALL HAVE FREE -FLOWING, POSITIVE
DRAINAGE TO AN APPROVED STORMWATER CONVEYANCE
SYSTEM OR TO AN APPROVED OUTFALL LOCATION.
B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A
FIVE-FOOT HIGH, 2X4 STAKE MARKED "STORM". THE
STUB OUT SHALL EXTEND ABOVE SURFACE LEVEL, BE
VISIBLE AND BE SECURED TO THE STAKE.
C. PIPE MATERIAL SHALL CONFORM TO UNDERDRAIN
SPECIFICATIONS DESCRIBED IN KCRS AND, IF NON
METALLIC, THE PIPE SHALL CONTAIN WIRE OR OTHER
ACCEPTABLE DETECTION.
D. DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE
SYSTEMS DESIGNED TO CONVEY FLOWS THROUGH
INDIVIDUAL LOTS.
E. THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR
COORDINATING THE LOCATIONS OFALL STUB -OUT
CONVEYANCE LINES WITH THE RESPECT TO THE
UTILITIES (I.E. POWER, GAS, TELEPHONE, TELEVISION).
F. ALL INDIVIDUAL STUB -OUTS SHALL BE PRIVATELY
OWNED AND MAINTAINED BY THE LOT HOMEOWNER.
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE
FEDERAL WAY REVISED CODE (FWRC), APPLICABLE
ORDINANCES, AND THE CITY COUNCIL CONDITIONS OF
PROJECT APPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED
BY THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND
MUNICIPAL CONSTRUCTION (WSDOT/APWA), THE KING COUNTY
ROAD STANDARDS (KCRS), AND THE KING COUNTY SURFACE
WATER DESIGN MANUAL (KCS WDM). IT SHALL BE THE SOLE
RESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL
ENGINEER TO CORRECT ANY ERROR, OMISSION, OR VARIATION
FROM THE ABOVE REQUIREMENTS FOUND IN THESE PLANS. ALL
CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR
LIABILITY TO THE CITY OF FEDERAL WAY.
2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN
REVIEWED ACCORDING TO THE FEDERAL WAY ENGINEERING
REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEEN
OVERLOOKED OR MISSED BY THE CITY ENGINEERING PLAN
REVIEWER. ANY VARIANCE FROM ADOPTED STANDARDS IS NOT
ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF
FEDERAL WAY, PRIOR TO CONSTRUCTION.
3. APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN
DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER
CONSTRUCTION (LE. DOMESTIC WATER CONVEYANCE, SEWER
CONVEYANCE, GAS, ELECTRICITY, ETC.)
4. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A
PRECONSTRUCTION MEETING MUST BE HEW BETWEEN THE
APPLICANTS
CITY OF FEDERAL WAY, THE APPLICANT, AND THE
CONSTRUCTION REPRESENTATIVE.
5. A SIGNED COPY OF THESE APPROVED PLANS MUST BE ON THE
JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS.
6. CONSTRUCTION NOISE AND ACTIVITY (ON PRIVATE PROPERTY)
SHALL BE LIMITED AS PER FWRC (SECTION 19.105.040);
NORMALLY THIS IS 7:00 AM TO 8: 00 PM, MONDAY THROUGH
FRIDAY, AND 9: 00 AM TO 8: 00 PM ON SATURDAYS.
7. CONSTRUCTION ACTIVITY WITHIN CITY RIGHT-OF-WAYS SHALL
BE LIMITED TO THE HOURS OF 8:30 AM TO 3:00 PM.
8. IT SHALL BE THE APPLICANTS/CONTRACTOR'S RESPONSIBILITY
TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY
BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD
RIGHT-OF-WAY.
9, FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE
NOT SHOWN ON THIS APPROVED PLANS SHALL NOT BE
CONSTRUCTED UNLESS AN APPROVED SET OF PLANS THAT
MEET ALL CITY REQUIREMENTS AND THE REQUIREMENTS OF
KCRS CHAPTER 8 ARE SUBMITTED TO THE CITY OF FEDERAL
WAY AT LEAST THREE DAYS PRIOR TO CONSTRUCTION.
10. VERTICAL DATUM SHALL BE KCAS OR NGVD-29
11. GROUND WATER SYSTEM CONSTRUCTION SHALL BE WITHIN A
RIGHT OF WAY OR APPROPRIATE DRAINAGE EASEMENTS, BUT
NOT UNDERNEATH THE ROADWAY SECTION. ALL
GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN
ACCORDANCE WITH THE WSDOT/APWA STANDARD
SPECIFICATIONS.
12. ALL UTILITY TRENCHES IN THE RIGHT OF -WAY SHALL BE
SACKFILLED S/8" CRUSHED ROCK AND COMPACTED TO 95%
DENSITY. WHEN TRENCH WIDTH IS 18 INCHES OR LESS, AND
IS WITHIN THE TRAVELED WAY, TRENCH WILL BE BACKFILLED
WITH CONTROL DENSITY FILL (SELF -COMPACTED FLOWABLE
FILL) AS DEFINED BY WASHINGTON AGGREGATES AND
CONCRETE ASSOCIATION. THE AGGREGATE WILL BE 3/8-INCH
MINUS.
13. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND
COMPACTED TO 9501a DENSITY IN ACCORDANCE WITH
WSDOT2-06.3.
14. OPEN CUTTING OF EXISTING ROADWAYS IS NOTALLOWED
UNLESS SPECIFICALLY APPROVED BY T14C PUBLIC WORKS
DIRECTOR AND NOTED ON THESE APPROVED PLANS. ANY OPEN
CUT SHALL BE RESTORED IN ACCORDANCE WITH KCRS
8.03(b)3.
15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING
ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE
EQUIPMENT, FLAGGERS, AND OTHER NEEDED ACTIONS TO
PROTECT LIFE, HEALTH, AND SAFETY OF THE PUBLIC AND TO
PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE
OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN
THE TRA VELED RIGHT -OF- WAY THAT MAY INTERRUPT- NORMAL
TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR
EACH LANE OF TRAFFIC AFFECTED. ALL SECTIONS OF THE
WSDOT STANDARD SPECIFICATIONS 1-07.23 - TRAFFIC
CONTROL, SHALL APPLY.
Engineering
Permit Number: P17487 Parcel Number: 0121039070 Applicant Name: ROGER GOODWIN Site Address: 3128 SW 302ND PLACE FEDERAL WAY WA 98023 Scale: 1" = I
0510112018
16. CONTRACTOR SHALL PROVIDE AND INSTALL AL REGULATORY
AND WARNING SIGNS PER THE LATEST EDITION OF MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).
17. ALL UTILITIES SHALL BE ADJUSTED TO FINAL GRADE AFTER
PAVING ASPHALT WEARING COURSE.
18. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK
STABILIZATION AND EROSION ONLY. ROCKERIES SHALL NOT BE
CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES
SHALL BE CONSTRUCTED IN ACCORDANCE WITH CFW DRAWING
NUMBERS 3-22 3-23, ROCKERIES MAY NOT EXCEED SIX FEET IN
HEIGHT FOR CUT SECTIONS OR FOUR FEET IN HEIGHT FOR FILL
SECTIONS UNLESS DESIGNED BYA GEOTECHNICAL OR
STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON.
THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN
UNDISTURBED STATE TO THE MAXIMUM EXTENT PRACTICABLE.
ANY DUFF LAYER OR TOPSOIL REMOVED DURING GRADING SHALL
BE STOCKPILED ON -SITE IN A DESIGNATED CONTROLLED AREA
NOTADIACENT TO PUBLIC RESOURCES AND CRITICAL AREAS. THB
MATERIAL SHALL BE REAPPLIED TO OTHER PORTIONS OF THE SITE
WHERE FEASIBLE. AREAS THAT HAVE BEEN CLEARED AND GRADED
SHALL HAVE THE SOIL MOISTURE HOLDING CAPACITY RESTORED
TO THAT OF THE ORIGINAL UNDISTURBED SOIL NATIVE TO THE
SITE TO THE MAXIMUM EXTENT PRACTICABLE. THE SOIL IN ANY
AREA THAT HAS BEEN COMPACTED OR THAT HAS HAD SOME OR
ALL OF THE DUFF LAYER OR UNDERLYING TOPSOIL REMOVED
SHALL BE AMENDED To M177GAT€ FOR LOST MOISTURE -HOLDING
CAPACITY. THE AMENDMENT SHALL TAKE PLACE BETWEEN MAY I
AND OCTOBER 1.
SOIL AMENDMENT OPTIONS:
OPTION 1: LEAVE NATIVE SOIL UNDISTURBED AND PROTECT FROM
COMPACTION
OPTION 2: AMEND SOIL IN PLACE. MIX 1.75 INCHES OF
PREAPPROVED COMPOST 8 INCHES DEEP. SEE A LIST
OF COMPOST FACILITIES AT
HTTp://WWW. ECY. WA. GOV/PROGRAMS
/SWFA/COMPOAST/
OPTION 3: IMPORT TOPSOIL CONTAINING APPROXIMATELY 75-80%
SANDY LOAM AND 20-30% COMPOST.
OPTION 4: STOCKPILE SITE SOIL, REAPPLY, AMEND IN PLACE.
REAPPLY STOCKPILED SOIL AND AMEND IN PLACE WITH
1.75INCHES OF COMPOAST, FOR A COMBINED
MINIMUM DEPTH OF 8 INCHES OF SOIL AND COMPOST.
REPLACED TOPSOIL SHALL BE A MINIMUM OF EIGHT INCHES
THICK, UNLESS THE APPLICANT DEMONSTRATES THAT A
DIFFERENT THICKNESS WILL PROVIDE CONDITIONS EQUIVALENT
TO THE SOIL MOISTURE -HOLDING CAPACITY NATIVE TO THE SITE.
REPLACED TOPSOIL SHALL HAVE AN ORGANIC MATTER CONTENT
OF BETWEEN EIGHT TO THIRTEEN PERCENT DRY WEIGHT AND A PH
SUITABLE FOR THE PROPOSED LANDSCAPE PLANTS.
FOOTING
r DRAIN NOTE
r■ ■:�A►ai:�i • ••• DRAIN.
MAY 0 3
Sheet C5 of C5
EXHIBIT "B"
CITY OF FEDERAL WAY LOT LINE ELIMINATION
S W- S W 1, T. 21 N. , R. 3 E. , W.M.
NEW DESCRIPTION:
BEGINNING AT THE SOUTHEAST CORNER OF GOVERNMENT LOT 4 IN
SECTION 1, TOWNSHIP 21 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN,
IN KING COUNTY, WASHINGTON:
THENCE NORTH 89'56'30" WEST ALONG SAID SECTION LINE 701.45 FEET;
THENCE NORTH 14'12'50" EAST 214.11 FEET TO A POINT OF CURVE;
THENCE ON THE ARC OF SAID CURVE TO THE RIGHT HAVING A RADIUS OF
225.54 FEET, A DISTANCE OF 172 FEET TO A POINT OF TANGENT;
THENCE NORTH 57'54'30' EAST 20.65 FEET TO THE TRUE POINT OF
BEGINNING;
THENCE NORTH 41'49'00" WEST 619.97 FEET TO THE GOVERNMENT
MEANDER LINE;
THENCE ALONG SAID MEANDER LINE NORTH 8'52'45" EAST 95 FEET;
THENCE SOUTH 37'09'20' EAST 684.49 FEET TO THE NORTHERLY LINE
OF GEORGIAN AVENUE (EXTENDED);
THENCE SOUTH 57'54'30" WEST 18.12 FEET TO THE TRUE POINT OF
BEGINNING;
TOGETHER WITH SECOND CLASS TIDELANDS, AS CONVEYED BY THE STATE
OF WASHINGTON. TO THE LINE OF EXTREME LOW TIDE, SITUATE IN
FRONT OF, ADJACENT TO OR ABUTTING THEREON;
AND TOGETHER WITH THAT PORTION OF LAND DESCRIBED AS FOLLOWS;
BEGINNING ON THE SOUTHERLY LINE THEREOF 325 FEET NORTHWESTERLY
OF THE SOUTHEAST CORNER;
THENCE SOUTH 48*11'00" WEST 10 FEET;
THENCE NORTH 41'49'00" WEST 130 FEET MORE OR LESS;
THENCE NORTHEASTERLY TO A POINT WHICH BEARS NORTH 41*49'00"
WEST FROM THE POINT OF BEGINNING;
THENCE SOUTH 41'49'00" EAST 130 FEET TO THE POINT OF BEGINNING.
AND
BEGINNING AT A POINT 701.56 FEET NORTH 89'56'30" WEST FROM THE
SOUTHEAST CORNER OF GOVERNMENT LOT 4, SECTION 1, TOWNSHIP 21 NORTH,
RANGE 3 EAST, W.M., IN KING COUNTY, WASHINGTON;
THENCE NORTH 14'12'50' EAST 214.11 FEET;
THENCE NORTHEASTERLY ALONG THE ARC OF A CURVE TO THE RIGHT WHOSE
RADIUS IS 225.54 FEET, A DISTANCE OF 172 FEET TO THE TRUE POINT OF
BEGINNING;
THENCE NORTH 57'54'30" EAST 20.65 FEET;
THENCE NORTH 41'49'WEST 61B.97 FEET TO THE GOVERNMENT MEANDER LINE;
THENCE ALONG SAID MEANDER LINE SOUTH 8'52'45' WEST A DISTANCE OF
89 FEET;
THENCE SOUTH 46'46'40" EAST A DISTANCE OF 561.24 FEET TO THE TRUE
POINT OF BEGINNING;
TOGETHER WITH THE TIDELANDS ADJACENT THERETO;
EXCEPT THE FOLLOWING DESCRIBED PROPERTY:
BEGINNING ON THE NORTHERLY LINE THEREOF 325 FEET NORTHWESTERLY OF
THE EASTERLY LINE;
THENCE SOUTH 48*11-00- WEST 10 FEET;
THENCE NORTH 41'49'00" WEST 130 FEET;
THENCE NORTHEASTERLY TO A POINT WHICH BEARS NORTH 41'49'00" WEST
FROM THE POINT OF BEGINNING;
THENCE SOUTH 41'49'00" EAST 130 FEET, MORE OR LESS, TO THE POINT
OF BEGINNING;
TOGETHER WITH THOSE CERTAIN TIDELANDS ADJACENT TO AND ABUTTING
UPON THE FOLLOWING DESCRIBED PROPERTY:
THE NORTHERLY ONE HALF OF:
BEGINNING AT A POINT 701.56 FEET NORTH 69'56'30' WEST FROM THE
SOUTHEAST CORNER OF GOVERNMENT LOT 4, SECTION 1, TOWNSHIP 21 NORTH,
RANGE 3 EAST OF THE W.M. IN ICING COUNTY, WASHINGTON;
THENCE NORTH 14'12'50' EAST 214.11 FEET:
THENCE CONTINUING ALONG THE WESTERLY MARGIN OF GEORGIAN AVENUE A
DISTANCE OF 148.67 FEET TO THE POINT OF BEGINNING;
THENCE NORTH 51'48'15' WEST A DISTANCE OF 512.47 FEET TO THE
GOVERNMENT MEANDER LINE;
THENCE NORTH 8'52'45' EAST ALONG SAID MEANDER LINE A DISTANCE OF
82 FEET;
THENCE SOUTH 46'46'40' EAST A DISTANCE OF 561.24 FEET;
THENCE SOUTHERLY ALONG THE WEST MARGIN OF GEORGIAN AVENUE A
DISTANCE OF 23.23 FEET TO POINT OF BEGINNING.
CENTR)ANU
P
14209 29th Street East, #105 — Sumner, WA 98390
253-987-5924 main 253-987-7859 fax
RECEIVE[)
MAY 0 3 2013
CITYCOMMUNED FEDERAL WAY
EVELOPMENT
OF It A Sh
U BM1iT-r ED CommuNrrY DEVELOPMENT DEPARTMENT
33325 8`h Avenue South
Federal Way, WA 98003
CITY OF4�'� i�253-835-2607; Fax 253-835-2609
Federal Way „ ,%Nv.citvol7edera1wm.com
gry OF FEDEP--�L WAY
COMMUNMY DEVELOPMEM
SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT
EXEMPTION APPLICATION
File # / 9 ` J-jQ / / / '� ._ S tJ
TO BE COMPLETED BY APPLICANT
Project Name:
Project Address: 3 ! 3 Z -` 1 Z8 SLR 30�► C� E'-
Applicant:. %CFIL P ► E f&I
Mailing Address: 1)f�S -F - ,57 ? _
Phone Number: 9CIL4 • &731 Email:
Description of Project: 1 h 5 -tzqr in C
Meets the criteria for exemption under which section of * WAC 173-27-040:
*Washington Administrative Code online: 7L5.le.wX.Lo�
Applicant's Signature Date
Bulletin #143 —March 25, 2013 1 of 2 k:\Ilandouts\,Shoreline Exemption
To BE COMPLETED BY STAFF
1) The proposed development is consistent with Section of WAC 173-27-040
and is therefore exempt from the Substantial Development Permit Process.
Yes ❑ No (explanatory narrative attached)
2) Proposal requires:
Yes No
❑ q Shoreline Variance
❑ Rr Shoreline Conditional Use
❑ X Review, Approval or Permit by other State or Federal Agency
3) Proposal complies with applicable provisions of the City's Shoreline Master Program.
0 Yes ❑ No Condition(s) attached: ❑ Yes "A No
4) In accordance with FWRC Section 15.05.130, this application is hereby:
Approved ❑ Denied
hector, Community Development Department Date
Distribution:
❑ Applicant
)0 Owner
5K File
❑ Outside Agency
Bulletin 4143 — March 25, 2013 2 of 2 k:\Handouts\Shoreline Exemption
- It) III 9 S
L-9
King County
Department of Permitting
and Environmental Review
Residential Site Plan Template
Ref: KCC 21a.12.030
Max. Impervious Surface Allowed
Max. Bldg. Height Allowed
Ref: KCC 21a.12.170
Min. Blg. Setback From Street
Min. Garage Setback From Street
Min. Big. Setback From Interior
Permit Center validation:
o Zoning
o Site Review Not Applicable
Validated Signature
Login Initials Date:
Engineering / Drainage Approval
Signature:
Date:
Critical Areas Approval
Signature:
Date:
Clearing / Grading Approval
Signature:
Date:
Fire Approval
Signature:
Date:
Permit Number: P17487 Parcel
R",
BEYLER
CONSULTING
Plan. Design. Manage
CIVIL & STRUCTURAL ENGINEERING I LAND SURVEYING I PLANNING
PROJECT MANAGEMENT I PEAS IS I L ITY I PERMIT EXPEDITING
LAKEWOOD OFFICE
I N 4R ~ O I�q't+
5920 100TH ST SW, SUITE #25
Ir V
Lakewood, WA 98499
phone: 253-301-4157
fax: 253-336-3950
T, per$
SNOQUALMIE OFFICE
a�2103 ryQ
35312 SE Center Street
8
Snoqualmie, WA 98065
Phone: 425-392-8055
z
Fax: 425-392-0108
bey lerconsulting,Com ems, i
60 30 0 60
SCALE: 1" = 60'
ROOF:
SIDEWALK:
5,255 SF
B82 SF
SUBTOTAL:
6,137 SF
CONCRETE DRIVEWAY (PGHS):
3,571 SF
GRAVEL DRIVEWAY PGHS :
2,215 SF
SUBTOTAL:
5,766 SF
TOTAL:
11,923 SF
PERCENT DEVELOPED
IMPERVIOUS SURFACE:
21 %
MAIN FLOOR FFE:
53
LOWER FLOOR FFE:
43
MAIN FLOOR AREA:
3,872 SF
LOWER FLOOR AREA:
2,368 SF
BUILDING ELEVATIONS/HEIGHT:
FRONT:
53125t FT
REAR:
43 / 35t FT -
LEFT SIDE:
48 / 30t FT -
RIGHT SIDE:
49.5 / 28.53- FT
i
I
4
y4.
WM Q%a • W"a m"A"
SET REEAR -1
SO—" uNE
MOM CORNER r
STEEP !`
SLOPE
AREA
sou A sW 30 pL
PROJECT
SITE
�p PL
A! 3 Z w
m
33RD AVE SW �\
7
VICINITY MAP
N.T.S
r�
PROPOSED
STAIRWAY
TO BEACH
LLMC, (15e
y
PROPOSED
y
��)
LANDSCAPING
i
11
AREA
1
N 1
P�
ROCKERY TO BE
�DEMOLISNED
r PROPOSED HOME
SET TACK IN
1
50'S P „
rT� EXISTING PARKING
Z.}
PROPOSED PARKING
IaT 6563 ':r�•. -
y j.
LEGAL DESCRIPTION
XXXX(PROVIDE NEW LEGAL DESCRIPTION ONCE BLA IS
COMPLETE)XXX
CONSTRUCTION TYPE: REDEVELOPMENT
PROPOSED OCCUPANCY: SINGLE FAMILY RESIDENCE
PARCEL NUMBER:
0121039070
SITE ADDRESS:
3128 SW 302ND PLACE
FEDERAL WAY, WA 98023
SITE AREA:
55.841 SF (1.282 ACRES)
ZONING:
RS7.2-1 UNIT
SETBACKS:
STREET:
20'
INTERIOR:
5'
STEEP SLOPE BUFFER:
41'
BUFFER SETBACK:
5'
EXISTING PARKING STALLS: 4
PROPOSED PARKING STALLS:
4
OWNERICLIENT:
ENGINEER:
ROGER GOODWIN
BEYLER CONSULTING
3128 SW 302ND PLACE
5920 100TH ST SW, SUITE #25
FEDERAL WAY, WA 98023
LAKEWOOD, WA 98499
425-894-6731
TEL: 253-301-4157
SURVEYOR:
CENTRE POINTE
1819 CENTRAL AVE S # 38
KENT, WA 98032
253-813-1901
THE EXISTING CULTURAL AND TOPOGRAPHICAL DATA
SHOWN ON THESE DRAWINGS HAS BEEN PREPARED, IN
PART, BASED UPON INFORMATION FURNISHED BY OTHERS.
WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE,
BEYLER CONSULTING CANNOT ENSURE ACCURACY AND
THUS 15 NOT RESPONSIBLE FOR THE ACCURACY OF THAT
INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH
MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS
AS A RESULT.
RESUBMII I tU
7L - BUFFER—
:h':.
:FP
��� ...: _'�,. MAR 16
F � STEEP Po.m ra e• .. %? . ' " .II .3•,••, (� .].. ' t PROPOSED
SLOPE TOP s +, ql LANDSCAPING
__ FEDERAL
5' STEEP SLOPE y �,- �} = AREA CrfY OF WAY
BUFFER BUILDING �1,AMMJNfIY �EIIl=i QPIJ4=�-T
SETBACK
NG 5' SIDE —
APPROVEL5
YARD r F NEIGHBOR5'SIDE
SETBACK i Pc�i `.+ DRIVEWAY YARD
' V:_ SETBACK
PLANNING - r- �^
`�' •'' 8.25' EXISTING
, ? GRAVEL DRIVEWAY
T! of Fad" Way
10' PROPOSED MIN . �.
DRIVEWAY WIDTH "1:'• ;
apt. of DeveI ent ' f r
� ROW
.:.• i
PROPOSED s LIN�
rmft 14`,_'" 11 III I� LANDSCAPING "
THE EXISTING USE OF THE EXISTING STORAGE BUILDING ^ _ JJAREA E
IS STORAGE. THE TWO EXISTING CARPORTS SERVE AS
VEHICLE PARKING, THE EXISTING HOUSE 15 A
SINGLE-FAMLLY DETACHED D WELLING. THE PROPOSED
HOUSE IS A SINGLE-FAMILY DETACHED DWELLING WITH
THREE CAR GARAGE FOR VEHICLE PARKING.
20' FRONT �. r
NEIGHBOR YARD
DRIVEWAY SETBACK
M1fA KM
Engineering
Number: 0121039070 Applicant Name: ROGER GOODWIN
Site Address: 3128 SW 302ND PLACE FEDERAL WAY WA 98023 Scale: 1" = 60' Sheet C1 of C3
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