HomeMy WebLinkAboutPermit File BLD-2018-0319 3932 Rock Ridge Parkway (2)'"S� � � C3 _ City of Anacortes Invoice/Permit #: BLD-2018-0319
� �- ` 904 6th Street
Applied date: 05/22/2018
_' P.O.Box 547 Issue date:
�_ � � WA 98221-0547
K;�, '�� Anacortes, Expire date: 11/18/2019
- '�A� (360) 293-1901
Job Address: 3932 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit
ANACORTES WA 98221 Project:
APN:
Remarks: Construct single family residence per approved plans
Owner: DOUG GRIFFITH Contractor: STRANDBERG CONSTRUCTION
Address: PO BOX 1813 Address: PO BOX 319
ANACORTES WA 98221 ANACORTES WA 98221-0319
Phone: Phone: (360) 293-7431
License #:
General Information: Fees:
Building valuation 505000 Plan Review Deposit
Building Permit Fee
Plan Review Fee
State Building Code Fee
Sewer Inspection Fee
Storm Drain GFC-Residential
Sewer GFC-Residential
Park Impact Fee
Traffic Impact Fee
Total Calculated:
Deposits/Receipts:
Total Due:
200.00
3,257.50
1,917.38
4.50
50.00
1,597.48
9,482.66
615.00
2,641.40
19, 765.92
0.00
19, 765.92
G i - rt
: r '! ...I
41.1 lj j n 1 Ir!
? _I
ti !J
T
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN: ,180 DAYS, :_QFK IF.
CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK It.1 COMMENCED. !;b
HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECTALL PROVI . 10
OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR -NQ, THEW
GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER ;STATE -.OR
LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. c !
! !WI 1 f
r
SIGNATURE OF OWNER OR AUTHORIZED AGENT
ljrc� �S,ccEPt O�ra�N bE Z=4;,LzeT
C Y Planning, Community, & Economic Development Departm
PO Box 547, Anacortes, WA 98221 cop
r
PH: 360.299.1984
K.T.,
13 Elements of SWPPP
(Construction Stormwater Pollution Prevention Plan)
Please check off boxes to show that each element has been read and understood. Provide details where
applicable and if certain aspects are unnecessary or exempt, clearlyjustify. Details of the 13 Elements
and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for
Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning,
Community, & Economic Development Department, as well as under Stormwater on the Engineering
Division of Public Work's page.
OwnerName:_'DOWit PATRICLA &V-1rf 11
Site Address: �q32 ROGK FZt 9ftiS PPtRKW;.
`''
The Stormwater checklist or building permit determined that:
❑ The 13 elements must be addressed for
construction activity adding under 2,000
sq. ft. of hard surface area.
❑ These elements must be addressed for
construction activity adding 2,000 sq. ft.
or more of hard surface area. This means
that an attached narrative and site plan
are required with this document.
Under each element, explain the best management practices (BMPs) used or justify reasoning
for those that will not be used. If needed, please attach a narrative to further explain plans or
justification.
ELEMENT 1: Preserve Vegetation/Mark Clearing Limits
❑ Before beginning land disturbing activities, including clearing and grading, clearly mark all
clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the
construction area.
❑ Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the
maximum degree practical.
t�N
'— 5 Ci'e
VTR. ��ma L?�sGZ34�
March, 2017
r-
ELEMENT 2: Establish Construction Access
❑ Limit construction vehicle access and exit to one route, if possible.
❑ Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to
minimize tracking onto roads.
❑ Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in
preventing tracking sediment onto roads.
❑ If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or
more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling,
sweeping, or pick up and transport the sediment to a controlled sediment disposal area.
❑ Conduct street washing only after sediment is removed in accordance with the above bullet.
❑ Control street wash wastewater by pumping back on site or otherwise preventing it from
discharging into systems tributary to waters of the State.
C O N S `r�`rc n n �U /�r CL E S S � Yh P CID 5 �-o B E I ►.► 5 Ttii--�t.-ECG PTV U /2
Tb ce)NSM%j c r1 oN Lti%joMK •
ELEMENT 3: Control Flow Rates
❑ Protect properties and waterways downstream of development sites from erosion and the
associated discharge of turbid waters due to increases in the velocity and peak volumetric flow
rate of stormwater runoff from the project site.
❑ Where necessary to comply with the bullet above, construct stormwater retention or detention
facilities as one of the first steps in grading. Assure that detention facilities function properly
before constructing site improvement (e.g. impervious surfaces).
❑ If permanent infiltration ponds are used for flow control during construction, protect these
facilities from siltation during the construction phase.
�I t�s�.►t2n.L V EL��T�'R�J `iU Sl.o� L�,bTt� � 1!r at�l � ' �arc� Sfi� -
BMP
ELEMENT 4: Install Sediment Controls
❑ Design, install, and maintain effective erosion controls and sediment controls to minimize the
discharge of pollutants.
❑ Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in
grading. These BMPs shall be functional before other land disturbing activities take place.
❑ Minimize sediment discharges from the site. The design, installation and maintenance of erosion
and sediment controls must address factors such as the amount, frequency, intensity and
duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics,
including the range of soil particle sizes expected to be present on the site.
❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate
sediment removal BMP, before the runoff leaves a construction site or before discharge to an
Page 2 of 8
March, 2017
infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment
removal BMP, but must meet the flow control performance standard in Element #3, bullet #1.
❑ Locate BMPs intended to trap sediment on -site in a manner to avoid interference with the
movement of juvenile salmonids attempting tWe" eI off -channel areas or drainages.
❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated
areas to increase sediment removal, and maximize stormwater infiltration.
❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface
to avoid discharging sediment that is still suspended lower in the water column.
iWIN
► r ? J• • .
ELEMENT 5: Stabilize Soils
❑ Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion.
Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding,
mulching, plastic covering, erosion control fabrics and matting, soil application of
polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust
control.
❑ Control stormwater volume and velocity within the site to minimize soil erosion.
❑ Control stormwater discharges, including both peak flow rates and total stormwater volume, to
minimize erosion at outlets and to minimize downstream channel and stream bank erosion.
❑ Soils must not remain exposed and unworked for more than the time periods set forth below to
prevent erosion.
o During the dry season (May 1— Sept 30): 7 days
o During the wet season (Oct 1— Apr 30): 2 days
❑ Stabilize soils at the end of the shift before a holiday or weekend if needed based on the
weather forecast.
❑ Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where
possible, be located away from storm drain inlets, waterways, and drainage channels.
❑ Minimize the amount of soil exposed during construction activity.
❑ Minimize the disturbance of steep slopes.
❑ Minimize soil compaction and, unless infeasible, preserve topsoil.
ELEMENT 6: Protect Slopes
❑ Design and construct cut -and -fill slopes in a manner to minimize erosion. Applicable practices
include, but are not limited to, reducing continuous length of slope with terracing and
diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking).
March, 2017
❑ Divert off -site stormwater (run-on) or ground water away from slopes and disturbed areas with
interceptor dikes, pipes, and/or swales. Off -site stormwater should be managed separately from
stormwater generated on the site.
❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent
erosion.
o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated
using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the
developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by
an approved continuous runoff model, increased by a factor of 1.6, may be used. The
hydrologic analysis must use the existing land cover condition for predicting flow rates
from tributary areas outside the project limits. For tributary areas on the project site,
the analysis must use the temporary or permanent project land cover condition,
whichever will produce the highest flow rates. If using the Western Washington
Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as
"landscaped" area.
o Where 15-minute time steps are available in an approved continuous runoff model, they
may be used directly without a correction factor.
❑ Place excavated material on the uphill side of trenches, consistent with safety and space
considerations.
❑ Place check dams at regular intervals within constructed channels that are cut down a slope.
❑ Consider soil types and its potential for erosion.
❑ Stabilize soils on slopes, as specified in Element 5.
❑ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex:
Use both mulching and straw erosion control blankets.
ELEMENT 7: Protect Drain Inlets
❑ Protect all storm drain inlets made operable during construction so that stormwater runoff does
not enter the conveyance system without first being filtered or treated to remove sediment.
❑ Clean or remove and replace inlet protection devices when sediment has filled one-third of the
available storage (unless a different standard is specified by the product manufacturer).
❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter
the conveyance system without first being filtered or treated to remove sediment.
❑ Keep all approach roads clean. Do not allow sediment and street wash water to enter storm
drains without prior and adequate treatment unless treatment is provided before the storm
drain discharges to waters of the State.
❑ Inlets should be inspected weekly at a minimum and daily during storm events.
March, 2017
ELEMENT 8: Stabilize Channels and Outlets
❑ Design, construct, and stabilize all on -site conveyance channels to prevent erosion from the
following expected peak flows:
o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains
listed in Element 6, above.
❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets,
adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance
systems.
❑ The best method for stabilizing channels is to completely line the channel with a blanket product
first, then add check dams as necessary to function as an anchor and to slow the flow of water.
N 0 c�,o< tvN �t,.S O XL d u t'1..6T5 oN i riffs P�o:J�GT:
ELEMENT 9: Control Pollutants
❑ Design, install, implement, and maintain effective pollution prevention measures to minimize
the discharge of pollutants.
❑ Handle and dispose of all pollutants, including waste materials and demolition debris that occur
on -site in a manner that does not cause contamination of stormwater.
❑ Provide cover, containment, and protection from vandalism for all chemicals, liquid products,
petroleum products, and other materials that have the potential to pose a threat to human
health or the environment. On -site fueling tanks must include secondary containment.
Secondary containment means placing tanks or containers within an impervious structure
capable of containing 110% of the volume contained in the largest tank within the containment
structure. Double -walled tanks do not require additional secondary containment.
❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill
prevention and control measures. Clean contaminated surfaces immediately following any spill
incident.
❑ Discharge wheel wash or tire bath wastewater to aseparate on -site treatment system that
prevents discharge to surface water, such as closed -loop recirculation or upland land
application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath
wastewater should not include wastewater from concrete washout areas.
❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of
chemical to stormwater runoff. Follow manufacturers' label requirements for application rates
and procedures.
❑ Use BMPs to prevent contamination of stormwater runoff by pH -modifying sources. The sources
for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash,
new concrete washing and curing waters, waste streams generated from concrete grinding and
sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer
washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water
quality standards.
Page 5 of 8
March, 2017
❑ Assure that washout of concrete trucks is performed off -site or in designated concrete washout
areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches,
streets, or streams. Do not dump excess concrete on site, except in designated concrete
washout areas. Concrete spillage or concrete discharge to surface waters of the State is
prohibited. Do not use upland land applications for discharging wastewater from concrete
washout areas.
❑ Obtain written approval from Ecology and provide to the City before using chemical treatment
other than CO2 or dry ice to adjust pH.
❑ Woody debris may be chopped and spread on site.
❑ Conduct oil changes, hydraulic system drain down, solvent and de -greasing cleaning operations,
fuel tank drain down and removal, and other activities which may result in discharge or spillage
of pollutants to the ground or into stormwater runoff using spill prevention measures, such as
drip pans.
❑ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency
repairs may be performed on -site using temporary plastic placed beneath and, if raining, over
the vehicle.
t� � > � m P � i S 4- �v � e u ►�c.rz-E r,s= �vw-s �o v r P
ELEMENT 10: Control De -Watering
❑ Discharge foundation, vault, and trench dewatering water, which have characteristics similar to
stormwater runoff at the site, into a controlled conveyance system before discharge to a
sediment trap or sediment pond.
❑ Discharge clean, non -turbid de -watering water, such as well -point ground water, to systems
tributary to, or directly into surface waters of the State, as specified in Element 8, provided the
de -watering flow does not cause erosion or flooding of receiving waters or interfere with the
operation of the system. Do not route clean dewatering water through stormwater sediment
ponds. Note that "surface waters of the State" may exist on a construction site as well as off
site; for example, a creek running through a site.
❑ Handle highly turbid or contaminated dewatering water separately from stormwater.
❑ Other treatment or disposal options may include:
1. Infiltration
2. Transport off -site in a vehicle, such as a vacuum flush truck, for legal disposal in a
manner that does not pollute state waters.
3. Ecology -approved on -site chemical treatment or other suitable treatment technologies.
4. Sanitary or combined sewer discharge with local sewer district approval, if there is no
other option.
5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized
dewatering.
❑ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a
cofferdam can create highly turbid or contaminated dewatering water.
❑ Discharging sediment -laden (muddy) water into waters of the State likely constitutes a violation
OEM
March, 2017
of water quality standards for turbidity. The easiest way to avoid discharging muddy water is
through infiltration and preserving vegetation.
ELEMENT 11: Maintain BMPs
❑ Maintain and repair all temporary and permanent erosion and sediment control BMPs as
needed to assure continued performance of their intended function in accordance with BMP
specifications.
❑ Remove all temporary erosion and sediment control BMPs within 30 days after achieving final
site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion
and sediment control BMPs are bio-degradable and designed to remain in place following
construction such as compost socks.
❑ Provide protection to all BMPs installed for the permanent control of stormwater from sediment
and compaction. All BMPs that are to remain in place following completion of construction shall
be examined and placed in full operating conditions. If sediment enters the BMPs during
construction, it shall be removed and the facility shall be returned to the conditions specified in
the construction documents.
❑ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting
from removal of BMPs or vegetation.
i3,M P 5 Ta BE VVIA 1 NIAI NED A4 REepy 1 R F
ELEMENT 12: Manage the Project —Projects subject to Minimum Requirements 1-9 must have a
Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to
Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of
construction, the SWPPP must identify the CESCL or inspector, who shall be present on -site or
on -call at all times. Management details starting on Pg. 2500
❑ Phase development projects to the maximum degree practicable and take into account seasonal
work limits to prevent soil erosion and prevent transporting sediment from the site during
construction.
❑ Inspection and monitoring— Inspect, maintain, and repair all BMPs as needed to assure
continued performance of their intended function.
❑ Maintain, update, and implement the SWPPP.
❑ Clearing and grading activities for developments shall be permitted only if conducted using an
approved site development plan (e.g., subdivision approval).
❑ From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted
only if shown that the site operator will prevent silt -laden runoff from leaving the site through a
combination of the following:
Page 7 of 8
March, 2017
1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to
receiving waters.
2. Limit activities and the extent of disturbed areas.
3. Proposed erosion and sediment control measures.
Weather conditions can influence the seasonal limitation on site disturbance. The City of
Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater.
❑ The following activities are exempt from the seasonal clearing and grading limitations:
1. Routine maintenance and necessary repair of erosion and sediment control BMPs;
2. Routine maintenance of public facilities or existing utility structures that do not expose
the soil or result in the removal of the vegetative cover to soil
3. Activities where there is 100% infiltration of surface water runoff within the site in
approved and installed erosion and sediment control facilities.
-- �-�► 1N n�eL aN�`Ty�� ��1��=
ELEMENT 13: Protect Low Impact Development BMPS
❑ If implementing any bioretention facilities or rain gardens, see g. 253 for requirements.
nt Signature U Date
March, 2017
.1. SYKORA, GPBD I
bEGK
it r LOT 6`
4 �
ENTRY i' _ ... �,' `'..� , . 9, 998 5-F
i g
���AG�.
FINISi-1ES7:FLOL3R� ??�.
L .:..p
_�1
-�,_ .
� 568�42'48"E
�. �
SMALL PARCEL STORM WATER PLAN
OSPSP # 1 CONSTRUCTION AGGE55 ROUTE
A) A STABILIZED CONSTRUCTION AGGE55 TO CONTROL THE
TRACKING OF DIRT AND MUD ONTO THE CITY STREETS SHALL BE
INSTALLED. AGGE55 TO 8E CONSTRUCTED OF 4" - 8" QUARRY
SPACES AND 8E OF SUFFICIENT LENGTH TO CAPTURE DIRT AND
- MUD PRIOR TO CONSTRUCTION VEHICLES ENTERING THE pUBLIG
' � � �-r I � �� ROADWAY.
i I� i j I �i
� ao I ! I- SPSP # 2 STABILIZATION OF DENUDED AREAS
.� � � N I � � O A) EXPOSED 501E SHALL 8E STABILIZED USING MULCH, PLASTIC
i. � � I __ �_ � _ ., _ - # i COVERING, SOD, SOIL BINDERS, OR HYDROSEEDING IN ORDER
I I
' - � TO ELIMINATE OR REDUGE SOIL EROSION DURING THE
- I I ! PROCESS OF CONSTRUCTION AND REDUGE THE TRANSPORT OF
t I ,
I SEDIMENT AND POLLUTANTS BY STORM WATER.
I iI
t I {1
I I �
i I O SPSP # 3 PROTECTION OF ADJACENT PROPERTIES
�' �I. II, A) ANY ADJACENT PROPERTIES TO THE CONSTRUCTION SITE SHALL
I '
i 1.
I ,III BE PROTECTED FROM SEDIMENT DEPOSITS THROUGH THE USE OF
�.I. :'I I. SILT FENCING, DRAfNAGE BUFFERS, STRAW 8ALE5, STAKED FIBER
f, " '� ROLLS, OR ANY OTHER APPROPRIATE BMP. DEPLOYED BMP'S SHALL
''_ �11 '�� � BE MAINTAINED, REPLACED, OR REPAIRED AS NEGESSARY DURING
1 ',1 ! �I:, THE COURSE OF THE CONSTRUCTION PROJECT.
}
� , '.' ® SPSP # 4 MAINTENANGE
I
I II A) MAINTENANGE OF EROSION AND SEDIMENT CONTROL BMP'S
t � ,I SHALL BE PERFORMED BY STRANDBERG CONSTRUCTION AS
i t
- o �� , .f '. NEEDED TO ENSURE THEY PERFORM OVER THE COURSE OF
'y. THE CONSTRUCTION PROJECT.
I l
�� � `� i, � ® SPSP # 5 OTHER BMP'S
I �., �1, A) IF DURING REGULAR MAINTENANGE AND REPAIR OF EROSION AND
�1/;, _a - �'�; ,1 ��. � SEDIMENT CONTROL BMP'S IT IS DEEMED NEGESSARY TO MODIFY OR
t ' �� _ IMPLEMENT NEW 8MP'S, THEN A NEW STRATEGY SHALL BE
- 4 4 � �'� �� DETERMINED AND DEPLOYED AS REQUIRED. PERIODS OF HEAVY RAIN,
'� � GRANGES TO SOIL STOCKPILES, INSTALLATION OF LANDSCAPING
,, t � ,�,, � 1 I
n rnunev+xen-EwnrE x � MATERIALS, INSTALLATION OF IMPERVIOUS MATERIALS, OR SIMILAR
E sinxoARn PV.nr 6o io a 51TUATION55HALL 8E MONITORED.
- m�s MAx oNs�o Peams
.: I � r w,Nos w
�- \ � '�
�;� SOIL STOCKPILE �/ ,'�V`I
F ` � ■ r
�� t ';�
w � u RE iQIT c `� .
�.f ,. M 5 R G �v'
�� �Y� /„ � 4b2 � 1 //�\
�'TM� � p� ��UILDING HT `4i4 �`'�\ - / \
LANDSG�PE LEGEND
LAWN AREA
�,
CONCRETE
DRIVE
NATIVE - ROCK /PLANTINGS
LANDSCAPED
ROCK SLOPE
�A"£P��a��" � DECIDUOUS TREE
," f Y.F""S ed....e
£ � �..�:_
..'.�/ �t�� i4,
�� .5�.'S.'
I
4rl i
3� P
- -� �-= CONIFER TREE
7
n "'
,t iP �
_�
'� � SHRUBS /PLANTINGS
9 �
MINIMUM TREE DENSITY
ANALORrES MUNIGO�E-16.SO.OiO
Galculatfon of the Total Tree Units Required. The total number of tree units required
to be provided by a regulated project or tree conservation permit approval listed in
Section 16 50 100 shall be calculated by dividing grass site area minus any public or
private street rights -of -way, by one thousand Table 16 50 120(D) The result of the
calwlation wfll be the total number of tree units required far the project approval
wit�tn the building site.
LOT SIZE . 9,998 5Q FT. TREES REQUIRED: 10
L4T INFORMATION
'LOT SIZE : 9,998 SQ.FT.
MAX LOT COVERAGE (35°/a) = 3,499 SQ.FT.
r1GTUAL BUILDING COVERAGE (35%) = 3,499 SQ.FT.
,HOUSE IMPERVIOUS AREA : 4,053 SQ.FT.
!IMPERVIOUS DRIVEWAY AREAS : 1,251 SQ.FT.
TOTAL IMPERVIOUS AREA : 5,304 SQ.FT.
P,4RGEL # 133g53
ADDRESS: 3932 ROCK RIDGE PARKWAY
OWNER: DOUG AND PATRIGIA GRIFFITH
�{ � �, 5�"iS �i712_
�l0'1� -
��
c7to• 12 . f g
i�-�3a°; U.N.O.
5-1418
>"i
L
O
0
i�
s
O � � o'
Z �n'� m 9
R' ¢ � t�N
o �mowry s
� Q o o m 3
m an:Q���l�
'w`
V �
O ZQ �
)-- � �
w In � 4
Ell
U �/ Q w
V = � fK
� � o
o � � �
� � m �
m
W
Q
v
az
z�
�
-a
��
w
f��� COPS
able of Contents
1lenerneitpprval... ....................... ... ......... l
SPCA A a,2
. Responsible Persdrinl ..,... ......,
. Spill Repor.tin .......................................... . K ......... I N I ..,...,...,..... .-._ ,.a..
3. Project and Site Information .,...,.,.,...... .... ...... ....._,.. ... 4
. Potential Spill Sources .......................................................... ........... .. 4 x A y .. Ng. ..
Pre_l=lstin antrirri.,...., .,. ....,........ .... . .... ......... ........... .......,........
a. spill Preve ti n and. Pe$%porlse Training..............................................................
7 Spill 4 ......,,.,,,�, _...... .,.. .., I....... ... .............. .-
pitlResponse ................... .. ...,....................,...._.........,....,......,....,,.,...,......_.,
. Project site map
Its, Shill l epo.AFrarm-(s� .....,. ,,.<................ ,,.... .._.......,.._...,.....,.. 7
i"M VUuCtion
S.pili Prevention, anti rl and ountermeasures ksF CC) Plan for Rock Ridge e JV & V pr" ject
iegerlbed in :ties SPCC Plan, The daily operations at the project are the primary respons t'ba:ltity
of Strandberg Excavation & Cori mercial Construction Inc (SECC1). SECOI has developed this.
3P6C Plan to protect human health and the environment from spills: and refuses of "ha ar-d c
ms
aterials" to include dangerous waste, problem ate, petroleum products, and ha ar us
substanoe ,au
AddltiorI . ;g ridanee for the dsveloprrr r t raf 'this SPG Flan was gathered fr hn Te rl
regulations administered by the United States f pvirorimental Pf0teetion Agency forfacilifie teat
store, handie., or use oil _ rodu:cts as described in Title. 40, Cade Of Federal Regulations, Part
IZ +Washington Mate regulations were also oorrsiderod. for the development m. rid
implementation of :this Sly -C Plan. These regulations include the Washington State
Department of Ecology Spill Prevention, Preparedness and Pe ponse Program requirement
for oil facilities as describedin the Wwhington Administrative Coe (VVAC) 173W18 f an.cl the
Dccupational Safety and Health requirements contained in but not limited to WAC 296-824 and
AC 2- ,
The storrgest err€pt�asis �vi[l be piad �n haar'dot�f� rri.�terla! sl-ill �e�rer�tiorr. Alll�nc.r-� arrd
r asonabie best rna ageMent practices and safety praooedures Must be used �t All, times �r� i
l�rt je is Sheri dealirl with ha ardotis rn. tenal . An updated copy of this .SPcC lalart r ust be
nain4a7fried at the rojeot site. at all tunes. The plant mgst be updated when p€ojeot charges i
design or operation cause the content of the SPCC Plant to be inconsistent or conflicting v it
ctual site conditions and.practicas,
All project errrplc�yees �irrclr�ding srtla�contractctrs l~ta}l e trained l spill preverttirarr td
or ntai"M*r i t. rrrp10yeea Will know where #Etta: SW - Plan .and shill response bits are located
grid will have immediate access to therm.
'fianartArninknf
Aec%val
This Sill Preventiurr orttrol ah�l ourrterrt-teasur�s �'I�P} la'n°r is sr�pc��ed by rnanager�r�t
vvrth the artthorrty tee corrtr tit the necessary rest noes irlciudirig ManPOWer, equipment, and
rnate'rieOs to e1.xpeditfclusly vontrol and r•eplove any harmful quantity of oil .or azard c s
substances released to the water or land of the State of Washington,
r.
President
P� F'lart
'Page l
RX Man Elements
Tyler iul ee, is the :vl niary person in charge of the SPCC Plan and Qoordtnating spill
prevent€on and response on. the site, All responsible personnel and their Corresponding cep 11tact
inror-radon are presented in Table (t�eie�..
Table I. Spec plan Contacts
R pcsrr bt#tty
? atn an d Tale
Phone Ntnb r
_. �
Prrrn,ary S'Pcc Contact
Niels Strahid eF.9 __.._
Off ice.36.0F293 r431µ
Pr td r€t
cell:360'6611 0404 j
Secondary SPCC Contact
Tyler McKee
Office, 360-2937431
SuperintendentOri�Siba
GeiE;36t3 �i�'t t130�
Spill Responder
_..µ....�...„_..__
.._.___.�..._..__........._...,.,...�„_
Cell:
On -Site SP[li Responder
.
office.
Spill Response Su c ontractnr
Office:
coil:
All spills or encounters crf 1-€a�ardc��as m�teriats ace reported to Tyler- l�lc#ee, the prin�ary :��rs*on
ire c ar e of spill revant on and response Tor EC01, Once the ll has been reported
Irite€-natly, :external agency natificeaCins must be made by the designated person, as outlined in
jgUre �L E t rn l Regulatory Reporting Requirements Flowchart
lazaruOus Wi terial gill or Encounter
{blot a life threatening erner ency}
If a spill is caused by thre Contractor, the Uontractor reports to Project Engi
neer (P ._i
and recdrilatory agencies as indicated below.
It Hre�exlsting UST Or contamination ,the Contractor reports to VVSDUr Prc�)ect
lnspectpr °(PI). The Pl notifies the PE who follows ECAP +(CCcnstruction Manual 'I -I2
to determine internal and externalreporting procedures.
ill #o hater
Including ponds, ditchest
season. ally dry treaters
we,tlaads
3rn�reiately c�ti �lati:Q:nal
Response enter (4 l ir)
tr'nt��relatly oll
�singt�ar� Mate l�iviian
of Emergency
Managernent (24 r)
trueaety-coil Ecr�logy
Rional face
;AFC :flan
Spill .to Soil
Including encounters of
pre-existing contarnhatlon
t
It an lrrsediate threat to
l ;alth or environment (Le,.
explosive, flammable, toxic
vapors., shallow
c roundvvat r, nearby
creep) Imniediately call
Eci Iogy R� tgional Office
�R
� if �I�T it�teditely
thrtaterlrird.,. if tae a
threat to health, :or the
ertvir0nment, complete the
response/cleanup & report
tt� Ecology Rec ionai Dice
Within 90 ,lays.
last�:rn :�oltars} �'��R3t3
Central (Yakima) 0-s7,-1
tknrierTank (USr)
grour��l �t�rage
Encountering arnknon :US Ts
in Vxcavatlons
if oe,nfir��ted release 1=�€arrt
I, report to Ectalogy
lie 'i real Officeifiin 4 or.
i�tH[E
'` l�eoval cif regtttateti
tank, sii nit Vvt ift-erg $ e,
fio Ecology Within 019
ays per WAC `t. ` - 6o-
Asterisks �totes that rem€tlstg
t�raugh EGAP �uh�re t� PE ca�rit�at��
re atate�ry agency eet!a I ng fiWoo
ugh t
F egimai and a
k��zardz�u� st�taet:€�a3s perri�trst.
losti��vest ��elle�aca�) �1�-4 r �3
cauti�west.lt„a�eg)
ale
_
............. ......._..
_.._ .
. project a a bite Information
. The project work: Fill and grade, drainage `improvements, paving.
B.. The site its atI and boundades: Rock Ridge. Park;:gay, fast of Antene Way, Anacortes
. The �aralnage;pathw°ays from the site:
. Nearby waterways and sensitive .arms and the distances front the site (describe in Tab?
Wetlands adjacent to the north and south,
Table I Nearby Waterways and Sensitive Areas
Waterway or
Vistance from
Direction of Flaw from
Sensitive Area
Projecusite
the Project/Site
runoff Drajnage Pathwa lr
_
A description of each potentially l�a�ar�tus meter€aI %rn�€ght gar ge€��rate� �n-site �ictcaciin
materials used for equipment operation4. refueling, €nai tenartce, or cleaning) is found in I able.
ieavy equipment hy�lrauk l€nes
Engine .fluids
Transfer fueltanks in vehicles
"t3
m
tvfl
Promaxisting Contamination
l4one.,
. �I !Pre�rent"ia�r cad ep�ar �!"aital�
ii perranslrrployes ar stlac�alractrrsiil lae tiirrd and inforrrird of file necessity tca
prevent SIAls of oil, hydraulic rail, and fuel onto the ground Or into the graters of Guemes
ohannel. Each person on site will be aware of the procedL rr s with this Spill Prevention Pfar-I:,
and e trained to us the Vehicle response bits.
`, Mail. het
V Spill response kit contents wid tooation:(s) d
Tak�1� �. ftl l�e��r�ns� ;t hunts :and 1.,.,ca��tc�:ns
ehicre kit
Spill Gads, absorbenfa, i3C3oms
In work Vehicle
B. �o��rity n-�easr�res for potentid shill saurce. r��a
�. ;�caraarj� containment ractices and siiiibtures for l�azrclo� rr��trials. nl
l�. Methods used to preuerit storlater €ro��l cantaotin hazardous maierials.:n/a
�. it Inspection ;pi-bcdurs and fi'eency; Weekly sfte in�pectc�ns will be dune: by fe9
p�rsc�r�r'�et.
F, 1.�ullarr�nt and .structure maintenance practices. Ali euprnent 111 e irrspeted for teals t
the %ec�i!nnlric� and: end �sf esela shift,.
3.
Daily
tnpection end :leanly procedures that ensure all equipment userl Eaef the rardlnry
fair grater Brae is free of all: extel`nal ptrote�ll�a taased rracitlets. rrfa
1. Refueling procedures for eclrspent that oanrac�t't? moved,from ei.��v the or�iitaary high
#t�:r tine. rr�a
flan
Palo €;
. jl Mespmse
..A s...i l of each type of ha ardoris material at each locat on :identified. In section 4— Poieantllal
Spill Sources. Immediate notification to chain of ccfmmand as well as stopping the source a�f the
leak and containing the material spilled. Use of the correct rriateriall in the spin kit to Mean 6 p the
halard and dispose of properly.
.torrrrwater that has coins into ctntact with aar€acrs materials.tllow abry ardi;Ploy
boom andlor absorbent pads to contain spill. Notify proper iu.thori ies as outlirreci. it figure .7 _
�. A rel�:as� r�r shill of arty i�Ni�ili pre-c�xistirrg crsntari�ination acid contari-iiaarst �+�rwrr�,e
described in ;Section 5 -, Prq-Existing Contamination. nFa
a. A release or spi[i of ar�y l�l�Ji�l�ICC:►l� pre-existing contamination aiacl confiarnlnarit s��-e�,
(such s 3��rcied pipes or tanks) that may be unexpectedly encountered during project work, ria
Ir. _fi spill :t�urrirrg r�urii-ig work with egrriprrient �:ised b�Iov�r the ordinary high watery line. i�i�.
�. Sits: Jc�catic"h i�d Iaoi�ndai-ies tat cif Rack Midge Phases i� "& �i�acortes
l3, S.ite access roads; Michigan to Pock KlOge J'arkvvay, East':of Antone Way
I Drainage pathways from the site,
Nearby waterways and sensitive areas,
1idertfed inSect an . Hazardous materials, equipment, and decontanalnation areas
Potential Spill Sources.
. Pre�existi .g contamination or contaminant sources describe in Section lire-exlsiing
ontamination.
G. S Hl preventicaan and response equipment described in Section 7 � Spill F'reveiiticn and
Section 8 � tll Responset
pa[t port carre�
SPI�r Plri
:page
lie i (MAA iort �: Gc rrtpiete Eor any type ofpjwlqqleu product or hazardous ateria#site° :si spill or
irIcident. Provide a copy of this -report to managernani .
1...Pecst�i�r�el lrit�clved In foil[ Reparling:
roped Office; Name, Title, and .Phone .Number:
2. Cc�r�trator
ame and Title of Person Responsible for Spill Respo ise:
fine :Muniber:
. Cetieral-Spill Irsfiarrriafion:
ot'i'trt on Name of Spilled Substance'
Quantity Spilled (Esfirnate):
I.�esCFii7�? Gortcoriftior; Csi' Material (pSii'Yir'�t8)
date of Sill;
Tme Spill Started: --- All Plvi
4. pkll i..ocaiion anal Gnncfiticri�
f roject Title:
Street Address and/or Milepost, City.
�`ti'1e Spili.'Emd�rt: A P't
Vt}eather Conditions:
If Spill to Water%
Name of Water Body (if ditch or culvert, identify the water body that the structure: discharges ti.):
lderitify tt�e tt�cliarge Print:
rstl:fitate ilae Depth .and VVUHt of tl e rater no: ay;
Estimatte Flow Rate (i.e. siow, moderate, or fastj:
escribe `Environn'ientat amage .{1.., fish bill?):
:Actions takers:
7'ca Go�tair� Splil. or unpack of tnciderit.
TQ Cleanup Shill or Recover fromtncide*nt`
i o Remove Gle;anup i aterlaV --
"o Dzac.urnenfi Disposal -
Rep rrti fife tsiil=
Sg
i lts to war. Imma€tiateEy ill tine t�atii�r�at :Pe�tac�risa �er�te€_ ft-���-�2�-88Ei�)= �rnerer�Wy
Management (,F4Qo-25-��9€?), and the aplar�prsate Eccstrsc,�}�.Ree�iarsal £?f€i�,
Regaoa�ta€ rJfiw:: imme€ataty. If not inte�iiate[y tl�r�:a€erring. butrr�a�a e � ttaceat k� human
car the anviroi�rr��nt, €e�a�r€ :gin ��;c�icaY +r�ithiri :9€i days.
i�€xt�: f�rcxj�eE s��tf�� ersis may �tav� ad�iitionat repasts„r� r�suirencer�ts.
L Z;t rUl agencies contacted; Inc€ude names., dates, and iphone numbers scr AeoPie you spoke w:ith:
erreirTS #, if issuad by i c:oicrgy:
fi{latne and f�tic�ne:
kddress and Fax:
$.. A. Witional htot llnformEition fif nece`ssar _
43L I ,IFUIL
HERRIGSTAD ENGINEERING PS
Cirril Engineer°
1
ROCK RIDGE PHASE 4-5
STORM DRAINAGE REPORT
CITY OF ANACORTES ��"t� , ! t`u
Apri110, 201$
Job # 2015-146
Prepared By:
Dale K. Herrigstad P.E.
Owner:
Strandbexg Construction
PO Box 319
Anacortes, WA 98221
-3r V PiAZW'�
wP.5 cJao.4''p - c4". 7 � `s s -
try
2
TABLE OF CONTENTS
Page SECTIO114 TITLE
2 PURPOSE OF THIS REPORT AND MEATHODOLOGY
4 WWHM2012 RESULTS
3 SUMMARY OF RESULTS
ATTACHMENT A Basin Plan
ATTACHMENT B Existing Rock Ridge Pond Plan
ATTACHMENT C Proposed Rock Ridge Pond Modifications
PURPOSE OF THIS REPORT Ale1D iVIEAT'HflDOLGY
This report is to address the detention requirements for additional impervious area over what was
originally designed for the Rock Ridge South Phases 1 - 5 developments. The original report
addressing Rock Ridge South was completed in August of 2005 by Young -Soo Kim P.E. P.L.S.
The report indicates that the Rock Ridge Detention Pond was designed and constructed prior to
the 2005 report and was designed for the Plat of Rock Ridge and expanded at some time for the
subsequent Rock Ridge Plats including Rock Ridge South. The 2005 report was used to verify
that the design did allow for the Rock Ridge South detention requirements and address water
quality. Speaking with Irving Construction whom developed "The Meadows" in 1998, indicated
the pond was also designed for this development. The design used the 93 DOE Storm Water
Manual Requirements.
This report will address additional detention issues under minimum requirement #7of the 2012
DOE Storm Water Manual, amended in December 2014. Minimum requirements 1-10 were
address in the 2005 report from the 93 DOE manual. Each building permit application for the 33
lots of Rock Ridge South phase 4 and 5 will address minimum requirements 1-5 for each lot. At
the time of this report all infrastructure has been completed and only the development of the
individual lots remain for Phases 4 and 5 with single family homes.
The 2005 report allowed for 88 single-family residential home sites for Rock Ridge South at.
27500 square foot per lot of impervious roof and driveway area. The roadways and sidewalks for
Rock Ridge South were accounted for separately at 4.657 acres. The report results indicated that
the detention pond had more that adequate volume for the flow volumes. The designer utilized
the NRCS SCS methodology for the comparison.
The comparisons results were summarized in the 2005 report as follows:
Design year Pond allowable Pond Actual
Discharge Discharge
2 yr. 0.570 cfs 0.60 cfs
10 yr. 3.939 cfs 2.38 cfs
25 yr 5.479 cfs 3.13 cfs
100 yr 9.966 cfs 4.65 cfs
3
* Within 10% allowed by DOE
This report will address just the average impervious area over the 2,500 square feet originally
designed as well as the south eastern portion of "The Crossings" 12 lot Long Plat that is
currently being proposed before the city. The approach we have discussed with the City of
Anacortes Engineering staff is to determine a volume requirement above the peak pond design
that would accommodate this addition impervious area for the 100 year storm event using the
current WWHM2012. The pond berm, outlet structure as well as overflow structure would be
raised accordingly to accommodate the volume. The current control structure orifices will not be
changed.
ROCK RIDGE SOUTH PHASES 4 & 5 ADDITIONAL ROOT` AREA
The anticipated average of impervious for the 33 lots of Phases 4 and 5 would be 5,000 square
feet per lot or an additional 2,500 square feet per lot. Total new impervious area would be
82,500 square feet or 1.89 acres. Predevelopment will be modeled as landscaping grass
hydrologic group D rather than Forested because the 2005 report modeled the postdevelopment
as grass which we are replacing with impervious area.
Water quality was address in the ZOOS report for the roadway and no change in roadway has been
proposed so this report will not address water quality treatment for Phases 4 and 5 of Rock Ridge
South.
THE CROSSINGS EAST BASIN
The Crossings I2 lot Long Plat is a 5.20 acre site the discharges to two basins. The northwest
portion of "The Crossings" will discharge to the west to a new proposed detention pond designed
separately from this report. The Eastern portion of "The Crossings" is identified as a separate
basin comprising of 1.00 acre of developed land that includes the right-of-way for Oregon
Ave/Meadows Lane and an additional 0.70 acres of offsite property that will pass through this
basin. The basin will comprise of 4 lots of "The Crossings" and adjoining road way. The design
wilt allow for 4,000 square feet of impervious area per lot, 0.37 acres roof, in addition to 0.22
acres of road and 0.07 acres of sidewalks. The 0.70 pass through basin will be 4 lots (4,000
square feedlot) and yards or 0.37 acres of impervious area and 0.33 acres of grass.
The pre -developed conditions of "The Crossings" contribution will be forested.
Due to Limited downstream space, water quality will be design utilizing Filterra treatment for
enhanced treatment of road and driveway runoff and will be addressed in the drainage report for
"The Crossings".
II
ROCK RIDGE DETENTION POND
The Rock Ridge detention pond expansion design will be based on the existing surface area at
the peak water level at the existing overflow structure of the existing detention pond. The peak
pond elevation at the overflow structure is 248.0 feet and the area of the pond a 248.0 feet is
30,836 square feet (0.71 acres) and is based on a current topography survey of the pond
completed on January 24, 2018.
The following are the design parameters:
Existing conditions
1.89 acres grass/]andscaping - Rock Ridge South roof area contribution
1.70 acres forested — The Crossings contribution
Total 3.59 acres
Developed Conditions
1.89 acres (RR South) + 0.37 acres (The Crossings) = 2.26 acres roof
0.22 acres road (The Crossings)
0.07 acres of sidewalk (The Crossings)
0.34 acres of grass/landscaping (The Crossings)
Pass through basin
0.37 acres of roof (The Crossings)
0.33 acres of grass/landscaping(The Crossings)
WWHM2412 RESULTS
wwHI�2012
PROJECT REPORT
Project Name: RR Pond Design Add
Site Name: Crossing - RR
Site Address: Anacopper Mine Road
City : Anacortes
Report Date: 3/27/2018
Gage Burlington
Data Start 1948/10/01
Data End : 2009/09/30
Precip Scale: 0.80
Version Date: 2016/02/25
Version : 4.2.12
Low Flow Threshold far POC 1 50 Percent of the 2 Year
high Flow Threshold s"or POC 1: 50 year
'REDEVELOPED
LAND USE
Name Basin 1
Bypass: Nc
Pervious Land Use
C, Forest, Mod
C, Lawn, Mod
Pervious Total
Impervious Land Use
Impervious Total
Basin Total
MITIGATED LAND USE
Name Basin 1
Bypass: No
Pervious Land Use
C, Lawn, Mod
Pervious Total
Impervious
Land Use
ROADS MOD
ROOF TOPS
FLAT
SIDEWALKS
MOD
Impervious
Total
Basin Total
Element Flows To:
Surface
Trapezoidal Pond 1
acre
1.7
1.89
3.59
acre
[�7
3.59
acre
.34
0.34
acre
0.22
2.26
0.07
2.55
2.89
Interflow
Trapezoidal Pend
Name Trapezoidal Pond 1
Bottom Length: 176.G0 ft.
Bottom Width: 176.00 ft.
Depth: 3 ft.
Volume at riser head: 1.2803 acre-feet.
Side slope 1: 3 To 1
Side slope 2: 3 To 1
Side slope 3: 3 To 1
Side slope 9: 3 To 1
Discharge Structure
Riser Height: 1.7 ft.
Riser Diameter: 18 in.
Notch Type: Rectangular
Notch Width: 0.093 ft.
Notch Height: 0.853 ft.
Orifice 1 Diameter: 1.336 in. Elevation
Name : Basin 2
Bypass: No
Pervious Land Use acre
C, Lawn, Mad .33
1
Groundwater
0 ft.
5
Pervious Total 0.33
Impervious Land Use acre
ROOF TOPS FLAT 0.37
Impervious Total 0.37
Basin Total 0.7
Element Flows To:
Surface Interf low
Trapezoidal Pond 1 Trapezoidal Pond
ANALYSIS RESULTS
Predeveloped Landuse Totals for POC #1
Total Pervious Area:3.59
Total Impervious Area:O
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.67
Total Impervious Area:2.92
1
Groundwater
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(efs)
2 year
0.097728
5 year
0.204066
10 year
0.297382
25 year
0.441591
50 year
0.568158
100 year
0.711112
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow{cfs)
2 year
0.040269
5 year
0.06076
10 year
09078102
25 year
OolOS033
50 year
0.129249
100 year
0.157488
The Facility PASSED,
Flow(cfs)
Predev
Mit
Percentage Pass/Fail
0.0489
7223
4387
60
Pass
C.0541
5366
2922
54
Pass
0.0594
4288
2310
53
Pass
0.0646
3433
1950
56
Pass
0.0698
2772
1626
58
Pass
0.0751
2154
1349
62
Pass
0.0803
1835
1159
63
Pass
0.0856
1519
980
64
Pass
0.0908
1223
856
69
Pass
0.0961
901
668
76
Pass
0.1013
732
541
73
Pass
0.1066
616
495
80
Pass
0.1118
529
449
84
Pass
0.1171
451
399
88
Pass
0.1223
407
362
88
Pass
0.1275
372
319
85
Pass
0.1328
318
289
90
Pass
0.1380
270
243
90
Pass
0.1433
239
219
91
Pass
0.1485
210
204
97
Pass
0.1538
190
183
96
Pass
0.1590
179
161
89
Pass
0.1643
174
150
86
Pass
091695
167
146
87
Pass
0.1748
159
140
88
Pass
0.1800
151
136
90
Pass
0.1852
142
130
91
Pass
0.1905
135
125
92
Puss
0.1957
124
115
92
Pass
0.2010
116
110
94
Pass
0.2062
102
94
92
Pass
0.2ll5
95
85
89
Pass
0.2167
81
80
98
Pass
0.2220
75
68
90
Pass
0.2272
67
45
67
Pass
0.2325
61
38
62
Pass
0.2377
56
33
58
Pass
0.2429
47
27
57
Pass
0.2482
41
15
36
Pass
0.2534
36
4
11
Pass
0.2587
30
0
0
Pass
0.2639
24
0
0
Pass
0.2692
24
0
0
Pass
0.2744
24
0
0
Pass
092797
23
0
0
Pass
002849
22
0
0
Pass
0.2902
22
0
0
Pass
0.2954
21
0
0
Pass
0o3006
18
0
0
Pass
0.3059
17
0
0
Pass
0.3111
15
0
0
Pass
0.3164
15
0
0
Pass
0.3216
14
0
0
Pass
0.3269
14
0
0
Pass
0.3321
13
0
0
Pass
0.3374
13
0
0
Pass
0.3426
13
0
0
Pass
0,3479
13
0
0
Pass
0.3531
12
0
0
Pass
0.3583
12
0
0
Pass
0.3636
9
0
0
Pass
0.3688
9
0
0
Pass
0.3741
9
0
0
Pass
0.3793
9
0
0
Pass
0.3846
9
0
0
Pass
0.3898
9
0
0
Pass
0.3951
8
0
0
Pass
0.4003
8
0
0
Pass
0o4056
8
0
0
Pass
0.4108
7
0
0
Pass
0A160
5
0
0
Pass
E�
0.4213
5
0
0
Pass
0.4265
4
0
0
Pass
0.4318
4
0
0
Pass
0.4370
4
0
0
Pass
0.4423
4
0
0
Pass
0.4475
4
0
0
Pass
0.4528
4
0
0
Pass
0.4580
4
0
0
Pass
0.4633
4
0
0
Pass
0.4685
4
0
0
Pass
0.4737
4
0
0
Pass
0.4790
4
0
0
Pass
0.4842
4
0
0
Pass
0.4895
4
0
0
Pass
0.4947
3
0
0
Pass
0.5000
3
0
0
Pass
0.5052
3
0
0
Pass
0.5105
3
0
0
Pass
0.5157
3
0
0
Pass
0.5209
3
0
0
Pass
0.5262
3
0
0
Pass
0.5314
3
0
0
Pass
0.5367
3
0
0
Pass
Q.5419
3
0
0
Pass
0.5472
3
0
0
Pass
0.5524
3
0
0
Pass
0.5577
3
0
0
Pass
0.5629
3
0
0
Pass
0.5682
3
0
0
Pass
SUN.iMAI2Y OF RESULTS
Raise the pond height by 1.T with a 3:1 inside slope to account for the addition impervious
areas.
� aA '�Sx � T,.� ah-- .ico � -gin - ^ 5 �- � � '� ���� - �•
v
.m r L IF If
am.
yk�zii s }
THE !� INGS ,'
€1
IkF
12 LOT LdIN FLA
' a
t SIm
)UP J
T'4t,2
ImIm mIf .ry,5S
4. AS THRD G Wt�mmWom
ASI HE CROSSINGS f �r " F"'� n
�:. 1 y�
" EAST -,.BASIN f 'i L «
iO ACRES Ar s % a. �`
c
11
�L
xau " / F r 1 g a �o
Im-
, y = r,.•'. _ r yms 3w j..
,-
i1A�1form—
L BASiN
r
modRAINING M z
RMK RIDGE
�>If III,k?DND
,r
'If III I
ImAm
i xv
a
L_ r
j -- — JL a
momIF
;- - w-
1 ..
c r
I ,aa
44 di
�Q U
Rig r
r 7
Am I
of
n..W..-^of
F ,
f w41f
IF
t.,-•..-r"' - Y...
JAI III m I
fI
r9n rIf Im
,r
Immm,
41
mm
If f
"ImmmmImm. If
If I
is smm fe m�•_ Fr
If If I A
- -II 1,
- !• - -
GRAPHIC SCALE
150 0 150 300 _g00
( IN FEET )
1 inch = 300 it.
HERRIGSTAD ENGINEERING & SURVEYING ROCK RIDGE DETENTION POND TOTAL
4320 IIHISTI,E LABS ROAD DRAINAGE BASIN
ANACORTES, TA 98221 2994804
ATTACHMENT A
OVERFLOW MANHOLE
WITH BIRDCAGE
RIM TOP 248,0'
TOP OF BERM 7- . b q 6 \s I i CONTROL MAN
SS?kiH
'�' 1$2,020 CUBIC FEET QR 4,18 AC -FT
GRAPHIC SCALE
20 0 20 40 80
{ IN FEET )
1 inch = 40 ft.
HERRIGSTAD ENGIN�'�'RING &SURVEYING
4320 1�HISTLE LAKE ROAD
ANAWRITS, vyA 98221 299-8804
RUCK RIDGE DETENTION POND
AS -BUILT SURVEY
Cor�pleted January 24, 2018
QVERFLQW MANHOLE
WITH BIRDCAGE
RIM TOP 248,0'
RAISE RIM TO 249,7'
10' �l
ELEV,=249'
RAISE TO -.
EXIST, SSMh
RIM=249,34'
RAISE TO
250,7'
SECTION
A -A
EXIST, SSMN
RIM=250.26'
RAISE TO
25047'
CQNTRQL MANHOLE
RAISE,RIM ELEV,
TO 251-4-
ram. ii�/, ��Q� . , � C1H I l.tltll HrrKun, �,uuu Sr
x ., , TOTAL FILL 315 CY
IIERI�IGSTAD ENGINEERING &SURVEYING
4320 IYIiISTLE LAKE ROAD
AI�ACORTES, �A 98221 299-8804
GRAPHIC SCALE
AU
RQCK RIDGE DETENTIQN POND
PROPOSED MQDIFICAII�NS
April 10, 2018
NEW BERM 1 �,
WIDTH
r--- 10HEIGHT BERM
EXIST,
GROUND
LEVEL 2111 13` +�❑R 3,1
HERRIGSTAD ENGINEERING & SURVEYfNG
4320 WHISTLE LAKE ROAD
ANACORTES, WA 98221 299-8804
i 0 20 40 :0
IN FEET
I inch ,0
RDCK RIDGE DETENTI❑N POND
PR❑FILE M❑DIFICATI❑N
April 10, 2018
Northwest Agricultural
Consultants
2545 W Falls Avenue
Kennewick, WA 99336
509.783.7450
www.nwag.com
lab@nwag.com
PAP -Accredited
4
MAY O �8 2019
Tyler McKee 1 Y OF Aid AGOR ) 1=
2018 R Ave
Anacortes, WA 98221
Report: 47004-1-1
Date: February 28, 2019
Project No:
Project Name: Rock Ridge
Sample ID
pH
Organic Matter
Cation Exchange Capacity
2
6.4
10.81%
21.0 meq/100g
Method
SM 4500-H+ B
ASTM D2974
EPA 9081
741 Marine Drive
Bellingham, WA 98225
20611-67Avenue NE
Arlington, WA 98223
September 227 2017
Job No, 17-0022
Strandberg Construction, Inc.
PO Box 319
Anacortes, WA 98221
Attn.: Nels Strandberg
Re: Rock Ridge Property, Lots 1 - 8
Geohazards Evaluation
Rock Ridge Summit
Anacortes, Washington
Dear Mr. Strandberg,
360 733_7318
OLL FPE= I kw
888 515276 360 733_7418
As requested, GeoTest Services (GTS) has visited and conducted a geologic
investigation of the subject property located in Anacortes, Washington (Figure 1). The
purpose of our investigation was to evaluate risks associated with slope stability and
methods for mitigating potential impacts of the site geology for the proposed residential
development as well as provide recommendations for residential foundation
construction.
PROJECT DESCRIPTION
GTS understands that residences are proposed for 8 lots (subject area) within the
western portion of the proposed Rock Ridge Summit residential development in
Anacortes, WA (Figure 2). The 8 lots cover approximately 2.2 acres and exist adjacent
to an exposed bedrock cliff face. Each of the 8 lots within the subject area is proposed to
contain a residence that will exist above and east of the cliff face. At this time, proposed
residence designs have not been provided to GTS. However, GTS understands that the
residential foundation will be placed directly on bedrock surfaces and portions of the
foundation will exist near sleep, sloped portions of bedrock. GTS anticipates that the
residential foundation elements will most likely consist of a conventional, shallow, cast -
in -place concrete footing and stem wall construction.
The subject area contains geologic hazards, per City of Anacortes Code 17.70.180.
Specifically, the subject area contains landslide hazards because site slopes have
gradients steeper than eighty percent that may be subject to rock fall during seismic
shaking (17.70.190B.5.). As such, a geologic hazards assessment is provided herein.
SITE CONDITIONS
This section discusses the general surface and subsurface conditions observed and
interpreted at the project site at the time of our site visit. Interpretations of the site
conditions are based on the results of our review of available information, site
reconnaissance, and our experience in the project vicinity.
Page 1 of 14
GeoTest Services, Inc.
Rock Ridge Summit, Anacortes, WA
Surface Conditions
September 22, 2017
Job No. 17-0022
A representative from GeoTest visited the 8 lots on June 26, 2017 HUIrder to provide a
visual surface evaluation of the site topography and bedrock surfaces and to determine
a risk associated with the stability of site slopes.
At the time of our site visit, the subject lots were surrounded by Rock Ridge Parkway to
the southeast, residentially developed lots to the north, a steep bedrock cliff and
residentially developed lots below to its west, and undeveloped and forested land to its
south (Figure 2). The surrounding vicinity contained exposed, undulating bedrock
surfaces that slope primarily west (Figure 3). Surface features of Lots 1 through 8 are
described below.
Lots 1, 2 and 3
In general, Lots 1, 2 and 3 exhibited similar surface characteristics. These lots existed
within the northern third of the subject area and contained relatively flat topography
within their eastern portions and northwest facing slopes within their central and western
portions. Slopes within the eastern portions of each of the three lots were between 0 and
19 degrees (0 and 33%) and slopes within the central and western portions of the lots
were between 19 and 45 degrees (33 and 100%). Steeply sloped, exposed bedrock
existed along the western margin of the three lots. Up to approximately 80400t tall rock
cliffs existed to the west of these lots. The majority of Lots 1, 2 and 3 contained exposed
bedrock surfaces; however, a thin cover of graded native soil existed within the eastern
half of Lot 1 and the eastern quarter of Lot 3 (Photos 1 and 2).
Vegetation within Lots 1, 2 and 3 consisted of scattered madrone and Doug fir trees,
abundant groundcover, where present, and occasional shrubs. There were no signs of
surface water or surface water channels on the three lots. Further, there were no signs
of unstable slope conditions within the three lots.
Photo 1: Western half of Lot 3. Typical conditions in western portions of Lots 1, 2, and 3. Looking
northwest.
Page 2 of 14
?"
x
t
J
GeoTest Services, Inc.
Rock Ridge Summit, Anacortes, WA
Photo 6: Bedrock surfaces within Lot 8.
September 22, 2017
Job No. 17-0022
A rockfall-drapery mesh system supported by I -beams and cables existed within the
western portion of and along the top of the bedrock cliff face within lots 3, 4, 5 and 6
(Photo 7; Figure 2). The drapery -mesh appeared to have been constructed to attenuate
energy associated with falling rocks from the cliff face and reduce rock fall or topple
hazards to the residences located below and to its west.
Photo 7: Rockfall drapery mesh system along steep slopes in portions of the subject area.
Site Geology
Geologic information for the subject area was obtained from the DNR —Washington
Interactive Geologic Map, published by the Washington State Department of Natural
Resources (DNR). According to DNR, the 8 lots are underlain by Jurassic aged intrusive
rocks from the Fidalgo ophiolite sequence. The portion of the sequence that is mapped
in the subject area consists of part of the dike complex containing granite, diorite, basalt
and andesite. Vertical igneous intrusive layering is mapped to the south of the subject
property. Our site observations were consistent with the mapped geology.
Page 5 of 14
GeoTest Services, Inc.
Rock Ridge Summit, Anacortes, WA
• Moderately hard — can be readily scratched by a
heavy trace of dust
• Hard — can be scratched with difficulty, scratch
faintly visible
• Very hard — cannot be scratched by a knife blade
September 22, 2017
Job No. 17-0022
knife blade, scratch leaves a
produces little powder and is
On average, our analysis of the bedrock on site is described as having a "moderately
hard to hard" rock hardness.
Crystal Size
Crystal (mineral) size and condition was evaluated to assist in determining the degree to
which it may impact the development of rock fractures. Crystal size is described as
fol lows:
• Aphanitic — Microcrystalline/Cryptocrystalline —not distinguished by the naked
eye
• Phaneritic — Fine grained (< 1 mm), medium grained (1 mm-5mm)
• Porphyritic — Coarse grained (> 5mm)
On average, the bedrock within the subject property was determined to have medium
grained (1 mm — 5mm) phaneritic mineral crystals that appeared to be relatively
unweathered rather than degraded.
Weathering
Bedrock weathering is the physical or chemical decomposition and/or disintegration of
the mineral constituents of a rock mass by the natural processes of oxidation, reduction,
hydration, solution, carbonation or freeze -thaw. GTS anticipates that bedrock weathering
within the subject area is primarily caused by oxidation and/or freeze -thaw.
The degree to which bedrock is weathered is controlled by permeability. Pre-existing
fractures provide avenues for water to penetrate the rock along which the rate of
weathering can be accelerated. The degree of discoloration is a reflection of the extent
of weathering. Weathering descriptors are as follows:
• Fresh —The rock shows no discoloration, loss of strength or any other effect due
to weathering
• Slightly weathered —the rock is slightly discolored, but not noticeably lower in
strength than fresh rock
• Moderately Weathered — the rock is discolored and noticeably weakened
• Deeply Weathered — the rock is usually discolored and weakened and a two-inch
sample can be easily broken
• Extremely Weathered — rock is discolored and is entirely changed to a soil but
the original fabric of the rock is preserved
In general, the exposed portions of the bedrock on site range from being fresh to slightly
weathered. Please note that the evaluation of the proposed bedrock upon which select
residence foundations are proposed to rest was limited due to the presence of a veneer
of soil cover.
Page 9 of 14
GeoTest Services, Inc.
Rock Ridge Summit, Anacortes, WA
September 22, 2017
Job No. 17-0022
Rock strength, as evaluated in the field, is subject to interpretation and the response of
the unfractured rock specimens to hammer blows including:
• Very Strong — an outcrop resists heavy ringing hammer blows and will yield, with
difficulty, only dust and small fragments
• Strong — an outcrop would withstand a few heavy ringing hammer blows but
yields only large fragments.
• Moderately Strong — an outcrop would withstand a few firm blows before
breaking
• Weak — an unfractured outcrop would crumble under light hammer blows
• Very Weak — crumbles by rubbing with fingers
In general, the exposed portions of the bedrock on site were determined to be strong to
very strong based on hammer blows.
Fractures
The number, orientation and condition of fractures are an important aspect of
understanding the rock condition. Fractures tend to reduce the overall mass hardness
and strength of the rock. Fractures include joints, shears, faults and other continuous
breaks in the rock. Fractures may be:
• Clean — no materials fill the fracture
• Stained — discoloration or thin coatings of mineral deposits, commonly iron or
manganese
• Filled — fractures are filled or thickly coated with recognizable material such as
carbonates, clay, quartz, or oxides.
Width of fractures range from:
• Very Wide - >200 mm
• Wide — 60-200 mm
• Moderately Wide — 20-60 mm
• Moderately Narrow — 6-20 mm
• Narrow — 2-6 mm
• Very Narrow - >0-2mm
• Tight — 0 mm
Spacing of fractures range from:
• Crushed — 5 microns to 0.1ft with clay
• Intensely Fractured — 0.05-0.1 ft without clay
• Closely Fractured — 0.1-0.5 ft
• Moderately Fractured — 0.5-1.0 ft
• Little Fractured — 1.0-3.0 ft
• Massive - >3.0 ft
Page 10 of 14
GeoTest Services, Inc.
September
22,
2017
Rock Ridge Summit, Anacortes, WA
Job No.
17-0022
GTS observed that bedrock fractures at the three test sites consisted of clean and quartz
filled fractures. The clean fractures were located on steeper exposed bedrock portions,
appeared to be a result of freeze -thaw (mechanical weathering), and were narrow in
width. The quartz filled fractures (joints) were located throughout the bedrock exposures,
were part of prehistoric bedrock alteration, and were narrow in width. Overall, fracture
spacing varied from closely fractured to little fractured.
CONCLUSIONS AND RECOMMENDATIONS
Based upon evaluation of the data collected during this investigation, it is our opinion
that residential development on the 8 subject lots is feasible and should not negatively
impact the site from a geotechnical perspective by decreasing slope stability or
increasing erosion potential. Further, we anticipate that development will pose no
unreasonable threat to persons or property either on or off site provided the
recommendations contained herein are incorporated into the project design. If the
foundation elements are placed on flat or flat and stepped bedrock, pinning of the
foundations is optional. However, if foundation elements near the top of the steep slopes
rest on sloped bedrock, foundation pinning is recommended. If pinning is desired, we
recommend that pull-out tests be performed.
Once the overburden has been cleared from the lots and the bedrock has been
excavated to bottom of footing elevations, if large joints or fractures 2 inches or wider are
discovered that extend to the cliff face, GTS would like to evaluate them to determine if
mitigation is required.
Geologically Hazardous Areas
According to the referenced City of Anacortes Code Chapter 17.70.180 Designation of
Geologically Hazardous Areas, geologically hazardous areas include erosion hazard,
landslide hazard, seismic hazard, mine hazards, volcanic hazards and other geological
events including tsunamis, mass wasting, debris flows, rock fall and differential
settlement. It is our understanding that the City of Anacortes has not identified
geologically hazardous areas on the subject property. Further, the Skagit County
Potential Landslide and Erosion Area map does not indicate that geohazards exist on
the property. However, GTS observed that geologically hazardous areas on site consist
of landslide hazards because of the presence of slopes having gradients steeper than
eighty percent subject to rock fall during seismic shaking. Such conditions existed along
the top of the exposed bedrock cliff face within the western portion of the subject area
and on Lots 1 through 7.
As mentioned previously, no obvious signs of severe instability or evidence of large
scale global instability were observed at the time of our site visit. Large scale global
instability, consisting of deep-seated rotational failures, can extend down into the
subsurface to substantial depths. These failures typically leave geomorphic evidence of
their existence on the slope. Typical indicators are head scarps, tension cracks, sag
ponds, seepage zones, hummocky ground surface and slump blocks. As such, it is our
opinion that large scale landslides are unlikely to occur and affect the proposed
development within the subject area.
Page 11 of 14
GeoTest Services, Inc.
September
22,
2017
Rock Ridge Summit, Anacortes, WA
Job No,
1 T0022
Considering that the proposed development will be located above (on higher ground
than) all observed rock fall and topple hazards present within the west portion of the
subject area, there is a low risk of such hazards impacting the proposed development.
However, we recommend that the proposed residential development and associated
foundations be setback at a minimum of 10 feet from the top of the steep slopes (Figures
2 and 3). Notably, GTS considers on the subject lots where the rockfall drapery -mesh
system exists at the immediate top of steep slopes, we recommend that the residential
foundations be setback a minimum of 10 feet from the top of the rockfall drapery -mesh,
where present on the subject lots This setback is set in order to reduce hazards
associated with mechanical weathering as well as rock fall or topple hazards toward the
existing properties located downslope and west of the subject area. All necessary
precautions should be made to ensure that the risk of rock topple or fall hazards from
highly fractured bedrock zones is not increased beyond pre -development conditions.
It should be noted that non -habitable structures such as decks may encroach within this
setback. Decks may be either structurally connected to or disconnected from the
residences. However, if they are connected, they should be cantilevered so that if the
bedrock under the footings give way, the residence is not damaged.
Pull -Out Tests
Based on our surface observations, GTS concludes that the site bedrock appears to be
suitable for foundation pinning. However, portions of the bedrock that contain closely
fractured zones should be avoided for the placement of pinning elements.
GTS recommends that the contractor consider conducting anchor (rebar) pull-out tests
for each lot where residential foundations exist near or within the steeper sloped
geohazard areas. These tests are carried out for the purposes of determining the critical
embedment length of fully grouted rebar bolts in relation to the minimum required tensile
(uplift) strengths for foundation design. Pull-out tests would be conducted prior to the
placement of foundation elements in order to be used for foundation design purposes.
Erosion Control
As discussed above, a veneer of soils exists within the subject area. The following
recommendations are intended to prevent erosion from occurring during and after the
construction phase of the project:
• All clearing and grading activities for the future residential construction should
incorporate Best Management Practices (BPMs) for erosion control in
compliance with current City of Anacortes codes and standards.
We recommend leaving as much of the existing vegetation on site slopes
near areas of the proposed improvements as possible. Leaving the existing
vegetation and planting additional brush and vegetation on site slopes and in
areas disturbed by excavation activities will help maintain near surface slope
stability by providing a stable root base within the near surface soils.
Removal of vegetation and trees may increase the risk of failure for the
surficial soils during periods of wet weather.
Page 12 of 14
GeoTest Services, Inc.
Rock Ridge Summit, Anacortes, WA
September 22, 2017
Job No. 17-0022
• Yard waste should not be dumped over the face of site slopes. Yard waste
can retain water and cause instability on the slope soils.
• All areas disturbed by construction practices should be vegetated or
otherwise protected to limit the potential for erosion as soon as practical
during and after construction. Areas requiring immediate protection from the
effects of erosion should be covered with either plastic, mulch or erosion
control netting/blankets. Areas requiring permanent stabilization should be
seeded with an approved grass seed mixture, or hydroseeded with an
approved seed -mulch -fertilizer mixture. We recommend that appropriate silt
fencing be incorporated into the construction plan for erosion control.
• Proper drainage controls have a significant effect on erosion. All surface
water and any collected drainage water from newly constructed impervious
surfaces should not be allowed to be concentrated and discharged down the
face of site slopes. All collected stormwater should be directed to an
appropriate collection system to be discharged within the local stormwater
collection system or to an appropriate discharge location. Notably, we
understand that not all stormwater flowing on undeveloped native surfaces
will be collected. Nevertheless, considering the collection of stormwater from
residential related impervious surfaces, there should be a reduced impact of
stormwater on the steep slopes after development.
Based on observations made during our site visit and assuming that the above
recommendations are carried out, as well as appropriate maintenance is carried out for
the life of the proposed residences, it is our opinion that site slopes do not present a
hazard to the planned development.
LIMITATIONS
Our conclusions are based on visual observations of surface conditions made during our
site visit on June 261 20172 review of available information and our experience in the
area. Our study area included the area of the proposed residential development only, as
referenced in this report. Our services have been performed in a manner consistent with
that level of professional care and skill exercised by other members of the professional
community practicing under similar conditions in the area. No warranty, expressed or
implied, is made. Our services have been executed in accordance with generally
accepted site evaluation practices in this area at the time the report was prepared.
Page 13 of 14
GeoTest Services, Inc.
Rock Ridge Summit, Anacortes, WA
September 22, 2017
Job No, 17-0022
We appreciate the opportunity to be of service to you on this project. If any questions
should arise regarding this report, please contact the undersigned.
Respectfully Submitted,
GeoTest Services, Inc.
Josh Hardesty, L.E.G, M.Sc.
Licensed Engineering Geologist
Dated: 7/21 /17
ATTACHMENTS
Figure 1 Vicinity Map
Figure 2 Site and Exploration Plan
Figure 3 Bare Earth Imagery
Tim Chylla, L.E.G
Licensed Engineering Geologist
Dated: 7/21 /17
ASFE -Report Limitations and Guidelines For Its Use (3 pages)
REFERENCES
DNR, 2017, Washington Interactive Geologic Map. Washington Division of Geology and Earth Resources.
Washington State Department of Natural Resources.
Skagit County website, iMap. http://www.skagitcounty.net/maps/iMap/
Skagit County
website,
Potential Landslide and Erosion Areas
Map,
http://www.skagitcounty.net/G
IS/Documents/GeoHazard/t35r1
2. pdf
Soil
Survey website,
Skagit County,
WA, prepared by
the
USDA National Resource Conservation Service.
http://websoilsurvey.
nres. usda.gov/appM/ebSoilSurvey.aspx
Page 14 of 14
G' j
r,
''a.,
j�j/////% % /
FAA A FAA A
`% $ -All
il
OAl,
}
AA
IF
' "„
dl
A
/
/� y'
FIFA A
Fd
00
VIA ,rAd
All
o.
Al A
PROJECT LOCATION �_
�i.,
to
/,/
v i An
i' ''r
/r// ,, OA AM,
�v
I A Is, iAIA
j/,%,/j
r
1 A
A�
FAA
®%
GEOTEST SERVICES, INC.
741 Marine Drive
Bellingham, WA 98225
phone: (360)733-7318
fax: (360) 733-7418
::I-
A .:,
,,.
j
y;
IV AM
r
All
y�
... 4 f
FAA „I A,.
IF
Y
LrN
x�
C_ S FAA
z'= Al A
MAP REFERENCED FROM ACME MAPPER 2.0
By: JH
Date:07-14-17 i
Scale: As Shown
VICINITY MAP
STRANDBERG PROPERTY
ROCK RIDGE SUMMIT
ANACORTES, WASHINGTON
Project
17-0022
Figure
1
/ /r i �.
�j
1 ,.
� % i
W. 31 ST STjr �U�
NOT 0 N f �.71� >
( I ` :AFAlk ®ff A 20 01 094 �200806 185 r
C S 5.59 ES "
' 10` GEOHAZARD SETBACK
PFF
W� -p SUBJECT AREA
/\v`hIr C/
c� 14I r7ml
N88 42148 "W
N 2007'40"
50000 170.82'
S.� 1121
19V 7' G' t! S o
k
3 4� S,'�. T54'
oG4, 10 , 20.04'
PHA' SE 4
3.&O ACRES
N 1 IV20,54 " E
12
4000
{ o
rr
N 10.01 052" E
46.57'
/ U
` N 1.1712" E
1.3
®� 6 75.0®'
O
�' 1 Nam, 42 �.481,W 117: 79
4� _, N88'42 048 "W 43, 89' .
7 C1 _
x l / �
W • 42 48 -W O: Z
C W
Ir
g To Tr AID CF'LEY
8 ,t ^ PLAT OF CORTES
C�LUME 2 OF PL4TS
..• - p • NG E B /PEER _ AGE 23
2 BUXK s)
feet N89 14 446 210. 01 '
GEOHAZARD AREA (SLOPES STEEPER THAN 80% WITH ROCKFALL HAZARDS)
REPORT LIMITATIONS AND GUIDELINES FOR ITS USE
Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While
you cannot eliminate all such risks, you can manage them. The following information is
provided to help:
Geotechnical Services are Performed for Specific Purposes, Persons, and Projects
At GeoTest our geotechnical engineers and geologists structure their services to meet specific
needs of our clients. A geotechnical engineering study conducted for a civil engineer may not
fulfill the needs of an owner, a construction contractor or even another civil engineer. Because
each geotechnical engineering study is unique, each geotechnical engineering report is unique,
prepared solely for the client. No one except you should rely on your geotechnical engineer
who prepared it. And no one — not even you — should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did
not read it all. Do not rely on an executive summary. Do not read selected elements only.
A Geotechnical Engineering Report is Based on a Unique Set of Project -Specific Factors
GeoTest's geotechnical engineers consider a number of unique, project -specific factors when
establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk
management preferences; the general nature of the structure involved its size, and
configuration; the location of the structure on the site; and other planned or existing site
improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest,
who conducted the study specifically states otherwise, do not rely on a geotechnical engineering
report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report
include those that affect:
• the function of the proposed structure, as when it's changed, for example, from a parking
garage to an office building, or from a light industrial plant to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the proposed construction,
• alterations in drainage designs; or
• composition of the design team; the passage of time; man-made alterations and
construction whether on or adjacent to the site; or by natural alterations and events,
such as floods, earthquakes or groundwater fluctuations; or project ownership.
Always inform GeoTest's geotechnical engineer of project changes —even minor ones and
request an assessment of their impact. Geotechnical engineers cannot accept responsibility or
liability for problems that occur because their reports do not consider developments of which
they were not informed.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
G�OTL'S7
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study
was performed. Do not rely on the findings and conclusions of this report, whose adequacy
may have been affected by: the passage of time; by man-made events, such as construction on
or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater
fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant.
A minor amount of additional testing or analysis will help determine if the report remains
applicable.
Most Geotechnical and Geologic Findings are Professional Opinions
Our site exploration identifies subsurface conditions only at those points where subsurface tests
are conducted or samples are taken. GeoTest's engineers and geologists review field and
laboratory data and then apply their professional judgment to render an opinion about
subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes
significantly — from those indicated in your report. Retaining GeoTest who developed this report
to provide construction observation is the most effective method of managing the risks
associated with anticipated or unanticipated conditions.
A Report's Recommendations are Nof Finat
Do not over -rely on the construction recommendations included in this report. Those
recommendations are not final, because geotechnical engineers or geologists develop them
principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can
finalize their recommendations only by observing actual subsurface conditions revealed during
construction. GeoTest cannot assume responsibility or liability for the report's
recommendations if our firm does not perform the construction observation.
A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems.
Lower that risk by having GeoTest confer with appropriate members of the design team after
submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the
design teams plans and specifications. Contractors can also misinterpret a geotechnical
engineering report. Reduce that risk by having GeoTest participate in pre -bid and
preconstruction conferences, and by providing construction observation.
Do not Redraw the Exploration Logs
Our geotechnical engineers and geologists prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs
included in this report should never be redrawn for inclusion in architectural or other design
drawings. Only photographic or electronic reproduction is acceptable; but recognizes that
separating logs from the report can elevate risk.
Give
Contractors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for
unanticipated subsurface conditions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotechnical engineering report, but
preface it with a clearly written letter of transmittal. In that letter, consider advising the
contractors that the report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
additional study to obtain the specific types of information they need or prefer. A pre -bid
conference can also be valuable. Be sure contractors have sufficient time to perform additional
study. Only then might you be in a position to give contractors the best information available,
while requiring them to at least share some of the financial responsibilities stemming from
unanticipated conditions. In addition, it is recommended that a contingency for unanticipated
conditions be included in your project budget and schedule.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical
engineering or geology is far less exact than other engineering disciplines. This lack of
understanding can create unrealistic expectations that can lead to disappointments, claims, and
disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our
reports. Read these provisions closely. Ask questions and we encourage our clients or their
representative to contact our office if you are unclear as to how these provisions apply to your
project.
Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report
The equipment, techniques, and personnel used to perform an environmental study differ
significantly from those used to perform a geotechnical or geologic study. For that reason, a
geotechnical engineering or geologic report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of encountering underground
storage tanks or regulated containments, etc. If you have not yet obtained your own
environmental information, ask your geotechnical consultant for risk management guidance. Do
not rely on environmental report prepared for some one else.
Obtain Professional Assistance to Deal with Biological Pollutants
Diverse strategies can be applied during building design, construction, operation, and
maintenance to prevent significant amounts biological pollutants from growing on indoor
surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and
viruses. To be effective, all such strategies should be devised for the express purpose of
prevention, integrated into a comprehensive plan, and executed with diligent oversight by a
professional biological pollutant prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe biological infestations, a number of prevention
strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and
similar issues may have been addressed as part of this study, the geotechnical engineer or
geologist in charge of this project is not a biological pollutant prevention consultant; none of the
services preformed in connection with this geotechnical engineering or geological study were
designed or conducted for the purpose of preventing biological infestations.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
C��4TG'ST
III r MCA �JUO�.M WFI R rapl 11111
201905060063
05/06/2019 11:30 AM Pages: 1 of 5 Fees: $103,00
Skagit County Auditor
Return .Address:
Cite of :Anacortes
Planniu� and CommuniilDeg elopment
904 6°1 Street
Yost Office Box 547
Anacortes. AVA 982? 1
Sewer and Storm Pump Facility Maintenance Covenant
Grantors) hereinafter- referred to as Grantor:
1. Griffith Revocable Trust
2. Raymond Douglas Griffith, Trustee
3. Patricia Tollett Griffith, Trustee
Grantee: City of Anacortes, hereinafter referred to as the City, a Political Subdivision
under the Laws of the State of Washington.
Legal Description of property encumbered by covenant:
Lot 6_ Plat of Rocl: Ridge South Phase IV, recorded November 6. 2017 under Skagit
County Auditors File No. AFN=30171 1060065 Situate in the County of Skagit,
State of Washington. AKA 3932 Rock Ridge Parkway Anacortes Washington.
Common Name of the Development of the property encumbered by covenant:
PW#03-037-DEV-Rock Ridge Phase IV
Located in Qt7•.4 Sec. 26 Twp. 35 N.. Rye. 111 E.. W.M.
Reference Numbers) of documents assigned, released. or modified:
Assessor's Property Tax Parcel/Account Numbers) of property(s) encumbered by the
drainage covenant: P133953
Page 1 Grantor's Initials '`��
Grantor has a record interest in the property encumbered by the covenant and agrees that the
obligations of Grantor shall inure to the benefit of and be binding upon the heirs. successors, and
assigns. Grantor agrees that this covenant touches and concerns the land described herein this
agreement andun `•Exhibit A".
Grantor by execution of this covenant acknowledges that the benefits of this covenant insure to
Grantee. downstream property owners, and the general public. and that the City as third -party
beneficiary of this covenant has the righ, tbut notthe obligation to enforce this covenant on behalf
of downstream property owners and the general public. The City requires this covenant to protect
private and public property, private and public drainage infrastructure, and natural resources of
downstream property owners and the general public_
Grantor hereby covenants to perform regular inspections upon the drainage and sewer facilities
installed, or to be installed, upon Grantor's property and more particularly described in "Exhibit
A'ft herein.
1. These inspections shall be performed by qualified personnel and per the standards in the
manufacturer's operation manual for the equipment installed on Grantors property to
the point of connection to the City of Anacortes Sewer and Storm Drain Conveyance Systems,
2. Should a facility be discovered in a condition that constitutes an exceedance of any described
standard, maintenance shall be performed in a timely matter to prevent or cause any damage
to the City of Anacortes Sewer and Storm Drain Conveyance Systems, downstream property
owners and the general public.
3. The City shalt request a record of the inspections) annuall}�. The Grantor shall provide to the
City a written record of the inspection performed and the condition of the facility upon request.
The record shall provide an explanation of each maintenance component and potential defects
if identified during the maintenance inspection. Pictures of each facility shall be included,
and the date(s) of the inspections must be clearly identified.
4. hn the event the City is required to act as a result of Grantors failure to comply with the
covenant. Grantor agrees to hold the City, its officer, employees, and agents harmless from
any and all claims actions, suits, liability, loss, expenses, damages and judgements of any
nature whatsoever including costs and attorney's fees.
�. When exercising the provisions of the covenant, in the event of nonpayment, the City may
bring suit to recover such cost, including attorneys fees. and upon obtaining a judgment. such
amount shall become a lien against the property of Grantor as provided in RCW 4.56.190.
Grantor covenants that the owners of the property described herein are the person or persons
identified on page 1 ofthis covenant as Grantors, that they have the right to Grant this covenant on
the property. and that the title to the property is free and clear of any encumbrances which would
interfere with the ability to grant this covenant.
Page=' CTrantor'slnitials 1 ��._.
Accepted and Approved by the City of Anacortes:
Director
City of Anacortes Department of
Planning and CoI1nI1nL1nit}I
Development Services
Grantors:
S Igllatlll'e(S �:
Printed
fir_...
7 1me
Dated
Executed MIS ' day of (YZ G� , 2019
STATE OF �VASHINGTON )
> SS
County of Skagit )
I certify that I know or have satisfactory evidence that�Ci'tY1L10. T�<<�� � r � ��"{'`
is the person who appeared before me. as said person acknowledged that ( he/she )
signed this instrument and acknowledged it to be ( his/her) free and voluntary act for
the uses and purposes mentioned in the instrument.
In witness whereof. I hereunto set my hand and official seal.
Dated this �� da}of (Y�Cs� . �019.
Sign
My appointment expires: L�� I �ZU ZZ
NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON
Page3
Grantor's Initials
Grantor(s):
r
Signature(s):
Name(s):(A� _ �tFi�177-/
Printed
Executed this U day of
STATE OF WASHINGTON )
SS
County of Skagit )
I certify that I lalow or have satisfactory evidence that rntnc► 17(�u cks ���-�-k-�
is the person who appeared before me, as said person acknowledged that ( he she )
sI
gned this instrument and acknowledged it to be ( his/her) free and voluntary act for
the uses and purposes mentioned in the instrument.
In witness whereof, I hereunto set my hand and official seal.
Dated this �y� day of Il'1Q-y 2019
Si
My appointment expires: �� I [ Zo22
�. 4` OWtARY( �a4 ofstamp)
0
_W.0 poi •Z=
too Z:
0
%PU
N�q j, gjORI L o� 2 C?
�''�,,F�OF IVJ,P`' ��`�•
NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON
Page 4 Grantor's I nitials�"G�
_ BO'
17' 12^E
_ — N 1' 17' 12"E
b
N1' 88'12"t
I
\ •ewe N
O�
-s---- ,F
�zy _
I
I
I 8
�
�
r
.ten
O
I
pp
1
�.
1
It
0
I
I
zcy _TN aFN o=�r'iN - -��"N SzNZZ uN r
c
m Pe=� oo m�"oo n
CCo Dx o5 oz "_ =fig a €N°",�oz rn
mcN
m �z�c 0z ig,fi�y Q -LSD o ti Q
>�op nz 3
b°o�=' psi �Ano
�"sbmosNm _ 02 n
LO
z m _xa
N�o�,o o m3 av pEi_`Fo o� A
=c A cpom r a m z
' N
O D rn r
D
LU hi ti I m� m cc+ 0 !� � � o� E o 6-c rn N h O ZI r z _ CN _. r Ill
Z W A A m �, Q 'sse&� A Z Z r
Q O a A y $ Z o rn C R d In m O Z RI
A v ; rrnn 0 rn A
p m .i rn 0
rn " ~ o z rn A A
A A 3Vy3o o' rn r
A> N o c � a z rn i rn
T s= N z
Leo
PROJECT I CLIENT INFO BUIIDER INFO:
EXHIBIT A GRIFFITH RE5IDENCE
3cM ROCK RIDGE PARKWAY, P3KLL - Strandberg z
—e UESIGN p 0
ANACORTE5, WA 98221
Return Address:
City of Anacortes
Planning and Community Development
904 6t' Street
Post Office Box 547
Anacortes, WA 98221
Drainage B M P Facility Maintenance Covenant
Grantors) hereinafter referred to as Grantor:
1. Griffith Revocable Trust
2. Raymond Douglas Griffith, Trustee
3. Patricia Tollett Griffith, Trustee
Grantee: City of Anacortes, hereinafter referred to as the City, a Political
Subdivision under the Laws of the State of Washington.
Legal Description of property encumbered by covenant:
Lot 6, plat of Rock Ridge South Phase 4, recorded November 6, 2017
under Skagit County Auditor's File No. (AF#201711060065).
Common Name of the Development of the property encumbered by
covenant: PW#03-037-DEV —Rock Ridge Phase IV
Located in Qtr. 4 Sec. 26 Twp. 35 N., Rge. 01 E., W.M.
Reference Numbers) of documents assigned, released , or modified:
Assessor's Property Tax Parcel/Account Numbers) of property(s)
encumbered by the drainage covenant: P133953
Page 1 Grantor's Initials
Grantor has a record interest in the property encumbered by the covenant and agrees
that the obligations of Grantor shall inure to the benefit of and be binding upon the
heirs, successors, and assigns. Grantor agrees that this covenant touches and
concerns the land described in Exhibit See Page 1 of this agreement and shall
run with the land.
Grantor by execution of this covenant acknowledges that the benefits of this covenant
insure to Grantor, downstream property owners, and the general public, and that the City
as third -party beneficiary of this covenant has the right, but not the obligation, to enforce
this covenant on behalf of downstream property owners and the general public. The
City requires this covenant to protect private and public property, private and public
drainage infrastructure, and natural resources of downstream property owners and the
general public.
Grantor inconsideration of the approval of the City development permit
No.PW#03-037-DEV, relating to the real property described in Exhibit Page #1 and in
consideration of other valuable consideration, receipt and sufficiency of which is hereby
acknowledged, hereby covenants to perform regular inspections upon the drainage
facilities installed, or to be installed, upon Grantor's property. These inspections shall
compare the facility/BMP device to the standards described in the current Stormwater
Management Manual for Western Washington in use by the City of Anacortes (herein
referred to as "the Manual") for all elements of the stormwater drainage system. For
any BMP facility approved by the City but not included in the Manual;
maintenance standards shall be as described in the manufacturer's
operation and maintenance manual; which shall also be referred to as the
M a n u a 1. As applicable, the system shall include the stormwater conveyance pipes,
Cistern and related pump system, any infiltration systems and all other stormwater quality
or flow control systems all to the point of connection to the City of Anacortes Storm Drain
Conveyance System.
The inspections conducted on all facility/BMPs shall be performed by qualified
personnel who have received professional training in the aspects of stormwater
management for which they are responsible to inspect. For example a person qualified
to perform an inspection on a detention pond must demonstrate that they have received
professional training specifically on detention pond maintenance and compliance with
standards.
The City shall request a record of the inspection annually. The Grantor shall provide to
the City a written record of the inspection performed and the condition of the
facility/BMP upon request. The record shall provide an explanation of each
maintenance component and potential defect identified in the maintenance standards in
the Manual for each specific BMP/facility. Where measurements must be taken to (trash
or debris exceeds 60% of the sump...) the actual field measurements must be included
on the report. Pictures of each BMP facility shall be included, and the date(s) of the
inspections must be clearly identified.
Page 2 Grantor's Initials — � —
The scope of this covenant and right of entry shall be adequate to provide for the access,
inspection, and maintenance of the stormwater drainage system, and shall be subject to
the following terms and conditions:
1. The City shall have the perpetual right of entry across adjacent lands of the
Grantor for purposes of inspecting, auditing, or conducting required
maintenance of the drainage BMP facility.
2. The facility specific maintenance standards contained in the Manual are
intended to be conditions for determining if maintenance actions are
required. The standards are not intended to be a measure of the facility's
required condition at all times. Discovery through inspection that a facility's
condition is in exceedance of a standard does not constitute a violation of
this agreement.
3. Should a facility be discovered in a condition that constitutes an exceedance of
any described standard, maintenance shall be performed on the following
schedule:
a. Within nine months for typical maintenance of facilities, except catch
basins.
b. Within three months for catch basins.
c. Within eighteen months for any maintenance that requires capital
construction or expenditure over $25,000
4. In the event that Grantor fails to complete the required maintenance within the
identified time period, the City shall have the right to immediately and without
further notice perform or contract with others to perform all maintenance
necessary to return the facility/BMP to compliance with the standard. This work
shall be performed at the sole expense of the Grantor.
5. If the City in its sole discretion determines that an imminent or present danger
exists, that any condition exists that could constitute a threat to human health,
welfare or the environment, or any condition exists that could cause the City to
be found in violation of the Western Washington Phase II Municipal Stormwater
NPDES permit issued to the City of Anacortes, or any other environmental
permit, the City may take any action required including beginning maintenance
or repairs immediately at Grantor's expense without prior notice to Grantor. In
such event, the City shall provide Grantor with a written statement and
accounting of all work -performed and the fees, charges, and expenses
incurred in making such repairs. Grantor shall agree to reimburse the City or
pay the City's vendors directly for all reasonable fees, charges, and expenses
identified in the City's statement.
6. If the City is required -to act as a result of Grantor's failure to comply with this
covenant, the City may remove any obstructions and/or interferences that in
the sole opinion of the City impair the operation of the drainage BMP facility or
the maintenance thereof. Grantor agrees to hold the City, its officers,
employees, and agents harmless from any and all claims, actions, suits,
liability, loss, expenses, damages and judgments of any nature whatsoever,
Page 3 Grantor's Initials — —
including costs and attorneys fees, incurred by the removal of vegetation or
physical interference from the drainage BMP facility.
7. When exercising the maintenance provisions of the covenant, in the event of
nonpayment, the City may bring suit to recover such costs, including
attorney's fees, and upon obtaining ajudgment, such amount shall become
a lien against the property of Granter as provided in RCW 4.56:190,
8. Grantor covenants that the owners of the property described herein are the
person or persons identified on page 1 of this covenant as Grantors, that
they have the right to grant this covenant on the property, and that the title
to the property is free and clear of any encumbrances which would interfere
with the ability to grant this covenant.
Executed this day of "
Grantors:
Signature(s):
Printed
Name(s):
Title of Authorized Representative(s):
(if signing on behalf of a corporation)
Page 4 Grantor's Initials — —
Additional Signatures (if needed):
Note: Signatures) of Grantors) must be acknowledged by appropriate Notary
Form.
Accepted and approved
for the City of
Anacortes:
Date:
Director
City of Anacortes Department
of Planning and Community
Development Services
STATE OF WASHINGTON)
) ss
COUNTY OF SKAGIT )
On this day personally appeared before me, Raymond Douglas Griffith and Patricia Tollett
Griffith, to me known to be the individuals described in and who executed the foregoing
agreement and acknowledged that he\she signed the same as his\her free and voluntary
act and deed for the uses and purposes therein mentioned.
Given under my hand and official seal this
day of , 2019.
(Signature)
Notary Public in and for the State of
Print Name)
Residing in ,Washington.
My commission expires:
Page 5 Grantor's Initials,
k
O
(�
Z
D
co �
�
O
l
ra � G; z C
�
0
N V1
l!� V1 VI V1
A V W
°1
A
Gi Ll Gl L1 L1 �' Ll Ll
G1 Gl G� Li Ll G1
G1 Ll Ll Gl v
oo
�n
�
OJ Ol d 01 Gl � Ol G1
N N N N p1 GI
p� GI W N W w
m
f1
N d
SA
'0W
x
O
ox .
3M
0C
0NO
A
aomo
m <°
oc a N
r
3 CL
,^rfDv
�^ W fD
fD
= d z N C
p fp
an
p C
n 7 oni C<
N
p
.0.. S
z<fD A
3
d
F
a
m
3 m ci
d
O @
H
N
1'1
O C N
z
3
old
1A
Pop
0
n
■wO-
OK
2cl-
-
� �I 4 4�
rT ��
� f Z
r
s31aOOVNd :3O u.ti
6lOb 8 0 �{
� J[�[1�cro)j
I
I
I
I
0
Cz
i/ II
ENTRY I
� o
5FR2 I -
/ I FINISHED FLOOR 45a.0
I
I
/ of I
/ L�
r
1 I
/ 1 I
1 I
1 I
' I -_ L__-1
1 < _.
1 I 1
�SRT FENCE- T
/ 555D 42' 45"E
a byh ah;� sya
X
� P
3
al ;
1
1
I
1
I
1
1
1
1
1
I
i
I
I
dJ
1L
I
i
SMALL PARCEL STORM WATER PLAN
O5P5P # 1 CONSTRUCTION AGGE55 ROUTE
A) A STABILIZED CONSTRUCTION AGGE55 TO CONTROL THE
TRACKING OF DIRT AND MUD ONTO THE CITY STREETS SHALL BE
INSTALLED. AGGE55 TO BE CONSTRUCTED OF 4" - 6" QUARRY
SPALL5 AND BE OF SUFFICIENT LENGTH TO CAPTURE DIRT AND
MUD PRIOR TO CONSTRUCTION VEHICLES ENTERING THE PUBLIC
ROADWAY.
O5P5P # 2 STABILIZATION OF DENUDED AREAS
2 A) EXPOSED 501L SHALL BE STABILIZED USING MULCH, PLASTIC
COVERING, 500, 501L BINDERS, OR HYDR05EEDING IN ORDER
TO ELIMINATE OR REDUCE SOIL ER05ION DURING THE
PROCESS OF CONSTRUCTION AND REDUCE THE TRANSPORT OF
SEDIMENT AND POLLUTANTS BY STORM WATER.
O5P5P # 3 PROTECTION OF ADJACENT PROPERTIES
A) ANY ADJACENT PROPERTIES TO THE CONSTRUCTION 51TE SHALL
BE PROTECTED FROM SEDIMENT DEPOSITS THROUGH THE USE OF
SILT FENCING, DRAINAGE BUFFERS, 5TRAW BALES, STAKED FIBER
ROLLS, OR ANY OTHER APPROPRIATE BMP. DEPLOYED BMP'5 SHALL
BE MAINTAINED, REPLACED, OR REPAIRED AS NECE55ARY DURING
THE COURSE OF THE CONSTRUCTION PROJECT.
®5P5P # 4 MAINTENANCE
A) MAINTENANCE OF EROSION AND SEDIMENT CONTROL BMP'5
SHALL BE PERFORMED BY 5TRANDBER6 CONSTRUCTION AS
NEEDED TO ENSURE THEY PERFORM OVER THE COURSE OF
THE CONSTRUCTION PROJECT.
rj 5P5P # 5 OTHER 5MP'5
A) IF DURING REGULAR MAINTENANCE AND REPAIR OF EROSION AID
SEDIMENT CONTROL BMP'5 IT IS DEEMED NECESSARY TO MODIFY CR
IMPLEMENT NEW BMP'5, THEN A NEW STRATEGY SHALL BE
DETERMINED AND DEPLOYED AS REQUIRED. PERIODS OF HEAVY RAIN,
CHANGES TO SOIL STOCKPILES, INSTALLATION OF LANDSCAPING
- ---- MATERIALS, INSTALLATION OF IMPERVIOUS MATERIALS, OR SIMILAR
N Y \
SITUATIONS SHALL BE MONITORED.
. � YWER METER- A .it,
ALT FEN•ice
000-
-_.�
------ -
/-i'�EEv(R( NNNEELTION
a10,
N
/
I /
oe
I( C
INSTALL NEW DRIVEWAY ENTRANCE
J PER STANDARD PLAN F-W.10,04
I i DRIVEWAY TYPE 3. MAX WIDTH 1570' PER ED5
1,1655F ; STANDARDS
II /
LOT b Olt
N
9i 998 5F /SOIL STOCKPILE \�
/iI P
3932 ROCK RIDGE PARKWAY 1 ell,
Ae
HE,�n-4E5TRIG'E✓
y— — — — \-S� 1462.�'- -
P V21 :BUILDING MAX HT. 414.
-O
L BUILDING MAX SIZE: 3,499 SQ.FT.
1 pj
GARAGE ' m
I
FINISHED FLOOR �455.0
.h
r --
J o
I K
f
F-51DEWALK - -
66 5F
OBI
,CCE55 AND
UTILITY EASEMENT , Y
A00 FOR LOTS 5 & 9 /�o/.`'~
%yO
i
LAN05CA FE LEGEND
LAWN AREA
CONCRETE DRIVE
CONIFER TREE
ev
5HRU135 / PLANTING5
MINIMUM TREE DEN5ITY
IN
ANAC.ORrES MUNKODE- 1b.50.070
Calculation of the Total Tree Units Required. The total number of tree units required
to be provided by a regulated project or tree conservation permit approval listed in
Section 16.50.100 shall be calculated by dividing gross site area, minus any public or
private street rights -of -way, by one thousand Table 16.50.120(D). The result of the
calculation will be the total number of tree units required for the project approval
within the building site.
LOT SIZE: 9.99b SQ.FT.
TREES REQUIRED: 10
LOT INFORMATION
LOT SIZE : 9,99b 5Q.FT.
MAX LOT COVERAGE (35%) = 3,499 SQ.FT.
ACTUAL BUILDING GOVERAGE (55%) = 3,499 50.FT.
HOUSE IMPERVIOUS AREA: 4,053 5Q.FT.
IMPERVIOUS DRIVEYVAYAREAS: 1,251 50.FT.
TOTAL IMPERVIOUS AREA: 5,304 50.FT.
PARCEL # 133953
ADDRESS: 3932 ROCK RIDGE PARKWAY
OWNER: DOUG AND PATRICIA GRIFFITH
DE5I6NED EY.
J. 5YKORA, CPBD
DRAFTED BY:
SCALE
1" = 10' U.N.O.
DATE
5-14-15
V
0
N
3
�
N
�
o
v
Ow
rn
1s �
w
m
a�
_
W-
X�
r
LU
00
m
�
a
Oz
In
Q
m 3]
m
V
Z
0
w�
tV
Z
/`_Q•�■
a
LI l
LU
v -
w
w
V
p—/
p
w
~
T
ILA
I-
tu
O
O
LL.
Q
a-
LL-
m
�
m
&C
W I=
0
0L
v
Z
<
w
i
rc
O
0
i
LU
tS�
a
_
I OWNER APPROVAL I
INITIAL:
A2
H
C
LL