HomeMy WebLinkAboutMLA17-00064 Stormwater Pollution Prevention PlanDEPARTMENT OF COMMUNITY
621 Sheridan Street, Port Townsend, WA 98368
Tel: 360.379.4450 1 Fax: 360.379.4451
Web: www.co.Jefferson.wa.(jslcommunitydevelopm+
E-mail: dcd@co.iefferson.wa_us
STORMWATER SITE PLAN SUBMIT
- rDCt'�
MLA # PROJECT/APPLICANT NAME: Steven P. Barnawe-Meyer
Please answer all of the following questions to the best of your ability. Where the question calls for depiction on a site map, the
applicant may choose to either incorporate the elements into the general plot plan for the Master Land Use Application or to submit a
separate stormwater site plan map.
Project Overview
1 Describe the proposed developed conditions of the site. Indicate position and relative size of proposed improvements on the
site map.
The proposal is development of a single family two-bedroom residence with covered / uncovered decks, a new driveway and a new visitor parking / turnaround
area. Please see the attaches Stormwater Calculation Worksheet for Parcel #602291005,or extent of land disturbing activities, conversion of native vegetation,
Si r7tIJII1PSilF ri i} ar�ri_�!(�d„clnrty�y�r ralrr rlafinnc im�g�yynllg crirfa�p$ haw allarhod Ma
proposed improvements.
Existing Conditions Summary
2. Describe the existing topography. Indicate contours on the site map.
e to this nues nn t att laked Sl 1pplo-ontalArrArr ___#hc " �,r
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3. Describe the existing vegetation. Indicate native vegetation areas on the site map.
och t�th➢cn�l�e h a+r mrantal ®ncee�ar Choxat fpr this "_toter
Site Plan Stlhrrtittal Iemnlate for Parcel #50229.5 — Emipct1Api)lmC,at]L111anie- St
4. Describe the existing soils. Indicate soil type on the site map.
Iofor
fpr this "Stnrmy
Site Plan Submittal lemplatp Mir Parrel_#50229_1005 — Prniect / Applirant Namp- Steven P re
5. Describe the existing site hydrology (i.e., drainage- behavior of water on the site—above, below, and on the ground). Indicate
existing stormwater drainage to and from the site on the site map. Depict separate drainage basins on the site map, if
applicable, and indicate acreage of each.
Please see tle pert a o4h�#ic, Ues-#en i.n f�h�nj� tt.��ehped Supplemental A s, Ve�%yliri��et fbF this
11 oFmwatQi'er-Sege PFii�i ,T'T>�rnrS'"-' lrt�tR�a' -T-en at !-I�C7 i�F-7'trl�l-GG&-Rr- !eet -i�'�h'hiea.
6. Describe any excess levels of noise generated by the proposed use or activity:
During the short timeframe required to clear and construct the proposed driveway, to clear and level the proposed building site and visitor parking /
'tarns srjr�tt3re a ps et�viagrittziirtg t� twittlze�lattceabS>: ttra�fii�tc[tt►drstres�
levels. Noise will also be -generated during buildin construction._(foundation work. framing, siding. etc.1 but such noise is not expected to be excessive and
all of the work activities listed above will be performed during daylight hours to minimize any negative effects on our neighbors.
7. Describe significant geographic features and critical areas (i.e., environmentally sensitive areas such as wetlands, streams,
stee2 slo es, etc.) on the site. Indicate location on the site map.
stormwater site plan template -rev. 12!7/2015
Please-see-tbe-mspmsala-this-qLtestan on the attacheA Supplemental Answer Sheet for testi
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Proiect / Applicant Name-
8. Describe the general vicinity of the site, including adjacent land uses and structures, utilities, roads, and sensitive/critical areas
streams, wetlands, lakes, steep slopes, etc.).
ease sees the r Rsn to this q roc4ionn on the attaGhGtS pplemeRt R'svver-,�'Q.�.',.♦-fGF-fid
rr ,am ts' Plan Suhc mittuiTemplate for DrsrGel �Fi+�C1`)'3[71 nn -, -Apoec'�IY�t-t�tam.
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Permanent Stormwater Control Plan
This portion of the Stormwater Site Plan consists of the selection and installation of the appropriate stormwater control BMPs
and facilities to remain in place after construction of the project is completed.
"Medium" size projects are required to have the totals calculated of all impervious surfaces, pollution-generating impervious
surfaces, and pollution-generating pervious surfaces to verify that the thresholds for treatment facilities and flow control
facilities are not exceeded.
g Describe the developed site hydrology, as proposed. Indicate whether stormwater will be fully dispersed (i.e., per BMP T5.30
in the Manual) or, if not, what types of stormwater flow control will be utilized for the site or specific threshold discharge areas
within the site. Locate these facilities on the site plan and differentiate proposed facilities from existing facilities.
4e_attaGhtad iippp4eff en-a}ran--rAcnairicn.-rt
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Site Plan Submittal Template fir Pwise1 522
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10. If the project requires the use of stormwater treatment facilities, describe the types of stormwater treatment facilities proposed
for use on the site. Locate these facilities on the site plan and differentiate proposed facilities from existing facilities. [This is
normally for "large" projects or projects that involve the potential for dispersion of contaminants.]
lease seu, tie iesponse to thIS question all the ttr'IGI led-ftpplei i im ital At nswei 81 met.
11. Describe the performance goals and standards applicable to the project.
The Low Impact Development (LID) Performance Standard is applicable to the roof runoff and the visitor parking / turnaround components of this project and has been
uizrr`ed, as desCn 'r7 fi'9_.a ve. I tic I-I D Perlormance titard a rd for use a permeable pavemehl lorlhe proposea drweway is in teasVe. slnre Me driveway graalent mus
n rilv ber r n 1 ° t Phlin i nrrii f ,
construction for which soil quality and depth will need to be restored.
12. Describe the flow control system.
Please see the respepse4e4hiis questi on the attac;hed Supplemental Answer R-heiat for this
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13. Describe the water quality system.
stormwater site plan template - rev. 12(7/2015
slormwater site plan template - rev 1217/2015
phase-Seethe response to this question on the attached 'Ct tpp]arriental AnSWRr Shoe for this
"_�trnr r ater 4,'te Rlan i rhmittal Template for Nawr el ff —
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Steven 12
14.
Describe the conveyance system analysis and design.
421ease c _e FespoRce to this nr estin� the n}6 ed-`'upplernen}n.! Ancs"reF-&h.
' StatrmtYi Ater- ke r3 Submittal -Template r Parr --el iM-02�1nva�a�— P t4-Ap .
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15.
Describe the source of fill material, physical characteristics of fill material, and deposition of excess material.
Please see the response to this niiestinn on the attar•_he St t beet for this "Stormwater Site -
Plan Submittal Template for Parse! #502291005 — Project ! Applicant N m v n P S rn "
16.
Proposed methods of placement and compaction consistent with the applicable standards on Appendix Chapter 33 of the
Uniform Building Code.
Please see the response to this question on the attached Supplemental Answer Sheet for this "Sformwater Site Plan Submittal Template for
Parcel #502291005 - Project 1 Applicant Mame: Steven P. Barnowe-Meyer".
17.
Describe the proposed surfacing material.
New dtivewav surfacing will be asphalt pavement over a mashed rock base course: surfacing for the visitgr parking I turnaround area Will be 3" surf ce
coat of pervious clean (no fines) 5/8" crushed rock over a pervious fractured basalt rock subgrade.
18.
Describe methods for restoration of the site.
As previously notedthere r nni I or seaggrial fre hwater orsaltwater) wetlands r' i vicmnity of
Parcel#502291005, and thus there are no actions required to be performed to reestablish wetland functional characteristics and
processes that nave been lbsty alteraTiOns or a0vitiegasSociated with e proposed de9elopments-or IN PUFFUM.
19.
An Operation and Maintenance Manual is required for each flow control and treatment facility. [This is normally required for
"large" projects only and only those for which facilities are required to control flow or treat runoff.] If included, list the Manuals
here.
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20.
List here and include any special reports or studies conducted to prepare the Stormwater Site Plan.
trppqrl has been comp[eW forParol #5Q2291 0135 and thpit ggzgssmentin ' that the
project does not increase the risk of landslides on or off the parcel.
21.
List other necessary permits and approvals as required by other regulatory agencies. If those permits or approvals include
conditions that affect the drainage plan or contain more restrictive drainage -related requirements, describe those conditions or
restrictions here.
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slormwater site plan template - rev 1217/2015
CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP)
The Construction SWPPP addresses sediment and erosion control during construction. The BMPs indicated by the applicant in the
template that follows must be installed on the ground during all construction phases of the project. The proponent is responsible for
preventing sediment and erosion impacts to environmentally sensitive areas and off-site areas. Consult the Construction Stormwater
Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet for guidance, particularly with rural residential
development.
SECTION I — CONSTRUCTION SWPPP NARRATIVE
1. Construction Stormwater Pollution Plan Elements. Describe how each of the Construction SWPPP elements has been or
will be addressed. Identify the type and location of BMPs used to satisfy the required element. If an element is not applicable to
the proposal, justify in writing. Detailed descriptions of the 13 Elements are found at Volume II Section 3.3.3 of the Manual
(beginning on page 3-11).
13 Required Elements — Construction SWPPP
1. Mark Clearing Limits.
paint.aetiyitmes and will be eleady marked with pink-afl44Afe4ka@@iRg and / E)f blue
2. Establish Construction Access.
Please see the deSGOPNOR this Elemeni in the attached deGU.M.A_nt_ NUP-4-
T''r
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3. Control Flow Rates.
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-�rfT�}i1Vrrc�--ti �7urno�-rr i-c�c^c ri1TPlans foor PaFeel # 602291006 Supplemental Answer
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4. Install Sediment Controls.
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Sheet".
5. Stabilize Soils.
,Please see the c+r sGFip#irsn f9r this DeMeRt its the attnr.hnr: d$-trmrY:il•�titi� " 6i$trarron�
c�vefrrrvli-r�rrn S rotPa Feel# 6022910 06 rcriT [fls'dv$i----
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6. Protect Slopes. [imp } '� the
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C+r.rmi.r.-.tef Pe 'o Preyentien Lel. T.� '�'el 502291005 --supmementa'1-_ -RsVY`leF
Sheet".
7. Protect Drain Inlets. ,,,-.
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GrL'4:7TX'PV'F:GYTPQ1!UCiq'T!Z T'G°PIP.n'{TQT7T#afi�l. S'[eFPiafE>-.i Y'!~602L.:J'1005 S'uppl�. I"7'iTl-.J9Vf.F
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stormwatersiteplantemplate - rev 12/7/2015
13 Required Elements — Construction SWPPP (continued)
8. Stabilize Channels and Outlets.
Please see the desGriptien fo -t
Ctr..r. winter Pollation PFeye^.niie!9 R
Sheet".
9. Control Pollutants.
"12AnotFi jffinn
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10. Control De -Watering (the act of pumping groundwater or stormwater away from an active construction site).
r)iip in the reamer{ arm frarfttr .rf nadir . of fhF, pillnw hasaif ror k With the cone niCtion site. nn gmund wafer is
expected to be encountered within the excavation areas during the planned dry season construction schedule. if
such ground water is encountered, its removal from the excavation site will be performed in a manner that will not
cause damage to downslope areas or cause soils or other pollutants to be added uring dewatering,
11. Maintain Best Management Practices (BMPs).
noted in most of these elements, installed BMPs will be regularly inspected and maintained throughout the duration
of the construction project. Though not previously noted, all temporary controls will be removed within 30 days of
the completion of the construction project.
12. Manage the Project.
Please racy
Sheet". �rr�
13. Protect Low Impact Development BMP's
Please s"as the de6GFiPtiE)R fGF thi+ eFIant +n the attanhncctn,ri r,mart titled "GOPS}
rGNIDR
Supplemental tai AnnWeF Sheet
2. Adjacent Areas.
a. Description of the adjacent areas that may be affected by site disturbance (e.g., streams, lakes, wetlands, residential
areas, roads).
-Pease see the de8Grirrti n Under Adja GeRt Area& n tnha-actaG ed rrGUMe
-&teFfnw {fit"ykfytt'ca.�rtlr-"-�fu-'^r�7arnr3c+ctrr3i ��Cnrrtir�c�ar"-sr.
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b. Description of the downstream drainage path leading from the site to the receiving body of water (minimum distance of 400
yards).
3. Environmentally Sensitive Areas.
a. Description of environmentally sensitive areas that are on or adjacent to the site.
Please see the ri ed r om imeni fitted
"Construction -Storrawater Pollution Pre ention Pians for Parcel # 5Q2221 QQ5 - SUpplemental Answer Sheet".
stornwater site plan template - rev. 12/712015
b. Description of special requirements for working in or near environmentally sensitive areas.
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4. Erosion Problem Areas. Description of potential erosion problems on site in the context of the characteristics of the on-site
soils (e.g., erodibility, settleability, permeability, depth, texture, soil structure).
Please see the de rrir7}' er GrosiOR t7rreblem ❑ Fea in the . ttarhed rieGu ffinn} }i}I d
� t6�--kt�i6�E. ^-rva#c�rr-R rva#crr�-r-nz es-�� merre-�crcec>�rr�rays�m,r-rcrrr-cr�al~--
yR!-'r.r.nWrl,n}iOn StE)rm.wl.�teF Q.-.It..FieR t�rr...entmen Plans for E].z.-�c.rYL# 602294906 C�..-.r.t�...,,. efltal
�T3. L7 - - [G� IILTr7 QF�7t.fRGTiRG# #il�iT-
Answer Sheet".
5. Construction Phasing.
a. Construction sequence
Please see the description under Construction Phasing - Construction sequence in the attached document titled "Construction Stormwater
Pollution Prevention Pians for Parcel # 502291005 - Supplemental Answer Sheet
b. Construction phasing (if proposed)
Please see the description under Construction Phasing - Construction phasing (if proposed) in the attached document titled "Construction _
Stormwater Pollution Prevention Plans for Parcel # 502291005 - Supplemental Answer Sheet".
6. Construction Schedule. Wet season is October 1 through April 30 (page 2-20 of the Manual).
I. Provide a proposed construction schedule.
See narrative in Construction Phasing (above). Most likely scenario for a proposed construction schedule is start construction as soon as possible at the start of the 2018
dry se6suh. tonowing ne sequence i5io oul in 5. a., Cons rur, +9n se« uonce a ve. nd comp e e 911 PFOPOSed outdoor cons ruc a n during Ifiedry season.
II. Wet Season Construction Activities.
a. Proposed wet season construction activities.
The only proposed wet season construction activities would he indoor construction activities not completed before the end of the
2018 dry season
b. Proposed wet season construction activities for environmentally sensitive areas.
7. Financial/Ownership Responsibilities.
a. Identify the property owner responsible for the initiation of bonds and/or other financial securities.
If Cpquired by Jefferson Couuty_ the property owners responsible for the Onitiat"oo of bonds and I or other financial
securities are Steve and Marilyn Barnowe-Meyer.
b. Describe bonds and/or other evidence of financial responsibility for liability associated with erosion and sedimentation
impacts.
The proporlentsIg to Jefferson County -to -describe fQr us what n!or other evid-ence. Qf t i I i iiit f r
liability associated with erosion and sedimentation impacts that the County deems are appropriate under their regulatory authority
(and taking into cans) era ion the ori -site conditions and risk factors)ancl Ineretoreshould be requirea or us„ as proponents.
8. Engineering Calculations. Provide Design Calculations on a separate sheet for the following, if applicable.
a. Sediment Ponds/Traps. Surface area equals 35.5 square feet (Rational Method calculation: 0.0171 cfs)
b. Diversions. Not applicable; no diversions are planned or required.
c. Waterways. Not applicable; no waterways are planned or required.
d. Runoff/Stormwater Detention Calculations Not applicable; no detention facility is planned or required.
stornmater site plan template - rev. 12/7/2015
SECTION II — EROSION AND SEDIMENT CONTROL PLAN
Sediment and erosion control measures may be depicted on the master land use application plot plan, a stormwater site plan, and/or a
separate Construction SWPPP site plan. This is a checklist to ensure that the following are depicted on a site plan:
1.
General.
a. Vicinity Map
b. Jefferson County Approval Block
c. Erosion and Sediment Control Notes
2.
Site Plan.
a. Legal description of subject property.
b. North arrow.
c. Indicate boundaries of existing vegetation (e.g., tree lines, pasture areas, etc.).
d. Identify and label areas of potential erosion problems.
e. Identify FEMA base flood boundaries and Shoreline Management boundaries (if applicable).
f. Show existing and proposed contours.
g. Indicate drainage basins and direction of flow for individual drainage areas.
h. Label final grade contours and identify developed condition drainage basins.
i. Delineate areas that are to be cleared and graded.
j. Show all cut and fill slopes indicating top and bottom of slope catch lines.
3.
Conveyance Systems.
a. Designate locations for swales, interceptor trenches, or ditches.
b. Show all temporary and permanent drainage pipes, ditches, or cut-off trenches required for erosion & sediment control.
c. Provide minimum slope and cover for all temporary pipes or call out pipe inverts.
d. Shows grades, dimensions, and direction of flow in all ditches, swales, culverts and pipes.
e. Provide details for bypassing off-site runoff around disturbed areas.
f. Indicate locations and outlets of any dewatering systems.
4.
Location of Detention Best Management Practices (BMPs). Identify location of detention BMPs.
5.
Erosion and Sediment Control Facilities.
a. Show the locations of sediment trap(s), pond(s), pipes and structures.
b. Dimension pond berm widths and inside and outside pond slopes.
c. Indicate the trap/pond storage required and the depth, length, and width dimensions.
d. Provide typical section views through pond and outlet structure.
e. Provide typical details of gravel cone and standpipe, and/or other filtering devices.
f. Detail stabilization techniques for outlet/inlet.
g. Detail control/restrictor device location and details.
h. Specify mulch and/or recommended cover of berms and slopes.
i. Provide rock specifications and detail for rock check dam(s), if applicable.
j. Specify spacing for rock check dams as required.
k. Provide front and side sections of typical rock check dams.
I. Indicate the locations and provide details and specifications for silt fabric.
m. Locate the construction entrance and provide a detail.
6.
Detailed Drawings. Any structural practices used that are not referenced in the Ecology Manual should be explained and
illustrated with detailed drawings.
7.
Other Pollutant BMPs. Indicate on the site plan the locations of BMPs to be used for the control of pollutants other than
sediment (e.g., concrete wash water).
8.
Monitoring Locations. Indicate on the site plan the water quality sampling locations to be used for monitoring water quality on
the construction site. Sampling stations should be located upstream and downstream of the project site.
stommvater site plan template — rev. 12/712015
Stormwater Site Plan Changes
If the designer wishes to make changes or revisions to the originally approved Stormwater Site Plan, the proposed revisions shall be
submitted to DCD prior to construction. The submittal shall include substitute pages that include all proposed changes, revised
drawings showing any structural changes, and any other supporting information that explains and supports the reason for the change.
Final Corrected Plan Submittal
If the project included construction of conveyance systems, treatment facilities, flow control facilities, or structural source control BMPs
(not standard on-site stormwater management BMPs), the applicant shall submit a final corrected plan ("as-builts") when the project is
completed. These should be engineering drawings (stamped by a licensed civil engineer) that accurately represent the project as
constructed.
APPLICANT SIGNATURE
By signing the Construction SWPPP worksheet, I as the applicant/owner attest that the information provided herein is true and
correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all
owners of the affected property.
(LANDOWNER OR AUTHORIZED REPRESENTATIVE S I (;NAT U R L) /
THIS SPACE MAY BE USED FOR ADDITIONAL NOTES, IF NEEDED:
V���
(DATE)
stormwater site plan template — rev 12!7/2015 12
Stormwater Site Plan Submittal Template for Parcel #502291005 — Project /
Applicant Name: Steven P. Barnowe-Meyer
Supplemental Answer Sheet
Project Overview
1. Describe the proposed developed conditions of the site. Indicate position and
relative size of proposed improvements on the site map.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
the response to this requirement.
2. Describe the existing topography. Indicate contours on the site map.
Please see attached Map "E". This map shows the areas of Parcel #502291005 that were
topographically mapped by Clark Land Office in October 2016. Only that portion of the parcel
considered potentially amenable to development for a single-family two-bedroom residence,
given the parcel's irregular shape, overall steep topography and close proximity to the
shoreline of Hood Canal and McDaniel Cove, was topographically mapped. The proposed
building envelope is located entirely on a safety bench / pit floor created during a former basalt
rock quarry operation that occurred on this parcel starting in the mid-1960s and had ceased
prior to or by 1976. The proposed visitor parking / turnaround area is also located on the same
gently sloped safety bench / pit floor.
3. Describe the existing vegetation. Indicate native vegetation areas on the site map.
Existing vegetation cover on the parcel is a matrix of open grass- / moss -covered rock
outcrops and native mixed -conifer (Douglas -fir, western red cedar, western hemlock) /
hardwood (red alder, Pacific madrone, bigleaf maple, willow and cherry species) forest stands
(with pockets of non-native (Scotch broom, English ivy & Himalayan blackberry) and more
extensive native understory vegetation) that regenerated naturally following rock quarry mining
operations that ended prior to or by 1976. An oblique aerial photograph from June 1977 shows
that, except for individual trees or small pockets of trees, the entirety of Parcel #502291005
was denuded of vegetation and much of the topsoil on the site was stripped off as overburden
to facilitate rock extraction during the rock quarry operations. The current predominant on-site
vegetation appears to be the result of natural seeding / regeneration from adjacent tree and
brush sources, with only those areas with adequate remaining soils successfully regenerating.
Please see attached a listing of trees, by species and DBH, located within the proposed
development areas. Additional native tree and shrub species that have been planted and
established on the parcel since November 2015 are Oregon white oak, bigleaf maple, western
red cedar, Pacific yew, seaside juniper (Juniperus maritima), vine maple, Pacific
rhododendron, western azalea, red -flowering currant and evergreen huckleberry. Please see
attached Google Earth photo image showing vegetation on a portion of the parcel, highlighting
the approximate boundaries of the proposed development outlined in yellow.
4. Describe the existing soils. Indicate the soil type on the site map.
The entirety of Parcel # 502291005 is mapped by the USDA SCS as Olete-Hoodsport (OpD)
but natural soil conditions within the entire parcel were significantly modified by the physical
removal of overburden, much of the topsoil and commercial quantities of rock excavation
during a former rock quarry operation on the site. Four septic reserve area soil hole logs
(dated 7-20-94) from within the proposed building envelope indicate a first horizon of a
brownish tan sandy topsoil from a minimum 3 inches to a maximum 10 inches in depth. The
second horizon is brown fractured basalt, from a minimum 29 inches to a maximum 41 inches
in depth. The third horizon is gray solid, seamed basalt rock. The only soil log in the vicinity of
(but not within) the proposed driveway area indicates a first horizon of 20 inches of brownish
tan sandy topsoil above a second horizon of solid, seamed grey basalt rock. Six soil hole logs
for a new septic reserve area (dated 10-20-16) indicate a range of first horizon soil depths of
between 9 to 24 inches of very gravelly to extremely gravelly loamy sand / sandy loam, with a
range of second horizon soil depths of between 11 to 34 inches of fractured basalt, overlaying
solid, seamed basalt.
5. Describe the existing site hydrology (i.e., drainage; behavior of water on the site —
above, below, and on the ground). Indicate existing stormwater drainage to and from
the site on the map. Depict separate drainage basins on the site map, if applicable, and
indicate acreage of each.
The average annual precipitation for Parcel #502291005 over the last nine water years
(October 1 — September 30) is 69.54 inches, based on precipitation measurements taken by
the proponents using a rain gauge on an adjacent property they also own, located
approximately 750 feet distant from the proposed building envelope.
As per the Stormwater Calculation Worksheet for Parcel #502291005, approximately 5,726
square feet or 4.1 % of this parcel has existing impervious surfaces, primarily due to an existing
paved, private easement access road along the eastern edge of the parcel.
Please see attached Maps "C" and "E". The parcel (including second class tidelands) abuts
Hood Canal and McDaniel Cove along a 650 ± feet of shoreline. At its closest point, the
proposed building envelope is 84 feet from the ordinary high water mark (OHWM) of Hood
Canal and the proposed driveway leaves and proceeds inland from an existing paved private
access road approximately 72 feet from the OHWM of McDaniel Cove. There are no perennial
or seasonal freshwater streams, lakes, ponds or wetlands located on or in the immediate
vicinity of the parcel; several very small freshwater seeps that surface through small seams in
the sloped pillow basalt rock shelves below the ordinary high water line of Hood Canal have
been noted during the winter months. The nearest known typed stream to the proposed
development is McDonald Creek, approximately 1,120 feet (at its closest point) from the
parcel. All stormwater runoff from the parcel is presumed to eventually seep or route into Hood
Canal or McDaniel Cove. The only existing stormwater drainage on and from the site is a
short (-105 feet total length) segment of shallow (less than 6 inches deep, average 2 feet
wide) ditch along the existing paved private access road, as shown on attached Maps "C" and
"E". This existing shallow ditch has a total catchment area of 0.44 acres (see Basin A on Map
"E"). This catchment area includes approximately 84% of all of the proposed development
activities associated with this application. Based on a 100-year, 24 hour precipitation rate of
8.5 " (Figure III-A.3, 2014 Stormwater Management Manual for Western Washington) and
using the Rational Method, the estimated 100-year stormwater peak discharge at the point that
this ditch crosses the property line (assuming the worst case scenario: the entire catchment
area is impervious and has a runoff coefficient of 1.0) is 0.17 cubic feet per second (cfs), under
existing conditions. There is no compelling evidence that this peak discharge has ever been
experienced at the point where this ditch crosses the property line, not surprisingly since the
entire catchment area is not impervious and the runoff coefficient is not 1.0. As noted above,
the entire area of planned land disturbance in general, and the catchment area in particular,
has generally thin sandy loam topsoil and is underlain with fractured basalt rock, 11 to 41
inches in depth, so stormwater readily percolates into the ground. Stormwater that does not
percolate directly into the soil mantle and that is upslope of this paved private access road is
conveyed via this shallow ditch to the boundary line between this parcel and adjacent Parcel
#502294001. Within Parcel #502294001, this shallow ditch quickly peters out after
approximately 20 feet. There is no visible evidence of any channelization where this ditch
ends. The volume of stormwater delivered from this ditch on Parcel #502291005 and the
stormwater of adjoining upslope portions of Parcel #502294001 has not been substantial
enough to create a channel on Parcel #502294001 beyond the end of the ditch. At the point
where the ditch peters out one can observe the contours of the forest floor where stormwater
would logically flow over the surface of the forest floor if surface flow existed. Continuing to
follow the topography within Parcel #502294001 downslope from the end of the ditch (for a
total length of 300 feet from the property line) leads one to a fairly deep and large (4' to 8' deep
by 15' to 30' wide by 100 ' long) depression area along the upper edge of the paved private
access road. The inland upslope edge of this depression is defined by basalt rock faces.
Observation indicates that the depression itself only contains water when saltwater seeps
through the large basalt cobble fill of the paved private access road at very high tides, and then
empties when such very high tides ebb. If stormwater runoff ever actually gets to this
depression, it evaporates or percolates into the fractured bedrock or seeps under / through the
fill of the paved private access road as groundwater into McDaniel Cove. There is no evidence
of channelization on Parcel #502294001 at any point from the end of the ditch to the opening
of this large depression area.
All other drainage on Parcel #502291005 appears to be below ground, given no evidence of
aboveground surface flow, presumably due to the highly fractured basalt gravel soils.
6. Describe any excess levels of noise generated by the proposed use or activity.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
this requested description.
7. Describe significant geographic features and critical areas (i.e., environmentally
sensitive areas such as wetlands, streams, steep slopes, etc.) on the site. Indicate
location on the site map.
Please see attached Map "A". Parcel #502291005 has a 650 ± feet of marine shoreline along
Hood Canal and McDaniel Cove. All of this shoreline falls within an approved commercial
shellfish growing area. Landward of the OHWM of this shoreline, the proposed single-family
two-bedroom residence, proposed visitor parking / turnaround area and proposed new
driveway all fall entirely within a Natural Shoreline Environment Designation area, with the
entire parcel falling within either Conservancy or Natural Shoreline Environment Designation
areas. Adjacent to and waterward of the OHWM of the Natural Shoreline Designation area is a
Priority Aquatic designation area, which encompasses portions of the second class tidelands
associated with this parcel; the second class tidelands of this parcel waterward of the OHWM
of the Conservancy Shoreline Environment Designation area have an Aquatic designation.
Also within two hundred feet landward of the OHWM of Hood Canal and McDaniel Cove, all
forested areas are regulated under the Washington State Forest Practices Act and forest
practices rules, thereby qualifying this entire parcel as a fish and wildlife habitat conservation
area (FWHCA).
The non -presence of wetlands and seasonal or perennial streams on this parcel were
described earlier in 5. above.
Steep slopes: As noted earlier on this form, Parcel #502291005 is the site of a former basalt
rock quarry operation that occurred starting in the mid-1960s and had ceased by 1976, based
on aerial photograph records and documentation in "Mineral Resources of the Brinnon Area,
Jefferson County, Washington, R. J. Carson, 1976". This basalt rock source was first reported
in 1911 as "About 2 miles south of Duckabush, on the south side of McDonald's cove, there is
a basalt cliff from 10 to 25 feet high. There is a gentle slope above the cliff and rather heavy
overburden. Scows can reach the cliff only at high tide." (Bulletin No. 2, The Road Materials of
Washington, Henry Landes, 1911, pages 96 and 99). Cessation of the rock quarry operation
left the following features on site: 1) a narrow roadway / bench (accessed from and located
below a deep through -cut on Highway 101), accessing the top of the old quarry, 2) relatively
thin topsoil horizons and relatively deep second soil horizons of fractured basalt rock (see
response to 3. above), 3) three moderate gradient "push" roads or grades utilized by
bulldozers to push basalt rock products down to the shoreline and out into the tidelands for
loading onto scows / barges, 4) two relatively flat rock benches / former pit floors and 5) steep
(50%+) to very steep (up to and greater than 100%) rock pit faces or stable gravel talus
sidecast between the benches. All features listed above and found throughout the parcel,
including the steep slopes and very steep, exposed pillow basalt cliffs / pit faces are very
stable, due to pillow basalt rock's resistance to erosion and relatively high mechanical strength.
There is also evidence of basalt boulder / cobble fill previously pushed into the shoreline area
between basalt shoreline cliffs during the former rock quarry operations that is visible from the
beach looking landward.
8. Describe the general vicinity of the site, including adjacent land uses and structures,
utilities, roads, and sensitive / critical areas (streams, wetlands, lakes, steep slopes,
etc.)
Please see attached Maps "F", "C" and "E". There are two categories of adjacent land use /
zoning in the immediate vicinity of Parcel #502291005: rural residential and open space. All
parcels immediately abutting Parcel #502291005 are occupied by two-bedroom (or possibly
more) single-family homes. All parcels are zoned Rural Residential 1:5 except Parcel
#502294001 which is zoned AL -20. The right -of way of U.S. Highway (Route) 101 defines the
northern boundary of Parcel # 502291005. A paved private easement road (shown on Map
"C") provides legal access to Parcel # 502291005 and defines much of the eastern boundary
of this parcel. Current utility (Mason County PUD 1 / CenturyLink) poles and lines, Jefferson
County Water District #2 water lines / valves, and proposed water and power connections to
the proposed two-bedroom single-family residence are shown on Map "E". General vicinity
sensitive / critical areas have already been generally described in 7. above, while streams, etc.
are described in 5. above.
9. Describe the developed site hydrology, as proposed. Indicate whether stormwater
will be fully dispersed (i.e., per BMP T5.30 in the Manual) or, if not, what types of
stormwater flow control will be utilized for the site or specific threshold discharge areas
within the site. Locate these facilities on the site plan and differentiate proposed
facilities from existing facilities.
As per the Stormwater Calculation Worksheet for Parcel #502291005, approximately 7,248
square feet of new impervious surface will be added to the existing 5,726 square feet of
existing impervious surface on Parcel #502291005. The total square footage of impervious
surface under proposed developed condition is 12,974, or approximately 9.4% of the entire
area of the parcel (138,085 square feet / 3.17 acres). The total area of estimated land
disturbance following proposed development is 14,291 square feet, or approximately 10.3%.
All remaining undeveloped portions of Parcel #502291005 (approximately 90% of total parcel
acreage) will retain their mix of current native forest vegetation cover (approximately 85%) or
mixed native / non-native perennial grasses, forbs and low brush groundcover (approximately
5%). Based on these vegetation conditions, Parcel # 502291005, in total, meets the forest or
native condition metric under the "Purpose and Definition" of BMP T5.30: Full Dispersion, i.e.
"This BMP allows for "fully dispersing" runoff from impervious surfaces and cleared areas of
development sites that protect at least 65% of the site (or a threshold discharge area on the
site) in a forest or native condition." Applications and limitations under this BMP and specific to
full dispersal of runoff from proposed development areas within this parcel are addressed in
subsequent paragraphs.
Please reference 5. above for existing site hydrology. The developed site hydrology, as
proposed, will not be significantly different from the existing site hydrology, except as noted in
following paragraphs below. The rationale for this statement is that, first, as noted in 4. above,
the entire area of Parcel #502291005 has generally shallow to very shallow sandy loam
topsoil, underlain with fractured basalt rock, 11 to 41 inches in depth, grading into seamed
basalt rock beneath. Also, as noted in 5. above, there are no perennial or seasonal freshwater
streams, lakes, ponds or wetlands located on or in the immediate vicinity of the parcel; several
very small freshwater seeps that surface through small seams in the sloped basalt rock
shelves below the ordinary high water line of Hood Canal have been noted during the winter
months. In summary, it is quite clear that essentially all current stormwater drainage on Parcel
#502291005 is below ground, given no evidence of aboveground surface flow, and this is
presumably due to the highly fractured basalt and sandy gravel soils. All stormwater runoff
from the parcel is presumed to eventually seep or route into Hood Canal or McDaniel Cove.
Due to the underlying soil profiles and seamed bedrock, none of the above described current
site hydrology is expected to change significantly under developed conditions on Parcel
#502291005, except potentially in those areas associated with the three discrete areas of
proposed development, which are described more fully below. Still, under developed
conditions, all stormwater runoff from the parcel is expected to continue to seep or route
through the highly fractured rock / soil profiles and the underlying seamed basalt bedrock into
Hood Canal or McDaniel Cove.
There are three discrete areas of development proposed for Parcel # 502291005: Area 1) a
proposed 12 -foot wide running surface, 130 -foot long driveway, Area 2) a visitor parking /
turnaround area, and Area 3) the building envelope for a two-bedroom single-family residence
(2,072 square feet (sf) main area / 670 sf garage / 1,012 sf of porches and covered /
uncovered decks). Approximately 84% of the total area associated with these three areas of
development is included within one 0.44 -acre catchment basin (Basin A), as shown on Map
"E". Two of the planned developments - Areas 1) and 2) — reside entirely or almost entirely
(-91 % for Area 1)) within Basin A; approximately 63% of the Area 3) building envelope falls
within Basin A. The remainder of the Area 3) building envelope resides in two much smaller
adjacent catchment basins.
As noted in 5. above, the worst case 100 -year, 24-hour stormwater peak discharge from Basin
A (the 0.44 -acre catchment basin) under existing conditions is 0.17 cfs; worst case assumes
that the entire catchment basin is impervious and has a runoff coefficient of 1.0. This is truly a
worst case scenario under existing conditions, since the entire catchment area is not
impervious and more realistically has a runoff coefficient, under existing conditions, of
approximately 0.45 to 0.65, based on the gravelly, sandy loam soils and light vegetation. In
any case, the 100 -year peak discharge from this catchment basis is less than 0.2 cfs (under
existing conditions) and will remain less than or equal to 0.2 cfs under developed conditions.
Under both existing and developed conditions, the 100 -year, 24-hour stormwater peak
discharges of the two other catchment basins in association with Area 3) (see last sentence of
previous paragraph), are most definitely less than 0.2 cfs, due to their much smaller acreage
within these two catchment basins (as compared to Basin A). For instance, Basin B (see Map
"E") is 0.18 acre in size and has a calculated worst case 100 -year, 24-hour stormwater peak
discharge under existing conditions of 0.06 cubic feet per second.
Per the "Stormwater Calculation Worksheet' for Parcel #502291005, the total new impervious
surface estimated to be created by the proposed Area 1) and 2) developments (new driveway
and visitor parking turnaround areas) is 3,676 square feet.
As noted above, approximately 91 % of the proposed Area 1) development area is located
within Basin A, the 0.44 -acre catchment basin. As noted on Map "E", this proposed driveway
will be constructed on a fairly steep sidehill slope, climbing from the existing private paved
access road up to the level of the proposed Areas 2) and 3) developments. The driveway will
have a 12 -foot wide running surface, with a 14 -foot wide prism (including two -foot wide, one -
foot deep ditch) for the inslope, ditched segment of the driveway (Station 0+00 to Station 0+50)
and a 12 -foot to 12.5 -foot wide prism for the outslope segment of the driveway (Station 0+50 to
Station 1+30). The driveway construction method will be cut and fill (roughly 2/3 cut, 1/3 fill)
across a sidehill of seamed pillow basalt rock and some in situ but loose fractured basalt, with
the fill slopes toed into an ecology block buttress along the existing private paved access road
and an existing gentle bench further up and along the lower edge of the driveway. Driveway
subgrade will be on-site fractured basalt, with paved (asphalt) surfacing over a crushed rock
base course. The LID Performance Standard for use of permeable pavement for the proposed
driveway is infeasible, since the driveway gradient must necessarily be greater than 12% due
to the alignment and space limitations on the site.
Proposed drainage for this driveway: 1) outsloped segment: sheet flow of rainwater / cutslope
seepage across the asphalt surfacing to the outsloped fractured basalt subgrade / fill slope,
then into underlying natural soil profile; steel u -bar cross drain at lower end of outsloped
segment, angled —300 downgrade from perpendicular to capture and route all remaining sheet
flow to the outsloped fractured basalt subgrade / fill slope, then into underlying natural soil
profile; 2) insloped ditched segment: sheet flow of rainwater / cutslope seepage across the
asphalt surfacing to the fractured basalt subgrade / seamed pillow basalt ditch; and 3) an 8"
plastic corrugated cross -drain installed beneath the new driveway into an upgraded (i.e.
deeper, improved cross-section) ditch line of the existing paved private access road. As noted
above, the ditch on the upslope edge of the existing paved private access road will be
upgraded, with a deeper, improved cross-section, both above and below the inlet and outlet of
the planned plastic corrugated cross -drain culvert in the new driveway. The ditch will also be
upgraded for a short distance into adjacent Parcel #502294001, under terms of the private
access road easement to maintain continued ingress and egress into Parcel #502291005.
With the planned road prism geometry (insloped and ditched segment; and outsloped
segment), a fractured basalt rock / seamed pillow basalt subgrade, the underlying fractured
and seamed basalt soil profile beneath the planned driveway and the planned new and
upgraded drainage structures, this Area 1) developed area is expected to have the same or
very similar hydrology as the existing hydrology in the area of this planned driveway.
As noted above, the proposed Area 2) development area is located entirely within Basin A, the
0.44 -acre catchment basin. Currently, the proposed Area 2) development area is a relatively
flat / gently sloped bench / pit floor created during former rock quarry operations, with a 10-12
foot tall rock pit face defining on the upslope edge of development area (see Map "E"). Almost
the entire area is covered with loose fractured basalt rock or highly fractured basalt bedrock,
with little to no topsoil at all, supporting a 2-3 inch thick layer of moss and a few scattered,
escaped invasive perennial "Keys of Heaven" plants. Stormwater percolates readily and
directly into the fractured rock surface of this area. Under the proposed development of this
area (as a visitor parking / turnaround area) , the existing bench will be reshaped by cutting
and filling to create a slightly insloped bench with a two -foot wide, one -foot deep invert /
dispersal drain at the toe of the upslope old pit face. The subgrade surface of this insloped
bench and invert / dispersal drain will continue to be highly pervious fractured basalt rock, with
a thin (3") surface coat of pervious clean (no fines) 5/8" crushed rock on the insloped bench as
a use surface. Any runoff from the visitor parking / turnaround area that does not percolate
into the underlying fractured and seamed basalt soil profile will be routed to the invert /
dispersal ditch. At the end of this dispersal ditch, runoff will empty onto a native forest
vegetated flowpath of 50 to 70 feet in length (BMP T5.30: Full Dispersion). With a fractured
basalt rock subgrade, clean crushed rock surface, insloping to direct any surface water (if it
does not percolate through the finished subgrade and surfacing) into a fractured rock dispersal
drain, the underlying fractured and seamed basalt soil profile and finally utilization of BMP
T5.30, this Area 2) developed area will have the same or very similar hydrology as the existing
hydrology in the area of this planned visitor parking / turnaround. Portions of the lower edge of
the visitor parking / turnaround area (above the top of the cutslope of the driveway) will be
buttressed with ecology blocks, leveled on bedrock and stacked up to two blocks high.
As noted above, the proposed Area 3) development area is located within three catchment
basins. Approximately 63% of Area 3) falls within Basin A, the 0.44 -acre catchment basin;
approximately 31 % falls within Basin B and the remaining 6% falls within an unnamed basin
which incorporates the existing two-bedroom septic system built on-site (see Map "E").
Currently, the proposed Area 3) development area is also a relatively flat /gently sloped bench
/ pit floor created during the former rock quarry operations on Parcel #502291005. Four soil
pit logs (dated 7-20-94) from within this proposed single-family residence / garage building
envelope indicate a first horizon of a brownish tan sandy topsoil from a minimum 3 inches to a
maximum 10 inches in depth. The second horizon is brown fractured basalt, from a minimum
29 inches to a maximum 41 inches in depth. The third horizon is gray solid, seamed basalt
rock. All four of these soil pits are located within the northernmost third of the proposed
building envelope. There are no other soil pits within the proposed building envelope. Seamed
pillow basalt bedrock is also visible on the surface in a very small area at the southernmost
extent (and highest point) within the proposed building envelope. Currently, there is no
evidence of concentrated or diffuse stormwater surface flow within the proposed building
envelope, even at the site of the exposed seamed pillow basalt. Currently, stormwater
percolates readily and directly into the fractured rock surface within the envelope.
Under the proposed development, the relatively flat / gently sloped bench / pit floor within the
building envelope will be cleared and reshaped by cutting and filling for construction of a
single-family, two-bedroom residence with garage and covered / uncovered decks, all on a
concrete slab foundation. At the upslope edge of the planned building envelope, a catchment /
dispersal trench will be dug to a depth below the planned concrete slab foundation to intercept
and disperse any incidental upslope surface / subsurface stormwater drainage which might
potentially compromise the foundation slab, as an additional level of slab protection. This
catchment / dispersal trench will be dug into fractured / seamed basalt, so it is not expected to
concentrate or hold stormwater, but rather facilitate subsurface infiltration well below the
elevation of the foundation slab. Beyond the upper edge of the planned building envelope, this
trench will be extended to connect with the two -foot wide, one -foot deep invert / dispersal drain
associated with the planned visitor parking / turnaround area (described two paragraphs
above). Portions of the lower edge of the building envelope will be buttressed with ecology
blocks, leveled on bedrock, and stacked at little as one block high up to three blocks high at
one corner.
As per the "Stormwater Calculation Worksheet" for Parcel #502291005, the total impervious
roof area of the residence / garage / covered decks will be 3,284 square feet, with an
additional 288 square feet of impervious uncovered concrete slab deck or composite deck.
The stormwater runoff of all 3,572 square feet of these impervious roof / deck surfaces is
eligible for full dispersal under BMP T5.30: Full Dispersion, based on the site and downslope
flowpath conditions associated with the proposed structure and planned stormwater runoff
control, described more fully below. As to potential limitations under BMP T5.30, dispersion
devices are not ordinarily allowed in critical area buffers or on slopes steeper than 20%. First,
it should be noted that over 99.8% of the entire parcel resides within critical area buffers or
other setbacks. However, on this site, confidence is very high that the proposed
dispersion strategies and devices will have no negative impacts on habitat,
functionality, or resources within the critical area buffers or on the current high stability
of steep slopes, based on the existing on-site geology and site hydrology: The following
describes the planned stormwater runoff control devices, the flowpath conditions and the
projected impacts on site hydrology following planned development of Area 3).
See Map "E". Stormwater runoff from the 288 square feet of impervious uncovered concrete
slab / composite deck will be routed and dispersed into a native forest vegetated flowpath of
approximately 84 feet in length to the ordinary high water line (OHWL) of Hood Canal.
Approximately 1,463 square feet of impervious roof runoff will be dispersed into native forest
vegetation areas via three roof downspouts with downspout extensions emptying onto
splashblocks, with 80 to 120 feet of native forest vegetated flowpaths to the OHWL of Hood
Canal. Approximately 410 square foot of impervious roof runoff will be dispersed via a single
roof downspout with an approximate extension of 68 feet of 4" diameter flexible black plastic
pipe emptying onto a splashblock, with 60 feet of native forest vegetated flowpath to the
OHWL of Hood Canal. Approximately 1,001 square feet of roof runoff will disperse into native
forest vegetation areas via two roof downspouts which empty into the two -foot wide, one -foot
deep fractured rock invert / dispersal drain associated with the planned visitor parking /
turnaround area, described four paragraphs above. This invert / drain of approximately 70 feet
in length empties onto a native forest vegetated flowpath of approximately 70 feet in length to
north property line of Parcel # 502291005. A cistern or cisterns may also be incorporated into
the final design for managing the roof runoff from the above mentioned 1,001 square feet of
impervious roof; if installed, runoff from this section of roof would be intermittently routed to
cisterns for storage and nonpotable outdoor uses such as irrigation, utilizing BMP T5.20:
Rainwater Harvesting. One final roof downspout will disperse approximately 410 square feet
of impervious roof runoff via an approximately 60 foot extension of 4" diameter flexible black
plastic pipe emptying onto a splashblock, with approximately 90 feet of a flowpath of mixed
native forest vegetation / mixed native / non-native perennial grasses, forbs and low brush
groundcover to the OHWL of Hood Canal. All of the flowpaths, described above, reside within
portions of the parcel that retain well over 65% of native forest condition or are being managed
to that condition via native tree restoration.
There is high confidence that proposed best management practices utilized for each of
the three planned development areas, described above, will be effective in controlling
stormwater flows from developed impervious surfaces on this site.
10. If the project requires the use of stormwater treatment facilities, describe the types
of stormwater treatment facilities proposed for use on the site. Locate these
facilities on the site plan and differentiate proposed facilities from existing facilities.
[This is normally for "large" projects or projects that involve the potential for
dispersion of contaminants.]
This project does not require or meet criteria to require the use of stormwater treatment
facilities. Please see narrative under 12. below about how implementation of BMP T5.30 — Full
Dispersion may adjust the calculation of effective impervious surfaces and how it relates to
threshold requirements.
11. Describe the performance goals and standards applicable to the project.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
this requested description.
12. Describe the flow control system
As noted in 5. above, there are no perennial or seasonal freshwater streams, lakes, ponds or
wetlands located on or in the immediate vicinity of the parcel. The nearest known typed stream
to the proposed development is McDonald Creek, approximately 1,120 feet (at its closest
point) from the parcel. This site reliably infiltrates all the runoff from hard surfaces under
current conditions and is expected to do the same under developed conditions. All stormwater
runoff from the parcel is presumed to eventually seep or route into Hood Canal or McDaniel
Cove. As noted on the "Stormwater Calculation Worksheet" for Parcel #502291005, following
proposed development, there will be 12,974 square feet of impervious surfaces, greater than
the 10,000 square foot threshold for requiring achievement of the standard flow control
requirement for western Washington (i.e., "Projects in which the total of effective impervious
surfaces is 10,000 square feet or more in a threshold discharge area"). However, as noted on
Page 2-3, ("Volume I, Minimum Technical Requirements — December 2014, Stormwater
Management Manual for Western Washington"), "Application of `Full Dispersion', BMP T5.30,
also results in eliminating the flow control facility requirement for those areas that are "fully
dispersed." Since BMP T5.30 will be utilized for stormwater flow control of all runoff from
3,572 square feet of impervious roof / deck surfaces associated with the entire proposed
single-family residence building envelope, as well as being utilized for the approximately 2,000
square feet of proposed visitor parking / turnaround area (see details in 9. above), the effective
impervious surfaces for all proposed development on this parcel is well below the 10,000
square foot threshold.
See also details in 9. above, for the flow control management practices planned to be utilized
for the proposed Area 1) development (new driveway).
13. Describe the water quality control system
As noted previously, there are no perennial or seasonal freshwater streams, lakes, ponds or
wetlands located on or in the immediate vicinity of the parcel; however, the proposed building
envelope is 84 feet from the ordinary high water mark (OHWM) of Hood Canal and the
proposed driveway leaves and proceeds inland from the existing paved private access road
approximately 72 feet from the OHWM of McDaniel Cove. The proponents are firmly
committed to prevention of pollution to state waters and protection of water quality, including
compliance with state water quality standards. The primary components of the water quality
control system for Parcel #502291005 are 1) controlling the sources of potential pollution on
the parcel and 2) preservation (and restoration) of a high percentage of native forest
vegetation on the parcel to yield a minimally altered hydrologic and water quality regimes, on
and adjacent to the parcel.
As to controlling sources of potential pollution to water quality, the following are examples of
BMPs included in the water quality control system for this parcel:
• Good housekeeping: the owner will promptly repair or replace all leaking vehicle hoses,
valves, filters, etc. which could contaminate strormwater; recycle all oils, solvents,
vehicle batteries, etc. at recycle centers (and never dispose of such on-site); keep
emergency spill kits readily available on-site, inside the garage area;
• Preventive maintenance: never wash vehicles on-site; only wash vehicles at
commercial carwashes; oil changes, vehicle maintenance (filter changes, etc.) will be
performed at commercial vendors, not on-site;
• Petroleum product (motor oil, etc.), fertilizer and pesticide containers will be
stored inside the garage area and empty containers properly disposed of;
• Use of pesticides and forest chemicals will strictly adhere to label restrictions
and Washington Forest Practice rules;
• Spill prevention and cleanup: keep emergency spill kits available on-site and promptly
report any recordable quantity spill or any spill that has the potential to contaminate
water to the Department of Ecology and the U.S. Coast Guard;
• Dust control: all potential dust -generating soil will be re -vegetated with native
vegetation,
• Vegetation management: chemical (herbicides, pesticides, fertilizers, etc.) applications
will only be used as a last resort (using Integrated Pest Management principles),
favoring manual and / or other mechanical methods of vegetation removal rather than
preferentially applying chemical; no new lawns will be developed, and
• Maintenance of roadside ditches / drainage: roadside ditches and the cross -drain
culvert will be maintained to preserve condition and capacity; cross -drain culvert inlet
and outlet will be maintained.
Use of these water quality -based BMPs are intended to reduce the potential adverse impacts
to the quality of water resources on and adjacent to Parcel #502291005.
Also as noted previously, under proposed developed conditions, impervious surfaces will
occupy approximately 9.4% of Parcel #502291005. Also under proposed developed
conditions, more than 85% of this parcel will retain native forest vegetation cover. Forest
restoration efforts on several areas of mixed native / non-native perennial grasses, forbs and
low brush groundcover are already underway to bring this coverage of native forest vegetation
cover closer to 90%. Preservation (and restoration) of this high percentage of native forest
vegetation on the parcel is intended to ensure high water quality on the site and to minimize
alteration of the current hydrologic regimes, on and adjacent to the parcel.
14. Describe the conveyance system design and analysis
As noted in 5. above, the only current conveyance system on or immediately adjacent to the
parcel is an existing short (-105 feet total length) segment of shallow (less than 6 inches deep,
average 2 feet wide) ditch along the upper edge of the existing paved private access road, as
shown on attached Maps "C" and "E". This existing shallow ditch has a total catchment area of
0.44 acres (see Basin A on Map "E"). This catchment area includes approximately 84% of all
of the proposed development activities associated with this application. Based on a 100 -year,
24 hour precipitation rate of 8.5 "(Figure III -A.3, 2014 Stormwater Management Manual for
Western Washington) and using the Rational Method, the estimated 100 -year stormwater peak
discharge at the point that this ditch crosses the property line (assuming the worst case
scenario that the entire catchment area is impervious and has a runoff coefficient of 1.0) is
0.17 cubic feet per second (cfs), under existing conditions. There is no compelling evidence
that this peak discharge has ever been experienced at the point where this ditch crosses the
property line, not surprisingly since the entire catchment area is not impervious and the runoff
coefficient is unlikely to actually be 1.0. Nonetheless, assuming a worst case scenario and a
runoff coefficient of 1.0, the 100 -year peak design flow for a developed condition ditch and
driveway cross -drain culvert is estimated to be 0.17cubic feet per second (cfs).
A 100 -year peak flow of 0.17 cfs equates to approximately 2.2 gallons per second. The
capacity of an 8" inside diameter culvert is approximately 2.6 gallons per lineal feet, adequately
exceeding the worst case scenario design flow. Thus an 8" corrugated black plastic culvert is
proposed as the cross drain pipe to be installed in the ditchline under the proposed new
driveway where it leaves the existing paved private access road. The existing 6 -inch deep,
average 2 feet wide ditch will be reshaped to an 8" depth and uniform two foot width.
15. Describe the source of fill material, physical characteristics of fill material, and
deposition of excess material
Except for proposed surfacing material (see 17. below), all fill material will be sourced on site,
as material excavated during proposed new driveway construction and during leveling of the
proposed building site and visitor parking / turnaround area. As noted earlier on this form,
Parcel #502291005 is the site of a former basalt rock quarry operation that occurred starting in
the mid-1960s and had ceased by 1976. This basalt rock source was reported and tested as
early as 1911 (Bulletin No. 2, The Road Materials of Washington, pages 96 and 99) as "a fine
grained basalt, soft, with average wearing value, low toughness and excellent cementing
value. It should make a very good road material for light traffic." Cut and fill is not precisely
balanced for the proposed development, with some (-60 cubic yards) excess material
anticipated This excess material will be used beneficially as pit -run maintenance surfacing
material on an existing low gradient easement road leading into and across nearby Parcel
#502294002, also owned by the proponent. As noted in the reference cited above it should
make very good road material for road surfacing on a light traffic roadway.
16. Proposed methods of placement and compaction consistent with the applicable
standards on Appendix Chapter 33 of the Uniform Building Code.
Placement of fill material will be performed by an excavator (Caterpillar 312 or equivalent). Per
section 3313.4 of Appendix Chapter 33 of the UBC, compaction shall be to a minimum of 90
percent of maximum density. Compaction will be completed using the excavator, or as needed,
standard compaction equipment, such as grid roller or other mechanical vibrator.
17. Describe the proposed surfacing material.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
this requested description.
18. Describe methods for restoration of the site.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
this requested description.
19. An Operation and Maintenance Manual is required for each flow control and
treatment facility. [This is normally required for "large" projects only and only those
for which facilities are required to control flow or treat runoff.] If included, list the
Manuals here.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
the response to this request.
20. List here and include any special reports or studies conducted to prepare the
Stormwater Site Plan.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
the response to this request.
21. List other necessary permits and approvals as required by other regulatory
agencies. If those permits or approvals include conditions that affect the drainage
plan or contain more restrictive drainage -related requirements, describe those
conditions or restrictions here.
Please see the attached Stormwater Site Plan Submittal Template for Parcel #502291005 for
the response to this request.
Construction Stormwater Pollution Prevention Plans for Parcel #
502291005 — Supplemental Answer Sheet
SECTION I — CONSTRUCTION SWPPP NARRATIVE
1. Construction Stormwater Pollution Plan Elements. Describe how each of
the Construction SWPPP elements has been or will be addressed. Identify
the type and location of BMPs used to satisfy the required element. If an
element is not applicable to the proposal, justify in writing. Detailed
descriptions of the 13 Elements are found at Volume II Section 3.3.3 of the
Manual (beginning on page 3-11).
13 Required Elements — Construction SWPPP
Element 1. Mark clearing limits:
Clearing limits will be the minimum required to accommodate the planned
development activities and will be clearly marked with pink and blue flagging and / or
blue paint.
Element 2. Establish construction access:
All planned construction equipment will be accessing the site on a paved private
access road at a point approximately 900 feet of travel distance from the nearest
public road. The first piece of construction equipment to access the site will be a
small -sized excavator (Caterpillar 312 or equivalent) and this excavator will access
the site directly off an equipment trailer. The site itself is a former basalt rock quarry
with minimal overburden / topsoil and readily available and usable clean pit -run
basalt rock on the surface of the site and underlying the area of planned
development. The subgrade of the planned driveway / access off the paved private
access road will be constructed with / incorporate this clean basalt rock from on site
(BMP C105: Stabilized Construction Entrance). All subsequent equipment access to
the site will utilize the existing paved private access road and this driveway. Any
sediment tracked onto the paved private access road prior to driveway surfacing will
be swept back onto the site to a stable location.
Element 3. Control flow rates
The entire area of planned land disturbance has generally shallow to very shallow
sandy loam topsoil, underlain with fractured basalt rock, 11 to 41 inches in depth,
grading into seamed pillow basalt rock beneath. This condition is the result of the
overburden on this entire area having been stripped off during the former quarry
operations on this parcel from the mid-1960s to the mid-1970s. There are no
perennial or seasonal freshwater streams, lakes, ponds or wetlands located on or in
the immediate vicinity of the parcel. All current stormwater drainage on Parcel
#502291005 appears to be below ground, given no evidence of aboveground
surface flow, presumably due to the highly fractured basalt and gravel soils. The
only existing stormwater drainage on and from the site is a short (-105 feet total
length) segment of shallow (less than 6 inches deep, average two feet wide) ditch
along the upper edge of the existing paved private access road, as shown on
attached Maps "C" and "E". This existing shallow ditch has a total catchment area of
0.44 acre (see Basin A on Map "E") at the point it leaves the parcel. Based on a
100 -year, 24 hour precipitation rate of 8.5" (Figure III -A.3, 2014 Stormwater
Management Manual for Western Washington) and using the Rational Method, the
estimated 100 -year peak discharge at the point that this ditch crosses the property
line (assuming the worst case scenario: the entire catchment area is impervious and
has a runoff coefficient of 1.0) is 0.17 cubic feet per second (cfs), under existing
conditions. There is no compelling evidence that this peak discharge has ever been
experienced at the point where this ditch crosses the property line, not surprisingly
since the entire catchment area is not impervious and the runoff coefficient is not
1.0. As noted above, the entire area of planned land disturbance in general, and the
catchment area in particular, has generally thin sandy loam topsoil and is underlain
with fractured basalt rock, 11 to 41 inches in depth, so stormwater readily percolates
into the ground. The entrance of the planned driveway bisects the area of this
existing shallow ditch. Using the worst case scenario for cross -drain culvert design,
a 100 -year peak flow of 0.17 cfs equates to approximately 2.2 gallons per second.
The capacity of an 8" inside diameter culvert is approximately 2.6 gallons per lineal
feet, adequately exceeding the worst case scenario design flow. Thus an 8"
corrugated black plastic culvert is proposed as the cross drain pipe to be installed in
the ditchline under the proposed new driveway where it leaves the existing paved
private access road; the depth and shape of the existing ditch will also be upgraded
to accommodate this worst case design flow. The existing -105 foot long shallow
ditch extends past the boundary line between this parcel and adjacent Parcel
#502294001 (see Map "C") for approximately 20 feet.
The planned -130-foot long driveway will be insloped with a two -foot wide, one -foot
deep ditch for the first 50 feet of driveway length from the paved private access road,
transitioning to an outsloped road for the remaining 80 feet of driveway length.
Driveway subgrade will be on-site fractured basalt, with paved (asphalt) surfacing
over a crushed rock base course. The LID Performance Standard for use of
permeable pavement for the proposed driveway is infeasible, since the driveway
gradient must necessarily be greater than 12% due to the alignment and space
limitations on the site.
At the upslope edge of the planned building envelope, a catchment / dispersal trench
will be dug to a depth below the planned house foundation slab to intercept any
upslope surface / subsurface stormwater drainage and to protect the foundation slab
from this drainage. This catchment / dispersal trench will be dug into fractured /
seamed basalt, so it is not expected to concentrate or hold stormwater, but rather
help facilitate subsurface infiltration and protect the slab. Beyond the extent of the
planned building envelope, this trench will be extended to connect with the inslope
invert associated with the planned visitor parking / turnaround area (see next
paragraph).
In addition, a small sediment trap (BMP C240: Sediment Trap) will be installed at the
northern end of the invert created by insloping the planned visitor parking /
turnaround area. This inslope invert will be an extension of the catchment /
dispersal trench identified in the previous bullet point. Stormwater / rainwater run-off
from a portion of the roof of the planned two-bedroom house will also be routed to
this inslope invert / dispersal trench associated with the planned visitor parking /
turnaround area.
Element 4. Install sediment controls
First, the cleared area will be marked and limited to the extent possible (Element 1).
Second, based on the very gravelly to extremely gravelly sandy loam topsoils and
second soil horizon of deeply fractured basalt rock within this former basalt quarry,
exposed soil areas from the planned land disturbance are expected to generate no
or extremely limited surface runoff or sediment transport. Thirdly, except for the
area immediately adjacent to the current shallow ditch and proposed driveway
takeoff from the paved private access road, all areas downslope of proposed land
disturbance activities are heavily vegetated, limiting potential sediment movement or
delivery. Finally, no natural drainages exist or are at risk from sediment movement
on this site. If on-site conditions at the time of planned activities indicate that
installation of some type of sediment control is necessary, silt fence (BMP C233) is
deemed the most likely site -appropriate BMP and would be installed, where needed,
and appropriately inspected and maintained.
Element 5. Stabilize soils
As discussed in earlier Elements, the planned areas of land disturbance on this site
have shallow to very shallow horizons of very to extremely gravelly and sandy soils,
not prone to stormwater runoff or sediment transport. The soils also do not appear
to have significant components of dust -sized particles conducive to wind dispersal.
Nonetheless, smaller native trees and other woody native vegetation within the
planned areas of land disturbance will be chipped on-site and the chipped materials
will be available for mulching if needed to help stabilize soils (BMP C121: Mulching).
If not needed for soil stabilization, chipped materials will be blown onto the ground
within surrounding stands of native trees and other native vegetation, returning
mulch and nutrients to the site.
Element 6. Protect slopes
The proposed building envelope and visitor parking / turnaround cleared areas will
have final slopes less than 2%, except for very short cut slope pitches of steep
(>3:1) slopes. The cut and fill slopes of the planned driveway have been designed
to be steeper than 3:1, due to the geologically competent, stable nature of seamed
pillow basalt bedrock in the excavated cut slopes and the hard, angular basalt rock
in the fill slopes. All fill slopes will toe out on relatively flat ground or against ecology
blocks (along the section of driveway immediately adjacent to the paved easement
road) and along the lower edges of the visitor parking / turnaround area and the
proposed building envelope. These competent basalt rock cut and fill slopes are not
susceptible to erosion or movement by runoff and do not require or need slope
protection BMPs.
Element 7. Protect drain inlets
The planned construction site is rural and there are no existing stormwater collection
systems on-site or downslope of the planned construction site. The only culvert
planned for this construction site will be installed in the existing shallow ditch (which
will be upgraded) where the proposed driveway takes off from the existing paved
private access road, as shown on Map "E". This 8" inside diameter culvert will be
low -gradient but the receiving ditch at the outlet will be adequately protected with
basalt rock to preclude any subsequent ditch erosion (BMP C209: Outlet Protection).
Once installed, the inlet and outlet of this culvert, as well as the ditch segments
leading into and out from this culvert, will be inspected daily during construction
activities to ensure proper and full function.
Element 8. Stabilize channels and outlets
There are no planned temporary on-site channels or ditches that will be used to
control runoff during construction activities at this site. The outlet to the planned
sediment trap (BMP C240: Sediment Trap) identified under Element 3 is composed
of fractured basalt bedrock and is not susceptible to erosion. Downslope of the
outlet to this sediment trap is an area of relatively gently sloped, lightly vegetated
fractured basalt bedrock. This sediment trap will be inspected during and
immediately following storm events during construction activities, to identify and
perform any needed maintenance and sediment removal.
Element 9. Control pollutants
Construction equipment and vehicle maintenance at the construction site will be
strictly limited and all contractors will be required to have appropriate, fully stocked
spill kits on-site during construction, know how to use / deploy them, how to
appropriately report and clean up any spill and how to handle any contaminated spill
kit materials, soil, etc. Storage of construction debris on-site will also be strictly
limited and even then, confined to a safe location. All concrete work associated with
this development will be subject to BMP C151: Concrete Handling.
Element 10. Control dewatering
Due to the seamed and fractured nature of the pillow basalt rock within the
construction site, no ground water is expected to be encountered within the
excavation areas during the planned dry season construction schedule. If such
ground water is encountered, its removal from the excavation site will be performed
in a manner that will not cause damage to downslope areas or cause soils or other
pollutants to be added during dewatering.
Element 11. Maintain BMPs
BMPs that will be utilized at this construction site have been identified above in
Elements 2, 3, 4, 5, 7, 8 and 9. As noted in most of these elements, installed BMPs
will be regularly inspected and maintained throughout the duration of the
construction project. Though not previously noted, all temporary controls will be
removed within 30 days of the completion of the construction project.
Element 12. Manage the project
The planned construction activities for Parcel No. 502291005 will be managed to
ensure that the proposed project has minimal impact on the environment, in general,
and the precious public resources in the immediate vicinity of this parcel. In keeping
with that commitment, the proponents will incorporate the following four aspects into
all components of the planning and implementation of the project:
a) phase construction to prevent transportation of runoff and sediment,
b) limit outdoor work during seasons where large amounts of rainfall is
anticipated,
c) coordinate with utilities and other contractors, and
d) inspect, monitor and, as needed, modify construction activities to ensure
minimal impacts on the environment.
Element 13. Protect Low Impact Development BMPs
Other than planned use of roof downspout controls and dispersion, there is no
planned use of other low impact development (LWD) BMPs for the proposed
development areas. Other LWD BMPs, such as use of permeable pavement is
infeasible due to the gradient of the planned driveway being greater than 12%. Use
of bioretention and rain gardens are limited by steep slopes and limited utilizable
space on-site. Roof downspout controls and dispersion features will be protected
during construction.
2. Adjacent Areas.
a. Description of the adjacent areas that may be affected by the site
disturbance (e.g., streams, lakes, wetlands, residential areas, roads).
Please see attached Maps "C" and "E". As noted under Element 3, there are no
perennial or seasonal freshwater streams, lakes, ponds or wetlands located on or
in the immediate vicinity of the parcel. The nearest known typed stream to the
proposed development is McDonald Creek (a Type F stream), approximately
1,120 feet (at its closest point) from the parcel. There is also an unclassified
stream feature or not field verified stream feature or a feature with no water type
assigned located to the southwest approximately 1,100 feet from the western
boundary of Parcel #502291005. The parcel (including second class tidelands)
abuts Hood Canal and McDaniel Cove along a 650 ± feet of shoreline. At its
closest point, the proposed building envelope is 84 feet from the ordinary high
water mark (OHWM) of Hood Canal and the proposed new driveway leaves and
proceeds inland from an existing paved private access / easement road
approximately 72 feet from the OHWM of McDaniel Cove.
The planned new driveway will affect the existing shallow (less than 6 inches
deep, average 2 feet wide) ditch along the existing paved private access road.
An 8" plastic corrugated cross -drain will be installed beneath the new driveway in
an upgraded ditch, with a deeper, improved cross-section, both above and below
the inlet and outlet of the planned cross -drain culvert. The planned asphalt
pavement of the new driveway will blend into the existing asphalt pavement of
the existing private access / easement road.
The site disturbance associated with the planned new driveway on Parcel
#502291005 will occur directly on the opposite side of the existing paved private
access / easement road from an existing two-bedroom single-family residence
located on adjacent Parcel #502291004 and 502291006. A second two-bedroom
single-family residence is located to the south of the first on adjacent Parcel
#502291003 and 502291007. Utility (power and telephone) lines to these
residences will likely need to be turned off temporarily when trees are cleared for
the new driveway and construction equipment is operating directly next to these
lines.
b. Description of the downstream drainage path leading from the site to the
receiving body of water (minimum distance of 400 yards).
Please see attached Maps "C" and "E". The parcel (including second class
tidelands) abuts Hood Canal and McDaniel Cove along a 650 ± feet of shoreline.
At its closest point, the proposed building envelope is 84 feet from the ordinary
high water mark (OHWM) of Hood Canal and the proposed driveway leaves and
proceeds inland from an existing paved private access road approximately 72
feet from the OHWM of McDaniel Cove. There are no perennial or seasonal
freshwater streams, lakes, ponds or wetlands located on or in the immediate
vicinity of the parcel; several very small freshwater seeps that surface through
small seams in the sloped basalt rock shelves below ordinary high water line of
Hood Canal have been noted during the winter months. The nearest known
typed stream to the proposed development is McDonald Creek (a Type F
stream), approximately 1,120 feet (at its closest point) from the parcel. There is
also an unclassified stream feature or not field verified stream feature or a
feature with no water type assigned located to the southwest approximately
1,100 feet from the western boundary of Parcel #502291005. All stormwater
runoff from the parcel is presumed to eventually seep or route into Hood Canal or
McDaniel Cove. The only existing stormwater drainage on and from the site is a
short (-105 feet total length) segment of shallow (less than 6 inches deep,
average 2 feet wide) ditch along the existing paved private access road, as
shown on attached Maps "C" and "E". This existing shallow ditch has a total
catchment area of 0.44 acres (see Basin A on Map "E"). This catchment area
includes approximately 84% of all of the proposed development activities
associated with this application. Based on a 100-year, 24 hour precipitation rate
of 8.5 "(Figure III-A.3, 2014 Stormwater Management Manual for Western
Washington) and using the Rational Method, the estimated 100-year stormwater
peak discharge at the point that this ditch crosses the property line (assuming the
worst case scenario: the entire catchment area is impervious and has a runoff
coefficient of 1.0) is 0.17 cubic feet per second (cfs), under existing conditions.
There is no compelling evidence that this peak discharge has ever been
experienced at the point where this ditch crosses the property line, not
surprisingly since the entire catchment area is not impervious and the runoff
coefficient is not 1.0. As noted above, the entire area of planned land
disturbance in general, and the catchment area in particular, has generally thin
sandy loam topsoil and is underlain with fractured basalt rock, 11 to 41 inches in
depth, so stormwater readily percolates into the ground. Stormwater that does
not percolate directly into the soil mantle and that is upslope of this paved private
access road is conveyed via this shallow ditch to the boundary line between this
parcel and adjacent Parcel #502294001. Within Parcel #502294001, this shallow
ditch quickly peters out after approximately 20 feet. There is no visible evidence
of any channelization where this ditch ends. The volume of stormwater delivered
from this ditch on Parcel #502291005 and the stormwater of adjoining upslope
portions of Parcel #502294001 has not been substantial enough to create a
channel on Parcel #502294001 beyond the end of the ditch. At the point where
the ditch peters out, one can observe the contours of the forest floor where
stormwater would logically flow over the surface of the forest floor if surface flow
existed. Continuing to follow the topography within Parcel #502294001
downslope from the end of the ditch (for a total length of 300 feet from the
property line) leads one to a fairly deep and large (4' to 8' deep by 15' to 30' wide
by 100 ' long) depression area along the upper edge of the paved private access
road. The inland upslope edge of this depression is defined by basalt rock faces.
Observation indicates that the depression itself only contains water when
saltwater seeps through the large basalt cobble fill of the paved private access
road at very high tides, and then empties when such very high tides ebb. If
stormwater runoff ever actually gets to this depression, it evaporates or
percolates into the fractured bedrock or seeps under / through the fill of the
paved private access road as groundwater into McDaniel Cove. There is no
evidence of channelization on Parcel #502294001 at any point from the end of
the ditch to the opening of this large depression area.
All other drainage on Parcel #502291005 appears to be below ground, given no
evidence of aboveground surface flow, presumably due to the highly fractured
basalt gravel soils.
3. Environmentally Sensitive Areas.
a. Description of environmentally sensitive areas that are on or adjacent to
the site.
Please see attached Map "A". Parcel #502291005 has a 650 ± feet of marine
shoreline along Hood Canal and McDaniel Cove. All of this shoreline falls within
an approved commercial shellfish growing area. Landward of the OHWM of this
shoreline, the proposed single-family two-bedroom residence, proposed visitor
parking / turnaround area and proposed new driveway all fall entirely within a
Natural Shoreline Environmental Designation area, with the entire parcel falling
within either Conservancy or Natural Shoreline Environmental Designation areas.
Adjacent to and waterward of the OHWM of the Natural Shoreline Designation
area is a Priority Aquatic designation area, which encompasses portions of the
second class tidelands associated with this parcel; the second class tidelands of
this parcel waterward of the OHWM of the Conservancy Shoreline Environmental
Designation area have an Aquatic designation. Also within two hundred feet
landward of the OHWM of Hood Canal and McDaniel Cove, all forested areas
are regulated under the Washington State Forest Practices Act and forest
practices rules, thereby qualifying this entire parcel as a fish and wildlife habitat
conservation area (FWHCA).
Steep slopes: Parcel #502291005 is the site of a former basalt rock quarry
operation that occurred starting in the mid-1960s and had ceased by 1976,
based on aerial photograph records and documentation in "Mineral Resources of
the Brinnon Area, Jefferson County, Washington, R. J. Carson, 1976". This
basalt rock source was first reported in 1911 as "About 2 miles south of
Duckabush, on the south side of McDonald's cove, there is a basalt cliff from 10
to 25 feet high. There is a gentle slope above the cliff and rather heavy
overburden. Scows can reach the cliff only at high tide." (Bulletin No. 2, The
Road Materials of Washington, Henry Landes, 1911, pages 96 and 99).
Cessation of the rock quarry operation left the following features on site: 1) a
narrow roadway / bench (accessed from and located below a deep through -cut
on Highway 101), accessing the top of the old quarry, 2) relatively thin topsoil
horizons and relatively deep second soil horizons of fractured basalt rock (see
response to 3. above), 3) three moderate gradient "push" roads utilized by
bulldozers to push basalt rock products down to the shoreline and out into the
tidelands for loading onto barges, 4) two relatively flat rock benches / pit floors
and 5) steep (50%+) to very steep (up to 100%) rock pit faces or stable gravel
talus sidecast between the benches. All features listed above and found
throughout the parcel, including the steep slopes and very steep, exposed pillow
basalt cliffs / pit faces are very stable, due to pillow basalt rock's resistance to
erosion and relatively high mechanical strength. There is also evidence of basalt
boulder / cobble fill previously pushed into the shoreline area between basalt
shoreline cliffs during the former rock quarry operations that is visible from the
beach looking landward.
b. Description of special requirements for working in or near environmentally
sensitive areas.
First, it should be noted that there are only two relatively small areas of Parcel #
502291005 amenable to development for a single-family residence, given the
parcel's irregular shape, overall steep topography and environmentally sensitive
areas. The first area (labeled "Proposed building envelope" on both Map "A" and
"B"), at its nearest point is 84 -feet from the ordinary high water mark of Hood
Canal (well inside the 150 -foot buffer and 160 -foot buffer / build setback
requirements), and at its nearest point is -149 feet from the ordinary high water
mark of McDaniel Cove but meets all property line, highway and easement
setback requirements. Vehicle access to the proposed building envelope will
require approximately 130 feet of new driveway construction. The second area
of the parcel potentially amenable to development for a single-family residence
(labeled "Area 2" on Map "B"), is much closer to the ordinary high water mark of
both Hood Canal (<25 -foot buffer / build setback) and McDaniel Cove,
encroaches on the 20 -foot setback from the easement road, and is much closer
to the nearest neighbor's house (<35 feet), but would require a much shorter new
driveway. There are no other locations within this parcel where a single-family
residence would be less environmentally damaging than these two areas. The
"Proposed building envelope" (and associated single-family residence) is located
in the least environmentally damaging location relative to the shoreline and
critical areas on this site and is the furthest inland of the two areas described
above.
The proposed developments are also compatible with other permitted activities in
the area and will not cause adverse effects on adjacent properties or the
shoreline environment.
As concerns special requirements, all development / construction activities need
to be carried out in a manner that avoids and minimizes adverse impacts on the
shoreline environment, critical areas and other environmentally sensitive areas.
The proposed development has been located and designed in a manner that will
maintain shoreline / critical area ecological processes and functions.
Construction activities will be conducted to cause no loss of functions and
processes within these environmentally sensitive areas.
Please see "Section I - Construction SWPPP Narrative" above. Best
management practices (BMPs) appropriate to the site itself and conditions on the
site when activities occur will be put in place to prevent generation of sediment,
control and treat it, effectively control pollution, control and impede the flow and
rate of water off the site, stabilize exposed soils, control dust, preserve natural
drainage, and maintain the BMPs during the course of construction activities.
The project will be actively managed from start to finish.
4. Erosion Problem Areas. Description of potential erosion problems on site in
the context of the characteristics of the on-site soils (e.g., erodibility,
settleability, permeability, depth, texture, soil structure).
The entirety of Parcel # 502291005 is mapped by the USDA SCS as Olete-
Hoodsport (OpD) but natural soil conditions within the entire parcel were significantly
modified by the physical removal of overburden, much of the topsoil and commercial
quantities of rock excavation during a former rock quarry operation on the site. Four
septic reserve area soil hole logs (dated 7-20-94) from within the proposed building
envelope indicate a first horizon of a brownish tan sandy topsoil from a minimum 3
inches to a maximum 10 inches in depth. The second horizon is brown fractured
basalt, from a minimum 29 inches to a maximum 41 inches in depth. The third
horizon is gray solid, seamed basalt rock. The only soil log in the vicinity of (but not
within) the proposed driveway area indicates a first horizon of 20 inches of brownish
tan sandy topsoil above a second horizon of solid, seamed grey basalt rock. Six soil
hole logs for a new septic reserve area (dated 10-20-16) indicate a range of first
horizon soil depths of between 9 to 24 inches of very gravelly to extremely gravelly
loamy sand / sandy loam, with a range of second horizon soil depths of between 11
to 34 inches of fractured basalt, overlaying solid, seamed basalt.
Based on these on-site soil characteristics, the potential for erosion problems on site
is minimal (but not non-existent). That potential will also be reduced further by
scheduling land disturbance activities such as clearing and grubbing, cutting and
filling, driveway construction, foundation work, etc. outside the wet season. BMPs
will be implemented to ensure that potential erosion and sediment generation are
avoided and delivery eliminated.
5. Construction Phasing.
a. Construction sequence
Current plans for construction sequence are as follows:
i) Move a small -sized excavator (Caterpillar 312 or equivalent) to the site. This
piece of equipment will be used to 1) clear and grub out the one -hundred
(100) 2"+ dbh (diameter at breast height) trees located within the clearing
limits for the three development area sites (new driveway, visitor parking /
turnaround area, and building envelope); 2) pioneer in the initial grade for all
three development areas, with minimal cutting and filling, and place the
ecology block buttresses in each development area site; also install the
planned sediment trap at its appropriate location at the north end of the
proposed visitor parking / turnaround area; 3) create a cleared area in the
visitor parking / turnaround area to temporarily deck any usable logs and
stockpile stumps, branches, etc.; 4) upgrade the existing short (-105 feet total
length) segment of shallow (less than 6 inches deep, average two feet wide)
ditch along the upper edge of the existing paved private access road, as
shown on attached Maps "C" and "E"; 5) install an 8" plastic corrugated cross -
drain in this ditchline at the junction of this existing paved private access road
with the new driveway; 6) finish the cutting, filling and grading of the three
development areas to final designed subgrade prism and elevations, including
excavating the catchment / dispersal trench at the upslope edge of the
planned building envelope and the invert / dispersal trench on the upslope
edge of the visitor parking / turnaround area; 7) install the steel u -bar cross -
drain in the driveway; and 8) spread and level the crushed rock surfacing on
the visitor parking / turnaround area, the base course of crushed rock for the
driveway (in preparation for asphalt paving), and the crushed rock layer to
level the area for the concrete foundation slab within the building envelope.
The excavator will also be used to load any excess fill material into a dump
truck to for transport as surfacing rock to an existing road on adjacent parcel
also owned by the proponents.
Finally, the excavator will be used to help feed materials into a chipper
brought on site to chip smaller native trees, stumps, branches and other
woody native vegetation generated during the cleaning of the development
areas or to load trucks for transport of merchantable log material
A grid roller or other mechanical vibrator will compact all subgrade surfaces
prior to surfacing with either crushed rock or asphalt pavement.
Pave the new driveway.
ii) Complete final staking and leveling for foundation forms / framing, etc. for
proposed two-bedroom single-family residence, including attached garage
and decks
iii) Construct proposed two-bedroom single-family home, from foundation up,
including installation of all roof downspouts and proposed BMP T5.30 devices
b. Construction phasing (if proposed)
Phasing will be dependent on the timing of approvals from Jefferson County.
The proponents' intent is to only conduct activities i), ii) and weather -dependent
portions of iii) above during dry seasons. The most likely scenario is that
approvals will be obtained prior to the start of the 2018 dry season and all work
will be started and completed during the 2018 dry season. If outdoor weather -
dependent work activities (which would have adverse effects on or off site) are
not completed during the 2018 dry season, such work may need to be deferred
until the next dry season
6. Construction Schedule.
Please see responses under this topic in the Construction Stormwater Pollution
Prevention Plan section of the Stormwater Site Plan Template for Parcel #502291005.
7. Financial / Ownership Responsibilities.
Please see responses under this topic in the Construction Stormwater Pollution
Prevention Plan section of the Stormwater Site Plan Template for Parcel #502291005.
8. Engineering Calculations.
Please see responses under this topic in the Construction Stormwater Pollution
Prevention Plan section of the Stormwater Site Plan Template for Parcel #502291005.
DEPARTMENT OF COMMUNITY DEVELOPMENT
621 Sheridan Street, Port Townsend, WA 98368
Tel: 360.379.4450 1 Fax: 360.379.4451
Web:tivww.ctt,jcffcrarns.wa.usJccxrrLnyusit} 1 v, �pnl�nf
E-mail: &I cr�.jelFcr�nn.wt.0
STORMWATER CALCULATION WORKSHEET
MLA# PROJECT/APPLICANTNAME: SItiyen 1P. .64r nowe - / ktce,
DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to
classify the proposal as "small," "medium," or "large." The size determines whether a Stormwater Site Plan is required in
conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval
application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if
required.
PARCEL SIZE (I.E., SITE)
Size of parcel 3.17 acres An acre contains 43,560 square feet. Multiply the acreage by this figure.
Size of parcel in square feet 138,085 sq/ft
Land -disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover (both vegetative and
non -vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling,
excavation, and compaction associated with stabilization of structures and road construction.
Native vegetation is vegetation comprised on plant species, other than noxious weeds, that are indigenous to the coastal region of
the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such
as Douglas fir, western hemlock, western red cedar, alder, big -leaf maple, and vine maple; shrubs such as willow, elderberry,
salmonberry, and salal; herbaceous plants such as sword fern, foam flower, and fireweed.
LAND DISTURBING ACTIVITY, CONVERSION OF NATIVE VEGETATION,_ AND VOLUME OF CUTIFILL
Calculate the total area to be cleared, graded, filled,
excavated, and/or compacted for proposed development
project. Include in this calculation the area to be cleared for:
Construction site for structures 3,600 sq/ft
Drainfield, septic tank, etc. 0.0 sq/ft
Well, utilities, etc. 0'0 sq/ft
Driveway, parking, roads, etc. 4,965 sq/ft
Lawn, landscaping, etc.
1 1
Other compacted surface, etc.
Total Land Disturbance
U
8,565
sq/ft
sq/ft
sglft
Answer the following two questions related to
conversion of native vegetation:
Does the project convert % acres or more of
native vegetation to lawn or landscaped areas?
Circle: Yes No
Does the project convert 2 "/2 acres or more of
native vegetation to pasture?
Circle: Yes l./
Indicate Total Volumes of Proposed:
Cut 268 Fill 290 (cu/yd)
Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural
conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an
increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include,
but are not limited to roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads,
packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater.
stormwatercalcworksheet - REV 10/20/2014
NEW
Structures (all roof area)
Sidewalks
Patios
STORMWATER CALULATIONS – IMPERVIOUS SURFACE
3,284 sq/ft
0 sq/ft
288 sq/ft
0
Solid Decks sq/ft
(without infiltration below)
Driveway, parking, roads, etc
Other
3,676 sglft
sq/ft
Total New 7,248
sqlft
EXISTING
Structures (all roof area)
Sidewalks
Patios
Solid Decks
(without infiltration below)
0
sq/ft
0
sq/ft
0
sq/ft
0
sq/ft
Driveway, parking, roads, etc 5,630 sq/ft
Other 96
Total Existing 5,726 sglft
TOTAL NEW + TOTAL EXISTING* 12,974 sq/ft `This amount will be used to check total lot coverage.
The following questions will help determine whether the proposed project is considered development or redevelopment.
DEVELOPMENT v. REDEVELOPMENT
Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: 4. 1 %
Does the site have 35% or more of exi_ sting impervious surface? Circle: Yes 1-1 No Z
FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used
to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the
attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the
Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application
requirements.
For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution
Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion
and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the
Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of "medium"
projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10
Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater
Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal
Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stormwater Management Manual.
APPLICANT SIGNATURE
By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the
best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected
property.
(LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATU ) (DATE)
FOR OFFICE USE ONLY
SMALL MIEDIUM LARGE REOEVELOPMEIVT Stormwater Site Plan: Yes No
stormwater calc worksheet — REV 1 0/2 012 01 4
CENTERLINE OF EXISTING
RIGHT OF WAY
PROPERTY LINES
Mo. dow
LEGEND
] EXISTING BACKHOE SOIL HOLE OBSERVED
BY CDS ON 10/20/16 HOLE LOCATIONS
ARE APPROXIMATE ONLY AND ARE NOT
BASED ON AN ACTUAL SURVEY.
µjGFIWPY �� �
mow
PROPOSED 10090 + RESERVE
DRAINFIELD AREA
(1, 160 SQUARE FEET)
EXISTING ACCESS ROUTE
r
Canal (sGltA °
blue hne )
S34010'28
50.00
February 10, 2017 4:32:45 p.m.
Drawing: BARNOWE—MEYER 502291005.DWG.DWG
ZD CREATIVE DESIGN SOLUTIONS, INC. 2017
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APPROXIMATE SHORELINE PER
7,—
COUNTY PARCEL MAP
REVISION DATE PARCELS PLAN
DRAWN BY: MICHAEL S. DEENEY SITE PLA{ /DETAIL, ph4� 40 SCALE
SHEET 1 OF 1 DATE: 2/10/17 FOR: STEVEN V BA 1�[ 1 Y O VV E- MEYER
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11 V APPROXIMATE SHORELINE
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A, Septic System Designs, Permits, d Inspections
�� P.O. BOX 2787, PORT ANGELES, WASHINGTON 98392
T(25`2W) CDS, (800) 395-7298, (380) 457-9353, EMAIL: MIKE@CDS4YOU.COM
dow
.00
February 10, 2017 4:32:45 p.m.
Drawing: BARNOWE—MEYER 502291005.DWG.DWG
ZD CREATIVE DESIGN SOLUTIONS, INC. 2017
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REVISION DATE PARCELS PLAN
DRAWN BY: MICHAEL S. DEENEY SITE PLA{ /DETAIL, ph4� 40 SCALE
SHEET 1 OF 1 DATE: 2/10/17 FOR: STEVEN V BA 1�[ 1 Y O VV E- MEYER
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-- 57.01'
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-- 0r�rnary h1�h
wafer mark
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N09059'17 V
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(SEP94-00461)
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11 V APPROXIMATE SHORELINE
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IL\I CREATIVE DESIGN SOLUTIONS
A, Septic System Designs, Permits, d Inspections
�� P.O. BOX 2787, PORT ANGELES, WASHINGTON 98392
T(25`2W) CDS, (800) 395-7298, (380) 457-9353, EMAIL: MIKE@CDS4YOU.COM
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EXISTING „ a EXISTING CONTROL PANEL
ARE APPROXIMATE ONLY AND ARE NOT WATER SEP94-00461
BASED ON AN ACTUAL SURVEY. ( )
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PROPOSED 1007. + RESERVE
DRAINFIELD AREA
(1, 160 SQUARE FEET)
IN.
February 10, 2017 4:32:45 p.m. EXISTING ACCESS ROUTE APPROXIMATE
Drawing: BARNOWE-MEYER 502291005.0WG.DWG
PROPERTY LINES
CREATIVE DESIGN SOLUTIONS, INC. 2017
REVISION S �c plu de{ 1 I'?a DATE �{ 17 PARCEL 502291005 STOA M WI)TE-R, SI r� F/AA] "0E -TAIL" MAP M!9 P '' E CREATIVE DESIGN SOLUTIONS
SITE PL�4 DETAIL 30 SCALEEll
Septic System Designs, Permits, DRAWN BY: MICHAEL S. DEENEY � & Inspections
SHEET 1 OF 1 DATE: ,2110117 FOR. STEVEN BAR 'OWE-MEYER 52Tt RDDRESS 3I� 403 (I,'�hwru� IDI W P.O. BOX 2787, PORT ANGELES, WASHINGTON 98382
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Total area (combined drivewav and sinate-family residence buildina envelope
dbh*: diameter at breast height (4.5 feet)
Figure 34: Number of trees, by species and dbh*, within all proposed development
areas (combined) within Parcel #502291005
70
Western
Diameter
Douglas
Red
Red
Pacific
Willow
Cherry
Total
Class
Fir
Cedar
Alder
Madrone
Species
Species
Species
2"
17
-8
1
1
27
3"
16
1
2
1
20
4"
12
1
1
2
16
5"
9
9
54
2
3
10
2
1
72
Totals
6"
3
1
4
7"
7
2
9
8"
7
7
9"
2
1
3
6" to 9"
19
1
3
23
Totals
10"
1
1
2
11"
2
2
12"
13"
1
1
10"+
4
1
5
Totals
Total
77
2
5
13
2
1
100
Totals
dbh*: diameter at breast height (4.5 feet)
Figure 34: Number of trees, by species and dbh*, within all proposed development
areas (combined) within Parcel #502291005
70