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HomeMy WebLinkAbout935100011 Geotech AssessmentConsulting Robert M. Pride, Inc. Engineer July i9, 2004 Mr. Raymond Stelk Erfinden i33A Osprey Ridge Drive Port Ludlow, WA 88365 Re: Report on Geotechnical Recommendations Proposed Residence 8i3 Thorndyke Road Southpoint, Washington RMP Project No. 04-257-oi Dear Mr. Stelk, _-._ ~ __, ---~, ,j _.` ~ i i `.' AUG ° 4 2004 ~; ;I ~ ~ '' `-__ 9 r J ,, , ~ ., . ____.J This report presents the results of our geologic evaluation and engineering analysis of your property (Lot #12}located on the southeasterly side of Thorndyke Road in Southpoint. It is understood that you intend to construct a new single family residence at the location shown on Drawing No. 1. Plans for the proposed structure were prepared by Mascord, and Craig Owen is the project structural engineer. The purpose of this study is to document the underlying geologic profile and to provide recommendations for the design and construction of the new residence. Available DOE Coastal Zone Atlas maps along with previous engineering reports by Northwestern Territories (NTI) and Shannon & Wilson (S&W) were used as references for this evaluation. Site Conditions A majority of the building pad is relatively flat with a gentle downward slope from Thorndyke Road to the bluff. The rear yard extends out to the top of a steep slope that descends approximately 1i5 feet to a flatter gradient. Overall the slope has a gradient of about 60%. Geologically this property is underlain by Glacial Till (Qvt} consisting of very dense silty sands, sands and gravels. There has been no recent history of shallow sliding on this property, and the 1996-g~ slides to the south involved only the outer colluvial soil zone situated on a steeper slope surface. Causes of that previous slope instability were attributed to uncontrolled surface water runoff, heavy rainfall and snowmelt, and flooding from uphill properties that has since been corrected. The presence of the over- consolidated glacial till on this and adjacent sites will provide for excellent support for residential foundations. 13203 Holmes Point Dnve NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 July i9, 2004 Mr. Raymond Stelk Page 2 Proposed Construction House drawings prepared by Mascord show a single story wood framed structure with a high roofline. Continuous bearing wall footings will provide support for this lightly loaded structure that will have a raised wood floor system. An attached garage will be located on the westerly corner of the house. Access from Thorndyke Road will be over a compacted gravel driveway. The septic drainfield area will be located between the house and the street in front of the property. CONCLUSIONS AND RECOMMENDATIONS General On the basis of our field investigation and engineering stability analyses, it is our opinion that the property is grossly stable from a potential deep-seated failure. Bluff retreat is a known condition that affects steep slopes and loss of rear yard area due to soil weathering and slope saturation of the surficial soils. Due to the steepness of this slope and the very dense nature of the over-consolidated glacial deposits, the potential for even surficial slides is considered low. The presence of this glacial till layer is the reason that the rate of slope regression has been low during the life of the existing residential structures. Slope Stability Conclusions Several failure analyses were performed to determine the factor of safety of this steep slope extending from the east edge of the rear yard to the toe of the slope. These analyses were conducted to confirm that the easternmost location of the house would be founded on glacial soil deposits that had a minimum factor of safety of at least x.5 at a distance of 25 feet from the top of the slope. The results of these analyses show that the overall slope has a gross factor of safety in excess. of 2.o when considering the foundation setback of 25 feet from the top of the slope. Refer to Figure Nos.1 and 2 that summarize the results of the stability analyses and shows the failure circles that extend from the upper building pad to the toe of the slope. Foundation Recommendations The new residence should be supported on continuous bearing wall footings that extend a minimum depth of i8 inches below final grade. It is recommended that the westerly foundation walls be located no closer than 25 feet to the top of the existing slope. An 13203 Holmes Point Drive NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 July i9, 2004 Mr. Raymond Stelk Page 3 allowable soil bearing value of 300o psf and 200o psf may be used for the lightly loaded house footings founded on native soils and properly compacted fill, respectively. This value may be increased to 4000 psf for retaining wall footings that are at least 24 inches in width. Settlement of footings founded on adequate bearing soils will be minimal. Resistance to lateral loads on the structure can be provided by passive earth pressure on footings and the stem walls. We recommend the use of 30o pcf for passive pressure, and a coefficient of sliding friction of o.5. Retaining walls should be designed for an active earth pressure of 3o pcf, and they should have a foundation subdrain to eliminate hydrostatic pressure buildup. All retaining walls should be backfilled with soil compacted to 90% of their maximum density to reduce the potential for future settlement under proposed concrete walkways and porch slabs. Exterior Slabs-on-Grade Concrete slabs may be poured directly on the very dense glacial soils or compacted fill that are expected to be exposed at final grade. Control joints should be included on about ten foot centers across the slab sections to minimize shrinkage cracking. If the concrete is poured with a low slump, reinforcing steel is not required for any slabs supported on native or compact soils. All concrete should be placed in accordance with ACI guidelines. Draina>;e In addition to the foundation drains around the perimeter of the basement wall footings, there will be area drains and roof drains that will collect storm water runoff. All of this water should be tightlined to the street at the front of the property, or to a suitable infiltration trench that is at least 10o feet west of the top of slope. Every effort should be made to prevent surface water runoff over the top of the rear yard slope, and to prevent excessive infiltration into the upper soils near the steep slope. Summary We have discussed our recommendations for continuous bearing wall footings with the structural engineer who is in the process of revising the- house drawings. Construction monitoring and consultation services should also be provided to verify that subsurface conditions are similar to those described in our report. Should conditions be revealed during construction that differ from the anticipated subsurface profile, we will evaluate those conditions and provide alternative recommendations where appropriate. Tl~e conclusions and recommendations presented in this report are based on i) our interpretation and evaluation of soil conditions on the site, 2) confirmation of the actual 1303 Holmes Point Drive NE Kirkland, WA 98034 Phone: 424-X14-390 Fax; 425-814-5672 July i9, 2004 Mr. Raymond Stelk Page 4 subsurface conditions encountered during construction, and 3) the assumption that sufficient observation and testing will be provided during appropriate phases of the work. Our findings and recommendations of this report were prepared in accordance with generally accepted principles of geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no warranty, either express or implied. Please call me if there are any questions regarding the findings and recommendations of this report. Respectfully, `~ ~~ ~ Hobert M. Pride, . E. Principal Geotechnical Engi dist: (2) Addressee encl: Drawing No. i Figures i and 2 rmp: StelkResidi ` ~~ ~~, ~ .`~ F.:°f V f%43134'.. ~~~,1qq S ~.] ~i'~%~ d~ ~~ ~ _~ k ~ ~~ , ~' EXF'tREB ~~Z ~ l'~ 13203 Holmes Pomt Dnve NE Kirkland, WA 98034 Phone: 425-814-3970 Fax: 425-814-5672 ---------------- ~ ~ i¢~ _. - Ref: Site Plan and topography by Tillman Engineering, Inc. SITE PLAN Proposed Stelk Residence -- Project Na. 04-2~~-0~ 813 Thorndyke Road Southpoint, Washington Drawing N©. 1 R~~rt M. Pride, Inc. consultin En ' eer l,~ NORTHWESTERN TERRITORIES, INC. A JLS GROUP COMPANY 717 SOUTH PEABODY STREET, PORT ANGELES, WA 98362 Engineers Land Surveyors Geologists HTI Construction Inspection Materials Testing (360) 452-8491 FAX 452.8498 www.nti4u.com E-Mail: info@nti4u.com JLS GROUP, INC. July 7, 2004 Raymond Stelk 133A Osprey Riuge i;r. Port Ludlow, WA 98365 r,.--.~..__... _.__~_. ,___~__ _.~.~.,.__.. ~_......-..,__.__ I ~~ ! ! ,' ii it I I,l T~' AEG ~ 4 2004 ~ ~~ i I ! Subject: Review of Proposed Septic Placement and Drainfield Area Placement at 813 Thorndyke Rd, Case # MLA04-00362 Dear Mr. Stelk: At your request, we-have reviewed the location of the proposed wastewater system layout from Soiltech dated 5/31/04.-The system is not located between the house and bluff, and is located outside the .recommended landslide buffer. We therefore approve of the location of the system. Sincerely, NORTHWESTERN TERRITORIES, INC. t- 51- ~~, ~- 0. , Robert A. Leach, P.E., MBA rrincipai Engineer L - -~-~ ~~~ _ /_J Bill Payton, L.E.G. Engineering Geologist cc: Jefferson County Department of Community Development, Attn. Michelle Farfan G:1Gen\Bill\Letter\STLK0401septic letter.doc ~~;~Ro ~sh 'O ~P 13772 p ~ ~ " "~S~OIUAI ~G\ EXPIEES 12/30/2004 i ,-~~ Expires 11/06/04 GEOTECHNICAL REPORT Prepared For Raymond Stelk May 14, 2004 For the Property Described as Tax # 935100011 Section 9, Township 27 North, Range 1 East, W.M. Jefferson County, Washington Prepared by ~- - ,~ ~ ,_~ r~ ~r~ ~ ~~~ NTI En meerin and Surve m '' ' ~' ' ~ ~ ~. ~~ g~ 9 y' g ~ ~~ ~~ ~-' _' _ _ . __~ i 717 S. Peabody Street ~ ~' Port Angeles, Washington 98362 ; ~ ,~ ' Phone 360-452-8491 Fax 360-452-8498 "` ' ~~ y Web Site www.nti4u.com _ _ _ _._ _ .~ E-mail info@nti4u.com ,_ '' '` 'n -np r-. +~ NORTHWESTERN TERRITORIES, INC. r~, A JLS GROUP COMPANY- ' 717 SOUTH PEABODY STREET, PORT ANGELES, WA 98362 Engineers Land Surveyors Geologists ~~f Construction Inspection Materials Testing (360)-452-8491 -FAX 452-8498 www.nti4u.com E-Mail: info@nti4u.com JLS GROUP, iNC. Geotechriical Report Tax # 935100011. May 14, 2004 Raymond Stelk 133A Osprey Ridge Dr. Port Ludlow, WA 98365- Subject: Geotechnical Report for Tax # 935100011- located ir- Section.9, Township 27 North, Range 1 East, W.M., Jefferson County, WA Dear Mr. Stelk: Background At your request, -Bill Payton, Engineering Geologist with NTI Engineering and Surveying (NTI) met with you at the above. referenced location on. April 14, 2004- to conduct a bluff stability inspection. The purpose of this inspection was to examine the- bluff at the subject site by visual means in order to determine the relative stability of the bluff-arid make recommendations in regards to the proposed construction of a single family residence in general accordance with Section 3.6..10 of the Jefferson County, WA Unified Development Code {UDC). Site Description The subject property is described as Lot 12, Bridgehaven Division 5: The property is bounded on the north and south by developed residential property; on the west by Thorndyke Rd., and on the east by an undeveloped wooded bluffthat leads down to Maxview Dr. The property is currently undeveloped. Please refer to the. topographic map completed for: the property by Tillman Engineering and Figures 1 and_2 in-the appendix of this report. The upland portion of the property slopes towards the bluff to the east at approximately 5 to 10 degrees, and is vegetated with young to mature trees, brush and grass (Photo 1). Some of the brush has been cleared in order to facilitate the septic designstudy. Surface water drainage from the adjacent property to the south and from Thorndyke Rd. flows across the subject property. Also, there. is a drainpipe from the adjacent:.property to the south-that-drains .onto the, subject property. These drainage issues should be addressed in an engineered drainage. and erosion control plan in order to mitigate potential adverse effects to the subject property. The bluff at the property is about 148 feet high -with an average slope angle of about 30 degrees (Figure 3). The bluff is well vegetated with young to mature trees and brush (Photo 2). Some of the trees have curved trunks, indicating that. down slope creep of the surface soils is occurring.. Occasional old. growth stumps were also present on the bluff, The- presence of these stumps. and the mature trees on the bluff indicate that. the bluff in this- location has been. relatively stable for many years. The bluff face is relatively planar with no gullies, suggesting- that channelized surface water runoff has not been a significant problem at the property. 1 No springs or seeps were noticed on the bluff face, however, the area at the base of the bluff '°' along Maxview Dr. was wet indicating -that groundwater exitsin this area above a silt layer in the: soil strata. This silt layer is visible below Maxview Dr: During the exceptionally wet winter of 1996-7, a slide occurred on Lots 9 and 10, -two lots south of the subject property. Reportedly, the slide, which was about 3'-8'-deep, was triggered by excessive water in the soil (from groundwater and surface water sources).- Reportedly, one of the major contributors was uncontrolled surface runoff from offsite, which jumped a culvert and .flooded the- property. Reportedly, this situation has since been mitigated. ,~ Even though the subject property is in close proximity to Lots 9 and 10, it appears that the slide was a local event predominantly triggered by uncontrolled offsite runoff. The mature vegetation on the bluff at the subject property appears to 6e much older than 10 years, which suggests that there was no sliding on. the bluff at the subject property during the 1996-7 winter. In general, it appears- that the vegetation on the bluff at the. subject property and northward is mare mature and better established than the .bluff-vegetation south of he subject property. This also indicates a more favorable condition of the bluff. Another factor that suggests that the bluff at-the subject property is more stable than the bluff to the south is the slope angle and it relation to the "angle of repose". The "angle of. repose" is '° defined as the maximum-slope or-angle at which loose, cohesionless material remains stable; -and commonly ranges between 33 and 37 degrees on natural slopes: Measurements made. - from topographic maps of the area indicate that the slope of the: upper. bluff in the- area adjacent to the slide at Lots 9 and 10 is about 38 degrees, while the slope of the bluff of the subject property is about 31 degrees (a more stable angle)... ~. Site Geology The Washington State Department of Ecology's Coastal Zone Atlas maps the soils in the upland area of the subject property as Vashon lodgment till (Qvt1), and the bluff in the area of the subject property as Undifferentiated stratified sediments older than Vashon- lodgement till (Qpf). .The Vashon lodgment till is described as consisting mostly a compact mixture of boulder to - sand size particles with some silt and clay. The Atlas .lists-this soil as excellent. for foundation stability, good for seismic stability;..and states that it stands in steep natural and/or cut slopes for long periods. The Undifferentiated stratified sediments .are described as consisting mainly of sand and gravel., but in some areas contain silt, clay, peat; and possibly till. This soil is listed as generally good for foundation and seismic stability within-the confines of slope stability considerations; and variable for slope stability stating hat this-soil may be subject to landsliding. The Atlas maps the stability of the upland as Stable and the bluff as Unstable (See Appendix}. - ._ The Department of Ecology's "Geology and Ground-Water Resources of Eastern Jefferson County, Washington" maps the soils in the upland-area of the subject property as Lodgment till (Qvt): boulders, cobbles and pebbles in a matrix of sand, silt and clay; a compact and unsorted mixture. The bluff is mapped as Undifferentiated glacial, fluvial; glaciofluvial, lacustrine; and- glaciolacustrine deposits (Qu). According to the Soil Survey of Jefferson. County Area, Washington (United- States Department of Agriculture, 1975), the subject site is in an area mapped as-the Kitsap silt loam (KtD). This silty or clayey soil formed in glacial. lacustrine or marine sediments on upland benches, terraces, canyon slopes and ocean bluffs. This soil was not observed at the subject property. 2 Visual observations made at the site, including shallow septicdesign.test pits, indicate that the upland and bluff are composed predominantly of sand and pebbly sand, with-silt at the base of `~ the bluff in-the area of Maxview Dr, Conclusions and Recommendations saw so many slides in the Puget Sound. area. Also; the bluff soils are below the angle of repose. While this report cannot guarantee that a slide will not occur at the subject property, the bluff at the subject property appears to be grossly stable at present with no evidence of recenf slide activity. The bluff is well vegetated with young to mature trees and-brush. Occasional old growth:' stumps on the bluff suggest that the. bluff has been stable for a longtime. Based. on the bluff vegetation, it appears that there was no sliding on the bluff .during the wet 1996-7 season that The County mandates a 30-foot setback from the bluffdue to the presence of the landslide hazard-area. This buffer can be reduced to no less than 15 feet with submittal and approval of a geotechnical report. We understand that a reduction of-the buffer is desired due to the-small size of the buildable portion of the property. Based upon our investigation, we recommend-that the buffer between the top of the bluff -and the proposed house be reduced to no less than 25: feet. The Uniform Building Code (UBC) regulationsfor steep bluffs also. affecf construction at the- subject property. In this case, the UBC requires that the face of the footing of the house be at least 39 feet from the face of the bluff (See Figures 4 and 18=i-1 ). Thus,- with a building setback of 25 feet, the footing would. have to be about 11 feet deep on the side.facing the bluff;- and would get progressively shallower as you move away from the bluff. Figures 4 and 18-I-1 can be used to determine the approximate depth offooting required for various building setback distances. The following recommendations should also be considered with regards to the proposal: 1. It will be necessaryto maintain ground cover in order to reduce erosion from surface. - runoff. Any bare areas that develop,: on the upland or bluff, should be revegetated. Native deep-rooted vegetation that requires little or no irrigation would be the most beneficial. Please consult the enclosed publications -for further information... - 2. Vegetation on the bluff-face provides stabilization to the bluff face soils ahd helps remove water from the soil. Existing established vegetation should be left undisturbed.- "~ If a better view is desired, minor Gmbing and pruning should be done in such a way - that minimizes disturbance to the soil -and root zone and -that insures -the continued health of the vegetation. Trees should not be topped. _ e 3. Heavy irrigation or other activities that would contribute large-quantities of water to the soil should be avoided. 4. Surface runoff from hard surfaces such as roofs, driveways, walkways and patios should be controlled and routed to a drainage control device such -that surface water- discharge to adjacent: properties does not significantly exceed predevelopment _ conditions. Reportedly, a neighbor has purchased the property at the. base of the bluff and has agreed to allow you to tightline your runoff to the base of the bluff. This option would be better, from a bluff stability standpoint, than infiltrating the water on-the upland. An engineered drainage and erosion control. plan should be developed for this property to address these issues and that conforms to all county, state, etc. regulations. 3 5. Drainage routes from offsite that could potentially-allow runoff to flow onto the property "' should be addressed in the engineered drainage and erosion control-plan suchthat this potential runoff is controlled or redirected in order to prevent-damage to-the bluff.. Likewise, -this should conform to all applicable codes and regulations. 6. Silt fences or other sediment control devices may be needed during construction such. that sedimentation to adjacent properties-does not significantly exceed predevelopment conditions. 7. Drainage control devices should be maintained. in gQOd working order and inspected 'at least once a year.. 8. Per Table 18-I-A of the UBC (See Appendix); the allowable foundation pressure for the sandy soil observed in thetest pits on site is 1500 pounds per square foofi (pcf):` This value can be increased up to a maximum value of 4500 pcf subject toFootnote 2 of the table. Based on the findings, recommendations and limitations of this report: 1. There should be minimal landslide hazard as suggested by a lack of evidence of recent- `° landslide activity on site in the-past. 2. Observations of slope stability. indicate that-the proposal should not be subject to risk of e landslide under the current conditions at the site. 3. The proposal should not significantly increase surface-water discharge or sedimentation to adjacent properties beyond predevelopment conditions. 4. The proposal should not decrease slope stability on adjacent properties: m 5. The proposal should be stable under: normal geologic conditions. For further information please review the three publications (included with the original of this report) published by the Washington State Department of Ecology (DOE) entitled: "Slope Stabilization and Erosion Control Using Vegetation", "Vegetation. Management: A Guide for - Puget Sound Bluff Property Owners" and "Surface Water and Groundwater on Coastal Bluffs". `9 These publications can also be viewed on the DOE website at: http~//www.ecy.wa.gov/biblio/sea.html under the 1993 and 1994 year heading. The DOE website also contains additional useful information regarding slope stability and site development; this reference is highly recommended. - Limitations This report has been prepared for your exclusive use in conjunction with the above referenced project. The report has not been prepared for use by others or for other locations. It may be used for other purposes only with the expressed written permission of the Engineer. Within the limits of scope, schedule and budget, this report was prepared in general accordance with accepted professional engineering and geological principles and practices in this or similar localities at the time the report was prepared: No other warranty, expressed or implied, is made as to the conclusions and professional advice included in-this report: 4 The observations, conclusions and recommendations presented in this report were based on our visual observations of fhe subject property of the time of our -site visit; no laboratory tests. were performed. Soil and geologic conditions. can vary significantly between test holes. and/or .surface. outcrops. If there is a substantiaF lapse of time, conditions at the site have changed or appear different than those described in this report, we should be contacted and retained to evaluate the changed conditions -and make modifications to our reportif necessary::. Sincerely, NORTHWESTERN.TERRITORIES, INC. O~R~ A. lFq ~OP~ oFwQuasy~yc~Cy ~. `~ ;~;' -.. Robert A. Leach, P.E., MBA A~o,~ ~FGisseR~° ~`~``~ Principal Engineer ~SS~oNAt E~°~ /~ // EXPIRES 12/30/2004 ~;~ ~~ ~~~ ~ ~ Bill Payton, L.E.G. ~~~ ~~ Engineering Geologist- ~~ .~ +~ G:\Gen\BiIIlReportslSTLK0301.9(27-1 E}.Thorndyke Rd.doc C+~ '~ 9 ~ ~~ ~~~411~ ~~~~ g o >° C N ~o. ~ s -~ ~ ~t ~ ~~ ~~ ~~~ ~~ Y \ ~\ \\ ~\ ~~ ti \ --LL ~~~ ~y0 ~ `~+~ ~. mss; ~~ ~~ ~~' /1' 'HI+- \\ ~'~O'_ O~i \\ `\ \ \ ~ \~ 't~;lp. ~ \~ \ ~ \ ~ ® O III g ~ v ~a~ N ~O~ ~~~ WE1~SU16 ORE P'' 4 ~ ~ ~ Raymond Stelk ~~ ~~~ ~.-0. ~ o ~ Lot 12, Brldgehaven #5 TOPOGRAPHIC SURVEY . y~ E ~ r ~ Jefferson County, Wa. 2 3 ~ ~ ~ ]Eo-J}~lAl ]4SApS0 FIR - - _ -s=, {, . ~s d~} J F °s` .~ ~~ F 9t? ~c' k ~ s ~. ~q 2 ~ ~ ~ ssat ~~ ~ ,! „~ 4 ~, ~ ~¢a ;{ !.. ~ ~. SP !`~~ ~~ - ~' ,~ ', 7d ' A F• - ~~~_ ~.' ~ ~ _ i. 5 ,? Photo 2. View of bluff at subject x :~~~~~ }~ ,~~ r ~ - _ .s N ~ .. property from Maxview Dr. ~`~ ~` ' i' , „l ~ ~ ~, . Main sporadic cal- al contact, andlor (2) the characteristic angle of repose in ~t of the mouth of slopes that form in the Esperance Sand. bedded, fine- Qva Vashon advance outwash is a member of the Vashon ne have been DrifE and lies strat[graphically between the Esperance Sand iember. This unit is and Vashon till. Vashon advance outwash typically consists• of well sorted, well stratified sandy pebble- to cobble-sized fists of interbedded gravel. In some places, sand predominates. The unit general- s by colluvium. In ly contains minor amounts of silt and clay. The coarseness with the thickness m bottom to top f 'drift, alluvium, or d , ro frequently increases ranging from a few to 150 feet. Where the stratigraphic posi- ary :ene Boun Eocene ,d Shale lion beneath Vashon till cannot be established, greater com- , tiver Formation, ~ pactness and less oxidation are criteria used to distinguish advance outwash from recessional outwash. f Undifferentiated stratified sediments older than Q ,m Pillar Point to p as on lodgement tiu consist mainly of sand and gravel, but llar Point State Rec- clay, peat, and possibly till. me areas contain silt i than 2500 feet ed of poorly sorted, , n so Outwash and glacial Lake deposits occur plus interglacial al- e- to medium- luvium and lake deposits, weathered and iron-stained in plac- naterials as thin es, but clasts are rarely deeply weathered. The unit includes ,e sandstone contains undifferentiated Vashon advance outwash, Kitsap Forma- Formation, Double Bluff Whidbe ift D i ,merate are common. lenses as much as 80 y , r on lion, Possess Drift, and Salmon Springs till where these units could not be ion. The_conglomer- recognized with certainty and is generally up to 300 feet luartz, dark gray thick. ~y weathered tuff. r Qvtl Vashon lodgement till is a compact mixture of the formation; how- bou ers, cobbles, pebbles, sand, silt, and clay, generally kale crossbedding is overlain by i-5 feet of ablation till. T'he total thickness may deformation such as reach 100 feet. ng can be seen be- Qvt2 Vashon ablation till ranges mostly from loose boul- ontact between the ition and the Clallam tiers to sand, but includes some silt and clay. The unit is only t the point where the mapped where believed to be thicker than 5 feet. Maximum er thin bedded sand- known thickness is about 14 feet. ,ember of the Twin Q~ Vashon till was deposited by actively flowing glacial ice and therefore underlies the glacially streamlined uplands n basalt are extrusive of unconsolidated sediments, and occurs as a thin, discon- in composition. sinuous veneer over bedrock. However, in many areas it has been covered by younger deposits. Vashon till consists of a ts, originally sand and very compact, poorly sorted, nonstratified mixture of gravel, ;red and predomi- sand,•silt, and clay with occasional boulders. ogan Hil[ Formation Qvr3 Vashon #ce-contac! stratified drift consists mainly of sand and gravel, but the unit includes silt and clay in some :d at one seacliff expo- places. Generally, it is found in areas of knob-and-kettle Eo- -Clallam County as Pography, eskers, and kame terraces and ranges up to 60 feet nglacial sediments. In in thickness. anon is exposed in the laciomarine silts at the Qvr2 Vashon recessional outwash in meltwater channels silts of a compact mix- consists primarily of sand and gravel. This unit may contain and clay, and may in- minor fine-grained sediments or organic matter, and is gener- ~tarine fossils have ally 3-16 feet thick. Thickness ranges to 100 feet. Qvrl Vashon recessional outwash in deltas and alluvial From deposits of till a[ fans is mostly sand and gravel, generally thicker than 20 feet t was tentatively iden- with a maximum thickness of about 330 feet. Clallam County where Qvr Vashon recessional outwash consists of sand and ravels underlie Vashon gravel deposited by meltwater streams from the retreating gents. Vashon ice sheet. The outwash often occurs in direct contact is of a compact mix- above Vashon till. However, meltwater streams may have ~, silt, and clay. The ,__._,_. _ .eroded the till awl, depositing the sand and grave! directly ~~ .,.., ,.e.,,.~or „r,ria~Ivinv „Hite. In Clallam COiintV, this unit I I ~~i~, z~f-,~ ~x ~s o -ion l G17~ ~,1; ~~~ln ~ n~ ~ i l l l I' i I i I ~I, ~ ; i ~ 111I ~I t I " ~ ICI ~~ I t i ~ ! 1 II 11 i l ' I ~ I ! 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I I I I I ' ' I I I I ! I ! I i ' I I I I I ! I' I i I I i I I I I I I i 1 i i t I I I j I I I I I I i I I I I I I l i I I! I ' I I I I ' I I l i i ; j 1 I i I i ~ i ' I I I I I I i I , I I I I i i l i I I I i' i I I I I i t I I i i I I I I . C G iii I Ili ii li ' i it I I I I li li ! I I l li ' I! ' I I 1 I I i I I I I I ' I I • • ' ( I I I I I ' I I I I I I~. I I ' I I I I j I ~ I I it I I i i i I I 10 I ! I ; I ' ~ ' I I i i I I I I I . i i I 1 I I I. I l i I I I I I i I i j i I I I I I I I I I I I I I ~I l i l i i I l i I ' I ~ i i { I i l I I ; i j a i I j I I I I i 1 1 I ~ I I ~! I ! I i i I~ I I I I I I h I I I I I I I ~ I I i , I ' i i ' ' I ' i _ ~ 1 j l I I I I '~ ~_ _ ~_-;-+ ~ 1 I I _~ i ~--~ -- ~ ` 1 1 I I I - I ~ ~ i -- ~ I I _ I I I j I I ~ I ~ I i ~ I ~ ~, I -! ~ ~ I I ~ I I - i ; i I I ~ j I I ' i I ' I i I I .~i~1~- ~! I i~ -~~_ i ~. ~ _ I '~ +- 1 I ~ i I I 1 1 I s T R DaTE: DESIGNED BY: NORTHWESTERN TERRITORIES, INC. ~ PROJECT: Engineers • Land Surveyors ^ Planners FOR: Construction Coordination ^ Materials Testing N'r' SHT: OF 717 SOUTH PEABODY^ PORTANGELES, WASHINGTON 98362 ^(360) 452.8491 z w a 0 ~ t uvr~~ ~~ CHAP. 18, DIV. FIGURE 18•I-1 1997 UNIFORM BUILDING CODE FACE OF I~ FOOTING FACE OF STRUCTURE TOE OF SLOPE TOP OF ' SLOPE . // / ~; ., ~--~ - J N/3 BUT NEED NOT EXCEED 40 FT. (12 192 mm) MAX. N/2 BUT NEED NOT EXCEED 15 r I. (45iz mm~ mrv~. FIGURE 18-I-1-SETBACK DIMENSIONS r 1997 UNIFORM BUILDINQ CODE .. ~ nu,ent G cnttrunnTlAN AND LATERAL PRESSURE t 1.~ ~' CHAP. 18, DIV. I TABLE 18-I-A TABLE 18-I-C tJ1TERAL BEARING LATERAL SLIDING4 ALLOWABLE FOUNDATION PRESSURE ~ = LBSJSGJFTJFT.OF DEPTH BELOW NATURAL GRADES R~dstanw tP~Qd x O./S7 forkP~ x 0.0479 CIASS OF MATERULLSI x 0.04791ar kP~ per mratsr CwtHel~nta for kP~ 4,000 1,200 0.70 1. Massive crystalline bedrock 2,000 400 0.35 2. Sedimentary and foliated rock 000 2 200 0.35 3. Sandy gravel and/or gravel (GW and GP) , 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM 500 1 150 0.25 and GC) , 1000'/ 100 130 ......a.. ale.. ~tlrv r•Iav and clavev silt (CL, ML, MH and CH) t For soil classifications OL, OH and PT (i.e., organic clays and peat), a foundation investigation shall be require . '-All values of allowable foundation pressure are for footings having a minimum width of 12 inches (305 mm) and a minimum depth of 12 inches (305 mm) into natural grade. Except as in Footnote 7, an increase of 20 percent shall be allowed for each additional foot (305 mm) of width or depth to a maximum value of three times the designated value. Additionally, an increase of one third shall be permitted when considering load combinations, including wind or earthquake loads, as permitted by Section 1612.3.2. 3May be increased the amount of the designated value for each additional foot (305 mm) of depth to a maximum of 15 times the designated value. Isolated poles for uses such as flagpoles or. signs and poles used to support buildings that are not adversely affected by a t/2-inch (12.7 mm) motion at ground surface due to short-term lateral loads may be designed using lateral bearing values equal to two times the tabulated values. 4Lateral bearing and lateral sliding resistance maybe combined. SCcefficient to be multiplied by the dead load. 6Lateral sliding resistance value to be multiplied by the contact area. [n no case shall the lateral sliding resistance exceed one half the dead toad. TNo increase for width is allowed. TABLE 18-I-B-CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION L~ Very low 0-20 Low 21-50 L Medium ~ 51-90 High 91-130 Vcry high Above 130 ,. ~„~ ~.Innrlnnie Gr,u cTt In REARING WALLS-MINIMUM REQUIREMENTS~~2,3,4 [ _~{ f THICKNESS OF FOUNDATION WALL (Inches) WIDTH OF FOOTING THICKNESS OF DEPTH BELOW UNDISTURBED h • 25.4 for mm (inches) FOOTING (Inches) es) GROUND SURFACE (Inc NUMBER OF FLOORS SUPPORTED Unlt Concrete j Masonry r. 25.4 for mm BY THE FOUNDATIONS ~ 6 1, I (, G I ~ 1 IS 7 Iti j ~ 111 Ih 8 ,~ --- --- In ~I ~1'hrrr unusual conditions ur trust conditions arr I~~und, lootings .Ind lilund;rtiuns shall he :rs rcyulrcu m hccuun Inuo.I -"I he eruund under the Ilour m;1V hl' l'XCaPaled to :nC Iles atiun ul the top ul the touting. 'Interior stud hearing walls may he supported M i~olatcd fuulings.'I~hc lixlling width and length shall he twice the width shown in Ibis table and the luotines shall he spaced noI more than G feel (Iti39 mm) nn crnlcr. [ aln Seimlic lone d, continuous fuolines shall he ,:roe ided with a minimum of one No. 4 bar top and bntuun. `fuundaiinns mac support a roof in aJditiun u• ;h: aipulalcd number of Iluurs. 18nuulatiuns suppnrlins roof, onl~• shall he as required lilt supporlin~ unc Ilnnr. 219 I I ~ l ' i I I I! ~ ~ i I ~I ~ ~ + ' ~ ~ I ~ - I I f I I Iii I I I , ~ j I I- ' I I ~_ II I - ~ ~ I '~ ,, I ;'~1 I ~ t_ ~ I ~I _I _ ~- ~ _ I _ I- - - - - - - - - - 7 - ~ - - i I _ _ ~ ~ 1 I ~ I - - - - - - _ _ - I. - - _1 \ - Y - -- - - - - - - 55 1~ -~ I - - I ~-I I I i~ t~'~ i ; i - I-- I~I 4--- ~ --- - - -. - - _ - - ~ ' - ~ ~ - L - - - - - _ - - - - - - - -. ~- I- - - -~- 1 -'--- - -- ' -- -- f ~ - I I i I i- -- I ' 1-' Ir - ~ - I I _ - - . - - - - - - ' - - - - -- - - -- _ - - - - -- _ - - - - ~ - - - - - - - - -- I - - - - _ __ _ _ _ _ f ~ ~ I _ - _ _ _ I _ __ - _ I - - ~- _ _ _ _ _ _ ~ _ - __ - 1 - _ __ _ _ - I •-.Lr - i-~ --I _ I _ ~y_ i I I __ I I . I I _ ' I I I i i ~ I I i I I I I I I l I I I I i I I I I I j i! i l I i I I I I i I I I I I I I i t i I I I I I I ' I ~ _ I I I I I I I II I _ II I !I I I I I i i ! I I - - - _ - - i l l I I I I I I I I I ~~ r- - ~-~ - t - - - I !! I I ' I I i i t I j , i i i i I I ' ' ~ I I I I i t I I I I j I I i i I I I i I I I I i ' I ' I I ! ~ I I ~ I ~ I I ( i i ! I i I I l l i i i i l I I I, I I I I I ~. l f ! ' I I I I I l i i I ~ I I I I I I i i I I I i l I I I ! I ' I I I I I I ' I I ' i l I ' ! I I I ' ' l i I I ( I ! I I i I I ! I ' i l l l i 1 I I I ! l i l I i I I ' ! j l j ! 1 ~ I I' I I I I j i I I ~ i t I I I I I I I ! ' ~ I I I I I I I I I I !. I I I I I I I l I i i i'• I I I i I I I I i I I I I I I I ~ li i Ij I ' I ! I i I I i I I i ' I ~I I I ' ' I I I I I I I I i I i ll I I I ! I I I i I I ; i j I i I i I ' ' ~ I '' l i. I I ' I i I I ' I I ' I I I I I I I I I I ~ ~ I I I I i t I j i i ~ I I l i ~ ~ ~ _' ~ I I I _, , ~ I I I I I I --- -- t I ~ __ i - l ~ l i I -~ i j I I , ~ i , I j I I l ~ I I I I I I I r I i I i i s T R DATE: DESIGNED BY: NORTHWESTERN TERRITORIES, INC. -~ PROJECT: Engineers ^ Land Surveyors ^ Planners FOR: Construction Coordination ^ MaterialsTesting NTl SHT: OF 717 SOUTH PEABODY^ PORT ANGELES, WASHINGTGN 98362 ^(361]) 452.8491 THORNDYKE ROAD STORMWATER SITE PLAN RAYMOND AND ARLINE STELK Report Prepared for: Raymond & Arline Stelk Osprey Ridge Road Port Ludlow, WA 98365 August 2, 2004 Port ~.......j ~ ~....~ f ~-, ,_,~ -__~-__~_ _e..,aw__..._~_.__ ~ ,I ~ ~ Table of Contents. L PRDJECT OVERVIEW - 3 II. PLOT PLAN - (See Attachment `A ;Site Plan) 3 III. CONDITIONS SUMMARY 3 Subsurface Soil Conditions and Stability ............................................................................................... 3 IV. OFF SITE ANALYSIS- ~ V. ANALYSIS AND DESIGN OF STORMWATER FACILITIES 4 VI. SPECL4L REPORTS AND STUDIES 5 VII. BASINAND COMMUNITYPLANNINGAREAS S VIII. OTHER PERMITS 5 2.5.1 Minimum Requirement #1: Preparation of Stormwater Site Plans 6 2.5.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) 6 2.5.3 Minimum Requirement #3: Source Control of Pollution 9 2.5.4 Mi~zimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls 9 2.5.5 Minimum Requirement #5: On-site Stormwater Management 9 ATTACHMENT I S.C.S. MAP OF THE PROJECT LOCATION ATTACHMENT II SITE PLANS ATTACHMENT III CALCULATIONS Ray Stelk Stormwater Site Plan (no address assigned) Thomdyke Road Port Ludlow, WA 9$365 August 2, 2004 Page 2 L PROJECT. UVERVIEW The applicant is applying-for a residential building permit from Jefferson County for parcel 935100011, also known as Lot 12, Division 5, Plat of Bridgehaven. The stormwater plan is developed to address concerns regarding disposal of stormwater on this parcel and comply with provisions within the County Unified Development Code (LTDC). Mr. Stelk purchased the property in the spring of 2004 with the intent to develop a single family residence on the site. Mr. Stelk has commissioned topographic and boundary surveys to ascertain the property limits and limitations, a septic system design and two geologicaU geotechnical engineering reports. The site has been brushed enough to allow digging of soils test pits, but is otherwise undisturbed as of the date of this report. The site is proximate to recent historic slide activity, and the site is considered a Landslide Hazard zone. II. PLOT PLAN - (See Attachment `A', Site Plan) III. CONDITIONS SUMMARY The subject property contains no site development at the tune of this report. The westerly half of the subject property is easterly sloping at moderate grades of approximately 10-20 percent. The easterly half of the site slopes steeply to the east at approximately 50 to 60%. A small portion of the site is bare earth, including areas where recent soil test pits have been dug. Volunteer grasses, brush, mature and immature trees cover most of the site. The adjacent lots to the north and west across Thorndyke Road contain developed residences. The property immediately south of the site has been partially developed, and contains a driveway, fencing and an installed septic system but no residence. Surface Soil Conditions The native site soils are mapped in the Soil Survey of Jefferson County Area, Washington, August 1975, by the Soil Conservation Service (SCS). The dominant soil types mapped in the project vicinity is Aldenvood gravelly loamy sand (A1C}, Hoypus gravelly sandy loam (HuC), and Everett gravelly sandy loam (EvD). See the attached pages from the soil survey for specific soil profile descriptions. Based on discussions with project geologists and septic system designers, the soils are described as sandy loam to loamy sand with areas of glacial till hardpan. Robert Pride, P.E. recommended consideration of the underlying infiltration soils as tills, with attendant infiltration rate of 1"/hour. Given the pervious nature of much of the soils, this assumption should yield a conservative approach. Subsurface Soil Conditions and Stabilitv The property owner has commissioned two separate geological reviews of his property, given the property's location within a County mapped Landslide Hazard zone. Previous earth movement occurred immediately south of the Stelk property. It is our understanding that this landslide movement occurred when surface soils on the steel -slope became highly saturated following a storm event and a large landslide resulted. William Payton and Bob Leach, P.E. of NTI in Port Angeles collaborated on an initial review. Subsequent review was done by geotechnical engineer Robert Pride, P.E. The Payton/Leach report did not make suggestions regarding stormwater disposal for this site. However, follow up conversations with them indicated that they recommended that stormwater be tightlined to the Ray Ste1k Stormwater Site Plan (no address assigned) Thorndyke Road Port Ludlow, WA 98365 August 2, 2004 Page 3 base of the steep slope. if possible. Mr. Stetk had an opportunity to purchase an easement from the downhill property owner but indicated that costs were-too high so as to-make that option moof: Mr. Pride indicated that stormwater could be infiltrated westerly of the homesite without detriment to site stability. He indicated that it was desirable #o have the infiltration occur 100 feet upslope of the top of slope, as measured perpendicularly down the contours. Given the infiltration rate recommended by Pride, and the locations recommended by both NTI and Pride, the system has been designed westerly of the home. Storm Drainage Storm drainage patterns on the Stelk site have historically been overland flow to the east and infiltrated flows in the sandy surface soils. Stormwater runoff from Thomdyke Road flows onto the Stelk site due to the lack of stormwater controls on the county road. There are no drainage channels on site, and no conveyances. IV. OFF SITE ANALYSIS As with most projects, there is the potential for off-site transport of eroded soils. Implementation of erosion controls and timing of earthmoving activities to coincide ~~ith the summer dry season will reduce the risk of sedimentation to the adjacent properties. There is contribution to site stormwater from adjacent properties to the south and from Thorndyke Road, due the easterly and northerly sloping landform There are no conveyances onto or across the site as it currently exists, although as noted above. The principal off-site issue is stability of the slope easterly of the Stelk residence, especially as a result of stormwater infiltration and erosion control issues during construction. ~~. ANALYSIS AND DESIGN OF STORMWATER FACILITIES The impervious areas of the developed Stelk site will be collected at a catch basin in the driveway immediately upslope of his garage. Roof downspouts, and the hard surfacing of the driveway will be routed to this point. From the catch basin, the stonnwater will be routed into an underground infiltration bed, where it will percolate back into the subsurface soils. A level spreader device has been incorporated as an emergency overflow to keep a point discharge away from the crest of the slope. Areas of the site will remain uncontrolled, including the slope itself and the area between the home and the top of slope. Stormwater quantities have been calculated using the King County HYD program, including infiltration trench subroutines. The calculations have been made for up to and including a 100 year recurrence event. This is a very conservative approach, but is likely warranted due to the history of instability in the area. Given the above calculations, a stormwater disposal bed 15-feet wide and 33-feet long is proposed. The current project will disturb approximately 9000 square feet of the site, and the total site impervious area will be limited to approximately 4440 .square feet under Bulk and Dimensional standards contained within the UDC including residence, garage, parking areas and the access driveway. it is noted that the site impervious coverage is Iimited to 25% of the gross site area, or approximately 4440 square feet, under the requirements of the UDC. Some clearing and grading will take place within the Landslide Hazard Buffer. Ray Stelk Stormwater Site Plan {no address assigned) Thorndyke Road Port Ludlow, WA 98365 August 2, 2004 Page 4 VI. SPECIAL REPORTS AND STUDIES: Report on Geotechnical Recommendations, July 19, 2004, Robert M. Pride, Inc. Report on Geology, June 2004, NTI. VII. BASIN AND COMMUNITY PLANNING AREAS There is no known basin plan for this locale. VIII. OTHER PERMITS The enforcement action seeks compliance with a stormwater permit. A building permit, together with the associated septic system permit and electrical work permit will be required for the construction of the proposed residence andlor garage and shop. At the time of this plan, the proponent has submitted neither the septic system permit nor the residential construction permit. Ray Stelk Stormwater Site Plan (no address assigned) Thorndyke Road Port Ludlow, WA 98365 August 2, 2004 Page 5 - 2.5.1 Minimum Requirement.#.1: Preparation:of:Stormwater Site::Plans All projects meeting the thresholds in Section 2.4 shall prepare a Stormwater Site Plan for local government review. Stormwater Site Plans shall be prepared in accordance with Chapter 3 of this volume. This project proposes the current grading of approximately 50 to 100 cubic yards of material and approximately 9000 sf of land disturbing activity to clear and grade the site. The proponent also proposes construction of an approximate 3000 SF residence and approximately 1200 estimated SF of related parking area and driveways. Minimum requirements 1 through 5 of the current Stormwater Manual for Western Washington will apply for all new impervious surfaces. 2.5.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) Element 1: Mark Clearing-Limits The clearing limits will be established and delineated through use of silt fences which double as erosion control plan elements. Element 2: Establish Construction Access Construction access for the project site will be developed at the approach from Thorndyice Road. See also Erosion Control Plan, Sheet 4, of the project plans. Element 3: Control Flow Rates An interceptor trench is proposed to control stormwater runoff from Thomdyke Road currently entering the site. Flows generated from on-site surfaces will be infiltrated back to surface and subsurface soils. thereb~~ controlling the rates. No offsite flows are anticipated during initial construction. The proposal seeks to infiltrate all Stormwater run-off in on-site and i~ltration trenches. Element 4: Install Sediment Controls The duff layer, native topsoil, and natural vegetation within the landslide hazard zone and buffer will be retained in an undisturbed state to the maximum extent practicable. A silt fence will be placed downslope of earth disturbing activity, as required,, to prevent sediment from exiting to the roadside ditch. Other sediment control BMPs will be utilized, if required. Element S: Stabilize Soils All exposed and unworked soils not targeted for construction of buildings shall be stabilized by application of BMP C120, Temporary and Permanent Seeding, and BMP C121, Mulching, to protect the soil from the erosive forces of raindrop impact and flowing water, and wind erosion. It is felt that the most serious consequence would be from long term winter rains and not intermittent summer of fall storms given the history of local instability. Notes on the construction plan require stabilization with seeding after the fine grading of the site is done. Hydroseeding will be required if seed has not germinated and the site is re-vegetated by October 15, 2004. Ray Stelk Stormwater Site Plan (no address assigned} Thorndyke Road Port Ludlow, WA 98365 August 2, 2004 Page 6 From October 1 through April 30, no soils_Shall-remain exposed and_unworked for more than 2 days. From May 1 to September, 30, no soils shall remain exposed-andunworked for morethan 7 days. This condition applies to all soils on site, whether at final grade or not. These time limits maybe adjusted by the local permitting authority if it can be shown that the average time between storm events justifies a different standard. Work on this construction site will not exceed the capability of the contractor to to re-stabilize the disturbed soils, meeting the timing conditions listed above. Element 6: Protect Slopes The project contractor shall avoid work within the Landslide Hazard zone and the buffer to the extent practical. The steep slope is to remain undisturbed in it's entirety. Element 7: Protect Drain Inlets A temporary silt fence shall be installed around the catch basin within the driveway to prevent silt from entering the stormwater infiltration bed. Element 8: Stabilize Channels and Outlets The permanent surface stabilization consists of one french drain, an interceptor Swale with infiltration and general site stabilization. Element 9: Control Pollutants All pollutants, including waste materials and demolition debris, that occur on-site during construction, will be handled and disposed of in a manner that does not cause contamination of stormwater. Cover, containment, and protection from vandalism will be provided for all chemicals, liquid products; petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff will be conducted using spill prevention measures, such as drip pans. Contaminated surfaces will be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. Wheel wash, or tire bath wastewater, will be discharged to a separate on-site treatment system or to a sanitary sewer. A wheel wash is not anticipated but maybe used if mud tracking becomes an issue. Application of agricultural chemicals, including fertilizers and pesticides, will be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations will be followed for application rates and procedures. Management of pH-modifying sources will prevent contamination of runoff and stormwater collected on the site. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Ray Stelk stormwater Site Plan (no address assigned} Thorndyke Road Port Ludlow, WA 98365 August 2, 2004 Page 7 Element 10: Conti©1.De-Watering- Highly turbid or otherwise contaminated dewatering water, such as from construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam, will be handled separately from stormwater at the site. Other disposal options, may include: 1) infiltration, 2) transport off-site in vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters, 3} on-site treatment using chemical treatment or other suitable treatment technologies. Dewatering is not anticipated for this project. Elernent I1: Maintain BMPs All temporary and permanent erosion and sediment control BMPs will be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair will be conducted in accordance with BMPs. Sediment control BMPs will be inspected weekly or after arunoff-producing storm event during the dry season and daily during the wet season. All temporary erosion and sediment control BMPs will be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment will be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation will be permanently stabilized. Element I2: Manage The Project As stated in Element 5, work on this construction site will not exceed the capability of the contractor to re- stabilize the disturbed soils, meeting the appropriate timing conditions. The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Inspection and Monitoring -All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Whenever inspectionand/or monitoring reveals that the BMPs identified in the Constntction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, the SWPPP shall be modified, as appropriate, in a timely manner. Maintenance of the Construction SWPPP -The Construction SWPPP shall be retained on-site or within reasonable access to the site. The Construction SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance of any BMF. Ray Stelk Stormwater Site Plan (no address assigned) Thorndyke Road Port Ludlow, WA 98365 August 2, 2004 Page 8 2.5.3 Minimum:Requirement. #3: Source Control of Pollution All known, available and reasonable source control BMPs shalt be applied to all projects. Source control BMPs shall be selected, designed, and maintained according to this manual. The contractor will utilize appropriate BMP's should the need arise for preventing stormwater from coming into contact with pollutants. 2.5.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. The Stormwater plan has been devised to infiltrate the maximum extent possible, which mimics the natural conditions. lfiere is an overflow to the infiltration system, consisting of a level spreader. The level spreader will disburse flow across the slope to avoid concentration of Stormwater at point discharges. 2.5.5 Minimum Requirement #5: On-site Stormwater Management Projects shall emplay On-site Stormwater Management BMPs to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. Roof Downspout Control BMPs, functionally equivalent to those described in Chapter 3 of Volume III, and Dispersion and Soil Quality BMPs, functionally equivalent to those in Chapter 5 of Volume V, shall be required to reduce the hydrologic disruption of developed sites. Stormwater runoff from the site will be infiltrated back into the native soils prior to leaving the site. Ray Stelk Stormwater Site Plan (no address assigned) Thorndyke Road Port Ludlow, WA 983b5 August 2, 2004 Page 9 ~fASHlNG;O~ - SHED r~~,~;~gcK ~_ :o:ns snee~~~_pp :D < `:- :a ~~c~ L .. ,~. ~+ ~ _ Y _ LL~}}I~~:~~ ... Si~i'lV "'i ~... ~ti~`^1 ~ r ~ i~/ (( " ~ ~~ Da© ~ ,st '' 1~ID~, „~: c. I ~,. T. ... -. ~ ~ ~ K, . . ~:._ - _--:~~ ~.~ `:.~ SOS' BtTRQEY 60 inches. The soil holds 10 or, more inches t>f ~vster_a~alsla~e for .plants.. Runoff is, s)ow,-and: the hazard of._water_erosipn is_-slight..: seasonal ~at~r tabte_~~ at a depth.of 1 tc~-~ feet.:> About ti0 to 70 perceut~ of the acreage is used for° crops. Pasture, hay, and silage trom mixed grasses and legumes are the principal crops..-~ variety of garden vegetables, berries, and tree fruits may be gro~s'n. Capability unit IIIw-1; wood- land group 3d2. algnew silt loam, 30 to 50 percent slopes {AgE}.- This soil is mainly along ocean bluffs or canyon sidewalk. The subsoil in many places contains strata of silty clay Ioam, fine sandy loam, silty clay, and sandy clay loam. Runoff is rapid, and the hazard of water erosion is severe. _llost areas of this sail are ~i-ooded. ~Ti%hen used for building sites. the soil often slides «•hen saturated. Capability unit ~"Ie-1: ~.~•oodland ~roun 3d?. Ohl Series The Ahl series consists of well-drained, very gravelly loam soils underlain by basalt bedrock at a depth of 24 to 40 inches. These soils are on mountainous terrain. Slopes range from 50 to 90 percent. Elevation ranges from 800 to about 3,000 feet. These soils formed in weathered basalt under a dominantly coniferous forest of Douglas-fir, ~cestern hemlock, and «-estern redcedar. annual precipitation is 60 to 80 inches. The average annual air temperature is about 49°F. The above :32°F grot~-ing season ranges from 130 to 190 days, and the above 28°F gro« Ong season ranges from 180 to 230 days. These soils are associated mainly ~zth Grove, Lystair, Olete, and Triton soils. In a representative profile a thin layer of organic litter covers the surface. The upper 3 inches of the soil is dark reddish-bro«-n very gravelly loam. Below this, to a depth of 30 inches, is very gravelly loam that is dark red in the upper part and reddish bro~-n in the lo~-er part. Beneath this, and eF-tending to ~ depth of 38 inches, is mostly angular basalt pebbles and Tractured, ~reathered basalt. Basalt bedrock is at a depth of 38 inches. Ohl soils are used mainly for tree production and for «-ild- life habitat and recreation areas. Ahl very gravelly Ioam, 50 to 70 percent slopes (AhF).-This very steep soil is in the mountains. Representative profile in SE~NW%SE% sec. 34, T. 27 1., R. 2 ~V., 1.2 miles south of U.S. Highway 101 along _lIt. ~%alker Road, 13 feet east of road. reddish brown (SYR 6/43 dry; ma~ive; slightly acid; gradual, " --:- wavy boundary. (4 to i2 inches thick) R-38_-ruches; basalt bedrock. _ Hepil =to °basalE bedii3ek ranges from2~l t~ 40cnches. The Bir' horizons are very gravelly loam or very gravelly silt loam. The C horizon is more than 80 percent fractured basalt bedrock. Included with this soil in mapping arc small areas of Rock outcrop and of Triton soils. This soil is well. drained. Permeability is moderate. Roots penetrate. to the bedrock. This soil holds 2 to 4 inches_of water. available for. plants. Runoff is very rapid, and the hazard of erosion is very severe. This soil is used mainly for tree production and for wildlife habitat and recreation areas. Capabiliti- unit VIIe-1; ~-,-ood- land group 3d2. ~hd-Rock outcrop complex, 50 to 90 percent slopes !AkF).-Th% mapping unit is made un of about ~0 to 70 percent _~hl very gravelly loam. It is 30 to d0 percent Rock outcrop and stony areas. The _~hl soil is 24 to 30 inches deep in most places. :almost all the acreage of the complex k used for tree production and for wildlife habitat and recreation areas. Capability unit VIIs-1; woodland group 4x2. Alderwood Series The ~lderwood series consists of moderately well drained soils that have a very slov-iy permeable cemented layer at a depth of 30 to 40 inches. Slopes range from 0 to 50 percent. Elevation ranges from 100 to 800 feet. These soils formed in glacial till under a forest of mixed coniferous and broad- Ieaved vegetation. annual precipitation ranges from 25 to ri0 inches. The average annual air temperature is about 49°F: The above 32°F growing season ranges from 160 to 260 days, and the above 28°F growing season ranges from 220 to 320 days. These soils are associated mainly wi h Beausite. Casey, Clallam, Dick, Everett, Iioypus, Indianola; Sinclair, and ~'Vhidbey soils. In a representative profile a thin layer of organic litter covers the surface. The top 1 inch of the soil is very dark grayish-brown gravelly fine sandy loam. Below this, to a depth of 12 inches, is dark yello~zsh-brown graveIIy sandy Ioam.. Beneath this layer, and continuing to a depth of 30 inches, is gravelly sandy loam that is brown in the upper part and dark grayish brown and prominently mottled ~in the lower part. The next layer is a dark grayish=brown cemented layer that formed in very compact glacial till. 01-3 inches to 1 inch, needles, leaves, twigs, bark, moss, and frog- Rounded pebbles, cobblestones, and stones are on the surface menu of wood. and throughout the profile. 02-1 inch to 0, decomposing organic litter. :~lderwood soils are used mainly for tree production and B21ir-0 to 3 inches, dark reddish-brown (5Y-R 3/41 very gravelly for ~rildlife habitat and recreation areas. Less than 30 percent loam, reddish brown (2.SYR 5/4) dry; weak, fine and very fine, granular structure; soft, very Enable, slightly sticky, of the acreage is used for growing pasture plants, hay plants, plastic, smeary; many fine, medium, and large roots; ~o per- and diversified farm crops. cent angular basalt bbles; medium acid; clear, wavy bound- ~ilderwood gravelly sandy loam, 0 to l~ percent ary. (2 to 6 inches tick) slopes.. (A1C).-This nearly level to rolling soil is on glacial B32ir-3 to 20-inches;- dark-red= (2.5YR 3/6) very gravelly loam, terraces.. In most laces .the slo a is 5 to 10 ercent. reddish brown (2.5YR 5/4) dry; weak, fine, granular. and sub- P P P angular blocky structure;- soft, very friable, slightly sticky, Representative profile 100 yards west of house, southwest plastic,.smeary, many fine;,medium;. and large roots; 55 per- side of Beausite Lake; SE%NE%SE% sec. 28, T. 29 N., cent angular basalt pehbles and 5 percent rounded pebbles; R 1 W. mediuuC acrd; gradual,-wavy bbuadary. (10 to 18 inches thick) B3-20 to 30 inches, reddislrbrown (5YR 4/4) very gravelly Ioam, Ol-i ~ inches to % inch, needles, leaves, bark, and fragments of fight reddis:,h,,.,b,,r1o~w~n (5YR .6/4} dry; maesrve, soft; Enable, wood s.u++4Y~~r ycomntoa,fine_rootas,~#D ..-f?~f~tu0~- ~L2~ l -,detsyQdd~a{v~e~~, needy. -- sla8salt pebbles, ~'~3 lt~~ W$~-~ _' l}R~~ 7~AQ - ~.~ r '~'*+!'~i ~°~~Z inches thicT~ ~_ t~iun~dsry . t.~ ~_~ ~ ~ ~~iOYIt ~f2)' g'ra~tY C-=3tT to arch 9Q percent fractured basalt`bedraelt ~IatsciR,l 32-O~to F m~, ver3'' : Y ~ ( in vo~ ia`rei~ish-brown (6YR 4/4) very gravelly-loam, light fine sandyloam, pale bco~ra: (tOYR 6/3) dry; weak, very fine, - granular stricture; soft, plastic; many fine .and ; °: medium acid; clear, smoo ' 3EFFSRSON COUZQTY; A$Ea, W~5ffiIvGTON 9 friable, rionstacky and non- low, 15 to 3(1 percent slopes, as well as small areas of i roots , 2b.pers~t- pebbles; -_E, ° tt Indian la H . pfastie; many fide- and- medium roots; common hard iron- - manganese concretions; 40 percent gravel; medium acid; gradual, wavy bo~nd~y (4 to 6 inches thick) :f~`=- B22ircn--fi to 12 inches, dark yellowish-brown (IOYR 4/4) gravelly sandy Loam, pale brown (lOYR 6/3) ;weak, fine, subangu- iar blocky structure; slightly hard, fn-able, slightly sticky and slightly plastic; many fine and medium roots; common hard iron-manganese concretions; 40 percent pebbles; slightly acid; clear, wavy boundary. (5 to 7 inches thick) B3-12 to 21 inches, brown (lOYR 4/3} gravelly sandy loam, pale broR•n (lOYR 6/3) dry; weak, fine, subangular blocky struc- ture; slightly hard, friable, slightly sticky, slightly-plastic; many fine and medium roots; ~5 percent gravel; slightly acid: clear, smooth botmdarv. (6 to I2 inches thick) C1-21 to 30 inches, dark grayish-brown (IOYR 4/2) gravelly sandy loam, light gray (IOYR 7/2) dry; many medium, promi- nent, yellowish-red {AYR 4/6) mottles; masstve; hard, firm, slightly- sticky, slightly plastic; few fine and medium roots; 45 percent gravel; medium acid; gradual, wavy boundan. (4 to I6 inches thick) G"lsim-30 to 48 inches, dark grayish-brown (lOYR 4/2} weakly cemented gravelly sandy loam, light gray (IOYR i/2) dry; many coarse, prominent, yellowish-red (5YR 4; 6) mottles; massive; extremely hard, extremely firm; no roots; slightly acid. (10 to I8 inches thick) C3--48 inches, very compact gravell}• sandy loam glacial till. ('Many feet thickl The depth to the cemented la1•er range= irc:n ?U to -IG inches. The 32 and B2ircn horizons range from rer~• dark grayish brov-n to dark yellowish brown. Their content of coarse fragments rang from 20 to 50 percent and averages more than 35 percent. In place -- the upper part of the CI horizon is compact gravelly loamy sand. -Few t.o mane hard iron-manganese concretions are in the A2. B2ircn, and B?2ircn horizons. ==~ma11 areas of sandy, ver~~ gra~•ellt-. or cobble- soil are included R-ith this soil in mapping. -::This soil is moderately- n-ell drauted. ?crmeability above. the- cemented la~-er is moderateiti- rapid. Foots penetrate to tl~s-cemented laver and flatten out on t~~p of it. A perched i,er table is above the cemented Iai•er during the printer maths. This soil holds 2 to 4 inches of n•ater available for its: Runoff is slo~i- to medium, and the hazard of water alBion is slight to moderate. ~~'bis-soil is used for permanent pasture of mixed. grasses legumes. Both hay and silage are commonly produced. ~* grains, vegetables, berries, and fruii_ trees are also : Capability unit IVe-1: woodland group 3d2. =glderwood gravelly sand- loam, 15 to 30 percent sees fAID).-This moderatel~• steep soil i~ in places where tleroliing glacial upland terraces converge to~t•ard ravine an_ d-steep drainage«-ay~. '- ~$utroff is medium to rapid. and the hazard of n-ater ei~ion is moderate to severe. This soil is used mainly for t~eprcciduction and for n-ildlife habitat and recreation areas. ~... also suited. to permanent hay and. pasture crops. Capa- ~uit:VIe-1; woodland group 3d2. _. rwood gravelly sandy loam, 30 to 50 percent (AIE).-This steep soil is or, glaciated uplands, grapy in small areas along steep morainal margins or ca~iyon sidewaIls. On the upper third of the slopes, the st~ace later and subsoil are often 20 to 24 inches thick =the; cemented layer. Along the bottom slopes, depth to tinted layer i 30 to 40 inches. uded with this soil in mapping .are :small areas of - and -gravelly- sandy loam and- Alderwood gravelly vere , - _ o , , oypus; Snrclau•, and- Whidbey., sods,- ` ~5 ~o ~ percent doges: - - -: _ ~ - ' -- R;unnff is rapid; and'the laa,zard of water erosion-is severe: `l}lirs `s`©iris useii for -tree production and for v-ildlife habitat and recreation areas. Capability- unit VIe-1; woodland group 3d2. Alderwood gravelly loam, 0 to 15 percent slopes (AmC}.-..This nearly level to rolling soil is on glacial terraces. The surface layer and subsoil-are gravelly loam. Included with this soil in mapping are small tracts ha~~ing shale or sandstone at a depth of 20 to 36 inches. Permeability is moderate. This soil holds 3 to G inches of v-ater available for plants. This soil is used mainly for tree production and for wildlue habitat and recreation areas. Capabilit~~ unit I~~e-1; „-ood- land group 3d2. ?llderwood gravelly loam, 15 to 30 percent slopes (AmD).-This moderately steep soil is in areas where the rolling upland glacial terraces converge v-ith the steep drainageway ravines. The surface la5-er and subsoil are gravelly loam. This-soil holds 3 to 6 inches of v-ater available for plants. Permeability is moderate. Runoff i, medium to rapid; and the hazard of erosion is moderate to severe. This soil is used mainly for tree production and for «-iIdlife habitat and recreation areas. Capability unit. ~rle-I ; «-oodland group 3d2. Alderti-ood-Quilcene complex. 0 to 15 percent slopes (AuC).-This mapping unit is made up of about 60 percent Alderwood gravell~r sandy loam, 0 to I5 percent slopes, and about 30 percent Quilcene silt loam. 0to 15 percent slopes. The mostly rolling Aldern-ood soil is on glacial moraines. The nearly level to strongly sloping Quilcene soil is mostl~- in areas adjacent to the moraines. about 10 pe.*cent of the acreage is Everett, Hovpu~, and indianoia soils. host of this acreage. is «-ooded. _~ small acreage has been cleared and planted to pasture. Capabilit.v unit Ij-c-I; woodland group 3d2. Beausite Series The Beausite series consists of «-eIl-drained soils underlain by strongly. cemented sandstone conglomerate at a depth of 20 to 36 inches. They are on the sides of valleys, mostly south and southeast of Discover- Bay in the northeastern part of Jefferson County. Slopes range from 0 to 50 percent. Elevation ranges from 50 to 1,500 feet. These soils formed under a dominantly- coniferous forest in n~eathered con- glomerate consisting of mixed acid and basic rocks. Annual precipitation ranges from 30 to 4a inches. The average annual air temperature is abaui 50°F. The above 32°F growing season ranges from about ?20 t~o 250 days, and the above 28°F growing season ranges from about 270 to 300 days: These soils are associated mainly «-ith Alder«•ood, Everett, Indianola, Quihcene, and Sinclair soils. In a representative profile a thin layer of organic litter covers the surface. The upper 22 inches of the soil is gravelly sandy loam that is dark brown in the upper part and dark yellowish brown in the lot~•er part. Iielo«- this, to a depth of 33 inches, is broti~•n and grayish-bron-n ver~• gravelly sandy loam. Beneath.this layer is strongh• cemented, very gravelly sandstone conglomerate. Be.>lusute~oi~s are used mainly for tree production and for wilt`tlife l~,~ilat and recreation areas. blocky structure; soft, very friable, nonsticky, uonplastic; .- common fine and.medium roots; neutral, clear, wavy boundary. 8 inches tlvckl - .,-~~: ~~• .. ?n= ~vebioan'(2 5Y ~~~) losm}.aaud. =gray :.(2.fiY 6/2) dry; #ew, fine, = pt~omirient broSSn - - ,l.51 R #/#) mottles; single grained; loose, nonsttclt-y, non- plastic; few fine and medium mots: neutral; gradual, n•a~'<• boundary. (12 to 16 inches thick) C2 24 to 37 inches, oIivefii~own (2.5Y 4!#} loamy sand, light brownish gray (2.T 6/2) dn•; single grained; loose, nonsttch-~-, nonplastic; fea• fine and medium roots; neutral; clear, wav?• boundary. (12 to lfi inches thick) C3-37 to 60 inches, IiEltt olive-brown (2.5Y 5 /4) loamy sand, yen- pale brown {101P ~ '3) dr~•: single grained: loose, nonsticki-, nonplastic: few fiae and medium roots; common coarse. dL- tinct, dark yellowish-brown 1101 R 4.4';, discontinuous iror, . bands: neutral. P.eact.ion of the ~ snd B horizons ranges from neutral to medium acid. The A2 harizoi: is grayish-bmn-n or light bron-nich-era.' loamy sand or sand~• io;~m. The B and C horizons are loam}- sand or fine sand. S-cry thin. finer textured iron bands are betcceen depths of 40 and 60 inches.. This soil is somewhat excessively- drained. Permeability- is rapid: Roots penetrate to a depth of more than GO inches. This soil. holds about 4 to 6 inches of ~i°ater available for plants. Runoff is slow. and the- hazard of water erosion is slight. This. soil is used msinl}- for production of trees and for recreation areas and wildlife. habitat. Small acreages under cultivation are used for Qro~ying permanent pasture, hat-, berries, and ~-eQetabi==. Canabiliti• unit ~Zs-1; ~~-oodland group 4s2. Dimas Series The Dimal series ~~~Ls:sts cf some«-hat excessivei~- drained, very.$aggy soils underlain by bedrock at a depth of 10 to 20 incises. These soils formed in some of the harder meta- morphosed sandstones and shale. bedrock materials of the. western Olympic _lountain foothill areas. Dimal soils are on rough,. broken mountain slopes and narro~y; exposed ridge crests:,Slope~ range from 50 to 90 percent. Elevation ranges front about' 1,000 to 3.-100 feet. '~~ative forest trees consist mostly- of western hemlock. western redcedar. and Sitka spruce below elevations of 1.500 feet and Pacific silver fir, western. hemlock. mountain hemlock, and- alpine fir at the higlerrelevations. Annual precipitation ranges from 140 to lid -inches. The avera_e annual air temperature is about 4$°E: -The above 32°F growing season ranges from 170 to 200 days, and the aboj-~- ?'~°F gro~c-ing season ranges from 180 to 220 days. Thee" ~oiis are associated with Itsts•oot. Snahopish. and Solleks -~~.z. In a representative- =pro:;ir i__ ~. wooded area. about 3 inches of litter and decomposing materials cover the suriace. The upper 3 inches of tree soil i~ dark-brown, ver~• flagg~• silt~• clay Loam. Beio«- thi._. tc, a depth of IG inches, the soil is dark.-bro«-n, verS• flaggS• silt}~ cla.• loam that is about "r5 percent-coarse sandstone fragments. Bedrock is below a depth of lfi inches. Tlie I3imal soils are among the principal ones of the higher,- steeper, mountainous areas in the i~•estern part of -the county. They are used for production of trees. wildlife liabit~,t, and recreation areas. Dmial ver~• flagg}- silts cla~• loam. 50 to 90 percent {pMFj.-This steep to very steep soil is on rough, b;.mountainous slopes and narro~+• ridge crests. In most slopes, range from 70 to f3(} percent, but on ridge s,thay are mostly 50 to fits percent. ii ` £; ~~, ° .. :. Representative profile 1.4 miles up the ?1'laple Creek Road and :above the roars,: ~'~'4~~St?t'i~SRr?~;:sec.-1?, T. `?6 \., R. ~ ~. r _ : ._ ~, ~ ,_: Ol 2 inches to7 inch, needles, bark, fragments "of wood, and moss. 02-1 inch to 0, dark reddish-brown (5YR2J2), partly decomposed needles, bark, fragments of wood, and mos; very strongh- acid; abrupt, smooth boundan-. (1 to 2 inches thick) X1-0 to 3 inches, dark-brown (lOYR 3/3) very flaggy silty cla}• loam, brawn (lOYR 5/3) dry; moderate, fine and medium, granular structure; sfighth• hard, friable, slightl}• sticky, .slightly plastic; man~• fine, medium and coarse mats; 45 percent sandstone fragments: strongly acid; gradual,- wavy boundar~•. (1 to 5 inches thick) B2-3 to 16 inches, dark-brown (i.aYR 4-'#) ver}- flaggc• siltt- cla~- loam, light ~•ellowish brown (lO1R 6!4 ~ dry; moderate, me- dium, angular block~• strucutre; slighth• hard. friable. siighth- stick}•, slighth- plastic: common fine. medium, and coarse roots; .5 percent sandstone fragments: medi.tm acid: clear. wavy boundary. (9 to 15 inches thick) R-16 to 60 inches, dark-brown (~.51R 4i4;! shale and sandstone bedrock. Depth to bedrock ranges from 10 to 20 inches. The A horizon i; very dark grayish-brown or dark-brown fuggy or ven• $agg}• silt~- clay loam. The B2 horizon is 50 to 80 percent coarse fragments. The soil material in this horizon is dark-brown, brown, and dark yellowish-brown ven• flag- silt}> cia}• loam and cla~• loam. The A horizon ranges from ver~> strongly acid to sironglp acid, and the B horizon ranges from strongh• acrd to medium acrd. As much as 20 percent of some areas consists of inclusions of Solleks or Snahopish soils. ~n.all areas of rock c~utcro? are also included. This soil is some~i-hat etcessivel~- drained. Permeabili:. - i moderate. Roots penetrate to bedrock. This soli holds 1 to inches of water available for plants. Runoff is ver~° rapid. and the hazard of water erosion is ve.r~- severe. This soil ij used for Uroduction of~trees and for «iidii~:- habitat and recreation areas. Capabilit~• unit j'IIs-1; •__: ood- land group 4d1. Everett Series The Everett series c^~Sists of some~yhat excessivel drained, graven}• soils. They- formed in glacial out«-as'rt ur terraces a*ith steep escarpments. Slopes range from 0 te~ 50 percent. Elevation ranges from slightl~> above sea ie~>el to- about-500 feet. Native vegetation consists mainly of Dougias- fir, western hemlock; ~;•estern redcedar, rhododendron. ma- drone, salal, huckleberr}•. Oregon grape, and bracken. annual precipitation ranges front 26 to 35 inches. The z~-erag~° annual air temperature is about 50°F. The above .?°F growing season ranges from about ?00 da~•s, and the ab:~~-< 28°F growing season ranges fron. about. 230 to 300 dt, ~ =. These soils are associated mainly «-ith Alderwood. Carisborc. Cassolary, 13ovpus, Indianola. Iiitsap, and Sinclair soli=. In a representative pronle % to 3 inches of forest litter anii decomposing organic matter cover the surface. The upper 6 inches of the soil is dark-brotiyn gravelly sandy loam. Belo«- this to a depth of 16 inches, is dark-brown gravelly sand~• loam. Next, to a depth of 26 inches, is light olive-browt: gravelly loamy sand. Beneath this, and extending to a depth of 48 inches, is dark grayish-brown very gravelly media»: and coarse sand. Below this. to a depth of fi0 inche=. grsyislt-browrt fine and medium sand. Everett. soils are used mainly far production of trees. ,Everett. gravellyy sand- loam, 0 to 15 percent slopes (Eire.-This nearly level to rolling soil is on glacial outwaGl~ te~'aaee. Inmost pIaees slopes range from 4 tv 1© percent. .,0 plants. Runoff is slow, and the hazard of water erosi~t: slight to moderate. 'l`liis -soil is-,used rrainlt=. for production of trees, ~~ i, it habitat, and recreation areas. Approximately 20 pcrr•e::- the acreage of this soil has been cleared and is use ~' ~_rowing permanent c fig. '?) pasture, hay, and ~ii~-, r- ~,arden crops. Capabilit~~ unit VIe-1; woodland group :>~: Everett gravelly sandy loam, I5 to 30 percent ~loh<~- t=vDj.-This hilly soil is on glacial outwash moraine terra. ~~•here they converge with the steep ravines and'drainage«-:_ Runoff is slow to medium. and the hazard of water ero~i~ .s -light to moderate. This soil is used mainly for product: ~~ trees and for ~s-ildlife habitat and recreation areas. '_ :: 7ilit, unit ~"Ie-1; «-oodiand group 3f 2. Everett gravelly sandy loam, 30 to 50 percent -u:~• =vE~:.-This Steen soil :~ ~n the sides of ra~-ine~ jai:~I ~- _- - -.~~a.~-s bolo«• the hilly glacial terraces. Runcil is mediuul, and the hazard of cater 'r .._. ,_. moderate. This soil is used mainly for production :~~ -:• - and for «-ildlife habitat and recreation areas. Ca,uabi'i- unit tiIe-1; woodland group 3f2. Grove Series The Grove series consists of somewhat excessively drai~_~-_. and «eIl-drained-' verb- ¢ravelly soils. These soils formed ___ vlscial out~rash on terraces and plains. Slopes range ~~ r_ 0 to ~0 percent. Elevation ranges from slightii- above >c~_ Ipvel to about X00 feet. \ative vegetation consists month: Douglas-fir, western hemlock, white pine, some western roc:- cedar. and an understor~- mostly of saIal, bracken, evergre~-P huckleberry, a.nd rhododendron. Annual precipitation ranges from 60 to 120 inches. The average annual air temporattir ' is about 50°F. The above 32°F growing season ranges frotu about 160 to 200 da~•s, and the above 23°F growing seas~.r_ ranges from about 210 to 2~0 days. These soils are associated rnainl~- ii-ith Ahl; Hoodsport, Lystair, and Olete soils. In a representative profile (fig. 3) about 2% inches ;- needles, twigs, leaves, and partly decomposed organic matter cover the surface. The upper 12 inches of the soil is dar reddish-brown very gravelly Ioamy sand. Below this, tc .: depth of 2 r inches; is reddish-brown very gravelly coarse sand. Beneath this, and extending. to a depth of 40 inches. is dark-brown very gravelly sand. Below this, to a depth of 60 inches, is very dark grayishbrown gravelly coarse- sand. Glacial cobbles are on the surface and throughout the proni~ ir. places. _lIost of the CTrove soils are wooded. Besides their use ::° production of tree., another important use is for summer homesites. Grove very gravelly loamy sand, 0 to la percen t slopes (GoCj.-This soil is on glacial terraces and out~t-a_=__ plains, In most places slopes range from 4 to 10 percent. Representative profile 0.5 mile west of .Iackson Cove anc 0.1 mile west of powerline in SE%NE%?~T~P% sec. 13. T. 26 ti'.~ R. 2 W.: OZ 2% inches to 1 inch, needles, twigs, and leaves. 02-1 inch to 0, black (SYII. 2/1), partly decomposed orear.ic matter from needles, twigs, and leaves; strongly acid: abrl::;-- smooth boundary-. r . _~.C'4P.Iy ~,t'a9,. '' tl~rs=ot-tside :' -_ °tlie seneg ut~~`~=- 'weu tTjr 'anealiclated ~ar- stratuu~ at a depth of 30 to 40 lathes. This difference does not alter ,nr,. usefulness; -and it afTects their behavior only to a minor extent. ! F•ellp ?iae, >L'LIC; '..lL'm _ :~:ned; ::i5 :dan. ,~ ;,• - ;; ai•ell~• loumi-:an~i. Q to 15 ..- .n,~• aefer tr> dour:: .~, !t•et. TEFFES$ON COUNTY A$Ed, WA$HI1dGTO~T 2a ' ~ _about 50°F. The above 32°F growing-season ranges _~ .,~.ttuo$ is~medium, and the- hazard of «•aterYerosion is -• -~ ut-150 to 200 days, and the above 28°F growing. ' nitiderate. This soil is used mainly for producing trees and °ianges .-from about 200 to 240 -days. These soils .:are for wildlife _ habitat _ and recreation- areas. Capability unit bI, ~roye, _Lystajr,.-:Mete, _hnd 4matuiy:=_uzth A .. -~oc~d group 3d2 .> , _ " ~ .-. "~ percent slopes _ ~,w~Ijy 1<i~i_~o IS - s= °representative profile about 3' inches of needles .~ . - )~=T~iis nearl~% level to roTiiug soil is in small, Is01&ted ; '< bark, and -humus cover the surface. The upper 17 areas on= glacial terrace ridgetops. Elevation ranges from [ "-of the soil is reddish-bronn ver~* gravelly sandy loam. 30{1 to 500 feet. The upper 12 inches or more is dark reddish- his, to a depth of 28 inches, is dark yellowish-brov-n broirn gravelly loam. Reaction is slightl~• acid to medium Y sandy loam. Beneath this is a very dark gray ce- - acid. Permeability is moderate above the cemented layer. , - layer. Glacial cobbles and stones are present on This soil holds about 3 to 5 inches of rater available for ~iface and throughout the soil. plants. ~eat'ly all of the Hoodsport soils are ticoodcd. Besides This soil is used mainly for production of trees for ratliiction of trees. another important use is for rural ~cood- ~cildlife habitat and recreation areas. Capability unit I~~e-l :nd=iiomesites. «•oodland group 3d2. ' $oudsport wen- gravelly saudc loam, 0 to I5 percent Hoodsport-Gro~-e verb- gravelly sand- loamy, 0 to 30 oLes (HoC).-This nearly level to rolling soil is on glacial percent slopes (HrD).-This mapping unit consists o ~rra~es. In most places slopes range from 6 to 12 percent. about equal proportions of Hoodsport ver}- gravelly sandy resentative profile 60 feet nest of ti.S. Highticay 101 loam, 0 to 15 percent slopes, and Grove ver}- gravelly loam~- ~i'yards south and i20 yards nest of SE%S~~r~ corner sand, I5 to 30 percent slopes. The Hoodsport soil is mostl}- •e~ 29; T: 25 \ .; R. 2 dir.: undulating to gently rolling, and the Grove soil is mostly ,_ • hilly. Ql- 2% inches t4 I inch, needles, leaves, v[•ood, and bark. 'This complex is used maim}~ for production of trees a.nd 02-1-inch to 0, black (5YR 2/1) partly decomposed needles, and bark; strongly acid: abrupt, smooth bound- wood leaves Capabilit}• uni, for ~ciidiife habitat and recreation areas. r , , ary. (/~ to 2 inches thick) ~?Ie-1; tt-oodland group 3d2. BZlir~ to S inches, reddish-brown (5YP. 4!4} very gravelly sandy loam, reddish. brov[•n (5I R ~ ~ 4) dry; weak, medium and coarse, granular structure; soft, wen- friable, nonstick}-, HoS=pub Series nonelastic: many roots: 60 percent gravel; strongly acid: gradual. cc-avv boundan•. (4 to 5 inches thick! B22ir--fi to 17 inches, reddish-broa•^ (TP, -1;"4; very gravely- The Hoypus series Consists of 6umev,i:at eticesci~'rss: sandy loam;. reddish .brown (51')? 5/4) dn•; tweak, fine and drained, gravelly soils. These soils formed in glacial out- medium, subangular bloch-~• structure; soft, very friable, non- «-ash on terraces. Slopes range from 0 t~ 50 percent. Eleva- stic]cy. nonelastic; man}' roots: 60 percent gravel: strongly wa«• boundarc•. (lU to 16 inchee thick, acid: gradual tiOri Tan es from 100 to 500 feet. farce vegetation consists g , Cl-1 ~ to 2b inches, dark yellowish-brown (lUY R 4: ~) very mainly of Douglas-fir, ~cestern hemlock. ~;-cstern redcedar. gravelly sandy loam, yellowish brown (lOTP. 5, 6) dry; roes- madrone, rhododendron, salal; Oregon grape, huckleberr~•. srve; soft, very friable, nonsticky, nonelastic; many roots; and bracken. Annual precipitation ranges from 18 t0 30 i0 percent gravel; strongh• acid: abrupt. smooth boundary. inches. The average annual air temperature is about 50°F. (6 to i~ inches thick C2sim-2i; to 45 inche`, dark-gray !31" -1 i , yen- gravelh• sand- The a=nove 32°F grott-ing season Tense= rnm 200 to 260 loan, gray (5Y 5; 1) dn•; massive: eatremeiy hard. extremely daVS, and the above 28°F gro«•ing season ranges from 260 firm; stron h- cemented: ~5 ercent ravel; stron ly acid: g p g g ~0 300 dews. These soils are associated mainly «-ith Agnen. diffuse, smooth bounder}•. (14 to 20 inches thicki ver}• compact, vs•eakly cemented glacial till. (Many . C3---45 inches Aldernood, Cassoiary Carlsborg, Clallam, Dick. Everett. , feet thick) Kitsap, and Sinclair soils. In a representative profile in a «•roded area about 3 horizons are dark reddish brown w reddish brown. The horizons are 50 to 70 percent gravel and cobbles. The rizon is gray, dark gray, or olive gray and many feet- is soil is medium acid or strongl}• acid throughout the oil is moderately- cell drained. Permeabiiit~• is. moder- pid al;nve the cemented la}-er. Roots penetrate tc, a F 20 to 36 inches. This soil holds 2 to 4 inches of «-ater e for plants. Runoff is lion to medium. and thc~ of «•ater erosion is slight to moderate. ~ perched ibh is on tap crf the cemented lacer during the rain~- ~ is used mainly for producing trees and for ~cild- at and. recreation areas. Capability unit VIe-1; group 3d2. port very gravelh• sands loam, l5 to 30 percent IoD).-This hilly soil is on glacial terraces. In the gas the soil is g;enc~rally 20 to 24 inches cicK~p to tI,< lacer. and in the lo~~-c•r area. it is 24 to 36 in.chr~~ ltis .lacer. d n-ith this soil in mapping err small areas having; alt houlders and basalt bedrock out~rrnps. inches of needles, leaves, t«zgs, and decomposing organic matter cover the surface. The upper 10 inches of the soil is dark-gravy and dark-broa-n gravelly loamy sand. Below- this. to a depth of 26 inches, is dark cello~:-ish-bro~t•n gravelh- loamy sand. The underh-ing material consists of tt~-o dark grayish-brot~•n lavers. The upper ia~-c~. bet~r-ecn depthG of 26 and ~~ inches. is gravelh- loamy seed. and the io«-er lacer. betneen depths of ~ and 60 inchC=. is ~•erc gravelh- sand. ivlost of the Hoypus soils are ~i•ooded. Besides production of trees, other important uses arc• limited nasiure. home gardens. and homesites. Hoypus gravelly loamy sand, 0 to 15 percent slopes {HuC).-This nearly level soil is on rolling glacial moraine terraces. In most-places slopes range from 6 to I2 percent. Representative profile on south side ot" road in Stii'~\ E%\ El/ sec. 16, T. 26 ~ .. R. 1 ii•. n 1-3 inches to 1 inch, needles, leaves, bari:, and fragments of a•ovd. 02-1 inch t,o 0, black (5Yi3 2 1), t;ar[ly decomposed organic matter from- needles, leaves, bark, and fragments of wood; stroaglly acid; abrupt, wavy boundan•. (% to 1~/.inches thick} A2-{l to 1/ inches, darkk-gray (lOYR 4/1) gravelly Ioamy safld, gray (IOYR fi/1) dry; weals, fine, granular structure; soft, - - -.. 26 8t?IE~•13~VEY very friable, nonstaeky nonplastic, mss fine and mem ...permanent pasture, hay, and diversified home garden crta roots; 35 percent grave; stmngip's~d,-rapt, wsvp 6o»i>C apabilitc unit ~"Ie-1; t~•~r>c]land group ~f2. ary. (t to 3 inches tlnck) _ = 132dit-1?~ to LO inches slaaikbmwn (7.bYR 4/4) BrayellY . send, .light brown- (7.~YR 6J4} dry; reddish-bmwn Heel Series 1: •1) stains and coatings on surfaces of pebbles; single grained; loose, nonsticly, nonplastic; many fine and meeddtium roots; ~~ percent gravel; medium acid; clear, wavy boundary; ($ to 13 inches thick) i3°_2ir-10 to 26 inches, dark yellowish-brown (lOYR 4/4) gravelly loamy sand, light yellowish brown (lOYR 6/4) dry; single grained; loose, nonsticky, nonpiastic; common fine roots; rron and manganese stains on some pebbles• 40 percent ggrravel; medium acid; clear, wavy boundary. ~I2 to Z8 mches thick) "1-26 to ~ inches. dark gra h-brown {lOYR 4/2) gravelly loamy sand, lighi brnwnish gray (LOYR 6%2) dry; sin le .rained: loose, nonstickc•, nonplastic: few fine roots; 45 percent :;ravel; medium acid: abrupt, wavy boundary. (IO to 2U inches thick _ '-1-1 to 60 +:nche`. darn erayish-brown (LOYR ~; 2) very grsvelly ~:uul, light bro~~nish?rav (IOFR 6;"2) dry; single grained; loose, •:onstick}•, nonelastic: ti0 percent gravel; medium acid. The .~2 horizon is dark-gray t.o dark grayish-brown gravelly :uamy sand or sandy loam. The B2 horizons are dark-brown or dark yellowish-brown gravelly loamy sand to gravelly fine sand. They are 3a to 70 percent gravel. The Chorizons-are dark-gray or dark grayish-brown gravelly loamy sand or very gravelly loamy sand. In places at depths below -10 inches, there are compacted or weakly cemented layers. The B and C horizons are medium acid to slightly _icid. The Hurd ~crir•~ c ,n.~i~t~ •.f m~xierateiv well drainrsd soils that formed in alluvium vn nearly level, low river terraces. Slopes range from t? to :> oercrnt. Elevation ranges from sea level to 300 feet. \ativc vegetation consists mostly. of red alder, «-illow, cotton«-riod. «-estern hemlock, Sitka spruce, bigleaf maple. annual gras~e~. and s~cordfern. Annual pre- cipitation ranges from 1°0 *~~ 160 inches. The average annual air temperaturr.~ ~ i)ult- -l9°F. The shove 32°F grooving season is about 180 cia~-~. arci thr~ ;move 28°F growing season i~ about 210 days. These ,r;i~ ~.:~- associated with Hoh and QUePt3 30115. In a representative pronie is s .~ ooded area, the upper 6 inches of the soil is dark viive-gra}- loamy fine sand. Beneath this, to a depth of IO inches, i5 dark-gray fine sandy loam. The next layer, extending to a depth of 22 inches, is loamy fine sand. Beneath this, to a depth of 30 inches, is very dark gray very gravelly loamy sand. Below this is verS* gravelly coarse sand that extends to a depth of 60 inches. Huei soils are used mainly for omduction of trees and for wildlife habitat and recreation areas. Included «-ith this soil in mapping are small areas e,f Huel loamy fine sand (HW?.-This nearly level soil ii ~~!i'.1(".t"hat pnr)ri~' dr3inE~:=1 ,lt.av~- S1It Ipam. ~)P. 1()ti" r1Ver terraCr'~. I'.'7F ~t:r_:iC;~ t$ d15SeCted bi" mangy" This soli is some;t-hat ~-sces5ively drained. Permeability- =mall stream channe~. ~ ~:.ost I~iaCes slopes range from 0 sapid. Rocits penetrate to a. depth of more than 60 inches. '~~ 3 percent. TiuS soil holds 2 to 4 inches of rater available for plants. Representative pronie 100 feet east of ,Spur Road. 200 P~unoff is slow to medium. and the hazard of water erosion cards from Queets River P~~ad i^ \E?/SE%~~V% sec. 20. .~ _==light to moderate. T. ?-€ `~.. R. 11 «-.: Tlu3 soil i used r.)ainic inr production of trees. recreation l-0 to 6 inches, dark oil:?-rra•: 3I 3 21 loamy nee sand, light areas, and rural summer homesites.:~bout 10 to 1~ percent gray (SY 7J2j dn: weak, coarse, granular structure; soft, of the acreage is used for growing permanent pasture. hay. very friable. nonsticky, nonpIastic: menu fine and medium anCl hums' Warden cr ,n Capability unit ~ Is-l ; ;~~oodlarid _ roots: medium acid: clear. smooth bounden-. (o to S inch. chick) ,coup 412. Hocpus gravely- loamy sand. la to 30 percent slopes Cs-6 to 10 inches, dark-sra~: I- ~ 'I1 fine sandy loam. gra}• (SY- 6:'1) dn; R•eak, ;.hick. pia,:- structure; soft, ver~• friable, +HuD).-This hilly soil is on glacial outwash terraces where nonsticky, nonplastic; many nne and medium roots; medium they converge «-ith the steep ravines and drainagen-ays. acid; clear, smooth bounden-. (3 to 6 inches thick) Included kith this soil in mapping are small areas of some- ~ C.. 10 to 22 inches, dark-gray (fiF -1/1) loamy fine sand, gray (5Y 6;'i) dry; massive: soft, very friable, nonsticky, non- wiiat poorly drained heavy silt loam. plastic; many fine and medium roots; 6 bands, ~ inch thick, Runoff is medium, and the hazard of water erosion is of loamy very fine sand; medium acid; abrupt, smooth bound- moderate. This soil is used mainly for producing trees and ary. {12 to i6 mches thick) for ~c-ildlife habitat and recreation areas. Capability unit - IIC3-22 to 30 inches, yen dark gray (5Y 3/i) very gravelly loamyy sand, gray (5Y- 6%1) dry; single grained; loose, nonstickv, ~ I3-1; n-oodland group 4f2. nonplastic; common fine and medium roots; medium acid; Hovpus gravelly loamy- sand, 30 to 50 percent slopes clear, wavy bounden-. (3 to lU inches thick) 'HuE).-This steep soil is on the sides of rarine5 and IIC-1-30 to 60 inches, very dark gray (5Y 3/I) yen gravelic <<~sterwars below the terraces. coarse sand, gray (Sy 6; 1'. dn-: single grained; loose, non- sticky-, nonpl$siic; few roots; medium acid. ' Runoff is medium m rapid, and the hazard of «-ater erosior. i= moderate to severe. This soil is used mainly for production The Al horizon is dark olive-gray, gray, or very dark gra}'ish- ,f trees and for 1~-iidlife habitat and recreation area,. Cap- brown loamy fine sand to fine sand}- loam and 10 to 20 percent gravel. The Ci and C2 horizons are very dark gray, dark gray, or ability unit VIs-I ; ~roodland group 4f2. very dark grayish brown. They have thin layers of fine sandy loam Hoypus gravelly sandy- loam, 0: to-15 percent slopes and loamy fine sand that contain gravel in places. The IIC3 and (HvC ,-This pearl level to ro y Bing-soiYis on glacial terraces. The upper 3 to 4 inches of this: soil. is'. gravelly fine, sandy IIC4 horizons have the same color ranges as the CL and C2 horizons. They are very gravelly and cobbly coarse sand or very .gravelly and cobbly loamy sand with thin lavers of finer textures occurring loam. Below this is 6 to 9 inches of dark-bro«-n gravelly at random. Gravel and cobbles make up 60 to 70 percent of the sandy-loam. IIC3 and IIC4 horizons. This soil holds 3 tr) 4 inches of water available for plants. Included with this soil in mapping are small areas of Runoff is slow to medium, and the hazard of water erosion Hoh soils .and Queets soils. is slight to moderate. - ~h~s modely n-Ell drained P~.~lo~t~ ~ dir. is used maini~= for. pFUd~>ti. al' tree: and for i 3i i d ` i _ rapid `_ '~enetratc to a~ lz ~f~pr~~lt~ati_es, ~ = - y tat an recreat on arel~? ~ tt ?A_per ut 15 E~ - - l~ia soil fcir : ~s:about ~_to 4<inecs. of n-atrr-avtrth~~ - . cent of the. acreage has been cleared- and. is: used for gro~-ing plaiila. Runoff is slow, and the hazard of «•ator rrc~iun is 'P run time error FfiZOlr RFAD(CON} - invalid INTEGER KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B i - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASSFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC li - RETURN TO DOS ENTER OPTION: _¢ run-time error F6101: READ(CON} - invalid INTEGER KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON-THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BAS~FLOW 8 - PLOTIiYD 9 - DATA 10 - RDFAC 11 -RETURN TO DOS ENTER OPTION: 2 STORM OPTIONS: 1 - S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY.S.TORM OPTION: - 1 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR}, DURATION(HOUR), PRECIP(INCHES) 100,24,3.5 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.50" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV}, CN(PERV), A(IMPERV), CN{IMPERV}, TC FOR BASIN N0. 1 o,sa,.1,5 5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES} A CN A CN .1 .0 80.0 .1 5.0 5.0 PEAK-Q{CFS) T-PEAK{HRS) VOL(CU-FT} .00 .00 0 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:junk.dat SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP c ---------------------------------------------------------------------- ENTER: A(PERV}, CN(PERV}, A(IMPERV), CN(IMPERV), TC FOR BASIN N0. 2 0,80,.1,98,5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES} A CN A CN .1 .0 80.0 .1 98.0 5.0 PEAK-Q(CFS} T-PEAK{HRS} VOL(CU-FT} .09 7.fi7 1185 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: d:l00yr.dat SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP s KING COUNTY AEPARTMB~ QF PUBLIC WORKS S rfa~~ W~~r Management-:Division .~.m... - ... -. - - ~ ~~OGRAM 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 10 R/D FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY; 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED 6 ENTER: EFFECTIVE STORAGE DEPTH{ft} BEFORE OVERFLOW 3 ENTER: VERTICAL PERMEABILITY(min/in} 60 ENTER [d:][path]filename[.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: d:100yr.dat PRIMARY DESIGN INFLOW PEAK = .09 CFS ENTER PRIMARY DESIGN RELEASE RATE(Cfs): 0 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM); 0 ENTER: NUMBER OF ORIFICES, RISER-HEAD{ft}, RISER-DIAMETER(in} 1,3,6 ERROR: NUMBER OF ORIFICES MUST BE ZERO IF RELEASE RATE IS ZERO CORRECTION: INPUTTED NUMBER HAS BEEN SET TO ZERO - EXECUTION CONTINUES RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .07 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO Y SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE r SUMMARY OF INPUT ITEMS 1) TYFE.OF FAC~vITY: GRAVEL TRENCH/BED Z) STORAGE:DEi{£t): 3.00 3) VERTICAL FE~MEABILITY(min/in}: 60.00 b) NUMBER OF TEST HYDROGRAPHS: 0 7) NUMBER-OF-ORIFICES, RISER-HEAD(ft}, RISER-DIAM{in): 0, 3.00, 6 8) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO"BE REVISED=(ENTER ZERO IF"NO REVISIONS ARE REQUIRED): a INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1248 CU-FT ITERATION COMPUTATION BEGINS... TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 1386.7 1247 185 .45 .03 2 796.6 716 266 1.11 .02 3 546.1 491 408 2.49 .01 4 499.9 449 437 2.91 .Oi 5 492.9 443 441 2.98 .01 5 491.9 442 442 3.00 .Ol PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUA L-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .09 .00 .00 3.00 442 SPECIFY: D - DOCUMENT , R - REVISE, A - ADJU ST ORIF, E - ENLARGE, S - STOP d PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .09 .00 .00 3.00 442 STRUCTURE DATA: GRAVE L TRENCH/BED (30 PERCENT VOID VOLUME) ?MISER-HEAD GRAVEL-BED-AREA STOR-DEPTH ST ORAGE-VOLUME 3.00 FT 491.9 SQ-FT 3.00 FT 442 CU-FT ROUTING DATA : STAGE{FT} DISCHARGE(CFS} STORAGE(CU-FT} PERM-AREA(SQ-FT) .00 .00 .0 .0 .30 .OQ 44,3 491.9 .60 .00 $8.5 491.9 .90 .00 132.8 491.9 1.20 .00 177.1 491.9 1.50 .00 221.3 491.9 1.80 .00 265.6 491.9 Z.10 .00 309.9 491.9 2.40 .00 354.1 491.9 2.70 .00 398.4 491.9 3.00 .00 442.7 491.9 3.10 .15 442.7 491.9 3.20 .42 442.7 491.9 3.30 .52 442.7 491,9 3.40 .60 442.7 491.9 3.50 .67 442.7 491.9 AVERAGE VERTICAL PERMEABILITY: 60.0 MINUTES/ INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF /OF, R - REVISE, S - STOP r SUMMARY OF INPUT. ITEMS 1} TYPE OF FACILITY: GRAVEL TRENCH/BED 2) STORAGE.DEPTH(ft): 3.DO 3} VERTICAL PERMEABILiTY(iain/in): 60.00 4) PRIMARY-`DESIGN HYDROGRAPH FILENAME: dz100yr.dat- 5) PRIMARY RELEASE RATE{cfs}: .00 6} NUMBER OF TEST HYDROGRAPHS: 0 7) NUMBER-OF-ORIFICES, RISER-HEAD(ft), RISER-DIAM(in}: 0, 3.00, 6 $) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 2 ENTER: EFFECTIVE STORAGE DEPTH{ft) BEFORE OVERFLOW 4 ENTER: VERTICAL PERMEABILITY min/in) 60 ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft), RISER-DIAMETER(in) 1,4,6 ERROR: NUMBER OF ORIFICES MUST BE ZERO IF RELEASE RATE IS ZERO CORRECTION: INPUTTED NUMBER HAS BEEN SET TO ZERO - EXECUTION CONTINUES RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = .07 FT SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE r SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: GRAVEL TRENCH/BED 2) STORAGE DEPTH(ft}: 4.00 3} VERTICAL PERMEABILITY{ixtin/in}: 60.00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: d:100yr.dat 5) PRIMARY RELEASE RATE(cfs}: .00 6} NUMBER OF TEST HYDROGRAPHS: 0 7) NUMBER-OF-ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 0, 4.00, 6 8} ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED): 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 1248 CU-FT ITERATION COMPUTATIE3N BEGINS.,. TRIAL BOTTOM=-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 428.3 513 496 3.86 .O1 420.9 505 507 40.00 .O1 423.3 507 504 3.97 .Ol 421.7 506 506 40.00 .O1 422.2 506 505 3.99 .O1 421.9 506 506 40.00 .01 42fi.2-- - 513 499 3.91 .01 4.21.3 505 507 44.00 .O1 422.8 507 504 3.98 .01 421.8 506 506 40.00 .O1 42b.4 511 499 3.90 .O1 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .O1 426.4 511 499 3.90 .Ol 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .Ol 421.8 506 506 40.00 .01 426.4 511 499 3.90 .O1 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .01 421.8 506 506 40.00 .Ol 426.4 511 499 3,90 .O1 421.2 505 507 40.00 .01 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .01 425.4 511 499 3.90 .01 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .01 421.8 506 506 40.00 .01 426.4 511 499 3.90 .O1 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .O1 426.4 511 499 3.90 .01 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .01 426.4 511 499 3.90 .O1 421.2 505 507 40,00 .O1 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .O1 426.4 511 499 3.90 .O1 421.2 505 507 40.00 .OZ 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .O1 426.4 511 499 3.90 .O1 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .O1 421.8 506 506 40.Ofl .OI 426.4 511 499 3.90 .O1 421.2 505 507 40.00 .O1 422.9 507 504 3.98 .O1 421.8 506 506 40.00 .O1 426.4 511 499 3.90 .O1 421.2 505 507 40.00 .O1 422.:9 507 504 3.98 .41 421.$ 506 506 40.00 .01 426 .4 ,. 511 499 3.4:0 .O1 . . 421.2 505 507 40.00 .O1 422.9 507- 504 3.98 .O1 421.8 506 506 40.00 .01- 426.4 511 499 3.90 .O1 JOB ~'-: SHEET NO. OF ~ -_ ~ CALCULATED BY DATE Et~GINE~R~G r INC CHECKED BY DATE , . SCALE