The URL can be used to link to this page

Home My WebLink AboutBLD1999-00666 I ISmall Parcel AND SEDIMENEROSIONT CONTROL PLAN .,` : �'g I �y 'B it 6 > k S II 0 40000000."*"...°11°." Y g �� yi� ..� " y a 4�'^;. ,�• Ea. -�. �, i�' � rt,�,�gr �� ^�S{�r } `Gue ' ! 4 va4 � 51v 'µ`i w.»,,t7 ' , .*max . ,,* ..,, R47' ,�, , 0to c„ m ,��, was'^ ��.,,;»yy�, y"'� aY� I ." amen w wr x „ p` �• aas" 1 Mt " iki I IPrepared for: MR. ETHAN MEGINNES 1 IClark Land Office,PLLC CLAIM P.O.Box 2199 L�( 935 North Fifth Avenue ENGINEERING j'�11 Sequin,Washington 98382 I I LAND SURVEYING OFFICE �� (360)681-2161 WETLAND DELINEATION Fax(360)683-5310 DEVELOPMENT CONSULTING \ Toll Free(888)681-2161 I II II U Small Parcel Erosion and Sediment Control Plan 1 1 II II II ABSTRACT I This plan was prepared to comply with the requirements of the Stormwater Management Manual For The Puget Sound Basin, published by the Washington State Department of Ecology (DOE Manual) , as required by Jefferson County. It recommends the installation of silt dams, silt fencing, bank II armoring and standard Best Management Practices (BMPs) . It provides ad- ditional information and guidance as necessary to comply with the DOE Manual and to provide a reasonable level of protection against degrada- ' tion of the quality of receiving waters during the construction of and as a result of the eventual full development of this project. 1 I II II II II ii II ' Small Parcel Erosion and Sediment Control Plan CONTENTS I. SCOPE AND PURPOSE 1 A. Project Description 1 ' II. SITE PLAN AND DESCRIPTION 2 III. EROSION CONTROL MEASURES 4 ' A. Silt Dams 4 B. Silt Fencing 4 ' C. Drainage Route Armoring 4 D. Miscellaneous Measures 4 E. Standard Measures 5 IV. SEQUENCING OF EROSION CONTROL MEASURES AND CONSTRUCTION ACTIVITIES 6 iii II II II Small Parcel Erosion and Sediment Control Plan II II 1. SCOPE AND PURPOSE This plan was prepared to comply with the re II Mena ement Manual For The Pu et Sound Basin,requirements byof the Stormwater State Department of Ecologypublished by the Washington require- ments of Jefferson County. ttD follows Manual) , general well asr specifictof the eeson County Stormwater Management Ordinance, ln trust ons ofor hPreparing II Small Parcel Erosion and Sediment Control Plans. It provides additional information and guidance as necessary to comply IIwith the DOE Manual and to provide a reasonable level of against degradation of the quality of receiving waters during the scone struction of this project. IIA. Project Description This project consists of the construction of a II small beach cabin/shelter on a large tract of private land in Govnment Lots 1 '� 1 �`� f/�-' % and 2 of/ (, f.( s�; 4 \ Sec- tion 5, Town- ' /,� ; J ship 2 5 aaerA , .ff J 5 Ni i �i North, Range 1 ( 1 West, W.M., :1is lipoiv._:. — 4 in unincorpo- 1 --�"""`�� ; rated Jeffer- [eeeNn .__ `� 'd ' J 1) son County. SLL �� ++eEw00 ` I` The general } location of '� roc 'O the I project ApPRA�:�MRIC'dG1t..vPAXt is shown on the vicinity 1 y map included I rSEoe{�x_..._ at the begin- ning'\' O„� ning of this 2�� report. A I M more specific .:, map is in- cluded as Figure Figure 1. The access road shown in cov- eredFig- by a separate report submitted previousl ure 1 is of this office. Y b y Steve Luxton, PE, 1 1 I II. SITE PLAN AND DESCRIPTION I The location of the parcel and the orientation of the proposed new structure on the parcel are shown in the vicinity map included at the beginning of this report and Figure 1, respectively. Figure 1 is at a scale of 1, 000 feet to the inch. ,----. 4-x/57,,✓a , II f \ . , , 1 ,.'/ r ,, , 1 —to- 654,1eze F.,:40 } 4 O roc"vr/A f6'�1Fr" S ., i (` \',\\ ,\ n Y" y�`//fir '/ 1 II 1 II '/ � y ~ 2c f 147 / iik f ,� `AF°PRox1MAT�' ccwrov�fs \, "tn' ;,.P trim ripe r/v4 S r zq I I i.. , P I 'I t :- _"gyp"� s, A/Lc ( _ � "._..,.� ` Figure 2 IFigure 2, which is not to scale, has been modified from that included with a previous report prepared by Steve Luxton, PE, of this office. It shows the general relationship of the proposed building pad to the I surrounding topographical features. The structure will be located 200 feet from the beach. Cross sections through the beach and the building pad are included at II the back of this report. These cross sections are to a scale of 20' to the inch, horizontally and vertically. I 2 I I IAs shown in Figure 1, the structure will be situated near the bottom of abroad draw. Photo 1 shows the proposed building pad. ��s, > �"' ' � a 7 * � m�t '�$ a "` 4 '� ', � t. uz ,,gg i .—,�a,�.,: x � >° � R * ,w a . C ro fr. r a� rr ..aI :. � /L I i° dT - f v'• M13 .y'�ii IIe I . � Photo 1 I The cross section II sheet included at the back of this report contains photographs of various portions of the property in the vicinity of the proposed building site. The photos are referenced to the portion of the cross section where they were taken. II The site was logged in recent years and contains mostly rush and Al- ders. Several exotic species of trees were planted many years ago I when the site was used for field studies by Forestry Classes from the University of Washington. A Redwood tree located just north of the building site is used as a point of reference for many photo s and the cross sections. This tree can be seen at the right of Photo 1. None I of these exotic trees will be impacted by the proposed project. The structure is presently proposed to be constructed on four con- crete auger-cast piles that will hold the structure 10 feet or so I above the ground. Final details of the building will be contained in the plans submitted for a building permit. Disturbance of existing vegetation for the construction of the struc- ' ture will be confined to the existing building pad shown on the cross sections and Phato 1. The building pad has been cleared and is there- fore existing but will be referred to as proposed until final build- ' ing plans are submitted with the building permit application. It is estimated that construction activities will disturb some 2, 000 square feet of land on the building pad. I 3 1 III. EROSION CONTROL MEASURES The following BMP's are minimums. Additional erosion control measures ' shall be implemented if necessary due to unforeseen circumstances during construction. ' A. Silt Dams A minimum of three silt dams shall be constructed in the drainage swale below the home site using hay bales installed per the detail on ' the plan sheet at the back of this report. These shall be installed prior to beginning other erosion control ' measures. B. Silt Fencing A low impact silt fence shall be constructed across the very bottom of the building pad, at the limits of clearing and grubbing activi- ' ties. It shall be constructed per the detail on the plan sheet at the back of this report and shall extend a minimum of ten feet easterly and westerly of the expected limits of construction. ' These shall be installed after the silt dams and prior to work adja- cent to the drainage area to the north and east. C. Drainage Route Armoring An investigation of the site indicated that the route of drainage above the site tends to wander across a fairly large area. The slope ' of the drainage swale is great enough that the flows could run di- rectly across the building pad if diverted by a fallen tree, snow- drifts, or similar occurrences. To prevent the erosion that would re- sult, and to protect the structure, an armored interception drainage ' route shall be constructed across the north and east sides of the building pad. Work on the drainage route shall not start until silt dams and silt fencing have been installed. Work on the drainage route shall not oc- cur when water is running in the drainage swale. Any running water shall first be diverted to the east using sandbags to construct a di- version structure. D. Miscellaneous Measures ' Due to the long, unpaved access road to the site, no particular BMPs are necessary for the construction access route. ' Grubbing or other land disturbing activities shall be minimized off the existing building pad. Utility trenches shall not be left uncovered after placement of the ' utilities. 4 1 E. Standard Measures These notes are recommended as standard language in order to facili- tate the preparation and review of temporary erosion and sediment control plans for land disturbing activities in Jefferson County. They are not intended to address all measures required to achieve conformance with the Washington Department of Ecology's Storm Water ' Manual for the Puget Sound Basin or to substitute for sound profes- sional engineering judgement. ' • All erosion and sediment control Best Management Practices shall be selected, designed, implemented, and maintained in accordance with the Washington Department of Ecology Storm Water Management Manual for the Puget Sound Basin (current edition) . An approved ' set of plans shall be kept on the site whenever construction is in progress. • All required erosion and sediment control measures shall be in op- eration prior to commencing land-disturbing activities. All ero- sion and sediment control measures shall be maintained in a satis- factory condition until such time as land disturbing activities are completed and the potential for onsite erosion has passed. The implementation, maintenance, replacement, and addition to erosion and sediment control measures shall be the responsibility of the contractor. ' • The erosion and sediment control measures depicted on this plan are intended to be minimum requirements to meet anticipated site conditions. As construction progresses and as unexpected or sea- sonal conditions dictate, the contractor shall anticipate whether additional measures will be necessary to ensure erosion and sedi- ment control on the site. During the course of construction, it shall be the obligation and responsibility of the contractor to ' address any new conditions that may be created by his activities and to provide additional measures, over and above minimum re- quirements, as may be needed to protect adjacent properties and the water quality of the receiving drainage system. ' • The contractor shall not deviate from the approved erosion and sediment control plans without prior approval from the Jefferson County Department of Public Works. • The contractor shall request inspection of temporary erosion and sediment control measures by the Jefferson County Department of ' Public Works as soon as practicable after installation. • Construction vehicle access shall be, whenever possible, limited ' to one route. Quarry spells, crushed rock, or wood chips shall be applied to the driveway area in order to prevent sediment from be- ing transported on to public roads. If this should occur inadver- tently, roads shall be cleaned thoroughly at the end of the day by ' shoveling or sweeping. Street washing should only be done after shoveling or sweeping has removed the bulk of the sediment. • All exposed and unworked soils shall be stabilized by appropriate Best Management Practices (BMPs) , including but not limited to sod or other vegetation, seeding, mulching, plastic covering, or ap- plication of ground base on areas to be paved. From October 1 ' through April 30, no soils shall remain exposed for more than 2 days. From May 1 through September 30, no soils shall remain ex- 5 ' posed for more than 7 days. BMPs shall be selected which are ap- propriate for the time of year and anticipated duration of use. ' • Clearing shall be phased so that only those areas that are ac- tively being worked are exposed. Clearing limits shall be estab- lished by the use of plainly visible clearing limit fencing or flagging. ' *. SEQUENCING OF EROSION CONTROL MEASURES AND CONSTRUCTION ACTIVITIES The first stage of construction will consist of installation of hay bale silt barriers in the drainage channel below the site. The second phase ' will be installation of the silt fencing below the construction zone. Next will be the channeling and armoring of the drainage area above and to the east of the building site. Only after these are in place will ac- tual construction activities on the building pad occur. 1 1 ' 6 � 0 t -- a j 1. Clark Land Office PLLC ENGINEERING x:. ,,� "� P.O. Box 2199 • 935 North Fifth Avenue LAND SURVEYING � •� Sequim, WA 98382 — WETLAND DELINEATIONS• 360 681 2161 • Fax 360 683 5310 DEVELOPMENT CONSULTING � Toll Free (888) 681 2161 INSeptember 1998 I I I I I 1 Sit e Development Analysis of Government Lots 1 and 2 Section 5, Township 25 North, Range 1 West, W.M. Jefferson County,Washington Report of Findings For Mr. Ethan Meginnes I I I I I SITE DEVELOPMENT ANALYSIS OF GOVERNMENT LOTS 1 AND 2 Report of Findings i During September of 1998, Steve S. Luxton, MSc. P.E., of Clark Land Office, completed a pre-development engineering and geotechnical analysis of a 27-acre tract of wilderness land at the extreme southwestern tip of the Toandos Peninsula. The subject tract, located in Section 5 of Township 25 North, Range 1 West, W.M., was pending purchase by Mr Ethan Meginnes at the time of the site analysis in September of 1998. The partially forested waterfront property includes a resistant ridge and a broad ravine as depicted in Figure 1, attached. At one time a logging road descended to the beach at the ravine on the property, but today, mudslides and drainage failures have largely obliterated the road. The tract of land includes two areas of potential development including a large water- view site for one or more single-family residences along the ridge forming the west side of the property. A second small beachfront site for a shelter is included at the position shown on Figure 1. The shelter is envisioned as a non-residential but permanent structure without walls that provides a focus for family events at the beach. This report includes a review of the potential and mode of road construction to the prospective building sites and an assessment of the geologic hazards associated with the site development. I • PART I—GEOLOGIC HAZARD ASSESSMENT 1.1 Geologic Hazards at the Primary Building Area (West Side High Bluff) During the middle Eocene period a volcanic island collided with the Pacific Coast in the Washington region creating what is now the Olympic Peninsula. During the collision, pre-existing marine sediments forming an offshore shelf were plowed and folded by the volcanic terrain. The north-south lines of the folds became low ridges that now underlie the Toandos Peninsula. These folds became sites for the invasion by glacial ice during the ice ages that began some 200,000 years ago. The visible geologic units formingToandos Peninsula are primarilyglacial sediments derived from the most recent Vashon stade of glaciation in Puget Sound that closed about 15,000 years ago. Most of the deposits forming the marine bluffs of the peninsula are gravelly silty sands that were deposited as terraces when rivers of glacial meltwater coursed along the flanks of lobes of ice that filled what is now Hood Canal and Dabob Bay on the west. As the most recent ice age ended, some ice stagnated or became stranded on the pre-existing ridges. As the ice melted, it left an unsorted deposit of • gravelly sandy silt called lodgment till in the vicinity of the subject parcel. A ridge extends in a southwesterly sout westerly direction across the subject tract as depicted in Figure 1, attached. Field examination of the coastal bluff along the southwest side of the ridge p revealed a strata of Vashon till and related consolidated sediments overlain by terrace deposits that are principally gravelly sands with some inclusions of glacial silt. A 400- foot length of the bluff lying southwest of the prospective building sites is approximately depicted on Figure 2 attached. The bluff is about 200 feet in height in the vicinity of the building sites and a sloping terrace adds another 30 or 40 feet to the height of the prospective building sites. The basal portion of the bluff rises at a slope of about 80 degrees from the horizontal to Ian average height of about 50 feet. The mudslides that have occurred have passed over the top of the more resistant till that forms the base of the slope. IFigure 2 shows the line of two existing mudslide scarps that have indented the average line of the bluff. Another line on the drawing depicts the line of the "maximum probable" mudslide-type slope failure that may occur on the slope. The "maximum I probable" slide envelope marks the envelope of the single slide event that is sufficiently likely to occur during the economic life of the proposed structures. Due to the buttressing effect of the till and consolidated deposits at the base of the bluff, a single slide that I encompasses the entire height of the bluff appears to be unlikely. Rather, the most dangerous rapid mudslides are likely to slide over the till so that approximately 60 feet of the bluff top could be removed in a single event. I Additional setback is required to provide for the gradual erosion and retreat of the lower part of the marine bluff facing Hood Canal that will occur over the economic life of the I proposed residence at the site. In addition, it is necessary to provide a factor of safety for unexpectedly large and improbable seismic events that could occur. An additional setback of 65 feet can accommodate these concerns. Finally, an additive buffer of 35 feet it P! I should be allowed to protect the value of the property. Thus, a minimum setback of 150 feet from the brow of the bluff to any portion of the permanent foundation of any -t� residential structure is recommended.I -, Y Yy'a 1 e fir trees1 e A stand of large provides anchorage and stability to the slope lying southwest of I the proposed building area. A top of slope buffer that preserves most of the large trees and their roots that is at least 50 feet in width is also recommended. ,Provided that such a buffer is recognized, the proposed development activity should have/negligible effect on -0-, I the gross stability of the bluff. l Drainage from rooftops and driveways maybe routed to shallow Y1 U a low infiltration trenche 1 I embedded in the gravelly sand loam and gravelly sand subsoils that were seen in the e, vicinity of the proposed residential development. I 1.2 Geologic and Flooding Hazard Analysis at the Proposed Shelter Site�. 61-0„ () ObT., A compact building"pad" about 60 feet in width and 40 feet in length has been Iconstructed at the proposed site of the proposed shelter whose footprint will be not larger than 25 by 25 feet. The pad site lies on the west side of the axis of the ravine as shown on Figure 3. A portion of the former logging road approaches the site from the north as I shown and a natural drainage lies between the proposed shelter and the toe of the slope on the east. Two concerns arise regarding the siting of the shelter—flood protection and protection from a mudslide that might develop on the slope northwest of the approach road. 1.3 Flood Hazard at the Proposed Shelter Site Winter storms and seepage combine to produce substantial runoff in the drainage corridor that is shown on Figure 3. Existing flood channels reflecting runoff that occurred during the New Year's Eve storm of 1996 suggest that stormwater flows were on the order of 25 cubic feet per second at their peak. Inspections of the drainage and the relatively low building pad indicate that unless the pad is raised there is a significant chance of flooding or water erosion of the northeasterly portion of the building pad. Two alternatives exist to reduce the flood hazard. First, the building pad may be raised by compacting approximately two feet of fill over the existing pad. A rock revetment could be placed around the margins of the pad as shown on Figure 3. Second, the shelter structure could be built on piles or on a raised foundation so it is above the flood level. 1.4 Hazard From Possible Mudslide or Rotational Slope Failure at the Shelter Site The steep slope northeast of the proposed building pad may be the subject of mudslides. Similar slides from the west side of the ravine have obliterated the road in the area north of the pad site. Such a mudslide could be triggered by heavy rain releasing a flood of mud and semi-fluid debris. Two remedies are suggested. First, a heavy rock revetment could be constructed at the toe of the slope to protect the structure and its occupants. An eight-foot high by eight foot thick toe revetment of heavy blast rocks each weighing two to three tons or more would be sufficiently stable to retain slope. Alternately, the structure itself may be designed to safely withstand the effects of possible slides and flooding. 1.5 Auger-cast Concrete Pile Shelter Structure Proposed A pile-supported shelter with an elevated floor level may be used to form the shelter with good results. Eighteen-inch diameter by 20-foot deep auger cast piles could be used to underpin the shelter structure. The piles can be installed by auger drilling and strongly I reinforced with steel rebar. Cardboard tube concrete forms may be raised over the reinforced piles and the main support piles for the structure may be cast in concrete. The I floor level of the structure could be eight feet above the ground, providing clearance for flood water and slide debris to pass under the structure. A properly designed structure that was strongly braced could resist the forces created by possible mudflows and provide a safe permanent shelter. PART II—ROAD AND ACCESS ANALYSIS 2.1 Primary Access to Building Area A pre-existing logging road forms the first half of the proposed service road shown in Figure 1. The road leading to the primary building area is well established and needs only a new six-inch ballast of two to four inch crushed rock to be ready for heavy construction service. 2.2 Access to the Beach and Shelter An old logging road descends into the ravine as shown on Figure 1 near the center of Section 5. The road has washed out with slides in several places and the route of the road is nearly unrecognizable at present. Large mudslide scarps intersect the former grade of the road and the slopes below the slides remain unstable due to very slow fluid-like flow of the soil and annual frost heaving. The existing road may be repaired by controlled filling of the road washouts and by providing drainage blankets and soil reinforcement. The costs of filling the washout chasms is on the order of$13,000 plus the cost of drainage work and revetments. A new route that links the road leading to the building area to the alignment of the existing road appears to be a feasible route. The revised route requires road construction over a zone of known slide activity, but it avoids the high cost of filling the slide chasms. The new alignment crosses the potential slide zone about 200 feet southeast of the building area. In that area, gravelly sand terrace deposits have slumped along a constantly wet and slick formation of lacustrine silt that can be seen in the slumped area. Earth fills necessary to embank the road over this area are expected to cost about half as much as the restoration of the existing route on the north. Inasmuch as the shelter is not a permanent residence, the risk of temporary loss of the access route due to winter slumps and sliding seems acceptable when the differences in cost and the convenience of the route are considered. In any case, close attention must be paid to drainage and proper road construction if future washouts and slumps are to be minimized. The owners of the property should plan on continuing maintenance for the proposed route to the shelter. Clearing of small slides and water damage repairs and road grading will be required to some degree nearly every spring and fills may be needed to repair damage in zones that have slumped during winter rains. 2.3 Recommendations for Road Construction Typical Road Prism Typical road construction should be generally in accordance with the details shown on Figure 4. Areas to receive road fills should be stripped and leveled. Soft areas of subgrade should be covered with a strong road fabric with tensile capacity of about 300 pounds per inch of fabric. Fill must be compacted into place in lifts not exceeding 18 U inches. All sections of the road must be ditched. Dit ches on grades should be lined with blast spalls as shown on Figure 4. Ditches that are on grades in excess of 10% should be provided with spall rock check dams at intervals of about 100 feet. Drainage must be controlled to prevent the loss of the roadway. Thus, culverts should be provided at intervals of 250 feet to route drainage away from the road. This helps prevent the substantial erosion and infiltration of storm water that could take place along the ditch lines. Crossing culverts should be carried to the toe of fill slopes in closed culverts that are well anchored to the slope. A riprap energy dissipater should be provided at the outlet of all culverts to slow erosion. Deep Fill Section A deep fill is likely to be required as the proposed road crosses the head of the slope east of the proposed building area. Because the area is subject to slumping, every effort should be taken to control excess water. Thus, in this part and in other areas where seepage is present, the road should be completely underlain with a drainage blanket as shown on Figure 5. The drainage blanket is formed by placing an 18-inch mat of crushed blast spalls over the leveled grade to receive road fill. A strong filter/road fabric is placed over the spalls to prepare the surface for fills. Fills of select native earth fre e from organic materials may be placed on lifts of about 18 inches and thoroughly compacted. A road fabric may be placed on top of each lift to improve the stability of the soil mass and provide a means to stabilize the 1 to 1 slope that is necessary on the outboard side of the road. Crossing culverts and ditch linings must be provided in the deep fill section to reduce water uptake and prevent scouring erosion. 2.4 Cost of Road Work It is likely that roughly $60,000 will be spent to complete the road improvements suggested here. Of that sum, about $40,000 will be spent on all the excavation, embankment and grading work, while approximately $20,000 will be spent to import ballast, blast rock and drainage hardware. If slumping or mudsliding occurs at the deep fill section, it will probably be necessary to spend an additional $10,000 or more to provide local repairs. An annual road maintenance budget of approximately $2,000 should be anticipated. IPART III—REPORT COPYRIGHT AND LIMITATIONS This report was prepared for Mr. Ethan Meginnis and the report is intended for his sole use. The report may not be copied without the owner's express permission. The report and its conclusions are applicable only to the subject property and may not be transferred to other nearby properties. I The observations and conclusions of the report were based on field reconnaissance of the site and upon visual observations of geologic exposures and outcrops. Although reconnaissance observations may provide important insights, anomalous and unexpected subsurface conditions may exist that affect the conclusions of the report. Users who require a higher degree of confidence in the observations and conclusions of the report are encourage to obtain additional studies that may include geotechnical borings, detailed Isurveys, and laboratory testing of samples. This report and the work related to it were produced in accordance with the principles of Igeologic science and the practice of professional engineering. No other warranty, either expressed or implied, is provided herewith. 111 Sincerely, S. lath, Aft?w°o W"s Q Steve S. Luxton, MSc. P.E. `'� Professional Engineer ExP : array I I I I I I I I ..•... •. „,..:... r____ -- , \,.. ' . ,, / , ,,, , ----,„......._....1 46 ••••• , :,;:i.:.:Ii,s. . \` ,,, . s ........ .....,,,i 'Th........c:7"........._...--r 1 , f 1 ..____----_..,______„4___ •+ In p i M si ') IP o a.. . ,. „ ,, 1 t‘r ,4 .,:.-.4::: tz ' A ( 7,, it I I -- YY _ I‘ _.. !0,,,p_i _ :; • ' C +3:i ... ,,.,,,,„,,I, , . 4,,4, r .-,•:.*: ::'''. ,/ . q., • ,,"„. , . .,. ::. ,...., - .-:..44,4tift?,;„ , , . „,,„.... ,,,1,-.4,/,/ , .„; . iliqur_ie ;:',.4KL/17.47 A... / . ,-. ' 0 . .. '' '. t).: u IIHh 11 . . kq • kfl - # ,--,ir . CZ ( D II ., . ,-4_ . 0 .zz k , z ,v, _ I ,k. ti 98Z9S N N tit Zlb ri 0 H w P tc Z ln -. z , ,._ .,‹ am e In �-0 IQ � I I s___ _ J LJ 1 0 FIGURE / •m. IIII , . . , l• • 14 . I ' ",!•.4:: . •I,,• i . ., f . . • ! . - , 1 i.„,.. ,,....c.,,,vp,47_441vit, 5.s7.0.4c.../c. 11 • - ' i ,. • 1 . ,•k l ',- i ';'!..N vr E.%, 4,s, ' ! • .. 1-••;-.-: i . I ..,.....0) C a, ; . ,.... i i ,..,, il„...,--:::: -1.: -_- :,..-:.• 1 I i - ..1: ,'• ::1•1'.'..141-'1'.-.7•••:K` . gill, •11'I 4•-''''" ' •' 1••'• ,•:1:-''i".••i- 'f .."-4,-4,••:3.* -, •-..-'''. 1 _.. ....• .. '...:.-: , I ' . : ' ' 7 i N i _ i - ::1-i•.1,-,•...• .;•!•-••,- • •-• 1 .1.3; '1. ,tf;1/2,3, ii- E I . • ; . : , .,._!....,_' ; _ •,,,,.,....4. . .. _ ;, .-•,7, 1,g 47;!..,:F.!...,_;,.. L, .14.: .• ...1.t ....N.L; =.3 . : !, :, 1_,.!, - ; __ 1 n. A.. .I ,-.-•'',,..t,,,,;'-4 1 ,.-‘ vl:r . -, ,., ',.,.',,,,..,-;---,,....,,.-, ,,t, - 7.,..4.-iirih."i, tif , ' ' " - . ,i--..- ', : -,.-- '.. .1.: '. ' • ',','-'''',' ',... 1 _ . _ . - ..,,s.-Etk•;.'::,ft-74::: .'''..-"21,"•i .,.,..4,4=.:4.••••1'.:', l' 1-.4.'' t 4 . !--;.•••-.. .: 1.- -" -4•; ' ; : '-':,...44 • * '1/44 ' 11 --. ;- ,/s;12.-el ' -• '44/1' .4 '''t, 'ZI-.* I, eri ' • ', - . I , ! •: 4 . , ‘k) !. .:• ---1,..p.;.4 pr.!••,.;'11: ...":•.,....:t1: 4. . - " ''' ',- • '1 I"-•."...," ------I- i T -',- .,..-•-',- - - 1.1.! 1...,, , 4, . . .1.1.taik),4.-6 :,:-.'i'•:;':WI•••3`.. l'‘I 412 '1 4.1: --1.-:; I.; -I. :'1...:'III !..! • .4( % - ..4...t,:1:--1-t.*)1,,mv.i,! ; 1, i• -.-.1 "---'.- , ,.. , .; ; 4....,!.i._!,.....,_,. -: :, ..._. .,.... ... .L '4 ' •--'-'•:--:',i .4.. '•1'...L • 3.' - , .2 • !.... ... ;..:.. .•. .2..... 1._!..! ' •. .,-*-; ::: . . . . t , 4). • ' 'i'..._' ''.-,C-,-:''2A, ,:-.:',.-,'.!;;`. !:; ;1•-':,• 1,11 •v-i•-••,--`:-.... , l'.: ; : •! -. 1.-- ' ' ; !,;!! ' - tki si-._ -44 -.. . . , . .:71--, i,,_::-...,t1- ,i,-.-- .i..,.,..,4t --.1.....;? tio, -!,--,,---...-..---,-,. .: - - . -- . ull --'z k_ II . ... : .. j-t,4.1,',-,:i1-•- i'f- ..',.„'j,IYA ..i..i,fla i=i,,...:, *-3: --:, -..,.. -.:.. .-..,,.- ::-.i:.-,.. .!.-.!--L. -i. -;. • .-:-..E -r'.--,;-..-:-: --: -,z, I ,- ,i . . ...1..1.. :,,,,_•: , •.-• " -..t !;1.•,;11,'.4 &•• • 1 • i . -. . • ' i I. '---`'. . , •''-r;--.T-. .-,. ,_ .Z . 1 . i-,..-: ...,:i.N.fg,!=`:.,...'. --.,...e'•';`,11''',,,t,!1i11`..- 4F,R.-. •••••••-';•••.; --•-• f-•;----;;-',.-!;-!-$--;- -^ '.. '' . ''''''.',7; ' - kt)! '''''1.11.i'1.;11.=1,9e5.,4,,,i'• 4: :,,t,-,-1-:::,!=tb.4.• l• . • I ... :_.;• ; i -,-,-;- . • '' - , K1- -. , 5. •_.,•-gfli• ,. .._; • ! , : .. ,. ; 1 • • 4-, • 11 v2..'i '1;z_,•••••C'4,7.--fi!;r:.'- .7- ''1:iy-:.,''i Fii 1_ : ' • .: 1.• .- 7.'.1 ' : • . •• 'IN 4-'1- .:C,' N -i•::.,...',-:!:,-1 .,•iTt• ,..-4.; !: •-1,''. :4-1 r4-44-i- • e : 1-1- : 7 i ' : .--..--;C ---4 I , , .• ,I ,,. ,_ ,,,,,,,,•,,t••.,t•,,,4 '.9,.. .4 4.:4 .i. • /.4•re ,.... :-.I..1.-..,--1: . i ...,:, 4\, -,,,,'-fi V I. -\s• - . ! . . .. 1 : 4,:..1 1.• . 1 -,,,,,,...... , .4;, 1 .4--,: ." I i • , - ' 14-4,:'-`••• ' T 1 .----"-----L-11,k4L'•6"1 '1.;"•.: s''''.'':4 .41' -.- i '°1- I .4'4 'l • '-' ''''''''" :--: -H. -r--; ' '-•;.. "°-•• ••-------------•-------- , ----------- -FT-.--- ' ! .t i .;'-'4 'M 2, ; 1,14•''''..,;4 FIX t'.;$...-' 1.--- s..-•'.- •:---! •t•-• i , i•- •-'.-•;,- -..,-.'_f• ' - i . ', , I. t-- , -.-!„-- II ‘ o t . ,...9 , 1.;,.- ---1--,i.,,,i ,,,, , TA• • ''' 4 -3- ''..i 1 i. '; .,X'''-'.'Al.I•1; ` •.''', TIP' , It! . 1--:....k:"....L. i' :-'..!•! ••';-• -4••;-j•-j--• '-- '- -;,1,1, 1. - , . _ .,', :: ; !, f, f, : ::(f.,. • : : :.zi. :'z. , : . I I _ .. .. . \,:...:-,.,_,_,-..,,,N, .., ••t!'4 {:, 4 :4''.. ,.4 ! ; '. : : : . - - .... s , ; ,, 1.-- i::-.4 ._......___ , , 1 1 . -"•,,...,;,te,.-"N.,-.;-- :;•.;,'-', ,It • .'-:.;-; ;- -•• -:.-i•••' • ' . -.1 -'.- -• -: :'-. 7 -./1 'Z‹▪ 1-:-.4-1: ' , . i .•,.1' "1.,-•.,. •'..- ,4. '..- .4-I-;••••1-•4-••• III ,..,4„, ;4,, ,, ., --;:,-;!;;!• . ii.1 ill C -' : 1---, ; 1--. i :. I - - 4; 0 E't • . kti Zinie k7A••• lize./ier '•,t-• A i.,,,' -4,,.',i ji 4-.,41 i. ..4--,-, ', i . i •I..!....1 1 ..."-' '4,! I."I 1. . -1,- , 1 , . `...: .1..":,f4.-,;-;:', -•1.: '1,1-,,g 1: ...,:: i 1 : : ): i- : !'• 4-0-t, A. - . --- -, - --i. - 7••;" . ' - '' '..,,,• is,,,,'''''f,,;,',....:1 A'1.7,1,••,-•‘•1.--.-i •;-•'• 1,4.---....SI, •-t••• 1• •i--!.$ ..i.- $..) '•.1. • • - • .( kS) L., ..,,,,C,,,,'''"'' ''' -..,;•"::"'"..-1.°111.a-:::.-_,__,_0:1:': -....., ':.',..-likL'ik :.-5,i:''''.,Vr , -.: .1..--i-t; ;1,-f•: .4"- '; •'i i ' i 'I 7:1;;*°'-•, -l' • . ' I •--.---- -''''s Irp- i ! ! • ; .! ; 47(_ !_. .1_ ',. „....z...: t••;..N I.- • '-.- ! .._ . • . s_t 1. i T ' "l'-';'''''..L.'''4i ' • • 9:1''-; 1 --'-''.-!'•--"!-!1! : ! ! ; t •N. -17,, ., i 1--: +. : -. 7: -,•i-I" ! • k' :-".. ▪ ' ' . 1 • - - - j- ' I , -:- . • !,!••! '• : •!;•t••••'!. • ''''i-!--',/' -, 4, ' 7---,111%IZ 2! • 1 i 1 • 42 ql. i . . 1 ! _,..1 ...,, . . ,,,.. .-,,,. .1..1 ..,...j:_ 1.:!--- .. . .-!....- -,,,.!.... .! . -k.:-1 ,...1 . . III ' -' . - - i . . ''' . .. .''' ' ''' ' '' *.....-i--.';::":-...t.-". --I-';',.tii I ., -1.i. l_tii'' t‘4 N 1,. i Aye,* . ... - - . --- , --:..---- -----. .'...,,.:, :2--..t.-.;_=- : ,---4-1--, : ii,- . ,1------ ' -• '' A • t'l- • '1"- • ': ; r.•,• J.; /..1:,.. ; 1 ' I: l ' ' ' . . ' ''''s * 1' : ' .. ' 1 ; ' ' ;'.4. ** II 44 -.- 1 ; . : . ; . • ; .1 L ., 1,2. r....1 • : 1 • --1-L E-1- ;";"-y-: L!' i• 1,,.r..„. ; . , . 1 . , . . . . 1 1 . i. ... ;,.. :.. .. . , .;. ..-i:......- .-4._.,,'..__.„...4-fk-:•?-ii.t1;-.: .4,_ , .i . i ...0 . 1 , •1 . , - 1 N i7--. I - - "'‹ ! (J) - 1 ' - 1 l ' . Ns_ • -,....4"I . ' ,e1 !->-Z-- 1 . : • ..----! .1 ! ; - -----• --- i '1:S' ; .-----'-7. ---: : • • ' , ' ! • , • NN .. -, . . '- 11 : -t<- I - ' : - : 1 • i s_C) , 1 ' ; ' 1 ' ' tn..\ ; : . ' ; • 14.. 1 ! . , . Al', 1 , Ni• , 1 I , ' '. 1 I ' 1 , ' ' ', ' ,.'k,k) . • 1 ' 'r R.: • ' ' I . '- • . ' 1 ! . c\i. i ' ' • . ' ' r..,. ! :VI ; • ! • ' • I . ' . 1 • .i. • . ! ; ! • - II .. 5 TE-v E. LcixrdA/, F.E. I 5E-c 5:j 7" 26-A/ , R / W. lAititl. ENGINEERING • ,,•,.••••••••••••••.,...• Clork Land Office PLLC ETN/IA/ itleGy/./Ales- LAND SURVEYING ::::•:::::•:::-.-:•-••••••••••••::..;::;::7'1 1.i....:."--'1.-1-,...::::.:•:.:-:.:.:.:-:.:.:...y..:-.,:. 935 N 5th Ave. WETLAND DELINEATION ............::::::::.:::::::::•4714.24„:,.;, -.2rI :::.:...:: Sequim, WA 98382 I DEVELOPMENT CONSULTING •• •••••••••-•-•.‘" E -z•••• •1141/i I Fi&u k'L.- 2 '.,-1'-:-- ;.',1.,`-,:,•.--,:':,'I i.;;,..-- s ' t t + .. ' \-- • - '• -Ii,;, 1 .. . ... . .. i - • : ( •I . 1 i .4 i I.! •/ + i 1 r' i ' ' / 1_ ( EX/ST 1. A #. �` iki•; /- - ri AD 1" -a r x5....j1.: ‘. . ‘. L •� j � '. •. . 'K.dd '� . 1 ti.. - , ",..":-.1. ''')1 1 . ' • C♦ Y' } f 4 4. +0,, •\ • i 4 %g , • i .a 3 .. ..._._I` _..__. ..._-_. ... _ .... • 'r ' _ �v 55},BL Fes.D - 4 vEr,+�,rr/- R� ...:. • _._ _.1 • ... ! Vi . I / 3a I 1± ± ' ±: , APPRoX/M/ITE C m2,i}es I ! f----"il R 1 1 ri . s BOG- • i ; I N _ _L__ 1' 1 f 1 , _ l: ram .. i i . -...E E tt a`.. t • i .. - _ •_ .___-__-,---:- .........;,..... _._ ...,. , , , • A, -,"---, ,.—^,--'7--4--rf .. ,•._ -.__. i' a i.. y _ __ , ..: .„_, .,. .„ 4„• _ , ,,, , ,_, _. _..,...... . -77:7 47.*7'7-fl ifr:,' ",.'':4.7-,:;7.'7'1',.","'',..., .*,„„'-,i ,.,‘"..,:-;--F. 7r.-},7 r.:-..i. ---7-------: .:.-....-2,-- L• e's }' n. L .li T�...4,7.- 1 `; i-,-,-1--- }„�:.., @ ..".� ` ¢ .'S' �i'8%t.,x3`, p P �: w• .*•- -r 7 d I r x 1 L i ry , -t- --' i',. V 1'".'- 01 C/q� - ",T"r 'per- =.ua • t,is - x.L^Y -L � E I .............. ................................... ..................................................... STeVG6-" S. ZLIXTBw, 4,%'4.EC �.'( :.: ?:• 4 ` kr Clork Land Office PLLC ENGINEERING s P.O. Box 2199 LAND SURVEYING :: ;.:,;., : .i•:<r:::::::::1:::::•::;::% 935 N 5th Ave. I WETLAND DELINEATION Sequim, WA 98382 DEVELOPMENT CONSULTING ...,,,,,. (360) 681-2161 f7cei,?z- 3 • ! ;- k I : • - 1 - T3/F CAL RCAD 9Ecr/off' At i. !_5H,1LLow ROAD Fl[1_i ! '. 1 _ i j I , i I , �• _. 3A w,I , . : T • y i - _..g 1$Lf!5T 5P/}Lc_ ! t ; le `iii { Eol�<kTe.O /Nro Q/Tcf/ 1 •T L Rolk; 8 A . z.z { it II I i 1 z ¢�. 572- Cut;verr -emu � ._250' iairE.Pul,��s ° F• j . • Iv aL kiti r_ et} ?� a' !. 1z// SUEv/E ! I. { F72'N5/aid�m 70E ! f f 3 8+ 84457 sP ( �Pinr.4� '. I 1 I i- i _ E .NOTE _ AL f ._____I____,__________________. i FL,gTT ^v: 1RouGH G�,9AE• T /Pe ruE f7[ ; i f IISEao /6�N KoAD F,gB�Pic !k SvBGZ4DE / soFl r f I 1 I , ( S 3 I 1 , 1 i S`rev 5, LuXTo,J 1E. IEC 5, 7' 25 A/, R/LA/," WM• i Yak �*t ;t4 Clark Land Office PLLC ENGINEERING ................ ( <;;:? ' : 7vF P.O. Box 2199 T"HAAJ MBG/n//vV5 OS ECT LAND SURVEYING -'::f`.; `:`....::. 935 N 5th Ave- .: I WETLAND DELINEATION .''• .. Sequ,m, WA 98382 DEVELOPMENT CONSULTING :� (360) 681-2161 IF/&uRc 5� I 1_.. . 1 T -r"lCAL R A • i O � SECT'/ l'o� Ar 10A.4 ' •i ° IJEEP i - 1 I. 1 i ii i ^V. , 1 . 1 i , :. 1 I f I ;, 1 : _ 1 n.fia j G� 1 . :8lAs'r' BA1.41457- , ' E< c:. 1 i ' • seep, C i o "/ - _ -..t. - Al..� ; 3a Rol o _._.... . _..._ f 11 f - '„ « r } jI .X : ,o f ' - . d,-7PAcTE/� eLEcr - 1 ,�, , C SIT FILG _� _ �, 1,E , s •a 1 5 . ...f _ rEr 4r •fir \ ...- - , Ur � I . ......:. ..... a i is .%; a • i..� �? FAB,Plc 1 - I _I ig mfI2 � 8 sr54I4$I i ' i • 1 1. ._ i 1 i 1 1 1 I 1 1 1 • 1 i j _. } i I 1 1 _ f , 1 i 1 s STEt/4 S. /uXran/ F6 ISEc 5 , rz5 N', A-,W, LtJNJ � !� Clark Land Office PLLC ENGINEERING P.O. Box 2199 r Aju AZ GiN,PES R-OSPEGr LAND SURVEYING ... .. ;::.... 935 N 5th Ave. WETLAND DELINEATION $:; ':: . . Sequim, WA 98382 DEVELOPMENT CONSULTING "::'` ':' <;:` IFi6u,QES Clark Land Office PLLC IENGINEERING '"'''':','!':',L::::.,„: ;' ' 1 P0. Box 2.199 • 935 North Fifth Avenue LAND SURVEYING � Sequim, WA 98382 WETLAND DELINEATION105 (360) 681 2161 • Fax (360) 683 5310 DEVELOPMENT CONSULTINGil.7,,,,i,, Toll Free (888) 681 2161 I ==F I I I IApril 1998 I I I I Small Parcel I Erosion and Sediment Control Plan Prepared for: IMr. Ethan Meginnes I I �1� M.H4 o�WA81j1 I IP' ': I ::/'ZW/0—:1' ��'�� o- Q q I012505-ERSEDPLN-050599 EXPIRES 8-25-99 I / J } �` t L.L� . +llff 41 . ,/; I . ,,,,, f I �, 1 ;/ t fr /1 1 �` I 1, r, l I i / I ) %) I I -773 01-------- -'-‘1"? ' I /I ETHAN MEGINNES I I I COYLE VICINITY MAP .................................................... t Office PLLC e � Clark Land ENGINEERING P.O. Box 2199 LAND SURVEYING _.... .... .....` 11'.:'::j:::::;:: ';: 935 N 5th Ave. I WETLAND DELINEATION r P Sequim, WA 98382 DEVELOPMENT CONSULTING der ;:\ (360) 681-2161 m FILTER FABRIC TO EXTEND UNDER BOTH SETS OF SANDBAGS. FABRIC TO BE RECOMMENDED BY SUPPLIER FOR USE AS SILT FENCING UNLESS SPECIFIC FABRIC IS SPECIFIED ELSEWHERE. CONTINUOUS SANDBAGS OR BERM OF CLEAN PIT RUN GRAVEL NO SCALE 2 SANDBAGS PER BALE ON TOP _STAKES - x 2" OR LARGER,, TWO EACH PER BALE STRAW BALES PLACED CONTINUOUS SMALL PARCEL EROSION AND PREPARED FOR: SEDIMENT CONTROL PLAN MR. ETHAN MEGINNES LOW IMPACT SILT FENCE �j w/ STRAW BALE SUPPORTS 0 A COMPRESS LOOSE STRAW A cl Qo BETWEEN BALES PERZ., (i 3 i B �. POINTS A SHOULD BE HIGHER THAN POINT B BARRIER TO BE CONSTRUCTED y-Ill= WITH BALES DUG INTO THE GROUND PER 1 PROPER PLACEMENT OF STRAW BALE BARRIER IN DRAINAGE WAY --.`!.BALE WIDTH DIRECTION OF FLOW 1. EXCAVATE THE TRENCH 3. WEDGE LOOSE STRAW BETWEEN THE BALES i 2. PLACE AND STAKE STRAW BALES NO SCALE 4. BACKFILL AND COMPACT THE EXCAVATED SOIL CONSTRUCTION OF A STRAW BALE BARRIER THIS PROJECT IS LOCATED IN SECTION 5, TOWNSHIP 25 NORTH, RANGE 1 WEST, W. M., IN UNINCORPORATED JEFFERSON COUNTY. ON THE UNREDUCED DRAWING THIS RECTANGLE IS ONE INCH SQUARE ZDUD—vuriu—wi lya NO SCALE I DATE REVISIONS DESCRIPTION DETAIL NUMBER 2 2 PAGE NUMBER PLACE QUARRY SPALLS ON SIDES OF CHANNEL AS SHOWN. SPALLS TO BE OF SOUND STONE DIAMETERS OF SPALLS TO BE BETWEEN 4 AND 12 INCHES. INTERCEPTION CHANNEL NO SCALE DETAIL REFERENCES BALLOON REFERENCES TO DETAILS INCLUDE TWO NUMBERS. THE BOTTOM NUMBER IS THE NUMBER OF THE PAGE WHERE THE DETAIL MAY BE FOUND. THE TOP NUMBER IS THE NUMBER OF THAT DETAIL, EXTEND QUARRY SPALLS ON UPHILL SIDE OF INTERCEPTION CHANNEL A MINIMUM OF 3' ABOVE CHANNEL INVERT (6' FROM CENTERLINE) AS SHOWN. ADJUST AND MODIFY SIDES OF CHANNEL TO ACCOMMODATE DRAINAGE CHANNELS FROM ABOVE. CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 FOR UNDERGROUND UTILITY LOCATE SERVICE 10 5' REDWOOD TREE BUILDING PAD INSTALL SILT FENCING PER 1 EXISTING BRAIDED AND SHIFTING DRAINAGE CHANNELS --Z 10' INSTALL THREE OR� MORE SILT DAMS PER 2 ttt MAIN DRAINAGE CHANNEL BELOW i BUILDING PAD EROSION CONTROL MEASURES SMALL PARCEL EROSION AND SEDIMENT CONTROL PLAN PREPARED FOR: MR. ETHAN MEGINNES CONSTRUCT INTERCEPTION CHANNEL WHERE SHOWN - qe-? ENGINEERING Box 2i99 LAND SURVEYING _. 935 N 5th Ave. WETLAND DELINEATION Sequim, WA 9838z DEVELOPMENT CONSULTING (3so) sai—zisi ................... . +r o g 0 NI II o (., ___ •..., a 7- C1 1 •ac � p iii NI a `•O n Nw— - `p 3 � �.9 — 0 0_, °A � °0-4 - W a s � o `a >�j ` ‘ Ncd o �0 N to G 4 0 o r, F 3 3 Q ca O SIi o .-,9, 6\ i 2 a "k:,.... .1 c. .' ,..1 -?., Is- M csa 6 D .13 i . ›..... ,, czQ, ,,, ,4 ,i. .1__. f III i -6- A i.. o 4 .c p a `1 v i ao v z V O • w q Z O o n r E o cr +C� o o V-• y ca S ,,, A) 1: ' . 'q 0 0 o o G. o Ii7 iA v, W y y v, .� �d+. , 'J1N v ,.yam, RS Vi y) O �+ 4'' E b P 041 �i -y.., •Z' P �i 'b 1+ P t W ' v o o blaq w w o en v eq q tA0eb .z O p ' " /) aA. • t� a � D von0 � Ill �� CO 0 c 2 . • A to — — 1 =,_ / I Y / '— 3 I Z 2S �VH13S W wA o z a i- o J t >- CC a '� } a 0 3 w U 7 41 O d J 0 w a 3 J f� it� W�c " LPNt a \-ccjr��nn�� O [�. '� W W O (.3w (�I Y aq ( '5, Y J O Q A 4. O . �b•< a ao �� SAPb �lL d, � 4� /200 �� Y ,yo 1 b2 I- _Q co Q U tl J ,o, _ a a 4 r . 2 O v d C Z a CO .4- 0 W CO — 1- v 2 co co " L. O Q o E J V)