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HomeMy WebLinkAbout951700002 Geotech Assessment~s .~~ . --- ~~~Z & ASSOCIATES,INC. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 2, 2004 Mr. Daniel Evans 5215 N.E. 45~' Street Seattle, WA 98105 Subject: PROPOSAL FOR GEOTECHNICAL ASSESSMENT FISHERMAN'S POINT JEFFERSON COUNTY, WASHINGTON Reference: CAMILE EVANS LIFE ESTATE EMAIL. FROM JEFFERSON COUNTY GENERATED BY STACIE HOSKINS DATED 3/17/ 2004 PARCEL NUMBER 701314008 Jefferson County, Washington KA Project No. 102-04040 r--- ~ ~_ ~ n n r ~a r~ .-----.1~.n `_~ ~ ~ ~ L i (i iJ ~~ ` 7 _ `. ( f ~ ``~cPT.OF~Cv;~,;.,;~ .,?i :~=~-rELO'4c_`, This report presents the results of -our Geotechnical Engineering Investigation for the Proposed Fisherman's Point development located at the termination of McDonald Road near Quilcene, Washington. According .to the United States Geological Survey (LJSGS), 7.5 minute Quilcene Quad, Washington topographic quadrangle map, the property is located in the SW '/4 SE ~/4 Section 31, Township 27 North, Range 1 West, and at Latitude 47.7825 degrees North, and Longitude 122.8515 degrees West. The site location is shown on the Site Vicinity Map, Figure 1. Site Description and Proposed Construction As part of this investigation, we observed the existing residences located on Lot-1, Lot-3, Lot-4, and Lot- h. The existing residences were typically one to two stories in height and of light wood frame construction and built between the 1970's and 1990's. We understand Lot-2, Lot-5 and Lot-9 may be developed with new single-family residences. The proposed residences will be of similar construction and dimension as the previously placed residences. The lots are fronted by Quilcene Bay to the west, Dabob Bay to the south, and to the north and east by undeveloped land. McDonald Road provides access to the site from East Quilcene Road. The slope areas below the lots to the west had gradients of roughly 50 to 60 percent and a'vertical height of roughly 30 to 70 feet. Localized steeper slopes were observed along the shoreline with gradients of roughly 100 to 124 percent with slope heights of 10 to 20 feet. Above the existing residences to the east the slope trends up with gradients of 10 to 40 percent for a vertical distance of 150 to 200 feet. The shoreline area below lots Lot 2 and Lot 6 ranged from 55 to 60 feet in height. The slopes along these lots were very steep with gradients of 120 to 170 percent. With Ten Offices Serving The Western United States 20714 State Highway 305 Suite 3 C • Poulsbo WA 98370 • (360) 598-2126 • Fax: (360} 598-2127 KA Project No. 102-04040 June 2, 2004 Page 2 Below the proposed building pad of Lot-9, the slope trends down with gradients of 30 to 40 percent to an access road that provides access to Lot-1. The vertical distance between the proposed building pad area of Lot-9 and the access road is in the order of 120 feet. Vegetation below Lot-9 consisted of a thinned stand of second growth Douglas fir and cedar. PURPOSE AND SCOPE We have provided at your request this Preliminary GeotechnicaI Engineering Investigation for the proposed Fisherman's Point Development. This investigation was performed to identify the areas where the bluff retreat and slope instability may pose a threat to the existing structures and provide building envelopes for the proposed residences. Our scope of services was performed in accordance with KA Proposal Number PG04-061 dated April 13, 2004 and included the following: • Visually examine, review slope and exposed soil conditions and provide building setback requirements for existing residences placed on Lot 1, Lot 3, Lot 4, and Lot 6. • Visually examine and review slopes and soil conditions to develop building envelopes for the proposed residences placed on Lot 2, Lot 5 and Lot 9. • Lots 7 and 8 were not included in our scope of service. • A geological report has been previously prepared for Lot 10, which was not to be included in our scope of service. • Reconnaissance of adjacent areas to view the slope and general surficial ground conditions. Soil Profile and Geology The subject site lies within the central Puget Lowland. The lowland is part of a regional north-south trending trough that extends -from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved with a depositional and erosional history including at least four separate glacial advance/retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, and silt, with till and peat lenses. The Washington Division of Geology and Earth Resource (WDGER), Geologic Map of Washington - Northwest Quadrant, dated 2002, indicates that the property is located in an area near the contacts of middle-upper Eocene sedimentary rocks (Em2), beach deposits {Qb), undifferentiated surficial deposits (Qguc), and glacial till (Qgt). Middle-upper Eocene rocks consist of sandstone and siltstone. Beach deposits consist of sand and gravel with shell fragments. Undifferentiated surficial deposits consist of clay, silt, sand, gravel, peat, and glacial till. This unit includes recent alluvium and landslide debris as well as glacial drift. The term "undifferiented" is used because the steepness of slopes prevented more specific delineation at the map scale. GIacial Till consists of an unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel and boulders deposited by glacial ice. The United States Department of Agriculture, Soil Conservation Service, Soil i~e~~Wi ~~~~ County, 1975 (SCS) indicates that the site is located near the contacts of Quilce : t 1 i~-30.~to'-~!~'-~'- ! ~. ercent slo es, Beausite-Rock outcrop complex with 0 to 50 percent slopes, C~eaches, and Tidal _ `~ ~ , 27 n!\1 p p Krazan & Associates, Inc. ' ~; ' `- Ten Offices Serving The Western United States , .. P:\I02\04\040 - ert~3rks Point\102-04040 geo-report-doc j - -- ~-- APT. O r ~.::. _--e-- . ` _ KA Project No. 102-04040 June 2, 2004 Page 3 ~(~~li Marsh. Quilcene silt loam has rapid runoff and a severe erosion hazard. The Beausite-Rock complex has slow to rapid runoff and a slight to severe erosion hazard. Coastal Beaches consist of long sandy and gravelly beaches. Tidal Marsh areas generally consist of river alluvium saturated with salt water. SUBSURFACE SOIL CONDITIONS AND WATER WELL LOG INFORMATION The site's subsurface soil conditions were evaluated by observing exposed soil outcroppings located along the shoreline, exposed slopes and road cut areas. Exposed soils were probed with a %2 inch diameter steel probe to gauge the soils relative soil strength. Soil The observed soils consisted of a soft to stiff clay in the upper soil horizon. The clay became stiff to hard between the upper soil horizon and sandstone and siltstone near the toe of slope. Groundwater and Apparent Hydrolo~y Based on information from our reconnaissance, and available information from water well records for the area, we anticipate that perched ground water may exist on the impermeable siltstone/sandstone, or above the bedrock. The static groundwater table as indicated by the water well drilling log was at roughly elevation 34. The well was drilled 150 feet above mean sea Level July 26, 1978. Perched ground water may exist above the level of the dense underlying stratum, during or just after wet weather conditions. Perched groundwater develops where vertical infiltration of surface precipitation is impeded by a relatively impermeable soil layer, resulting in horizontal migration of the groundwater within overlying more permeable soils. Soil Erosion Hazards Erosion hazard areas are defined as those areas that because of natural characteristics, including vegetative cover, soil texture, slope, gradient, and rainfall patterns, or human-induced changes to such characteristics, are vulnerable to erosion. The Jefferson County guidelines classifies all areas that are identified in the United States Department of Agriculture, Soil Conservation Service, Soil Survey as having a moderate to very severe erosion potential as erosion hazard areas. The soils comprising the site are mapped in the Soil Survey as Quilcene silt loam and Beausite-Rock complex, which are listed as having severe erosion potential. SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE REVIEW Sloe Reconnaissance During our reconnaissance the slopes and adjacent properties were examined for indications of slope failures or instability. Indications of slope failure andlor instability include head scarps, hummocky terrain, inconsistent patterns of vegetation, tension cracks, seepage zones and coarse grain material overlaying silt and. clay soils. Relatively stable slope areas were observed along the shoreline below Lot 3 and Lot 4. The shoreline area-frfl ng Lots 3 and 4 is protected by a small inlet. The wave energy impacting the shoreline along of 4 in our o inion can be classified as low. In conversations with Mr. Daniel Evans, we ~ot,~ ate: ~ p ` ! Ten Offices Serving The Western United States 2 ~ nn r.g ~~{ [~}il--~ ~ P:\I02\04\040-Fishertnan'sPoint\102-04040geo•report.doc ... -. ;~.GRz. KA Project No. 102-04040 June 2, 2004 Page 4 understand early nautical charts for the Quilcene Bay area from the mid 1800's when compared to comtemporary nautical charts indicate the small bay fronting Lots 3 and 4 has shown virtually no change of the shoreline geometry. The vegetation along the shoreline below the residence consists of large Douglas fir, cedar and brush. The Douglas firs appear straight and do not indicate slope creep or past ground movement between the trees and residences on Lots 3 and 4. The bluff areas impacted by erosion and surficial slope failures include Lot 1, Lot 2, Lot 5 and Lot 6. At the time of our reconnaissance, we observed failed slope areas or erosion occurring along the shoreline areas of Lot 1, Lot 2, Lot 5 and Lot 6. The erosion and surficial slope failures were caused by wave and tidal action along the base of the bluff combined with weathering of the upper bluff soils. The lower bluff erosion increases the steepness of the upper bluff areas, which leads to the slope failures. At the time of the reconnaissance no vegetation was observed along the bluff fronting Lot 5 and Lot 6. There is visible evidence of two shallow surficial failures occurring below Lot 2. The slides were roughly 45 feet by 60 feet. The long dimension trends along the length of the slope. The depths of the slides were roughly 5 feet. Historical Landslide Activity The "Coastal Zone Atlas of Washington", Volume 11, Jefferson County, Washington Department of Ecology, 1979 identifies slopes in the site vicinity as stable (S), intermediate, (I), unstable (U), and unstable recent slide (Urs). Stable slopes are generally Less than 15 percent but can include areas of steeper slopes that are stable due to low groundwater concentration or competent bedrock. The stable slope designation also includes areas underlain by weak material such as-peat, which are stable because they have no significant slope. Intermediate slopes are described as generally steeper than 15 percent slopes, but can include areas of more gentle slopes where weak material or groundwater conditions reduce stability. Unstable refers to slopes that are considered unstable due to factors such as steepness, groundwater or erosion concerns. Unstable recent landslide includes areas of recent or historically active slides. It should be noted that the mapping was performed in the late 1970's and does not reflect more recent activity. CONCLUSIONS AND RECOMMENDATIONS It is our opinion the site does meet erosion hazard, and landslide hazard requirements presented in the Jefferson County Code {Article VI-G. Geologically Hazardous Areas). We have provided building envelopes for the proposed residences. In areas the existing residences may be affected by bluff erosion, we have provided shoreline protection recommendations or building setback requirements if shoreline protection cannot be implemented. On-going observation and monitoring will be essential in predicting the bluff's actual retreat rate and what buildings could be jeopardized in the future. We have estimated (not exact but will require a slope survey to verify) an erosion rate of 2 to 12 inches per year. For the purposes of this report we have utilized an erosion rate of 6 inches per year in providing tentative projections for coastal bluff erosion in areas fronting Lot 1, Lot 2, Lot 5 and Lot 6 on the Site Plan, Figure 2. ~~ - ~-~ -~~ r~ ~ fy ~ ~., ~, :, ,, Ten Offices Serving The Western United States P:\102\04\040 - !_ t fisherman'; Point\102-04040 geareportdoc _ _„~ KA Project No. 102-04040 June 2, 2004 Page 5 EXISTING RESIDENCES We have observed the present building setbacks of Lot 1, Lot 3, Lot 4, and Lot 6. At this time, in our opinion, the buildings placed on Lot 3, Lot 4, and Lot 6 have adequate building setbacks. We anticipate bluff erosion will reduce the present building setback for the building area of Lot 1 and potentially jeopardize the structure. We have based this opinion on an estimated 6 inch/year erosion rate and a building service life of 25 to 50 years. PROPOSED RESIDENCES If our recommendations are followed and proper measures are taken, the proposed construction will not result in an increase in the potential for landslide or erosion hazards for Lot 2, Lot 5 and Lot 9. The proposed buildings will be sited to take advantage of gradual slope areas. Grading in the building area should be minimal and no land clearing should occur along slope areas. We have observed the site and recommend placing the proposed building on the building envelopes as shown on the Site Plan, Figure 2. Groundwater Concerns Perched ground water may exist above the level of the dense underlying stratum, during or just after wet weather conditions. Perched groundwater develops where vertical infiltration of surface precipitation is impeded by a relatively impermeable soil layer, resulting in horizontal migration of the groundwater within overlying more permeable soils. Landslide Hazards and Seismic Hazard Based on historical landslide research for this area, the slopes have been identified as stable (S), intermediate, {I), unstable (iJ), and unstable recent slide {Urs). However, based on our slope reconnaissance of the area, in our opinion, the slopes are relatively stable against surficial slope movement and the potential for deep-seated rotational failures of the underlying dense material is low. In our opinion, the risk of damage to the proposed buildings, or to adjacent properties, from soil instability is minimal and the proposed construction will not significantly increase the potential for soil movement. Note that we have not performed a slope stability analysis at this site and have not performed a seismic hazard analysis. Based on phone conversation with Jefferson County, we understand Jefferson County will address seismic concerns for the property. Note that the site should be graded in such a way that surface water runoff is not directed over the top of slopes, either during construction or when construction is complete. This is especially important for a slope that is'oare of vegetation. BUILDING SETBACK REQUIREMENTS `' Based on our measurements and review of slope areas, the existing buildings placed on Lot 3, Lot 4 and Lot 6 should have adequate setbacks from the top portions of the slope. If shoreline protection can be placed along the shoreline for Lot 1, the present building setbacks should be sufficient. If shoreline protection cannot be placed along base of the bluff for Lot 1, we recommend a building setback of 70 feet, which may require a deep foundation system for this structure. Krazan & Associates, lnc. Ten Offices Serving The Western United States P:\I02\04\040 - 3' ~ ~~ i - ~an's Point\10204040 geo-report.doc 3-- KA Project No. 102-04040 June 2, 2004 Page 6 Note: Seismic loading conditions were not included in our analysis. The table below summarizes the building measurements and building setback requirements for the existing structures. Building setback Requirements Building Lot Number T.O.S To Bld 50 year erosion buffer Total Buffer Required Setback toda Required setback in 25 to 50 yrs 1 47 feet 25 ft 25 ft 45 ft *70 ft 3 11 feet N/A N/A oka oka 4 14 feet N/A - N/A oka oka 6 80 feet 2~ ft 25 ft 60 ft 80 feet *If shoreline protection cannot be placed along the base of the bluff, we recommend a buffer/building setback of 70 feet for the building placed on Lot 1. Our buffer is based on a building lifetime of 25 to 50 years and an erosion rate of 6 inch per year. A slope survey should be performed in this area to determine a more accurate erosion rate. Based on the above estimated erosion rates, we have developed building envelopes for the proposed residences placed on Lot 2, Lot 5 and Lot 9. The building envelopes are presented on Figure 2 attached to this report. EROSION AND SEDIMENT CONTROL Erosion and sediment control (ESC} should be used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. The site soils may be eroded by channelized water or sheet flow storm runoff. Therefore, it is recommended that all site preparation and excavation work be completed during the normally drier portion of the year. During periods of heavy rainfall, ditching should be used to divert water away from stripped areas and visqueen should be used to cover the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also aids in preventing infiltration of water into the unprotected soils. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after fmal grading as practical. If the vegetation is not fully established prior to the onset of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. We also recommend that erosion control measures be implemented in graded areas. The site should be graded to reduce surface run off over slope areas. By reducing surface runoff, the potential for erosion, raveling, gully washers, shallow slides and debris flows will be significantly reduced. Shoreline Protection We have included figures from Agua Tierra Enviromental Consulting, Inc. (ATEC), which has considerable experience with biotechnical bank stabilization, along coastal bluffs and stream banks and have helped clients satisfy regulatory governmental agency requirements. ATEC has authorized the re-release of these conceptual plans for this report and has informed Krazan and Associates that if their plans are utilized, ATEC should be consulted in order to determine if the conceptual plan would work for the intended application. ATEC's plans and drawings aze attached to this report. Ten Offices Serving The Western United States P:\102\041040 - 1 frL ~_ an'sPotnt\102-04040 geo-teport.doc KA Project No. 102-04040 June 2, 2004 Page 7 LIMITATIONS This report has been prepared for the exclusive use of Mr. Daniel Evans and his agents for use in evaluation of referenced project. No subsurface explorations were performed for preparation of this report. The conclusions and recommendations in this report are based on visual observations, limited fieldwork, and our interpretation of site conditions, as they presently exist. The evaluation of actual or potential ground movements is beyond the authorized scope of this report. Should any ground movement be observed we should be notified so that we can provide appropriate recommendations at that time. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so recommendations can be reviewed and reevaluated. Within the limitations of scope, schedule, and budget for this work, it is warranted that the work has been done in accordance with generally accepted practices followed in this area at the time this is report was made. No other warranty, expressed or implied is made. If you have any questions, or if we maybe of further assistance, please do not hesitate to contact myself at (360) 598-2126. Respectfully submitted, KRAZAN & ASSOCIAT ,INC. 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FIGURE 1-SITE VICINITY MAP Job name: Fisherman's Point N 20714 State Route 305-Suite 3C Location: Quilcene, Washington Poulsbo, WA 98370 360-598-2126 Job No. • 102-04040 r "~ [`~ ~ Client: Fisherman's PointAssocia ~ ~ ;~ <"~ -' t~::^ Date: 6/02/04 ~; ~:l -~ a x 'o ~ N O O ~ p 'I O ~ ~ c g ~ ~ H ~ m Qo , N ~ to T V D .~ o o r D p A 0 rt z f~ .~-. N fll O cQ N 'O Ij ~rn o ~N 0 0 -v ~ X ~ ~ ~ 3 = ~ ~_ ~ ~ ~ ~ ' ~ T W T W e~i~ ~nn ~V o ? m ~ _ ~ ~ Q. tQ N ~ ~ ~ (Q ~ to o' m r N Do rn o ~ ~ ~ Cn ~ ~ ~ o ~ ~ ~ o o m r;~i~;i; I I ~ z ` I i i I1~11111 ~ ~ F ~ ~ ~ ~ ~ `^ ' V ~ i i ; ~I~1~1~1 I I~1~I~1~ IIIIIIII jljl~l jl I I ! G >II~ m s n~~~ ~~ ~ ~ 0 e~F ~ n-: I rJ ~ti ._ -n -+ a r` _..~ ~ ~ ~ ~ { I '_~ r- N ~ r rr. '-- ~ ~_~ i C ~ '~ Presented by: Christian Fromuth, M.Sc., C.E. Fluvial Geomorphologist ' Agua Tierra Environmental Consulting, Inc. (ATEC) Olvmaia. Washint'too: (360) 754 3755 ------- ABSTRACT SHORELINE RESTORATION AND PROTECTION CASE STUDIES DESIGNING FOR PHYSCIAL AND BIOLOGICAL STABILITY 1.0 OVERALL DESIGN OBJECTIVES: • Shoreline Stabilization: Long term fix in place vs. re-establish natural stability. Stable sediment transport conditions andlor slope stability. • Mimic natural system analogs: stable, self-sustaining, physiographic signatures (physical and biological}. • Environmentailysensltive engineering practices: Physical system designs that are linked directly to biological system requirements. 2.0 CASE STUDY: MARINE SHORELINE - US NAVY LANDFILL Location: Indian Island, Jefferson County Washington (near Port Townsend) Purpose: Shoreline protection for hazardous waste landfill Methods: 4 wave energy zones -very low, low, medium, and high o Rock revetment o Anchored driftwood revetment o American Dune grass o Dirty span bench: Joint planted fascines o Vegetated geagrids o Rooted willow mattress o Buffer pi~antings o Live staking Design Constraints: o Salt spray environment o Demonstration project freedom o Fear management o Herbivores and wildlife o Visual access to waterway o Rooting systems restrictions 3.0 CASE STUDY: MARINE SHORELINE - PUGET SOUND HIGH BANK SINGLE FAMILY RESIDENCE Location: Budd Inlet, Thurston County, Washington (near Olympia) Purpose: Slope and shoreline protection for single family residence Methods: 3 slope zones - 3 degrees of risk management .y o Toe Protection: rock seawall o Soil Nails o Brush Trenches with whalers an 1:1 slape o Branch Boxes o Fascine: discarded as field change order r--- ~ - - o Rooted stock ~ j~ ~ T~ o Windrow staking U JUL C:\WI~IDOWS\TEMP\ABSTRACT -SHORELINE CASE STUDIES.doc =?T. :.._ is t`f ~ i ~ ~ n ~1;' 2 7 200- ~ ~_ ~ F Presented by: Christian Fromuth, M.Sc., C.E. Fluvial Geomorphologist Agua Tierra Environmental Consulting, Inc. (ATEC) blvmoia. Washington: (3fi0) 754-3755 • Design Constraints: ~, o Salt spray environment o Blending biotechnical treatments with geotechnical o Tight access 4.0 CASE STUDY: RIVERINE SHORELINE -BIRCH CREEK DAM REMOVAL AND CHANNEL REGRADE • Location: Umatilla River Basin, Umatilla County, Oregon {near Pendleton) • Purpose: Stable channel design and fish habitat restoration • Methods: 3zones - in-stream, bank, and buffer o Rock weirs o Large Woody Debris Revetment o Trench Plantings o Vegetated geogrids o Brush mattress o Joint planted fascines o Rock toe o Fascines o Live posts and whips • Design Constraints: o Arid climate and Xeric soils o Beavers o Dam removal and channel regrade o Railroad crossing 5.0 CASE STUDY: RIVERINE SHORELINE -BIRCH CREEK MEANDER RECONSTRUCTION • Location: Umatilla River Basin, Umatilla County, Oregon (near Pendleton) • Purpose: Stable channel design and fish habitat restoration • Methods: 3zones - in-stream, bank, and buffer o Arid climate and Xeric soils o Large Woody Debris Revetment o Trench plantings o Rock vanes and Rock weirs • Design Constraints: o Braided channel returned to single thread o Channel dewatering o Cattle grazing management 6.0 SUMMARY THOUGHTS: Growth opportunities for designers... (and, yes....Engineers ?) • Physical and biological designs generated collaboratively • Art and Science: designer creativity • Flexibility with field generated changes • Labor intensive conditions ~- C:IWINDOWSITEMPIABSTRACT -SHORELINE CASE STUDIES.doc ONE PREPARED PROPAGULE 8AC3CFTLL WITH NATIVE SOIL FlNISHED GRADE PREPARED CULM PROPAGULE NTS 1-3 PREPARED PRCPAGULES m _ I• I !~ I ' ~ ~I;e G' ~ r ,, ,~ 11 '~1 ~i ~, I r~ ~ ~~ ~ ~ NOUNO SANG 2-3" AROUND CULMS ~ l' t, ~ j l~ ~ ~ l~ li,~ 11 ~i. i ~I:~f ~i ~ COIR FABRIC 2-3" ~ ~' I I a e a o o 1 00 0 0 e ° e o ~~~ JJ//JJ o •V+•. ° ° ° ° e~. •;~. 00 '~ o o° o° a •.~ B ° ~m o ° ~ o FlNISHED GRADE 4'~ ~ o~oo e o 0 _ ° SAND I ', o0 00 o o e i~' ~~I- ' o BACKFlLL YA1F1 . ° NATNE SAND 0 e o 0 o e CULM PROPAGULE PLANTING DETAIL ELYMUS MOWS (AMERtCMI DUNEC3RASS) PLANTING NOTES: • CUT AN •X' (APPROX) 6• X 8' IN COIR FABRIC TO EXPOSE SOIL) • PLANTING SHALL NOT BE DONE WHILE TEMPERATURE EXCEEDS 65' F OR UNDER FREmNG CONDITIONS • SURFACE MUST EIE FREE OF TIDAL WATER FOR AT LEAST ONE HOUR PRIM TO PLANTING • PLANT ONE-THREE UVE CULMS (STEMS) PER HILL APPROXIMATELY 1Y DEEP • PLANT TOPS SHALL EXTEND APPROXIMATELY 8~ AE+OYE GROUND. • SPACE HILLS 18' APART • COMPACT SAND AROUND CUUAS TO EXCLUDE AIR FROM ROOTS • FOLD UNDER EXCESS FABRIC AS SHOWN a ELYMUS MOLLIS (AMERICAN DUNEGRASS) PLANTING DETAIL - N75 .a.. s.:: - I r' r^.. I ~1;; J U L 2 7 200 f ~~._~ ~~~~_ ~~ , WRAP WITH TWINE AS NEEDED 810DEGRADABLE GEOTEXTILE WRAP TOP SOIL FlLL MUST FlLL VOIDS. ~~ ~~~ . MWIMUM 3 in. OUTER BANO ~ _;,,_ ''~ ~-'~" '!`~' T'.a.._ SURROUNDING WHIPS. . '`~ !'`-~-~~ ~~=~ +.~..:4 . . BUTT DIAMETERS t.5 in.-4 in. ~ , ,r' ~• µ ~1 ~y w f~'r~.~~~ i • M • % .^: ~ ' ...f~}r /mss. ,, .~`'~r ~7-i a .`. „ 5-10 WHIPS ~:-t:*, ..'~~. f'y**. _' ^f: - .~ DETAIL: JOINT PLANTED FASClNE NOT TO SCALE SEE PLANT MATERIALS UST FOR SPEGES r-DIAMETER: 0.5"-3' / MAX. EXPOSURE: FOR OPTIMUM RESULTS 6' OR 7/5 TOTfAL LENGTH LEAVE A MINIMUM OF TWO 76"-24' X ~ BUDS EXPOSED TAMP 501E AROUND CUTTING ~ / III-III- IF REQUIRED FOR THIS SITE MIN. BURIAL• I-III-I ~ I INSTALL EROSION CONTROL BLANKET l8" OR 4/5 TOTAL LENGTH_I I I-III -I I i=_ PRIOR TO STAKE INSTALLATION PER I -II MANUFACTURERS RECOMMENDATIONS. I=I ; I= i i I-~ ~ I=_i MAKE MINIMUM CUT NECESSARY TO -I I-I I-I I I ~ I-I I i-; I~ INSTALL STAKES. STAPLE CUT SEAMS I I-III I I-I I ~I ~ TOGETHER AND CURE BLANKET AS I-I ~ I, =) ~ i-I I ' SPEgF1E0. PRUNE ANY TOPS DAMAGED DURING INSTALLATION. I I III-I i I' NOTE: AVOID STRIPPING THE BARK OR -~ I I=III- NEEDLESS BRUISING OF STAKES DURING EXISTING SOIL -yI I I=I I -III- INSTALLATION. USE AN IRON BAR OR _I I I=I I I_ STAR DRILL TO PREPARE HOLES FOR THE STAKES. DO NOT USE AXE OR SLEDGE FOR INSTALLING STAKES IN HOLES. USE DEAD BLOW HAMMER OR WOODEN MALLET. LIVE STAKE INSTALLATION DETAIL NTS a ,: ; ~ •: ~.~< ~, I j '~~ J U L 2 7 2004 I'~_~' i __~. , z w r f J 0 W [9 Z ~ W ~ O ZO aF W U ~ W 6 41 W 0 z i _~ U W AGUA TIERRA ENVIRONMENTAL CONSULTING, INC_ (ATEC) OLYMPIA, WASHINGTON FiX IN PLACE VERSION BANK LAYBACK VERSION WITH LOW TERRACE p ~~r_~ ~. a iL soy misaa sir g FIGURE: ~JTE10° BIOTECHNICAL BANK STABILIZATION OPTION anx~~, wa sasm ~- c~a) ~s+-sass FIX IN PLACE VS. CONSTRUCTION WITH LOW TERRACE ~~c~wv-coo~r+c-roE-e~w o+v c~seo~, e ~L;~ I~ ;~~ ~ ~~~.~ ~; ,.~_ _.~ ~EvE~OP~.~Ei,, AGUA TIERRA ENVIRONMENTAL CONSULTING, INC. (ATEC) OLYMPIA, WASHINGTON C7 O K O O r .•d .. ••J 0 ao . z~ Q W m y. K 3as misoN srn~r sE FIGURE: ~1iE100 LARGE WOODY DEBRIS REVETMENT: TYPICAL PLAN VIEW aYU~ti wa. sasm m.. (moo) ~s4-mss ~. ~~c~urv-eeo~~vA-aEVEr-~uw~awc~eoona AGUA TERRA ENVIRONMENTAL CONSULTING, INC. (ATEC) OLYMPIA, WASHINGTON 0 <; z m~ v, al i yi i i i t t f i `w ~ ~ >>. ~. ~;~~ ~ j ~_ . _ -= -. ,, J~i. vPT 0'r C+Jiti y ~_ ~`; ~ l=VELOPP~~1'r z a Sa6 mason, s1~r ~ FIGURE: ~"'~'~ LARGE WOODY DEBRIS REVETMENT: TYPICAL SECTION OLYMPIA, WA 98501 lEL (360) 754-3755 ~~c\~uv-~o\~wo-ter-gc,~w.owc\soona ~.,., i A v .~J. 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SE-Sla 100 anw~ wrt ~ewi DETAIL DRAWINaB ~'"°~'s`""~ BANK 8TABILIZATiON: CHARLE8 BAUM ~ FRENCH LOOP RD., OLYMPIA, THURBTON COUNTY, WA AC~IIA TlERRA ENVIRONMENTAL CONBULTINCi, INC. n; . ? r zZ ~C E1'1 \ k~ 1 ~~' ~ ~\ ~` ~ a o 0 aZ 1 ° '' ~ z °~ ~~ a m ng ~C ~ ao o ~ o z m ^~ ~g a~ ~' ~, m ~~ ~m ~ Zo m~ ~ ~~ z `m ~~~ ~ ~ ~~~~~%\ 11 ~n a = m~ m c ~_ ~ ~ . _ o?z a~.~ v ~z ~'_. ~- c ~~~ ~~ ~z I ' ' C y rv . ~ j o ' r . ~ _~ OE9GYJED C.r..F. N.G. 7,L2 OAlE eQt9 APPR04ED ' SHEET----- ORANN T.T.X. 71l g,C@9 n~ ------_-_._ .. ---- - .~ Diar~o ~ : gfECKED c.C.F.. 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