Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Misc
May 17, 2006 Steve Beck Amberwood LLC 19129 SE 145`s Street Renton, Washington 98059 ICICLE CREEK E N G I N E E R S Geotech,iic 1, eu,q is and Environmental Services INTRODUCTION Report Preliminary Geotechnical Engineering Services Proposed Becian Place Residential Development King County Tax Lot Nos, 152305- 9065, 152305-9090/9116/9064 Renton, Washington File No. 0641-002 This report summarizes Icicle Creek Engineers' (ICE's) preliminary geotechnical engineering services regarding the proposed Beelan Place residential development located northeast of the intersection of NE 2"d Street (SE 132' Street) and Jericho Avenue NE (144t' Avenue SE) in Renton, Washington. The proposed development occupies about 7.1 acres and is comprised of King County Tax Lot Parcel Nos. 152304-9065, 152305-9090/9116/9064. Our services were completed in general accordance with our Proposal dated February 13, 2006 and were authorized in writing by Steve Beck of Amberwood LLC, on March 10, 2006_ The project site is shown relative to nearby physical features on the Vicinity Map, Figure 1. PROJECT DESCRIPTION Our understanding of the project is based on discussions with Steve Beck of Amberwood LLC, and an untitled schematic site plan provided by Mr. Beck dated February 3, 2006, We understand the conceptual development plan involves subdividing the existing parcels into 32 new lots. Two existing houses on the site that are accessed from NE 2"d Street will remain. Each new lot will be developed as a single-family residence. Improvements will also include paved roads, underground utilities and two stormwater detention ponds. The grading plans have not been finalized at this time. We understand that mass grading (cuts and fills), with exception of the stormwater detention ponds, will be less than about 5 feet. The Beclan Place project site will be accessed by paved roads that extend west from Jericho Avenue SE and north from NE 2"d Street. The proposed lot and road layout, and stormwater detention pond locations are shown on the Site Plan, Figure 2. SCOPE OF SERVICES The purpose of our preliminary geotechnical engineering services was to explore subsurface soil and ground water conditions at the subject property as a basis for developing geotechnical recommendations for planning site development. Specifically our scope of services included: • Complete a geologic reconnaissance of the property to evaluate current site conditions. • Explore subsurface soil and ground water conditions by excavating nine test pits up to 7 feet deep using a rubber -tired backhoe. 2K NE Juniper Street, Su le 1C1 • '!5saquah, VVA 98027 .- idclecreek enq veers corn . (425) 42 7 -8 187 phone • {425) 127 6629 fax Steve Beck Amberwood LLC May 17, 2006 Page 2 Provide preliminary recommendations for earthwork including stripping and excavation of unsuitable soils, fill compaction and subgrade preparation requirements, and suitability of on -site soils for use in structural fills including an evaluation of the effects of weather and/or construction equipment on the workability of site soils. Provide preliminary recommendations for foundation support for the proposed structures including allowable bearing pressures, settlement estimates and support of on -grade floor slabs and paved areas. Provide preliminary recommendations for surface and subsurface drainage systems as appropriate, SITE CONDITIONS GENERAL A geologist from ICE completed a geologic reconnaissance and subsurface explorations at the Beelan Place site on April 5, 2006. The following sections summarize our observations of the existing site conditions. SURFACE CONDITIONS As previously mentioned, the approximately 7.1 acre site consists of four tax lots that are situated on the west side of Jericho Avenue SE north of NE 2nd Street. Adjacent properties include residential properties to the north, a residential property and undeveloped property to the west; NE 2°d Street, a residential property and an undeveloped grass -covered lot to the south, and Jericho Avenue SE and residential properties to the east. The site is generally level with a slight overall slope down to the southwest ranging from about Elevation 425 to 415 feet. A single-family house and several out -buildings are present on Tax Lot No. 152305-9064 located in the southeast corner of the site. There is also a single-family house on Tax Lot No. 152305-9116, the northernmost lot along Jericho Avenue SE. The remainder of the site is currently undeveloped. The developed areas are vegetated with lawn, landscape shrubs and occasional trees. The undeveloped areas are vegetated with mature, second -growth conifer and deciduous trees with a dense understory of brush. We observed accumulated surface water in a low area in the northwest portion of the site. The water appeared to be the result of ponding in a localized shallow closed depression following recent rainfall. No other surface water was observed on the site at the time of our geologic reconnaissance. SUBSURFACE CONDITIONS The surficial geology at the site was mapped by the U.S. Geological Survey (USGS - D.R. Mullineaux, "Geologic Map of the Renton Quadrangle, King County, Washington," 1965) as "ground moraine deposits." Ground moraine deposits are described by the USGS as consisting of glacial till that is locally mantled with recessional outwash. Glacial till typically consists of an unsorted mixture of dense to very dense, silt, sand, gravel, cobbles and boulders. Recessional outwash typically consists of medium dense sand with variable amounts of silt and gravel. Subsurface conditions at Beclan Place were explored by excavating nine test pits (TP-1 through TP-9) at the locations shown on Figure 2. The test pits were excavated on April 5, 2006 to depths ranging from 5 to 7 feet using a Case 140K rubber -tired backhoe. The test pit locations were selected based on existing site conditions and the proposed development. The test pit excavations were continuously monitored by a geologist from ICE who observed and classified the soils encountered, observed ground water conditions and prepared a detailed log of each test pit. An explanation for the test pit logs is presented in Figure 3. The logs of the test pits are presented in Figures 4 through S. Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 3 Our explorations encountered relatively consistent soil conditions across the site and generally consistent with regional mapping by the USGS and our experience in the general area of the site. The test pits encountered relatively uniform soil conditions consisting of about 1 to 1.5 feet of topsoil (loose silty fine sand with gravel and roots), underlain by about 1 to 3.7 feet {average thickness of 2 to 2.5 feet of weathered sail consisting of medium dense silty sand with gravel. The weathered soil was underlain by undisturbed glacial till consisting of dense to very dense silty sand with gravel to the completion depth of the explorations at a depth of 5 to 7 feet. Typically the undisturbed glacial till was encountered at a depth of about 2 to 5 feet below the existing ground surface. The test pits were generally excavated to practical digging refusal using the previously described excavation equipment. Ground water seepage was observed in all of the test pits except Test Pit TP-5, at depths ranging from 2 to 5 feet below the ground surface at the time of our explorations. It is likely that this ground water is perched in the weathered soil where it is in contact with the underlying, less permeable undisturbed glacial till. Perched ground water may be encountered during site grading depending on season, precipitation and other factors. CONCLUSIONS AND RECOMMENDATIONS GENERAL It is our opinion that subsurface conditions at the site are satisfactory for the proposed residential development. Based on the results of our explorations, it appears that the majority of the site soils (medium dense weathered soil and dense to very dense glacial till) will be suitable for support of conventional spread footings. The near -surface soils have sufficient fines (soil particles passing the U.S. Standard No. 200 sieve) content to be moisture -sensitive. These soils will be difficult or impossible to compact when the moisture content is more than a few percent over the optimum moisture content. We recommend that the earthwork portions of the project be completed during the drier summer months to manage earthwork costs. The glacial till, which likely underlies the entire site at a relatively shallow depth, is nearly impermeable and impedes the vertical infiltration of water. Grading and drainage should be planned to reduce the potential for localized ponding of surface water. SITE PREPARATION AND EARTHWORK Temporary erosion control measures such as silt fences, straw bales, and detention facilities should be installed to local standards prior to the start of construction. We recommend that the vegetation and topsoil be stripped and removed from the site and/or stockpiled for use in landscape areas, if appropriate_ Tree stumps and roots over 2 inches in diameter should be grubbed and removed from areas where houses, roadways, driveways and utilities will be located. During dry weather conditions, the depth of stripping is expected range from 1 to 2 feet unless excessive disturbance is caused by the clearing operations. Stripping to a greater depth should be expected near grubbed tree stumps or if these operations are done during wet weather. After stripping and grubbing is completed, a representative from ICE should evaluate the exposed ground surface in building, roadway and driveway areas to identify areas that are soft, loose or otherwise unsuitable and to advise the earthwork contractor regarding removal and replacement of unsuitable soils. STRUCTURAL FILL AND FILL PLACEMENT New fill in the building site area on each lot, and roadway and driveway areas should be placed as structural fill. The suitability of soil for use as structural fill will depend on its gradation and moisture content. Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 4 As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. The on -site soils contain a sufficient amount of fines to be moisture -sensitive. During dry weather, the on -site soils can be used as structural fill, provided that these materials are conditioned to the proper moisture content for compaction. The on -site soils will not be suitable for use as structural fill during wet weather. On - site soils considered unsuitable for use as structural fill during any weather conditions include the topsoil and soils containing debris, organic contaminants or cobbles greater than 6 inches in diameter. If structural fill must be placed during wet weather, we recommend the use of imported sand and gravel containing less than 5 percent fines by weight relative to the fraction of the material passing the 3/4-inch sieve. The imported sand and gravel should be moisture -conditioned as necessary for proper compaction. Structural fill should be mechanically compacted to a firm, unyielding condition. Structural fill in the building areas should be compacted to at least 95 percent of the maximum dry density (MDD) obtained from ASTM Test Method D 1557. Structural fill in roadway and driveway areas, including utility trench backfill, should also be compacted to at least 95 percent of the MDD. As a guideline, structural fill should be placed in loose lifts not exceeding about 10 inches in thickness. The actual loose lift thickness with depend on the .quality of the fill and compaction equipment. Each lift should be conditioned to the proper moisture content and compacted to the specified density. We recommend that a representative from ICE observe structural fill placement and compaction and complete in -place moisture -density tests to evaluate whether adequate compaction is being achieved and advise the contractor of modifications to procedures which may be appropriate for the prevailing conditions. FOUNDATION SUPPORT Houses may be satisfactorily supported on conventional spread footings provided they are constructed in accordance with the recommendations described below. We recommend that foundations be supported on medium dense or denser native soil. Alternatively, the footings may be supported on a pad of structural fill that extends down to medium dense or denser native soils. Where structural fill is placed below footing subgrade elevations, the zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the structural fill in all directions. We recommend that continuous and isolated footings have minimum widths of 16 and 24 inches, respectively. The exterior footings should be a minimum of 18 inches below the adjacent grade. Footings supported as described in the previous paragraph may be designed using an allowable soil bearing value of 2,500 pounds per square foot (psf). This value applies to the sum of all dead and long-term live loads, exclusive of the weight of the footing and backfill above the footing. The allowable bearing pressure may be increased by one-third for total loads including wind or seismic. In preparing footing subgrades, care should be taken to avoid loosening or softening the bearing surface. soils, particularly during wet weather. During wet weather, footings should be excavated, formed and poured the same day or be protected by a layer of lean concrete or crushed rock at least 2 inches thick placed on the prepared footing subgrade. The footing subgrades should be observed by a representative from our firm to evaluate whether suitable bearing soils have been exposed and the subgrade has been adequately prepared. We estimate that total settlements of footings, founded as described above, will be less than 1 inch and differential settlements will be less than /z inch. Settlements are expected to occur rapidly as loads are applied. SLAB SUPPORT The slab -on -grade subgrades should be prepared in accordance with the previously described Site Preparation and Earthwork recommendations_ We recommend that the subgrade surface be compacted such Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 5 that a minimum compaction of 95 percent of the MDD is achieved before placing structural fill or capillary break material. We recommend that a compacted base -course layer consisting of at least 4 inches of gravel containing less than 3 percent fines be placed on the subgrade to provide uniform support and act as a capillary break beneath the slab. A vapor retarder should be placed beneath the slab if moisture control in the slab is critical (i.e., where tile or carpeting is to be glued to the slab). This vapor retarder should consist of polyethylene sheeting. A layer of clean sand not more than 2 inches in thickness may be placed over the polyethylene sheeting. The vapor retarder should be placed immediately below the slab. We estimate that the settlement of floor slabs due to uniform areal loads of 150 psf will be less than inch. These settlements are expected to occur rapidly upon load application. UNDERGROUND UTILITY CONSEDERATIONS Excavation Cut Slopes Temporary cuts greater than 4 feet in depth in glacial till may be made at an inclination of 1 H:1 V (horizontal:vertical), or flatter. Flatter slopes may be necessary if instability is observed. Some sloughing and raveling of the cut slopes should be expected. Temporary covering, such as heavy plastic sheeting, should be used to protect these slopes during periods of wet weather. Surface water runoff should be prevented from flowing over cut slope faces by using berms, drainage ditches, swales or other appropriate methods. If temporary cut slopes experience excessive sloughing or raveling during construction, it may become necessary to modify the cut slope inclinations to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing problems can be flattened or regraded to add intermediate slope benches if poor slope performance is encountered. Alternatively, underground utility trenches can be completed using temporary trench shoring (shored excavations) in lieu of cut slopes. Shored Excavations To construct the underground utilities, it may be necessary to support the temporary excavations to maintain the integrity of the surrounding undisturbed soils, reduce disruption of adjacent areas, as well as to protect the personnel working within the excavations. Because of the diversity of available shoring systems and construction techniques, the design of temporary shoring is most appropriately left up to the contractor. We recommend that the shoring be designed by a licensed professional engineer in Washington, and that the PE -stamped shoring plans and calculations be submitted to the project engineer for review and comment prior to construction. The following paragraphs present recommendations for the types of shoring systems and design parameters that we conclude are appropriate for the subsurface conditions at the site. The majority of the materials within the project area can be retained using conventional trench shoring systems such as trench shields or sheet piles, with lateral restraint. The design of temporary shoring should allow for lateral pressures exerted by the adjacent soil, and surcharge loads due to traffic, construction equipment, and temporary stockpiles adj acent to the excavation, etc. Lateral load resistance can be mobilized through the use of braces, tiebacks, anchor blocks and passive pressures on members that extend below the bottoms of excavations. Temporary shoring utilized to support excavation walls typically uses internal bracing such as aluminum hydraulic shoring or trench shield bracing. Temporary trench shoring with internal bracing can be designed using active soil pressures. We recommend that temporary shoring be designed using a lateral pressure equal to an equivalent fluid density of 35 pounds per cubic foot (pef), for conditions with a level ground surface adjacent to the excavation. If the Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 6 ground within 5 feet of the excavation rises at an inclination of 1 H:1 V, the shoring should be designed using an equivalent fluid density of 75 pcf. For adj acent slopes flatter than 1 H:1 V, soil pressures can be interpolated between this range of values. Other conditions should be evaluated on a case -by -case basis. These lateral soil pressure values do not include traffic or construction surcharges that should be added separately, if appropriate. It is typical for shoring to be designed for a traffic influence equal to a uniform lateral pressure of 100 psf acting over a depth of 10 feet below the ground surface. More conservative pressure values should be used if the designer deems them appropriate. These soil pressure recommendations are Based upon the excavation being essentially dewatered; therefore, hydrostatic water pressures are not included. Resistance to lateral loads can be obtaincd from passive pressures exerted on buried foundation elements and frictional resistance on the base of foundation elements. We recommend using an equivalent fluid pressure value of 350 pcf to estimate passive pressures and a coefficient of friction of 0.4. These values include a factor of safety of 1.5. Temporary cut slopes and shoring must comply with the provisions of Title 296 Washington Administrative Code (WAC), Part N, "Excavation, Trenching and Shoring." We recommend that temporary excavations, including temporary shoring, be made the responsibility of the contractor. The contractor is present at the site continuously and is best able to observe changes in site and soil conditions and monitor the performance of excavations. Trench Backfill Trench backfill should consist of structural fill -quality material. Structural fill material should be free of debris, organic contaminants and rock fragments larger than 6 inches. As a guideline, backfill should be placed in lifts of 12 inches or less (loose thickness). Each lift should be compacted prior to placing the subsequent lift. Trench backfill should be compacted in lifts to at least 90 percent of the MDD obtained in general accordance with ASTM Test Method D 1557 more than 2 feet below final subgrade elevation and to at least 95 percent of MDD above this level. During trench backfill placement, a representative from ICE should complete in -place density tests to evaluate if the required compaction is being achieved. STORMWATER DETENTION PONDS We anticipate that the stormwater detention ponds will be excavated into native glacial till. We recommend that the wetter interior side slopes of the detention ponds be no steeper than 3H:1 V. Fill berms, if used, should be constructed with soil containing more than 20 percent fines (such as the onsite weathered soil and glacial till) and compacted to at least 95 percent of the MDD obtained in general accordance with ASTM Test Method D 1557. Fill placed as berms should be keyed into the native ground surface to reduce the potential for seepage through the berm. EROSION CONTROL AND DRAINAGE CONSIDERATIONS The surficial soils on the site have a high potential for erosion on slopes greater than about 20 percent when disturbed by construction activities. Erosion control measures should be implemented prior to the start of site preparation, including proper control of surface water runoff, use of straw bales or appropriate geotextile filters and temporary sedimentation basins. Erosion control measures should comply with City of Renton requirements. Based on conditions encountered in our test pit explorations, it is possible that perched ground water maybe encountered temporary excavations or permanent cuts. We anticipate that seepage maybe adequately handled by installation of French drains, open ditches and/or pumping as necessary. The grading should be done to avoid concentration of runoff and/or ponding of surface water. We Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 7 recommend sloping the ground surface away from structures. Roof downspouts must be tightlined to an approved disposal area. Other surface runoff may be addressed by using Swale drains, drainage ditches or other drainage measures. We recommend that perimeter footing drains be installed adjacent to the outside footings of all structures. These drains should consist of a minimum 4-inch diameter perforated smooth -walled pipe surrounded with at least 6 inches of free -draining sand, sand and gravel or pea gravel, with the perforations down and the base of the pipe located at the same elevation as the base of the adjacent footings. The drainage material should be enclosed within a nonwoven gcotextile fabric to reduce the potential for fines contamination from the native soil. The perimeter footing drain should be connected to a tightline collection system that discharges away from the developed areas. Roof drains on structures should be connected directly to a tightline collection and disposal system that is separate from the footing drain. Perched ground water observed in the test pits may result in the development of"wet areas" at finished grades. Interceptor drains or French drains installed in selected locations is an effective way to manage perched ground water. The need for and location of these drains should be a field decision at the time of construction. The drain should consist of a trench at least 18 inches wide and 24 inches deep. The depth of the drain will depend on the site conditions and may be deeper (typically to the depth of the undisturbed glacial till). A rigid smooth -walled perforated pipe at least 4 inches in diameter should be placed in the bottom of the trench, surrounded with at least b inches washed rock or pea gravel and wrapped with a nonwoven gcotextile fabric such as Mirafi 140N. USE OF THIS REPORT We have prepared this report for use by Amberwood LLC. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are changes in the grades, locations, configurations or types of the facilities planned, the conclusions and recommendations presented in this report may not be applicable. If design changes are made, we request that we be given the opportunity to review our conclusions and recommendations and to provide a written modification or verification. When the design has been finalized, we recommend that the final design and specifications be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unexpected conditions should be included in the project budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to evaluate whether the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications and our recommendations. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 8 report. We trust this report meets your present needs. Please call if you have any questions concerning this Yours very truly, Icicle Creek Engineers, Inc. Mary S. utherford, P.E. Principal Geotechnical Engineer EXPIRES { `. OQ� Document ID: 0641002.rep Three copies submitted Attachments: Figure I —Vicinity Map Figure 2 — Site Plan Figure 3 — Explanation for Test Pit Logs Figures 4 through 8 — Test Pit Logs Icicle Creek Engineers 0641002/051706 71 =1 I Ea as PT mac. � !'" �� � � c 21 D � o 32 31 I 4 _ 1 nva a oa TP -8../J, 30 2� EXPLANATION TP-1 Test Pit Location -- --- Property Line 1 o , Proposed Lots r •. : Proposed Detention Pond (approximate location) Ground Surface Contours (approximate - rem King County DIES IMAP) I 1 2j ��_ 28 rivate RotI — '- -�k TP I '� 26 �25— —\24 23 2 �` .,21 �. ` TP-6 I I I TP-7 20 I t TP-9 jP 1 —� 9 8 7 6 5`' �•4 y � i 11 � r-J 1 ! � 12 �' �� TP-2 TP-1 _ 13 14i`15 17 18 16 \ l* 1 415' SE 132nd Street 0 100 200 Approximate Scale in Feet ;� Icicle Creek Engineers 430 Site Plan - Figure 2 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS CLEAN GRAVELS CAW wELL-GRADED GRAVELS. GRAVEL- SAND MIXTURES, LITTLE OR NO FINES MORE THAN 50%OF COARSE FRACTION NTTLE OR NO FINES) GP PW7LEORGRADED GRAVELS. GRAVEL -SFNDMxTURES, NO FINES GRAVELS WITH FINES GM SILTY CRAVEMGRAVEL - SAND - SILT PAXTURES COARSE RETAINED ONNO. 4 SIEVE C,C CLAYEY GRAVELS.GRAVEL - SAND -raAY WXTUREs GRAINED SOILS (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS SW wELL-GND RADED SAS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS LARGER TWIN NO. 200 SIEVE SIZE MORE THAN 50%OF {LITTLE OR NO FINES) $P POORLY GRADED SmM. LITTLE OR NO FINES COARSE FRACTION SANDSKITH FINES sM SILTY SAND&SAMD SILT Mxn1HES PASSING NO. 4 SIEVE SC CLAYEY SAMS, SAND - CLAY MXTLRES (APPRECIABLE AMOUNT OF FINES) MIL INORGANIC SILTS AND VERY FOE SANM ROCK FLOUR SILTY OR CLAYEY ONE SANDS OR CLAYEY SILTS WITH SUGHT PLASTICITY CL GRAVELLY CIAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS FINE GRAINED SILTS AND LIQUID LIMIT LESS CLAYS THAN 5D SOILS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOHI PLASTICITY MORE THAN 5046 OF MATERIAL IS MH INORGANIC SILTS. NICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS. ELASTIC SILTS CH INORGANIC CLAYSOF HIGH PLASTICITY SMALLER THAN NO. 200SIEVE SIZE SKIS AND LIQUID LIMIT CLAYS GREATER THAN50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT. "UM-16.SWAsvSOILS WITH MGM ORGANIC CONTENTS NOTESI}Dual sym hols arB used to indicate gravels or sand with 5-12% lines and soils 2 TSYmbois separated by a dash indicate borderline soil classifications. 3 lines separating sIam! types on the logs represents approximate boundaries may vary or 6e graifual. 4 Soil Classification based on visual classification of soil is based on ASTM D2 5 Soil Classification using laboratory tests Is based on ASTM D2487-90. 6 Description of soil deni5ty or oonsLstency is based on interpretation of blow Sampler and Other Symbol Descriptions ® Location of Grab Sample Q Approximate depth of perched water or ground water Asphalt with Fines classifying as CL-ML. only. The actual boundaries 488 90. count data and/or test data. Soil Particle Size Definitions Component size Range Boulders Coarser than 12 inch Cobbles 3 inch to 12 Inch Gravel 3 inch to No. 4 (4,78 mm) Coarse 3 inch to 314 Inch Fine 3I4 inch to No. 4 (4,78 mm) Sand No. 4 (4,78 mm) to No. 200 (O.OT4mm) Coarse No. 4 (4.78 mm) to No. 10 (2.11 mm) Medium No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine No. 40 (0.42 mm) to No. 200 (0.074 mm) Sift and Clay Finer than No. 200 (0.074 mm) Moisture Content Dry Absence of moisture Moist Damp but no visible water Wet Visible water Relative Consistency I Fine -Grained Soils I Very Soft Easily penetrated several inches by fist Soft Easily penetrated several inches by thumb Medium Stiff Penetrated by thumb with effort Stiff Indented by thumb with effort very Stiff Indented by thumbnail Hard Indented with difficulty With thumbnail NOTE: The depths on the test pit logs are shown in 0.1 foot increments, however these depths are based on approximate measurements across the length of the test pit and should be considered accurate to 0.5 foot. The depths are relative to the adjacent ground surface. Icicle Creek lanation For Test Pit Logs - Figure 3 Test Pit TP-1 CLIENT Amberwood LLC PROJECT NAME Beclan PlaCe PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 6.5 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUNDWATER 4.0 ft SZ CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES CL } � F- a MATERIAL DESCRIPTION _ p =O O f-W rn REMARKS �� J �U3 C7 2Z g 0 Dark brown silty fine SAND with gravel and fine roots (loose, moist) (topsoil) ` ' SM _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — _ -- Travel Brawn silty fine SAND with occasional gravel (medium dense to dense, moist to wet) (weathered glacial till) -YTa SM 3.5 __ u _ light brown silty fine to medium SAND with gravel (dense to very dense, mist) S-2 5 (glacial till) -- _ SM 6.5. o- d Test pit completed at 6.5 feet on 415106 Slow ground water seepage observed at 4 feet Disturbed soil sample obtained at 3 and 5 feet Test Pit TP-2 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 7.0 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft Q CHECKED BY MSR EXCAVATION ECIUIPMENT Case 140K rubber -tire backhoe NOTES = d0 Uj Q. �W W I MATERIAL DESCRIPTION ° p O Co W REMARKS LU �� c7 ChN a-z g 0 Dark brown silty fine SAND with fine roots (loose, moist) (topsoil) SM �s Brown silty SAND with gravel (medium dense, wet) (weathered glacial till)-V S-1 SM 4.0------------------------------------o_ — Light brown silty SAND with gravel (dense to very dense, moist) (glacial fill) 5 S-2 Y SM 7.0 n ' o Test pit Completed at 7.0 feet on 415146 Moderate ground water seepage observed at 2 feet Disturbed soil sample obtained at 3 and 6 feet Icicle Creek Engineers Test Pit Logs - Figure 4 Test Pit TP-3 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 7.0 ft GROUND ELEVATION - LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 3.0 ft Q CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -lire backhoe NOTES 0.C� _j Uj o} OC a MATERIAL DESCRIPTION O 0 2 J M REMARKS U) 2Z g Dark brown silty fine SAND with gravel and fine roots (loose, moist) (topsoil) 7.5 SM J Brawn silty SAND with gravel (medium dense to dense, moist to wet) (weathered 5-1 glacial till) S7 ~ el -- 5M _ 4.0 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Light brown silty SAND with gravel (dense to very dense, moist) (glacial till) J _ _ 5-2 5 - � SM 7.0 Test pit completed at 7.0 feet on 415106 Moderate ground water seepage observed at 3 feet Disturbed soil sample obtained at 3 and 5 feet Test Pit TP-4 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 5.0 ft GROUND ELEVATION - LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft SL CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES w a w cn crr) w MATERIAL DESCRIPTION 0 0 g REMARKS a 0 2z g d N Dark brown silty SAND with occasional gravel and fine roots (loose, moist) (topsoil'' - ---------------------------------- SM Brown to light brown silty SAND with gravel (medium dense to very dense,5hoist to wet) (glacial till) SM 5 15.0 O O" S-1 Test pit completed at 5.0 feet on 415106 Slow ground water seepage observed at 2 feet Disturbed soil Sample obtained at 5 feet Icicle Creek Engineers Test Pit Logs - Figure 5 Test Pit TP-5 CLIENT Amberwood LLC PROJECT NAME Beclan place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 6.5 It GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Arnberwood LLC GROUND WATER None observed CHECKED BY ;ASR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES _ U = I'J O rw l trl w V MATERIAL DESCRIPTION Q p ' m W g r REMARKS tr 0a C7 z o fn Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) SM Brown to light brown silty SAND with gravel (medium dense to very dense, moist) -- (glacial till) S-1 �— SM 5 Test pit completed at 6.5 feet on 415106 No ground water observed Disturbed soil sample obtained at 4 feet Test Pit TP-6 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 6.5 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.5 ft 5Z CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES U -j d� H MATERIAL DESCRIPTION p 0 g w Lu Co � REMARKS " ; z 5 o N Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) _ e SM 1.3-------------------- --------------. — Brown to light brown SAND with silt and gravel (medium dense to very dense, moist to wet) (glacial till) Q e a SP- � SM S-1 5 6.5 , Test pit completed at 6.5 feet on 415106 Very slow ground water seepage observed at 2.5 feet Disturbed soil sample obtained at 5 feet Icicle Creek Engineers Test Pit Logs - Figure 6 Test Pit TP-7 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 6.0 ft GROUND ELEVATION LOGGED BY SES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 3.0 ft Q CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES uj w T C MATERIAL DESCRIPTION Q O �O O0 g g t~n ui REMARKS OcA z 0 d Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) SM t.3 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Brown to light brown silty SAND with gravel (medium dense to dense, moist to wet) " (glacial till) c_ S"1 SM -a Test pit completed at 6.0 feet on 415106 Slow ground water seepage observed at 3 feet Disturbed soil sample obtained at 4 feet Test Pit TP-8 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4I5106 TOTAL DEPTH 6.0 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Ambenaood LLC GROUND WATER 2.0 ft CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES [3 a- � uj o or a a= w " MATERIAL DESCRIPTION a J p m X'2 m � g w REMARKS � t7U) �z in 0 a Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) SM _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Brown to light brawn silty SAND with gravel (medium dense to very dense,_qoist to wet) (glacial till) SM S'1 5 6.0 Test pit completed at 6.0 feet on 415106 Slow ground water seepage observed at 2 feet Disturbed soil sample obtained at 5 feet Icicle Creek Engineers Test Pit Logs - Figure 7 Test Pit TP-9 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4l5I06 TOTAL DEPTH 6.0 ft GROUND ELEVATION - LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 5.0 ft SZ CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES r = O +— w v� w MATERIAL DESCRIPTION a. p 0 g Uj in W REMARKS a c� c�Cr z g 0 rn Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) SM 1.3 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Brown to light brown silty SAND with gravel (medium dense to dense, moist to wet) r (glacial till) o' SM S-1 Test pit completed at 6.0 feet on 415106 Slow ground water seepage observed at 5 feet Disturbed soil sample obtained at 4.5 feet Icicle Creek Engineers Test Pit Logs - Figure 8 Form No. 14 Subdivision Guarantee Issued by Guarantee No.: 817142 The Talon Group a Division of First American Title Insurance Co. 11400 5E 8th R Ste 250, Bellevue, WA 98004 Title Ofcer.• Tim Daniels Phone: (425)455 3400 FAX.• (425)455-9772 First American Title Form No. 14 Subdlvlsion Guarantee (4-10-75) LIABILITY $ FEE $ Guarantee No.: 817142 Page No.: i The Talon Group a n Fterkan Tle Insurance Co.The Talon31400 SE eIth S, Ste 250 Bellevue, WA 98004 T I T L S A N 0 SETTLEMENT SERVICES Phn - (425)455-3400 (800)497-0123 Fax - (425)455-9772 1,000.00 SUBDIVISION GUARANTEE ORDER NO.: 350.00 TAX $ 30.80 YOUR REF.: First American title Insurance Company a Corporation, herein called the Company Subject to the Liability Exclusions and Limitations set forth below and in Schedule A. GUARANTEES John L. Scott - R.E. Renton 817142 herein called the Assured, against loss not exceeding the liability amount stated above which the Assured shall sustain by reason of any Incorrectness in the assurances set forth in Schedule A. LIABILITY EXCLUSIONS AND LIMITATIONS 1. No guarantee is given nor liability assumed with respect to the validity, legal effect or priority of any matter shown therein. 2. The Company's liability hereunder shall be limited to the amount of actual loss sustained by the Assured because of reliance upon the assurance herein set forth, but in no event shall the Company's liability exceed the liability amount set forth above. 3. This Guarantee is restricted to the use of the Assured for the purpose of providing title evidence as may be required when subdividing land pursuant to the provisions of Chapter 58.17, R.C.W., and the local regulations and ordinances adopted pursuant to said statute, It is not to be used as a basis for closing any transaction affecting title to said property. Dated: May 11, 2006 at 7:30 A.M. First Ameriean Title Form No. 14 Subdivision Guarantee (4-14-75) SCHEDULE A The assurances referred to on the face page are: A. Title is vested in: Guarantee No.: 817142 Page No.: 2 Craig R. Landon and Catherine E. Landon aka Cathy Landon, husband and wife, as to Parcel A; Amberwood, LLC, a Washington Limited Liability Company as to an undivided 50% interest and Craig Landon and Cathy Landon, aka Catherine E. Landon, husband and wife as to an undivided 50% interest as to Parcel B; Amberwood, L.L.C., a Limited Liability Company and Craig Landon and Cathy E. Landon aka Catherine E. Landon, husband and wife, as to Parcel C; Kerwin W. Sneed and Heather A. Sneed, husband and wife, as to Parcel D That according to the Company's title plant records relative to the following described real property (including those records maintained and indexed by name), there are no other documents affecting title to said real property or any porition thereof, other than those shown below under Record Matters. The following matters are excluded from the coverage of this Guarantee: 1. Unpatented Mining Claims, reservations or exceptions In patents or in acts authorizing the issuance thereof. 2. Water rights, claims or title to water. 3. Tax Deeds to the State of Washington. 4. Documents pertaining to mineral estates. DESCRIPTION: PARCEL A: LOT 3 OF KING COUNTY SHORT PLAT NO. 488038 UNDER RECORDING NO. 8909120157, RECORDS OF KING COUNTY, WASHINGTON. PARCEL B: THE EAST 310 FEET OF THE SOUTH 200 FEET OF THE FOLLOWING: THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15 TOWNSHIP 23 NORTH, RANGE 5 EAST, W. M., IN KING COUNTY, WASHINGTON; EXCEPT THE SOUTH AND WEST 30 FEET FOR ROAD PURPOSES; AND EXCEPT THE EAST 30 FEET DEEDED TO KING COUNTY FOR ROAD PURPOSES BY INSTRUMENT RECORDED UNDER AUDITOR'S FILE NOS. 1408997 AND 4918232. PARCEL C: THAT PORTION OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID SUBDIVISION, AND RUNNING THENCE SOUTH 88022'52" EAST, ALONG THE NORTHERLY LINE THEREOF, 30 First American Me Form No. 14 Subdivision Guarantee (4-10-75) Guarantee No.: 8171.42 Page No.: 3 FEET, MORE OR LESS, TO INTERSECT A LINE WHICH IS PARALLEL TO AND 30 FEET EASTERLY, MEASURED AT RIGHT ANGLES, FROM THE WESTERLY LINE OF SAID SUBDIVISION, THENCE SOUTH 0028'40" WEST ALONG SAID PARALLEL LINE, 200 FEET, THENCE EASTERLY, PARALLEL TO THE NORTHERLY LINE OF SAID SUBDIVISION, 300.70 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED, THENCE CONTINUING EASTERLY PARALLEL TO THE NORTHERLY LINE OF SAID SUBDIVISION, 300.70 FEET TO INTERSECT A LINE WHICH IS PARALLEL TO AND 30 FEET WESTERLY, MEASURED AT RIGHT ANGLES, FROM THE EASTERLY LINE OF SAID SUBDIVISION, THENCE SOUTH 0025'28" WEST ALONG SAID PARALLEL LINE 226.91 FEET, THENCE NORTH 88024'50" WEST, PARALLEL TO THE SOUTHERLY LINE OF SAID SUBDIVISION 300.80 FEET; THENCE NORTHERLY 227 09 FEET TO THE TRUE POINT OF BEGINNING EXCEPT THAT PORTION DESCRIBED AS FOLLOWS THE NORTH 117 FEET OF THE EAST 280 FEET OF THE SOUTH 417 FEET OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 5 EAST, W M, IN KING COUNTY, WASHINGTON, EXCEPT THE EAST 30 FEET THEREOF PARCEL D: THE NORTH 117 FEET OF THE EAST 280 FEET OF THE SOUTH 417 FEET OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON; EXCEPT THE EAST 30 FEET THEREOF. APN: 152305906504 APN: 152305906405 APN: 152305909003 APN: 152305911603 First American 77tle Form No. 14 Subdivision Guaranbee (4-10.75) RECORD MATTERS: Guarantee No.: 817142 Page No.: 4 1. Lien of the Real Estate Excise Sales Tax and Surcharge upon any sale of said premises, if unpaid. As of the date herein, the excise tax rate for unincorporated King County is at 1.78 Levy/Area Code: 4342 For all transactions recorded on or after My 1, 2005: • A fee of $10.00 will be charged on all exempt transactions; A fee of $5.00 will be charged on all taxable transactions in addition to the excise tax due. 2. General Taxes for the year 2006. The first half becomes delinquent after April 30th. The second half becomes delinquent after October 31st. Tax Account No.: 152305906504 1st Half Amount Billed: $ 1,774.63 Amount Paid: $ 1,774.63 Amount Due: $ 0.00 Assessed Land Value: $ 284,000.00 Assessed Improvement Value: $ 0.00 Amount Billed: Amount Paid: Amount Due: Assessed Land Value: Assessed improvement Value: Affects: 2nd Half $ 1,774.63 $ 0.00 $ 1,774.63 $ 284,000.00 $ 0.00 Parcel A 3. Taxes which may be assessed and extended on any subsequent roll for the tax year 2006, with respect to new improvements and the first occupancy which may be included on the regular assessment roll and which are an accruing lien not yet due or payable. Affects: Parcel A First American Idle Form No. 14 Subdivision Guarantee (4-10-75) Guarantee No.: 817142 Page No.: 5 4. General Taxes for the year 2006. The first half becomes delinquent after April 30th. The second half becomes delinquent after October 31st. Tax Account No.: 152305906405 1st Half Amount Billed: $ 1,700.94 Amount Paid: $ 1,700.94 Amount Due: $ 0.00 Assessed Land Value: $ 155,000.00 Assessed Improvement Value: $ 109,000.00 2nd Half Amount Billed: $ 1,700.94 Amount Paid: $ 0.00 Amount Due: $ 1,700.94 Assessed Land Value: $ 155,000.00 Assessed Improvement Value: $ 109,000.00 Affects: Parcel B 5. General Taxes for the year 2006. The first half becomes delinquent after April 30th. The second half becomes delinquent after October 31st. Tax Account No.: 152305911603 1st Half Amount Billed: $ 1,651.12 Amount Paid: $ 1,651.12 Amount Due: $ 0.00 Assessed Land Value: $ 124,000,00 Assessed Improvement Value: $ 132,000.00 2nd Half Amount Billed: $ 1,651.12 Amount Paid: $ 0.00 Amount Due: $ 1,651.12 Assessed Land Value: $ 124,000.00 Assessed Improvement Value: $ 132,000.00 Affects: Parcel D 6. Facility Charges, if any, including but not limited to hook-up, or connection charges and latecomer charges for sewer, water and public facilities of City of Renton, Washington, Ordinance No. 4612 as disclosed by instrument recorded June 21, 1996 under recording no. 9606210966. Affects: Parcels A and C First American Tt/e Form No. 14 Guarantee No.: 817142 Subdivision Guarantee (4-10-75) Page No.: 6 7. Deed of Trust and the terms and conditions thereof. Grantor/Trustor: Kenneth W Hill Grantee/Beneficiary: Judy L Ingram Trustee: First American Title Insurance Company Amount: $20,000.00 Recorded: October 10, 2002 Recording Information: 20021010002382 Affects: Parcels C and D 8. Deed of Trust and the terms and conditions thereof. Grantor/Trustor: Kerwin M Sneed and Heather A Sneed, husband and wife Grantee/Beneficiary: Mortgage Electronic Registration Systems, Inc., "MERS" solely as a nominee for America One Finance, a Washington Corporation, its successors and assigns Trustee: First American Amount: $201,400.00 Recorded: June 05, 2003 Recording Information: 20030605001059 Affects: Parcel D 9. Deed of Trust and the terms and conditions thereof. Grantor/Trustor: Kerwin M. Sneed and Heather A. Sneed, husband and wife Grantee/Beneficiary: USAA Federal Savings Bank ("USAA FSB") Trustee: Socius Law Group, P.U.C. Amount: $80,000,00 Recorded: March 09, 2006 Recording No.: 20060309001196 Affects: Parcel D Note: This Deed of Trust contains Line of Credit privileges. If the current balance owing on said obligation is to be paid in full in the forthcoming transaction, confirmation should be made that the beneficiary will issue a proper request for full reconveyance. First American Title Form No. 14 subdWislon Guarantee (4-10-75) Guarantee No.: 817142 Page No.: 7 10. Any and all offers of dedication, conditions, restrictions, easements, fence line/boundary discrepancies, notes and/or provisions shown or disclosed by the filed or recorded map referred to in the legal description. Affects; Parcel A 11. Reservations and exceptions, including the terms and conditions thereof: Reserving: Minerals Reserved By: Northern Pacific Railroad Recorded: June 01, 1891 Recording Information: 79509 We note no examination has been made regarding the transfer or taxation of the reserved rights. Affects: Parcels A, B, C and D 12. Right to make necessary slopes for cuts or fills upon said premises for icing County as granted by deed recorded May 03, 1958 under recording no. 4918233. Affects: Parcels C and D 13. Right to make necessary slopes for cuts or fills upon said premises as granted by deed recorded under recording no. 4918232. Affects: Parcel B 14. Evidence of the authority of the individual(s) to execute the forthcoming document for Amberwood, LLC, copies of the current operating agreement should be submitted prior to Ic osina. INFORMATIONAL NOTES A. Any sketch attached hereto is done so as a courtesy only and Is not part of any title commitment or policy. It is furnished solely for the purpose of assisting In locating the premises and First American expressly disclaims any liability which may result from reliance made upon it. B. The following deeds affecting the property herein described have been recorded within 24 months of the effective date of this commitment: 20060301001041 C. General taxes for the year 2006, which have been paid. Tax Account No.: 152305909003 Amount: $ 733.93 Assessed Land Value: $ 58,000.00 Assessed Improvement Value: $ 0.00 Affects: Parcel C Fast Amwxan Title Form No. 14 Subdivision Guarantee (4-10-75) SCHEDULE OF EXCLUSIONS FROM COVERAGE OF THIS GUARANTEE Guarantee No.: 817142 Page No.: 8 1. Except to the extent that specific assurance are provided in Schedule A of this Guarantee, the Company assumes no liability for loss or damage by reason of the following: (a) Defects, liens, encumbrances, adverse claims or other matters against the title, whether or not shown by the public records. (b) (1) Taxes or assessments of any taxing authority that levies taxes or assessments on real property; or, (2) Proceedings by a public agency which may result In taxes or assessments, or notices of such proceedings, whether or not the matters excluded under (1) or (2) are shown by the records of the taxing authority or by the public records. (c) (1) Unpatented mining claims; (2) reservations or exceptions in patents or in Acts authorizing the Issuance thereof, (3) water rights, claims or title to water, whether or not the matters excluded under (1), (2) or (3) are shown by the public records. 2. Notwithstanding any specific assurances which are provided in Schedule A of this Guarantee, the Company assumes no liability for loss or damage by reason of the following: (a) Defects, liens, encumbrances, adverse claims or other matters affecting the title to any property beyond the lines of the land expressly described in the description set forth in Schedule (A), (C) or in Part 2 of this Guarantee, or title to streets, roads, avenues, lanes, ways or waterways to which such land abuts, or the right to maintain therein vaults, tunnels, ramps, or any structure or improvements; or any rights or easements therein, unless such property, rights or easements are expressly and specifically set forth in said description, (b) Defects, liens, encumbrances, adverse claims or other matters, whether or not shown by the public records; (1) which are created, suffered, assumed or agreed to by one or more of the Assureds; (2) which result in no loss to the Assured; or (3) which do not result in the invalidity or potential invalidity of any judicial or non -judicial proceeding which is within the scope and purpose of the assurances provided. (c) The Identity of any party shown or referred to in Schedule A. (d) The validity, legal effect or priority of any matter shown or referred to in this Guarantee. GUARANTEE CONDITIONS AND STIPULATIONS 1. Deflnitjon of terms. The following terms when used in the Guarantee mean: (a) the "Assured": the party or parties named as the Assured in this Guarantee, or on a supplemental writing executed by the Company. (b) "land": the land described or referred to in Schedule (A) (C) or in Part 2, and improvements affixed thereto which by law constitute real property. The term "land" does not include any property beyond the lines of the area described or referred to in Schedule (A) (C) or in Part 2, nor any right, title, interest, estate or easement in abutting streets, roads, avenues, alleys, lanes, ways ar waterways. (c) "mortgage": mortgage, deed of trust, trust deed, or other security instrument. (d) "public records" : records established under state statutes at Date of Guarantee for the purpose of Imparting constrictive notice of matters relating to real property to purchasers For value and without knowledge. (e) "date": the effective date. 2. Notice of Claim to be Given by Assured Claimant. An Assured shall notify the Company promptly in writing in case knowledge shall come to an Assured hereunder of any claim of title or interest which is adverse to the title to the estate or interest, as stated herein, and which might cause loss or damage for which the Company may be liable by virtue of this Guarantee If prompt notice shall not be given to the Company, then all liability of the Company shall terminate with regard to the matter or matters for which prompt notice is required; provided, however, that failure to notify the Company shall in no case prejudice the rights of any Assured under this Guarantee unless the Company shall be prejudiced by the failure and then only to the extent of the prejudice. 3. No Duty to Defend or Prosecute. The Company shall have no duty to defend or prosecute any action or proceeding to which the Assured is a party, notwithstanding the nature of any allegation in such action or proceeding, 4. Company's Option to Defend or Prosecute Actions; Duty of Assured Claimant to Cooperate. Even though the Company has no duty to defend or prosecute as set forth in Paragraph 3 above: (a) The Company shall have the right, at its sole option and cost, to institute and prosecute any action or proceeding, interpose a defense, as limited in (b), or to do any other act which in its opinion may be necessary or desirable to establish the title to the estate or interest as stated herein, or to establish the lien rights or the Assured, or to prevent or reduce loss or damage to the Assured. The Company may take any appropriate action under the terms of this Guarantee, whether or not it shall be liable hereunder, and shall not thereby concede liability or waive any provlsion of this Guarantee. If the Company shall exercise its rights under this paragraph, it shall do so diligently, (b) If the Company elects to exercise its options as stated In Paragraph 4(a) the Company shall have the right to select counsel of its choice (subject to the right of such Assured to object for reasonable cause) to represent the Assured and shall not be liable for and will not pay the fees of any other counsel, nor will the Company pay any fees, costs or expenses incurred by an Assured in the defense of those causes of action which allege matters not covered by this Guarantee. (c) Whenever the Company shall have brought an action or interposed a defense as permitted by the provisions or this Guarantee, the Company may pursue any litigation to final determination by a court of competent jurisdiction and expressly reserves the right, in its sole discretion, to appeal from an adverse judgment or order. (d) In all cases where this Guarantee permits the Company to prosecute or provide for the defense of any action or proceeding, an Assured shall secure to the Company the right to so prosecute or provide for the defense of any action or proceeding, and all appeals therein, and permit the Company to use, at its option, the name of such Assured for this purpose. Whenever requested by the Company, an Assured, at the Company's expense, shall give the Company all reasonable aid in any action or proceeding, securing evidence, obtaining witnesses, prosecuting or defending the action or lawful act which in the opinion of the Company may be necessary or desirable to establish the title to the estate or Interest as stated herein, or to establish the lien rights of the Assured. If the Company Is prejudiced by the failure of the Assured to furnish the required cooperation, the Company's obligations to the Assured under the Guarantee shall terminate. S. Proof of Loss or Damage. In addition to and after the notices required under Section 2 of these Conditions and Stipulations have been provided to the Company, a proof of loss or damage signed and sworn to by the Assured shall be furnished to the Company within ninety (90) days after the Assured shall ascertain the facts giving rise to the loss or damage. The Proof of loss or damage shall describe the matters covered by this Guarantee which constitute the basis of loss or damage and shall state, to the extent possible, the basis of calculabng the amount of the loss or damage. If the Company Is prejudiced by the failure of the Assured to provide the required proof of loss or damage, the Company's obligation to such Assured under the Guarantee shall terminate. In addition, the Assured may reasonably be required to submit to examination under oath by any authorized representative of the Company and shall produce for examination, inspection and copying, at such reasonable times and places as may be designated by any authorized representative of the Company, all records, books, ledgers, checks, correspondence and memoranda, whether bearing a date before or after Date of Guarantee, which reasonably pertain to the loss or damage. Further, if requested by any authorized representative of the Company, the Assured shall grant its permission, in writing, for any authorized representative of the Company to examine, inspect and copy all records, books, ledgers, checks, correspondence and memoranda in the custody or control of a third party, which reasonably pertain to the Loss or Damage. All information designated as confidential by the Assured provided to the Company, pursuant to this Section shall not be disclosed to others unless, in the reasonable judgment of the Company, It is necessary in the administration of the claim. Failure of the Assured to submit for examination under oath, produce other reasonably requested information or grant permission to secure reasonably necessary information from third parties as required in the above paragraph, unless prohibited by law or govemmentai regulation, shall terminate any liability of the Company under this Guarantee to the Assured for that claim. Form No. 12a2 (Rev. 12/15/95) First Ametican Title Form No. 14 SubclMslon Guarantee (4-10-75) 6. Options to Pay or Otherwise Settle Claims: Termination of Liability. In case of a claim under this Guarantee, the Company shall have the following additional options: (a) To Pay or Tender Payment of the Amount of Liability or to Purchase the Indebtedness. The Company shall have the option to pay or settle or compromise for or in the name of the Assured any claim which could result in lass to the Assured within the coverage of this Guarantee, or to pay the Full amount of this Guarantee or, if this Guarantee is issued For the benefit of a holder of a mortgage or a lienholder, the Company shall have the option to purchase the indebtedness secured by said mortgage or said lien for the amount owing thereon, together with any costs, reasonable attorneys' fees and expenses incurred by the Assured claimant which were authorized by the Company up to the time of purchase. Such purchase, payment or tender of payment of the full amount of the Guarantee shall terminate all liability of the Company hereunder. In the event after notice of claim has been given to the Company by the Assured the Company offers to purchase said indebtedness, the owner of such indebtedness shall transfer and assign said indebtedness, together with any collateral security, to the Company upon payment of the purchase price. Upon the exercise by the Company of the option provided for in Paragraph (a) the Company's obligation to the Assured under this Guarantee for the claimed loss or damage, other than to make the payment required in that paragraph, shall terminate, including any obligation to continue the defense or prosecution of any litigation for which the Company has exercised its options under Paragraph 4, and the Guarantee shall be surrendered to the Company for cancellation, (b) To Pay or otherwise Settle With Parties Other Than the Assured or With the Assured Claimant. To pay or otherwise settle with other parties for or In the name of ar Assured claimant any claim Assured against under this Guarantee, together with any costs, attorneys' Fees and expenses incurred by the Assured claimant which were authorized by the Company up to the time of payment and which the Company is obligated to pay. Upon the exercise by the Company of the option provided For in Paragraph (b) the Company's obligation to the Assured under this Guarantee for the claimed loss or damage, other than to make the payment required in that paragraph, shall terminate, including any obligation to continue the defense or prosecution of any litigation for which the Company has exercised its options under Paragraph 4. 7. Determination and Extent of Liability. This Guarantee is a contract of Indemnity against actual monetary loss or damage sustained or incurred by the Assured claimant who has suffered loss or damage by reason of reliance upon the assurances set forth in this Guarantee and only to the extent herein described, and subject to the Exclusions from Coverage of This Guarantee. The Liability of the Company under this Guarantee to the Assured shall not exceed the least of; (a) the amount of liability stated In Schedule A or in Part 2; (b) the amount of the unpaid principal indebtedness secured by the mortgage of an Assured mortgagee, as 0mited or provided under Section 6 of these Conditions and Stipulations or as reduced under Section 9 of these Conditions and Stipulations, at the time the loss or damage Assured against by this Guarantee occurs, together with interest thereon; or (c) the difference between the value of the estate or interest covered hereby as stated herein and the value of the estate or interest subject to any defect, lien or encumbrance Assured against by this Guarantee. S. Limitation of Liability. (a) If the Company establishes the title, or removes the alleged defect, lien or encumbrance, or cures any other matter Assured against by this Guarantee in a reasonably diligent manner by any method, including Iibgation and the completion of any appeals therefrom, it shall have fully performed its obligations with respect to that matter and shall not be liable for any loss or damage caused thereby. (b) In the event of any litigation by the Company or with the Company's consent, the Company shall have no liability for loss or damage until there has been a final determination by a court of competent jurisdiction, and disposition of all appeals therefrom, adverse to the title, as stated herein, Guarantee No.: 817142 Page Ni 9 (c) The Company shall not be liable For loss or damage to any Assured for liability voluntarily assumed by the Assured In settling any claim or suit without the prior written consent of the Company, 9. Reduction of Liability or Termination of Liability. All payments under this Guarantee, except payments made for costs, attorneys' fees and expenses pursuant to Paragraph 4 shall reduce the amount of liability pro tanto. 10. Payment of Loss. (a) No payment shall be made without producing this Guarantee for endorsement of the payment unless the Guarantee has been lost or destroyed, In which case proof of loss or destruction shall be furnished to the satisfaction of the Company, (b) When liability and the extent of loss or damage has been deflnitely fixed in accordance with these Conditions and Stipulations, the loss or damage shall be payable within thirty (30) days thereafter. 11. Subrogation Upon Payment or Settlement. Whenever the Company shall have settled and paid a claim under this Guarantee, all right of subrogation shall vest in the Company unaffected by arty act of the Assured claimant. The Company shall be subrogated to and be entitled to all rights and remedies which the Assured would have had against any person or property in respect to the claim had this Guarantee not been issued. If requested by the Company, the Assured shall transfer to the Company all rights and remedies against any person or property necessary In order to perfect this right of subrogation. The Assured shall permit the Company to sue, compromise or settle In the name of the Assured and to use the name of the Assured In any transaction or litigation involving these rights or remedies. If a payment on account of a claim does not fully cover the loss of the Assured the Company shall be subrogated to all rights and remedies of the Assured after the Assured shall have recovered its principal, interest, and costs of collection, 12. Arbitration. Unless prohibited by applicable law, either the Company or the Assured may demand arbitration pursuant to the Title Insurance Arbitration Rules of the American Arbitration Association. Arbitrable matters may Include, but are not limited to, any controversy or claim between the Company and the Assured arising out of or relating to this Guarantee, any service of the Company in connection with its issuance or the breach of a Guarantee provision or other obligation, All arbitrable matters when the Amount of Liability is $1,000,000 or less shall be arbitrated at the option of either the Company or the Assured. All arbitrable matters when the amount of liability is in excess of $1,000,000 shall be arbitrated only when agreed to by both the Company and the Assured. The Rules in effect at Date of Guarantee shall be binding upon the parties. The award may include attorneys' fees only if the laws of the state In which the land is located permits a court to award attorneys' fees to a prevailing party. Judgment upon the award rendered by the Arbitrator(s) may be entered in any court having jurisdiction thereof. The law of the sttus of the land shall apply to an arbitration under the Title Insurance Arbitration Rules. A copy or the Rules may be obtained from the Company upon request. 13. Liability Limited to This Guarantee; Guarantee Entire Contract. (a) This Guarantee together with all endorsements, if any, attached hereto by the Company is the entire Guarantee and contract between the Assured and the Company. In interpreting any provision of this Guarantee, this Guarantee shall be construed as a whole. (b) Any claim of loss or damage, whether or not based on negligence, or any action asserting such claim, shall be restricted to this Guarantee. (c) No amendment of or endorsement to this Guarantee can be made except by a writing endorsed hereon or attached hereto signed by either the President, a Vice President, the Secretary, an Assistant Secretary, or validating officer or authorized signatory of the Company. 14. Notices, where Sent. All notices required to be given the Company and any statement In writing required to be furnished the Company shall Include the number of this Guarantee and shall be addressed to the Company at 2 First American Way. Bldg, 2, Santa Ana, CA. 92707, Farm No. 1282 (Rev. 12115/95) First AmeriCan rtle r NASchweikl & Associates [c Civil Engineering, Project Management, & Consulting PRELIMINARY TECHNICAL INFORMATION REPORT FOR THE PLAT OF BECLAN PLACE PROJECT NO: 05057 DEVELOPMENT PLANNING C�Ty OF RENTMI APR 16 2001 APRIL 2007 RECEWCE PREPARED FOR.: AMBERWOOD, LLC/LANDON C/O MR. STEVEN BECK 19129 SE 145T11 STREET RENTON, WASHINGTON 98059 PREPARED BY: BRANT A. SCHWEIKL, P.E. SCHWEIKL AND ASSOCIATES, PLLC. 705 SOUTH 9T11 STREET, SUITE #303 TACOMA, WA 98405 (253) 272-4451 PRELIMINARY TECHNICAL INFORMATION REPORT FOR THE PLAT of BECLAN PLACE 2d Street Renton, Washington 98059 April 2007 Prepared for: AMBERWOOD, LLC/LANDON CIO MR. STEVEN BECK 19129 SE 145T11 STREET RENTON, WASHINGTON 98059 Prepared by: Brant A. Schweikl, P.E. REPORT #05057 "I hereby state that this Storm Drainage Report for The Plat of Beclan Place has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community of professional engineers. I understand that the City of Renton does not and will not assume liability for the sufficiency, suitability or performance of drainage facilities prepared by me." This analysis is based on data and records either supplied to, or obtained by, Schweikl and Associates, pllc. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. The Plat of Beclan Place Parcel Numbers 1523059064, 1523059065, 1523059090 and 1523059116 TECHNICAL INFORMATON REPORT TIR Section 1 - Project Overview The following project narrative is provided to the City of Renton as part of the Preliminary Plat submittal process for the proposed Beclan Place development project. The project is located at the northwest corner of the intersection of NE 2nd Street and Jericho Avenue NE. The proposed project consists of four existing parcels, (Parcel Numbers 1523059064, 1523059065, 1523059090 and 1523059116) which vary in size from .67 acres to 4.1 acres. Total area of the four parcels is 308,616 square feet (7.08 acres). The current City of Renton zoning classification is R-4 Single -Family Residential. Since the site was annexed into the City of Renton as part of the Mosier Annexation Area, it falls under Condition # 13 of the R-4 zoning code. This allows the site to develop to a maximum code density of 5 dwelling units per acre instead of the normal 4 dwelling units per acre allowed for standard R-4 zoning. At present there is an existing residence on parcel 1523059116. The other three parcels are vacant, a former residence on parcel 1523059064 having been previously demolished. Except for the landscaped area surrounding the existing residence, the remainder of the site is undeveloped and/or non -maintained. Most likely the site had been cleared or logged at some point in time, and the remnants of a pasture exist in the southern portion of the property. Adjacent to the western property line in the northwest corner of the site is a wetland. This wetland is part of a Iarger wetland that extends off the property to the west. The northern and western areas are also more wooden, with a mixture of maple, cedar, fir and hemlock trees. The project site is bounded on three sides by public right-of-ways. To the east is Jericho Avenue NE, the most prominent street addressing the site. To the south is NE 2"d Street, a less used residential street that currently dead ends a block west of the site. The NE Hoquiam Avenue right-of-way bounds the project site to the west and is unimproved. The project proposes to develop Hoquiam Avenue to provide the western region of the site access south to NE 2nd Street.. The West Coast project, directly west of the right-of- way, will share in the development of Hoquiam Avenue and coordination between the projects has already begun. The surrounding parcels are all zoned single-family residential. Current land uses either reflect that or remain undeveloped. Several established single-family residential plats exist immediately adjacent to the project. Two more, the West Coast project mentioned above, which is in the design stage, and the Shy Creek project, already building directly to the south, will add to that. The project proposes to plat the four existing parcels into 31 single-family lots in the R-4 Residential, Condition #13 zone. The existing residence will remain on what is to become the new Lot 21. Two tracts will also be created, one to preserve the wetland and its buffer, and another to house the storm drainage detention/water quality facility. The project will also dedicate area to the City of Renton for public right-of-way. A proposed internal road with a 42 foot wide right-of-way section, and a small piece of the south east corner of the site (outside of the City required 15 foot radius) will be dedicated. All proposed lots will front and access public right-of-ways directly except for lots 30 and 31. They will access a public right-of-way via a joint use access easement across Lot 28. All lots meet the 60 foot minimum width requirement and the 7,200 square foot minimum size requirement. The lots range in size from 7,201 square feet (Lots 17, 18, and 19) to 13,390 square feet (Lot 21). The overall density for the finished project becomes 4.93 dwelling units per acre. The ballpark opinion of probable cost of construction for site improvements is $886,000 and the opinion of probable fair market valve for the completed project is $19.5 million, assuming the finished dwelling units will be sold for an average price of $650,000, All lots will receive their utility services underground from their respective frontage or adjacent right-of-ways. All lots will be connected to the public sanitary sewer, including a new service to the existing residence on Lot 21. Their private septic system will be abandoned, The project proposes to install a new water main from the existing main in Jericho Avenue west through the proposed internal road, and connect to West Coasts proposed system. This water main will provide three fire hydrants along the internal road and the majority of the domestic water service for the project. A water line, teed south at Hoquiam, provides services and a fire hydrant to lots alon� that right-of-way. Extending the water line being installed by Shy Creek in the NE 2" Street right-of-way east, will provide services and a fire hydrant to the southeast corner of the project. A ten foot wide utilities easement will extend from the public right-of-ways into all lots fronting them. This will allow for the placement of dry utilities. Besides developing Hoquiam Avenue to a full 32 foot width pavement section with curb, gutter and sidewalks (half street improvements by Beclan Place, half street improvements by West Coast), right-of-way improvements will also be made to NE 2A Avenue and Jericho Avenue NE. Full half street improvements will be made to NE 2nd Street including curb, gutter and sidewalks, and a 16 foot wide lane paving. Curb, gutter and sidewalk will also be added to the projects side of Jericho Avenue, and the south bound lane extended to 18 feet from the centerline. The conceptual grading plan as depicted has 9,485 CY of Cut and 20,946 CY of Fill. The project is therefore determined to be a Cut site, and must have material imported from a offsite location. The final grading plan will attempt to provide an earthwork balance and reuse portions of the existing topsoil in non-structural onsite fill locations to reduce the amount of material needed to be transported onto the site. The project soils as mapped are found to be ground moraine deposits consisting of unsorted mixture of clay, silt sand and gravel, known commonly as glacial till. The glacial till is covered by approximately 1 to 1.5 feet of topsoil and 1 to 3.7 feet of weathered soil, consisting of medium dense silty sand with gravel (see Geotech Report). it is the unusual thickness of the topsoil layer that is creating the high earthwork quantity numbers. In light of maximizing the number of lots that can be created under the R-4 Single Family Residential Zoning Code, most of the trees within the developed area will be removed to allow for placement of the structures (See Tree Inventory Plan). Special care and considerations (grading, wetland tract) have been taken to ensure that certain trees will remain. New trees will be planted to meet the City of Renton's requirements (see Landscape Plan). All efforts will be taken to save any other existing trees or landscape features within the project boundary area that do not directly affect construction of the proposed new residences. The 2005 King County Surface Water Design Manual (KCSWDM) is the storm drainage regulatory manual adopted by the City of Renton. In accordance with the 2005 KCSWDM, Figure 1.1.2.A Flow Chart for Determining_ Type of Drainage Review Required, was utilized to determine the type of drainage review that the project is subject to. The results of the storm drainage review type was determined to be a Full Drainage Review, because the project proposes greater than 10,000 sf of new impervious surface and greater than 7000 sf of land disturbing activity. The King County Soils Survey Maps provided by the United States Department of Agriculture Soil Conservation Service were reviewed to determine the soil characteristics with the project sub basin with respect to the soils susceptibility to landslides and erosion and its capability for groundwater recharge and surface water runoff. The review indicated that the existing site soils are typical Alderwood (AgC) glacial till over lain by a 12" to IS" layer of topsoil. TIR Section 2 -- Conditions and Requirements The project will receive its complete plat conditions and requirements once the plat has completed it Preliminary Plat submittal process, Hearing and SEPA review. The preliminary plat submittal has been created with respect to the City of Renton Municipal Code and the 2005 King County Surface Water Design Manual (KCSWDM). The project is located in a Level 2 Flow Control basin and is required to provide Basic Water Quality Treatment. TYR Section 3 — Offsite Analysis The project's Level One Downstream Analysis was conducted on Saturday November 11, 2006. The weather at the time of the downstream analysis field investigation was partly mostly cloudy and approximately 45 degrees. There had been measurable precipitation in the past couple of days and there was runoff visible in most areas of the downstream. Resource Review The available resources were reviewed and a summary of the resource research follows: The project does not lie in either a FEMA flood plain, a Critical Drainage Area or an adopted Basin Plan. The King County Sensitive Areas portfolio was reviewed with the use of the iMap website and there area no sensitive areas located onsite. There are a few sensitive areas in the surrounding vicinity. 1.) Downstream, south of SE 138th Street there is an area of SAO Erosion and Landslide Hazard areas associated with the downstream stream corridor where the stream descends to the Cedar River valley. The King County WLR Drainage Complaints located in the immediate vicinity downstream properties were researched and a request for a description of the downstream storm drainage complaints was requested. There are some complaints to the west of the projects SW property corner that lie along the drainage features that passes through the adjacent developments to the west along NE 2"d Street. These parcels currently would only be affected by runoff from our proposed project predominately during a major storm event if the culvert inlet at the northeast quadrant of the NE 2"d Street and Hoquiam Ave NE intersection was to clog. The northern roadside ditch along NE 2"d Street does not convey water to the area to the west along NE 2nd Street. There is also a parcel to the south where Hoquiam Ave NE turns westward and becomes SE 136`h Street where the channelized stream opens up into a natural stream bed in an undeveloped parcel. The complaints will be further defined in the Final TIR once the available Drainage Complaint information has been obtained from King County. The existence of one wetland onsite was noted during the wetland reconnaissance by Alder NW and in their wetland report. Wetland "A", a 4,312 sf City of Renton Category 2 wetland with accompanying 50-foot buffer was located in the very northeast corner of the project. The wetland will not be altered in any manner and the 50 foot buffers will remain intact, no wetland buffer averaging is proposed. Field investigation The project site and downstream existing storm drainage infrastructure was inspected on Saturday November 11, 2006 at 9:30 am. The project's upstream storm drainage infrastructure includes the Jericho Ave NE right-of-way that has no defined storm drainage or open ditch system along the western shoulder of Jericho Ave NE. Therefore the runoff developed from the high point in the basin is either sheet or shallow flows the general flows in the northeast to southwest direction. The centerline of Jericho Ave NE is an offsite basin boundary line for runoff coming onto the project site. Therefore the eastern half of the Jericho Ave NE right-of-way does not contribute to the project and there are no cross culverts connecting the flows east of Jericho to the west and our basin. The minimal amount of roadway infrastructure improvements along the western property frontage will be set aside in a bypass basin and continue to drain the south along its existing natural discharge path. Generally northeast to southwest gradient is also consistent with our proposed project site, with the exception of a small portion of the northwest panhandle of the parcel that contributes storm drainage to existing Wetland "A" in the northwest comer of the parcel. About two thirds along the Jericho Ave NE frontage from the northeast property corner a shallow roadside ditch starts to manifest itself as it travels further to the south. This small reach of roadside ditch conveys water to the intersection of NE 2"d Street and underneath NE and south of the site outside the projects basin downstream path. The Hoquiam Ave. NE existing 30 half ROW (eastern) on the western boundary of the project is an unopened system existing public ROW. The southern parcel boundary is adjacent to the existing 60-foot public ROW and the road section incorporates a roadside ditch that collect the northern half of the 2nd Ave. NE ROW and the onsite sheet flows from the project onsite basin, The roadside ditch conveys runoff to the existing 8"0 culvert at the northeast quadrant of the NE 2"d Street and Hoquiam Ave. NE. The north boundary of the site is adjacent to single structure low density residential development with substantial remaining tree canopy and under brush in the western portions on the adjacent parcels. The downstream investigation commences at the natural point of discharge for the project at the northeast quadrant of the northeast quadrant of the intersection of NE 2"d Street and the Hoquiam Ave NE, (PT"A"). PT"A" is the western terminus of the roadside ditch along the north edge of the NE 2"d Street ROW and collects a majority of the projects existing site runoff. The runoff is prevented from being conveyed to the west by some fill material what may have been placed by some of the surrounding downstream residents. It is difficult to determine the actual past history of the design drainage patterns. The adjacent private driveway to the west has a 12"0 steel culvert that is plugged with 0.7' of material on the inlet side and 0.6' plugged on the outlet end that shows no evidence of stormwater runoff flow to the west. From PT"A" the site runoff is conveyed in 321f of 8"0 steel culvert at ±3.2% to PT"B" at the southeast quadrant of the intersection and discharges into the eastern roadside ditch. The eastern roadside ditch is approximately 2.5 feet wide at the bottom of the ditch, with 2:1 side slopes and is heavily vegetated with tall grasses and blackberry. The slope of the ditch is f2.0% with a depth of approximately 1.5 feet. At PT"C", 60 If downstream the eastern roadside ditch is still present, at an approximate slope of±2.0% and the centerline of the paved traveled way of the Hoquiam Ave NE is the western most edge of the sub basin draining to the ditch. The ditch continues southward to PT"D", downstream 2101f, the ditch has shallow flow a longitudinal slope of ±1.1% and is approximately 1.4' deep. At PT"E", 2861f downstream, is flow is approximately P wide and 3" deep and this is the point at where the blackberry vines dissipate. The ditch bottom is heavily grassed. At PT"F", 392 If downstream, near the intersection with SE 133`d Street, the flow is a trickle, 1' wide, 2:1 side slopes, is approximately 1.2' deep. The ditch contains significant leaf fall and organic clutter. At PT"G", 5401f downstream, the ditch bottom is approx. 2.3' wide and newly cleaned and maintained with less vegetation and is at a slope of t3.0%and is approximately 1,2' deep. The flow in this reach of the ditch is at a trickle. PT"H", 673 if downstream, is the point at which the ditch exhibits the clean and maintained appearance ends. The ditch bottom is approximately 3.0' wide and 1.3' deep. There is an erosion control roll 30-feet upstream, there is no evidence of erosion in the swale at this point. At PT"I", 686 If downstream, there is an 18" O CMP beveled end pipe inlet with aluminum debris barrier. At this point the ditch flows are taken into a tight lined public conveyance system. The entrance to the conveyance system is heavily covered with blackberry and leaf clutter. At PT"J", 740 if downstream, there is an area where there appear to have been runoff over flow from one of the Shy Creek temporary erosion control basin that most likely overflowed from the facility during a period of heavy precipitation. The flows enter the roadside ditch that recommences after PT"I". The ditch slope is ±1.7% and there is some evidence of scour on the eastern side slopes of the ditch were most likely caused by the overflow for the Shy Creek temporary erosion control facility. At PT"K", 8601f downstream, there is a SDMH at the edge of the edge of pavement. There is no flow in the ditch and is also the end of the gravel that has been scoured in the ditch from the overflow from PT"I". The ditch has heavy leaf clutter in the ditch. At PT"L", 1000 if downstream, the minor ditch flow combines with a significant stream flow for the Shy Creek residential project that enters into the former alignment of the roadside ditch after running parallel to the roadside ditch for approximately 50 down stream. The combined flow is clean and clear and 4-5' wide, 7" to 14" and flowing at a P/sec velocity. At PT"M", 1015 If downstream, there is a SDMH at the edge of the edge of pavement and a 24"0 N-12 with aluminum debris barrier located in the northern ditch line of SE 135th Street that conveys storm water runoff from the small drainage tributary that is travels from north to south through the Puget Colony Homes development and then enter our downstream path at this point. At the time of the downstream analysis there was no flow at the inlet. At the south side of SE 135th Street there is a 12"0 concrete pipe that is 50% clogged and has approximately 1.6' of available head prior to the overflow. The pipe conveys flows from the south side of the SE 1351h Street ROW to the main conveyance trunk in the Hoquiam Ave NE ROW. At PT"N", 1138 If downstream, the stream along the eastern edge of Hoquiam is 6' wide, 1.5' deep with a gravel bottom and leaf clutter. The slope of the stream at this point is t1.7%. At PT"O", 1263 if downstream, there is a SDMH along the main trunk line that runs parallel to the stream at the eastern road shoulder. The eastern bank of the stream has been cleared (1:1 slope), the western bank slope is vegetated and is approximately 2:1. The stream is 6' wide, flowing clear and 12" to 18" deep. The stream bed is gravel and cobbles. Upon reaching PT"P", 13391f downstream, the stream flow enters 54" O CMP wide culvert @ :L6.7%. that has approx. 74" of available head prior to overflow. The entrance to the culvert is heavily protected with 12"-6" rip rap to a depth of 18 inches and has a temporary 2" 0 discharge pipe from the detention facility just east of the stream. At PT"Q", 1384 if downstream, the stream emerges from the 54"0 CMP culvert along with the 30" O CMP tight lined conveyance trunk line from the Hoquiam Ave NE ROW and an independent 12"0 N-12 pipe (no flow) from the Hoquiam ROW. The three outlets combine into a clean flowing 12-foot wide forested stream corridor that continues to the south. The stream bead does not show any evidence of erosion scour or excessive sediment transport at the outlets. TIR Section 4 — Flow Control and Water Quality Analysis and Design The written conclusions from the Pre -application meeting conducted at the City of Renton indicates that the Plat of Beclan Place will be required to provide Flow Control to the Level 2 Flow Control levels and basic water quality as promulgated in the 2005 King County Surface Water Design Manual (KCSWDM) The conceptual storm drainage plan will include recharge of the existing Wetland A. The roof storm drains and pervious lawn surfaces from Lots 29 and 31 will be directed to discharge to the wetland buffer in Tract B. AlI of the other storm water runoff' from the project will be collected and conveyed to the detention/water quality facility, except for the minor street infrastructure widening and installation of concrete curb, gutter and sidewalk on Jericho Ave NE ROW which will continue to be conveyed to the south in the existing tight lined conveyance system along the western edge of the Jericho Ave NE ROW. The roof drains from Lots I - 4 will be conveyed to the rear of the lots, then south to a catch basin in the NE 2"d Street right-of-way. A 10 foot wide storm drainage easement along the rear of Lots 1, 2 and 3 will allow access for this line. The controlled discharge from the detention vault in Tract A will be conveyed offsite to a Type 2 catch basin being installed by Shy Creek at the southeast intersection of Hoquiam and NE 21" Here the flow will be conveyed south towards Maplewood Creek. The project proposed existing project drainage basin (PREDEV) includes 7.09 acres of existing area with a forested till existing land use covering. The existing house to remain on Lot 21 and its associated impervious driveway were not considered in the pre - developed basin, The proposed developed basin (DEV) is a 7.09 acre basin that is comprised of 4.01 acres of impervious area and 3.08 acres of lawn. The developed basin contains the two concrete driveways for Lots 29 & 31 that drain to the 20 wide private access drive. The KCRTS hydrologic modeling software that the 2005 KCSWDM requires engineers to utilize in sizing of flow control facilities (detention facilities) will be used to determine the project detention requirements. The City of Renton has adopted the 2005 KCSWDM as the City's storm drainage manual. The KCRTS modeling program indicates that the project will require 68 cubic feet of storage at the 50-year design water service and with the developed head over the riser of 0.10 feet the project's 100-year maximum overflow storage volume is 12,196 cubic feet. The proposed flow control facility will be located in a separate detention tract at the south west corner of the project. The facility is proposed to be an underground detention/water quality wet vault with the following dimension configurations that are set to maximize site usage and the detention and water quality design requirements of the KCSWDM with respect to the available tract area set aside. The dimensions provide an equivalent storage volume to that of the preliminary KCRTS calculations but provide for a deeper and longer vault than what automatically calculated by the KCRTS modeling software. The preliminary permanent water quality volume for the wet vault is calculated with respect to Section 6.4,1.1 of the 2005 KCSWDM for the Basic wetpond criteria. Wetpool volume = Vb=f*(0.9A; + 0.25Atg+ 0.10Atf+0.10Ao)*(R/12) Where, Vb = wetpooi volume (cf) f = volume factor A; = area of impervious surface (sf) Atg = area of till soil covered with grass (sf) Atf= area of till soil covered with forest (sf) A,,= area of outwash soil covered with grass or forest (sf) R = rainfall from mean annual storm event (inches) (refer to attached Figure 6.4, LA KCSWDM) Therefore, Vb = 3[(0.9(174,756) + 0.25(134,165))*(0.47/12)] Vb = 22,422 cf The proposed detention /water quality vault would be approximately 110'(L) x I00'(W) x ±11'(D). The water quality volume will at least 4 feet deep and at a depth of 4 feet the water quality will encompass approximately 51 % of the vault bottom. The remainder of the vault will be designed o drain to the outlet control structure and have no water quality wetpool storage incorporated. The discharge from the facility would be to the newly installed Type 2 CB just to the south of the southeast corner of the detention wet vault, adjacent to the NE 2nd Street ROW. TIR Section 5 — Conveyance System Analysis and Design The project proposes to install a series of Type I catch basins along the proposed Internal public road that drain to a sag low point adjacent to Lots 15 and 26. The flows will then be conveyed down to the south in a public storm drainage easement at the rear of the lots fronting on Hoquiam Ave. NE. There is also a 12" O storm drainage conveyance pipe that runs along the property Iine between Lots 24 & 25 that extends to the north parcel boundary for future connection of the under developed parcel adjacent to our parcel to the north. The flows through this proposed pipe are assumed be downstream of a future flow control facility. The project will install storm drainage improvements for the street widening and curb, gutter and sidewalk. The NE 2nd Street conveyance system will also convey the roof drain storm drainage runoff from the homes fronting on both Jericho Ave. NE and NE 2nd Street right-of-ways. The proposed lots fronting on the Hoquiam Ave. NE ROW will be conveyed in the private roof drainage system to the 12T public storm drainage conveyance system that conveys flow to the south property line of Lot 17, eastward to the a proposed Type 2 CB that combines with the runoff from the Internal Road. All public storm drainage pipe is proposed to be a minimum size 12" O. Preliminary sizing indicates that the pipe between CB#S and CB43 will be an 1 S" 0 pipe. The wetland recharge flows from the two proposed structures will be discharge to two separate in ground bubble up dispersion trenches to be located at the outer edge of the Wetland A buffer in locations designed to disperse the clean stormwater runoff throughout the wetland buffer and Wetland A. Special Requirements Analysis The Special Requirements #1 - #5, of Section 1.3 of the 2005 KCSWDM do not apply to the project. Summary In summary, the project proposes to install an underground detention and water quality vault to address the Level 2 Flow Control detention requirements. The vault will be located in a separate detention tract, Tract A, at the northeast quadrant of the intersection of Hoquiam Ave. NE and NE 2nd Street. The vault will be designed with the appropriate water quality dead storage to provide Basic Treatment. The project also performed a downstream analysis Core Requirement #2, to support our projects storm drainage design and found that the downstream appears to have sufficient capacity to convey the design storm event. Our proposed project will be providing flow control and will not increase the discharges to the existing downstream conveyance system. The adopted City of Renton storm drainage manual, the 2005 King County Surface Water Design Manual criteria requires that the project prepare a Full Drainage Review. The project will be designed with respect to and in accordance with the requirements of the 2005 KCSWDM. � N NG\■LTA l IILI =:IGWAA ON D1G\ IMN7: WASH W TON V } F x I t I I ,.A xa v "• s _i. TxA_. J v M. a. 44 i "4 t PANMER LARC ,5 LAME YOt1NOS AQUIFER PROTECTION ZONES Renton Municipal Code Technical Services Zone 1 ♦ . Plannln utldingtPuhllc warps Zone i Modified rue, D. Vsneskl .� September 2W5 `,::�' '. Zone 2 ---'---- city limns m yMM&OAD 'A's FO N't • MOM 1%liW 1 m A,A A i�!l:N M! SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2:2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ _—. ST1.0 1Af%0 iena LA1.0 147.9 --- ,-a River/Lakep Major Roadp 0 1/24/2005 2005 Surfa" Water Design Manual 3-22 6.4.1 WETPONDS —BASIC AND LARGE — METHODS OFAIYALYSIS FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES (FEET) ST 1.0 ST 1.0/ A ^ LA 1.0 LA 1.2 __r.,.......,�..,.�_ --- w.av lV _VJ4"1 inches unless rainfall data Is available for the location of interest (0.047) 24 The mean annual storm Is a Conceptual storm found by dlviCling the annual precipitation by the total number of stone events per year result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than S feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include: a few B, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 2005 Surface Water Design Manual 1/24/2005 6-71 AKSchweikl & Associates, P lic Civil Engineering, Project Management, & Consulting BECLAN PLACE — PRE DEVELOPED BASIN INPUT D_PREDEV_6 INPUT.doc SASchweiki & Associates, pllc Civil Engineering, Project Management, & Consulting BECLAN PLACE -PRE DEVELOPED PEAKS FILE Flow Frequency Analysis LogPearson III Coefficients Time Series File:dpredev 67 . tsf Mean= -0.767 StdDev= 0.233 Project Location:Sea-Tac Skew= -0.144 ---Annual Peak Flow Rates ---- Flow Rate Rank Time of Peak (CFS) 0.210 16 2/16/49 22:00 0.410 5 3/03/50 16:00 0.450 2 2/09/51 18:00 0.141 32 1/30/52 9:00 0.108 42 1/18/53 19:00 0.158 28 1/06/54 5:00 0.280 10 2/07/55 21:00 0.238 13 12/20/55 17:00 0.185 21 12/09/56 15:00 0.197 20 1/16/58 20:00 0.162 24 1/24/59 2:00 0.301 8 11/20/59 21:00 0.164 23 2/24/61 15:OO 0.098 44 1/03/62 2:00 0.130 36 11/25/62 15:00 0.162 25 1/01/64 19:00 0.114 40 11/30/64 12:00 0.124 38 1/06/66 3:00 0.277 11 1/19/67 14:00 0.164 22 2/03/68 23:00 0.160 27 12/03/68 17:00 0.136 34 1/13/70 23:00 0.110 41 12/06/70 8:00 0.335 7 2/28/72 3:00 0.148 30 1/13/73 5:00 0.161 26 1/15/74 2:00 0.242 12 12/26/74 23:00 0.149 29 12/03/75 17:00 0.017 50 3/24/77 20:00 0.129 37 12/10/77 17:00 C.077 46 2/12/79 8:00 0.207 18 12/15/79 B:00 0.115 39 12/26/80 4:00 0.208 17 10/06/81 15:00 0.202 19 1/05/83 8:00 0.134 35 1/24/84 11:00 0.064 48 2/11/85 6:00 0.347 6 1/18/86 21:00 0.280 9 11/24/86 4:00 0.106 43 1/14/88 12:00 0.067 47 4/05/89 16:00 Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (--FS) Period 0.477 1 89.50 0.989 0.450 2 32.13 0.969 0.427 3 19.58 0.949 0.418 4 14.08 0.929 0.410 5 1C.99 C.909 0.347 6 9.01 0.889 0.335 7 7.64 0.869 0.301 8 6.63 0.849 0.280 9 5.86 0.829 C.280 10 5.24 0.809 0.277 11 4.75 0.789 0.242 12 4.34 0.769. 0.238 13 3.99 0.749 0.233 14 3.70 0.729 0.217 15 3.44 0.709 0.210 16 3.22 0.690 0.208 17 3.03 0.670 0.207 18 2.85 0.650 0.202 19 2.70 0.630 0.197 20 2.56 0.610 0.185 21 2.44 0.590 0.164 22 2.32 0.570 0.164 23 2.22 0.550 0.162 24 2.13 0.530 0.162 25 2.04 0.510 0.161 26 1.96 0.490 0.16C 27 1.89 0.470 0.158 28 1.82 0.450 0.149 29 1.75 0.430 0.148 30 1.70 0.410 0.145 31 1.64 0.390 C.141 32 1.59 0.370 0.139 33 1.54 0.350 0.136 34 1.49 0.330 0.134 35 1.45 0.310 0.130 36 1.41 0.291 0.129 37 1.37 0.271 0.124 38 1.33 0.251 0.115 39 1.30 0.231 0.114 40 1.27 0.211 C.110 41 1.24 0.191 0.477 1 1/09/90 9:00 0.108 42 1.21 0.171 0.418 4 4/05/91 2:00 0.106 43 1.18 0.151 0.139 33 1/27/92 17:00 0.098 44 1.15 0.131 0.145 31 3/23/93 0:00 0.081 45 1.12 0.111 0.040 49 3/03/94 3:00 0.077 46 1.10 0.091 0.217 15 2/19/95 20:00 0.067 47 1.08 0.071 0.427 3 2/09/96 1:00 0.064 48 1.05 0.051 0.233 14 1/02/97 9:00 0.040 49 1.03 0.031 0.081 45 1/07/98 10:00 0.017 50 1.01 0.011 Computed Peaks 0.564 100.00 0.990 Computed Peaks 0.495 50.00 0.980 Computed Peaks 0.427 25.00 0.960 Computed Peaks 0.338 10.00 0.900 Computed Peaks 0.319 8.00 0.875 Computed Peaks 0.270 5.00 0.800 Computed Peaks 0.173 2.00 0.500 Computed Peaks 0.115 1.30 0.231 hKSchweikl & Associates, P lic Civil Engineering, Project Management, & Consulting BECLAN PLACE — DEVELOPED BASIN INPUT Area acres; 7M FQf S1' 0.000 TlIrF.'amfe, 0.000 s= Ti11; tang, 3.08 autyvagh Forest 0,000 Quiwash Pasture 10.000 QAtLWBsh Gea8a;0.000 Wetland 0A00 Itti eruioua.4,011 c; $cale<Facto 1.000 t ia-r�'1041a s DEV 6 iNPUT.doc AWA ,Schweikl &c Associates, o , pllc Civil Engineering, Project Management, & Consulting BECLAN PLACE --DEVELOPED PEAKS FILE Flow Frequency Analysis Time Series File : d_dev 6. tsf Project LOcation:SEa-Tac� :,ogPearson 11I Coefficients Mean= 0.030 StdDev= 0.099 Skew= 0.483 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (('FS) Period 1.11 21 2/16/49 21:00 1.83 1 89.50 0.989 1.67 3 3/03/50 16:00 1.70 2 32.13 0.969 1.12 20 2/09/51 2:00 1..67 3 19.58 0.949 0.902 39 10/15/51 13:00 1.66 4 14.08 0.929 0.851 45 3/24/53 15:00 1.55 5 10.99 0.909 1.02 28 12/19/53 19:00 1.50 6 9.01 0.889 1.06 22 11/25/54 2:00 1.40 7 7.64 0.869 1.03 26 11/18/55 15:00 1.34 8 6.63 0.849 1.20 15 12/09/56 14:00 1.33 9 5.86 0.829 1.06 23 12/25/57 16:00 1.27 10 5.24 0.809 0.815 47 11/18/58 13:00 1.26 11 4.75 0.789 1.04 25 11/20/59 5:00 1.25 12 4.34 0.769 0.917 37 2/14/61 21:00 1.24 13 3.99 0.749 0.896 40 11/22/61 2:00 1.22 14 3.70 0.729 0.904 38 12/15/62 2:00 1.20 15 3.44 0.709 1.04 24 12/31/63 23:00 1.20 16 3.22 0.690 0.929 36 12/21/64 4 : 0 0 1.18 17 3.03 0.670 0.937 35 1/05/66 16:00 1..16 18 2.85 0.650 1.34 8 11/13/66 19:00 1.15 19 2.70 0.630 1.50 6 8/24/68 16:00 1.12 20 2.56 0.610 0.865 42 12/03/68 16:00 i.11 21 2.44 0.590 0.937 34 1/13/70 22:00 1.06 22 2.32 0.570 0.880 41 12/05/70 9:00 1.06 23 2.22 0.550 1.33 9 2/27/72 7:00 1.04 24 2.13 0.530 0.850 46 1/13/73 2:00 1.04 25 2.04 0.510 0.945 33 11/28/73 9:00 1.03 26 1.96 0.490 1.27 10 12/26/74 23:00 1.02 27 1.89 0.470 0.858 44 12/02/75 20:00 1.02 28 1.82 0.450 1.02 27 8/26/77 2:00 0.983 29 1.75 0.430 1.40 7 9/17/78 2:00 0.962 30 1.70 0.410 1.26 11 9/08/79 15:00 0.958 31 1.64 C.390 1.16 18 12/14/79 21:00 0.958 32 1.59 0.370 1.22 14 11/21/80 11:00 0.945 33 1.54 0.350 1.66 4 10/06/81 0:00 0.937 34 1.49 0.330 1.24 13 10/28/82 16:00 0.937 35 1.45 0.310 0.983 29 1/03/84 1:00 C.929 36 1.41 0.291 0.864 43 6/06/85 22:00 0.917 37 1.37 0.271 1.20 16 1/18/86 16:00 0.904 38 1.33 0.251 1.55 5 10/26/86 0:00 0.902 39 1.30 0.231 0.740 49 11/11/87 0:00 0.896 40 1.27 0.211 0.958 32 8/21/89 17:00 0.880 41 1.24 0.191 05057_DEV_6_PKS.doc 1.83 1 1/09/90 6:00 0.865 42 1.21 0.171 1.70 2 11/24/90 8:00 0.864 43 1.18 0.151 0.962 30 1/27/92 15:00 0.858 44 1.15 0.131 0.674 50 11/01/92 16:00 0.851 45 1.12 0.111 0.765 48 11/30/93 22:00 0.850 46 1.10 0.091 0.958 31 11/30/94 4:00 0.815 47 1.08 0.071 1.25 12 2/08/96 10:00 0.765 48 1.05 0.051 -1.15 19 1/02/97 6:00 0.740 49 1.03 0.031 1.18 17 10/04/97 15:00 0.674 50 1.01 0.011 Computed Peaks 1.97 100.00 0.990 Computed Peaks 1.81 50.00 0.980 Computed Peaks 1.65 25.00 0.960 Computed Peaks 1.45 10.00 0.900 Computed Peaks 1.41 8.00 0.875 Computed Peaks 1.29 5.00 0.800 Computed Peaks 1.05 2.00 0.500 Computed Peaks 0.898 1.30 0.231 05057_DEV_6_PKS.doc 1W Schweikl & Associates, P llc Civil Engineering, Project Management, & Consulting BECLAN PLACE - TARGET FLOW DURATION Flow Duration from Time Series File:d_predev_4.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % s % 0.086 433706 99.020 99.020 0.980 0.980E-02 0.098 1026 0.234 99.254 0.746 0.746E-02 0.110 721 0.165 99.418 0.582 0.582E-02 0.122 555 0.127 99.545 0.455 0.455E-02 0.133 388 0.089 99.634 0.366 0.366E-02 0.145 321 0.073 99.707 0.293 0.293E-02 0.157 235 0.054 99.761 0.239 0.239E-02 0.168 197 0.045 99.806 0.194 0.194E-02 0.180 156 0.036 99.841 0.159 0.159E-02 0.192 117 0.027 99.868 0.132 0.132E-02 0.204 88 0.020 99.888 0.112 0.112E-02 0.215 97 0.022 99.910 0.090 0.897E-03 0.227 65 0.015 99.925 0.075 0.749E-03 0.239 49 0.011 99.936 0.064 0.637E-03 0.250 49 0.011 99.947 0.053 0.525E-03 0.262 28 0.006 99.954 0.046 0.461E-03 0.274 26 0.006 99.960 0.040 0.402E-03 0.285 24 0.005 99.965 0.035 0.347E-03 0.297 20 0.005 99.970 0.030 0.301E-03 0.309 15 0.003 99.973 0.027 0.267E-03 0.321 18 0.004 99.977 0.023 0.226E-03 0.332 18 0.004 99.982 0.018 0.185E-03 0.344 19 0.004 99.986 0.014 0.142E-03 0.356 12 0.003 99.989 0.011 0.114E-03 0.367 12 0.003 99.991 0.009 0.868E-04 0.379 9 0.002 99.993 0.007 0.662E-04 0.391 5 0.001 99.995 0.005 0.546E-04 0.402 4 0.001 99.995 0.005 0.457E-04 0.414 6 0.001 99.99"; 0.003 0.320E-04 0.426 7 0.002 99.998 0.002 0.160E-04 0.436 3 0.001 99.999 0.001 0.913E-05 0.449 2 0.000 100.000 0.000 0.457E-05 0.461 1 0.000 100.000 0.000 0.228E-05 0.473 0 0.000 100.000 0.000 0.228E-05 0.484 1 0.000 100.00E 0.000 0.000E+00 0.496 0 0.000 100,000 0.000 0.000E+00 TARGET-DUR.doc Schweikl & Associates, pllc Civil Engineering, Project Management, & Consulting BECLAN PLACE - TARGET INPUT TARGET,doc AW Schweikl & Associates, P llc Civil Engineering, Project Management, & Consulting BECLAN PLACE Duration Comparison Anaylsis Base File: d-predev_6.tsf New File: rdout6.tsf Cutoff Units: Discharge in CFS ------Fraction of Time ----- ---------Check of Cutoff Base New %Change Probability Base 0.086 1 0.10E-01 0.78E-02 -22.4 1 0.10E-01 0.086 0.116 1 0.51E-02 0.60E-02 17.'1 1 0.51E-02 0.116 0.146 1 0.29E-02 0.35E-02 20.6 f 0.29E-02 0.146 0.176 1 0.17E--02 0.19E-02 -/.5 0.17E-02 0.176 0.206 1 0.11E-02 0.86E-03 -19.8 0.11E-02 0.206 0.236 1 0.66E-03 0.52E-03 -21.3 1 0.66E-03 0.236 0.266 1 0.44E-03 0.46E-03 3.1 1 0.44E-03 0.266 0.296 1 0.30E-03 0.33E-03 8.3 1 0.30E-03 0.296 0.327 1 0.21E-03 0.20E-03 -5.4 1 0.21E-03 0.327 0.357 1 0.11E-03 0.11E-03 -8.0 1 0.11E-03 0.357 0.387 1 0.59E-04 0.41E-04 -30.8 0.59E-04 0.387 0.417 1 0.32E-04 0.30E-04 --7.1 0.32E-04 0.417 0.447 1 0.68E--05 0.14E-04 100.0 1 0.68E-05 0.447 0.477 1 0.23E-05 0.68E-05 200.0 1 0.23E-05 0.477 Maximum positive excursion = 0.012 cfs ( 9.9%) occurring at 0.121 cfs on the Base Data:d_predev_6.tsf and at 0.133 cfs on the New Data:rdout6.tsf Maximum negative excursion = 0.028 cfs (-11.4%) occurring at 0.249 cfs on the Base Data:dpredev_6.tsf and at 0.220 cfs on the New Data:rdost6.tsf Tolerance------- New%Change 0.081 -6.2 0.128 9.6 0.155 5.6 0.179 1.5 0.199 -3.5 0.214 -9.6 0.271 1.6 0.305 2.8 0.323 -1.1 0.353 -1.1 0.380 -1.7 0.414 -0.7 0.484 8.4 0.502 5.3 05057-COMPARE-6.doc AKA Schweik! & Associates, pile Civil Engineering, Project Management, & Consulting BECLAN PLACE Retention/Detention Facility Type of Facility: Detention vault Facility Length: 110.00 ft Facility Width: 100.00 ft Facility Area: 11000. sq. ft Effective Storage Depth: 6.30 f7:i Stage 0 Elevation: 10C.00 ft Storage Volume: 69300. cu. ft Riser Head: 6.30 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CPS) (in) 1 0.00 1.30 0.115 2 3.17 1.90 0.173 4.0 3 4.60 1.98 0.139 4.0 Top Notch Weir: Rectangular Length: 1.70 in Weir Height: 5.77 ft Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 100.00 0. 0.000 0.000 0.00 0.01 100.01 110. 0.003 0.005 0.00 0.03 100.03 330. 0.008 0.008 0.00 0.04 100.04 440. 0.010 0.009 0.00 0.05 100.05 550. 0.013 0.011 0.00 0.07 100.07 770. 0.018 0.012 0.00 0.08 100.08 880. 0.020 0.013 0.00 0.09 100.09 990. 0.023 0.014 0.00 0.11 100.11 1210. 0.028 0.015 0.00 0.25 100.25 2750. 0.063 0.023 0.00 0.40 100.40 4400. 0, Al 0.029 0.00 0.55 100.55 6050. 0.139 0.034 0.00 0.69 100.69 7590, 0.174 0.038 0.00 0.84 100.84 9240. 0.212 0.042 0.00 0.99 100.99 10890. 0.250 0.046 0.00 1.13 101.13 12430. 0.285 0.049 0.00 1.28 101.28 14080. 0.323 0.052 0.00 1.43 101.43 15730. 0.361 0.055 0.00 1.57 101.57 17270. 0.396 0.058 0.00 1.72 101.72 18920. 0.434 0.060 0.00 1.87 101.87 20570. C.472 0.063 0.00 2.01 102.01 22110. C.508 0.065 0.00 2.16 102.16 23360. 0.545 0.067 0.00 2.31 102.31 25410. C.583 0,070 0.00 2.45 102.45 26950, C.619 0.072 0.00 2.60 102.60 28600. 0.657 0.074 0.00 2.75 102.75 30250. 0.694 0.076 0.00 2,89 102.89 31790. 0.730 0.078 0.00 3.04 103.04 33440. 0,768 0.080 0.00 3.17 103.17 34870. 0.801 0.082 0.00 3.19 103.19 35090. 0.806 0.083 0.00 3.21 103.21 35310. 0,211 0.085 0.00 3.23 103.23 3553C. 0.816 0.089 0.00 3.25 103.25 35750, 0.821 0.095 0.00 3.27 103.27 35970, 0.826 0.101 0.00 3.29 103.29 36190, 0.831 0.109 0.00 3.31 103.31 36410. 0.836 0.118 0.00 3.33 103.33 36630. 0.841 0.123 0.00 3.35 103.35 36850. 0.846 0.125 0.00 3.49 103.49 36390. 0.881 0.141 0.00 3.64 103.64 40040. 0.919 0.155 0.00 3.79 103.79 41690. 0.957 0.166 0.00 3.93 103.93 43230. 0.992 0.177 0.00 4.08 104.08 4488C. 1.030 0.186 0.00 4.23 104.23 46530. 1.068 0.195 0.00 4.37 104.37 48070. 1.104 0,203 0.00 4.52 104.52 49720. 1..141 0.211 0.00 4.60 104.60 50600. 1.162 0.215 0.00 4.62 104.62 50820. 1.167 0.217 0.00 4.64 104.64 51040. 1.172 0.221 0.00 4.66 104.66 51260, 1,177 0.226 0.00 4.68 104.68 51480. 1..182 0.232 0.00 4.70 104.70 51700. 1.187 0.241 0.00 4.72 104.72 51920. 1."92 0,250 0.00 4.74 104.74 52140. 1.197 0.260 0.00 4.77 104.77 52470. 1.205 0.267 0.00 4.91 104.91 54010. 1.240 0.290 0.00 5.06 105.06 55660. 1.278 0.310 0.00 5.20 105.20 57200. 1.313 0.327 0.00 5.35 105.35 58850, 1.351 0.343 0.00 5.50 105.50 60500. 1.389 0.358 0.00 5.64 105.64 62040, 1.424 0.372 0.00 5.77 105.77 63470. 1..457 0.383 0.00 5.84 105.84 64240. 1.475 0.396 0.00 5.90 105.90 64900. 1.490 0.413 0.00 5.97 105.97 65670. '_.508 0.430 0.00 6.03 106.03 66330. 1.523 0,446 0.00 6.10 106.10 67100. 1.540 0.465 0.00 6.17 106.17 67870. 1.558 0.487 0.00 6.23 106.23 68530. 1,573 0.510 0.00 6.30 106.30 69300. 1.591 0.535 0.00 6.40 106.40 70400. 1.616 0.851 0.00 6.50 106.50 71500. 1.641 1,420 0.00 6.60 106.60 72600. 1.667 2.160 0,00 6.70 106.70 73700. 1.692 2.960 0.00 6.80 106.80 74800. 1.717 3.250 0.00 6.90 106.90 75900, 1.742 3.510 0.00 7.00 107.00 77000. 1.768 3.750 0.00 7.10 107.10 78100. 1.793 3.980 0.00 7.20 107.20 79200. 1.818 4.190 0.00 7.30 107.30 80300. 1.843 4.390 0.00 7.40 107.40 81400. 1.669 4.580 0.00 7.50 107.50 82500, 1.894 4.760 0.00 7.60 107.60 83600. 1.919 4.940 0.00 7.70 107.70 84700, 1.944 5.110 0.00 7.80 107.80 85800, 1.970 5.270 0.00 7.90 107.90 86900, 1.995 5.430 0.00 8.00 108.00 88000. 2.020 5.580 0.00 8.10 108.10 89100. 2.045 5.730 0.00 8.20 108.20 90200. 2.071 5.870 0.00 8.30 108.30 91300. 2.096 6.020 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage E1ev (Cu-Ft) (Ac-Ft) 1 1.12 0.56 0.50 6.21 106.21 68307. 1.568 2 1.25 ******* 0.45 6.04 106.04 66391. 1.524 3 1.83 #****** 0.39 5.79 105.79 63677. 1.462 4 1.55 ******* 0.32 5.18 105.18 56967. 1.308 5 1.33 ******* 0.32 5.14 105.14 56493. 1.297 6 1.66 ******* 0.23 4.66 104.66 51298. 1.178 7 0.86 ******* 0.15 3.62 103.62 39813. 0.914 8 1.11 ******* 0.08 3.12 103.12 34282. 0.787 ---------------------------------- Route Time Series through Facility Inflow Time Series File:d_dev_6.tsf Outflow Time Series File:rdout6 Inflow/Outflow Analysis Peak Inflow Discharge: 1.83 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discharge: 0.502 CFS at 20:00 on Feb 9 in 1951 Peak Reservoir Stage: 6.21 Ft Peak Reservoir Elev: 106.21 Ft Peak Reservoir Storage: 68308. Cu-Ft 1,568 Ac-Ft Flow Frequency Analysis LogPearson III Coefficients Time Series File:rdout6.tsf Mean= -0.822 StdDev= 0.242 Project Location:Sea-Tac Skew= 0.188 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS; (ft) Period 0.081 39 2/22/49 7:00 0.502 6.21 1 89.50 0.989 0.186 15 3/05/50 6:00 0.447 6.04 2 32.13 0.969 0.502 1 2/09/51 20:00 0.386 5.79 3 19.58 0.949 0.073 43 2/04/52 7:00 0.359 5.51 4 14.08 0.929 0.136 34 1/18/53 21:00 0.350 5.42 5 10.99 0.909 0.155 23 1/06/54 8:00 0.324 5.18 6 9.01 0.889 0.145 29 2/08/55 5:00 0.319 5.14 7 7.64 0.869 0.205 12 12/22/55 15:00 0.299 4.97 8 6.63 0.849 0.142 31 2/26/57 3:00 0,29E 4.96 9 5.86 0.829 0.174 19 1/17/58 7:00 0.262 4.75 10 5.24 0.809 0.081 38 1/24/59 16:00 0.216 4.61 11 4.75 0.789 0.350 5 11/21/59 2:00 0.205 4.41 12 4.34 0.769 0.179 16 11/24/60 11:00 0.191 4.17 13 3.99 0.749 0.066 48 12/24/61 5:00 0.191 4.16 14 3.70 0.729 0.141 32 11/26/62 10:00 0.186 4.08 15 3.44 0.709 0.154 24 11/19/63 16:00 0.179 3.97 16 3.22 0.690 0.179 18 12/01/64 2:00 0.1-79 3.97 17 3.03 0.670 0.116 36 1/07/66 3:00 0.?79 3.96 18 2.85 0.650 0.172 20 12/13/66 11:00 0.174 3.89 19 2.70 0.630 0.137 33 1/20/68 19:00 0.172 3.87 20 2.56 0.610 0.126 35 12/11/68 7:00 0.166 3.78 21 2.44 0.590 0.152 27 1/27/70 3:00 0.157 3.67 22 2.32 0.570 0.145 28 12/07/70 5:00 0.155 3.64 23 2.22 0.550 0.319 7 3/06/72 22:00 0.154 3.63 24 2.13 0.530 0.191 14 12/26/72 6:00 0.154 3.63 25 2.04 0.510 0.166 21 1/16/74 18:00 0.153 3.62 26 1.96 0.490 0.115 37 12/27/74 8:00 0.152 3.60 27 1.89 0.470 0.153 26 12/04/75 2:00 0.145 3.54 28 1.82 0.450 0.070 47 8/26/77 6:00 0.145 3.53 29 1.75 0.430 0.179 17 12/15/77 18:00 0.142 3.50 30 1.70 0.410 0.066 49 2/12/79 17:00 0.142 3.50 31 1.64 0.390 0.299 8 12/17/79 20:00 0.141 3.49 32 1.59 0.370 0.142 30 12/30/80 16:00 0.137 3.45 33 1.54 0.350 0.262 10 10/06/81 18:00 0.136 3.45 34 1.49 0.330 0.154 25 1/05/83 16:00 0.126 3.36 35 1.45 0.310 0.073 44 12/10/83 19:00 0.116 3.31 36 1.41 0.291 0.075 40 11/04/84 0:00 0.115 3.30 37 1.37 0.271 0.216 11 1/18/86 23:00 0.081 3.13 38 1.33 0.251 0.324 6 11/24/86 7:00 0.081 3.12 39 1.30 0.231 0.073 41 1/15/88 6:00 0.075 2.66 40 1.27 0.211 0.072 45 11/05/88 20:00 0.073 2.55 41 1.24 0.191 0.386 3 1/09/90 13:00 0.073 2.55 42 1.21 0.171 0.359 4 4/05/91 6:00 0.073 2.54 43 1.18 0.151 0.157 22 1/31/92 6:00 0.073 2.50 44 1.15 0.131 0.072 46 3/23/93 12:00 0.072 2.48 45 1.12 0.111 0.063 50 2/17/94 21:00 0.072 2.45 46 1.10 0.091 0.191 13 12/27/94 7:00 0.070 2.31 47 1.08 0.071 0.447 2 2/09/96 3:00 0.066 2.10 48 1.05 0.051 0.296 9 1/02/97 12:00 0.066 2.10 49 1.03 0.031 0.073 42 10/30/97 10:00 0.063 1.85 50 1.01 0.011 Computed Peaks 0.595 6.32 100.00 0.990 Computed Peaks 0.500 6.20 50.00 0.980 Computed Peaks 0.414 5.90 25.00 0.960 Computed Peaks 0.311 5.07 10.00 0.900 Computed Peaks 0.291 4.92 8.00 0.875 Computed Peaks 0.239 4.70 5.00 0.800 Computed Peaks 0.148 3.57 2.00 0.500 Computed Peaks 0.098 3.26 1.30 0.231 Flow Duration from Time Series File:rdout6.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.007 232956 53.186 53.186 46.814 0.468E+00 0.021 64685 14.768 67.955 32.045 0.320E+00 0.035 54892 12.532 80.487 19.513 0.195E+00 0.050 40046 9.143 89.630 10.370 0.104E+00 0.064 25199 5.753 95.383 4.617 0.462E-01 0.078 13749 3.139 98.522 1.478 0.148E-01 0.092 3290 0.751 99.273 0.727 0.727E-02 0.106 365 0.083 99.357 0.643 0.643E-02 0.120 281 0.064 99.421 0.579 0.579E-02 0.134 561 0.128 99.549 0.451 0.451E-02 0.148 526 0.120 99.669 0.331 0.331E-02 0.162 381 0.087 99.756 0.244 0.244E-02 0.177 261 0.060 99.816 0.184 0.184E-02 0.191 223 0.051 99.866 0.134 0.134E-02 0.205 184 0.042 99.908 0.092 0.916E-03 0.219 149 0.034 99.942 0.058 0.575E-03 0.233 22 0.005 99.947 0.053 0.525E-03 0.247 13 0.003 99.950 0.050 0.495E-03 0.261 9 0.002 99.953 0.047 0.475E-03 0.275 19 0.004 99.957 C.043 0.432E-03 0.289 26 0.006 99.963 0.037 0.372E-03 0.304 28 0.006 99.969 0.031 0.306E-03 0.318 34 0.008 99.91,7 0.023 0.231E-03 0.332 22 0.005 99.982 0.018 0.180E-03 0.346 21 0.005 99.987 0.013 0.132E-03 0.360 17 0.004 99.991 0.009 0.936E-04 0.374 12 0.003 99.993 C.007 0.662E-04 0.388 11 0.003 99.996 0.004 0.411E-04 0.402 3 0.001 99.997 0.003 0.342E-04 0.417 2 0.000 99.997 0.003 0.297E-04 0.431 3 0.001 99.998 0.002 0.228E-04 0.445 3 0.001 99.998 0.002 0.160E-04 0.459 2 0.000 99.999 0.001 0.114E-04 0.473 2 0.000 99.999 0.001 0.685E-05 0.487 1 0.000 100.000 0.000 0.457E-05 0.501 1 0.000 100.000 0.000 0.228E-05 Duration Comparison Anaylsis Base File: d_predev_6.tsf New File: rdout6.tsf Cutoff Units: Discharge in CFS Cutoff 0.086 0.116 0.146 0.176 0.206 0.236 0.266 0.296 0.327 0.357 0.387 0.417 0.447 0.477 -----Fraction of Time -µ--- Base New %Change 0.10E-01 0.78E-02 -22.4 0.51E-02 0.60E-02 17.7 0.29E-02 0.35E-02 20.6 0.17E-02 0.19E-02 7.5 0.11E-02 0.86E-03 -19.8 0.66E-03 0.52E-03 -21.3 0.44E-03 0.46E-03 3.1 0.30E-03 0.33E-03 8.3 0.21E-03 0.20E-03 -5.4 0.11E-03 0.11E-03 -8.0 0.59E-04 0.41E-04 -30.8 0.32E-04 0.30E-04 -7.1 0.68E-05 0.14E-04 100.0 0.23E-05 0.68E-05 200.0 ---------Check of Probability Base 0.10E-01 0.086 0.51E-02 0.116 0.29E-02 0.146 0.17E-02 0.176 0.11E-02 0.206 0.66E-03 0.236 0.44E-03 0.266 0.30E-03 0.296 0.21E-03 0.327 0.11E-03 0.357 0.59E-04 0.367 0.32E-C4 0.417 0.68E-05 0.447 0.23E-05 0.477 Maximum positive excursion = 0.012 cfs ( 9.9%) occurring at 0.121 cfs on the Base Data:d_predev_6.tsf and at 0.133 cfs on the New Data:rdout6,tsf Maximum negative excursion = 0.028 cfs (-11.4%) Tolerance------- New%Change 0.C81 -6.2 0.128 9.6 0.155 5.6 0.179 1.5 0.199 -3.5 0.214 -9.6 0.271 1.6 0.305 2.8 0.323 -1.1 0.353 -1.1 0.380 -1.7 0.414 -0.7 0.484 8.4 0.502 5.3 occurring at 0.249 cfs on the Base uata:d_predev_6.tsf and at 0.220 cfs on the New Data:rdout6.tsf AW.ASchweikl & Associates, plic Civil Engineering, Project Management, & Consulting BECLAN PLACE — DURATION ANALYSIS N coo 01) 10 10 10 Probabibty Exceedence 05057—DURATION ANALYSISI.doe CITY FILE NO. BECLAN PLACE PRELIMINARY PLAT A PORTION OF THE NW /I/4 OF THE NE l4 OF SEC. 15, TWP. 23 No, RGEe 5 E., W.M. N 9 14' ,, CITY OF RENTON, KING COUNTY, WASHINGTON 5' Gain - force J�7" caaa ± V!r 76' M°PN n` Y• - IQ Cetlw 4P� Il6• Neml IS• PRFDEYELOPED BASIN BOUNDARY LINE law N a ' r I 1 1 1 Letl j dry In ', 111i Ceacr � I f 'kr 35" Twin Mop3 1 fl I I S SIT 1 t I_ I PLAN VIEW SCALE: 1 - 40 J j I► I I I 1 h Jaw a ml GRAPHIC SCALE o e a .. d EINFM1 man - 40' fL. SITE ADDRESS 255 JERICHO AVENUE NE RENTON. WASHINGTON 98059 PARCEL NUMBERS 1523059084 1523059065 1523059090 1523059116 LEGAL DESCRIPTION I523G59065 LOT 3 OF KING COUNTY SNORT PLAT NO. 48BDM UNDER RECORDING NO. OODD124157, RECORDS OF TONG COUNTY, WASHINGTON, 152305M4 THE EAST 310 FEET OF THE SOUTH 200 FEET OF THE FOLLOIWNG: THE SDUIMA51 QUARTER OF THE NMTHK51 QUARTER OF THE NORTHEAST QUARTER OF SEC7DN 15. TOWNSHV 23 NORM. RANGE 5 EAST, "., N ONG COUNTY. WASHINGTON: EXCEPT THE SOUTH AND NEST 30 FEET FOR ROAD PUWWS; AND EXCEPT THE EAST 30 FEET DEEDED TO KING WU?fTY FOR ROAD P4AiP0.4ES BY NSTRu1EWT RECORDED UNDER AUDRORS FILE NOS 1408997 A7Wd 49N8232. 15230%m THAT PORTION OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTKIN 15, TONMW 23 NORTH. RANGE 5 EAST, W.A. IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORER OF SAID SUBOMSION, AND RUNNING THENCE SOUTH B ,2Z& - EAST. ALONG THE NORTHERLY LINE THEREOF, 30 FEET, WORE OF LEK TO INTERSECT A LINE *NCH IS PARALLEL TO AND 30 FEET EASTERLY, MEASURED AT RIGHT ANGLES. FROM THE WESTERLY LINE OF SAD SUDDIN510H. THENCE SOUTH O'28r40- WEST ALONG SAD PARALLEL LINE, 200 FEET, THENCE EASTERLY, PARALLEL TO THE NORTHERLY LINE OF SAID SUBDIVISION, 300.70 FEET TO THE TRUE PANT OF ffGINNING OF THE HRACT HEREIN DESCRIBED, THENCE CW11NUNG DsTE%Y PARALLEL TO THE NORTHERLY LINE OF W STAOMMM. 30CLM FEET TO $MRSECT A LINE WHICH IS PARALLEL TO AND 30 FEET WESTERLY, MEkMD Al RW ANGLES, FROM THE EASTERLY LINE OF S4O SUS M51ON, THENCE SOUWN O'25'2B- WEST ALONG SAID PARALLEL LIE 22L91 FEET, THENCE NORTH Mle51T' WEST, PARALLEL TO THE SOUDIERLY LINE OF SAID SUMMON 300.80 FEET; THENCE NORTHERLY 227.99 FEET TO THE TRITE POINT OF BECOMA EWFT THAT PORTION DESCRIBED AS FOLLOW'Sc THE NORTH 117 FEET OF THE EAST 280 FEET OF 7HE SOUTH 417 FEET OF THE SOUTHEAST QUARTER OF THE NORTHIMST QUARTER OF THE NORTHEAST QUARTER OF SECTION i% TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, '~ TNASFNWGTDN: —+ EXCEPT THE EAST 30 FEET THEREOF. 1523MI15 � ---�—_—__ RHE ROIEIH 117 FEET TO THE EAST 280 FEET OF THE SOUTH 417 FEET OF THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SEM 15, T PZ NORTH, RANGE 5 EAST, W.M.. IN KING COUNTY, WASONG I I i I EXCEPT THE EAST 30 FEET THEREOF. 1� I YKINITY MAP ❑ 4 4 4 = NTS OWNER/AGENT STEVE PECK 19129 SE 145TH STREET RENTON, WASHINGTON 98059 (425) 444-0461 SURVEYOR TRUE NORTH LAND SURVEYING, HNC. 157 YESLER WAY, SUITE 301 NH SEATTLE, WASHINGTON 98704-2596 (206) 332-D800 ENGINEER All GRANT A SCHWEIKL, P.E- SCHWEIKL AND ASSOCIATES, PLLC 705 SOUTH 9TH STREET, SUITE 303 TACOMA, WASHINGTON 98405 (253) 272-4451 EXISTING BASIN AREA 7.09 ACRES LLI oil CL*Z Ole m Zot m 09 z W � ¢ W w r m r� a � a` u Dedpned: NIJC Drawn: 5CP Checked: BAS Seale. Y . 40' Dale: 04/12/07 CALL 48 HOURS Joe Ne.; 06057 BEFORE YOU DIG Shoot No.: 1-800-424-5555 B1 + at 1 Sheele CITY FILE NO. CV1, TYPE T CSFOX TYPE 1 BECLAN PLACE PRELIMINARY PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC 15, TWP 23 No RGE 5 E, WM CITY OF RENTON, KING COUNTY, WASHINGTON . (D ' Wetland W) 31 30 4,312 SO. FT. e (RA 111110 T4 1 7 74 SF 8,596 SF GRAPHIC SCALE TRI�CT B 1), 75 SF , , cal 1ZT a ( ! 1 Imb . 40' FL I 1 I I , ! 28 : DEVELOPED 94SN MADARY LINE 290 ,+ 8,961 SF 09,140 5F + CBn3. TYPE 1 + _ — —_— r � " ! i � � ✓ R 8B7394- N' 342,07 �"" / 27 a+� 71390 SF I ( I l 26 22 r 2Q ` 7,417 SF l 7,500 SF i I I 7,498 SF 1 7,496 SF 7,494 SF aim 7,684 SF `NN ` C9/ 4, TYPE 1; r$nd, nP CBfI2. TYPE 2 f I �N ' W 1YI SOYA I I CBn7. TYPE t I I 3CLF1 2'i SD ' I --A— ' l 7,2E41 SF � i I \�` �� »G I .� 1 INTERNAL RC 18 I ' r Cans. TYPE , l\1 f C8{la T1PE r f7,201 SIF 18 II 4 t 9,982 SF r 15 , 14 f 8,271 SF I 13 12 I 1 f '° Ana TYPE , — i 7,847 SF 7,800 SF TIM SF + 7,800 SF ' 7,800 5F — — 17 N I \ 7,201 SF I ' C8A TYPE , � � I ! � � 1 � I 3 � 7,209 SF TYPE l l I r DETENTION + f 2 , . � 7,281 SF ; I 14.848 SF 10 + 7 ' I I B 5 7,858 SF ' 9 8 7,600 SF 800 SF 7,+ 7.800 SF �9 M 21 I l 7,800 5F I 7.800 SF + z I I R 2&D0' LBjd, TVPE l + ' =>d>g � I �. TTPE , � � 8,535 5F MP ' I . TYPE 2 ------ ' r---------------- 774 77. CBS. TYPE 2 Q C1111. TO[ 2 r.�.r-. !, TYPE , I i NE 2ND STFEET I 1 ENSTNG TYPE 2 CATCH BASIN — I I I — PLAN VIEW EASTIYG STORM LIRE PY MEN I T ' � I I I I ! I la'~ � I I CEIVI. TYPE 1 I 41 �I i II I! z 6 Lu rl > 0 I I V I Lu I IA"al, .7 —�LCS#A TYPE 1 CB/l9, TYPE 7 f II SITE ADDRESS 255 JERICHO AVENUE NE RENTON, WASHINGTON 98059 PARCEL NUMBERS 1523059064 1523059065 1523CS9090 1523059116 LEGAL DESCRIPTION 15230590/15 LOT 3 OF KING COUNTY SHORT PLAT NO. 4FN M UNDER RECORDING NO. B.9O3,20t57, RECORDS OF qNG IXiINTY. WASIOCTpI 1527659M TFE EAST 310 FEET OF THE SOUTH 200 FEET OF THE THE S%n HEAST QUARTER OF THE NORhMEST QUARTER OF THE NORTHEAST QUARTER OF SECIKIN 15, TOVtW 23 ADRTH. RANCE 5 EAST, W.Y.. IN KING COIITTY, WOINGTONt EXCEPT THE SOU,H AND HEST 30 FEET FOR ROAD PURPOSES; AND EXCEPT THE EAST 3O FEET BUM TO KING COUNTY FM ROAD PU POSES BY INSTRUMENT RECORM0 URGER AUDITOR'S FEE NOS 140W7 AND 4118232. ,�1-1X 7. THAT PORTO OF THE SOUTHEAST QUARTER OF THE AIMWRFST GUAM OF THE MORIK" QUARTER OF SECTION 156 TOMMSIIP 23 NORTH, RANGE 5 EAST, Wk, IN KING MOITY. WASHINCIOM, DESCMD AS FMM- DEC *" AT THE NORTHIFEST CORNER OF SAID S,BDNSI0K AND RUFMND THENCE SOUTH LC9'24'Sr EAST, Atm THE NORTHERLY LINE THEREOF, 30 FEET, MORE OF LEM TO INTERSECT A LIE *KIII IS PARALLEL TO AND 30 FEET EASTERLY, MEAMI) AT WAIT ANGLES. FROM 1NE WESTERLY LINE 11F SAID SUBDIYTSIOM. THENIt SOUFFI O'28'4O' HEST ALONG SAID PARALLEL LINE. 200 FEET, THENCE EASTERLY, PARALLEL TO THE N"ERLY LINE OF SAD 911tDINS10F4 300.70 FEET TO THE TR A POINT OF BEOIINIHO OF THE TRACT HEREIN DESNKA THENCE CONTINJINM' EASTERLY PARKLEL TO 7FE NORTHERLY LNE OF SAID SUTR MSM. 30a70 FEET TO IN1ERSM A LINE M ICH IS PARALLEL TD AND 30 FEET NFSTERLY, MEASAO AT WRFT ANGLES, FROM THE EASTERLY CAE OF SAID SIAWASON. TIM3ICE SOUTH O%2Ff HEST ALONG SW PARALLEL LINE 224.01 FEET, THENCE NORTH 8974'50' LEST, PARALLEL TO THE SOUTHERLY LINE OF SAD SUIIUmSION 30080 FEET; THENCE NORHH AT 227.(19 FEET TQ TEE TRUE POINR OF BEGRRIIN!{n ErMll THAT PORTION DESCRBED AS FOLLDM& TFE NORTH 117 FEET CIF THE EAST 210 FED OF THE SOUTH 417 FEET OF THE SOUTHEAST WARTER OF BE NOR KST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOMMAKP 23 NORIFL ROM 5 EAST, KM., IF KING COUNTY, EXCEPT THE: EAST 30 FEET 71fREOF 1523DWIll THE NORTH 117 FEET TO THE EAST 28D FEET OF 111E SOUTH 417 FEET OF THE SOUTHEAST QUARTER OF THE NOR714KEST QUARTER OF THE NORTHEAST DUARTER OF SEC70 15. TOONSHIP 23 NORTH, RANGE 5 EAST. FNM., IN KING COIINITY. EXCEPT THE EAST 30 FEET THEREOF. VICNTY MAP NTS OWNER/AGENT STEVE BECK 19129 SE 145TH STREET RENTON, WASHINGTON 99059 (425) 444-0461 SURVEYOR TRUE NORTH LAND SURVEYING, INC. 157 YESLER WAY, SUITE 307 SEATTLE, WASHINGTON 96104-2596 (206) 332-OM ENGINEER BRANT A SCHWEIKL, R.E. SCHWEIKL AND ASSOCIATES, PLLC 705 SOUTH 9TH STREET, SUITE 303 TACOMA, WASHINGTON 98405 (253) 272-4451 DEVLOPED BASIN AREA 7.09 ACRES 41 WTI of a KIN Z m a � J � L�1 a m Gl i N a E e V � D".9ned: MJC SOP Ceeal.d: BAS CALL 48 HOURS style: 1-•4a" Date. 4/12/01 'Ned N. 0506T BEFORE YOU DIG Sh.eM No, 1-800-424-5555 B-2 sheet. CITY FILE NO. BECLAN PLACE PRELIMINARY PLAT A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC 15, TWP 23 N, RGE 5 E, WM CITY OF RENTON, KING COUNTY, WASHINGTON Ca I r QJ TLC1 76.85' 5' Chaim 16 � 17" Cedar,! i 26" Maple. , „•• 12 I' 10" Cedue ' ? apl 43L Q. r —8"?od I t f t �'kOPERTY) 1 1 TR 301 ' 1 7,2 75 SF 10 emlo ROW 5 1 38' Ced r' k i Ln 1 I 1 l 14".30", 31„ aCe( GRAPHIC SCALE M e M $ y ( IlN TdC7 } 9�Q I Imit - zg' tL 6 '1Ald. r n. 83' r--------- !1 11 I Bho 0 SITE ADDRESS P I ETIISTING LINE 255 JERICHO AVENUE NE F RENTON, WASHINGTON 98059 PARCEL NUMBERS r 1523059064 75 F I 1523059065 r 1 F= 424 1523059090 I 1523059116 - -R- LEGAL DESCRIPTION 1523059065 N8 �23'14-W u LOT 3 OF KING COUNTY SNORT FLAT NO.405M UHOER — — RECORDING NO. 9909120157, RECORDS OF IONS COUNTY, IT NASHNC!' k1 ! r I p 15230590114 - rr I THE EAST 310 FEET OF THE SOUTH 200 FEET OF THE FOLLOW4 i` rr Lo THE SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF ! THE NOUTHEAST QUARTER OF SECTION 15. TO"" 23 I n NORTH, RANGE 5 EAST, 11.11, IN IHNC COLPM, WASHINGTON; Q I C) Z EXCEPT THE SOUTH AND NEST 3D FEET FOR ROAD f Ir- VI I n A EXCEPT TN( EAST 30 FEET DEEDED TO XWG COUNTY rf rRD J� 82961 SF I AUDITORS FU NM 514UNI AIA1D 4913332.BY NSMMENI OEQ UNDER rrR ss J F= 42 I 1523050090 THAT PORTION OF THE SOUTHEAST QUARTER OF THE r I BMNKST QUARTER OF THE NQ'MAST QUARTER OF ff L — 32' �`�� SECTION 15, TONNSHP 23 NORTH, RANIGi 5 EAST, 'AM., IN IOHG COUNTY. WASHINGTON, DESOWFED A5 FOLLOWS: "/ Twin — N89- - - �- - - KQNNNO AT THE NORTHWEST CORNER OF SAD SURDIYESION, 7 AND R4INNRG THENCE I �" Cjr SOUIH B922'52' EAST, ALONG THE NORTHERLY LANE THIEREf / WHACHar15' POAAA EL 10 ANmORE D 30 FLEET EAS'SXRL INTERSECT 20" Cedg 4.39`�� AT RIGHT ANGLES, FROM THE kES1ERLY LASE OF SAID 91BDMSKIN. THENCE SOUTH 5'29'40. VEST ALONG W PARALLEL LINE, 200 FEET, TOtTICE EASTERL Y. PARALLEL TO k' o p -- THE NORTHERLY LIE OF SAD SUBDIMSWR, 300.70 FEET 10 O THE TRUE TRACT HEREIIN 420 1 ' S' 60 enC SORIBEO, '1HQ4 E CONTINUING OF EASTOF TEERLPARALLEL TO THE I NORTHERLY LINE OF WD SUBgHSION, 300.70 FEET TO + S88'2 E I I I IFERSECT A LIFE MOM IS PARALLEL TO AND 30 FEET + h I + 1ESTERLY, MEASURED Al ROT ANGLES. FROM THE I EASTERLY LINE OF SAD SUBINYLSNON, THENCE Soma — ,,. L I I Mgr TEST ALONG SAD PARALLEL LIE 22L91 FUR. THENCE NORTH 8974.507 NEST, PARALLEL TO THE - + SOUTHERLY LINE OF SAID SUBDIW90N MOD FEET,, THENCE ` NORTHERLY 227.09 FEET TO THE TRUE POINT OF BEWJING; — UC PT THAT PORTION DESCRIBED AS FOLLOWS: + 9 I I THE NORTH 117 FEET OF THE EAST 200 FEET OF THE SOUTH r I 417 FEET OF THE SDUIXAST QUARTER OF THE NORTHWEST Ip I QUARTER OF THE NORTHEAST QUARTER 9F SECTION 15. •*` + /�,ti� + S I TOWNWSHIIP 23 NORTH, RANGE 5 EAST, W.N., IN MG COUNTY, WASHINGVCR + cV I I EXCEPT THE EAST 30 FEET THEREOF. 1523059115 7 �� I I ,� A TA NORTH 117 FEET 10 THE EAST 200 FEET OF THE SOUTH ••S$\ �T 1C- I r,� 7,49 417 FEET OF THE SOUTHEAST QUAR'1ER OF THE NO M*ST k J� % I r� I QUARTER OF THE NORIHEASI QUARTER OF SECTION O5, 7, T 1 SF I'I I� FF� �2 I �= 1004HP 23 MOM RANGE 5 EAST. U., IN LNG COLHTY, FF= 420 ICI I I Io I I EXCEPTHEEAST 3D FEET THEREOF. 17ne+ ! III VICINITY MAP 1<1<1<1<11 NTS A- S OWNER/AGENT STEVE BECK 19129 SE STREET RENTON, WASHINGTON 98059 � (425) 444-0461 SURVEYOR > TRUE NORTH LAND SURVEYING, INC. 157 YESLER WAY, SUITE 301 SEATTLE. WASHINGTON 98104-2596 (206) 332-0800 ENGINEER BRANT A SCHWEIKL, P.E. SCHWEIKL AND ASSOCIATES, PLLC 705 SOUTH 9TH STREET, SUITE 303 TACOMA, WASHINGTON 98405 (253) 272-4451 � a WETLAND PROPOSE AREA 0.37 ACRES 119� WETLAND EXISTING AREA 0.92 ACRES N LIJ dc0s410 ��o Z 110 Ippn dc Z m O s J 5� W r 0 1a W a w b N 7 A W a` L)) Designed: Dream: MJG SOP Checked: 0AS CALL 48 HOURS Scala: Dale: " Hd.: 1".20' 4 /12lD7 416057 BEFORE YOU DIG Snee1 Nd: W-1 1.800-424-5555 1 at 1 8heala A y}st G�►�T @ .yrS47 � iS2.3{JSsw03 -i52 ..,i�GCf .9: r 9523059048 - 1'523059217 s52.30542? 9 5 s9zaooac�.ra 592940Dara � a92fl(H.4706!! C 6928UOir03C1 642 f30U0U 602B000Ae^Cl ggmmDOA s9F8airb0N0 89280WISO 6PEOW130 6��8o��ia a�x 6929160 G92bUUc177Cr 8929ai70 ?fib 87 fiSt26adJJi7n 592FSd1L�CiiSrO fi928{IL�J?2a �9��>3a &928n002UL; fig?BUUCi23� $9280007170 E�9�151{1LrL;�`��J 691flQ002flu $928�3iU 8929U 692 50 P92 OOtJ32U i', ST 6928tlkk 3w -. 691iJC€(.rCr /9b 992ii W350° BDiiCl O 6628000-W 692£3Jaid3 6FJ7fl0�0 50 02MM420 692600047a 6928{.=430 692l300044a 6925Uf1:l41 6928OWSFa 6928000640 602WW&V 6928M62U 692PJ[M550 69780w53iJ au G91 f3UO P a928Qu.Kl67G 692 5928aW630 692900UG00 iGl9wl 7$23fiS9i(Jft U i5230.5A?Ai ?523459�5 i 52,3059093 1523059221 F5M59216 KIngEauMY 1523G159o}'J i52:#Z5i lace ";',..;.� 2787flDU3AA a5a�:: tir2305S�62 •rrH�ss�� 778Y8&J}3�1 7T8T89nia0 - <' �_7T9im3Ta' J52305 r 9J30 }"Tt�Tfl9062a 7t8Tfl5?17i20 ' "°-r 778784A#E3 15E 305409U 7787fl90I'M 71 i5239akJ6 / ClBdiia0d15i Z78i&9ot7Q "8181xw �ia4r7�n�� 77$T89ai80 ; 1573!155r1�64 �584; liill0+:(i �'Tfl78510F9a 778"&9Lr5T(i (Jfl4TiUa053 " 7787&9a580 T78Tfl5JQ2- ` 77878905G0.. 08,W 00106 7 f DOM �rBATiai3469 : _ OBa;�i fifJU85 i38d770a07a, ,,,,,��� �Ja�F7l�f1SA76 `€J8e€7ia0072 =, a8d'TYa0U83 .. 0847i(JdJ7U7 OBA1'i00i€6G 084TF0007+1, ' �� Renton ar�a�wr� naar�aaor GiSBTFL�(X1T6 a18+f17L1tHJ7S Il k � wri i�T L�d7i0ii090 _ . l j1J) -;,,ffy G R 14.r Porn i3?3059ia5 ': 152SiJ59'z �?, :r,"a93�40f31d i5?3U59FG7 !, °FG93a0na]2A Fa?�ri3�iaa '' 1=.23[J59F26 J573059iJ97 1 ;1:5S:34G�CJG.'iCJ 15.9iJ59042 ' rJ:39346L�5� J:i S+:fdr1t70.YC 1523dJ39i2d1 1523059229 i923u39455 3 i hrN. I I. LUV I I f : LYAM NOW VV. rrt_nU wV, 6t)rIt r, ii King Coon Water and Laud Resources R Division 201,S Jackson St, Suito 600 Seattle, OVA 98104-3855 FAX Fax: Phone: 17� Date: Number of pages including cover sheet: From: Cindy Torkelson WLR Stormwater Services Secfion Phone: 206-296-1900 Fax Number: 206-296-0192 EWP921ANT LEVEL 1 ANALYSIS NOTE: We do not send copies of certain complaint types that are not relevant such as BCW, FI, FIR, FIH and WQA, and we do not send CL and LS types. See key below. Type S 1, S2 and S3 will not be faxed due to size constraints. * IF YOU AU USING THE 2005 SWM RESIGN MANUAL YOU ONLY NEED 10YRS WORTH OF CO1VIl'LAINTS The following is a list of complaint types received by the Water and Land Resources Stormwater Services Section. Complaint numbers beginning prior to 1990-XXXX have been archived and are no longer in our possession. They can skill be -retrieved, if necessafy, but will take additional time and may not be beneficial to your research due to their age, development which has occurred, etc. If you are interested in reviewing the actual complaints, they can be pulled (time permitting) for your review. Copies can be obtained for $ .15 per page, and $2.00 per page for plans. KM. Mm of Uttv_etttt gatlion le f 1?troblleyta C Action Re M*% DCA DevelopmenXonstmction HCW Business' for Cleast Water DDM Drainage - Miscellaneous CCF Response tobquiry DES Dmimp-1:rosionVSedixmtation *CL Chd= DIE Drainage— Landslidelanrth Movement EH Enforcement on Hold OTA Drainage Technical Assistanec ER Enfon mmt Review (NQ I hWnW — Cooml inquiry FCC,PMFCS Facility Complaints MIIM(A Maine ttattcc - Aesthedas M SWM Soo blaity MMP Maintenance- Flooding FM SWM Fee Review MMG Maia>cenance- General Pai SWM Fee on Hold MMM Maintenance- Mowing *L5 Lawsuit MNM Maintmanm— Needs Maintormoo RR Facility Fargineeriog Review MN W MaintenonmNoxious Weeds No.A Neighborhood Drainap Assistance SWF SWM Fee Questions WQC Water Quality Complaint WQS Water Quality — Hest MvlattagMUMA Practices WQE Water Quality Fueorcwgmt WQ)D 'Womr Quality— DunVing WQLL Watrr Cluaiity Rngirtaabg Raviow WQI Water Quality — Dlicit Convection WQA Water Quality Audit REM SWM Fee-Remmasmtrr m WQO Water Quality— Other GRT SWM Feefixant S1.SUM Engineering Studies NWD SWM Fee -New Discount *Sublect to Public DiscIes= requir tg 1. Receipt of written request for decurnente 2. Review and approval by Prosecuting Attamcyfs o AFK. 1 I. 2 U V I I I ; jVAjvl K1IVu W, VYLKU nu, 4J14 f, v J 900dgWd PdnWd : D4/1118007104:40 AM Typelf " Awmd"M o fits T Pe bar1975-0135 � C FLDG 13921 SE 136TH PL $WAMP/SE 136TH PUHID5WAY HTS 566,12 1978.0070 C EROSION 13901 SE 139TH 5T DISCHARGE OF PIPE 656,13 1981-0172 C FLDG 14306 144TH AVE SE EROSION1MAPLF.WOOD HTS 656J3 1981-0196 C FLDG 143W 144TH AVE SE EROSIONIMAPLEWOOD HTS 656J3 1981-0197 C DFZNG 13832 SE 131ST ST BLKED 666J2 1982-0341 C FLDG 14M SE 133RD 5T 666J2 1982-0386 C DRNG 12808 138TH AVE SE & FLDG 6WJ2 1982-0491 C FLDG 14009 SE 12" ST MAPLEWOOD HTS 666.12 1982-0626 C DvR 16935 116TH AVE SE @ SE 132ND/144TH AVE SE 656J2 1083-0353 C FLAG 13224 144TH AVE BE 666J2 1984-0221 C DVR 14DXX BE 132ND ST FLDG 65W2 1984-0222 C FLDG 14413 149TH PL SE @ 148TH PL SE18E 145TH PL 65e,13 1985-0402 R EROSION 14200 SE 140TH ST TO ROADS 666J3 1985-1010 C DRNG 14100 SE 132ND ST SEE 64-10051TO ROADS 656,12 986-0109 C DRNG 14011 SE 132ND ST SURFACE WATER 056,12 1980-0256 C 656J2 15186-0266 F 658,12 1986-0256 31 COMMITTED DATE:IST QTR 1989. 856,12 1986-03A4 C DRNG 138TH AVE SE SYSTEM SILTED 656J2 1986-03A4 E PROB CRTD. 65w 1986.0739 C FLDG 13323 146TH AVE SE WATER FROM SCHOOL 6564 1987-0255 C FLDG 14639 BE 132NO ST STANDING WATER & MUD 656J2 1907-0328 C DRNG 13323 14VH AVE SE CO DIVERTED DRNG ONTO PROPERTY 656J2 1987-0406 C FL-DG 13025 139TH AVE SE SEE 87-0463 OVER STREET 666J2 1987-0445 C FLDG 13837 SE 129TH ST FILLING OF LOT 666J2 1987-0445 ER FLDG 13837 SE 128TH ST SEE 86-03A4 PENTON. 87-0707 656J2 1987-0463 X FLDG 13026 138TH AVE BE ON 138TH AVE BE 655J2 1988.0229 C DRNG 14231 SE 138TH ST CULVERT IN CHANNEL INQUIRY 656J3 198"260 C DRNO 14106 BE 136TH ST STRORM DRAIN FAILURE 656J2 1989-0036 C DEBRIS 14003 BE 132ND ST DEBRI ON RD TO DET POND 656J2 1989-0113 C DRNG 13852 SE 128TH AVE DRAINAGE OF NEIGHBORS FILUROAD CO 656J2 1989-0200 C SETTLING 13120 138TH AVE SE SINK HOLE 1N YARD 656J2 1989-0461 82 FLDG/DVR 14011 SE 132ND ST 5EE:86-0256 YAHN PH I 856J2 1989-0472 X INQUIRY 14105 BE 133RD ST STATUS OF STUDY(YAHN STUDY) 6665,12 196941836 x DRNG 14103 SE 132ND ST YAHN STUDY COMPLAINTS 656J2 1990-0209 C FLD{3 14639 SE 132ND ST DITCH OVERFLOW/STORM EVENT 656J2 1990-0352 G EROSION 14231 SE 139TH ST WASHING OUT OF RAVINEISTORM EVENT 656J3 Page 1 of 4 ArK, I I. 1UU! I I , �Unm NI INU W.1 YVLKU nv. tj f6t , , „ i co Tw9p1 n A =if DENO Th"p* 199"369 C FLDG 14306 1 TH AVE SE SILT AND GRAVEL ON BOARDWALMTOR 856J3 19OD-0374 C EROSION 13909 SE 1 9TH ST SLIDE INTO RAVINE/STORM EVENT 65W3 1990-0388 C DRNG 14105 5E 1 D ST FLOODING IN NBRHD 656J2 1OW0512 C DRNG 13600 138TH AVE BE CROSS PIPE ERODING RAVINE a6J2 1990-0556 C DRNG 13323 146TH AVE BE DITCH ENDS/DIVERTED WATER 856J2 1990-0568 ER DRNG 13323 46TH AVE SE XPIPE AND PONDIDITCH ENDS 656J2 1990-0687 C EROSION 14306 44TH AVE SE GREENBELT AND ROADWAY/90-0512 656.13 1990-0804 X FLDG 14106 BE 33RD ST COMPLETION OF STUDY 656J2 1990-1020 C DRNG 13732 BE 41ST ST DUMPING WATER FROM POOL 858,13 1900-1135 C DRNG 13713 BE 44TH ST WATER FROM POOL DRAINING ON SHOUL 65134 1990-1611 X FLDG 14106 SE 33RD ST CAPACITY OF PLAT DRNG 650J2 1990-1639 C FLOG 14231 BE 138TH ST RAVINE ERODING/FULL 656J3 1991-0081 $R DRNG 14106 S 33RD ST PUGET COLONY HOMES 6664 1991-0051 X DRNG 14105 S 33RD ST CCF#191-321YAHN STUDY/FLOODED YARD 666J2 1991-0098 SR DRNG 14105 SE 33RD ST CCF#SWM0124 PUGET COLONY HOMES 656J2 1991-0098 X DRNG 14106 SE 33RD ST CCF#SWM0124/DEVELOPEMENT 85m 1991-0246 C DRNG 14013 BE 33RD ST PLUGGED 656J2 1991-0248 SR DRNG 14013 SE 33RD ST PLUGGED PUGET COLONY HOMES 6$8'J2 991-=6 C FLDG 14011 SE 132ND DIVERS ION/CU LVERT OVERFLOW 666,12 1991-0819 NDA DRAINAGE 10403 1147TH AVE BE STORM EVENT - D/W FLOODING 656J2 1991-0636 NDA FLDG 141 D5 BE 1133RD ST CCI:#491-32 NOT NDA PUGET COLONY HO 666,12 1991-0636 X FLDG 14105 SE 133RD ST GCF#491-MPLAT DRAINAGE 656J2 1991-0660 NDA DRNG 141066 SE 133RD ST CCF4691-2 NOT NDA PUGET COLONY HO 65SJ2 1991-0650 X DRNG 14106 SE 133RD ST CCF#591-2 SAME OLD PROS 656.12 i 991 -002 CL FLDG 14105 BE 133RD ST CCF# 591-2 DUE JULY 650,12 199"712 NDA DRNG 14103 BE ,132ND ST CCF# SWM 0520 NOT NDA PUGET COLON 666J2 1901-0712 X DRNG 1410$ SE 132ND ST CCF# SWM 0520 MANY COMP 65$J2 1991-0715 C DRAINAGE 14106 SE 133RD ST NEIGHBORHOOD FLOODING 656J2 1991-0715 SR DRAINAGE 14105 SE 133RD ST PUGET COLONY HOMES 666J2 1991-0723 SR DRAINAGE 14105 BE 133RD ST CCF# 591�7 PUGET COLONY HOMES 65BJ2 1991-0723 X DRAINAGE 14105 SE 133RD ST CCF# 591-07 656.12 1891-0732 C DRAINAGE 14024 SE 133RD ST !LAMS (CLAIM) 658J2 1991-0732 SR DRAINAGE 14024 SE i 133RD ST A.AMB (CLAIM) NOT NDAP 656J2 1991-0739 SR DRNGIFLD 14103 SE 132ND ST CCFWSWM-0610 NOT NDAP 65641 1991-0777 NDA FLOODING 14103 SE 132ND $T CCF# 591-09 NOT NDA PUGET COLONY 656J2 1991-0777 X FLOODING 14103 SE 132ND ST CCF# 691.39 658,12 1991-0812 C DRAINAGE 14639 SE 132ND ST 656J2 1991-0866 $R DRAINAGE 14010 SE 134TH ST CCF# 8WM0279 NOT NDAP 856,12 1991-0868 X DRAINAGE 14010 SE 134TH ST CCF# SWM0279/PUGET COLONY 666,12 1991-0063 GR FLOODING 13732 BE 141ST ST CCF# SWM 0719 NO ACT READ NOT NDA 656.13 Page 2 ar 4 AVK. I1, IOU! II;JUAM KINU W. WLKU IUU. 4j14 r, 4/7 Tw fypof arm Adis ll "m cmmu lom pol Do 1991-0883 X FLOODING 13732 SE 141ST ST CCF# SWM 0719 NO ACT REQDINEW PLA 656J3 1991-0885 X FLOODING 13406 142ND AVE SE CCF# SWM-08541DRAINACE IMPROVEMEN 656J2 1991-0898 SR FLOODING 13800 SE 12M ST CCWWM-CS62-NOT NDA-PUGET COLON 565J2 1991-0888 X FLOODING 13800 SE 128TH ST CCF* SWM-0857WETLAND PROBLEMS 556J2 1991-0948 X DRAINAGE 14105 SE 133RD ST CCF#. 91-0822tGRANTING EASEMENTS 656J2 1991-1214 X DRAINAGE 14105 SE 133RD CCF# SWM 12171PROJECT SCHEDULE 956J2 1992-0063 C FLOODING 13901 SE 144TH ST 656H3 1992-0053 ER FLOODING 13901 $E 144TH ST (lntAcByCmDt) 866H3 1992-0063 NDA FLOODING 1$901 SE 144TH ST (lntAcByCmDt) 6661-13 1992-0286 C MAINTENA 14409 141ST AVE SE KC -OWNED LOT 6$61-13 1993-0179 C DIVERSON 137XX 144TH AVE SE POSE CLEARING VIOLATION 656J2 1993-OM X INQUIRY 14105 BE 133RD ST INFO ONLY 666H2 1993-1064 C FLDG 14400 SE 136TH 8T GROUNDWATER UNDER ROADWAY 656J2 1993-1085 E DRNG 14000 SE 132ND ST CHKSTATSYCMDT 656J2 1993-1085 ER DRNG 14600 BE 132ND ST 65612 1995-0472 C RUNOFF 14007 144TH AVE BE PONDING ON PROPERTY FROM RD 666J3 1995-0472 RN RUNOFF 14007 144TH AVE SE PONDING ON PROPERTY FROM RD 656J3 '995-0763 C VACATION 14010 SE 134TH ST DRAINAGE IMPACT FROM VACATION REQ 856H2 96-0363 C I✓LDG BE 144TH & 141 ST SE 6ACKYARD SLIDE, WATER D15T CONS? 556J3 19OU362 C FLDG 14210 149TH PL SE NEIOHBORFOOD FLOODING STORM EVEN 656J3 1996-0362 R FLDG 14210 149TH PL BE NEIGHBORFOOD FLOODING STORM EVEN 656J3 1996-0382 S1 FLDG 14210 140TH PL SE LDSU NDA DESIGN UNDERWAY 656J3 1996-0439 C LANDSLID 13803 SE 144TH ST BACKYARD LANDSLIDE, WATER DIST CON 658H3 1996-1177 C EROSION 14306 144TH AVE BE SLIDE OCCURRING ON TYPE II OPEB SPA SSW$ 1886-1177 R EROSION 14306 144TH AVE SE SLIDE OCCURRING ON TYPE II OPEB SPA 666J3 1996-1283 C CIP 140TH 5E 132ND -136TH SE REQUEST TO DO ASSESSMENT OF CONV fi561-12 1997-0055 C FLDG 14105 BE 133RD ST PUGET COLONY HOMES 656J2 1997-OOM NDA FLDG 14105 SE 133RD ST PUGET COLONY HOMES 656J2 1097-0056 -R FLDG 14105 BE 133RD ST PUGET COLONY HOMES 656J2 1997-0498 C KC PROPS 14202 149TH PL SE ALLEGED DOP DEFECATION IN RID FACILI 856J3 1997-0715 FCR RJD FENC 13645 SE 131ST ST TREE DAMAGED FENCE ROAD$ FACILITY 656H2 1997-1178 WOC OIL 14444 143RD PL SE RESIDENTIAL USE LACK OF BMPS 656J3 1997-1178 WQR OIL 14444 143RD PL SE RESIDENTIAL USE LACK OF SMPS 656J3 1997-1378 C DRANAGE 14004 SE 133RD ST LOCALIZED DEPRESSION PUGET COLONY 656H2 1997-1378 R DRAINAGE 14004 SE 133RD ST LOCALIZED DEPRESSION PUGET COLONY 6561-12 1997-1380 C DRAINAGE 14005 BE 133RD ST LOCALIZED DEPRESSION PUGET COLONY 656H2 1997-1464 C DRAINAGE 132XX 140TH AVE SE OFFSITE CONVEYANCE DRAIN QUEST CH fi56H2 1997-1537 FCR FLOODING SE 142 STI149 PL SE RETRO FIT OF RID PONDS LDSU PROJ 656.13 B-0007 FCR POND 13907 149TH PL BE OUTLET PIPE FAILURE POND RF-TRO-Eli' 656J3 1998-0360 C DRAINAGE 14454 SE 132ND ST APPEARS PRE GRADING ACTIVITY NO PE 668J2 Page 3 of 4 iirI, I I. LUUf I I:�IAI91 N11VV W. PLNU irv, `tifIt 1. J/J Co M at RrA a Aom d NION cmim � 1M PI P 1998-0520 FCR DITCH 14000 SE 142ND ST ALLEGED OUTLET CHANNEL SEDIMENT I 656J3 1998-0534 WQC WASHWAT 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 666,12 1998-0534 WQR WQI 13224 144TH AVE gE APPARENT GREY WATER DISCHARGE 656,12 1999-0015 R DRAINAGE 14013 BE 133RD ST 6561-12 199MISS FCR PLG RID 14102 148TH PL SE OBSTRUCTED OUTLET OF RID FACILITY 656J3 1999-0202 CL DRAINAGE 14004 BE 133RD ST RECORD OF INQUIRY ONLY. NO CLAIM 6681-12 1999-0009 C CONSTRUC 1460e SE 136TH ST CONCERNS RE NEW DEVELP CITY OF RE 656J2 1999.0625 C STND H2O 13741 149TH PL SE SOGGY BACKYARD SOURCE OF WATER 656J2 2000-0426 FCR MNM 14400 144TH AVE BE REQUEST TO MOW BIO-SWALE. ALSO RE 656J3 2000-MO FCR DCA 14906 $E 142ND ST UTILITY PROJECT. SPOILS AND MATE RIA 656J3 2000-0591 C DCA 14100 SE 132ND ST' NO FIELD INV NECESSARY, REF'D TO SW 656H2 2000-0763 FOR MNM 14004 SE 133RD ST DAMAGED FENCE GATE AT UNOPENED RI 6661-112 2001-0506 C DDM 13803 BE 144TH ST ROW DITCH MAINT IDENTIFIED_ OFF RDA 6561-13 2001-0508 R DDM 13803 BE 144TH ST ROW DITCH MAINT IDENTIFIED. OFF RQA 6561-113 2001-0097 C ADM 13309 146TH AVE SE 6654 2002-0126 CL INQ 14012 BE 133RD ST FENCE DAMAGr:D BY TREE FALL TREE G 656142 2002-0%9 WQC WQD 14019 145TH AVE BE APPARENT DUPING OF LIGHT OIL IN C8. I 656J3 2002-0599 WQR WQD 14019 146TH AVE SE APPARENT DUPING OF LIGHT OIL IN C8. I 658J3 003-0846 FCR MNM 14920 BE 139TH PL STORM EVENT; APPEARS TO BE STORM 656J3 2004-0388 FCR MNM 14202 149TH PL SE Tr+ses and debris dumped on D90669. Inyestig 856,13 2004-0447 1 DTA 140TH A & SE 132ND ST Inquiry on Puget Colony Homes pipe aFignm6nt 656,12 2004-0487 1 DDM 14012 5E 133RD ST INQUIRY REGARDING A DEVELOPMENT IN 366H2 2004-0978 FI REM 1340 144TH AVE SE Total Lot Area = 8.70 Acres). Total Impervious 6v6J2 2004-0986 WQR WOO 81;136T & 142ND AVE SE City of renton project 06,12 2006-0624 C RFN 14043 144TH AVE BE Referral from KC Roads. Road runoff floods go 656J3 2005-0624 R RFN 14043 144TH AVE SE Referral from KC Roads. Road runoff floods ga 650J3 200MO74 R DLE 14911 BE 146TH PL INVESTIGATION OF A LANDSLIDE. PROPE 666J3 2008-0081 R DLE 13715 139TH AVE SE INVESTIGATION OF A LANOSLIDE. MANY 866H3 2006-0283 FCR MNM 14925 SE 139TH PL DON15 pond not draining. Request"do notfe 656J3 2006-OB04 SUIT LSP 14802 SE 139TH CT D90615 S-20U-06 Landscape maintenance 666j$ 2006-0604 SUPF LSP 14802 BE 139TH CT D00615 S-200-06 Landscape maintenance 656J3 200"808 C DLE 14801 SE 14b7H PL Fallen tree may cause landslide's Area is in Lan 066,13 PRge 4 of 4 A r. Mr. Steve Beck Amberwood LLC 19129 SE 145th Stred Renton, WaAhow 98056 Subject: Wetland Evah"mMabitat Study Bedw Place Jericho Avenue NE at NE e Street Renton, Washington Parcel 4"sl523059065, 1523059090 and 1523059064 Dear Mr. Beek: AlderNW March 12, 2007 Project No. 61506 As requested, we have conducted a wetland evaluation for the property located on the northwest comer of the mersection of NE e Street od Jericho Avenue, in the City of Renton. The kmmuon of the subject parcel is shown on the attached Vicinity Map (Figure 1). The purpose of our work was to identify the limits of the wetland areas on and inimediately adjacad to the subject property. In conducting our site wetland evaluation, we followed the general procedures for the routine on -site methodology as outlined JA the Washington State Wetlands Identificarion and Delineation Akmial (Akrch 1997). This procedure involves analysis of vegetation patterns, soil conditions, and near -surface hydrology in making a determination of wetland conditions. Our scope of work included site visits in June, 2006 to complete the wetland evaluation and flag the limits of the site wetland. The flagged wetland points have been surveyed and plotted on project maps as shown on project design plans by Schweild and Associates, and on the Site Map (Figure 2). WETLAND EVALUATION PROCEDURES For the purpose of this study, we used the wetland definition adopted by the Environmental Protection Agency (EPA) and the Army Corps of Engineers (COE) for administering Section 404 of the Clean Water Act. According to this definition, wetlands are: "Thm areas that are inundated or saturated by surface water or growxhvaw at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typicaily adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas." (33 CFR 323) In Washington State, the Shoreline Management Act and Growth Managanent Act have amended this definition to ,mclude some wetland situations by adding the folloiNing sentences to the wcdand definition: 5 IS North 59th Street. Seattle, Washington 98103- Phone (206)783-1036 email aldernw0comcast.net Mr. Stcvc Beck Match 12, 2007 Wetlands do not include those artificial wetlands intentionally created from non -wetland sites, tochtding but not limited to, irrigation and drainage ditches, grass -lint swales, canals, detmdon facilities, wastewater treatment facilities, farm ponds, and landscape amenities, or those wetlands created after July 1, 1990, that were intentionally created as a rmk of the construction of a road, street or Highway. Wetlands may include those artificial wetlands intentionally created from non - wetland areas to arrogate the conversion of wetlands. Delineation procedures are based on diagnostic environmental indicators of wetland vegetation, wetland soils, and wetland hydrology. These procures, outlined in the Washington State Wetlands Identification and Delineation Mamral (March 1997) are commonly known as a Triple Parameter Method. By definition, an area is designated as wetland when there are positive indicators for all three parameters. A listing of plant species has been developed for use in the methodology for delineating wetland areas. This listing assigns plant species to one of five indicator status categories ranging from Obligate wetland species, which almost always occur m wetlands, to Upland species, which rarely occur in wetlands. Under normal conditions, hydrophytie vegetation is da mdoed to be present if more than 50 percent of the dominant species are in the Obligate (OBL), Facultative Wetland (FACW), or Facultative (FAG) indicator categories. Diagnostic indicators of hydric soils are related to soil saturation, which leads to anaerobic conditions in the soft. Under these conditions, decomposition of organic material is inhibited and soil minerals are reduced, creating characteristic soil colors that can be quantified by comparison with Munseff Soil Color Charts. A chroma of one or less in unmottled soils or a chrorna of two or less in mottled soils generally indicates a hydric soil. In addition, soils that are satuuated during the gtnwing season satisfy a criterion for hydric soils. We used a hand auger and or shovel to collect soil samples from depths of 8 to 18 inches, or below the A horizon. Wetland hydrology is defined as inundated or saturated soil cons for at least 14 consecutive days during the growing season. If no water is present at the time of evaluation, other indicators may include topographic low points or channels, flood debris, complete absence of vegetation, or presence of hydric soils. GENERAL SITE CONDITIONS The subject property is made up of three parcels with a combined area of approximately 7.1 acres. It is located on the west side of Jericho Avenue NE (140 Avenue SE), north of NE 2nd Street (SE 132°d Street) in the City of Renton, as illustrated on Figure 1. Adjacent properties to the north and on the east side of Jericho Avenue NE are occupied by existing single-family residences. properties to the wcst and south are under development, or building development applications are Wig• Topographically, the property is nearly flat with a slight gradient sloping down from northwest to southwest across the site. Elevations range from about elev. 430 on the northeast property corner to about. elev.410 at the southwest property corner. Soils across the property and on much of the surrounding area are mapped as Alderwood gravelly sandy loam (Soil Survey of King County, Washington, U.S. Soil Conservation Service, 1973). The Alderwood series is made up of moderately well -drained soils that have a weakly to strongly consolidated substratum at depths of between 24 and 40 inches. The National Technical Committee for H-Wric Soils does not list the Alderwood series as a hydnc soil although wetland conditions are common in depressional areas within Alderwood soil units. The western section of the site is occupied by a mined comfier -deciduous forest stand. Red alder (Almrs ruhra) black cottonwood (Populus balsamifera), big leaf maple (Ater macrophyllum), western red cedar (Thuja plicata), western Project No. 61506 Page No. 2 14Ir. Steve Bede March 12, 2007 hemlock (Tsaga heterophylla) and Douglas fir (Pseudotsuga menziesu) are the predominant tree species on the site. Salmonberry (Rubus spectabiiis), and Himalayan blackberry (Rubes discolor) are the cmrsm shrub species. Until recently there had been two houses on the eastern section of the property. The houses were torn down and removed sometime after early April, 2006. Vegetation on this section includes the lawn and landscaping around the hornesites. There are scattered trees including several domestic fruit trees. There are tall black cottonwood trees in a line along NE Second Street. WETLAND AREA We have identified the limits of a wetland on the northwest comer of the property. This wetland is part of a larger area extending off the property to the west and north. Vegetation within the wetland includes western red cedar trees around the eastern margin of the area. Black cottonwood and red alder are present around the wetland where it extends off the property to the west. Salmonberry is the predominant shrub species. Grades are somewhat lower within the wWmd along the west property line where there is an old road running north to south. Vegetation within this section where seasonal water levels are somewhat deeper, includes water parsley. Using the U.S. fish and Wildlife Service wetland classification system (Cowardin et al, I979), the wetland includes three wetland habitat classes; Patustrime deciduous forest, palustrine scrub -shrub and palustrine emergent habitat. It is our interpretation OW the wetland satisfies the criteria for designation as a City of Renton Category 2 wetland. The standard buffer for a category 2 wetland in the City of Renton is Soft. WILDLIFE HABITAT We have comple-ted a wildlife and habim evaluation of the project area, The purpose of our work was to document the existing site conditions to identify habitats and potential wildlife use of the property. This work was undertaken to determw if there are critical habitats on the property which would be subject to regulation under Roam City Code which identifies critical habitats as: ":those habitat area which meet any of the following criteria: i. The documented presence of species proposed or listed by the federal governnent or State of Washington as endangered, threetwxt sensitive, mov tor, or priority; and/or u. The presence of heron rookeries or raptor nesting areas; and/or iii. Category 1 wetlands (refer to subsection 137b(i) of this Section for classification criteria); and/or iv. Portions of streams and their shorelines designated in the Renton Shoreline Master Program, RMC 4-3 , as Conservancy or Natural (refer to the Reedm Shoreline Master Program). C.'Mapping: i. Critical habitats are identified by lists, categories and definitions of species prornulgatod by the Washington State Departrnent of Fish and Wildlife (Non-ganne Data System Special Animal Species) as identified in WAC 232-12-0 t 1; in the Priority Habitat and Species Program of the Washington State Departmerrt of Fish and Wildlife; or by rules and regulations adopted currently or hereafter by the U.S. Fish and Wildlife Service. Project No. 61506 Page No. 3 Mr. Steve Be& March 12, 2047 ii. Referenced inventories and maps are to be used as guides to the general location and extait of critical habitat. Critical habitat which is identified in subsection B5b of this Section, but not shown on the referenced inventories and maps, are presumed to exist in the City and are also protected under all the provisions of this section. iii. The actual presence or absence of the criteria listed above as determined by qualified professionals~, shall govern the treatment of an individual building site or parcel of land requiring compliance with these regulations." During the course of site visits to complete the wetland site evaluation we also made ass regarding observation of wildlife species observed on the site. The subject property is occupied by two gweral vegetation cover type. Lowland mixed forest is the predominant vegetation cover type across the west side of the property. The eastern section of the property is generally open grass land around the area which bad been occupied by the existing hones. These cam types are based on the habitat categories listed in the King County Wildlife Study Guidelines for SEPA (1993). Similar categories are listed and described in the King County Wildly Habitat Profile (19". The lowland mixed forest on the west side of the property is characteriead as second or third growth mixed forest with variation in the relative cover by 000ifers and deciduous trees. Forest cover on the southern portion of the area is generally dominated by deciduous trees primarily black cottonwood and red alder (Alnus rubra). On the northern section of the area western red cedar western hemlock (Tsuga heterophylla) and Douglas fir (Pseudotsuga menziesii) are present. The eastern section of the property is generally occupied by open grass/forb habitat with scattered landscape and orchard trees and shrubs rennaining frcen the landscaping. Time is also a line of largde black cottonwood trees along the south side of the area adjacent to NE To Street. We have prepared a listing of wildlife species (Table 1) observed or likely to be present on the property. This listing is based on species oecurreum noted in King County Wildlife Habitat Profile (1987) and on persar al experience. Amphibians and Reptiles Other than the Pacific chorus frog (Pseudachs regilla), no amphibians were observed during our site visits. These species are generally inactive during fall and winter and are most frequently encountered during spring and summ r. The cover types on this property, particularly the forested wetland and adjacent second -growth forest, should provide habitat for several ocher species of amphibians. The most likely species are the northwestern salamander (Ambystoma gracile) and long -toed salamander (Ambysroma macrodactylum). The presence of amphibians on the site is limited by the absence of areas of standing water which might provide breeding habitat for amphibians. The most likely reptile to be found in the habitats on this property are garter snakes (Thamnophis spp.). Northern alligator lizard (Elgaria coerulea) are also possible residcnts. Table t lists other amphibians and reptiles that could be expected in the habitats presect on this site. The species fisted in Table 1 are based on tables provided by Ding County (1987) for the habitats described above and on our evaluation of the existing site conditions. Project No. 61546 Page No. 4 Mr. Steve Heck March 12, 2007 Birds Because of their high levels of daytime activity and vocalizations, birds are the most commonly encountered group of vertebrates. Same of the ooramonly observed species on the site were the blade -capped chickadee (Panes atricappilus), American robin (Turdus mWatonus), winter wren (Troglodytes troglodytes), and song sparrow (Melaspixa melodla). A large number of migratory songbirds including flycatchers, warblers, and vireos are expected on this site during the breeding season. The most likely raptors to use this site are the great horned owl (Bubo virgintanta), Cooper's hawk (Acciptter cooperi), and red-tailed hawk (Buteo jamWeensis). Table 1 lists other bird species expected in the habitats available an this property. Mammals Most mammals tend to be socu ve and nocturnal, and our observations refloct a relatively small proportion of species that may actually exist on the subject property- We observed coyote (Canis latrans) scat an trails around the property. A largo neat, probably built by an eastern gray squirrel (Sciurus carohnensis), was located in the deciduous forest near the north side of the property. Other conunon rnarantals that are rely to be present on the site include opossum (Adelphis vitgintana), deer mouse (Peromyscus maniculatus), and raecom (Procyon lotor). Several species of bats are also likely to be present in these habitats during the summer. Table 1 lists other mammal species expected to occur in the habitats available on this site. Threatened. Eyed erred. or ftskive (TES) Species Critics] Habit Two wildlife species hucluded on Washington State listings of TES could be found on or in the vicinity of the subject property. These include the Bald eagle (Hahereetus leucocephalus), and pileated woodpecker (Dryocopus pileatus). Neither of these species is listed as thmate ned in the state of Washington. The closed aquatic habitat which might support either bull but or Chinook salmon (Oncorhynchus tshawytscha), is in May Creek approximately 2 miles south of the property. Bald eagles are found throughout the Puset Sound region. They are most commonly observed along lake or river shoran althOUSh they may be found foraging over a large area and may roost in largest trees away from bodies of water. No bald eagles were observe on or near the project site. The project site is away from any large bodies of water where they would be likely to build nests. Pileated woodpeckers generally inhabit mature and old -growth forests, or second -growth forests with sufficient large snags and fallen trees (Rorlrick and Milner 1991), Pileated woodpeckers are also reported to use open woodlands, parks, and wooded suburbs (Ehrlich et al. 1988) and are regularly seen in those habitats in King County. They excavate cavities in snags or large dead branches for nesting and usually make a new nest cavity every year. Nest snags are usually greater than 27 inches in diameter and taller than 87 feet. There are few large snags within the subject property which would be likely to be used by pileated woodpecker. During our site visits we did not note the presence of any individuals nor did we note any trees with characteristic pileated woodpecker foraging cavities. There is not en tensive habitat area on the property which is suitable for pileated woodpecker foraging or nesting. Project No. 61506 Page No. 5 Mr. Steve Beck March 12, 2007 Great blue herons are not included on the WashuWon3 State TES tests although the presence of heron rookeries is identified as a critical babdat m the City of Renton. No great blue herons were observed on the site during our site visits and there are no heron rookeries in the near vicinity of the project site. Red-tailed hawks are Wwwise not mchxW on the WashuWon State TES lists although ram nests are identified as critical habitat in the City of Ramon. No red tail hawks or nests were observed during our site visits. Based on our review of existing site conditions it is our conclusion. that there are no critical habitat areas as defined in the City of Renton codes, within or in near proximity to the Beclan Place project boundary. We trust the infitmation presented is sufficient for your current needs. if you have any questions or require additional information, pease call. Sincerely yours, Al erNW Garet P. Munger Project Scientist Encl.: Figure 1 Vicinity Map Figure 2 Site Map Data Forms (6) Project No. 61506 Page No. 6 TABLE I ANIMAL SPECIES OBSERVED OR POSSIBLE ON -SITE Beclan Place Renton, Washingtod AMPHIBIANS Nonhweatern Salamander Ambystoma gracile Long -toed Salamander Ambystoma macrodactvlum Roug 4daned Newt Tw icha granulasa Ensatina Ensatina eschscholizii Weatena Toad Bub bomas Pacific Chorus Frog Pseu&wris regilla X RKPIlLtS Northcrn Alligator Lizard Elgana coerulea CWTUDGn Garner Snake 77ownnophis sirtalis X W. Terrestrial Garter Snare Thamnophis elegans Northweacrn Garter Snake Thamnophis oribnoides BIRDS Sharp- hftuied Hawk Accipitier striates Cooper's Hawk Accipiter cooperl Red40ed Hawk Buteo jamaiaensis American K estrd Falco sparverl us Rock Dove *• Columba Livia x BIRDS (CoMbued) Band -UAW P*M Common Barn -owl Western Screech-avl Groat Horned Owl Rufim HamnaietgbW Downy Woodpecker Northern Flicker Pileated Woodpecker Western wood Pew= Willow Flycatcher Hwom t d's Flycatcher Pacific Slope flycatcher Tree SwItuaw Violet -green Swallow N. Rough.,winged Swallow Cliff Swallow Barn Swallow Steller's Jay American Cmw Black -upped Chickadee Chestnut4xwIked Chickadee Bushtit Red -breasted Nuthatch Brawn Creeper Bewick's Wren Winter Wren Golden-crE1V4IleJd l meet Ruby -crowned Kinglet 5wMnson's Thrash Hermit Thrush American RoWn Varied Thrush Cedar Waxwing European Starling Solitary Vireo Hutton's Vireo TABLE i (CONTINUED) ANIMAL SPECIES OBSERVED OR EXPECTED ON -SITE Beclan Pfau Renton, Wigton Columba fasciata 7jto albs Otus kennicottii Bubo ftiniarrus Selasphorus rufus Picoides pubescens Colapies our as Dryocopus pileatus Can"us sordidulus Empidonax trailhi Empidox= hamntondii Empidorrax dffflcills Tachycineta bicolor Tachycineta thalassina &elgidopteryx serripennis Hirundo pyrrhonota Hirundo rtastica Cyanocitta stelleri Corvus brachyrhynchos Parus atricappilus Parris rufescerrs Psaltriparus minimus Sim canadensis Certhia amertcana Yhryamanes bewickii Troglodytes tl &4-tes Regulus satrapa Regulus calena'ula Cathrrrus ustulatus Cathams guttatus Turdus migratorius Ixoreus naevius Bombycilla cedrorum Sturnus vulgar-& 15reo solitarius Oreo huttoni x x x x x x x hN D TABLE 1 (CONTINUED) ANIMAL SPECIES OBSERVED OR EXPECTED ON -SITE Beclan Piste Reaton, Washington BIRDS (CondnftO Warbling VUM Vlreo gihw Rod -eyed Mum irreo olivaceus Orartgecrowned warbler Vermivora celata Yellow Warbler Dendroica petechia Yellow-nmped Warbler Daralroica carau7ato Black throated Gray warbler Dendroica nigrescens McGiliivray's Warbler Opoiornis rohniei Common Yellowtbroat Geothlypis irtchas Wilson's Warbler A'ilm a pusilla Western Tanager Pirannga ludovictana Blade -headed Grosbeak Pheucticus melanocephalus Rrffous-sided Towhee Pipilo erythrophthalmus X Song Sparrow MekWize nrelodia X White -crowned Sparrow Zonoblehia leueophrys Dark -eyed Junco Junco hyemalis Red -winged Blackbird Agelaius phoeniceus Ilrowa-headed Cowbird Molodows ater Purple Finch Carpodacus purpureus House Finch Catpodacus mexicanus Pine Siskin Carduelis pinus AnXxia n C,okVinch Carduells 01stis Evening Grosbeak Coccothraustes vespertinus House Sparrow ** Passer domesticus X MAMMALS CoMMM OptSwn Didelphls virgintana Twwbridge's Shrew Sorex trawbridgei Vagrant Shrew Sorex vagrans Dusky Shrew Somx obscurus Pacific Water Shrew Sorex hendirei Shrew -thole Neurotrichus gi66si Towitsend's Male Seapanus lownsendi Pacific Mole Scapanus orarius Little Brown Myotis myotis lucijugus Yuma Myotis Afyotis yumaensis Long-eared Myotis 'Ilyotls evotis MAM MASS (Co*tinaed) To wasend's Ct *Mmk Eastern Caw Squirrel DmlgW SqWffd Deer Mouse Bushy -tailed Waodrat Oregon Vole House Mouse Rac mn Short tiled Weasel Long-tailed Weasel Striped Skunk Coyote TABLE I (CONTINUED) ANIMAL. SPECIES OBSERVED OR EXPECTED ON -SITE Beclan Plus Renton, Washington SylMlgm Jloridanus Aplodontia rufa Eutamias lownwn& Sciurus carolinensis Tamiasciurus douglasi Perornyscus numiculatus Neotoma cinerea Microtus oregoni Mus MUSMhts Procyon lotor Mustela e"Wnea Mustela frenata Mephitis mephitis Canis latrans DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-1 Conditions: trees Site Disturbance? Fast section had been residential with landscaping. Location: See site Map Builrlin s recently demolished VEGETATION Dominant Plaid Species Dominant Plant Species 1 Alnus rubra Fac T $ 2 Populus balsamifera Fac T 9 3 Rubus spectabdis Fac S 10 4 Rubus discolor Gpl S 11 5 Spiraea douglasii FacW S 12 6 13 7 14 Percent of dominant species that are OBL, FACW, and/or FAC: 80 Is the hydrophytic vegetation criterion met? Yes Rationale: More than SO% species hydrophytic SOIL Soil Type: Alderwood Hydric Soils List: No Histic Epipedon? No Mottles? Slight Gleyed? No Matrix Color: IOYR413 Mottle Colors: Depth: 13"46" Other hydric soil indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: - Is the soil saturated? Not in upper 18 " Depth to free-standing water in probe hole: - Other field evidence hydrology: , No Is the wetland hydrology criterion met? No Rationale: ,4onhydrtc soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Non hydric soil. Project Name: Beclan Place Field Investigator(s): G. Munger Project No.: 61506 Date: 6- 20-06 AlderNW 519 North 59th Street Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-2 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildings recently demolished VEGETATION Dominant Plant Species us �rA Dominant Plain Species Ld � A 1 Alnus rubra Fac T 8 2 Populus balsamifera Fac T 9 3 Rubus spectabilis Fac S 10 4 11 5 12 6 1 1141 13 7 1 Percent of dominant species that are OBL, FACW, and/or FAC: 100 Is the hydrophytic vegetation criterion met? Yes Rationale: More than 50% species hydrophytic SOIL Soil Type: Alderwood Hydric Soils List: No Histic Epipedon? No Mottles? Slight Gleyed? No Matrix Color: IQYR4/3 Mottle Colors: Depth: 12"-16" Other hydric soil indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: Is the sofa saturated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology; No Is the wetland hydrology criterion met? No Rationale: Nonhydric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Non hydric soil, Project Name: Beclan Place A1derNW Field Investigators): G ,Munger 518 North 59th Street Project No,: 61506 Date: 6-20-06 Seattle, WashiVon 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/con fer Data Point No.: DP-3 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buil&ngs recently demolished VEGETATION Dominant Plant Species Dominant Plant Species 1 Almis rubra Fac T 8 2 Rubus laciniatus Upl S 9 3 Polysuchum munitum UPI H 10 4 11 5 12 6 #Etj 13 1 7 14 Percent of dominant species that are OBL, FACW, and/or FAC: 0 Is the hydrophytic vegetation criterion net? No Rationale: Vegetation not hydrophyttc SOIL Soil Type: Alderwood Hydric Soils List: No i Histic Epipedon? No Mottles? Slight Gleyed? No Matrix Color: IOYR4/3 Mottle Colors: Other hydric soil indicators: No Is the hydric sod criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: - Is the soil fir? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Depth: 12"46" 1 Is the wetland hydrology criterion met? No Rationale: Nonhydric soil, no evidence ofsoil saturation. WETLAND DETERMINATION Are wetland criteria met? ,4o Rationale for wetland decision: Non hvdric soil. Project Name: Beclan Place AlderNW Field Investigators): G. Munger 518 North 59th Street Project No.: 61506 Date: 6-20-06 Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.. DP-4 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildln s recently demolished VEGETATION Dominant Plant Species Q. S `n l Dorinant Plant Species 1 Rubus discolor Lpl S 8 2 Ranunculus repens FacW H 9 3 Alnus rubra Fac T 10 4 11 5 112L 6 1 1131 7 1 1141 Percent of dominant species that are OBL, FACW, and/or FAC: 6 I Is the hydrophytic vegetation criterion met? Yes Rationale: More than 50% species hydrophytic Soil Type: Alderwood Histic Epipedon? No Matrix Color: JOYR4/3 Other hydric soil indicators: Is the hydric soil criterion met? No SOIL Hydric Soils List: No Mottles? Slight Mottle Colors: Gleyed? No I Depth: 12"-15" No Rationale. Chroma greater than 2 I HYDROLOGY Is the ground surface inundated? No Surface wafter depth: - Is the Soil sahtrated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Is the wetland hydrology criterion met? Na Rationale: Nonhydric soil, no evidence ofsod saturation. WETLAND DETERIMINATION Are wetland criteria met? No Rationale for wetland decision: Non hydric sort. Project Name: Beclan Place AlderNW Field Investigator(s): G. Munger 518 North 59th Street Project No.: 61506 Date: 6-20-06 Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-5 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buih*n s recengy demolished VEGETATION Dominant Plant Species .2 CR � vat Dominant Plant Species g 1 Rubus discolor Lpl S 8 2 Ranunculus repens FacW H 9 3 Alms rubra Fac T 10 4 Thuja plicata Fac T 11 5 12 b 13 7 14 Percent of dominant species that are OBL, FACW, and/or FAC: 75 Is the hydrophytic vegetation criterion met? Yes Rationale: More than 50% species hydrophytic SOIL Soil Type: Alderwood Hydrie Soils List: No Histic Epipedon? No Mottles? Slight Gleyed? No Matrix Color: 10YR4I5 Mottle Colors: Depth: 10"-I5" Other hydric soil indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No _ Surface water depth: 1s the soil saturated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No 1s the wetland hydrology criterion met? No Rationale: Xonhy&lc soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Alon hy&7c soil. Project Name: Beclan Place Field Investigator(s): Project No.: 61506 G. Munger Date: 6 �0-06 AlderNW 518 North 59th Street Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-6 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildings recently demolished VEGETATION I Dominant Plant Species `° 0� g Dominant Plant Species ]I 1 Rubus spectabilis Fac S 8 2 Rubus discolor t.pl S 9 3 10 4 11 5 1121 5 1131 '1 1141 Percent of dominant species that are OBL, FACW, and/or FAC: Is the hydrophytic vegetation criterion rust? Yes Rationale: 50% species hydrophytic SOIL Soil Type: Alderwood Hydric Soils List: No Histic Epipedon? No Mottles? Slight Gleyed? No Matrix Color: 10YR413 Mottle Colors: Depth: 10 "-15 " Other hydric soil indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surfacae inundated? No Surface water depth: - Is the soil saturated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Is the wetland hydrology criterion met? No Rationale: Nonhydric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria rnet? No Rationale for wetland decision: .'Von hydric soil. Project Name: Beclan Place Field investigator(s): Project No.: 61506 G. munger Date: 6- 20-06 AlderNW 518 North 59th Street Seattle, Washington 98103 + � 1 wEiltt � sc ss tatss a+r i} . 0OMOF � z4 99 tsar * +fir[ par -.. waan+iat Nfamft tm! tE �1DlT �. �• do i�yiism SI rimmw mawa'i IMMA K imv*PL Ob _ se t.W Pt t4a" ttr �k i 784P Jr ALDERNW VICINITY MAP Beclan Place Renton, Washington No.61506 i Date Mar., 2007 1 Figure 1 w t • • P • DP-1 Approximate Data Point Location , r r T 2$ R 29Vfr r r J , r ' +x • I 2 2 I �2 21— 20 ! I . — to 1 4 w` 1 - � { a 15 14 3— „ � 3 ' I �I ! 2 k DETE 41ON II TRACT 104 9 8 7 6 5 f -- -ram f •�"", 1T APPROXIMATE SCALE SITE MAP 80 0 80 160 feet Beclan Place mom -- A derNW Renton, Washington Proj. No.61506 Date Mar., 200 figure 2 Michael Dotson - Beclan Place Drainage Review Page 9 From: Alien Quynn To: Dotson, Michael Date: 04/2312008 2:23:47 PM Subject: Beclan Place Drainage Review Mike, The drainage report and design plans are approved. I have no further comments. Allen AASchweikl & Associates, P Uc Civil Engineering, Project Management, & Consulting TECHNICAL INFORMATION REPORT FOR THE PLAT OF BECLAN PLACE PROJECT NO: 05057 DECEMBER 2007 REVISED FEB. 2008 & APR ZOO& PREPARED FOR: AMBERWOOD, LLC/LANDON C/O MR. STEVEN BECK 19129 SE 145TH STREET RENTON, WASHINGTON 98059 PREPARED BY: BRANT A. SCHWEIKL, P.E. SCHWEIKL AND ASSOCIATES, PLLC. 705 SOUTH 9TH STREET, SUITE #303 TACOMA, WA 98405 (253) 272-4451 1 05057 TIR—0408,doc TECHNICAL INFORMATION REPORT FOR THE PLAT of BECLAN PLACE 2"d Street Renton, Washington 98059 December 2007 Revised Feb & Apr 2008 Prepared for: AMBERWOOD, LLCILANDON CIO MR. STEVEN BECK 19129 SE 1451"' STREET RENTON, WASHINGTON 98059 Prepared by: Brant A. Schweikl, P.E. REPORT #05057 "I hereby state that this Storm Drainage Report for The Plat of Beclan Place has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community of professional engineers. I understand that the City of Renton does not and will not assume liability for the sufficiency, suitability or performance of drainage facilities prepared by me." This analysis is based on data and records either supplied to, or obtained by, Schweiki and Associates, pile. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. 05057_TIR_0408.doc The Plat of Beclan Place Parcel Numbers 1523059064, 1523059065, 1523059090 and 1523059116 TECHNICAL INFORMATON REPORT TIR Section 1 - Project Overview The following project narrative is provided to the City of Renton as part of the Preliminary Plat submittal process for the proposed Beclan Place development project. The project is located at the northwest corner of the intersection of NE 2nd Street and Jericho Avenue NE. The proposed project consists of four existing parcels, (Parcel Numbers 1523059064, 1523059065. 1523059090 and 1523059116) which vary in size from .67 acres to 4.1 acres. Total area of the four parcels is 308,616 square feet (7.08 acres). The current City of Renton zoning classification is R-4 Single -Family Residential. Since the site was annexed into the City of Renton as part of the Mosier Annexation Area, it falls under Condition 413 of the R-4 zoning code. This allows the site to develop to a maximum code density of 5 dwelling units per acre instead of the normal 4 dwelling units per acre allowed for standard R-4 zoning. At present there is an existing residence on parcel 1523059116. The other three parcels are vacant, a former residence on parcel 1523059064 having been previously demolished. Except for the landscaped area surrounding the existing residence, the remainder of the site is undeveloped and/or non -maintained. Most likely the site had been cleared or logged at some point in time, and the remnants of a pasture exist in the southern portion of the property. Adjacent to the western property line in the northwest corner of the site is a wetland. This wetland is part of a larger wetland that extends off the property to the west. The northern and western areas are also more wooden, with a mixture of maple, cedar, fir and hemlock trees. The project site is bounded on three sides by public right-of-ways. To the east is Jericho Avenue NE, the most prominent street addressing the site. To the south is NE 2nd Street, a less used residential street that currently dead ends a block west of the site. The NE Hoquiam Avenue right-of-way bounds the project site to the west and is unimproved. The project proposes to develop Hoquiam Avenue to provide the western region of the site access south to NE 2nd Street. The West Coast project, directly west of the right-of- way, will share in the development of Hoquiam Avenue and coordination between the projects has already begun. The surrounding parcels are all zoned single-family residential. Current land uses either reflect that or remain undeveloped. Several established single-family residential plats exist immediately adjacent to the project. Two more, the West Coast project mentioned above, which is in the design stage, and the Shy Creek project, already building directly to the south, will add to that. The project proposes to plat the four existing parcels into 31 single-family lots in the R-4 Residential, and is vested to the R-5 standards. The existing residence will remain on 05057 TIR_0408.doc what is to become the new Lot 21 _ Two tracts will also be created, one to preserve the wetland and its buffer, and another to house the storm drainage detention/water quality facility. The project will also dedicate area to the City of Renton for public right-of-way. A proposed internal road with a 42 foot wide right-of-way section, and a small piece of the south east corner of the site (outside of the City required 15 foot radius) will be dedicated. All proposed lots will front and access public right-of-ways directly except for lots 30 and 31. They will access a public right-of-way via a joint use access easement across Lot 28 and 29. All lots meet the 60 foot minimum width requirement and the 7,200 square foot minimum size requirement. The lots range in size from 7,201 square feet (Lots 17, 18, and 19) to 13,390 square feet (Lot 21). The overall density for the finished project becomes 4.93 dwelling units per acre. The ballpark opinion of probable cost of construction for site improvements is $886,000 and the opinion of probable fair market valve for the completed project is $19.5 million, assuming the finished dwelling units will be sold for an average price of $650,000. All lots will receive their utility services underground from their respective frontage or adjacent right-of-ways. All lots will be connected to the public sanitary sewer, including a new service to the existing residence on Lot 21. Their private septic system will be abandoned. The proposed domestic water system will be designed by King County Water District #90 and Roth Hill Engineers, the district's consultant. The project proposes to install a new 10" ld water main within the new Road A public ROW and dead ends prior to reaching the existing water main in Jericho Avenue which is part of another pressure zone. The new 10"0 water main will be install because of the project having to provide a 1000 gpm of fire flow at two separate hydrants due to the fact that the homes projected for installation will be larger than the 3600 sf threshold. The water main will be downsized to a standard 8"O main when the modeling program indicates that the 10"0 pipe is no longer required to meet the fire flow requirements. The water main will connect onto West Coasts newly installed 8"0 water system at the intersection of Road A and Hoquiam Ave. This water main will provide up to four fire hydrants along the internal road and the majority of the domestic water service for the project. A water line, teed south at Hoquiam, provides services and a fire hydrant to lots along that right-of- way. Extending the water line being installed by Shy Creek in the NE 2nd Street right-of- way east, will provide services and a fire hydrant to the southeast corner of the project. A ten foot wide utilities easement will extend from the public right-of-ways into all lots fronting them. This will allow for the placement of dry utilities. The proposed offsite street improvements for the project include the following. Hoquiam Avenue NE will be developed to a 20-foot width pavement section with curb, gutter and sidewalks (half street improvements by Beclan Place) on the east half of the right-of-way due to the lack of available right of way on the west half of the alignment. The 20-feet of pavement will be based off the eventual center of the ROW and will offset the eastern curb line on Hoquiam Avenue NE four feet from the curb lying to the south NE 2"d Street. There are possibilities that plats of Green's Landing and West Coast may install improvements on the western half of the ROW if the ownership questions are answered and the ROW is purchased. At the time of this report it is unknown if the plat internal Road A will connect through to the west and the Plat of West Coast. 4 05057_T[ii_0408.doc Right-of-way improvements will also be made to NE 2"d Avenue and Jericho Avenue NE. Full half street improvements will be made to NE 2"d Street including curb, gutter and sidewalks, and a widening to 16 foot wide lane paving from the new street widening that was installed by Shy Creek. Curb, gutter, sidewalk and planter strip will also be added adjacent to our frontage along Jericho Avenue with the curb line being placed at 18 feet from the centerline of the ROW. The conceptual grading plan as depicted has 9,485 CY of Cut and 20,946 CY of Fill. The project is therefore determined to be a Fill site, and must have material imported from an offsite location. The final grading plan will attempt to provide an earthwork balance and reuse portions of the existing topsoil in non-structural onsite fill locations to reduce the amount of material needed to be transported onto the site. The project soils as mapped are found to be ground moraine deposits consisting of unsorted mixture of clay, silt sand and gravel, known commonly as glacial till. The glacial till is covered by approximately 1 to 1.5 feet of topsoil and 1 to 3.7 feet of weathered soil, consisting of medium dense silty sand with gravel (see Geotech Report). It is the unusual thickness of the topsoil layer that is creating the high earthwork quantity numbers. In light of maximizing the number of lots that can be created under the R-4 Single Family Residential Zoning Code, most of the trees within the developed area will be removed to allow for placement of the structures (See Tree Inventory Plan). Special care and considerations (grading, wetland tract) have been taken to ensure that certain trees will remain. New trees will be planted to meet the City of Renton's requirements (see Landscape Plan). All efforts will be taken to save any other existing trees or landscape features within the project boundary area that do not directly affect construction of the proposed new residences. The 2005 King County Surface Water Design Manual (KCSWDM) is the storm drainage regulatory manual adopted by the City of Renton. In accordance with the 2005 KCSWDM, Figure 1.1.2.A Flow Chart for Determining Type of Drainage Review Required, was utilized to determine the type of drainage review that the project is subject to. The results of the storm drainage review type was determined to be a Full Drainage Review, because the project proposes greater than 10,000 sf of new impervious surface and greater than 7000 sf of land disturbing activity. The King County Soils Survey Maps provided by the United States Department of Agriculture Soil Conservation Service were reviewed to determine the soil characteristics with the project sub basin with respect to the soils susceptibility to landslides and erosion and its capability for groundwater recharge and surface water runoff. The review indicated that the existing site soils are typical Alderwood (AgQ glacial till over lain by a 12" to 18" layer of topsoil. 05057_TIR_0408.doc TIR Section 2 — Conditions and Requirements The project will receive its complete plat conditions and requirements once the plat has completed it Preliminary Plat submittal process, Hearing and SEPA review. The preliminary plat submittal has been created with respect to the City of Renton Municipal Code and the 2005 King County Surface Water Design Manual (KCSWDM). The project is located in a Level 2 Flow Control basin and is required to provide Basic Water Quality Treatment. TIR Section 3 — Offsite Analysis The project's Level One Downstream Analysis was conducted on Saturday November 11, 2006. The weather at the time of the downstream analysis field investigation was partly mostly cloudy and approximately 45 degrees_ There had been measurable precipitation in the past couple of days and there was runoff visible in most areas of the downstream. Resource Review The available resources were reviewed and a summary of the resource research follows: The project does not lie in either a FEMA flood plain, a Critical Drainage Area or an adopted Basin Plan. The King County Sensitive Areas portfolio was reviewed with the use of the iMap website and there area no sensitive areas located onsite. There are a few sensitive areas in the surrounding vicinity. 1.) Downstream, south of SE 1381h Street there is an area of SAO Erosion and Landslide Hazard areas associated with the downstream stream. corridor where the stream descends to the Cedar River Valley. The King County WLR Drainage Complaints located in the immediate vicinity downstream properties were researched and a request for a description of the downstream storm drainage complaints was requested. There are some complaints to the west of the projects SW property corner that lie along the drainage features that passes through the adjacent developments to the west along NE 2pd Street. These parcels currently would only be affected by runoff from our proposed project predominately during a major storm event if the culvert inlet at the northeast quadrant of the NE 2nd Street and Hoquiam Ave NE intersection was to clog. The northern roadside ditch along NE 2"d Street does not convey water to the area to the west along NE 2nd Street. There is also a parcel to the south where I Ioquiam Ave NE turns westward and becomes SE 136th Street where the channelized stream opens up into a natural stream bed in an undeveloped parcel. The complaints will be further defined in the Final TIR once the available Drainage Complaint information has been obtained from King County. 05057_T[R_0408.doe The existence of one wetland onsite was noted during the wetland reconnaissance by Alder NW and in their wetland report. Wetland "A", a 4,312 sf City of Renton Category 2 wetland with accompanying 50-foot buffer was located in the very northeast corner of the project. The wetland will not be altered in any manner and the 50 foot buffers will remain intact, no wetland buffer averaging is proposed. Field Investivation The project site and downstream existing storm drainage infrastructure was inspected on Saturday November 11, 2006 at 9:30 am. The project's upstream storm drainage infrastructure includes the Jericho Ave NE right-of-way that has no defined storm drainage or open ditch system along the western shoulder of Jericho Ave NE. Therefore the runoff developed from the high point in the basin is either sheet or shallow flows the general flows in the northeast to southwest direction. The centerline of Jericho Ave NE is an offsite basin boundary line for runoff coming onto the project site. Therefore the eastern half of the Jericho Ave NE right-of-way does not contribute to the project and there are no cross culverts connecting the flows east of Jericho to the west and our basin. The minimal amount of roadway infrastructure improvements along the western property frontage will be conveyed to the detention facility as instructed by the City of Renton's first set of review comments and the north end of the existing culvert across 2"d Avenue NE will be plugged with concrete and abandoned in place. Generally northeast to southwest gradient is also consistent with our proposed project site, with the exception of a small portion of the northwest panhandle of the parcel that contributes storm drainage to existing Wetland "A" in the northwest corner of the parcel. About two thirds along the Jericho Ave NE frontage from the northeast property corner a shallow roadside ditch starts to manifest itself as it travels further to the south. This small reach of roadside ditch conveys water to the intersection of NE 2"d Street and underneath NE and south of the site outside the projects basin downstream path. The Hoquiam Ave. NE existing 30 hal f ROW (eastern) on the western boundary of the project is an unopened system existing public ROW. The southern parcel boundary is adjacent to the existing 60-foot public ROW and the road section incorporates a roadside ditch that collect the northern half of the 2A Ave. NE ROW and the onsite sheet flows from the project onsite basin. The roadside ditch conveys runoff to the existing 8"0 culvert at the northeast quadrant of the N E 2" d Street and Hoquiam Ave. NE. The north boundary of the site is adjacent to single structure low density residential development with substantial remaining tree canopy and under brush in the western portions on the adjacent parcels. The downstream investigation commences at the natural point of discharge for the project at the northeast quadrant of the northeast quadrant of the intersection of NE 2"d Street and the Hoquiam Ave NE, (PT"A"). PT"A" is the western terminus of the roadside ditch along the north edge of the NE 2nd Street ROW and collects a majority of the projects existing site runoff. The runoff is prevented from being conveyed to the west by some fill material what may have been placed by some of the surrounding downstream 05057_TIR 0408.doc residents. It is difficult to determine the actual past history of the design drainage patterns. The adjacent private driveway to the west has a 12" 0 steel culvert that is plugged with 0.7' of material on the inlet side and 0.6' plugged on the outlet end that shows no evidence of stormwater runoff flow to the west. From. PT"A" the site runoff is conveyed in 32 if of 8"0 steel culvert at _t 3.2% to PT"B" at the southeast quadrant of the intersection and discharges into the eastern roadside ditch. The eastern roadside ditch is approximately 2.5 feet wide at the bottom of the ditch, with 2:1 side slopes and is heavily vegetated with tall grasses and blackberry. The slope of the ditch is f2.0% with a depth of approximately 1.5 feet. At PT"C", 60 if downstream the eastern roadside ditch is still present, at an approximate slope of f2.0% and the centerline of the paved traveled way of the Hoquiam Ave NE is the western most edge of the sub basin draining to the ditch. The ditch continues southward to PT"D", downstream 2101f, the ditch has shallow flow a longitudinal slope of ±1.1 % and is approximately 1.4' deep. At PT"E", 286 If downstream, is flow is approximately 1' wide and 3" deep and this is the point at where the blackberry vines dissipate. The ditch bottom is heavily grassed. At PT"F", 392 if downstream, near the intersection with SE 133rd Street, the flow is a trickle, 1' wide, 2:1 side slopes, is approximately 1.2' deep. The ditch contains significant leaf fall and organic clutter. At PT"G", 5401f downstream, the ditch bottom is approx. 2.3' wide and newly cleaned and maintained with less vegetation and is at a slope of ±3.0%and is approximately 1.2' deep. The flow in this reach of the ditch is at a trickle. PT"H", 673 if downstream, is the point at which the ditch exhibits the clean and maintained appearance ends. The ditch bottom is approximately 3.0' wide and 1.3' deep. There is an erosion control roll 30-feet upstream, there is no evidence of erosion in the swale at this point. At PT"I", 686 if downstream, there is an 18"0 CMP beveled end pipe inlet with aluminum debris barrier. At this point the ditch flows are taken into a tight lined public conveyance system. The entrance to the conveyance system is heavily covered with blackberry and leaf clutter. At PT"J", 740 If downstream, there is an area where there appears to have been runoff over flow from one of the Shy Creek temporary erosion control basin that most likely overflowed from the facility during a period of heavy precipitation. The flows enter the roadside ditch that recommences after PT"I". The ditch slope is tl .7% and there is some evidence of scour on the eastern side slopes of the ditch were most likely caused by the overflow for the Shy Creek temporary erosion control facility. At PT"K", 860 if downstream, there is a SDMH at the edge of the edge of pavement. There is no flow in the ditch and is also the end of the gravel that has been scoured in the ditch from the overflow from PT"I". The ditch has heavy leaf clutter in the ditch. At PT"L", 1000 If downstream, the minor ditch flow combines with a significant stream flow for the Shy Creek residential proj ect that enters into the former alignment of the roadside ditch after running parallel to the roadside ditch for approximately 50 down stream. The combined flow is clean and clear and 4-5' wide, 7" to 14" and flowing at a 05057_TIR_0408.doc i'/sec velocity. At PT"M", 1015 If downstream, there is a SDMH at the edge of the edge of pavement and a 24"0 N-12 with aluminum debris barrier located in the northern ditch line of SE 1351h Street that conveys storm water runoff from the small drainage tributary that is travels from north to south through the Puget Colony Homes development and then enter our downstream path at this point. At the time of the downstream analysis there was no flow at the inlet. At the south side of SE 135th Street there is a 12"0 concrete pipe that is 50% clogged and has approximately 1.6' of available head prior to the overflow. The pipe conveys flows from the south side of the SE 1351h Street ROW to the main conveyance trunk in the Hoquiam Ave NE ROW, At PT"N", 1138 if downstream, the stream along the eastern edge of Hoquiam is 6' wide, 1.5' deep with a gravel bottom and leaf clutter. The slope of the stream at this point is t1.7%. At PT"O", 1263 If downstream, there is a SDMH along the main trunk line that runs parallel to the stream at the eastern road shoulder. The eastern bank of the stream has been cleared (1:1 slope), the western bank slope is vegetated and is approximately 2:1. The stream is 6' wide, flowing clear and 12" to 18" deep. The stream bed is gravel and cobbles. Upon reaching PT"P", 1339 if downstream, the stream flow enters 54"0 CMP wide culvert @ +6.7% that has approx. 74" of available head prior to overflow. The entrance to the culvert is heavily protected with 12"-6" rip rap to a depth of 18 inches and has a temporary 2"0 discharge pipe from the detention facility just east of the stream. At PT"Q", 1384 if downstream, the stream emerges from the 54"0 CMP culvert along with the 30"0 CMP tight lined conveyance trunk line from the Hoquiam Ave NE ROW and an independent 12"0 N-12 pipe (no flow) from the Hoquiam ROW. The three outlets combine into a clean flowing 12-foot wide forested stream corridor that continues to the south. The stream bead does not show any evidence of erosion scour or excessive sediment transport at the outlets. TIR Section 4 -- Flow Control and Water Quality Analysis and Design The written conclusions from the Pre -application meeting conducted at the City of Renton indicates that the Plat of Beclan Place will be required to provide Flow Control to the Level 2 Flow Control levels and basic water quality as promulgated in the 2005 King County Surface Water Design Manual (KCSWDM) The conceptual storm drainage plan will include recharge of the existing Wetland A. The roof storm drains and pervious lawn surfaces from Lots 29 and 31 will be directed to discharge to the wetland buffer in Tract B. (See separate document, Wetland Hydrology Recharge Report for Wetland A). Alt of the other storm water runoff from the project will be collected and conveyed to the detention/water quality facility, including the minor street infrastructure widening and installation of concrete curb, gutter and sidewalk on Jericho Ave NE ROW. The roof drains from Lots 1 - 4 will be conveyed to the rear of the lots, then south to a catch basin in the NE 2,d Street right-of-way. A 10 foot wide storm drainage easement along the rear of Lots 1, 2 and 3 will allow access for this line. The controlled discharge from the detention vault in Tract A will be conveyed offsite to a 9 05057_TIR_0408.doe Type 2 catch basin being installed by Shy Creels at the southeast intersection of Hoquiam and NE 2"d. Beclan Place has provided construction funds to Shy Creek to lower their proposed public storm drainage conveyance line in Hoquiam Ave NE to accommodate the proposed depth of our discharge pipe from the underground detention and water quality facility at the NE quadrant of the intersection. Attenuated flows from flow control facility will be conveyed southward down the newly installed public storm drainage conveyance system in Hoquiam Ave NE towards Maplewood Creek. The project proposed existing project drainage basin (PREDEV) includes 7.25 acres of existing area with a forested till existing land use covering. The existing house to remain on Lot 21 and its associated impervious driveway were not considered in the pre - developed basin. The proposed developed basin (DEV) is a 7.25 acre basin that is comprised of 3.93 acres of impervious area and 3.32 acres of lawn. The percentage of impervious surface per lot is 55% per the zoning and we will be reducing that to 50% of the lot area for the purposes of the flow control hydraulic calculations. The developed basin also contains the two concrete driveways for Lots 29 & 31 that drain to the private access drive. The KCRTS hydrologic modeling software that the 2005 KCSWDM requires engineers to utilize in sizing of flow control facilities (detention facilities) will be used to determine the project detention requirements. The City of Renton has adopted the 2005 KCSWDM as the City's storm drainage manual. The KCRTS modeling program indicates that for Level 2 Flow Control standards the project will require 88,748 cubic feet of storage at peak reservoir stage of 7.65 feet above outlet (398.95) or elevation 406.60. The proposed flow control facility will be located in a separate detention tract at the south west corner of the project. The facility is proposed to be an underground detention/water quality wet vault with dimension configurations that are set to maximize site usage and the detention and water quality design requirements of the KCSWDM with respect to the available tract area set aside. The interior dimensions of the vault design provide approximately 11,601 square feet vault area 10 05057_T[R_0408.doc The permanent water quality volume for the wet vault is calculated with respect to Section 6.4.1.1 of the 2005 KCSWDM for the Basic wetpond criteria. Wetpool volume = Vb=f*(09Ai + 0.25A19+ 0.IOA1f+0.10Ao)*(R/12) Where, Vb = wetpool volume (cf) f = volume factor A; = area of impervious surface (sf) Atg= area of till soil covered with grass (sf) Atf— area of till soil covered with forest (sf) Ao = area of outwash soil covered with grass or forest (sf) R = rainfall from mean annual storm event (inches) (refer to attached Figure 6.4.LA KCSWDM) Therefore, Vb = 3 [(0.9(1 18,106) + 0.25(118,106))*(0.47/ 12)] Vb=15,959 cf Required Vb Provided = 16,099 cf The proposed detention /water quality vault was modeled with the following dimensions, 112.06'(L) x 105'(W) x fl 1'(D). The water quality volume in Cell 1 is designed at 5.10 feet deep. At a depth of 5.10 feet the water quality cell will encompass approximately 27.2% of the vault bottom. The remainder of the vault, Cell 2 will be designed to drain to the outlet control structure in the southeast corner and have no water quality wetpool storage incorporated. The discharge from the facility would be to the newly installed Type 2 CB just to the south of the southeast corner of the detention wet vault, adjacent to the NE 2nd Street ROW. TIR Section 5 — Conveyance System Analysis and Design The project proposes to install a series of Type I catch basins along the proposed internal public road, Road "A", that drain to a sag low point adjacent to Lots 15 and 26. The flows will then be conveyed down to the south in a public storm drainage easement at the rear of the lots fronting on Hoquiam Ave. NE. There is also a 12"0 storm drainage conveyance pipe that runs along the property line between Lots 24 & 25 that extends to the north parcel boundary for future connection of the under developed parcel adjacent to our parcel to the north. The flows through this proposed pipe are assumed be downstream of a future flow control Iacility and thus have been assumed as attenuated developed flows.. The project will install storm drainage improvements for the street widening and curb, gutter and sidewalk. The NE 2"d Street conveyance system will also convey the roof drain storm. drainage runoff from the homes fronting on both Jericho Ave. NE and NE 2nd Street right-of-way's. The proposed lots fronting on the Hoquiam Ave. NE ROW will be conveyed in the private roof drainage system to the 12" O public storm drainage I 05057_T1R_0408.doc conveyance system that conveys flow to the south property line of Lot 17, eastward to the a proposed Type 2 CB that combines with the runoff from the Internal Road. All public storm drainage pipe was preliminarily proposed to be a minimum of a 12" 0 conveyance pipe. Preliminary sizing indicated that the pipe between CB48 and CB#3 would have been an 18" O pipe. Upon conducting the Backwater Analysis utilizing the StormShed 2G hydraulic modeling software it was determined that of the proposed conveyance pipe in the system shall be 12" 0 pipe. As a result of the first set of comments from the City of Renton the minimal street widening and addition of concrete curb gutter and sidewalk have been conveyed to the proposed public conveyance system in NE 2nd Street. In review of the previous backwater analysis it is our professional opinion that there is sufficient capacity in the NE 2"d Street conveyance line as designed to handle the additional Jericho runoff flows at the KCSWDM design flows. Therefore we did not re run the StormShed 2G Conveyance calculations and have included the original December 2007 conveyance calculations. The wetland recharge flows from the two proposed structures will be discharge to two separate in ground bubble up dispersion trenches to be located at the outer edge of the Wetland A buffer in locations designed to disperse the clean stormwater runoff throughout the wetland buffer and Wetland A. Special Requirements Analysis The Special Requirements 91 - #5, of Section 1.3 of the 2005 KCSWDM do not apply to the project. Summary In summary, the project proposes to install an underground detention and water quality vault to address the Level 2 Flow Control detention requirements. The vault will be located in a separate detention tract. Tract A, at the northeast quadrant of the intersection of Hoquiam Ave. NE and NE 2nd Street. The vault will be designed with the appropriate water quality- dead storage to provide Basic Treatment. The project also performed a downstream analysis Core Requirement #2, to support our projects storm drainage design and found that the downstream appears to have sufficient capacity to convey the design storm event. Our proposed project will be providing flow control and will not increase the discharges to the existing downstream conveyance system. The adopted City of Renton storm drainage manual, the 2005 King County Surface Water Design Manual criteria requires that the project prepare a full Drainage Review. The project will be designed with respect to and in accordance with the requirements of the 2005 KCSWDM. 12 05057 T[R 0408.doc King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Z l;?7 Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner f ��>zl✓��o LL.G. r L�t�a.(>o1J Address 4735 4 P'�zv+rzrJ Pho e 411 1 Project Engineer 8)eAtzT-A, 3c.rf��{�L, Company ' Address/Phone 1765 l�r_a Part 3 TYPE OF PERMIT APPLICATION Subdivison Ci Short Subdivision Grading L� Commercial Other Fart 2 PROJECT LOCATION AND DESCRIPTION Project Name Location Township 2 Range 5 ........Section 1� Part 4 OTHER REVIEWS AND PERMITS DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN ❑ Shoreline Management Rockery Structural Vaults Other Community "awr.'t4�T_LlC Drainage Basin f Part 6 SITE CHARACTERISTICS River Stream Critical Stream Reach Depression s/Swales Lake Steep Slopes Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other F (I --> I Part l SOILS Soil Type Slopes Erosion Potential Erosive Velcotles I T �1 �T ! u �,,n A�, Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE Ch. 4 — Downstream Analvsis r- i J i Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control X Clearing and Graing Restrictions X Cover Practices Construction Sequence Other LIMITATION/SITE CONSTRAINT MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris `. Ersure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other Part 10 SURFACE WATER SYSTEM Grass Lined Channel Pipe System Open Channel Dry Pond Wet Pond - Method of A SIP _- Tank Infiltration Vault Depression C o m pe n sati o nIM i ti gati Energy Dissapator Flow Dispersal on of Eliminated Site Wetland Waiver Storage _ Stream Regional Detention Brief Description of System Operation Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS X Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope LI Other Part 12 EASEMENTSITRACTS f Drainage Easement Access Easement Native Growth Protection Easement �K Tract Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. XASch weiki &A ssocis tes, plic BECLAN PLACE Civil Engineering, Projec tVan agem en t & Consulting 705 South 9th Street Phone: (253)272-445 1 Suite #303 Fax: (253) 17'-4495 VICINITY MAP Tacoma, Washington 98405 bschweiUd1wsii.com tUj b1H w; FL �,J,j �, 6TH c��3z Lw I ELMA 4V NE LU: c)) NE �T HE S M �J: E LLJ ar Uj N1 5-T11 ST U) AV NE NE �IH-"� L 00 z a,1p Siff P'L PA -r %.5TH '9L NE -N F t CIR 5rH '�ST- 1 5- 41)1 ST NE CT �%Tpc� LLJ R HE art Ee NE L": W RE Lw 4114 NElTa CT TECHNICAL 4T: Cf 11 4TH HI -: e� ... NE A COLLEVE Cf, H ST L ME 4TH, PL Grnoo�fW NE 3!�q i z NP 5M -j IL 'R L41 ME 4 r, _i4 4TH 4, p 43 NE RO p E 31ZD CT 3RD. j, ip xi,RIAL i N-1 SE 129THr t-j P'4, PL "NE PARK Af* (St r4tl7) "NE PI_ J NE NFZJNU CSFr sE I $T 9 �,M S1' N -I!! ST M iFSi� ISTLp. CTH pqj SiST FI L I LEISURE A. 134TH i I I " I�JST raja ESTA Tj'.5 yf-4 V)e FL ;SE( ftT pl. S' Kip 35 SE A n-.! >- Si SE 2ND PL ST 13 T�! 4c, !;: —!" V36�� %J V, zn; SE %'t: $YNNYDALf SE 3F 13 FR. SIT -7 LLJ q:) SE VA -A SE 139TH PL x\ SE SE 140TH 14 X4 Ld SE vw PARK 141 ST V� 40TH PLI 6, It SE 'x SE. 142NO 142ND ST D SE M Sr PL !"1143RD lt� ZZ MAPLEWOOD 144Tq�A- ST�-PL q _-::1 '41 IT i SE 14 VE GOLF QL41 VE -4� COURSE Pt CV� t RON REGrS IANVV PARK T ��_ /y VA QFY ct 0 3'i BECLAN PLACE A PORTION OF THE NW Y OF THE NE 1/4 OF SEC. 15, TWP. 23N., RGE. 5E., W.M. CITY OF RENTON, KING COUNTY, WASHINGTON GRAPHIC SCALE rx raer 1 1 maA - 6P h A �Ia 61 ap 9 f Y f Ws I on as �, 0 .j I OR W ui mp s W as x r Y 2 $ r, a a` O O.aigne., BAB Cr.wn: TA CnwkeO: BAB Baata: T.60' Data: .27/08 Ja4 N6.: 05057 Seal No.: B-1 t of 9 Snaeia BECLAN PLACE A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, TWP. 23N., ROE. SE., W.I. CITY OF RENTON, KING COUNTY, WASHINGTON a� ii W i� Z = a 4i QQQQ ; ..J m r m s� a r e1 W 2 m � U Dealpnsd: Dfowh TAB Chwk.d: SAS Scale: ,"40, Dole: .11 /66 Job No.: 06667 sloe, NO.: B-2 o, BMo,e fly ►'■ �r ►.7chwlead & Associates, p& BECLAN PLACE Civil Engineering, Project Management & Consulting n 705 South 9th Street Phone: (253) 17'-4 451 `# Suite UO3 Far: (253) 2'2-4-lom; SCS SOILS MAP Tacoma. Washington 98405 bsc:hweik1diiisl}.com I r • I Y I,�• • W - ! 4 ■ r r • .Y R ♦ • • • 1 I i L 11 kA424 • . • \ • ii O .I� Ij, � r •. • "itSIT n / `�.�,.�.r—d+.—r✓ - _ it 5-. • 1• � �� 1 •� �S,I y%"'�}� `'r • ; • tlr r •{,1� •,J.Zrl tl - 1. i, 1 .lam+ u /� ..I t �• �' 7 EvB Jr I/ It •.,�-.��-.... J 3�1.�ti'+ cif . �j'i -..: . :.Pi--7;5 TF.E S,-JI--S Th-s sec --on desc::bes .:he soli seises arc units is tine. K:ng ✓�C:t�' rrea. Ea Cr- 5.::i Ser_Y.,. r.. described and `her, each r-.apping 'gait hat Unless i.. is specifi_al_y be asst:med t:%at .hd- is stared abo':t ti:e son- holds tr.ae for tine -napp-ng its ir. t:,at sar,•-. . to get full infor:rat;,on a1.7out any one mapptn,g ... is necessary to read both the description of ',i :,:;.-:_: unit and -,he description of the soil series .,.,_ _. belongs. An important part of the description of ea•._i. series is the soil profile, that is, the seq',;rac,:e layers from the surface downward to rock or ct::er underlying material_ Each series :ontains two descriptions of this profile. The first is bite:. :::•i i.. terms familiar to the li,,man. The second, Betarl,_ anu in technical terms, is for scientists, engine,_rs, others who need to make thorough and prec,Lse of soils. Unless it 15 otherwise stated, the given in the descriptions are these of a :mois- As :mentioned in the section "Flow This Surv,v - Made," not all mapping ur.- s are members of a _- series. Jrban land, for example, does rr :-.__ _ to a soil series, but nevertheless, is listed alphabetic order along with the soil series. Following the name of earh mapping unit is moor in parentheses. This 5Ymbo1 identifies the unit on the detailed soil map. Listed at the each description of a mapping unit is the capal)- ,_ unit and woodland group in which the mapping i-j;' been placed. The woodland de.signatior and the pay_ ''n-- the description of each capability unit can be lcr_rnr br referring to the ",uide to Mapping Units" at t'.: Lacr. of this survey_ The acreage and proportionate extent of each m-apping unit are shown in table 1. Many cf the terms useri ir: describing soils can be found ir. the Glossary at. e emu of this survey, and more detailed information at,o-j- the terminology and methods of soil mapping can he r,L, a,-r.cci from the Soil Survey Manual (19). Alderwood Series The Alderwood series rs made up of moderate,. drained soils that have a weakly consolidated t• •;I consolidated substral'LIm at a dep`h -f 24 to 4G :.. .;-; These soils are on uplands. They formed under 1a.:,::, in glacial deposits. Slopes are D to iC percent. -o- annual precipitat;on is 35 to EC ir.c:hes, most o` ..1".i^:r is rainfall between Octc,,bLr and May. The mean ar,r;,_ - temperature is abo-,it 50 F. The troy;-_,.oe seas,): to 200 days. Elevation ranges tr.nrr `_eet. In a rel rrser,tative profile, the .,•sr ce la; stihsoil ,ire ;,,ry dark iorcwn, ar:;-hr;wn, anti brown gravelly sur, ly loam abort .., irn_hes :hlcn. '� 1i s,.tbstratlim gra•,zsh-.- `w'n, 'rlE,ri;' :L:".soiidate depth if 6:; inches an;: mor:. . Altrerw%';:fj. sods are .;sed fcr -imber, pasture, ber_:es, raw 3^..:a '•.Lan aevelapment. They are '.he :toaC e.xte:"E ve 5i_ls In 't'ne survey area. .�aerwood 3vel� al:` lra1, 6 tC PPrc n slopes ,AgC1.--This soil is rolling Areas are ,rregular in ahape and range from 10 to about 61:C acres �'. sire. Representative profile of Alderwood gravelly sandy loam, 6 to 13 percent slopes, in woodland, 450 feet east and 1,300 feet south of the north quarter corner of sec. 15, T. 24 N., R. 6 F,: Al--O to 2 inches, very dark brown (10YR 2/2) gravelly sandy lcam, dark grayish brown (10YR 4'i2% dry; weak, fine, granular structure; slightly hard, friable, nonstickv, nenplastic; many roots; strongly acid; abrupt, wavy boundary. 1 to 3 inches thick. B_- 2 to 12 inches, dark -brawn tiCYR 4/3) gravelly sandy loam, brown r10'YR 3/3) dry; moderate, medium, subangular blocky stru�:tune; slightly hard, friable, nonsticky, nonplastic; many roots; strongly acid; clear, wavy boundary. 9 to 14 inches thick. B3--1 to ^7 inches, grayish -brown {2,5Y 5/2) gravelly sandy loam, light gray ,2.5Y 7/-) dry; many, medium, distinct mottles of light olive brawn l2.5Y .5/61; hard, friable, nonsticky, nenplastic; many roots; :medium acid; abrupt, wavy boundary. 12 to 23 inches thick. I1C--2'? to 66 inches, grayish -brown (2.5Y 5/2), weakly to strongly consolidated till, light gray (2.5Y 7/2) dry; common, medium, distinct mottles of light olive brown and yellowish brown (2.5'Y 5/6 and iDYR 5/6); massive; no roots; medium acid. Many feet thick, The A horizon ranges from very dark brown to dark brown. The 6 horizon is dark brown, grayish brown, and dark yellowish brown. The consolidated C horizon, at a depth of 24 to 40 irches, is mostly grayish brown mottled with yellowish brown. Some layers in the C horizon slake iri water, In a few areas, there is a thin, gray or grayish -brown A2 horizon, In most areas, this horizon has been destroyed through logging operations. Soils included with this soil in mapping make up no more than 30 percent of the total acreage, Some areas are up to 3 percent: the poorly drained Norma, eeliingham, seartle, T•ikwi.la, and Shalcar soils; some are iip to 5 petc'ent the very gravelly Everett and Me,''t7-% soils; ird .some are up to 15 percent Alderwoad sous that have slopes rro.re gent_e or steeper than 6 to Ir pei,-e t. `o ,= arres in 'Newcastle il, Lis are 25 percent. P.ea�ns;.te s.,il.<., sot^e northe•ist of Uj;vail are as much as per -t•n*. �,va i ; scv-ls, and soma in the vicinity of Dash t are l.t% p�rcr,nt Ind'an, is ar.d kitsap soils. Also d are s all areas of Al,ierwocd soils that have a .jrei•relly ..o„rm 'irface lsyer and Permeability is modeia�el rap_a _n ,ne and subsc_l and -;er•: sl.:w r. e si:bs-rat :rr,. penetrate easily tc the they `end mat on the 5U13Stratil1.; through ,.ra C'ts. Water TC': L'S .:,. _Jp c_ --.. substratrm ir, wi.r.,er. Avar_aole water Runoff is, slow to -red -UM, and :he rar.arc: of ero..- moderate. This soil is used for -;.mloer, past'_�_e, her: ruw crops, and for urban de,relcpment. IVe-2; woodland group .3d1. Alderwood gravel y sandy _cam, 0 tc 6 ptni7e!;= sl_ opes (AgB1.--This soil is megrim ievEl and rind.iiating. It is simi-ar to Alderwood crave'ly loam, E to 15 percent slopes, but in places its laver is 2 to 3 inches thicker. Areas are irregular _.. shape and range from 10 acres to slightly more th,3n c;0 acres in size. Some areas are as much as 15 percent include.^, Norma, Bellingham, Tukwila, and Shaicar soils, which are poorly drained; and some areas in the tcir. t: of Enumclaw are as much as 10 percent Buckley s:.:is. Runoff is slow, and the erosion hazard is slight. This Alderwaod soil is used for timber, berries, and row crops, and for urban developmenr Capability unit IVe-2; woodland group 3d2. Alderwood gravelly sandy loam, 15 to 30 ep rc :__._ slopes (AgD).--Depth to the substratum in this so! varies within short distances, but is commonly ,ail,: 40 incnes. Areas are elongated and range f....., to about 250 acres in size. Soils included with this soil i.n mapping make up no more than 30 percent of the total acreage. __m; areas are up to 25 percent Everett soils that ha;a of 15 to 30 percent, and some areas are up to 2 )r-r_ent� Bellingham, Norma, and Seattle soils, which are depressions. Some areas, especially on Saui}: Mountain, in Newcastle Hills, and north of Tiger Mountain, are 25 percent Beausite and 'Jvall soils. Beausite soils are underlain by sandstone, and 0,311 soils by andesite. Runoff is medium, and the erasion hazard is severe. The slippage potential is moderate, This Alderwood soil is used mostly for timber. areas on the lower parts of slopes are used for pasture. Capability unit VIe-2; woodland group 3dl. Alderwood and Ki_tsaP soils, very steep (AkF).-'hi napping unit is about SG percent Alderwood gravely sandy loam and 25 percent Fitsap si-r 1.oam. Slcp 25 to -70 percent. Distribution of the soils v3r. greativ within short distances, About 1.5 percent of some mapped areas an Included, r.tnnamed, very--leep, moder. te;.'; :<rarse textured soil; and about 10 per:,ent of some areas .- a very ".jeep, Icdidro'.a :'•C'. 1.. i:rainage and permeabi_' i ,,,r- "r';r.off is ra.r.. very rapid, and the erc�_or. .,Wizard .,,.:er. to severe. The siir):age rr _ ti re. These.- „oils arP ea f_ _mi-,-r. ,p..:o.:..ty .,tit V11r•-i; w:,c _ a:.a .":o. . Arente., Alderwood material re,'.ts, A�_:erv:cad xaterlal consists of A.iderwood _C1__ that 'nave beer. so ..sturbed through urbai:ization a. :ey nc .,,ngel 2an be classified with the Alderwood ser:_e ese c:'s, however, have ^ran•; s_-m.imar :eat.;res. "he upper part of the soil, to a depth of 20 tc aC inches, -s brown to darkbrown gravelly sandy :cam. 3eli;w ;:his is a grayishbrawn, consolidated and impervious substratum. Slopes generaLly range from 0 to 15 percen---. These soi-is are ';sea for urban development. Arents, Alderwood material, C to E percent slopes {AmB1.--In many areas this soil is level, as a result of shaping during construction for urban facilities. Areas are rectangular in shape and range from 5 acres to about 400 acres in size. Representative profile of Arents, Alderwood material, 0 to 6 percent slopes, in an urban area, 1,300 feet west and 350 feet south of the northeast corner of sec. 23, T. 25 N., R. 5 E.: 0 to 26 inches, dark -brown (10YR 4/3) gravelly sandy loan;., pale brown r10YR 6/31 dry; massive; slightiy hard, very friable, nonsticky, nonplastic; many roots; medium acid; abrupt, smooth boundary. 23 to 29 inches thick. 26 to 60 'inches, grayish -brown (2.5Y 5/2) weakly consolidated to strongly consolidated glacial till, light brownish gray (2.5Y 6/2} dry' common, medium, prominent mottles of yellowish brown (10YR 5/6) moist; massive; no roots; medium acid. Many feet thick. The upper, very friable part of the soil extends to a depth of 2G to 40 inches and ranges From dark grayish brown to dark velLcwish brown. Some areas are up to 30 percent included soils that are similar to this soil material, but either shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. This Arents, Alderwaod soil is moderately well drained. PermeabiLity in the upper, disturbed soil material is moderately rapid to moderately slow, depending on its compaction during construction. The 5'a03tratum is very stnwly permeable. Roots penetrate to and tend to mat or, the surface of the consolidated atb'i.ratum. Scme runts enter the substratum through :racks. water mo:=es or' top of the substratum in winter. Availably water c:rpacitr is low. Runoff is slow, and e.rr,s,,on hn,.ard Sl.lght. This .soil rC .:sr•d for urban development_ ca- �bilay un;-r Y'Ve-2; wc,Ddiand group 3d2. ?. F• :' ^ Fa Ie - '.:,d ma`aria= c to 15 pF=rcent slc�e- Fa;:�. .,..S hey c:vex slopes. nrpas �..._ in �1r 1J .3cr es ti; aLbq'Jt -1 �; APPENDIX A Maintenance Standards for Privately Maintain-ed Drainage Facilities Appendix A of 2005 KCSWDM A-1 KING C'()l NJY. WASHINGTON, SURFACE WATER DESIGN NIANUAL APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - DETENTION PONDS Maintenance Defect Conditions When Maintenance Results Expected When Component is Needed Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation which No danger of poisonous vegetation may constitute a hazard to County personnel or where County personnel or the the public public might normally be. (Coordination with Seattle -King County Health Department) Pollution 04, gasoline. or other contaminants of one No contaminants present other than gallon or more or any amount found that could: a surface film. (Coordination with 1) cause damage to plant, animal, or marine life, Seattle/King County Health 2) constitute a fire hazard; or 3) be flushed Department) downstream during rain storms. Unmowed Grassl If facility is located in private residential area, When mowing is needed, Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height. In other areas, the general mowed to 2 inches in height. policy is to make the pond site match adjacent Mowing of selected higher use ground cover and terrain as long as there is no areas rather than the entire slope interference with the function of the facility. may be acceptable for some situations. Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or as a dam or berm, or any evidence of water berm repaired. (Coordination with piping through dam or berm via rodent holes. Seattle/King County Health Department) Insects When insects such as wasps and hornets Insects destroyed or removed from interfere with maintenance activities site. Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance or interferes with maintenance activity (i.e., slope activities. Selectively cultivate trees mowing, silt removal. vactoring, or equipment such as alders for firewood. movements) If trees are not interfering with access, leave trees alone. Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes should be stabilized by cause of damage is still present or where there using appropriate erosion control is potential for continued erosion. measure(s); e.g.. rock reinforcement, planting of grass, compaction. Storage Area Sediment Accumulated sediment that exceeds 10% of the Sediment cleaned out to designed designed pond depth pond shape and depth, pond reseeded if necessary to control erosion Pond Dikes Settlements Any part of dike which has settled 4 inches lower Dike should be built back to the than the design elevation. design elevation. Emergency Rock Missing Only one laver of rock exists above native sod in Replace rocks to design standards. Overflow/Spillway area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway Rip -rap on inside slopes need not be replaced. 1998 Surlacc \kn1cr Ihsien Manuel y; l;98 A- I APPENDIX A MAIN I F NANCF STANDARDS FOR PRPv A 1 1::1.Y MAINTAINED DRAINAGE FACILITIES NO.2 - INFILTRATION Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Storage Area Filter Bags Rock Fitters Side Slopes of Pond Emergency Overflow Spillway Settling Ponds and Vaults Trash & Debris Poisonous Vegetation Pollution Unmowed Grass/ Ground Cover Rodent Holes Insects Sediment Sheet Cover (If Applicable) Sump Filled with Sediment and Debris (If Applicable) Filled with Sediment and Debris Sediment and Debris Erosion Rock Missing Sediment See "Ponds" Standard No. 1 See "Ponds" Standard No. 1 See "Ponds" Standard No 1 See "Ponds" Standard No. 1 See "Ponds" Standard No See ''Ponds'' Standard No. 1 A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. If two inches or more sediment is present. remove. Sheet cover is visible and has more that three 1/4-inch holes in it. Any sediment and debris filling vault to 10% of depth from sump bottom to bottom of outlet pipe or obstructing flow into the connector pipe. Sediment and debris fill bag more than 1i2 full. By visual inspection, little or no water flows through filter during heavy rain storms. See 'Ponds" Standard No. 1 See "Ponds" Standard No. 1 Remove when 6" or more. See "Ponds" Standard No, 1 See 'Ponds" Standard No. 1 See "Ponds" Standard No. 1 See 'Ponds" Standard No. 1 See 'Ponds" Standard No. 1 See "Ponds" Standard No. 1 Sediment is removed and/or facility is cleaned so that infiltration system works according to design. Sheet cover repaired or replaced. Clean out sump to design depth. Replace filter bag or redesign system. Replace gravel in rock filter. See "Ponds" Standard No, 1 Note: Sediment accumulation of more than 25 inches per year may indicate excessive erosion is occurring upstream of the facility or that conveyance systems are not being properly maintained. The contributing drainage area should be checked for erosion problems or inadequate maintenance of conveyance systems if excessive sedimentation is noted in an infiltration facility. Check twice a year dunng first 2 years of operation, once a year thereafter. Clean manholes catch basins, repair damaged inlets/outlets, clean trash racks. 9i1198 A-2 1998 Surface Watcr Design Manual APPENDIX A MAINTENANCE S I ANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Storage Area Plugged Air Vents One-half of the crass section of a vent is blocked at Vents free of debris and any point with debris and sediment sediment Debris and Accumulated sediment depth exceeds t 0% of the All sediment and debris Sediment diameter of the storage area for'/x length of storage removed from storage area. vault or any point depth exceeds 15% of diameter Example 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than length of tank Joints Between Any crack allowing material to be transported into All joint between tank /pipe Tank/Pipe Section facility sections are sealed Tank Pipe Bent Any part of tank/pipe is bent out of shape more than Tank/ pipe repaired or replaced Out of Shape 10% of it's design shape to design. Manhole Cover Not in Place Cover is missing or only partially in place. Any open Manhole is closed. manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools. Bolts into frame have less tools. Working than inch of thread (may not apply to self-locking lids.) Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applying 80lbs of lift. #ntent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs King County Safety Office and/or maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe misalignment, rust or cracks. access. Catch Basins See "Catch Basins" Standards No. 5 See "Catch Basins" Standards No 5 1998 Surface kA atrr Design `lnnual 9, L99 �1-3 APPENDIVA MAINTEN-ANCE STANDARDS FOR P RIVA I t;l,Y MAINTAINED DRAINAGE: FACILITIES NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed (includes Sediment) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to cutlet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight; structure repaired or replaced and works as designed. Any holes --other than designed holes --in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing out of place, or bent orifice plate. designed. Obstructions Any trash. debris, sediment, or vegetation Plate is free of all obstructions blocking the plate and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions potential of blocking) the overflow pipe. and works as designed. Manhole See "Closed Detention Systems" Standards No. 3 See "Closed Detention Systems' Standards No. 3 Catch Basin See "Catch Basins' Standards No. 5 See'Catch Basins" Standards No. 5 9 E98 1998 SUrt'810C Wraler Design klanual A-4 APPENDIX A MAINTFNANi: F S ,1NDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Debris Trash or debris of more than 112 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening, more than 100/ Trash or debris {in the basin) that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking inlet and outlet pipes free of more than 1 /3 of its height. trash or debris. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g , methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Corner of frame extends more than 314 inch past Frame ariftr Top Slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks, or maintenance person judges that structure is unsound Cracks wider than 1.2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet` outlet pipe or any evidence wide at the joint of inlettoutlet of soil particles entering catch basin through pipe cracks Sediment) Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. 1998 Surkwe Water Manual 9; L98 :1-5 APPENDIX A MAIN FFN 1NCF STANDARDS FOR PRIVA I F-I.Y MAINTAINED DRAINAGE. FACILITIES NO.5 - CATCH BASINS (CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Eire Hazard Presence of chemicals such as natural gas, oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10% of the basin opening. to basin. Vegetation growing in inletioutlet pipe joints that is No vegetation or root growth more than six inches tail and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 lbs. of lift intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, misalignment, Ladder meets design standards Unsafe rust, cracks, or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening w+der than 718 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20% of Grate free of trash and debris. grate surface Damaged or Grate missing or broken members) of the grate. Grate is in place and meets Missing. design standards. NO.6 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% of Barrier clear to receive capacity the openings in the barrier flow Metal Damaged) Missing Bars are bent out of shape more than 3 inches Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards 9: 1 98 1998 5uri ice Water Design Manual A-6 APPENDIX A M,,k[N'['[�"NAN('[; S I'ANI)ARDS FOR PRIVATELY" MAINTAINED DRAINAGE FACILITIES NO.7 - ENERGY DISSIPATERS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Performed. External: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design Rock area five square feet or larger, or any exposure of standards. native soil Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20% of the Pipe cleaned/ flushed so that it Sediment design depth matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench (normal condition rebuilt to standards. is a "sheet flaw" of water along trench). Intent is to prevent erosion damage. Perforations Over 112 of perforations in pipe are plugged with Clean or replace perforated pipe. Plugged debris and sediment. Water Flows Out Maintenance person observes water flowing out Facility must be rebuilt or Top of "Distributor" during any storm less than the design storm or its redesigned to standards. Catch Basin. causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has potential No danger of landslides. Over -Saturated of causing landslide problems. Internal: Manhole/ Chamber Worn or Damaged Post. Baffles, Side of Chamber Other Defects Structure dissipating flow deteriorates to 112 or Replace structure to design original size or any concentrated worn spot standards. exceeding one square foot which would make structure unsound. See "Catch Basins' Standard No. 5 See "Catch Basins" Standard No. 5 1998 Surlace lkater Design Manual 9/i'98 4-? APPENDIX A NIAINTENANCE S-fAND:kRDS FOR PRI�,':11 I:I.Y" MAINTAINED DRAINAC,F. FACILITIES NO. 8 - FENCING Maintenance Components Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate Parts to a facility security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in height. fence. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-112 inches. Top rails bent more than 6 inches. Top rail free of bends greater than t inch. Any part of fence (including post, top rails, and fabric) more than I foot out of design alignment. Missing or loose tension wire. Missing or loose barbed wire that is sagging more than 2-I12 inches between posts. Extension arm missing, broken, or bent out of shape more than i 1/2 inches. Deteriorated Paint or Part or parts that have a rusting or scaling Protective Coating condition that has affected structural adequacy. Openings in Fabric Openings in fabric are such that an 8-inch- diameter ball could fit through. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Barbed wire in place with less than 314 inch sag between post. Extension arm in place with no bends larger than 3/4 inch. Structurally adequate posts or parts with a uniform protective coating. No openings in fabric. NO.9 - GATES Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. Broken or missing hinges such that gate cannot Hinges intact and lubed. Gate is be easily opened and closed by a maintenance working freely, person. Gate is out of plumb more than 6 inches and more than i foot out of design alignment. Missing stretcher bar, stretcher bands, and ties Openings in Fabric See "Fencing' Standard No 8 Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 8 911.98 1998 Surtace Water OcSign Nliu'ILIA A-8 APPENDIX A IvI.AIN 3'ENANC 1`1 S 11NDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes flows freely through pipes. Damaged Protective coating is damaged: rust is causing Pipe repaired or replaced more than 50% deterioration to any part of pipe Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20 % of the Ditch cleaned/ flushed of all design depth sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water Flows freely through through ditches. ditches. Erosion Damage to See "Ponds" Standard No. 1 See "Ponds" Standard No. t Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing (If the rock lining. standards. Applicable). Catch Basins See "Catch Basins: Standard No. 5 See "Catch Basins" Standard No. 5 Debris Barriers See "Debris Barriers" Standard No.6 See "Debris Barriers" Standard (e.g., Trash Rack) No 6 NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Weeds present in less than 5% General Weeds Weeds growing in more than 20% of the landscaped (Nonpoisonous) area (trees and shrubs only), of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation present in landscaped area. Trash or Litter Paper, cans. bottles, totaling more than 1 cubic foot Area clear of litter. within a landscaped area (trees and shrubs only) of 1.000 square feet. Trees and Shrubs Damaged Lmbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which effect more than 25% of the total 5% of total foliage with split or forage of the tree pr shrub. broken limbs. Trees or shrubs that nave been blown down or Tree or shrub in place free of knocked aver iniury Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over causing exposure of the Fools adequately supported: remove any dead or diseased trees. [998 Sul 1�vatcr Design Viunual 911198 .4-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVAI EI.Y MAINTAINED DRAINAGE FACILITIES NO. 12 -ACCESS ROADS/ EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i e trash and debris would fill up could damage tires. one standards size garbage can. Blocked Roadway Debris which could damage vehicle tires (glass Roadway free of debris which or metal) could damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots, Ruts depth and 6 square feet in area. In general, any with no evidence of settlement, surface defect which hinders or prevents potholes, mush spots, or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart within a 400- square foot area. Modular Grid Build-up of sediment miidly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep, matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in such a way as to allow maintenance access. 9 1199 1998 Surface Water Dcsiga Manual A- 10 APPENDIVA MAINTF\1A'\0: S 1'ANDARDS FOR PRIVATELY MAIN`t-AINED DRAINAGE FACILITIES NO. 13- WATER QUALITY FACILITIES A. Biofiltration Swale Maintenance Defect Condition When Maintenance is Deeded Results Expected When Component Maintenance is Performed Biofiltration swale Sediment Accumulation Sediment depth exceeds 2-inches No sediment deposits on grass on Grass Layer layer of the bio-swale, which would impede filtration of runoff. Vegetation When the grass becomes excessively tail Vegetation is mowed or nuisance (greater than 10-inches); when nuisance weeds vegetation is eradicated, such that and other vegetation starts to take over, flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Inlet Outiet Pipe tnleG outlet pipe clogged with sediment and/ or No clogging or blockage in the inlet debris and outlet piping. Trash and Debris Trash and debris accumulated in the bio-swale. Trash and debris removed from Accumulation bioswale- Erosion/ Scouring Where the bio-swale has eroded or scoured Bioswale should be re -graded and the bottom due to flow channelization, or higher re -seeded to specification, to flows eliminated channeled flow. Overseeded when bare spots are evident. NO. 13- WATER QUALITY FACILITIES (CONTINUED) B.) Grasslined Filter Strips Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Filter Strip Sediment Accumulation Sediment depth exceeds 2 inches. No sediment deposits on grass on Grass Layer layer of the filter strip, which would impede filtration runoff. Vegetation Trash and Debris Accumulation Erosion/ Scouring V-Notch Pipe Weir When the grass becomes excessively tall (greater than IC -inches), when nuisance weeds and other vegetation starts to take over. Trash and debris accumulated on the filter strip. Where the filter strip has eroded or scoured due to flow channelization, or higher flows. When the V-Notch pipe becomes damaged or clogged with sediment! debris. Vegetation is mowed or nuisance vegetation is eradicated, such that flow not impeded. Grass should be mowed to a height between 4 inches and 9 inches. Trash and Debris removed from filter. Strip should be re -graded and re- seeded specification, to eliminate channeled flow Overseeded when bare spots are evident Cleaned and properly functioning weir, such that flows uniformly spread. 1998 SUrf8CC W:rter Ihsign 'vlanrral 9111r98 A-11 APPENDIX A MAINTENANCE STANDARDS FOR PRIti'.1"ITLY MAINTAINED DRAINAGE FACILITIES C.) Wetoonds Maintenance Defect Component Condition When Maintenance is Needed Results Expected When Maintenance is Performed Wetpond Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to mowed when it starts to impede aesthetics of pond 4 to 5 inches in height. Trees Mowing is generally required when height exceeds and bushes should be removed 18-inches. Mowed vegetation should be removed where they are interfering with from areas where it could enter the pond, either pond maintenance activities. when the pond level rises, or by rainfall runoff Trash and Debris Accumulation that exceeds 1 CF per 1000-SF of Trash and debris removed from pond area. pond. Inlet/ Outlet Pipe Inlet/ Outlet pipe clogged with sediment and/ or No clogging or blockage in the debris material inlet and outlet piping. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in Pond exceeds the depth of sediment zone plus 6-inches, bottom. Bottom usually the first cell Oil Sheen on Water Prevalent and visible oil sheen. Removal of sediment from pond bottom. Erosion Erosion of the pond's side slopes and/ or scouring of Slopes should be stabilized by the pond bottom. that exceeds 6-inches, or where using proper erosion control continued erosion is prevalent. measures, and repair methods. Settlement of Pond Any part of these components that has settled 4- Dike/ berm is repaired to Dike/ Berm inches or lower than the design elevation, or specifications. inspector determines dike/ berm is unsound. Rock Window Rock window is clogged with sediment. Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed at top of Replace rocks to specifications. spillway or outside slope. 9, 1;98 1998 SUrface Water Detiign M,-LJ1 al A-12 APPENDIX A MAINT'FNANC F ` _I'A\DARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13 -WATER QUALITY FACILITIES (CONTINUED) D_) Wetvaults - Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Wetvault Trash/ Debris Trash and debris accumulated in vault, pipe or Trash and debris removed from Accumulation inlet! outlet, (includes floatables and non- vault. floatables) Sediment Accumulation Sediment accumulation in vault bottom that Removal of sediment from vault. in Vault exceeds the depth of the sediment zone plus fl- inches. Damaged Pipes Inlet; outlet piping damaged or broken and in Pipe repaired and/ or replaced. need of repair. Access Cover Cover cannot be opened or removed, especially Pipe repaired or replaced to Damaged! Not Working by one person proper working specifications. Vault Structure Vault. Cracks wider than 1/2-inch and any No cracks wider than 1/4-inch at Damaged evidence of soil particles entering the structure the joint of the inlett outlet pipe. through the cracks, or maintenance/ inspection Vault is determined to be personnei determines that the vault is not structurally sound structurally sound. Baffles Baffles corroding, cracking, warping and/ or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/ inspection staff. Access Ladder Damage Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired to properly, missing rungs, has cracks and/ or specifications, and is safe to misaligned. use as determined by inspection personnel. 1998 Sud'acc'Aater Dcwign Manua] 91;98 A-I3 APPENDIX A MAINTENANCE STANDARDS FOR PRIVAI 1.I.Y MAINTAINED DRAINAGI: FACI[XT_IFS NO. 13 - WATER QUALITY FACILITIES (CONTINUED) Ill Sand Filters Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Above Ground Sediment Sediment depth exceeds 112-inch. No sediment deposit on grass Accumulation on Grass layer of sand filter which would Layer impede permeability of the filter section. Trash and Debris Trash and debris accumulated on sand filter bed. Trash and debris removed from Accumuiations sand filter bed. Sediment/ Debris in When the yard drain CB's and clean -out become Sediment, material from the Yard Drains/ Clean- full or partially plugged with sediment and/ or Cl and clean -outs removed. Outs] debris. Vegetation When the grass becomes excessively tall (greater Vegetation is mowed or than 6-inches); when nuisance weeds and other nuisance vegetation is vegetation starts to take over. eradicated, such that flow is not impeded. Sand Filter Media Drawdown of water through the sand filter media, Usually requires replacement of takes longer than 24-hours, and/ or flow through top 6 to 12-inches of media. the overflow pipes occurs frequently. May require replacement of entire sand filter section, depending on section. Prolonged flows Sand is saturated for prolonged periods of time Limit the low, continuous flows (several weeks) and does not dry out between to a small portion of the facility storms due to continuous base flow or prolonged by using a low wooden divider or flows from detention facilities. slightly depressed sand surface. Short Circuiting When flows become concentrated over the sand Flow and percolation of water filter rather than dispersed. through the sand filter is uniform and dispersed across the filter section. Erosion Damage to Erosion over 2-inches deep where cause of Slopes should be stabilized by Slopes damage is prevalent or potential for continued using proper erosion control erosion is evident measures. Rock Pad Missing or Soil beneath the rack is visible. Replace or rebuild the rock pad Out of Place to design specifications. V-Notch Pipe Weir When the V-Notch pipe becomes damaged or Clean and properly functioning clogged with sediment/ debris. weir, such that flows uniformly spread. Damaged Pipes Any part of the piping that is crushed or deformed Pipe repaired or replaced. more than 20% or any other failure to the piping. Below Ground Sediment Sediment depth exceeds 1/2-inch. No sediment deposits on sand Vault. Accumulation on Sand filter section, which would Media Section impede permeability of the filter section. Sediment Sediment depth exceeds 6-inches in vault bottom. No sediment deposit in the first Accumulation in Vault chamber of the vault. Trash/ Debris Trash and debris accumulated in vault, or pipe Trash and debris removed from Accumulation inlet! outlet. floatables and non-floatables vault, and inlet/ outlet piping. Sediment in Drain When drain pipes. ceanouts. and yard drains Remove the material from the Pipes/ Yard Drains/ become full with sed ment and/ or debris. facilities. Cleanouts 9r 1 98 1998 Sud'ace Watur I)csign Manual A-14 APPF.Nt)[X A MAIN"l'FNAN(.'I S IANDARDS FOR PRIVATFLY MAINTAINED DRAINAGE I~ACILITILS NO. 13 - WATER QUALITY FACILITIES (CONTINUED) E.) Sand Filters (Continued) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Below Ground Short Circuiting When seepage/ flow occurs along the vault walls Sand filter media section re-laid Vault (Continued) and corners and compacted along perimeter of vault to form a semi -seal. Vertical Riser Pipes Damaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged; Includes Cracks in Walls, Bottom, Damage to Frame and/ or Top Slab. Baffles Access Ladder Damaged Plugged, failure due to cracking deformation. Flows tend to back-up in first chamber of the vault. Inlet or outlet piping damaged or broken and in need of repair Cover cannot be opened, one person cannot open the cover corrosions deformation of cover. Clean out the riser pipe; replace pipe as needed. Pipe repaired and/ or replaced. Cover repaired to proper working specifications or replaced. Cracks wider than 112-inch and any evidence of soil Vault replaced or repaired to particles entering the structure through the cracks, design specifications. or maintenance/ inspection personnel determines that the vault is not structurally sound. Cracks wider than 1/2-inch at the joints of any inlet/ No cracks more than 1/4-inch outlet pipe or any evidence of soil particles entering wide at the joint of the inlet/ the vault through the walls. outlet pipe. Baffles corroding, cracking, warping and/ or showing Repair or replace baffles to signs of failure as determined by maintenance/ specifications, inspection person Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired to properly, missing rungs, cracks, and misaligned. specifications, and is safe to use as determined by inspection personnel. 1998 5urfice /timer Dc;ison NLinual c� lrgg A-15 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATFLY MAINTAINED DRA[NAGF FACHAT1ES NO. 13 -WATER QUALITY FACILITIES (CONTINUED) F.) Leaf Compost Filters Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Above Ground Sediment Sediment depth exceeds 6.25-inches. No sediment deposits on fabric Open Swale accumulation on Geo- layer which would impede Textile/ media permeability of the fabric Trash and debris Trash and debris accumulated on compost filter Trash and debris removed from accumulations bed. compost filter bed. Sediment/ debris in When the yard drain CB's and clean -outs become Remove the accumulated drain/ yard drains/ full of sediment and. or debris. material from the facility clean -outs. Vegetation Vegetation impending flow through section, or Vegetation is mowed or encroaching into compost media. eradicated such that flow is no longer impeded. Leaf Compost Media Drawdown of water through the leaf compost, Replace media with new to takes longer than 12-hours, and/ or flow through design specifications, in addition the overflow pipes occurs frequently. to replacing fabric. Short -Circuiting When Channeled flow occurs over the leaf media; Flow is uniform over the entire and where flow perks through the media at the width of the media section, and baffles. concentrated percolation does not occur at the baffle walls. Media needs to be graded and re -set at the baffles to form a seal. Weir plate may need to be adjusted in addition. Erosion Damage to Eroded damage over 2-inches deep where cause Slopes should be stabilized by Slopes of damage is prevalent or potential for continued using proper erosion control erosion is prevalent measures. Damaged Geo-Textile When fabric is torn, deteriorated, raveled, etc. Fabric replaced as necessary. Fabric. Rock Pad Missing or Soil beneath the pad is visible. Replace or rebuild the rock pad out of place to design standards. Damaged Pipes Any part of the pipe system that is crushed, Pipe repaired or replaced. damage due to corrosion, andl or settlement. V-Nolch Weir Flow is not being uniformly spread over filter Clean, repair or replace the weir Assemblies media. systems Below Ground Sediment Sediment depth exceeds 4.25-inches No sediment deposits on fabric Vault Accumulation an Geo- layer which would impede Textile/ Media. permeability of the fabric and compost media. Sediment Sediment depth exceeds 6-inches in first chamber. No sediment deposits in vault Accumulation in Vault bottom of first chamber. Trash/ Debris Trash and debris accumulated on compost filter Trash and debris removed from Accumulation bed. the compost filter bed. Sediment in Drain When drain pipes. clean -outs. yard drains become Remove the accumulated Pipesi Yard Drains/ full with sediment and/ or debris material from the facilities. Clean -Outs 9,498 1998 Sul Waller Design Manual A-16 APPENDIX A MAINTE1),%RDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.13 - WATER QUALITY FACILITIES (CONTINUED) F.) Leaf Compost Filter (Continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Below Ground Leaf Compost Media Drawdown of water through the leaf compost, takes Replace media with new longer than 12-hours and/ or overflow occurs compost to specifications, in frequently. addition to replacing fabric. Short Circuiting When seepage occurs along the vault wall and Percolation of water occurs corners occur. along the walls and corners and not through the media section. Media needs to be re -set along the vault wall and corners to form a semi -seal. Plugged/ Damaged Flow tends to backup unusually high in the first Clean out the elbow fittings and/ Elbows chamber of the vault. or replace if damaged. Damaged Geo-Textile Fabric is torn, deteriorated, raveled, etc. Fabric replaced as necessary. Fabric Rock Pad Missing of Soil beneath the pad is visible. Replace or rebuild the rock pad Out of Place to design standards. Damaged Pipes Any part of the pipes that are crushed, damaged Pipe repaired and/ or replaced. due to corrosion and) or settlement. Access Cover Cover cannot be opened, one person cannot open Cover repaired to proper Damaged/ Not the cover, corrosions deformation of cover. working specifications or Working replaced. V-Notch Weir Flow does not spread uniformly over filter media by Clean, repair andf or replace the Assemblies weir section. weir plate section, or adjust height. Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to Includes Cracks in particles entering the structure through the cracks, design specifications. Wall, Bottom, or maintenance) inspection personnel determines Damage to Frame that the vault is not structurally sound. and/ or Top Slab Baffles Baffles corroding, cracking warping, andl or showing Repair or replace baffles to signs of failure as determined by maintenance/ specification. inspection person Access Ladder Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired and Damaged properly, missing rungs, cracks, and misaligned meets specifications, and is safe to use as determined by inspection personnel. Cracks wider than 1i2-inch at the joint of any No cracks more than 114-inch inletloutlet pipe or any evidence of soil particles wide at the joint of the inlet/ entering the vault through the walls outlet pipe. 1998 Surface Water Ihsign ;Manual 9A 99 A -I? APPENDIX A MAINTENANCE STANDARDS FOR PRIVATE I. Y MAINTAINED DRAINAGE. FACILITIES NO. 13 - WATER QUALITY FACILITIES (CONTINUED) G.) Infiltration Ponds Maintenance Defect Condition When Maintenance is Needed _ Results Expected When Component Maintenance is Performed Infiltration Pond Vegetation Vegetation such as grass and weeds needs to be Vegetation should be mowed to mowed when it starts to impede infiltration function 2-inches in height. Trees and Mowing is gererally required when height exceeds bushes should be removed 12 inches where they impact the infiltrating area of the pond Sand Filter Layer Sand filter layer has sediment deposits that exceeds Remove sediment and top layer 112-inch or the infiltration rate of the sand layer is of Sand, and replace in kind per less than 2 ini hr. specification. Sediment Sediment accumulations in pond bottom that Removal of sediment from pond Accumulation in exceeds 1/2-inch in depth or percolation test of the bottom. Pond Bottom pond indicates facility is only working at 90% of it's design percolation rate Trash and Debris Accumulation that exceeds 1-CF per 1,000-SF of Trash and Debris removed from pond area. pond. Inlet/ Outlet Pipe Inlet/ outlet pipe clogged with sediment andl or No clogging or blockage in the debris material. inlet and outlet piping. Erosion Erosion of the pond's side slope and/ or scouring of Slopes should be stabilized by the pond bottom, that exceeds 2-inches, or where using proper erosion control potential for continued erosion is prevalent. measures and repair methods. Sediment of Pond Any part of these components that has settled 4- Slopes should be stabilized by Dike/ Berm inches or lower than the design elevation, or where using proper erosion control potential for continued erosion is prevalent. measures and repair methods. Rock Window Rock window is clogged with sediment. Window is free of sediment and debris. Overflow Spillway Rock is missing and soil is exposed Replace rocks to specifications. Infiltration Vauttl Sediment Tanks: Sediment depth exceeds 6-inches in depth. No sediment deposits in tank Tank Accumulation in bottom. Vault Trash and Debris Trash and debris accumulated in tank, vault or Trash and debris removed from Accumulation connecting pipe. includes floatables and non- each facility. floatables. Access Cover Cover cannot be opened or removed, especially by Cover repaired or replaced to Damaged! Not one person proper working specifications or Working replaced. Tank or Vault Tank: Joints between tank sections failing, such that Tank replaced or repaired to Structure Damaged leakage occurs and or material being washed design specifications. through into facility, or maintenancel inspection person determines the tank is not structurally sound. 911,98 1998 5urftace Water Design Manual A-18 APPI-\"r)IX A S'l AN DARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.13 - WATER QUALITY FACILITIES (CONTINUED) G.) Infiltration Ponds (Continued) _ Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Infiltration Vault/ Tank or Vault Structural Vault: Cracks wider than 1/2-inch and any Tank replaced or repaired to Tank Damage evidence of soil particles entering the structure design specifications. through the cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Access Ladder Damaged Ladder is corroded or deteriorated, not Ladder replaced or repaired to functioning properly, missing rungs, has cracks specifications, and is safe to and/ or misaligned. use as determined by inspection personnel. 1998 98 Surtircc %k alcr [Design hl,miral A-19 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.14 - OIL CONTROL FACILITIES _A.) Oil/ Water Separators _ Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. AP) Type OWS CPS -Type OWS Monitoring Inspection of discharge water for obvious signs Effluent discharge from vault of poor water quality should be clear with out thick visible sheen. Sediment Accumulation Sediment depth in bottom of vault exceeds 6- No sediment deposits on vault inches in depth bottom which would impede flow through the vault and separation efficiency. Trash and Debris Trash and debris accumulation in vault, or pipe Trash and debris removed from Accumulation inlet/ outlet, floatabies and non-floatables. vault, and inlet/ outlet piping. Oil Accumulation Oil accumulations that exceed 1-inch, at the Extract oil from vault by surface of the water vactoring. Disposal in accordance with state and local rules and regulations. Damaged Pipes Inlet or outlet piping damaged or broken and in Pipe repaired or replaced. need of repair Access Cover Damaged/ Cover cannot be opened, one person cannot Cover repaired to proper Not Working open the cover, corrosioni deformation of cover. working specifications or replaced. Vault Structure Damage- Cracks wider than 1/2-inch and any evidence of Vault replaced or repaired to Includes Cracks in Walls soil particles entering the structure through the design specifications. Bottom, Damage to cracks or maintenance/ inspection personnel Frame and/ or Top Slab determines that the vault is not structurally sound. Baffles Baffles corroding, cracking, warping and/ or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/ inspection person. Access Ladder Damaged Ladder is corroded or deteriorated, not Ladder replaced or repaired and functioning properly, missing rungs, cracks, and meets specifications, and is misaligned safe to use as determined by inspection personnel. Monitoring Sediment Accumulation Trash and Debris Accumulation Oil Accumulation Cracks wider than 1/2-inch at the joint of any No cracks more than 1/4-inch inlet/ outlet pipe or any evidence of soil particles wide at the joint of the inlet! entering the vault through the walls. outlet pipe. Inspection of discharge water for obvious signs Effluent discharge from vault of poor water quality should be clear with no thick visible sheen. Sediment depth in bottom of vault exceeds 6- No sediment deposits on vault inches in depth ands or visible signs of sediment bottom and plate media, which on plates would impede flow through the vault and separation efficiency. Trash and debris accumulated in vault, or pipe inlet! outlet floatables and non-floatables. Oil accumulation that exceeds 1-inch at the water surface Trash and debris removed from vault, and inlet/ outlet piping. Extract oil from vault by vactoring methods. Clean coalescing plates by thoroughly rinsing and flushing Should be no visible oil depth on water 9; 1 9N 1998 Surface Water Dcsign Manual A-20 APPENDIX A VIAINTENANC'I. SJANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIFS NO.14 - OIL CONTROL FACILITIES (CONTINUED) A.) Oill Water Separators (Continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Damaged Coalescing Plate media broken deformed, cracked and/ or Replace that portion of media Plates showing signs of failure. pack or entire plate pack depending on severity of failure. Damaged Pipes Inlet or outlet piping damaged or broken and in need Pipe repaired and or replaced. of repair Baffles Baffles corroding, cracking, warping and/ or showing Repair or replace baffles to signs of failure as determined by maintenance/ specifications. inspection person. Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to Damage- Includes particles entering the structure through the cracks, design specifications. Cracks in Walls, or maintenance inspection personnel determines Bottom, Damage to that the vault is not structurally sound Frame and/ or Top Slab Access Ladder Ladder is corroded or deteriorated, not functioning Ladder replaced or repaired and Damaged properly, missing rungs, cracks, and misaligned. meets specifications, and is safe to use as determined by inspection personnel. Cracks wider than 1/2-inch at the joint of any inlet/ No cracks more than 1/4-inch outlet pipe or any evidence of soil particles entering wide at the joint of the inlet/ the vault through the walls. outlet pipe. �Catcih Basin Inserts Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Catch Basin Sediment Accumulation Trash and Debris Accumulation Inspection Media Insert -Water Saturated Media Insert -Oil Saturated When sediment forms a cap over the insert media of No sediment cap on the insert and/ or unit media and it's unit. Trash and debris accumulates on insert unit creating Trash and debris removed from a blockage/ restriction. insert unit. Runoff freely Flows into catch basin. Inspection of media insert is required. Effluent water from media insert is free of oils and has no visible sheen. Catch basin insert is saturated with water, which no Remove and replace media longer has the capacity to absorb. insert Media oil saturated due to petroleum spill that drains Remove and replace media into catch basin insert. General Regular interval replacement due to typical average Remove and replace media at life of media insert product, regular intervals, depending on insert product. 1998 Surface 4l atcr '0a1)u01 9 1.198 A-2I APPENDIX B Stormwater Reference Documents Soils Hydrologic Group of Soils in King County B-1 SCS Western Washington Runoff Curve Numbers B-2 Design Storm Precipitation Values B-3 Geotechnical Engineering Study by Icicle Creek Engineers. B-4 Coal Mine Hazard Areas Map B-5 Aquifer Protection Zones Map B-6 Erosion Hazard Areas Map B-7 Seismic Hazard Areas Map B-8 Landslide Hazard Area Map B-9 Wetland Evaluation/Habitat Study B-10 Downstream Conveyance Map B-11 Water and Land Resources -- Stormwater Complaints 13-12 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.211 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 B8 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detaiied description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas lunless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL GROUP HYDROLOGIC GROUP" SOIL. GROUP HYDROLOGIC GROUP* Alderwood C Orcas Peat D Arents. Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C, Bellingham D Puget D Briscot D Puyallup B� Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A /B 'Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well -to -excessively drained sands or gravels. These soils have a high rate of water transmission, B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential), Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. " From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 19L313. 3.5.2-2 11/92 ��7 SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.01 ERp� ST 1.1 ST 1.0 LA 0.8 LA 8.9 LA 1.0 LA 1.2 Y f LlN(' I �OlHEL ISNOIIOMISN 00plfvNl COUNTY ( ET r l h-.' � '� � KING COUNT 7 �r , v?� 0N01 I., - j l f7 b6ix" A -...,#ELLEYI . .. -'- r eEux wce If 113F f . n r I RnwEeal LANDSB'URC Y..hwi { k � .' J hlwW V ,� 1 '— .' } F owe 10 14 T.' M ST 1.1 4HCOUNTY PIERCE cCvNTv ST 1.0 5 I;ir'tri Rainfall Regions and 9 ST 1. ` LA 0.8 Regional Scale Factors LA 0.9 � LA 1.2 Incorporated Areao LA 1.0 - River/Lakep Major Road] 1; 24l2445 3-22 2005 Surface Water Design Manual ^�3 6.4.1 WETPONDS - -BASIC AND LARGE - - METHODS OFAIVALYSIS 7FIGUiRE6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM 1N INCHES (FEET) ST 1.0/ ST 1.1It 5T 1.0 LA 0.8 LA. 0.9 LA„O„ . lA 1.2 Imo. I - 1 .lam , ..1. i i,su a i, 3 i . Utz Y i.. - 1 BELLEE j i I� TAC JIl I "°sonar ' a q i Y� �e (0.045') Q t «Ir.c rvu>.n c o fRCI Cp-Y 0.47" (0.039') Incorporated Area . River/Lake 0.47" Major Road (0.039') 0.52" (0.043') 0.65" NOTE: Areas east of the easternmost isopluvial should use 0.65 0.56" (0.05A') inches unless rainfall data is available for the location of interest (O.04T) 24 The mean annual storm is a conceptual storm found by dividing the annual precipgation by the toial numtrer at storm events per year result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than 5 feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few B. most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 2005 Surface Water Design Manual 1 /24/2005 6-71 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL t4gol -3w Aim.... 14-YEAR 24HOUR PRECIPITATIO 3.4r ISOPLUVIALS OF 10-YEAR 24-HOUF - TOTAL PRECIPITATION IN INCHES 0 1 Z 3 4 S 5 7 8 Mu.s 1:3D0.000 �M'i r fe ll 1 •1 � f May 17, 2006 Steve Beek Amberwood LLC 19129 SE 1456 Street Renton, Washington 98059 ICICLI= CREEK E N G I N E E R S Geotechnica!, Geo eq < and Environmental Services INTRODUCTION Report Preliminary Geotechnical Engineering Services Proposed Beclan Place Residential Development King County Tax Lot Nos. 1.52305- 9065, 152305-9090/9116/9064 Renton, Washington File No. 0641-002 This report summarizes Icicle Creek Engineers' (ICE'S) preliminary g©otechnical engineering services regarding the proposed Beclan Place residential development located northeast of the intersection of NE 2n0 Street (SE 132"d Street) and Jericho Avenue NE (1441h Avenue SE) in Renton, Washington. The proposed development occupies about 7.1 acres and is comprised of King County Tax Lot Parcel Nos. 152304-9065, 152305-9090/9116/9064. Our services were completed in general accordance with our Proposal dated February 13, 2006 and were authorized in writing by Steve Beck of Amberwood LLC, on March 10, 2006. The project site is shown relative to nearby physical features on the Vicinity Map, Figure 1. PROJECT DESCRIPTION Our understanding of the project is based on discussions with Steve Beck of Amberwood LLC, and an untitled schematic site plan provided by Mr. Beck dated February 3, 2006. We understand the conceptual development plan involves subdividing the existing parcels into 32 new lots, Two existing houses on the site that are accessed from NE 2nd Street will remain. Fach new lot will be developed as a single-family residence. Improvements will also include paved roads, underground utilities and two stormwater detention ponds. The grading plans have not been finalized at this time. We understand that mass grading (cuts and fills), with exception of the stonnwater detention pon(N, will be less than about 5 feet. The Beclan Place project site will be accessed by paved roads that extend west from Jericho Avenue SE and north from NE 2nd Street. The proposed lot and road layout, and stornmalcr detention pond locations arc shown on the Site Plan, Figure 2. SCOPE. OF SERVICES The purpose of our preliminary geotechnical engineering services was to explore subsurface soil and ground water conditions at the subject proi as a basis for developing geotechnical recommendations for planning site development. Specifically our scope ot' services included: • Complete a geologic reconnaissance ofthe propcnN to evaluate current site conditions. • Explorc subsurface soil and ground water coiidit ioiis by excavating nine test pits up to 7 feet deep using a rubber -tired backhoe. 2'K, ,,. Joy jpe" Stiept, Suite - S„ n s . 17 J bri?° t.ix Steve Beek Amberwood LLC May 17, 2006 Page 2 • Provide preliminary recommendations for earthwork including stripping and excavation of unsuitable soils, fill compaction and'subgrade preparation requirements, and suitability of on -site soils for use in structural fills including an evaluation of the effects of weather and/or construction equipment on the workability of site soils. • Provide preliminary recommendations for foundation support for the proposed structures including allowable bearing pressures, settlement estimates and support of on -grade floor slabs and paved areas. • Provide preliminary recommendations for surface and subsurface drainage systems as appropriate. SITE CONDITIONS GENERAL A geologist from ICE completed a geologic reconnaissance and subsurface explorations at the Beclan Place site on April 5, 2006. The following sections summarize our observations of the existing site conditions. SURFACE CONDITIONS As previously mentioned, the approximately 7.1 acre site consists of four tax lots that are situated on the west side of Jericho Avenue SE north of NE 2nd Street. Adjacent properties include residential properties to the north, a residential property and undeveloped property to the west; NE 2"d Street, a residential property and an undeveloped grass -covered lot to the south, and Jericho Avenue SE and residential properties to the east. The site is generally level with a slight overall slope down to the southwest ranging from about Elevation 425 to 415 feet. A single-family house and several out -buildings are present on Tax Lot No. 152305-9064 located in the southeast corner of the site. There is also a single-family house on Tax Lot No. 152305-9116, the northernmost lot along Jericho Avenue SE. The remainder of the site is currently undeveloped. The developed areas are vegetated with lawn, landscape shrubs and occasional trees. The undeveloped areas are vegetated with mature, second -growth conifer and deciduous trees with a dense understory of brush. We observed accumulated surface water in a low area in the northwest portion of the site, The water appeared to be the result ofponding in a localized shallow closed depression following recent rainfall. No other surface water was observed on the site at the time of our geologic reconnaissance. SUBSURFACE CONDITIONS The surf`icial geology at the site was mapped by the U.S_ Geological Survey (USGS - D.R. Mullineaux, "Geologic Map of the Renton Quadrangle, King County, Washington," 1965) as "ground moraine deposits." Ground moraine deposits are described by the USGS as consisting of glacial till that is locally mantled with recessional outwash. Glacial till typically consists of an unsorted mixture of dense to very dense, silt, sand, gravel, cobbles and boulders. Recessional outer ash typically consists of medium dense sand with variable amounts of silt and gravel_ Subsurface conditions at Beclan Place were explored by excavating nine test pits (FP-1 through TP-9) at the locations shown on Figure 2. The test pits were excavated on April 5, 2006 to depths ranging from 5 to 7 feet using a Case I40K rubber -tired backhoe. The test pit locations were selected based on existing site conditions and the proposed development. The test pit excavations were cantinuOusly monitored by a geologist froin ICE who observed and classified the soils encountered, observed ground %� atcr conditions and prepared a detailed log of each test pit. An explanation for the test pit logs is presented in l figure 3. The legs of the test pits are presented in Figures 4 through S. Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 3 Our explorations encountered relatively consistent soil conditions across the site and generally consistent with regional mapping by the USGS and our experience in the general area of the site. The test pits encountered relatively uniform soil conditions consisting of about 1 to 1.5 feet of topsoil (loose silty fine sand with gravel and roots), underlain by about 1 to 3.7 feet (average thickness of 2 to 2.5 feet of weathered soil consisting of medium dense silty sand with gravel. The weathered soil was underlain by undisturbed glacial till consisting of dense to very dense silty sand with gravel to the completion depth of the explorations at a depth of 5 to 7 feet. Typically the undisturbed glacial till was encountered at a depth of about 2 to 5 feet below the existing ground surface. The test pits were generally excavated to practical digging refusal using the previously described excavation equipment. Ground water seepage was observed in all of the test pits except Test Pit TP-5, at depths ranging from 2 to 5 feet below the ground surface at the tune of our explorations. It is likely that this ground water is perched in the weathered soil where it is in contact with the underlying, less permeable undisturbed glacial till. Perched ground water may be encountered during site grading depending on season, precipitation and other factors. CONCLUSIONS AND RECOMMENDATIONS GENERAL It is our opinion that subsurface conditions at the site are satisfactory for the proposed residential development. Based on the results of our explorations, it appears that the majority of the site soils (medium dense weathered soil and dense to very dense glacial till) will be suitable for support of conventional spread footings. The near -surface soils have sufficient fines (soil particles passing the U.S. Standard No. 200 sieve) content to be moisture -sensitive. These soils will be difficult or impossible to compact when the moisture content is more than a few percent over the optimum moisture content. We recommend that the earthwork portions of the project be completed during the drier summer months to manage earthwork costs. The glacial till, which likely underlies the entire site at a relatively shallow depth, is nearly impermeable and impedes the vertical infiltration of water. Grading and drainage should be planned to reduce the potential for localized ponding of surface water. SITE PREPARATION AND EARTHWORK Temporary erosion control measures such as silt fences, straw bales, and detention facilities should be installed to local standards prior to the start of construction. We recommend that the vegetation and topsoil be stripped and removed from the site and/or stockpiled for use in landscape areas, if appropriate. Tree stumps and roots over 2 inches in diameter should be grubbed and removed from areas where houses, roadways, driveways and utilities will be located. During dry weather conditions, the depth of stripping is expected range from 1 to 2 feet unless excessive disturbance is caused by the clearing operations, Stripping to a greater depth should be expected near grubbed tree stumps or if these operations arc done during wet weather. After stripping and grubbing is completed, a representative from ICE should evaluate the exposed ground surface in building, roadway and driveway areas to identify areas that are soft, loose or otherwise unsuitable and to advise the earthwork contractor regarding removal and replacement of unsuitable soils. STRUCTURAI. FILL AND FILL PLACE1 FNIF New fill in the building site area on each lot, and roadway and driveway areas should be placed as structural fill. The suitability of soil for use as structural #ill will depend on its gradation and moisture content. icicle Creek Engineers 064100105 1706 Steve Beck Amberwood LLC May 17, 2006 Page 4 As the amount of fines increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. The on -site soils contain a sufficient amount of fines to be moisture -sensitive. During dry weather, the on -site soils can be used as structural fill, provided that these materials are conditioned to the proper moisture content for compaction. The on -site soils will not be suitable for use as structural fill during wet weather. On - site soils considered unsuitable for use as structural fill during any weather conditions include the topsoil and soils containing debris, organic contaminants or cobbles greater than 6 inches in diameter. If structural fill must be placed during wet weather, we recommend the use of imported sand and gravel containing less than 5 percent fines by weight relative to the fraction of the material passing the 3/4-inch sieve. The imported sand and gravel should be moisture -conditioned as necessary for proper compaction. Structural fill should be mechanically compacted to a firm, unyielding condition. Structural fill in the building areas should be compacted to at least 95 percent of the maximum dry density (MDD) obtained from ASTM Test Method D 1557. Structural fill in roadway and driveway areas, including utility trench backfill, should also be compacted to at least 95 percent of the MDD. As a guideline, structural fill should be placed in loose lifts not exceeding about 10 inches in thickness. The actual loose lift thickness with depend on the quality of the fill and compaction equipment. Each lift should be conditioned to the proper moisture content and compacted to the specified density. We recommend that a representative from ICE observe structural fill placement and compaction and complete in -place moisture -density tests to evaluate whether adequate compaction is being achieved and advise the contractor of modifications to procedures which may be appropriate for the prevailing conditions. FOUNDATION SUPPORT Houses may be satisfactorily supported on conventional spread footings provided they are constructed in accordance with the recommendations described below_ We recommend that foundations be supported on medium dense or denser native soil. Alternatively, the footings may be supporters on a pad of structural fill that extends down to medium dense or denser native soils. Where structural fill is placed below footing subgrade elevations, the zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the structural till in all directions. We recommend that continuous and isolated footings have minimum widths of 16 and 24 inches, respectively. The exterior footings should be a minimum of 18 inches below the adjacent grade. Footings supported as described in the previous paragraph may be designed using an allowable soil bearing value of 2,500 pounds per square foot (psf). This value applies to the sum of all dead and Iong-term live loads, exclusive of the weight of the footing and backfill above the footing. The allowable bearing pressure may be increased by one-third for total loads including wind or seismic. In preparing footing subgrades, care should be taken to avoid loosening or softening the bearing surface soils, particularly during wet weather. During wct weather, footings should be excavated, formed and poured the same day or be protected by a layer of lean concrete or crushed rock at least 2 inches thick placed on the prepared footing subgrade. T'he footing subgrades should be observed by a representative from our firm to evaluate whether suitable bearing soils have been exposed and the subgrade has been adequately prepared. We estimate that total settlements of foot ings, lbunded as described above, will be less than 1 inch and differential settlements will be less than inch. Setticments arc expected to occur rapidly as loads are applied. SLAB SUPPORT "llie slab -on -grade subgrades should be prcparcd In accordance with the previously described Site Preparation and Earthwork recommendations. We recommend that the subgrade surface be compacted such Icicle Crcck Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 5 that a minimum compaction of 95 percent of the MDD is achieved before placing structural fill or capillary break material. We recommend that a compacted base -course layer consisting of at least 4 inches of gravel containing less than 3 percent fines be placed on the subgradc to provide uniform support and act as a capillary break beneath the slab. A vapor retarder should be placed beneath the slab if moisture control in the slab is critical (i.e., where tile or carpeting is to be glued to the slab). This vapor retarder should consist of polyethylene sheeting. A layer of clean sand not more than 2 inches in thickness may be placed over the polyethylene sheeting. The vapor retarder should be placed immediately below the slab. We estimate that the settlement of floor slabs due to uniform areal loads of 150 psf will be less than inch, These settlements are expected to occur rapidly upon load application. UNDERGROUND UTILITY CONSIDERATIONS Excavation Cut Slopes Temporary cuts greater than 4 feet in depth in glacial till may be made at an inclination of 1H:1 V (horizontal; vertical), or flatter. Flatter slopes may be necessary if instability is observed. Some sloughing and raveling of the cut slopes should be expected. Temporary covering, such as heavy plastic sheeting, should be used to protect these slopes during periods of wet weather. Surface water runoff should be prevented from flowing over cut slope faces by using beans, drainage ditches, swales or other appropriate methods. If temporarycut slopes experience excessive sloughing or raveling during construction, it may become necessary to modify the cut slope inclinations to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing problems can be flattened or regraded to add intermediate slope benches if poor slope performance is encountered. Alternatively, underground utility trenches can be completed using temporary trench shoring (shored exeavations) in lieu of cut slopes. Shored Excavations To construct the underground utilities, it may be necessary to support the temporary excavations to maintain the integrity of the surrounding undisturbed soils, reduce disruption of adjacent areas, as well as to protect the personnel working within the excavations. Because of the diversity of available shoring systems and construction techniques, the design of temporary shoring is most appropriately left up to the contractor. We recommend that the shoring be designed by a licensed professional engineer in Washington, and that the PE -stamped shoring plans and calculations be submitted to the project engineer for review and comment prior to construction. The following paragraphs present recommendations for the types of sheering systems and design parameters that we conclude are appropriate for the subsurface conditions at the site. The majority of the materials within the lin-licct area can be retained using conventional trench shoring systems such as trench shields or sheet piles, with lateral restraint. The design of temporary shoring should allow for lateral pressures exerted by the adjacent soil, and surcharge loads due to traffic, construction equipment, and temporary stockpiles adjacent to the excavation, etc. Lateral load resistance can be mobilized through the use of braces, tiebacks, anchor bIoci:s and passive pressures on members that extend below the bottoms of excavations. Temporary shoring utiiized to support excavation walls typically uses internal bracing such as aluminum hydraulic shoring or trencli shield bracing. Temporary trench shoring with internal bracing can be designed using active soil pressures. We recommend that temporary shoring be designicd using a lateral pressure equal to an equivalent fluid density of 35 pounds per cubic foot (pco, for conditions with a level ground surface adjacent to the excavation. If the Icicle Creek Engineers 0641002/051706 Steve Beck Amberwood LLC May 17, 2006 Page 6 ground within 5 feet of the excavation rises at an inclination of 1H:1 V, the shoring should be designed using an equivalent fluid density of 75 pcf. For adjacent slopes flatter than I H:1 V, soil pressures can be interpolated between this range of values. Other conditions should be evaluated on a case -by -case basis_ These lateral soil pressure values do not include traffic or construction surcharges that should be added separately, if appropriate. It is typical for shoring to be designed for a traffic influence equal to a uniform lateral pressure of 100 psf acting over a depth of 10 feet below the ground surface. More conservative pressure values should be used if the designer deems them appropriate. These soil pressure recommendations are Based upon the excavation being essentially dewatered; therefore, hydrostatic water pressures are not included. Resistance to lateral loads can be obtained from passive pressures exerted on buried foundation elements and frictional resistance on the base of foundation elements. We recommend using an equivalent fluid pressure value of 350 pcf to estimate passive pressures and a coefficient of friction of 0.4. These values include a factor of safety of 1.5. Temporary cut slopes and shoring must comply with the provisions of Title 296 Washington Administrative Code (WAC), Part N, " Excavation, 'Trenching and Shoring," We recommend that temporary excavations, including temporary shoring, be made the responsibility of the contractor. The contractor is present at the site continuously and is best able to observe changes in site and soil conditions and monitor the performance of excavations. Trench Backfill Trench backfrll should consist of structural f 1]-quality material. Structural fill material should be free of debris, organic contaminants and rock fragments larger than 6 inches. As a guideline, backfill should be placed in lifts of 12 inches or less (loose thickness). Each lift should be compacted prior to placing the subsequent lift. Trench backfill should be compacted in lifts to at least 90 percent of the MDD obtained in general accordance with ASTM Test Method D 1557 more than 2 feet below final subgrade elevation and to at least 95 percent of MDD above this level. During trench backfill placement, a representative from ICE should complete in -place density tests to evaluate if the required compaction is being achieved. STORMWATER DETENTION PONDS We anticipate that the stormwater detention ponds will be excavated into native glacial till. We recommend that the wetter interior side slopes ofthe detention ponds be no steeper than 3H:IV. Fill berms, if used, should be constructed with soil containing more than 20 percent fines (such as the onsite weathered soil and glacial till) and compacted to at least 95 percent of the MDD obtained in general accordance with ASTM Test Method D 1557. Fill placed as berms should he keyed into the native ground surface to reduce the potential for seepage through the bean. EROSION CONTROL AND DRAINAGF CONSIDERATIONS `The surficial soils on the site have a high potential for erosion on slopes greater than about 20 percent when disturbed by construction activities. Erosion control measures should be implemented prior to the start of site preparation, including proper control of surface water runoff, use of straw bales or appropriate geotextile filters and temporary sedimentation basins. Erosion control measures should comply with City of Renton requirements. Based on conditions encountered in our test pit explorations. it is possible that perched ground water maybe encountered temporary excavations or perinancnt cuts. We anticipate that seepage may be adequately handled by installation of French drains, open ditches and, or pumping as necessary. The grading should be done to avoid cotwcntration of runoff and:`or ponding of surface water. We Icicle Creek Engineers 0641002M51706 Steve Beck Amberwood LLC May 17, 2006 Page 7 recommend sloping the ground surface away from structures. Roof downspouts must be tightlined to an approved disposal area. Other surface runoff may be addressed by using swale drains, drainage ditches or other drainage measures. We recommend that perimeter footing drains be installed adjacent to the outside footings of all structures. These drains should consist of a minimum 4-inch diameter perforated smooth -walled pipe surrounded with at least 6 inches of free -draining sand, sand and gravel or pea gravel, with the perforations down and the base of the pipe located at the same elevation as the base of the adjacent footings. The drainage material should be enclosed within a nonwoven geotextile fabric to reduce the potential for fines contamination from the native soil. The perimeter footing drain should be connected to a tightline collection system that discharges away from the developed areas. Roof drains on structures should be connected directly to a tightline collection and disposal system that is separate from the footing drain. Perched ground water observed in the test pits may result in the development of "wet areas" at finished grades. Interceptor drains or French drains installed in selected locations is an effective way to manage perched ground water. The need for and location of these drains should be a field decision at the time of construction. The drain should consist of a trench at least 18 inches wide and 24 inches deep. The depth of the drain will depend on the site conditions and may be deeper (typically to the depth of the undisturbed glacial till). A rigid smooth -walled perforated pipe at least 4 inches in diameter should be placed in the bottom of the trench, surrounded with at least 6 inches washed rock or pea gravel and wrapped with a nonwoven geotextile fabric such as Mirafn 140N. USE OF THIS REPORT We have prepared this report for use by Amberwood LLC. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are changes in the grades, locations, configurations or types of the facilities planned, the conclusions and recommendations presented in this report may not be applicable. If design changes are made, we request that we be given the opportunity to review our conclusions and recommendations and to provide a written modification or verification. When the design has been finalized, we recommend that the final design and specifications be reviewed by our finn to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unexpected conditions should be included in the project budget and schedule. Sufficient monitoring, testing and consultation by our fine should be provided during construction to evaluate whether the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications and our recommendations. Within the limitations of scope, sehedulc and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Icicle Creek Engineers 064 1 OD2M51706 Steve Beek Amberwood LLC May 17, 2006 Page 8 report. We trust this report meets your present needs. Please call if you have any questions concerning this r 731 NAl ' EXPIRES Document 1D: 0641002.rep Three copies submitted Attachments: Figure 1 — Vicinity Map Figure 2 — Site Plan Figure 3 — Explanation for Test Pit Logs Figures 4 through 8 — Test Pit Logs Yours very truly, Icicle Creek Engineers, Inc. !Mary S. utherford, P.E. Principal Geotechnical Engineer Icicle Crecit Engineers 064100105 1706 EXPLANATION TP-1 Test Pit Location — — Property Line 10 Proposed Lots 32 31 I :r Proposed Detention Pond J (approximate location) va a oa I • `_.%.- I 1 �, ��� Ground Surface Contours AIM/ 30 2 11 �2� (approximate _ rom King County DDES IMAP) M Ir 26 I I TP-7 28 �I A T P 25 — —\24 23 22 \` �11 20 TP-6 1 1 I p ���` \` `~ 3 9 B 7 6 5_ -4 S I 11 ; \ 12 l TP-2 �\ TP-�f i TP-1 _ 13 14 15 17 18 - .. 16 IN 1 / t f l cvl a 6 z Icicle Creek Engineers SE 132nd Street 0 100 200 Approximate Scale in Feet I A a Site Plan - Fi M1 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GLEAN GRAVELS GW wF LL GRAULD GRAVELS. GRAVEL - SAND MIXTURES, 1_1 FILF OR NO ONES MORE THAN I OF COARSE FRACTION (LITTLE OR NO FINES) GP 11>1R0 13RADED GRAVELS, GRAVEL- SAND MIXTURES, LI r r,E OR NO FINES COARSE GRAINED SOILS RETAINED ON NO. 4 SIEVE GRAVELS W" FINES (APPRECIABLE AMOUNT OF FINES) GM SILTY GRAVELS. GRAVEL - SAND- SILT MIXTURES GC c 1—CRAVELS.GRAVEL-SAND-CLAY MIXTURES MORE THAN 50% of MATERIAL isCLEAN SANDS SIN GRADED SANDS, DITLE OR NO FINES LARGER THAN NO. 200 SIEVE SIZE MORE THAW 50% OF (LITTLE OR NO FINES) SP ''w1?LY GRADED SANDS, LITTLE OR NO FINES COARSE FRACTION SANDS WITH FINES SM SILTY SANDS, SAND - SALT IXTURES PASSING NQ.4 SIEVE c� CLAYEY sANDs.&AND- CLAY Mxn1RES (APPRECIABLE AMOUNT OF FINES) ML INORGANIC SILTS AMU VERY F174E SANDS ROOK FLOUR Sr TY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLAsncTY FINE GRAINED SOILS SILTS AND LIQUID LIMIT LESS CLAYS THAN 51) CL N GRAVELLY GAYS, SAVOY CLAYS, SILTY CLAYS. LEAN CLAYS OL ORGANIC SILTS AND 01 SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE : ANDY CR SILTY SOILS. ELASTIC SILTS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT CL4 YS GREATER THAN 50 CH INORGANIC CLAYS of HIGH PLASTICITY OH DR[:ANfCaAYS OF MEDIUM TO HIGH PLA9POIN. CYRGANIC SILTS HIGHLY ORGANIC SOILS PT LAInuMUS.SWMFSOILS mTHHIGHORGANc CONTENTS NU I III UUBI symoois are used to indicate gravels or sand with `r12% fines and soils rTTbois separated by a dash indicate borderline soil classifications 3 lines separating soil �yp�� on the logs represents approximate boundaries may vary or tie gradual. 4 Soil Classlfioa�LpT based on visual classification of soil Is based on ASTM D2 5 Soil Classil'i using laboratory tests is based on ASTM D2487-90. 6 Description of sot! density or consistency is based on interpretation of blow Sampler and Other Symbol Descriptions ® Location of Grab Sample Approximate depth of perched water or ground water Asphalt with fines classifying as CL-ML. only. The actual boundaries 4f38-90. count data and/or test data. Soil Particle Size Definitions Component Size Range Boulders Coarser than 12 inch Cobbles 3 inch to 12 inch Gravel 3 inch to No. 4 (4.78 mm) Coarse 3 inch to 314 inch Fine 314 inch to No. 4 (4.76 mm) Sand W. 4 (418 mm) to No. 200 (0.074mm) Coarse No. 4 (4,78 mm) to No. 10 (2.0 min) Medium No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine No. 40 (0.42 mm) to No. 200 (0.074 mm) SiK and Clay Finer than No. 200 (0.074 mm) Moisture Content Dry Absence ofrwisture Moist Damp but no visible water wet Visible water Relative Consistency Fine -Grained Soils Very Soft Easily penetrated several inches by fist Soft Easily penetrated several Inches by thumb Medium Stiff Penetrated by thumb with effort Stiff Indented by thumb with effort Very Stiff Indented by thumbnail Hard Indented with difficulty with thumbnail NOTE; The depths on the test pit logs are shown in 0.1 foot increments, however these depths are based on approximate measurements across the length of the test pit and should be considered accurate to 0.5 foot. The depths are relative to the adjacent ground surface. a a a M ItI Icicle Creek lanation For Test Pit Lots - Figure 3 Test Pit TP-1 CLIENT Amberwood LLC PROJECT NAME _Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4/5106 TOTAL DEPTH 6.5 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 4.0 ft SZ CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES W r MATERIAL DESCRIPTION Q Ora cc Fw- REMARKS w O O' Q z 0 Dark brown silty fine SAND with gravel and fine roots (loose, moist) (topsoil) SM t.0 ____ __ a ____ _____ ________ __ Brown silty fine SAND with occasional gravel (medium dense to dense, moist to -- _ wet) (weathered glacial till) Jrr SM S 1 3.5 Light brown silty fine to medium SAND with grave! (dense to very dense, mist) S-2 5 (glacial till) _� T� SM Test pit completed at 6.5 feet on 415l06 Slow ground water seepage observed at 4 feet Disturbed soil sample obtained at 3 and 5 feet Test Pit TP-2 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 7.0 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft Q CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES U J w a- LL' 0 w� MATERIAL DESCRIPTION p drt � J g � REMARKS Ooi O �z 0 Q rn Dark brown silty fine SAND with fine roots (loose, moist) (topsoil) SM 15 _ _ _ _ _ _ _ _ _ _ _ _ _ v _ _ _ _ _ _ _ _ Brown silty SAND with gravel (medium dense, wet) (weathered glacial till}SZ T SM S-1 4.0 _____________ _ ____ Light brown silty SAND with gravel (dense to very dense, moist) (glacial till) — y- 5 -_ SM S-2 70 r- Test pit completed at 7.0 feet on 415106 Moderate ground water seepage observed at 2 feet Disturbed sail sample obtained at 3 and 6 feet Icicle Creek Engineers Test .Pit Logs - Figure 4 Test Pit TP-3 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue 5E and SE 132nd_ Street DATE EXCAVATED 4/5/06 TOTAL DEPTH 7 0 ft GROUND ELEVATION - LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 3.0 ft Q CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES W a co a ti. MATERIAL DESCRIPTION 0 O m u+ m _32 REMARKS cc 0 >- Z)a CL Q 0 J Dark brown silty fine SAND with gravel and fine roots (loose, moist) (topsoil) 1.5 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — 5M — _ _ _ _ _ _ Brown silty SAND with gravel (medium dense to dense, moist to wet} (weathered — glacial till) g SM 4.0 ____ _____ ______________________ Light brown silty SAND with gravel (dense to very dense, moist) (glacial till) — t T 5-2 5 SM 7.0 �= Test pit completed at 7.0 feet on 4/5/06 Moderate ground water seepage observed at 3 feet Disturbed soil sample obtained at 3 and 5 feet Test Pit TP-4 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415106 TOTAL DEPTH 5.0 ft GROUND ELEVATION LOGGED BY SES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft SZ CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES U a� a i W MATERIAL DESCRIPTION a p ¢ O M 2 In 2 r— REMARKS [� J 0 > : g 0 Dark brown silty SAND with occasional gravel and fine roots (loose, moist) (topsoil = SM Brown to fight brown silty SAND with grave! {medwm dense to very dense,Wolst to --: wet) (glacial till) SM 5 5.0 r S-1 Test pit completed at 5.0 feet on 415/06 Slow ground water seepage observed at 2 feet Disturbed soil sample obtained at 5 feet Icicle Creek Engineers Test Pit Logs - Figure 5 0 O LL U 0 i„ U Test Pit TP-5 CLIENT Amberwood LLC __ _ PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4/5/06 TOTAL DEPTH 6.5 ft GROUND ELEVATION - LOGGED BY 6ES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER None observed CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES �n w }Lu i d MATERIAL DESCRIPTION w -- a. q4 p m w m w REMARKS am 0 Q 0 J Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) -' SM Brown to light brown silty SAND with gravel (medium dense to very dense, rnoisE) - — (glacial till) S-1 SM 5 -- �Y 6.5 a.. Test pit completed at 6.5 feet on 4/5/06 No ground water observed Disturbed soil sample obtained at 4 feet Test Pit TP-6 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4/5/06 TOTAL DEPTH 6,5 ft EXCAVATION CONTRACTOR Amberwood LLC EXCAVATION EQUIPMENT Case 140K ribber -tire backhoe GROUND ELEVATION LOGGED BY BES GROUNDWATER 2.5 ft SZ CHECKED BY MSR NOTES 0 a. w w cn a MATERIAL DESCRIPTION a- 0D w m w m ov ddQ iiD ¢z g 0 Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) 1.3-------————--- — — — — — — SM Brown to light brown SAND with silt and gravel (medium dense to very dense, moist to wet) (glacial till) V 17 S P- 5 6.5 ..4 c. SM S 1 Test pit completed at 6.5 feet on 4r5J06 Very slow ground water seepage observed at 2.5 feet Disturbed soil sample obtained at 5 feet REMARKS Icicle Creek Engineers Test Pit Logs - Figure 6 Test Pit TP-7 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4l5/06 TOTAL DEPTH 6.0 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 3.0 ft Q CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES w z ° D �w ui ~ a MATERIAL DESCRIPTION o p Q in Lu REMARKS Qv U) Mz m 0 Dark brown silty SAND with gravel and fine roots (loose. moist) (topsoil) SM Brown to light brown Tlity SAND with gravel (medium dense to dense, moist to wet) - (glacial till) - p S-1 r ° u _ �v SM 5 6.0 T =_- =meµ Test pit completed at 6.0 feet on 415/06 Slow ground water seepage observed at 3 feet Disturbed soil sample obtained at 4 feet Test Pit TP-8 CLIENT Amberwaod LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 415/06 TOTAL DEPTH 6.0 ft GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 2.0 ft Q CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES = V ad u, CL �w to 0 w $ MATERIAL DESCRIPTION p -j Uj g H REMARKS 0 C7rj az 0 U) Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) -* SM t.a ___ ____ ______ Brown to light brown silty SAND with gravel (medium dense to very dense,7oist to - -; - . wet) (glacial till) - - SM S1 5 Test pit completed at 6.0 feet on 4/5106 Slow ground water seepage observed at 2 feet Disturbed soil sample obtained at 5 feet Icicle Creek Engineers Test Pit Logs - Figure 7 Test Pit TP-9 CLIENT Amberwood LLC PROJECT NAME Beclan Place PROJECT NUMBER 0641-002 PROJECT LOCATION 144th Avenue SE and SE 132nd Street DATE EXCAVATED 4/5/06 TOTAL DEPTH 6 0 ft _ GROUND ELEVATION LOGGED BY BES EXCAVATION CONTRACTOR Amberwood LLC GROUND WATER 5.0 ft SZ CHECKED BY MSR EXCAVATION EQUIPMENT Case 140K rubber -tire backhoe NOTES _ aJ Uj >-a w i MATERIAL DESCRIPTION = d p 0 0 0 f- w w rn REMARKS co 2 z Co CD 0 Q rn Dark brown silty SAND with gravel and fine roots (loose, moist) (topsoil) 1.3----------------------------------- --'� SM Brown to light brown silty SAND with gravel (medium dense to dense, moist t0 wet) (glacial till) o SM S-1 5 Q _ r Test pit completed at 6.0 feet on 4/5/06 Slow ground water seepage observed at 5 feet Disturbed soil sample obtained at 4.5 feet Icicle Creek Engineers Test Pit Logs - Figure 8 COAL MINE HAZARD AREAS 7c hnirai S�ryccs 1C I( July 2005 0 ism 3000 - .1 City Limits High Hazard Moderate Unclassified i AQUIFE ow", TechracalSevawrter CGS i. 1 1 - " V " R PROTECTION ZONES rentoro Mumo,,al COdc Tone Zane 1 Modika Ile A a A AIL NO) bi 101 ilk I EM VA I TkV N , FA I lk :4 M SEISMIC HAZARD AREAS Technical Services High HB7ard �i p,nnin9,Butldinq,puh!,r. VVurk: i el�w R nplemnerar.LMn,e. ❑ i�xnesF.� r 5zoos f 1'- Y�7 L i �• I,� LANDSLIDE HAZARD AREAS 77 Moderale High King County Hazard City Limits V" High 0 A1derNW March 12, 2007 Project No. 61506 Mr. Stove Seek Amberwood LLC 19129 SE 145th Street Renton, Washington 98056 Subjad: Wetland EvaluationNabitat Study Eeclan Mace Iericho Avmw NE at NE r Street Rents Washington Parcel #"s1523059065, 1523059090 and 1523059064 As requested, we have conducted a wetland evaluation fbr the property located on the nortinvest corm of the in�i+nn of NE 2"' Street slid .Iericlio Avenue, in the City of Raton. 71* kaWon of the subject parcel is shown on the attached Vicinity Map (Figure 1). The purpose of our work was to identify the limits of the wetland areas on and fly adjacft to the subject pvWerty. in c nductit our site wredand evaluation, we followed the feral procedures for the mubw on -site methodology as outlined in the Washington grate WetkvWs Identrfrcanon and Delineation Mcrrwl (March 1997). This procedure wolves analysis of vegetation patterns, soil conditions, and near -surface hydrology in making a determination of wetland conditions. Our scope of work included site visits in June, 2006 to complete the wetland evaluation and flag the limits of the site wetland. Tire tlagpd wedamd points have been surveyed and plotted on project maps as shown on pr1ed design plans by Schweik] and Associates, and on the Site Map (Figure 2). WETLAND EVALUATION PROCEDURES For the purpose of this study, we used the wetland definition adopted by the Environntental Protection Agency (EPA) and the Army Corps of Eng<siesrs (GOE) for administering Sectm 404 of the Clow Water Act. According to this definition, wetlands are: "'hose areas that are inundated or saturated by surface water or grourkdwater at a froNuency aW duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs, and similar areas." (33 CFR 323) In Washiogton State, the Shoreline Managw=t Act and Growth. Management Act have amended this definition to 6,xclude some wetland situations by adding the foilo%ing scntences to the wetland def xition: 518 North 59th Street, Seattle, Washington 98103* Phone (206)783-1036 email alderrnwOconxaRst.net Yam,, Mr. Steve Bock March 12, 2007 Wdlands do not include those artificial wetlands intentionally created from non -wetland sites, including but not limited to, irrigation and drainage ditches, grass -lined swales, canals, span & chitties, wastewater treahnent facilities, farm ponds, and landscape amenities, or those wetlands created after July 1, 1990, that were intentionally created as a result of the won of a road, street or Highway. Wetlands may include those artificial wetlands intentionally created from non- wedanrd areas to mitigate the conversion of wetlands. Delineation procedures are based on diagnostic envirorunental indicators of wetland vegetation, wetland sorts, and wetland hydrology. These procedures, outlined in the Washington State Wetknads Identification and Delineation Manual (March 1997) are oommonly known as a Triple Parameter Method. By definition, an area is desigiumd as wetland when there are positive indicators for all three parameters. A listing of plant species has been developed for use in the methodology for dehneating wcdxW areas. This listing assigns plant species to one of five axlicator status categories ranging from Obi wetland species, which almost always occur in wetlands, to Upland species, which rarely occur in wetlands. Under normal conditions, hydrophytic vegetation is ddermived to be presort if more than 50 percent of the dominant species are in the Obligate (OBL), Facultative Wetland (FACW), or Facultative (FAQ indicator categories. Diagnostic indicators of hydric soils am mlatod to soil saturation, which loads to anaerobic conditions in the soil. Under these conditions, decomposition of organic material is inhibited and soil minerals are reduced, creating characteristic soil colors that can be quantified by comparison with Munnsell Soil Color Charts. A chroana of one or less in unmottled soils or a chronra of two or less in mottled soils generally indicates a hydric soil. In addition, soils that are saturated during the growing season satisfy a criterion for hydric soils. We used a hand auger and or shovel to collect soil samples from depths of 8 to 18 inches, or below the A horizon. Wetland hydrology is defined as inundated or saturated soil conditions for at least 14 consecutive days during the growing season. If no water is present at the time of evaluation, other indicators may include topographic low points or eels, flood debris, oomplete absence of vegetation, or presence of hydric soils. GENERAL SITE CONDITIONS The subject property is made up of three parcels with a combined area of approximately 7.1 acres. It is located on the west side of Jericho Avenue NE (144'h Avenue SE), north of NE 2'd Street (SE 132°s Street) in the City of Rattaar, as illustrated on Figure 1. Adjacent properties to the north and on the east side of Jericho Avenue NE are occupied by existing single-family residences. Praopertiea to the west and south are under development, or building dev JopnW applications are pending. Topograglhkalty, the property is nearly flat with a slight gradient sloping down from northwest to southwest across the site. Elevations range from about elev. 430 on the northeast property corner to about elev.410 at the southwest property corner, Soils across the property and on much of the surrounding area are mapped as Alderwood gravelly sandy loam (Soil Survey of Xing County, Washington, U.S. Soil Conservation Service, 1973). The Alderwood series is made up of moderately well- rained soils that have a weakly to strongly consolidated substratum at depths of between 24 and 40 inches. The National Technical Committee for Hydrae Soils does not list the Alderwood series as a hydric soil although wetland conditions are common in depressional areas within Alderwood soil units. The western section of the site is occupied by a mined conifer -deciduous forest stand. Red alder (AIMAs rubra) black cottonwood (Populus balsamifera), big leaf maple (Ater macrophyllum), western red cedar (Thuja plicata), western Project No. 61506 Page No. 2 Mr. Steve Beck March 12, 2007 hemlock (Tsuga heterophylla) and Douglas fir (Pseudotsuga mendesii) are the predominant tree species on the site. Salmoabersy (Rebus spectabilis), and Himalayan blackberry (Rubus discolor) are the common shrub species. Until recently there had been two houses on the eastern section of the property. The houses were torn down and removed sometirrrc after early April, 2W. Vegetation on this section inchrdea the lawn and landscaping around the homesites. There are scattered trees including several domestic fruit trees. There are tall black cottonwood trees in a link along NE Second Suet. WETLAND AREA We have identified the limits of a wetland on the northwest corner of the property. This wetland is part of a larger area estendmg off the property to the west and north. Vegetation within the wetland includes westem red cedar trees around the eastem margin of the area. Black cottonwood and red alder are present around the wetland where it maends off the property to the west. Salmonberry is the predominant shrub species. Grades are somewhat lower within the wetland along the west property Eire where there is an old road running north to south. Vegetation within this section where seasonal water levels are somewhat deeper, includes water parsley. Using the U.S. fish and Wildlife Service wetland classification system (Cowardin et ak 1979), the wetland includes three wetland habitat classes; Paiustnne deciduous fbmst, palustri ne scrub -shrub and palustrine emergent habitat. It is our interpretation that the wetland satisfies the criteria for designation as a City of Renton Category 2 wedand. The standard buffer for a category 2 wetland in the City of Renton is ". WILDLIFE HABITAT We have completed a wildlife sad habitat evaluation of the project area, The purpose of our work was to docuixwxit the existing site conditions to identify habitats and potential wildlife use of the property. This work was undertaken to determine if there are critical habitats on the property which would be subject to regulation under Renton City Code which identifies critical habitats as: ":those habitat areas which traced any of the following criteria i. The documented presence of species proposed or listed by the federal government or State of Washington as fired, timed, sensitive, monitor, or priority; and/or ii. The presence of heron rookeries or raptor nesting areas; and/or iii. Category i wetlands (refer to subsection Kb(i) of this Section for classification criteria); and/or iv. Portions of streams and their shorelines designated in the Renton Shoreline Master Program, RMC 4-3-090. as Conservancy or Natural (refer to the Renton Shoreline Master Program). C. Mapping: i. Critical habitats are identified by lists, categories and definitions of species promulgated by the Washington State Department of Fish and Wildlife (Non -game Data System Special Animal Species) as identified in WAC 232-12-011, in the Priority Habitat and Species Program of the Washington State Department of Fish and Wildlife; or by rules and regulations adopted currently or hereafter by the U.S. Fish and Wildlife Scrvice. Project No. 61506 Page No. 3 Mr. Steve Beek March 12, 2007 u. Referenced inventories and maps are to be used as guides to the general location and extent of critical habitat. Critical habitat which is identified in subsection B5b of this Section, but not shaven on the referenced mveotones and maps, are presumed to exist in the City and are also protected under all the proviso of this section. iii. The actual presence or absence of the criteria Listed above as detetmWW by guWifW professionals, sha11 govern the trumm3t of an individual banding site or parcel of laud roc; rtas compliance with these regulations.,, Dunng the course of site visits to conVlew the wetland site evaluation we also made notes regarding observation of wildlife species observed on the site. The subject property is occupied by two general vegetation cover type. Lowland mixed forest is the prokamumt vegetation cover type across the west side of the property. The eastern section of the property is generally open grass lard arowW the area which had been occupied by the existing homm. These cover types are based on the habitat categories listed m the King County Wildlife Study Guidelines for SEPA (1993). Similar categories are listed and described in the King County WiA00 Habitat Profile (1987), The lowland mixed forest on the west side of the property is characterized as second or third growth mixed forest with vanau(m m the relative cover by conifers and deciduous trees. Fanaat cover on the southern portion of the area is generally dominated by deciduous trees primarily black cottonwood and red alder (4h= rubra). On the northern soction of the area western rod cedar western hemlock (Tsuga heterophylla) and Douglas fir (Pseudorsuga mendesit) are present. The eastern section of the property is generally occupied by open grasslforb habitat with scattered landscape and orchard trees and shrubs remair ng from the landscaping. Thera is also a line of large black cottonwood trees along the south side of the area adjacent to NE 2"d Street. MMdM We have prepared a listing of wildlife species (Table 1) observed or likely to be present on the property. This listing is based on species oocurre3rces noted in King County Wildlife Habitat Profile (1987) and on personal ems. Amphibians and Reptiles Other than the Pacific chorus frog (Pseudacris regilla), no amphibians were observed during our site visits. These species are generally mactive daring fall and winter and are most freq mitly encountered during apru% and summer. The cover types on this property, particularly the forested wetland and adjacent second growth forest, should provide habitat for several other specm of amphibians. The most likely species are the northwwt m salamander (Ambystoma gracile) and long -toed salamander (Ambystoma macrodactylum). The presence of amphibians on the site is limited by the absence of areas of standing water which might provide breeding habitat for amphibians. The most likely reptile to be found in the habitats on this property are garter snakes (Thamnophis spp.). Northern alligator lizard (Elgaria coerulea) are also possible residents. Table 1 lists other amphibians and reptiles that could be expected in the habitats present on this site. The species listed in Table I are based on tables provided by King County (1987) for the habitats described above and on our evaluation of the existing site conditions. Project No. 61506 Page No. 4 Mr. Steve Bede March 12, 2007 Birds Because of their high levels of daytime activity and vocalizations, birds are the most commonly encountered group of vertcbrata. Some of the omnnx dy observed species on the site were the blast -capped clikkadee (Pares atricappilus), American robin (Turdus migratonus), winter wren (Troglodytes troglodytes), and song sparrow Welosplza melodsa). A large number of migratory songbirds including flycatchers, warblers, and woos am expected on this site during the breeding season. The most rely raptors to use this site are the great horned owl (Bubo virginianus), Cooper's hawk (Accspiter coopers), and ned4ailed hawk (Bureo Jamaicensis). Table 1 lists other bird species expected in the habitats available on this property. Mammals Most mauls tend to be secretive and nocturnal, and our observations reflect a relatively mall proportion of species that may actually exist on the subject property. We observed wyote (Canis k&ans) scat on trails around the property. A large nest, probably built by an eastern gray squirrel (Scsurus carolinensis), was located in the deciduous forest near the north side of the property. Other common rnarnmals that are likely to be present on the site include opossum (DDidelphis virginiana), deer mouse (Peromyscus maniculatus), and raccoon (Procyon lotor). Several species of bats are also likely to be present in these habitats during the summer. Table I lists other mammal sperm expected to occur in the habitats available on this site. Threatened. Endangered. or Sensitrrve (TES) Species Critical Habit Two wildlife species included on Washington State listings of TES could be founts on or in the vicinity of the subject property. These include the Bald eagle (Haltaeetus leucocephalus), and pileated woodpecker (Dr3wopus psleatus). Neid= of these species is fisted as threatened in the state of Washing e. The closest aquatic habitat which might support either bull trout or Chinook salmon (Oncorh)nchus tshawytscha), is in May Creek approximately 2 miles south of the property. Bald eagles are found throughout the Puget Sound region. They are most cotmnonly observed along lake or river shores although they may be found foraging over a large area and may roost in larger trees away from bodies of water. No bald eagles were observe on or near the project site. The project site is away from any large bodies of water where they would be likely to build nests. Heated woodpeckers generally inhabit mature and old -growth forests, or second -growth forests with sufficient large snags and fallen trees (Rodrick and Milner 1991), Pileated woodpeckers are also repotted to use open woodlands, parks, and wooded suburbs (Ehrlich et al. 1988) and are regularly seen in those habitats in King County. They excavate cavities in snags or large dead branches far nesting and usually make a new nest cavity every year. Nest snags are usually greater than 27 inches in diameter and taller than 87 feet. There are flew large snags within the subject property which would be likely to be used by pileated woodpecker. During our site visits we did not note the preserice of any individuals nor did we note any trees with characteristic pileatod woodpecker foraging cavities. There is not extensive habitat area on the property which is suitable for pileated woodpecker foraging or nesting. Project No. 61506 Page No. 5 Mr. Steve Beck March 12, 2007 Great blue herons are not included on the Washington State TES lists although the presence of heron rookeries is ideistified as a critical habitat in the City of Renton. No great blue herons were observed on the site during our site visits and there are no heron rookeries m the near vicinity of the project site. Red-tailed hawks are Wcewm not included on the Washington State TES lists although raptor nests are Ambfted as critical habitat in the City of Renton. No red tail hawks or nests were observed during our site visits. Based on our review of existing site condid= it is our conclusion that there are no critical habitat areas as defined in the City of Renton codes, within or in new proximity to the Beclan Place project boundary. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, Al erNW Garet P. Munger Project Scientist Encl.: Figure 1 Vicinity Map Figure 2 Site Map Data Forms (6) Project No. 61506 Page No. 6 TABLE 1 ANIMAL SPECIES OBSERVED OR POSSIBLE ON -SITE Beclan Plus Renton, Wohington AMPHIBIANS North Salamander Ambystoxna gracile Long -toed Salamander Ambystoma macrodactylum Rough-*innedNewt TwIchagrMul= Ensatina Ensatina eschscholizii Wcatem Toad Bufo boreas Pacific Chorus Frog Pseudacris regula X RWFIM.BS Northern Alligator Lizard Elgaria coeralea Common Garter Snake Thamnophis sirtalis X W. Terrestrial Garber Snake Thamnophis elegans Nort me t m Garter Snake 77ramnophis ordinoides BIRDS Sbwp-shinned Hawk Accipiter striatus Cooper's Hawk Accipiter coopen Red-tailed Hawk Buren jamaicensis American Kestrel Falco sparverius Ric Dave ** Columba livia x BIRDS (Coadmed) Band -tailed Pigoon Common Barn -owl we'stem sarcech-owl Great Horned Owl Rukw Hummingbitd Downy Woodpecker Northern Flitter Pileatod Woodpecker western wood Pewee Willow Flycatel>er Hammond's Flyc c Pacific Slope Flycatcher Tree Swallow Violet -green swallow N. Rough winged Swallow Cliff Swallow Bars Swallow Steller's Jay American Crow Black-cappod Chickadee Chesbnt-ba &W ChicJwke Bushtit Red4n asted Nuthatch Brown Creeper Bewick's Wron Winter Wren Golden -crowned Kinglet Ruby -crowned Kinglet Swairsou's Thrash Hermit Thrush American Robin Varied Thrush Cedar waxwing European Starling Solitary Vireo Hutton's Vireo TABLE 1 (CONTINUED) ANUWAL SPECIES OBSERVED OR EXPECTED ON -SITE Beclaan P1= Reston, Washington Cohemba fasclatu Tyto albs Outs kennicotdi Bubo virginiames Selasphorus FOS Picoides pubescens Colaptes auratus Dr"copus pileatus Como w sordtdulus Empidonax traillii Eospidonax hammondii Empidonar diffiicifis Tachyclneta bicolor TachKineta thalassina Stelgidopteryx serripennis Hirundo pyrrhonota Hirundo rustica Cyanocitta stelleri Corvus brachyrhynchos Pares atricappilus Panes rufescens Psaltriparus minimus Sitta cmiadensis CerthO americana 77eryommms bewickii Troglodytes troglodytes Regulus sawapa Regulus calendula Catharus ustulatus Catharus guttatus Turdus migratorius Ixoreus naevius Bombycilla cedrorum Sturnus vulgaris i; rreo solitarius vireo huttoni x x x x x x x x x TABLE 1(CONTINUED) ANIMAL SPECIES OBSERVED OR EXPECTED ON -SITE Beclan Pltwe Renton, Wushingtoo BIRDS (Confine) Warbling vireo Vireo gihw Red -eyed V-uw Vireo olivaceus Orange -crowned Warbler Vennivora Mato Yellow Warbler Dendroica petechia Yellow -ramped Warblex Dendrolca cormato Black -throated Gray Warbler Dendroica mgmscens McGiltivray's WafbhW aporornls tole id Common Yellowthroat Geothlypls Mchas Wi sm's Warbler FVUsonia pasllla Western Tanager Piranga ludovidana Black -headed Gtudeak Pheachcm melanocephalus Rufous -sided Towhee Pipilo erythrophthalmus X Son$ Sparrow Melospiza melodia X White -crowned Sparrow Zonotrichla leucophrys Dark -eyed Junco Junco 1t"Wns Red -winged Blackbird Agelaius phoeniceus Brownax*W Cowbird Molothrus ater Purple Finch Carpodacus purpureus House Finch Cnrpodam nwdcanus Pine Siskin Carduelis pines American Go>dfinch Carduelis Dios Evening Grosbeak Coccothraustes vespertinus House Sportvw s* Passer domesticus x Didelphis virgin14na Trowbridge's Shrew Sorex trawbridgei vagrant Shrew Sorex vagrans Dusky Shrew Sorex obscures PaciCt Wafer Shrew Sorex bendirei Shrew -mole Neurotrichus gibbsi Towtlsend's Mole Scapanus townsendi Pacific Mole Scapanus orarius Little Brown Myotis Yvotis lucifugus Yuma Myotis Afyotis yumaensis Long-eared Myotis Afyntis evoAf TABLE I (CONTINUED) ANIMAL SPECIES OBSERVED OR EXPECTED ON -SITE Beclan Place Renton, Via MAILS (Condoned) Eastern Cotxoiutail Sylvilagus flortdanus Mountain Beaver Aplodontia rufa Towmend's Chonunk Eutamtas townsendf Eastern Gray Squirrel Sciurus carolinensis Dough` Squirrel Tamiasciums douglasi Deer Mouse Peromyscus maniculatus Busby -tailed Waodrat Neotoma cinerea Oregon Vole Mrcrotus oregoni House Mouse Mus musculus Raccoon Procyon lotor Short tailed Weasel Mustela enat mea Long-tailed Weasel Mustela frenata Striped Skunk Mephitis mephitis Coyote Canis latrans DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-1 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildings recently demolished VEGETATION Dominant Plant Species 12 2 Dominant Plant Species S �CdO 0 1 Alnus rubra Fac T 8 2 Populus balsamifera Fac T 9 3 Rubus spectabilis Fac S 10 4 Rubus discolor Up/ S I I 5 Spiraea douglasii Facw S 12 6 1141 13 7 Percent of dominant species that are OBL, FACW, and/or FAC: 8o Is the hydrophytic vegetation criterion met? Yes Rationale: SOIL More than 50% species hydrophytic Soil Type: Alderwood Hydric Soils List: No Histic Epipedon? No mottles? slight Matrix Color: IOYR413 Mottle Colors: Other hydric soil indicators: Is the hydric soil criterion met? No No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: - Is the soil saturated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Gleyed? No Depth: 13"-16» Is the wetland hydrology criterion met? No Rationale: Yonhydric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Non hydric soil. Project Name: Beclah Place AlderNW Field Investigator(s): G.Hunger 51 S North 59th Street Project No.: fi1S06 Date:-'4-!)6 Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-2 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildings recently demolished VEGETATION Doininant Plant Species U ArA Dominant Plant Species 1 Alms rubra Fac T 8 2 Populus balsamifera Fac T 9 3 Rubus spectabdis Fac S 10 4 11 5 1121 b 13 7 14 Percent of dominant species that are OBL, FACW, and/or FAC: 100 Is the hydrophytic vegetation criterion met? Yes Rationale: SOIL More than 50% species hydrophytic Soil Type: Alderwood Hydric Soils List: No HiWc Epipedon? No Mottles? Slight Matrix Color: 10YR413 Mottle Colors: Other hydric soil indicators: Is the hydric soil criterion met? No No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: Is the soil saturated? Not in upper I8" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Gleyed? No Depth: 12 "-16" Is the wetland hydrology criterion met? 24o Rationale: Nonhvdric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Non hvdric soil. Project Name: Beclan Place Field lnvestigator(s): G. Munger Project No.: 61506 Date: 6-20-U6 AlderNW 518 North 59th Street Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.. DP-3 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map B dUn s recentl demolished VEGETATION Dominant Plant Species Q Dominant Plant Species 1 Alnus rubra Fac T $ 2 Rub us laciniatus UPI S 9 3 Polystichum munitum Upl H 14 4 11 5 12 6 13 7 1 1141 Percent of dominant species that are OBL, FACW, and/or FAC: 0 Is the hydrophytic vegetation criterion met? No Rationale: Vegetation not hydrophytic SOIL Soil Type: Alderwood Hydric Soils List: No Histic Epipedon? No Mottles? Slight Gleyed? No Matrix Color: IOYR413 Mottle Colors: Depth: 12"-16" Other hydric soil indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: IS the soil Saturated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Is the wetland hydrology criterion met? NO Rationale: Nonhydric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Non hvdric soil. Project Name: Beclan Place A1derw Field investigator(s): G. Afunger 518 North 59th Street Project No.. 61506 Date: 6-20-06 Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-4 Conditions: trees Site DigEurbaxice? Fast section had been residential with landscaping. Location: See site Map Buildln s recent! demolished VEGETATION Dominant Plant Species 2 a`r' �90 Dominant Plant Species 4 � 1 Rubus discolor tip/ S $ 2 Ranunculus repens FacW H 9 3 Alnus rubra Fac T 10 4 11 5 12 6 13 7 1141 Percent of dominant species that are OBL, FACW, and/or FAC: 66 Is the hydrophytic vegetation criterion met? Yes Rationale: SOIL Soil Type: Alderwood Hi4tic Epipedon? No More than 50% species hydrophytic Hydric Soils List: No Mottles? Slight Gleyed? No Matrix Color: 10YR413 Mottle Colors: Other hydric soli indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: Is the soil saturated? Not in upper 18" Depth to free-standing water in probe hole - Other field evidence hydrology. No Depth: 12-45" Is the wetland hydrology criterion met? No Rationale: Nonhydric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Non hydric soil. Project Name: Beclan Place Field Investigator(s): Project No.. 61506 G.,ldunger Date: 6- 20-0 AlderNW 518 North 59th Street Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduousiconifer Data Point No.: DP-5 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildin recently demolished VEGETATION Dominant Plant Species U'5 B Dominant Plant Species 1 Ruhus discolor Upl S 8 2 Ranunculus repens Facw H 9 3 Alms rubra Fac T 10 a nwja plicata Fac T 11 12 L 131 1 1141 Percent of dominant species that are UHL, FACW, and/or FAC: 75 Is the hydrophytic vegetation criterion met? Yes Rationale: SOIL More than 50% species hydrophytic Soil Type: Alderwood Hydric Soils List: No Bstic Epipedon? No Mottles? Slight GlgW? No Matrix Color: 10YR413 Mottle Colors: Depth: 10"-15" Other hydric soil indicators: No Is the hydric soil criterion met? No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: - Is the soil saturated? Nat in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Is the wetland hydrology criterion met? NO Rationale. Nonhydric soil, no evidence of soil saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: Von hydric soil. Project Name. Beclan Place Field Investigator(s): Project No.: 61506 G. Munger Date: 6-20-06 AlderNW 518 North 59th Street Seattle, Washington 98103 DATA FORM ROUTINE ON -SITE WETLAND DETERMINATION Describe General Site Site is forested in mixed deciduous/conifer Data Point No.: DP-6 Conditions: trees Site Disturbance? East section had been residential with landscaping. Location: See site Map Buildings recently demolished VEGETATION Dominant Plawt Species Dominant Plant Species c� 1 Rubus spectabilis Fac S 8 2 Rubus discolor LpI S 9 3 10 4 11 5 12 6 13 7 14 Percent of dominant species that are OBL, FACW, and/or FAC: Is the hydrophytic vegetation criterion met? Yes Rationale: 50% species hydrophytic SOIL Soil Type: Alderwood Hydric Soils List: No Hist is Epipedon? No Mottles? slight Matrix Color: 10YR413 Mottle Colors: Other hydric soil indicators: _ Is the hydric soil criterion met? No No Rationale: Chroma greater than 2 HYDROLOGY Is the ground surface inundated? No Surface water depth: - Is the soil saturated? Not in upper 18" Depth to free-standing water in probe hole: - Other field evidence hydrology: No Gleyed? No Depth: 10"-15" Is the wetland hydrology criterion met? No Rationale: :tionhydric soil, no evidence ofsod saturation. WETLAND DETERMINATION Are wetland criteria met? No Rationale for wetland decision: .ton hvdric sort. Project Name: Beclan Place AlderNW Field Investigator(s): r.:uunger, 518 North 59th Street Project No.: 61506 Date: 6- 0-06 Seattle, Washington 98103 04 A *4FFN by wT"ar 1 MR7� F ti win 3 s lato S: Mf iff " .�., �lnItTA7 � �ti141M� r rxta "Iff SEIOMIT, . waftR. �� �w as c�' d f J, rc� a�ucMv cd..� VICINITY MAP ABeclan Place DER[ L � Renton, Washington Project No.&1506 Date Mar., 2007 Figure 1 APPROXIMATE SCALE 80 0 80 160 feet Proj. No.61506 SITE MAP Beclan Place Renton, Washington Date Mar., 20071 Figure 2 iMAP- Beclan Place Downstream Map e-IF S'yt,36. €. ,1 P r E . G :Yi`+r 4'ErrErl I'J, 'Irid:'r:irle,l:� Lad•L!:!'..i`.'G+€ +1 S4 Renton �fi9:'grri=� • r�� ,.I,l.E �.t., � rEN.i,'.J11{i; 3 !'�43?rirlLtll G4784LI'13 ! rl fi9c YJrlr}rluly,l t:41�`i'� 'S�J � i E151�F80CkLt_ 7D ,r r + ,LT, i 7 fi91tJJ:;2{1 SE 13 T. �7 k a I L �. JJY3 yf of GSI�tlLI!1`_I�+!Q I,,y�K:JJ I 4 i 55r�'$UGJlCrcLr �.ILk'l.f;Eif ., r f;6tl�Jifla•fia i'd: ?'.. Ci;? 6928�tilil+t'',rl ;u� ✓ I L J.f.3t! � p ' r�r � r u ? .lilt i I C�u-.:5:2'!d'�. ,�(/ I•�,!• !��` i �I$43.9! Jufi ,. r ... .. '; fJ '-]i„ � f .., _.. ...... - i i:I. ICI i,•E: ,.. .. Ji .l 3 C: 2Mf4 •ia r �,ty - .. F1i'I SI d 249}t The Intomlallon included o,r Ih s map has been wr'w e.1 by Kln ,, Gounty staff from v - •c and iy subi»c! to change wehouf rwtic*. King County makes nn repre8tl9lat:an9 :r Wan Brd es. ";Mess 3r MIA'ed, as In 3:,Y.ura Cy.. I"s. or nyhts to ine Ilse Ot swrl nformallun Th,s doCUnlenl Is not-nlpnded'ol L,"o as a surey rJrodl.ct, K:ng Ct.�mty shall nnI M 14 - :'.,r specrni, indirerl. rncirlental, or con5egowlal damages including, put not I-nr led 10i051 •+Ivenues ur 'OSI profits %sulking from the k I gu- Wormahan ror lainod on Ibis map. Any sale of King County Uvs map or infom-kroi on Ins 91,ip :s prole. med excel'! by wreten pormissiur c i K nli Date: 4,012007 Suurre- King County 00AP , Slormwaler IhupYfv. ri wokr.,tpa �. GIS°',im, a a APR. 1, 2007 11:29RM KING CO. W! �,D NO, 4374 F. 1 Kin Coun Water and Land Resources R Division 201 S Jackson St, Suite 600 Seattle, WA 98104-3955 FAX Fax: Phone:v Date: Number of pages including cover sheet: _ From: Cindy Torkelson_ WLR Stormwater Services Section Phone: 206-296-1900 Fax Number: 206-296-0192 QRTANT LEVEL I ANALYSIS NOTE: We do not send copies of certain complaint types that are not relevant such as BCW, F1, FM FIH and WQA, and we do not send CL and LS types. See key below, Type S 1, S2 and S3 will not be faxed due to size constraints. * IF YOU ARE USING THE 2005 SWM DESIGN MANUAL YOU ONLY NEED 10YRS WORTH OF COMPLA19TS The following is a list of complaint types received by the Water and Land Resources Stormwater Services Section. Complaint numbers beginning prior to 1990-XXXX have been archived and are no longer in our possessions. They can still be reweved, if necessary, but will take additional time and may not be beneficial to your research due to their age, development which has occurred, etc. If you are interested in reviewing the actual complaints, they can be pulled (time permitting) for your review. Copies can be obtained for $ .15 per page, and $2.00 per page for plans. Type -of [�r_vesflenUon Type of Pj a*Jem �— C Action Request DCA DeveloprnendConstruction BCW %siness'forClean Water DDM Drainage - Miscellaneous CCF Response to Inquiry DES Drainage — Erosion/Sedintentation RCL Claim DLE Drainage— Lmdolidn'Sarth Mpvement Eli Enforcement on Hold DTA Drainage 'Cochnical Assistance ER EnfareernentReview JNQ Drainage-0morai Inquiry FCC,FCVCS Facility Complaints MMA Maintcnartcc - Aesthetics N SWM Voc Jnquiry MMP Maintenance - Flooding Ra SWM Fcc Rcvicw MMG Maintenance - O feral FM SWM Fee on Hold MMM Maintenance - Mowing *lS lawsuit MNM Maintenmce—NccdsMauttcnanco RR Facility Engineerng Review MNW 'vlaintenance-Notions Weeds NIDA Neighborhood Drainage Assistance SWF SWM Fee Questions WQC Water Quality Complaint WQB Water Quality —Best Management Practices WQE Water Quality Fnfo=ne t WQD Water Quality — Dumping WQR Water Quality Engineering Rrvim WQI Water Quality — lilieit Connection WQA Waw Quality Audit REM SWM Fee-Remeasurerment WQO Water Quality —Other GRT SW'M Fee -Grant SI,S2,5N3 Engineering Studies NWD SWM Fee -New Discount *Sulject to Public Disclosure requirements 1. Receipt of wrinen requmt for dc-mments 2. Review, and approval by Pmsocuting ArtornWs ofYico APR. 1'• 2007 1':30A,i, KING CO. WLC NO. 4374 P, 2/1)p Ng hmty weer god laws Main -Draw l"m Now Pdnted . 0W111200710:25;40 AM WOM TM TXp1 It P'If" AfIIIPM d Prrtilo ca lmilms Thru;: Psi NOW CIIIIIIIIII 1975-0135 C FLDG 13921 BE 136TH PL SWAMP/SE 136TH PL/HIDEWAY HTS 656J2 1970-0070 C EROSION 13901 SE 139TH ST DISCHARGE OF PIPE 656J3 1981-0172 C FLDG 14306 144TH AVE BE EROSION/MAPLEWOOD HTS 656,13 1981-0196 C FLDG 14306 144TH AVE SE EROSIONIMAPLEWOOD FITS 656J3 1981-0197 C DRNG 13832 SE 1$1ST ST BLKED 656J2 1982-0341 C FLDG 14005 SE 133RD ST 666,12 1992-0386 C DRNG 12808 138TH AVE SE & FLOG 656J2 1962-0491 C FLDG 14009 SE 12BTH ST MAPLEWOOD HTS 656J2 1982-0526 C DVR 16935 11M AVE SE @ BE 132NDIWTH AVE BE 658J2 1963-0353 G FLDG 13224 144TH AVE SE 656J2 1984-0221 C DVR 140XX SE 132ND ST FLDG 655J2 1984-0222 C FLDG 14413 149TH PL SE @ 14M PL SE/SE 145TH Pi. 656,13 1985-0402 R EROSION 14200 SE 140TH 5T 7O ROADS 656J3 1985-1010 C DRNG 14100 SE 132NO ST SEE 84-1005/TO ROADS 656,12 1986-01D9 C DRNG 14011 BE 132ND ST SURFACE WATER 658J2 986-0256 C 666J2 1988-0256 F 656,12 1986-0256 81 COMMITTED DATE:IST QTR 1989. 856J2 1986-03A4 C DRNG 138TH AVE SE SYSTEM SILTED 656J2 1986-03A4 E PROB CRTD. 656J2 198B-0739 C FLDG 13323 146TH AVE SE WATER FROM SCHOOL 656J2 1987-0255 C FLDG 14839 SE 132ND $T STANDING WATER & MUD 666,12 1987-0328 C DRNG 13323 145TH AVE SE CO DIVERTED DRNG ONTO PROPERTY 656J2 1987-0405 C FLDG 13025 138TH AVE SE SEE 67-0463 OVER STREET 656J2 1987-0445 C FLDG 13837 SE 128TH $T FILLING OF LOT 656J2 1987-0445 ER FLDG 13837 SE 128TH ST SEE 86-03A4 PENTON. 67-0707 856J2 1987-0463 X FLDG 13025 138TH AVE SE ON 138TH AVE SE 656J2 1968-0229 C DRNG 14231 SE 138TH ST CULVERT IN CHANNEL INQUIRY 656J3 1988-0280 C DRNG 14106 BE 135TH ST STRORM DRAIN FAILURE 656J2 1980-0036 C DEBRIS 14003 SE 132ND ST DEBRI ON RD TO DET POND 656,12 1969-0113 C DRNG 13$52 SE 128TH AVE DRAINAGE OF NEIGHBORS FILL/ROAD CO 656J2 1988-0200 c SETTLING 13120 138TH AVE SE SINK HOLE IN YARD 656J2 1989-0461 82 FLDGlDVR 14011 SE 132ND ST SEE:86-02SB YAHN PH I 656J2 1989-0472 X INQUIRY 14105 SE 133RD ST STATUS OF STUDY(YAHN STUDY) 666J2 198"836 X DRNG 14103 SE 132ND 5T YAHN STUDY COMPLAINTS 656J2 19WO209 C FLDG 14639 SE 132NO ST DITCH OVERFLOWISTORM EVENT 656J2 1990-0352 C EROSION 14231 SE 138TH ST WASHING OUT OF RAVINEISTORM EVENT 656J3 Page 1 of 4 I � APR, 11, 2007 1 `:31)AM KING CO, WIL;1 N^, 4374 clmmt % Typlf" r. AMMO Ewa 1990-0369 C FLDG 14306 144TH AVE gI- SILT AND GRAVEL ON BOARDWALKJSTOR 656J3 1990-0374 C EROSION 13909 S5 139TH ST SLIDE INTO RAVINE/STORM EVENT 656J3 1990-0388 C DRNG 14105 BE 133RD ST FLOODING IN NSRHD 656,12 1990-0512 C DRNG 13600 138TH AVE BE CROSS PIPE ERODING RAVINE 656,12 1990.0556 C DRNG 13323 146TH AVE SE ❑ITCH END8/D1VERTI=D WATER 656J2 1990-0566 ER DRNG 13323 146TH AVE SE XPIPE AND POND/DITCH ENDS 656J2 199D-0567 C EROSION 14306 144TH AVE SE GREENBELT AND ROADWAY/90-0512 656J3 1990-0804 X FLDG 14106 SE 133RD ST COMPLETION OF STUDY 656J2 1990-1020 C DRNG 13732 SE 141ST ST DUMPING WATER FROM POOL 658,13 1990-1135 C DRNG 13713 BE 144TH ST WATER FROM POOL DRAINING ON SHOUL 656J3 1990-1511 X FLOG 14105 SE 133RD ST CAPACrrY OF PLAT DRNG 656J2 1990-1539 C FLDG 14231 SE 135TH ST RAVINE ERODING/FULL 656J3 1901-0081 SR DRNG 14105 S 133RD 5T PUGET COLONY HOMES 6564 1991-0081 X DRNG 14105 S 133RD ST CCF#191-32/YAHN STUDYIFLOODED YARD 656,12 1991-0098 SR ❑RNG 14105 BE 133RD ST CCFOSWM0124 PUGET COLONY HOMES 656J2 1991-0098 X DRNG 14105 SE 133RD ST CCF#5WM0124/DEVELOPEMENT 856J2 1991-0246 C DRNG 14013 BE 133RD ST PLUGGED 656,12 1991-0246 SR DRNG 14013 SE 133RD ST PLUGGED PUGET COLONY HOMES 656J2 1691-W15 C FLDG 14011 BE 132ND DIVERSION/CULVERT OVERFLOW 656J2 991-0619 NDA DRAINAGE 10403 147TH AVE BE STORM EVENT - D/W FLOODING 666,12 1991-0636 NDA FLDG 14105 SE 133RD ST CC5#491-32 NOT NDA PUGET COLONY HO 666J2 199140636 X FLOG 14106 SE 133RD ST CCF#491-02/PLAT DRAINAGE 656J2 1991-0050 NDA DRNG 14106 SE 133RD ST CCF#591-2 NOT NDA PUGET COLONY HO 656,12 1991-0650 X DRNG 14105 BE 133RD 8T CCF#591-2 SAME OLD PROS 656J2 1991-0682 CL FLDG 14106 5E 133RD ST CCF# 591-2 DUE JULY 856J2 1991-0712 NDA DRNG 14103 BE 132ND ST CCF# SWM 0520 NOT NDA PUGET COLON 656J2 1991-0712 X DRNG 14103 BE 132NO ST CCF# SWM 0620 MANY COMP 656J2 1991-0715 C DRAINAGE 14105 SE 133RD ST NEIGHBORHOOD FLOODING 6S6J2 1991-0715 SR DRAINAGE 14105 SE 133RD ST PUGET COLONY HOMES 658J2 1991-0723 SR DRAINAGE 14105 BE 133RD ST CC F# 591-37 PUGET COLONY HOMES 656J2 1991-0723 X DRAINAGE 14105 SE 133RD ST CCF#591-37 656J2 1091-0732 C DRAINAGE, 14024 SE 133RD ST /LAM$ (CLAIM) 656J2 1991-0732 SR DRAINAGE 14024 BE 133RD ST /LAMB (CLAIM) NOT NDAP 656J2 1991-0739 SR DRNG/FLD 14103 SE 132ND ST CCF# SWM-0610 NOT NDAP 656J2 1991-0777 NDA FLOODING 14103 SE 132ND ST CCF# 591-39 NOT NDA PUGET COLONY 656J2 1991-0777 X FLOODING 14103 SE 132ND 5T CCF# 591-58 656J2 1991-0812 C DRAINAGE 14639 5E 132ND ST 656,12 1991-0860 SR DRAINAGE 14010 SE 134TH 5T CCF# SWM0279 NOT NDAP 856J2 1991-0868 X DRAINAGE 14010 SE 134TH S r CCF# SWM02791PUGET COLONY 656J2 1901-0083 SR FLOODING 13732 SE 141ST S F CCF# SWM 0719 NO ACT REOD NOT NDA 656J3 Page 2 of 4 APR. 1', 20 7 :30AV KING CO. W Kj) NO. 4374 r. 4 5 t � PrI Top dM Adis OfPPEI111N m c lJlm Tft p"s *�� 1991-0883 X FLOODING 13732 SE 141ST ST CCF# SWM 0719 NO ACT REQD/NEW PLA 656J3 1991-0885 X FLOODING 13405 142ND AVE SI- CCF# SWM-08541DRAINAGE IMPROVEMEN 666,12 1991-0888 SR FLOODING 13800 SE 128TH ST CCF#SWM-0852-NOT NDA-PUGET COLON 656J2 1991-0888 X FLOODING 13800 SE 128TH ST CCF# SWM-0852WETLAND PROBLEMS 656,J2 1991-0946 X DRAINAGE 14105 SE 133RD ST CCF#. 91-08221GRANTING EASEMENTS 656J2 1991-1214 X DRAJNAGE 14105 SE 133RD CCF# SWM 12171PROJECT SCHEDULE 656J2 1992-0053 C FLOODING 13901 SE 144TH ST 656H3 1992-0063 ER FLOODING 13901 SE 144TH ST (IntAcByCmDt) 6561-13 1992-0053 NDA FLOODING 13901 SE 144TH ST (IntAeByCmDt) 6561-13 1992-0286 C MAINTENA 14409 141ST AVE 9E KC -OWNED LOT 6561-13 1993-0179 C ❑IVERSON 137XX 144TH AVE SE POS S CLEARING VIOLATION 656J2 1993-0239 X INQUIRY 14105 BE 133RD ST INFO ONLY 656H2 1093-1064 C FLDG 14400 5E 136TH ST GROUND WATER UNDER ROADWAY 656J2 1993-1085 E DRNG 14600 SE 132NO ST CHKSTATBYCMDT 65eJ2 1993-1085 ER DRNG 14600 5E 132ND ST 656J2 1995.0472 C RUNOFF 14007 144TH AVE BE PONDING ON PROPERTY FROM RD 686J3 1995-0472 RN RUNOFF 14007 144TH AVE SE PONDING ON PROPERTY FROM RD 656J3 1995-0783 C VACATION 14010 BE 134TH ST DRAINAGE IMPACT FROM VACATION REQ 656H2 96-0353 C FLDG BE 144TH & 141 ST BE BACKYARD SLIDE, WATER DIST CONS? 656J3 96-0362 C FLDG 14210 149TH PL BE NFUGHBORFOOD FLOODING STORM EVEN 656J3 1996-0362 R FLDG 14210 149TH PL BE NEJGHBORFOOD FLOODING STORM EVEN 856J3 1996-0362 S1 FLDG 14210 149TH PL BE LDSU NDA DESIGN UNDERWAY 656J3 1990-0439 C LANDSLID 1303 SE 144TH ST BACKYARD LANDSLIDE, WATER DIST CON 656H3 1096-1177 C EROSION 14306 144TH AVE SE SLUE OCCURRING ON TYPE 11 OPEB SPA 656J3 1996-1177 R EROSION 14306 144TH AVE BE SLIDE OCCURRING ON TYPE II OPEB SPA 656.13 1996-1283 C CIP 140TH BE 132ND -135TH SE REQUEST TO DO ASSESSMENT OF CONV 656H2 1997-0055 C FLDG 14105 BE 133RD ST PUGET COLONY HOMES 656J2 1997-0055 NDA FLDG 14105 SE 133RD ST PUGET COLONY HOMES 666J2 1997-0055 R FLDG 14105 5E 133RD ST PUGET COLONY HOMES 656J2 1997-0498 C KC PROPE 14202 149TH PL BE ALLEGED JDOP DEFECATION IN R/D FAGILI 856J3 1997-0715 FCR RA) FENC 13845 $E 1315T ST TREE DAMAGED FENCE ROADS FACILJTY 656H2 1997-1178 WQC OIL 144" 143RD PL BE RESIDENTIAL USE LACK OF BMPS 656,13 1997-1178 WQR OIL 144" 143RD PL SE RESIDENTIAL USE LACK OF BMPS 656J3 1997-1378 C DRAINAGE 14004 SE 133RD ST LOCALIZED DEPRESSION PUGET COLONY 656H2 1997-1378 R DRAINAGE 14004 BE 133RD 5T LOCALIZED DEPRESSION PUGET COLONY 656H2 1997-1360 C DRAINAGE 14005 BE 133RD ST LOCALIZED DEPRESSION PUGET COLONY 656H2 1997-1464 C DRAINAGE 132XX 140TH AVE BE OFFSITE CONVEYANCE DRAIN QUEST CH 656H2 1997-1537 FCR FLOODING SE 142 ST/149 PL BE RETRO FIT OF RID PONDS LDSU PROJ 658,13 W0007 FCR POND 13007 149TH PL SE OUTLET PIPE FAILURE PONE) RETRO-FIT 656J3 18-0360 C DRAINAGE 14454 $E 132ND ST APPEARS PRE GRADING ACTIVITY NO PE 656J2 Page 3 of 4 �/ APR. 1 2007 1, ; 31AY KING CO. w_ .R NO.4374 F. 1 TM of Pre W Il*Mdf P *ft Comm ". TWO 1998-0520 FCR DITCH 14000 $E 142ND ST ALLEGED OUTLET CHANNEL SEDIMENT I 656J3 1998-0534 WQC WASHWAT 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 666J2 1998-0534 WQR WQI 13224 144TH AVE SE APPARENT GREY WATER DISCHARGE 656J2 1999-0015 R DRAINAGE 14013 SE 133RD ST 65BH2 199MI88 FCR PLG RID 14102 148TH PL SE OBSTRUCTED OUTLET OF RID FACILITY 656J3 1999-0202 CL DRAINAGE 14004 SE 133RD ST RECORD OF INQUIRY ONLY - NO CLAIM 6561-12 1999-0609 C CONSTRUC 14606 SE 136TH ST CONCERNS RE NEW DEVELP CITY OF RE 656J2 1999-0626 C STND H2O 13741 148TH PL SE SOGGY BACKYARD SOURCE OF WATER 656J2 2000.0426 FCR MNM 14400 144TH AVE BE REQUEST TO MOW BIO-SWALE. ALSO RE 656J3 2000-0430 FCR DCA 14095 SE 142ND ST UTILITY PRQJECT. SPOILS AND MATERIA 6560 2000-0597 C DCA 14100 SE 132NO ST' NO FIELD INV NECESSARY. REF'D TO SW 656H2 2000-0763 FCR MNM 14004 SE 133RD ST DAMAGED FENCE GATE AT UNOPENED Rl 656H2 2001-0508 C DDM 13803 BE 144TH ST ROW DITCH MAINT IDENTIFIED. OFF ROA 656143 2001-0508 R DDM 13803 SE 144TH ST ROW DITCH MAJNT IDENTIFIED, OFF ROA 666H3 2001-0697 C DDM 13309 146TH AVE SE 056J2 2002-0126 CL INQ 14012 SE 133RD ST FENCE DAMAGED BY TREE FALL TREE G S5BH2 2002-0599 WQC WQD 14019 145TH AVE BE APPARENT DUPING OF LIGHT OIL IN CB. I 65BJ3 2002-0699 WQR WOO 14019 146TH AVE SE APPARENT DUPING OF LIGHT OIL IN CB. I 656J3 _003-0845 FCR MNM 14920 BE 139TH PL STORM EVENT; APPEARS TO BE STORM 656J3 004-0388 FCR MNM 14202 149TH PL $I- Trees and debris dumped on D90669. Investig 658J3 2004-0447 1 DTA 140TH A SE 132ND ST Inquiry on Puget Colony Homes pipe alignment 666J2 20a4-0487 I DDM 14012 SE 133RD ST INQUIRY REGARDING A DEVELOPMENT IN 6661-112 2004-0978 FI REM 1340 144TH AVE BE Total Lot Area = 8.70 Acres). Total Impervious 656J2 2004-0986 WQR WOB SE 1367 & 142ND AVE $E city of renton project 656J2 2006-0524 C RFN 14043 144TH AVE BE Referral from KC Rods. Road runoff floods go 656J3 2005-0624 R RFN 14043 144TH AVF SE Referral from KC Roads. Road runoff floods ga 656J3 2006-0074 R OLE 14911 SE 146TH Ps_ INVESTIGATION OF A LANDSLIDE. PROPS 656J3 2006-0081 R DLE 13715 139TH AVE SE INVESTIGATION OF A LANDSLIDE. MANY 656H3 2006-0283 FCR MNM 14925 SE 139TH PL D90516 pond not draining. Request "do not fe 656J3 2006-0604 SUP LSP 14802 SE 139TH CT D90515 S-200-08 Landscape maintenance 656413 2006-0604 SUPF LSP 14802 SE 139TH CT 090515 S-200-06 Landscape maintenance 656J3 2008-0808 C IDLE 14801 SE 146TH PL Fallen tree may cause landslide? Area is in Lan 656J3 Page 4 of 4 �ie, st s 4E 9Tr, SF W H SE t TAT" ,T F HE 7TH CT Nt 8T,I ST + 3Z �' $ L_sr-12LIrrrST.-- SE f21S7 ST}� fl. fxE 7T11 CT rfil ji C ME Mt ST d2 r.7 i SEt22NDST NE 7T!f PL a NE6THPL 1 p SE ►VAM _ z cl 140" Renton ; Y ry€9TrtST sF,z-isr sip rNrrr �. {r M C z NE6TNST i II d d + G w 4T11 ST NE STN FL C N, SE 125Tm ST ; 'a 41 4f Sr+f ST � ' �I a p m - i i tt + 77 NE iT+l CT F V I+VE aTH PI Nt41H Sr NZ,iTH SF 116 �D95854 �N I rc NE Sao PL z _ 4E 3Ra ST O `% NE 24O Sr a RE 1ST P4! UJ 2 Nfi PIO ST NE f ST CT 13 ZN() ST NE 240 ST W u1 SE 13M ST Np 15T PL � !' NEtSTST t� 0`[i3�'d2 9Et3iROST, S1Ef5TPL SE."'O SE 1:r T -, T SE 240 ST ul d SE 240 PL S SE I isTH ST SEND c r .�. � ...SE.I XTIf ST ...,. ; p1- b " 74 - SE 137TH PL' ST 1 Mr" PL s1 3E IdOTktPL W S€ i42Nr3 aT "N ts' X 111ST P. Z � SE .2. { T r + 1 !C1 taas,l..g CoU'ty 0 1265ft a veri4[y of wurcea' �� ,calnpWtenest, $nlel tiaLle far ply no u34 wlnlyuaY of. the Cwnty, I ` I 1 I��n County LQ # 117 M �, �•�- u-.� ' APPENDIX C Hydraulic Detention and Conveyance Calculations KCTRS Detention Calculations C_1 Wetland A hydrology C_2 Conveyance Design Calculations C_3 iW,,A &hweikl Civil Engi &Assocsales, File BECLAN PLACE — PREDEVELOPED BASIN INPUT Land Use Type Area [acres), Till Forest F7-250---7 Till Posture DODO Till Grass Outwash Forest DODO Outwash Posture [0,006 Outwash Grass 0.000 wetland 19,000 Impervious Scale Factor E009 Time Step Hourly IS -minute Bee Type Reduced Historic Compute Total Area tnter area for this land use type, 0.0 if NONE QN.M.-VIRM Area Till Forest 7.25 acres Till Pasture 9.80 acres Till Grass 0.00 VMS Outwash Forest. 0.00 acres Outwash Pasture 0,00 acres Outwash Grass 0,00 acres Wetland 0.00 acres Impervious 0.00 acres Total 7.25 acres Scale Factor. 7.00 Hourly Historic Time Series; PRr Compute Time Series Modify User Input File for computed Time Series I. TSFJ �W Sch weikl & A Ssociutev, P llc Civil Engineering, Prc =_ .. 12,:sum C_, HECLAN PLACE - PREDEVELOPED PEAKS FILE Flow Frequency Ann.VFi5 lime Series File:oredev.Ls Project Location: ea- a ---Annual. Peak Flow Rares--- F.1ow Rate Rank Time of Peak ?CM 0.215 li 211614? 22:00 0.420 5 3/0050 100i 0.460 2 2/0901 AND 0.145 32 30/52 9:00 C.111 42 1.: __8_ :00 0.162 28 1 06 / 5 4 J : .. 5 0.2B6 9 2/07/51 i1 uq 0.244 13 12/20/55 ;':Q C.190 21 12/09/.56 11:0 0.202 20 1/16/52 2. , 'i, 0.165 24 1./24/59 2 jC 5.308 8 1112C/59 1 1:00 0.167 23 2/24/61 15:00 0.100 44 1/03/62 2:00 0.1.33 36 11/25/h2 15M 0.165 25 1/01/64 18:00 0.116 40 11/30/64 1200 0.127 38 1/06/66 3:00 0.284 i1 1/19/67 14:00 0.168 22 2/03/64 21:30 0.164 2h 12/63/6'':uK C. 130 34 1./131--0 2 1: _ U.113 41 M06`,{. G..:Oq A-342 .. 28. 'L is ._ 1. 151 30 .1 _ ;:c LV : eaiscn 1l1 CoefficieEts yeani -C . 7 i StdDe a= 0.233 Skew- -0. 14 , Flow Frequency Analysis- - - ?eaks - - Rank Return Prob TFS? Period 1.408 1 89.50 0.989 3.460 2 32.13 0.969 .436 3 19.58 0.949 :.427 4 14.08 0.929 o.420 5 10.99 0.909 1.355 6 9.01 0.889 .342 y .64 0.869 .3C8 8 6.63 0.849 .28E 9 5.86 0.829 ..,'r 6 10 5.24 0.809 284 1: 4.15 0.789 ' .247 12 4.34 0.769 .244 13 3.99 0.749 n.238 14 3.70 0.?29 '.222 15 3.44 0,709 '.215 16 3.22 0.690 n.213 17 3.03 0.670 C.212 18 2.85 0.650 ,..206 i9 2.70 0.630 .;02 2D 2.56 0.610 ,iqU 21 2.44 0.590 MY 22 2.32 0.51E 1.67 23 z .2'2 0.550 .161 24 2.13 a 0.530 .:_P;.; I I.06 0,49+, .04 4 .: ..8a 0.4M _62 ..n 1, _. 4V, _ _ 20 1 . . _, 0 . 4 _i :, 4 14Q 9 i 0 2 2 .436 3 4 1 9 3 1 45 I i 0 1 1 Computed Peaks 0.577 100.00 0,990 Computed Peaks 0,506 50.00 0.980 Computed Peaks 0.436 25.00 0.960 Computed Peaks 0.345 10.00 01900 Computed Peaks 0.327 8.00 0.875 Computed Peaks 0.276 5.00 0.800 Computed Peaks 0.177 2.00 0.500 Computed Peaks 0.117 1.30 0.231 AWSchweikl & Assoc•iates llc ,p BECLAN PLACE — DEVELOPED BASIN INPUT yip Land Use Type g Area facresl Till Forest O:tl00 Till Pasture 10.00U Till Grass 3.32 Outwash Forest 0.000 i Outwash Pasture O:u u - -� Outwash Grass 0.000 Wetland 0.01II—� Impervious 3.931 —� Scale Factor 1.000 Time Step ..... ... - r« Hourly 15-minute Data Type < Reduced Historic Compute Total Area Enter area for this land use type. 0.0 it NONE Area Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 3.32 acres Outwash Forest 0.00 acres Outwash Pasture. 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 3.93 acres Total 1.25 acres Scale Factor, 1.00 Hourly Historic Time Series: [)EY 5 1% Compute Time Series f Modify User Input I File for computed Time Series [.TSF] �� ►Schweikl & Associates, plic BECLAN PLACE - DEVELOPED PEAKS FILE Ulow Tilr,e serLes File: ;e: , sf Pro_lect at.i--n:se�-'1's� ---Annual Peak Flow Rates --- Flow Bate Rank Time of Peak 1.30 21 2/16/49 t''1:00 2.21 2 3r'03/50 16 00 1.34 20 2/'09i31 2:Oa -L . 02 40 I )i 15i �_,1 13::;0 0. 986 43 3')4 ; 53 I S : 00 i .21 2, . 12 1 q/5.j 19 ;' O 1.24 23 11/25/54 2:000 1.21 2 5 11 18 %' S 1., 0.939 1.12 24 11'•2'Ji•5 `:fl✓' 1.09 35 2/1.4/61 :'1 : ,0 i.06 38 11/22/61 2:0U 1.09 36 12/15/62 �:OU 1 .21 27 12i 31;/63 2 3: 00 1.08 37 12/21/64 4:100 1.O9 34 1i05/66 16:0;. 1.66 7 I1/13/6o 1-a:00 1.79 5 , i24/61; 1 6:00 0.996 42 12/03/68 1 n:':)I) 33 1 3i '')il- D_'enrs n III -,oet=.,dents __ Stduev- 0.112 s {,=w= 0,416 -F1ow Friyuen_- Analysis------- - Perks - - Bank Return Prob �7FS`r Period 2.33 1 89.50 0.989 32.13 0.969 _'.12 3 19.58 0.949 0' 4 14.08 0.929 9 5 10.99 0.909 6 9.01 0.88E 1,66 ? 71.61 0.869 1.6h 8 6.63 0.849 9 5.86 0.829 1,51 it 4.75 0.789 12 4.34 0.769 L.48 13 3.99 0.749 1.45 14 3.70 0.729 1.45 15 3.44 0.709 1.42 16 3.22 0.690 1.42 17 3.03 0.670 1.38 18 2,85 0.650 1.3? 19 2.?0 0.6.10 1.311 20 2.56 0.610 1.30 f"1 2.44 0.590 22. 2.32 U.570 1.24 23 2.22 0.55:) �.." 2.4 _.1.3 0.530 5.1.0 _ 1 . 96 4 90 _ . _ 4'. 14 31 2 1 J 4 -2 2 V. I. 8 11 3 2 2: - 6 46 T 1-3 3; 1 3 0 9 L.'t 41 4- 0.051 1.38 4 9 1 3 01. Computed Peaks 2A8 100.00 0.990 Computed Peaks 2.27 50.00 0.980 Computed Peaks 2.05 25.00 0.960 Computed Peaks 1.77 10.00 0.900 Computed Peaks 1-72 8.00 0.875 Computed Peaks 1.56 5.00 0.800 Computed Peaks 1.24 2.00 0.500 Computed Peaks 1.03 1.30 0.231 �• ► ,hweikl & ssoc•iates,p lle SECLAN PLACE - DURATION COMPARISON ANALYSIS Base =;1e: Predev..tsf 1vew Fiie: rdout.tsf C�:toff Units: suharre :n CF.. ----- ract._r: ------ ---------heck -)f 1'c)�erance------- Cutoff Base 'slew era :'robabi3ity Base New SChange. NR 0.10E-Cl C!.97E-0� -, O,iOE-L`1 C�.088 0;•0993 -0.2 0.119 0.51E-C12 46E_t; G.51F-02 0.119 0.109 -8.2 0.15E 0.:='9E-0_> ;.34E-0- 0.29E-02 0.150 0.159 5.9 0,t80 I u•17E-02 0._9E-0 ,. C.i7E-0 ]•190 0.1R6 3.2 0.2i1 [' "_iE-Uz 0.10 F - 0.1,1E-02 0.211 0.209 -1.6 0..42 1 C.E.6E -'3 3'"SF..-4= o.4C:E-03 +).242 0.2 -7 -6•1 0 3 0.44E-C� c1F.�.':� --. 44E-U3 U.?73 0.239 -12.5 0.30 30E-?'3 W2 57 -15.3 �.334 1 0.21E-:1 .73E-u4 0.21E-03 0.334 G.277, -17.0 C.3E I 0.11E-C3 .. E--('^ 0.:1E-U3 D.36S G.310 -15.0 0_395 0.5aE-04 0.'yE,- 4 0.S��E-04 393 13.34 -12.9 (l.426 1 32E-:)4 J.., =- G 11.32E-04 .426 0.410 -2.3 0.457 1 0.r.9 1, -C,5 11E-C.4 U.68E-75 45- 0.491 7.6 0.487 0.23E-05 ).UnE-."_5 D. 3 E - C 3 0.487 0.503 3.1 Maximum positive excursion - 0. 8.0%) -> curring at 0.45�, cfs en the Fis� _�,. :;�,redev.tsf and at 0.491 cfs on the New Da`,z.;i:z:ut.'sf Maximum negative excursion occurring at 0.354 cfs on the Bi.;- ra-.s:Dredev.tsf and at 0.290 cfs on the Clew Da- j: r i::• ,t . -.sf AMASchweikl &Associates, pllc BECLAN PLACE - TARGET FLOW DURATION Cut�lt C E, Lx.--eedencw I it CFS -Pro 0.021 035 5 0 6 11 E+ 0 0 0 50 43 3_= 9 6 14.099 0.1417+00 0.064 i 696E-01 0. 092 2 . 2 4 9 9 2 0.106 324 1! . ) I 0.120 328 0. 077. 4 5o 0. 450E-02 0. 135 235 3 9 ? 0. 3 9 -7 E - 0 2 0.149 225 0.051 0.345 0. 345F-02 0.163 331 0. 0-,'6 0.270 0.270E-02 0.177 278 ,fib? . . li 0.206 0. 1206E-02 0.191 20' 04' 0.159 0. 159E-02 0.205 198 3. C, 4 5 0.114 0. 114F-02 0.220 140 0 . 0.3 2 0.082 0. 8 1 -'F-03 0.234 1119 0. 0 2- -7 0.055 0.546E-03 0.248 0.C19 0.1035 0. 352E-03 0 262 32 0 i'o 2-,9E-0-3 2 -7 6 6 0 . 0,'2 (� 0-117E-3 0.29C ). 14 2 E- 0 3 0. 3 �,, 4 11 3 3- 9 3 Ll f, '7 6E -0 4 0. 347, 0. 0 . 3 tb 1 2 17 0. 52 5E-04 0. 3 -5 0.389 3 cl 0.01)4 3 8 B E-0 4 404 1!, 4 1 2 9 E - 0 4 0. 4 L MWASchweikl & Associttles, plic BECLAN PLACE - TARGET INPUT M 9 577A LfAWMMT�7 �R --Li 21 Base Time Series 1predev.tsf I-) >.I ?I New Time Series dev.tsf >>I Output File Name ICOMPARE LAR] > >I - Analysis Type r stage 6' Discharge Bottom Cutoff 10.089 Top Cutoff 10.488 Number of Cutoffs 114 Set Top Cutoff using Base Time Series I ........................ C ........................... uratb ...io... ......ns.. ...... ......... ............................... . ....... ......... ........... . ...... ............ ........... . .......... ....... Calculate Duration Intervals xi I L'a TO 9 0 b 0 £ 0 Z'0 4 0 0'0 (SA3) a&aey:)sicl O a_ Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 111.77 ft Facility Width: 103.79 ft Facility Area: 11601. sq. ft Effective Storage Depth: 7.65 ft Stage 0 Elevation: 0.00 ft Storage Volume: 88748. cu. ft Riser Head: 7.65 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CPS) (in) 1 0.00 1.24 0.115 2 4.72 1.96 0.178 4.0 Top Notch Weir: Rectangular Length: 1.00 in Weir Height: 6.43 ft Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 116. 0.003 0.005 0.00 0.03 0.03 348. 0.008 0.007 0.00 0.04 0.04 464. 0.011 0.008 0.00 0.05 0.05 580. 0.013 0.009 0.00 0.06 0.06 696. 0.016 0.011 0.00 0.08 0.08 928. 0.021 0.012 0.00 0.09 0.09 1044. 0.024 0.013 0.00 0.10 0.10 1160. 0.027 0.013 0.00 0.25 0.25 2900, 0.067 0.021 0.00 0.40 0.40 4640. 0.107 0.026 0.00 0.55 0.55 6381. 0.146 0.031 0.00 0.70 0.70 8121. 0.186 0.035 0.00 0.85 0.85 9861. 0.226 0.039 0.00 1.00 1.00 11601. 0.266 0.042 0.00 1.15 1.15 13341. 0.306 0.045 0.00 1.30 1.30 15081, 0.346 0.048 0.00 1.45 1.45 16821. 0.386 0.050 0.00 1.60 1.60 18562. 0.426 0.053 0.00 1.75 1.75 20302. 0.466 0.055 0.00 1.90 1.90 22042. 0.506 0.058 0.00 2.05 2.05 23782. 0.546 0.060 0.00 2.20 2.20 25522. 0.586 0.062 0.00 2.35 2.35 27262. 0.626 0.064 0.00 2.50 2.50 29003. 0.666 0.066 0.00 2.65 2.65 30743. 0.706 0.068 0.00 2.80 2.80 32483. 0.746 0.070 0.00 2.95 2.95 34223. 0.786 0.072 0.00 3.10 3.10 35963, 0.826 0.073 0.00 3.25 3.25 37703. 0.866 0.075 0.00 3.40 3.40 39443. 0.905 0.077 0.00 3.55 3.55 41184. 0.945 0.079 0.00 3.70 3.70 42924_ 0.985 0.080 0.00 3.85 3.85 44664, 1.025 0.082 0.00 4.00 4.00 46404. 1.065 0.083 0.00 4.15 4.15 48144_ 1.105 0.085 0.00 4.30 4.30 49884. 1.145 0.087 0.00 4.45 4.45 51624. 1.185 0.088 0.00 4.60 4.60 53365. 1.225 0.089 0.00 4.72 4.72 54757. 1.257 0.091 0.00 4.74 4.74 54989. 1.262 0.092 0.00 4.76 4.76 55221. 1.268 0.094 0.00 4.78 4.78 55453. 1.273 0.098 0.00 4.80 4.80 55685. 1.278 0.104 0.00 4.82 4.82 55917, 1.284 0.111 0.00 4.84 4.84 56149. 1.289 0.120 0.00 4.86 4.86 56381. 1.294 0.128 0.00 4.88 4.88 56613. 1.300 0.134 0.00 4.90 4.90 56845. 1.305 0.137 0.00 5.05 5.05 58585. 1.345 0.154 0.00 5.20 5.20 60325_ 1.385 0.167 0.00 5.35 5.35 62065. 1.425 0.179 0.00 5.50 5.50 63806. 1.465 0.190 0.00 5.65 5.65 65546_ 1.505 0.200 0.00 5.80 5.80 67286. 1.545 0.209 0.00 5.95 5.95 69026_ 1.585 0.217 0.00 6.10 6.10 70766. 1.625 0.225 0.00 6.25 6.25 72506. 1.665 0.233 0.00 6.40 6,40 74246, 1.704 0.240 0.00 6.43 6.43 74594_ 1.712 0.242 0.00 6.58 6.58 76335. 1.752 0.259 0.00 6.73 6.73 78075. 1.792 0.283 0.00 6.88 6.88 79815. 1.832 0.312 0.00 7.03 7.03 81555. 1.872 0.345 0.00 7.18 7.18 83295. 1.912 0.383 0.00 7.33 7.33 85035. 1.952 0.423 0.00 7.48 7.48 86775. 1.992 0.466 0.00 7.63 7.63 88516. 2.032 0.512 0.00 7.65 7.65 88748. 2.037 0.519 0.00 7.75 7.75 89908. 2.064 0.831 0.00 7.85 7.85 91068_ 2.091 1.400 0.00 7.95 7.95 92228. 2.117 2.130 0.00 8.05 8.05 93388. 2.144 2.930 0.00 8.15 8.15 94548. 2.171 3.210 0.00 8.25 8.25 95708. 2.197 3.470 0.00 8.35 8.35 96868. 2.224 3.710 0.00 8.45 8.45 98028. 2.250 3.930 0.00 8.55 8.55 99189. 2.277 4.140 0.00 8.65 8.65 100349. 2.304 4.340 0.00 8.75 8.75 101509. 2.330 4.520 0.00 8.85 8.85 102669• 2.357 4.700 0.00 8.95 8.95 103829_ 2.384 4.880 0.00 9.05 9.05 104989. 2.410 5.040 0.00 9.15 9.15 106149. 2.437 5.200 0.00 9.25 9.25 107309. 2.463 5.360 0.00 9.35 9.35 108469. 2.490 5.510 0.00 9.45 9.45 109629. 2.517 5.650 0.00 9.55 9.55 110790. 2.543 5.800 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (CU-Ft) (AC -Ft) 1 1.30 0.58 0.50 7.59 7.59 88099. 2.022 2 1.46 ******* 0.44 7.40 7.40 85803. 1.970 3 2.27 ******* 0.34 7.01 7.01 81309. 1.867 4 1.37 ******* 0.29 6.77 6.77 78488. 1.802 5 1.18 ******* 0.29 6.75 6.75 78352. 1.799 6 1.14 ******* 0.22 5.98 5.98 69349. 1.592 7 0.86 ******* 0.13 4.86 4.86 56400. 1.295 8 1.25 ******* 0.08 3.89 3.89 45139. 1.036 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev 50t.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 2.27 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discharge: 0.502 CFS at 20:00 on Feb 9 in 1951 Peak Reservoir Stage: 7.60 Ft Peak Reservoir Elev: 7.60 Ft Peak Reservoir Storage: 88124_ Cu-Ft 2.023 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.007 212541 48.525 48.525 51.475 0.515E+00 0.021 63163 14.421 62.946 37.054 0.371E+00 0.035 56272 12.847 75.794 24.206 0.242E+00 0.049 43819 10.004 85.798 14.202 0.142E+00 0.064 31043 7.087 92.885 7.115 0.711E-01 0.078 18470 4.217 97.102 2.898 0.290E-01 0.092 10059 2.297 99.399 0.601 0.601E-02 0.106 419 0.096 99.495 0.505 0.505E-02 0.120 177 0.040 99.535 0.465 0.465E-02 0.134 177 0.040 99.575 0.425 0.425E-02 0.148 339 0.077 99.653 0.347 0.347E-02 0.162 328 0.075 99.728 0.272 0.272E-02 0.176 283 0.065 99.792 0.208 0.208E-02 0.190 211 0.048 99.840 0.160 0.160E-02 0.205 192 0.044 99.884 0.116 0.116E-02 0.219 135 0.031 99.915 0.085 0.849E-03 0.233 128 0.029 99.944 0.056 0.557E-03 0.247 90 0.021 99.965 0.035 0.352E-03 0.261 31 0.007 99.972 0.028 0.281E-03 0.275 27 0.006 99.978 0.022 0.219E-03 0.289 31 0.007 99.985 0.015 0.148E-03 0.303 13 0.003 99.988 0.012 0.119E-03 0.317 8 0.002 99.990 0.010 0.100E-03 0.331 10 0.002 99.992 0.008 0.776E-04 0.345 9 0.002 99.994 0.006 0.571E-04 0.360 3 0.001 99.995 0.005 0.502E-04 0.374 2 0.000 99.995 0.005 0.457E-04 0.388 3 0.001 99.996 0.402 2 0.000 99.997 0.416 2 0.000 99.997 0.430 3 0.001 99.998 0.444 4 0.001 99.999 0.458 2 0.000 99.999 0.472 0 0.000 99.999 0.486 1 0.000 99.999 0.501 2 0.000 100.000 Duration Comparison Anaylsis Base File: predev.taf New File: rdout.tsf Cutoff Units: Discharge in CPS Cutoff 0.088 0.119 0.150 0.180 0.211 0.242 0.272 0.303 0.334 0.364 0.395 0.426 0.456 0.487 -----Fraction of Time----- BaseNew Change 0.10E-01 0.98E-02 -1.9 0.51E-02 0.47E-02 -8.3 0.29E-02 0.34E-02 17.1 0.17E-02 0.19E-02 11.9 0.11E-02 0.10E-02 --6.3 0.67E-03 0.38E-03 -42.5 0.44E-03 0.23E-03 -49.0 0.30E-03 0.12E-03 -60.9 0.21E-03 0.73E-04 -65.2 0.11E-03 0.50E-04 -56.0 0.59E-04 0.39E-04 -34.6 0.32E-04 0.25E-04 -21.4 0.68E-05 0.11E-04 66.7 0.23E-05 0.68E-05 200.0 0.004 0.38SE-04 0.003 0.342E-04 0.003 0.297E-04 0.002 0.228E-04 0.001 0.137E-04 0.001 0.913E-05 0.001 0.913E-05 0.001 0.68SE-05 0.000 0.228E-05 ---------Check of Probability Base 0.10E-01 0.088 0.51E-02 0.119 0.29E-02 0.150 0.17E-02 0.180 0.11E-02 0.211 0.67E-03 0.242 0.44E-03 0.272 0.30E-03 0.303 0.21E-03 0.334 0.11E-03 0.364 0.59E-04 0.395 0.32E-04 0.426 0.68E-05 0.456 0.23E-05 0.487 Maximum positive excursion = 0.035 cfs ( 7.6t) occurring at 0.455 cfs on the Base Data:predev.tsf and at 0.490 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.063 cfs (-17.9%) occurring at 0.353 cfs on the Base Data:predev.tsf and at 0.289 cfs on the New Data:rdout.tsf Tolerance ------- New%Change 0.088 -0.1 0.105 -11.9 0.159 6.1 0.186 3.1 0.208 -1.3 0.227 -6.1 0.238 -12.4 0.256 -15.3 0.277 -16.8 0.309 -15.1 0.343 -13.2 0.415 -2.5 0.490 7.4 0.501 3.0 BECLAN VAULT ORIFICES AND RISER Bottom Length [Fq 111.774 A Bottom Width (Fq 103.790 Bottom Area [Sq Fti Effective Storage Depth before Overflow (Ft) 7.650 Elevation at 0 Stage 10.000 Riser Head 7.650 Riser Diameter (In) 12.000 Number of Orifices Top of Riser - - - - lc- Notched Notched t- Flat QOINT of Compliance Setup Edit Test HYDROGRAPH Parameters Define RISER Orifices and Notch -SAVE to VAULT LARGE ALT.rdf r---4mmSetthe orifice C notch information --- Orifice Definitions - Orifice 2: Diameter (in) ' Height [Ft) 14.720 Orifice 1: Diameter (In)1.240 r Notch Definition Notch Height [Ft] 16.43 Notch Typel(' V-Notch Notch Width (in) Notch ,Angle (Degreesjt Entries 1. Rectangular Maximum Discharge is 0.62 p114 D-2 (2g*head)"0.5 BECLAN PLACE WETLAND BASIN ANALYSIS W-EXST Event Summary Event Peak Q (efs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.1173 8.46 0.0652 0.9200 SCS TYPE I A other 0.1307 8.46 0,0710 0.9200 SCS TYPEIA 5 year 0.3411 8.41 0.1611 0,9200 SCS TYPEIA 10vear 0.4226 8.41 0.1955 0.9200 SCS TYPEIA 25 year 0.4640 8.41 0.2130 0.9200 SCS TYPE A 100 year 0.6764 8,41 0.3029 0.9200 SCS TYPEIA Record Id: W-EXST Design Method SCS Rainfall type TYPE I A Hyd [ntv 10.00111111 Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 0.92 ac DC1(A 0.00 ac Pervious CN 86.00 DC CN 0.00 Pervious TC 51.55 min DC TC 0.00 inin Pervious CN Calc Description SubArea Sub en WoodA-0resl land (young 2n(1 growth:'hrush) 0.81 ac 86.00 Open spaces. lavais.. (�U "4, grass} C).1 1 ac 86.00 Pet-Vious Co1i posilc�l CN (AMC 2) 86.00 PerI iou, TC Cale Ty PC Description Length Slope Coeff Niisc TT Sheet Woods or Iorest "ith light 294.00 ?,461ko 0,4000 2.50 51.55 unLlcrhrilsh.: 0.40 li ul 111111 I'cr� it+11ti 1 t' 51.55 111111 r W-DEV Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.1235 8.04 0.0419 0.3900 SCS "TYPEIA other 0.1328 8.04 0,0448 0.3900 SCS TYPEIA 5 year 0.2655 8.02 0.0879 0.3900 SCS TYPEIA I0 vear 0.3131 8.02 0.1037 0.3900 SCS TYPEIA 25 year ' 0.3369 8.02 0,1116 0.3900 SCS TYPE I A 100 year 0.4560 8.02 0.1518 0.3900 SCS TYPEIA Record id: W-DEV Design Method SCS Rainfall type TYPEIA Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 0.39 ac DCIA 0.00 ac Pervious CN 92.67 DC CN 0.00 Pervious TC 13.19 min DC TC 0.00 min Pervious CN Cale Description SubArea Sub en Impervious surfaces (paN emcnts. roofs, etc) 0.13 ac 98.00 Open spaces, lawns, park~ (50-755Y () grass) 0.26 ac 86.00 Pervious Composite d ('N (AMC 2) 90.00 Per,. ious TC Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: f).15 162,00 ft 3.40% 0.1500 2.50 in 13.19 min PCI-N itsus 1( 13.19 min l iceir cd to. ' clmclkl & Assoc P1.1.(' 41 € I I_,AN1) 13,15lNS doc BECLAN PLACE WETLAND RECHARGE FLOW COMPARISION Existing I Develoned I Existino I Gavelened I Existinn I Dovainnadi Fvistinn I i7nvninndbe Event Peak Q (cfs) Peak Q (cfs) Peak T (hrs) Peak T (hrs) Hyd Vol (aeft) Hyd Vol (weft) Area (ac) Area (ac) Method Raintype 2 year 0.1173 0.1.235 8.46 8.04 0,0652 0.0419 0.92 0.39 SCS TYPEIA other 0.1307 0.1328 8.46 8.04 0.071 0.0448 0.92 0.39 SCS TYPEIA 5 year 1 0.3411 0.2655 8.41 8.02 0 1611 1 0.0879 0.92 0,39 SCS TYPEIA 10 year 0.4226 0.3I31 8.41 8.02 0.1955 0.1037 0.92 0.39 SCS TYPEIA 25 year 0.464 0.3369 8.41 8.02 0.213 0.1116 0.92 0.39 SCS TYPEIA 100 year 0.6764 0.456 8.41 8.02 0.3029 0.1518 0,92 0.39 SCS TYPEIA The recharge analysis for the wetland attempts to provide equivalent Flows for the most common event, the 2-year event. 2/22/2008 Wetland Rechrage Flow Comparision.xis 1945 South 37Y Street AMSchweikl & Associales, pllc Federal Way. WA 98003 Phone: (253} 815-1700 Civil bigineering, Profeci .11canagemew Fax: (2531 815-1701 & Consulting BECLAN CONVEYANCE CALCULATIONS PIPES AND NODES / iH r� xiA I x9i x� v3 tl x5 11 / i i i FLOWS AND HGL 1 47 1,16n i 0 6 CB RIMS AND PIPE LENGTHS ix xt�• nlrl xo9x r,.rt rirxun f i i_ a I x q r If ii +. �:OF � x,5Yr xlx xlux •I] Onn n � A E C BASINS AND PIPE SLOPES U0 BASIN RECORD Record Id: B3 Design Method Rational IDF Table: Scathe Composite C Caic Description SuhArea Sub c Pa�cmcnt MILLI 1-001'S (t) 0.9O) () P) ae 0,90 Directh C onnceted TC C'alc T" pc Descriptiim) Length Slope Coeff Misc ['"C Slim Smooth S4111,ace�,.: 0.01 1 111(}, m ft 1fi.Ow." (u)] lO 2JO in 0.7t71in (']1atutclIi11terml Collcretchihclt1 i1.01-,I 1000.001-t (00"o 0.01 0 5.55111111 Direct].\ ('(+nnccto'l W 6.310min rtr.r: \ Otr:: ('60 5 (;(.)NVF1Y Record Id: B4 Design Method N,itloli d IDF'fable: Seattle Composite C Cale Description Sub lrta Sub c Lawn 0. ac 0.25 Direct1v Connected TC Cale Type Description Length Slope Coeff Misc rT Sheet Short prairie grass and Lm ns.: 245.00 tt 5.00% 0.1500 2.50 in 15.74 min 0.15 Shallow Paved 17.00 ft 0.50% 0.0100 0.25 min Directl.v C'onnccted 'FC 15.93min Record Id: B5 Design Method National IDF Table: Seattle Composite C Cale Description SUbArea Sub c Lawn 0.31) ac 0.25 Pavement and roo I's (n-0.90) 0.15 Lie 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and hm ns.: 168.00 1t 5.00% 0.1500 2.50 in 11.64 niin 0.15 Shallow Paved 20.00 t't 0.50"0 0.01Of) 0.29 min l)ircctl. C onne:tt2d -(' 11.87min I � f L I A_11tt-::tti505- CONVTY Record Id: B6 Design Method Rational IDF Table: Seattle Composite C Cale Description SllhArea SUb e Pavement and roofs (n-0.90) Lawn (). 10 ac 0.25 Directly Connected TC Cale Type Description Length Slope Coeff Mise TT Sheet Short prairie grass and law n .: 245.00 Ct 0.15 5.0W'0 0.1500 2.50 in 15.74 min Shallow Paved 27.00 ft 0.50% 0.0100 0.39 min DirectIN Connected TC 16.05mm Record Id: B7 Design Method Rational IDF Table: Seattle Composite C Calc Description SuhArea SUb c Pavement and roofs (n 0.90) 0.53 11c 0.90 Lawn 0.4 -1 ac 0.2 5 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie brass and la�tn .: 0.1 2140.00 ft5.0W10 0.1500 2.50 in 15,48 min Shallow Paved 132.00 ft 0.500,i) 0.0100 1.93 min Directi-, Conncctcd T(.' 17.()1 min FITE \. ML. Record Id: B9 Design Method Rational 1DF Table: Seattle Composite C Calc Description SLII)Area Sub c Pavement and roofs {n-0.90) i?.1 ; ac f).90 1 awn 0,08 ac 0.25 Direcdv Connected TC Cale Type Description length Slope Coeff . Mise TT 'Sheet Short prairie grass and la" ns.: 0.15 133.00 ft 5.00% 0.1500 2.50 in 9.65 min Shallow Paved 5.00 ft 0.50° 0 0.0100 0.07 min Directly C'onnected'l'C 9.71min Record Id: B10 Design Method National 1DF Table: Seattle Composite C Cale Description SubArea Seth c Pavement and roofs (n=0.90) 0,29 ac 0,90 Lawn 0.17 ac .0.25 Directly Connected TC Cale Type Description length Slope Coeff Mist TT Sheet Short prai rie grass and. lavv ns.: 170.00 ft .5.OV,, 0.1500 21.50 in 1 1.75 min 0.15 Shallow Waved 7.00 ft 0.5011,0 0.0100 0.10 111in Dlrectl� ('mincded f C' 1 1.1{imin I Record Id: B10A Design Method Description Pavement and roofs (n=O.c)O) Lawn Rational IDF Table: Composite C Cale SubArea Sub e 0.08 ac 0.90 t) 04 ac 0.25 Dirccth Connected TC Calc Seattle Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and la\N pis.: 0.15 20.00 ft 5,00% 0.1500 2.50 in 2.12 min Shallow Paked 100.00 ft 0,50% 0.0100 1.46 min Directly C'oiiilected hC' 3.28min Record Id: B10B Design Method Descr]ptiOrl Pavement and roots (n-0.90) Rational Composite C Cale SuhArea ().()() ac IDF Table: Seattle Sub c 0.90 Directiv Connected "I'C Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and laN%pis : t).1 � 20.00 ft 5.00°0 0.1500 0.00 in 0.00 min Shallow Paved 100.00 ft 0.50",f) 0.0100 1.46 min Directh C oimccted K' 3?8min Record Id: B11 Design Method Description Pavement and roofs (n==l}_90) LaN n Rational IDS' Table: Composite C Cale Suh.krea Sub c f).li? ac 0.90 I ac 0.25 Directiv Connected TC Cale Seattle Type Description Length Slope Coeff Mise TT Sheet Short prairie grass and ]a\%'ns.: 0.15 .0.01 ft 5.00% 0,1500 2.50 in 0.00 min Shallow Paved 50.00 1t 0,50% 0.0100 0.73 min Direetk Connected TC 0.58min Record Id: B12 Design Method Description Pavement and roofs (n= 0.90) Rational IDF Table: Seattle Composite C Cale SuhArea Sub c 0,20 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Mise TT Sheet Short prairie grass and lax+ns.: ().15 0.01 It 5.00% 0.1500 2.50 in 0.00 min Shaltow raved 360.00 tt 0.501).6 0.0100 5.26 min Directk Gmnca d X 4.18min 8 Record Id: B12A Design Method Rational IDF Table: Seattle Composite C Cale Description Sub.Area Sub c Pavement and roofs (n�0.90) 0.0 4 ac 0.90 Lawn 0,04 ac 0.25 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and I.i\\ns.: (),15 0.01 ft 5.00% 0.1500 0.00 in 0.00 min Shallow Paved 100.00 ft 0.50% 0.0100 t .46 min Direct]} Connected TC" 1.16min Record Id: B13 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c LAVvTI ().28 ac 0.25 Pavement and roofs (n -0.90) ().1() ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Miise TT Sheet Short prairie grass and Lm rs.: ().15 0.01 ft 5.00R a 0.1500 0.00 in 0.00 min Shallow Paved 100.00 ft 0.50% 0.0100 1.46 min Direct]\ Coiw�fcIL d '17C 1.16min Record Id: B14 Design Method Description Pavement and roots (n--0.90) Lawn FILE N.1NIF:: (6o Ct..)Nl'I:Y Rational IDF Table: Composite C Cale SullArea Suh c ac OM) !�. S 7 ac 0.25 Directly Connected TC Cale ,Seattle Type Description Length Slope Coeff Mise TT Sheet Short prairie grass and lav�ns.: U.15 125,00 ft 5.00% 0.1500 2.50 in 9.19 min ,Shallow Payed 7.00 ft 0.50% 0,0100 0.10 min' Directl} C'onticcted TC 9.27min Record Id: B15 Design Method Description Pavement and roofs (n==0.90) Lawn Stational IDF Table: Composite C Cale SuhArea Suh c 0.40 ac 0.90 O) 10 ac 0.25 Directly Connected TC Cale Seattle Type Description Length Slope Coeff. . Mise TT Sheet Short prairie grass and lake ns.: 0.15 20.00 ft 5.00% 0.1500 2.50 in 2.12 min Shallow Paved 130.00 ft 0.50% 0.0100 1.90 min DirectIN Connecit fd 'CC 3.63min Record Id: B16 Design Method Description Pavement and roofs (n=0.90) Lawn Rationai IDF Table: Composite C Cale SUbArea Sub c (}.O; ac 0.90 O.()K ac 0.25 Directly Connected TC Cale Seattle Type Description Length Slope Coeff Mise TT Sheet Short prairie grass and Izi%\ : s).15 120.00 ft 5.0090 0.15OO 2.50 in 8.89 min Shallow Paved 15.00 ft 0.5W° 0.0100 0.22 min Direc€1N Umi n"ted TC 9.06min Record Id: B17 Design Method ;Description Pavement and roofs (n-0.90) Lawn Rational IDF Table: Composite C Cale SuhArea Sub c O.58 ac 0.90 0.21 ac 0.25 Directly Connected TC Cale Seattle Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and hiNVIIS.: 195.00 tt 5.00° 0 0.1500 2.50 in 13.11 min Shallow Payed 35,00 ft 0.5(}1f,', 0.0100 0.51 min Directly Coilricctc.d fC 13.52min Record Id: B18 Design Method Description Pavement and roofs (n=0.90 ) Lawn Rational IDF Table: Composite ('Cale '-"UhArea Sub c 0.28 ac 0.90 (). I I ac 0.25 DirectIv Connected TC Cale Seattle Type Description Length Slope Coeff Mise TT Sheet Short prairie grass and la�N cis.: 0.15 20.00 ft 5.00% 0.1500 2.50 in 2,12 min ,Shallow Paved 230.00 ft 0.50% 0.0100 3.36 min Directk Connected TC .4.79min Record id: B21 Design Method Description Pavement and roofs (n-0"90) Lawn Rational IDF Table: Seattle Composite C Cale `tiuhArea Sub c t1,0? ac 0.90 010 ac 0.25 Direetly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and la��ns.: 0.15 45.00 ft 5.00% 0.1500 2.50 in 4.06 min Shallow Paved 60.00 ft 0.504-0 0.0100 0.88 min Directly ('minccted R.' 4.75rnin l� 11,11.1:. \ 1\Il i615" (()",VF ROUTING DATA USING Seattle AND 125 yr] NOTZERO RELATIVE RATIONAL Read Area TC Flaw Full Q Full nDepth Sire nVel Nel CBasin I❑ (ac) (min) (cfs) (cfs) ratio (ft) (ftls) (ftls) ! Hyd P5 0.5400 12.63 0.4211 3.6488 0.12 0.2290 1,,, L 3.1047 4.6457 B5 P7 0.9500 17.37 0.9706 9.7199 0,09 0.2026 7.6407 12.3758 B7 Diam P6 1.8400 17.65 1.6993 10.4975 0.16 0.2720 l� 9.8315 13.3658 B6 pic�r�l P4 2,9000 17.69 2.2161 21.7050 0.10 0.2153 I� 17.8345 27.6369 B4 Diam . P15 0.5000 4.14 1.1141 3.7684 0-10 0.3726 4.1782 4.7981 B15 piam P18 0.7900 13.64 0.9727 3,6488 0.27 0.3530 3.9243 4.6457 B18 Dia1n P 17 1.5800 13.75 1.9356 8.5103 0.23 0.3247 12 10.8356 B 17 .Diam8.7559 1 -,o P16 1.6900 13.92 2.0065 6.8262 0.29 0,3716 piam 7.5517 8.6914 B16 P14 :2.6800 14.15 3,1858 3b488 0.87 0,7231 1 � 5.2380 4.6457 B14 piam P13 0.5800 1.62 0.9839 6.6732 (),IS 0.2593 17,E 6.0874 8.4965 B13 Diam PH 0.6100 1.82 1.0432 7.0149 (�,1 5 0.2601 6.4204 8.9317 B 1 1 Diaja m P21 3.1700 14.24 3.8289 10,2441 11,37 0.4233 12" 12,1038 13.0432 B12A piam P 12 3.5700 14.39 4.1 1 16 1 l I I (). 4 0.4038 IIt 13.9390 15.2675. B 12 .9k) D.- P02 0.0000 4.09 0.1563 4.1 1 r,4 1r.04 0.1333 2.51 1 1 5.2411 1110B Diam PO1 0.1800 4.69 [1.3936 5.25�� 11.�1- 0.1851 3.9339 6.6864 B10A [)ial�l Pl0 (1.64011 1 ".(I, 0.7�)88 7.,1.,.E +1.I l 0.22u2 Diam 6.2268 9.5662 B10 I)9 0.R500 12.28 1.0384 11.���21r 11.01) 1),2U07 1'" 9.2409 15,0141 139 }iam I'8 4.4211() 14,49 5,0331 "4 0 .,- 0,421)4 1 -'" I0.057I 1 7.3828 From To Rich Loss- App Bend Junct Loss HW Loss Max El Node Node (ft) (ft) (ft) (ft) Elev (ft) (ft) 397,0162 N4 N3 403.6342 2.0073 0.2784 404.4189 412.7500 N5 N4 404.4330 ------ ------ ------ 404.4 330 406.4000 No approach lasses at node N7 bccauy�: in%erts anchor ci-o 4ns ai-e offset. N6 N4 410.4146 ------ ------ ------ 410.4[46 419.6200 N7 N6 413.0382 ------ ------ ------ 413,0382 416.5100 N8 N3 405.2841 0.4256 0.0019 0.0803 404.9407 421,5500 N 12 N8 41 1.3732 0,3691 (1.1709 ------ 41 1.1750 417,9500 N21 N 12 413.9543 0,2555 0.0803 0.0603 413.8394 417.9200 N 14 N21 414.4242 0.1014 0.0008 0.0368 414.3604 421,5500 ; N15 N14 414,4119 ------ ------ - ------ 414.4119 417,0600 N 16 N 14 415.1503 1, 190f 0.0091 ------ 413.9690 418.2500 N 17 N 16 416.6239 0.2 391 0.1230 ------ 416.7078 419.9100 N 18 N 17 417.4088 ------ ------ ------ 417,4088 . 419.9100 N 1 1 N 2 1 414.5966 0.5754 (1.4453 ------ 414.4665 418.7200 N 13 N 11 415,5472 ------ ------ ------ 415.5472 419.1900 N9 N8 410.5381 0.6i)} l 0.8040 ------ 410.7401 419.9600 N I O N9 412.0594 0.2401 0020 ------ 41 1.821 1 415.5500 NO1 N10 413.3481 0.097Q ( -0008 ------ 413.2510 417,0000 NO2 NO1 411,7051 ------ ------ ------ 413.7051 417.4900 APPENDIX D Facility Summary Report KING CWJ\ I Y. WA'�JII\(11 ON. SI;RFACF WAIFR t)f;tilG\N i19.-1NIl AI. STORMWATER FACILITY St 1IMARti' SHEET Development Location -T- z� ENGINEER Nanie + Firm LC,, i Address Phone { 7 7 Developed Site: Acres Date DEVELOPER Name r? _'r- E Ftrnl Address — z _ -- Phone Number of lots Number of detention facilities on site: Number of infiltration facilities on site: ponds _ ponds vaults vaults tanks tanks Flow control provided in regional facility (give location)_ _ No flow control required_rrf�;' V_L� Exemption number Downstream Draina�eL Bi-asins Immediate Major Basin _ Basin B Basin C' E- I Basin�- Number & tNpe (it' water duality facilities on site: biofiltration swale (rcgtikir wet' or continuous inflow?) - e0111hined detention 1t Q [fond large?) t WQ pni'tiuit hastc,.br I,tr�c'.'1 `' c�,n�bne�i detettti�ul `�et�ault rompr�st filter filter strip _�� Ilo�� dispertiitm farm mana��ctuent 111mi rf landtieupe m�1na1-:eMC11t plan ,,and filter (basic or large?) sand titter, linear (basic or large?) sand filter vault (basic or storrimater wetland xcctpond ( basic or large") ,Y" ��et�ault ' oil \cater scparatot ()ufllc ('I rtrale'c'no plate") KIN( C'()['N-FY- WA,O I IN (I I ()X, tit RFAC F, �k A TFR DESIGN MANUAL catch basin inserts: Manufacturer 11 pre -settling pond pre -settling structure., Manufacturer__!,._„ -A___ .h,— . flow-splitter catchbasill DESIGN FNFORNIATION -Water Quality design flow Water Quality treated volume or wetoond Vr FNDIV[DUAL BASIN B I C _-7—FD 9. 1 9 H 1998 Surl'iuc Water I )esk-ni manimi KING 0)i'N FY, W \' ,III <ki I Hs, til1RPACE WA l l-:R DPP 10N M:1NUAL DFSIGN TO-FAL INFORMATION, cont'd Drainage basin(s)- Onsite area : •,- ;, Offsite area Type of Storage a' F Facility ,f Live Storage- Predeveloped Runoff ?-rear Rate ....._ _.. 10-year — - 100-5 ear Develo ed runoff rate ?-Xear 10-year ------ 100-vear- Type of restrictor Size of No. orifice/restriction No. ? -- ' . r No. 3 No. 4 -- INDIVIDUAL BASIN A W �B _ ._C D � " S .77 J FLOW CONTROL & WATER QUAI.1 I�Y FACILITY SUMMARY SI IEE'I' SKF'F('H All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1, Heading for the drmvings should ht: located at the top of the sketch (top right-hand corner). The heading should contain: • North arrow (point up or to left) • D94 • Plat name or short plat number • Address (nearest) • Date drawn (or Updated) • Thomas Brothers page, grid number ?. Label C'Bs and NIfis with the plan Lmd profile designation. Label the control structure in �rriting or abbrcN-fate kxitli {.'.S. Inclieate «liich structures provide spill control. 3. Pipes-- indicate: Pipe size Pipe length Flml direction I:se ti Single lwa\yNNC]ght line 4, Tanks-- use a dou111c, 11eat\\4eig1it lire ind indicate size (dianleter) �. Acces's road" • OUlliile the limits of ffiC road • Dill the outline Ntith clots it"the rocrd i:, uravel. Label in \rating if'anothct-surlilce, 6. Other Standard Sv mhols. ` 199S tiuOfItkx (Liter D)ti Tun `larlial 9 1 98 A KINC; C'Ol'V[Y_ VYASFIINGIOV ti:,RfACE 1VATER DES]GN MANUAL • Boilards; • • • • mono • Rip rain o00000 0000OO Fences --x--- x--- x--- x--- x--- x--- • Ditches _n__Cp—_.Cu--.CD 7. Label trash racks in xvriting. 8. Label all streets with the actual street 11g17 dc',ignatian. If you don't know the actual street name. consult the plat map. 9. Include easements and lot lines or tract limits �,Nhen possible. 10. Arrange all the labeling or writing to read Irozn IQ!tt to right or from bottom to top with reference to a property oriented heading. 1 1. Indicate driveways or features that may impact access, maintenance or replacement. ()1Os A 1111J8 tiurkjj;Q W atcr Design Malliml Christopher brown 0 Amociatea 9688 Painief Ave, 6. 6cetttic, WA 98118-5981 (206) 722-1910 fax (206) 722-1909 AKI Becklin Place a TRAFFIC IMPACT ANALYSIS for an 3 I -Lot Single Family Residential Plat in the Northeast Quadrant of City of Renton May 3r8 2006 Traffic Engineers 0 Transportation Planners Becklin Place TRAFFIC IMPACT ANALYSTS Table of Contents Purpose 1. Location and Access 3. Scope 3. Adjacent Land Uses 5. Phasing 5. Street System 5. Traffic Characteristics 6. Transit 6. Horizon Year Traffic 6. Trip Generation 8. Trip Distribution & Assignment 9. Year 2010 Horizon Year Traffic 11. Capacity Analysis 11. LOS Note A 13. Conclusions 14. List of Figures 1. Vicinity Map 2. 2. Site Plan 4. 3. Current P.M. Peak Hour Traffic Volumes 7. 4. 2010 P.M. Peak Hour Traffic Volumes without Project 8. 5. Becklin Place P.M. Peak Hour Traffic Assignment 10, 6. 2010 P.M. Peak Hour Volumes with the Project 12. List of Tables I Becklin Place Trip Generation II Levels of Service ITE LUC 210 Summary & Data Peak Hour Data Field Sheets LOS Computations Appendix 9. 13. Christopher Brown & Ae$ociates 9688 Dainicr Ave. 8. $cattle, WA 98118-5981 (206) 722-1910 lrax (206) 722-1909 Becklin Place a TRAFFIC IMPACT ANALYSIS for a 31-Lot Single Family Residential Plat in the Northeast Quadrant of the City of Renton Purpose Briefly, the purpose of this study is to determine the horizon year (2010) traffic impacts that may be anticipated with the completion of the referenced 31-lot single-family residential plat that is to be constructed on a parcel of land located on the northeast quadrant of the City of Renton. More specifically, the location of the development is on the northwest corner of the intersection of Jericho Avenue NE (144a' Avenue SE) at NE 2' Street. More particularly, this traffic study is to obtain current traffic volume data on those arterial facilities expected to be impacted by ten (10) or more p.m. peak hour trips, to derive a traffic forecast of year 2010 traffic conditions both without and with the development, and assess the traffic circulation impacts that may be produced by site related traffic. Included with this traffic study is the associated traffic from nearby plats including the 61-lot Shy Creek subdivision located across NE 2nd Street immediately south of Becklin Place, the Annie 's Short Plat with 4 lots located on NE 2nd street located a block east of Jericho Avenue NE, the Elmhurst subdivision with 64 units gaining access to NE 0 Street via Hoquiam Avenue NE and the Jericho subdivision with 37 units also gaining access to Jericho Avenue NE, In addition, with significant residential construction in the area, a background growth rate of 3.5 percent per year is also used so that a worst case analysis may be derived. The location of the plat is shown on the VicinityMap, Figure 1, page 2_ Christophcr Brown Cif Amociates 9688 Rainicr Ave. 6, &-sale, WA 98118-5981 (206) 722-1910 Fax (206) 222-1909 FIGURE I Vicinity Map -2- Christopher Brown & Associates 9688 Rainier Ave. 8. 8cattic, WA 98118-9981 (206) 722-1910 Fax (206) 722-1909 rJ The trip generation data for the development is based on the 7a' edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). It may be noted that the p.m. peak hour typically is the highest peak hour of the average weekday since it contains work, school, shopping and social -recreation travel demands_ Accordingly, for residential developments, it represents the worst case when traffic congestion is at its most severe levels. This TIA bases its conclusions and recommendations on the p.m. peak hour of the average weekday. The inclusion of a background traffic growth rate for assessing horizon year volumes is in accordance with the recommended practice of the Institute of Transportation Engineers (ITE), Trafc Access and Impact Studies, or Site Development, Transportation Engineering, August 1988. This traffic study uses the p.m. peak hour trip distribution model based on the previously approved and adjacent Jericho subdivision published in its traffic impact analysis prepared by the GTC firm. Location and Access The location of the proposed 31 new single-family residences (and one existing single family residence that will remain) was briefly noted earlier on page 1. As shown on Figure 2, the Site Plan, these lots are all placed on a single parcel of land situated on the northwest corner of the intersection of Jericho Avenue NE at NE 2"d Street. The City of Renton Department of Public Works will define the geometric design and design standards for the local internal collector streets serving this plat. For this traffic study it is assumed that the existing STOP sign traffic control on NE 2"d Street at Jericho Avenue NE will be retained and a new STOP controlled intersection serving the central collector street will also be placed at its intersection with Jericho Avenue NE. Scope For the purposes of this traffic study the scope of the work considers the 31new single- family residences ofBecklin Place. For the proposed Becklin Place development the key intersections expected to be impacted by 14 or more site generated p.m. peak hour trips include the following. -3- Chri&tophcr Brown & Amoeiate8 9688 Rainier Ave. S. 6cattle, WA 98118-5981 4 (206) 722-1910 Fax (206) 722-1909 ski FIGURE 2 Site Plan -4- p\j 9). Q M NE 2nd Place /34Rr NE 2nd Street IREChriAophcr Drown 4% Awociatea %88 Painicr Avc. S. &attic, WA 98118-5981 (206) 222-1910 rax (206) 722-1909 • NE 4 h Street (principal arterial) @ Union Avenue NE (minor arterial) • NE 4 h Street (principal arterial) @ Duvall Avenue NE (minor arterial) • NE 4 h Street (principal arterial) @ Hoquiam Avenue NE (collector arterial) • NE 4d' Street (principal arterial) @ Jericho Avenue NE (collector arterial) • Jericho Avenue NE (collector arterial) @ NE 2nd Street (local collector) These intersections are described schematically in the following traffic diagrams and are analyzed later in this study. In general, the scope of the study is to address potential design needs and/or capacity restrictions, and potential traffic safety impacts on those arterial facilities receiving ten of more p.m. peak hour trips. Adjacent Land Uses The adjacent, presently developed land uses in the vicinity of the plat are all single family residential in style. There are no commercial or industrial properties in the immediate neighborhood. Accordingly, for the immediate neighborhood, the plat will conform to the existing land uses as they have developed in the past and are currently developing. Fundamentally, this is not a conflicting land use. Phasing The project will be developed in a single phase of 31 lots. The existing single-family residence on the site will remain. For the purposes of this study the total development is expected to be fully built -out and occupied in no more than about three to four years, say by the end of 2010 at most. Thus, 2010 defines the horizon year for this TIA in terms of background traffic growth. Street System The principal arterial street serving the site is NE 4'h Street. This is a 5-lane facility with a posted speed limit of 35 mph_ It has multi -phased traffic signals at the intersections of Union Avenue NE, Duvall Avenue NE, and Jericho Avenue NE. -5- Chriatophcr Brown 0� Awociatc$ 9688 Dainicr Ave. 8. dcattic, WA 98118-5981 QE (206) 222-1910 Fax (206) 222-1909 In the immediate vicinity of the site all of the local collector streets are former county roads, typically with only 2-lanes and with limited shoulders. No urban amenities such as sidewalks, nighttime lighting, or bike lanes have been provided. The speed limit on Jericho Avenue NE is posted at 25 mph north of NE 4 h Street at 30 mph to the south. NE 2"d Street on the south side of the plat has a posted speed limit of25 mph. At the present time, to the west, it is dead -ended near 4900 block but it has been recently paved and will be opened to through traffic shortly. The intersection of NE 2"d Street at Jericho Avenue NE has single lane approaches and is.STOP sign controlled. The various intersection geometries, grades and related lane assignments are included in the appended level of service analyses. Similarly, at the signalized intersections on NE 4'h Street the appended LOS input data notes signal timing (as now in place) and related estimated queuing and the overall LOS. Traffic Characteristics Current (2005) peak hour traffic volume data were obtained from the files of the City of Renton, Department of Public Works (Mr. Ron Marr, P.E.). Current p.m. peak hour traffic volumes are shown schematically on Figure 3. As a traffic diagram no scale is assumed: the respective arrowheads note the direction of travel, Transit Metro Transit runs Route 111 along NE 4`t' Street and past the site on Jericho Avenue NE with a transit stop located on the corner of NE 2"d Street. Horizon Year Traffic Figure 4 shows the 2010 horizon year traffic forecast without the proposed 31-Lot, Becklin Place residential development. The baseline data of Figure 4 is founded on a background growth rate of 3.5 percent per year, as noted earlier, and is considered suitable for this sector of the City of Renton. . -6 Chri8tophcr Brown CS Auociatcs 9688 Rainier Avc. 8. Seattle, WA 98118-5981 QE (206) 222-1910 fax (206) 722-1909 1� Jericho Ave. NE L 1� '130 Q) v Hoquiam Ave. NEB -p W jil g Duvall Ave. NE 3� 6� Union Ave. NE FIGURE 3 Current P.M. Peak Hour Traffic Volumes -7- a \3 W aD 4J M b 0 N W Z Chrigtophcr brown 4% Aaeociatca 9688 Rainier Ave. 8, 8cattic, WA 98118-5981 (206) 7�22-1910 Fax (206) 722-1909 Jericho Ave. NE Hoquiam Ave. NE Duvall Ave. NE Union Ave. NE FIGURE 4 M- L 3 4J o i0z \P 2010 PAL Peak Hour Traffic Volumes without Project aD CO N W z Chriatophcr Brown ar Awociatcs 9688 Rainier Ave, &. &cattle, WA 98118-5981 (206) 222-1910 fax (206) 7.219O9 Additionally, the adjacent plats that will be occupied in this time frame, including Elmhurst, the Jericho Plat, Shy Creek and Annie's Plat are also included in this horizon forecast. Other plats that may be completed are included in the 3.5 percent background growth rate that notably is significantly higher than the typical 2 percent growth rate used in the plats named above. Trip Generation Trip generation for the proposed 31-Lot, Becklin Place residential is based on the 7t' edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual for Land Use Code 210, the applicable reference for single-family residential developments. As a significant development the published regression equations are used. TABLE I Becklin Place Triu Generation A.W.D.T. 354 Trips/Day A.M. Inbound 8 vehicles/hour A,M. Outbound 23 vehicles/hour P.M. Inbound 24 vehicles/hour P.M_ Outbound 13 vehicles/hour Trip Distribution & Assignment The new traffic generated by this residential development will be distributed onto the adjacent roadway system and then onto the regional transportation network. The traffic distribution and assignment of site -generated traffic is based on the Analogy Method described in Transportation and Land Development, Vergil G. Stover, 1988, published by the Institute of Transportation Engineers (ITE). As a residential plat, the assignment model is based on the same distribution as the recently approved Jericho Plat by the GTC consulting firm. A schematic diagram showing the future design hour (p.m. peak hour) trip assignment for the subject plat of Becklin Place is shown on Figure 5. In developing this figure there are no assumed arterial facility capacity restraints and, as noted above, the distribution of residential traffic follows the same pattern as now extant. _g Christopher Brown ar Amociate8 9688 Rainier Ave. 8. 8cattle, WA 98118-5981 (206) 7Z22-1910 Fax (206) 722-1909 Jericho Ave. NE Hoquiam Ave. NE Duvall Ave. NE Union Ave. NE FIGURE 5 Becklin Place P.M. Peak Hour Traffic Assignment am 4J a� a� 4J w b z fV W z Chri6tophcr Brown Q% Amociatc8 9688 Rainier Arc. 6. 6ccattic, WA 98118-5981 (206) 722-1910 Fax (206) 722-1909 Year 2010 Horizon Year Traffic Figure 6 shows the estimated 2010 P.M. Peak Hour Traffic Volumes with Proiect. The data is made up of the data of Figure 4, the baseline p.m. peak hour 2010 volume data developed from the background growth and adjacent projects of record previously described and Figure 5, the subject Becklin Place p.m. peak hour traffic assignment. As described earlier, the peak hour data assumes no traffic diversion due to inadequate traffic conditions (such as congestion) nor presumes any geometrically or capacity inadequate linkages by the horizon year of 2010. Capacity Analysis Capacity analysis is in accordance with the 1997 Highway Capacity Manual (HCM) and attendant intersection capacity up -dates for the new HCM 2000 publication by the Transportation Research Board. The analysis was accomplished using the software entitled HCS 3, produced by the McTrans Center at the University of Florida, and the Signal 97 TEAPAC software produced by Strong Concepts of Northbrook, Illinois, both used under license to Christopher Brown, P.E. The results of the analysis are noted in Table II on the next page. When reviewing the following LOS tabulated summaries, note that the computer input and results are included in the Appendix. The appendix computations show the degree of saturation, average delays, maximum queue lengths and approach LOS values as well as the overall LOS values at the signalized intersection. At STOP controlled intersections the worst leg LOS and delay and is listed. In addition, note that the intersection of NE 4 h Street at Hoquiam Avenue NE is currently STOP controlled. However, a new traffic signal is now being designed so that by 2010 it will be signalized for the purposes of this traffic impact analysis. Continuing, the STOP controlled intersection of Jericho Avenue NE at NE 2"d Street is analyzed with the addition of site traffic as shown in Table II but since the new street intersection traversing through the plat carries less traffic than found on NE 2"d Street it is not analyzed for brevity. But, by inspection, it will have similar LOS characteristics as found at the adjacent intersection of Jericho Avenue NE at NE 2"d Street. Finally, comments with respect to the LOS are noted below Table II. -11- ChriBtopher Brown 9% Awociatc8 9688 Rainier Ave. 8. 8cgttle, WA 98118-5981 (206) 722-1910 Fax (206) T22-1909 Jericho Ave. NE a Hoquam Ave. NE r z Duvall Ave. NE Union Ave. NE ID7- ti t� FIGURE 6 2010 P.M. Peak Hour Traffic Volumes with the Project -12- Z -P 4J Ln N W z Christopher Brown Q% Associates 9688 Rainicr Ave. 8. deattle, WA 98118-5981 (206) 722-1910 Fax (206) 722-1909 TABLE H Levels of Service Intersection Union Avenue NE @ NE 4th Street SIGNAL Controlled intersection Duvall Avenue NE @ NE 4th Street SIGNAL Controlled intersection Hoquiam Avenue NE @ NE 4t' Street STOP Controlled intersection Jericho Avenue NE @ NE 4 h Street SIGNAL Controlled intersection Jericho Avenue NE @ NE 4th Street STOP Control Intersection Hoquiam Avenue NE @ NE 0 Street SIGNAL Controlled intersection LOS Note A 2006 2010 2010 Current (Background) With Project C D D 29.6 sec. 43.8 sec. 45.5 sec_ C D D 33.3 sec. 52.6 sec. 53.5 sec. C E See Note A E See Note A 23.5 sec_ 42.7 sec. 41.1 sec. B C C 19.2 sec. 22.8 sec. 24.3 sec. B C C 14.0 secs 15.1 secs 16.2 secs NA A A 7.5 sec. 7.6 sec. This intersection will be signalized well before plat occupancy. With signalization the LOS for 2010 will be `A' as shown on the lower line of Table 11. From the foregoing, clearly there is only one impacted intersection. This is the presently STOP controlled intersection of Hoquiam Avenue NE on NE 4"' Street. However, the signal project now under design will ameliorate the adverse impacts associated with Becklin Place. Finally, standard traffic mitigation fees at the rate of $75 per added ADT for the city's street improvement programs may be anticipated. With an ADT of 354 Trips/Day this fee is $26,550. No other local network mitigation is appropriate given the adequate LOS on the local arterial system described in above in Table II. —13- Christopher brown (f Ammiatea 9688 Rainier Ave. 8, Seattle, WA 98118-5981 (206) 722-1910 Pax (206) 722-1909 Conclusions The following conclusions may be considered with respect to the proposed 31-Lot single- family residential development — Becklin Place. • The development, as a single-family residential project, will conform to the neighborhood as it is currently developing. • The road network under review in this TIA includes the principal arterial — NE 40' Street from Jericho Avenue NE westerly to Union Avenue NE. • The intersections expected to carry ten or more p.m, peak hour trips include Jericho, Hoquiam, Duvall and Union Avenues NE and the immediate site access on Jericho Avenue NE at NE 2"d Street Based on the 7'h edition of Traffic Generation the development will generate some 354 trips per day with 31 of these trips taking place during the morning peak hour and 37 in the p.m. peak hour. • For analysis purposes the time when the project is complete and fully occupied is taken at the year 2010. This is the horizon year for the TIA. • The background traffic growth is taken at 3.5 percent per year in recognition of significant development taking place area wide. • In addition, the adjacent plats of Elmhurst, Jericho and Annie's Short Plat are included in addition to the background growth rate. • The traffic assignment of site -generated traffic is based on the Analogy Method. • In the horizon year of 2010 without or with the project the worst -case LOS will be found at NE 4`s Street and Hoquiam Avenue NE that is presently a STOP controlled intersection with a forecast LOS `E'. • The inadequate LOS at the intersection of NE 4°i Street and Hoquiam Avenue NE will be improved to LOS `A' on completion of a traffic signal that is now under design by city staff. • All other impacted intersections reviewed in this TIA and shown on Table H will continue to function with adequate levels of service by the year 2010. • With an ADT of 354 Trips/Day per the trip generation table on page 9, the city's standard mitigation fee of $75 per new ADT will require a fee of $26,550. • No other traffic mitigation on the local and principal arterial street network is required considering the adequacy of current and forecast traffic operations. • No other traffic mitigation measures are recommended on the basis of the findings of this traffic impact analysis. —14 — Chri-5tophcr Brown 0 Awociatc8 9688 Rainier Ave. 8. 8cattle, WA 98118-5981 (206) 722-1910 Fax (206) 722-1909 Land Use: 210 Single -Family Detached Housing Description Single-family detached housing includes all single-family detached homes on Individual lots. A typical site surveyed is a suburban subdivision. Additional Data The number of vehicles and residents have a high correlation with average weekday vehicle trip ends. The use of these variables Is limited, however, because the numbers of vehicles and residents was often difficult to obtain or predict. The number of dwelling units is generally used as the independent variable of choice because it Is usually readily available, easy to project and has a high correlation with average weekday vehicle trip ends. This land use Included data from a wide variety of units with different sizes, price ranges, locations and ages. Consequently, there was a wide variation in trips generated within this category. As expected, dwelling units that were larger in size, more expensive, or farther away from the central business district (CBD) had a higher rate of trip generation per unit than those smaller in size, less expensive, or closer to the CBD. Other factors, such as geographic location and type of adjacent and nearby development, may also have had an effect on the site trip generation. Single-family detached units had the highest trip generation rate per dwelling unit of all residential uses, because they were the largest units in size and had more residents and more vehicles per unit than other residential land uses; they were generally located farther away from shopping centers, employment areas and other trip attractors than other residential land uses; and they generally had fewer alternate modes of transportation available, because they were typically not as concentrated as other residential land uses. The peak hour of the generator typically coincided with the peak hour of the adjacent street traffic. The sites were surveyed from the late 1960s to the 2000s throughout the United States and Canada. Source Numbers 1., 4, 5, 6, 7, 8, 11, 12, 13, 14, 108, 110, 114, 117, 119, 157, 357, 384, 435, 550, 552, 579 16, 19, 20, 21, 26, 34, 35, 36, 38, 40, 71, 72, 84, 91, 98, 100, 105, 167, 177, 187, 192, 207, 211, 246, 275, 283, 293,'300, 319, 320, Trip Generation, 7th Edition 268 Institute of Transportation Engineers Single -Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday Number of Studies: 350 Avg. Number of Dwelling Units: 197 Directional Distribution: 50% entering, 50% exiting drip Generation per Dwelling Unit_ Average Rate Range of Rates Standard Deviation 9.57 4,31 - 21.85 3.69 Data Plot and EaL112tion 1-- 30,000 20.000 10,000 0 .......... .......................... x .......... .......... x x x ............ ............. .......... ................................ x X X x 0 1000 X = Number of Dwelling Units X Actual Data Points Fitted Curve, Fitted Curve Equation: Ln(T) a 0.92 Ln(X) + 2.71 2000 3000 ------ Avitrage Rate R2 . 0.96 Trip Generation, 7th Edition 269 Institute of Transportation Engineers Single -Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 274 Avg. Number of Dwelling Units: 201 Directional Distribution: 25% entering, 75% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.75 0.33 - 2.27 0.90 T40 Generation, 7th Edition 270 Institute of Transportation Engineers Single -Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: Avg. Number of Dwelling Units: Directional Distribution: 302 214 63% entering, 37% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 1.01 0.42 - 2.98 1.05 Trip Generation, 7th Edition 271 Institute of Transportatbn -Engineers City of Renton Weather :SUNNY Transportation Systess Division Study Nast. TMMM2P Counted by:CWW/RHR Traffic Operations Site Code : 90890099 Board # 04-1027 2005 Studies Start Date: 08/19/05 Surface :DRY Page : 2 CARS/PIDESTRIANS,HEAVY VEHICLES Start Time 1 UNION AV NE ISouthbound 1 I Left Thru Right I NE 4 rH ST IWestbaund i Other] Left Thru Right 11N1I ON AV NE Morthbound I Otherl Left Thru Right I NE 4TH ST !Eastbound I Otherl Left Thru Right IIntvl. Dtherl Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 on 08119/05 to 17:45 on 08/19/95 1 Time 116:15 1 16:15 1 16:15 1 16:15 1 Vol. 1 158 99 152 31 96 861 65 131 194 74 61 41 189 1055 119 71 Pet. 1 39.3 22.1 37.8 1.71 9.2 83.1 6.2 1.21 42.7 38.4 25.1 1.61 13.7 77.0 8.6 0.51 Total 1 402 1 1035 1 243 1 1370 1 High 1 16:15 1 17:00 1 16:15 1 17:90 1 Vol. 1 47 26 42 11 21 230 18 31 28 22 18 01 52 289 26 11 Total 1 110 1 272 1 68 1 368 1 PHF 1 8.914 1 0.951 1 0.893 1 1.931 1 `CARS/PEDESTRIANS # UNION AV NE I "HEAVY VEHICLES '' 3#'`' 1451 ' 87 1 "' 156 1 71 L 1 ." 21 3 # 152 1 89 1 158 1 # I I 1 # I Inbound 402 r► ##################### IOut boLind 328 NE 4TH ST Total 730 152 1117 861 104 Inbound 1370 ---------------Outbound 1117 1'1039 Total 2487 1055 •" 16 ^' 118 119 1 ####################### ^' 7 # 7 # 65 # 74 # 169 # ## ^' 13 328 # " 13 ###################### ti 6a ' 3 65 --------------------- 834 { h 27 861 Inbound 1035 ------------- Outbound 1274 94 Total 21309 a 96 61 1055 1574 158 lnbOUnd 243 NE. 4TH ST Outbound 304 1 ###################### Total 547 1 # 119 1'" 991" 731- 61#` 4 96 --=-- 1 104 1 74 1 61 # 4 1 304 1 1 1 # North UNION AV NE 1 I # I City of Renton Weather :SI1wINy Transportation Systems Division Study Names TMC103P Counted by:RHR Traffic Operations Site Code : 00000000 Board # 04-1627 2005 Studies Start Date: 08/11/95 Surface MY page s 2 CARS/PEDESTRIANS,HEAVY VEHICLES IDl1VALL AV NE 1NE 4TH ST IDIIVALL AV NE INE 4TH ST ISouthbound !Westbound !Northbound 1Eastbound Start I I I I llntvl. Time I Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Left Thru Right Otherl Total Peak Hour Analysis By Entire Intersection for the period: 16:00 on 08/11/05 to 17:45 on 08/11/05 1 Time 1 16:45 1 16:45 116:45 1 16:45 1 Vol. 1 311 36 336 31 19 755 168 01 32 22 9 31 255 1028 36 11 Pct. 1 45.3 5.2 48.9 0.41 2.0 80.1 17.8 0.01 48.4 33.3 13.6 4.51 19.3 77.8 2.7 0.81 Total 1 6% 1 942 1 66 1 1320 1 High 1 16:45 1 17:00 1 17:30 1 17:00 1 Vol. 1 88 13 92 01 4 203 46 01 5 10 4 21 67 271 11 11 Total 1 193 1 253 1 21 1 350 1 PHF 1 0.889 1 0.931 1 e.786 1 0.943 1 '''CARS/PEDESTRIANS # DUVALL AV NE I ^HEAVY VEHICLES 3#` 3331 351 3071 3# 336 1 36 1 311 1 # I I I # I Inbound 686 ,4##################### 1Out boLind 445 NE 4TH ST Total 1131 336 1123 755 32 ^' 254 255 1 Inbound 1320 ---------------Outbound 1123 --1003 Total 2443 1028 25 ^` 36 36 '' 0 ####################### ^' 1 # # # # # 168 # 22 # 255 # --_-- # 445 # h ###################### 168 0 168 ------------------ 726 29 755 Inbound 942 ------------- Outbound 1348 18 Total 2290 f' 1 19 9 1028 1348 311 Inbound 66 NE 4TH ST Outbound 91 1 ###################### Total 157 1 # 36 1 321 1- 22 1- 9#11' 3 1 32 I 22 1 9# 3 I 91 1 1 1 # North DUVALL AV NE I I # I City of Renton Weather :51JlW1', 72' F Transportation Systees Division Study Name: TMC131P Counted by:Chh/RHR Traffic Operations Site Code : 00MOM Board I :T-0919 2005 Studies Start Dates 06/29/05 Surface :DRY Page : 2 CARS/PEDESTRIANS,HEAVY VEHICLES Start Time [JERICHO AV NE ISouthbound I I Left Thru Right INE 4TH ST (Westbound I Otherl Left Thru Right IJERICHO AV NE !Northbound I Otherl Left Thru Right INE 4TH ST (Eastbound I - Otherl Left Thru Right Ilntvl. Otherl Total Peak Hour Analysis By Entire Intersection for the Period: 16s00 on 06/29/05 to 17:45 on 06/29/05 1 Tine 1 17:00 1 17:M 1 17.00 1 17:a0 I Vol. 1 3 9 13 61 18 647 2 71 230 1 14 61 8 1084 326 01 Pet. 1 9.6 29.0 41.9 19.31 2.6 95.9 0.2 1.01 93.8 0.4 5.7 0.01 8.5 76.4 22.9 0.01 Total 1 31 1 674 1 245 1 1418 1 High 1 17:15 1 17:15 1 17:15 1 17:45 1 Vol. I a 4 3 41 7 171 0 11 68 0 3 a1 4 28S 70 01 Total I 11 1 179 1 71 1 363 1 PHF 1 0.705 1 0.941 1 6.863 1 8.977 1 '-CARS/PEDESTRIANS # JERICHO AV NE I # •^HEAVY VEHICLES 6#^ 1311' 91ti 31 2 # 8 # 6# 13 1 9 1 3 1 =_—_— # ^' 7 # I I ! 11 # r, 7 # I Inbound 31 # ..4##################### lOutbound 11 ###################### NE 4TH ST Total 4E '` 8 13 121 890 647 830 ----------------------- ---------------__—____ ^' 636 8 f' 11 647 8 0 Inbound 1418 Inbound 674------------- ------------- Outbound 890 Outbound 1101 ^' 18 ^'1059 Total 2308 Total 1775 0 18 1084 25 ----------------------- 14 322 1084 1101 326 '` 4 3 Inbound 2145 NE 4TH ST ####################### Outbound 353 1 ###################### # Total 598 1 # # 326 I ^ 2E4 1 '`' 1 1 ^' 14#^' 0 # 9 E' 6!'` 01" 0*11 0 !!\ # --_-- 1 230 1 1 1 14 # 0 ! # 353 1 1 1 # North # JERICHO AV NE I I # I Preliminar Plat of Becklin Place NE 4th Street/Union Avenue NE Current P.M. Peak Hour File BP-C1P SIGNAL97/TEAPAC[Ver 1.02.121 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters 05/01/06 14:59:15 APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS VOLUMES WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS REQCLEARANCES MINIMUMS STARTUPLOST ENDGAIN IDEALSATFLOWS FACTORS DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS RT TH LT 152 89 158 12.0 12.0 .0 1 1 0 .00 .00 .00 1.0 .0 1.0 .92 .92 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1595 1829 0 Phasing Parameters SEQUENCES 73 73 PERMISSIVES NO NO OVERLAPS YES YES CYCLES 90 .110 GREENTIMES 16.63 12.54 YELLOWTIMES 4.00 4.00 CRITICALS 2 8 RT TH LT 65 861 96 .0 24.0 12.0 0 2 1 .00 .00 .00 1.0 1.0 .0 .92 .92 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3508 403 NO NO YES YES 10 13.59 31.24 4.00 4.00 12 6 RT TH LT 61 74 104 12.0 12.0 .0 1 1 0 .00 .00 .00 .0 .0 .0 .92 .92 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1610 1846 0 LEADLAGS OFFSET PEDTIME RT TH LT 119 1055 189 .0 24.0 12.0 0 2 1 .00 .00 .00 .0 1.0 1.0 .92 .95 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3493 1787 NONE NONE .00 1 .0 0 Preliminar Plat of Becklin Place NE 4th Street/Union Avenue NE Current P.M. Peak Hour File BP-C1P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .72 Vehicle Delay 29.6 Sq 73 / , North I^ - ----- Phase 1 IPhase21Phase 3 I Phase 4 I ------------------------------------------------- + * * ++++ v **** **** v C* * +> ++++> ++++> * * + ++++ ++++ I * + v v --------------------------------------------- G/C= .185 G/C= .139 G/C= .151 G/C= .347 G= 16.6" G= 12.5" G= 13.6" G= 31.2" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.011 OFF= .0% OFF=22.9%- OFF=41.3% OFF=60.8% ------------------------------------------------- C= 90 sec G= 74.0 sec = 82.296 Y=16.0 sec = 17.8% 05/01/06 14:58:48 Level of Service C Ped= .0 sec = .OAS ------------------------------------------------------------------------------- Lane Width/ g/C Service Rate Adj HCM I L 190%Max Group -------------------------------------------------------------------------------- I Lanesl Reqd Used I @C (vph) @E Ivolumel v/c Delay S Queue N Approach 43.0 D+ 12/1 .227 .185 183 332 269 I .796 I 47.5 I*D+ILT+TH I I 275 ftl ------------------------------------------------------------------------------ S Approach 45.7 D RT 12/1 .143 .139 53 209 61 .272 35.3 D+ 66 ft ILT+TH 12/1 I .189 I .139 63 244 I 193 I .751 I 48.9 I *D 208 ft -----------------------------__------------------------------------------------- E Approach 33.0 C TH+RTI 24/2 I .333 .347 l 1067 1217 j 1007 l .827 31.8 I,C+l 413 ftl LT 12/1 .378 .347 92 129 104 .743 44.9 D85 ft --------------------------------------------------------------------------------- W Approach 20.1 C+ LT+RT1 12/1 1 .198 1 .151 11594 11258 11205 1 .759 48.5 J,B D 1219 ftI Preliminar Plat of Becklin Place NE 4th Street/Union Avenue NE 2010 P.M. Peak Hour Without Project File BP-H1P SIGNAL97/TEAPAC[Ver 1.02.12] - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15- LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters 05/01/06 15:02:29 APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 174 102 188 78 1009 110 70 85 119 137 1243 217 WIDTHS 12.0 12.0 .0 .0 24.0 12.0 12.0 12.0 .0 .0 24.0 12.0 LANES 1 1 0 0 2 1 1 1 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .95 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1595 1829 0 0 3507 272 1610 1846 0 0 3494 1787 Phasing Parameters SEQUENCES 73 73 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 18.68 12.98 14.32 48.01 YELLOWTIMES 4.00 4.00 4.00 4.00 CRITICALS 2 8 12 6 Preliminar Plat of Becklin Place 05/01/06 NE 4th Street/Union Avenue NE 15:01:48 2010 P.M. Peak Hour Without Project File BP -HIP SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .79 Vehicle Delay 43.8 Level of Service D+ Sq 73 --------------------------------- j Phase 1 1 Phase 21 Phase 3 f Phase 4 1 **/** ------------------------------------------------- • + * * + + + + / 1 < + * * ' < + + + + V v v North <* * +7 ++++> ++++7 * * + ++++ ++++ * * + v v ------------------------------------------------- G/C= .170 G/C= .118 G/C= .130 G/C= .436 G= 18.7" G= 13.0" G= 14.3" G= 48.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=20.6% OFF=36.1% OFF=52.7% ------------------------------------------------- C=110 sec G= 94.0 sec = 85.5% Y=16.0 sec = 14.55% Ped= .0 sec = .0% ---------------------------------------------- Lane Width/ g/C Service Rate Adj IVolume� HCM I I L 190%Maxl Group -------------------------------------------------------------------------------- Lanesl Reqd Used I QC (vph) @E v/c Delay S Queue N Approach 81.4 F 235 LT+TH 112/1 .292 I .170 1 i.170 1 292 I 3115 I1.013 1100.0 *DF 1401 ftI -------------------------------------------------------------------------------- S Approach 96.8 F ftl I I I.118 1 11.374 111I*Fl 194 212LT+TH 12/1 I .259 .118 98 ft ------------------------------------------------------------------------------ E Approach 36.9 D+ I LT+RTI 12/1 I .587 I .436 1376 1107 1120 182 �1.772 .008 115.8 28.8 J*C F103 ftI-------------------------------------------------------------------------------- W Approach 29.0 C -LT+RT1 12/1-I .266 1 .130 12051 12209 11236 11.62 .013 1110.1 �*B F 1315 ftI Preliminar Plat of Becklin Place 05/01/06 NE 4th Street/Union. Avenue NE 15:06:13 2010 P.M. Peak Hour With Project File BP-P1P SIGNAL97/TEAPAC[Ver 1.02.121 -- Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 174 102 200 79 1017 110 70 85 119 137 1256 217 WIDTHS 12.0 12.0 .0 .0 24.0 12.0 12.0 12.0 .0 .0 24.0 12.0 LANES 1 1 0 0 2 1 1 1 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .95 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1595 1827 0 0 3507 264 1610 1846 0 0 3494 1787 Phasing Parameters SEQUENCES 73 73 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 18.68 12.98 14.32 48.01 YELLOWTIMES 4.00 4.00 4.00 4.00 CRITICALS 2 8 12 6 Preliminar Plat of Becklin Place NE 4th Street/Union Avenue NE 2010 P.M. Peak Hour With Project File BP -PIP SIGNAL97/TEAPAC[Ver 1.02.123 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .80 vehicle Delay 45.5 Sq 73 ------------------------------------------------- 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- + * * ++++ /•� G+ * *7 [++++ v ^ at*** v North c* * +> ++++> ++++> * * + ++++ ++++ * * + v v ------------------------------------------------- G/C= .170 G/C= .118 G/C= .130 G/C= .436 G= 18.7" G= 13.0" G= 14.3" G= 48.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=20.6% OFF=36.1% OFF-52.7% ------------------------------------------------- C=110 sec G= 94.0 sec = 85.5% Y=16.0 sec = 14. 05/01/06 15:05:46 Level of Service D 5% Ped= .0 sec = .0% ------------------------------------------------------------------------------- Lane Width/I g/C Service Rate Adj HCM L Group ILanes Reqd Used I QC ( h) pE Volume v c Delay I / S 190%Maxl Queue N Approach 90.1 F ILT+TH 1 12/1 I .2977 1 .170 1 291 I 328 11.058 1112.9 1*F-1 418 ft I ------------------------------------------------------------------------------ S Approach 96.8 F RT 12/1 .223 1 .118 1 1 166 71 46.0 D 96 ftILT+TH 12/1 .259 .118 1 194 221 1.374 1.014 1113.1 I*F 1298 ftl ------------------------------------------------------------------------------ E Approach 38.1 D+ 516 ILT+RTI 12/1 1 .600 1 .436 .436 1 1373 1103 1120 191 11.778 .043 1127.1 29.1 J*C I F-I 103 ft W Approach 29.0 C 1__-�T+RT--12�1 1 .266 1-..603 130 1205i- 2209 1 1236 11.09 3 1 110.° 1,13 F 1 315 ftI Preliminar Plat of Becklin Place Duvall Avenue NE/NE 4th Street Current Year File BP-C2P SIGNAL97/TEAPAC[Ver 1.02.121 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters 05/01/06 14:29:56 APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 4 4 0 4 RIGHTTURNONREDS 15 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 336 36 311 168 755 19 9 221 321 36 1028 254 WIDTHS 12.0 12.0 12.0 11.0 24.0 12.0 .0 14.0 .0 .0 24.0 12.0 LANES 1 1 1 1 2 1 0 1 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1569 1900 951 1517 3574 466 0 1452 0 0 3529 1787 Phasing Parameters SEQUENCES 13 ALL PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 38.98 16.79 22.23 YELLOWTIMES 4.00 4.00 4.00 CRITICALS 8 12 5 Preliminar Plat of Becklin Place Duvall Avenue NE/NE 4th Street Current Year File BP-C2P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .75 Vehicle Delay 33.3 -- - Sq 13 I Phase 1 1Phase 21 Phase 3 I **/**-------------------------------------- + + + + ++++ <+ + +> C+ ^*** v ++++ North ik k Ir it V ++++] * * * ++++ ++++ ------------------------------------- G/C= .433 G/C= .187 G/C= .247 G= 39.0" G= 16.8" G= 22.2" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=47.8% OFF=70.9% -- C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% 05/01/06 14:29:21 Level of Service C Ped= .0 sec = .0$ Lane Width/ - g/C -Service Rate - Adj ivolume� HCM I L % Max 19QOueue Group ------------------------------------------------------------------------------ Lanes Reqd Used I @C (vph) @E v/c Delay S N Approach 20.3 C+ RT 12/1 .298 .664 1010 1042 349 .335 6.7 A 147 ft TH 12/1 .131 .433 730 823 39 .047 14.8 B+ 28 ft LT ------------------------------------------------------------------------------- 12/1 .433 .433 339 412 338 .820 34.9 C 241 ft S Approach 47.2 D ILT+TH+RTI 14/1 I 463 I 433 I ------------------------------------------------------------------------------- 543-I 629 1 593 I-.943 I-W47 2-I*D 1420 ftI E Approach 45.2 D RT 11/1 .207 .247 250 375 183 .488 30.0 C 173 ft TH 24/2 .284 .247 664 883 821 .930 49.1 *D 389 ft LT 12/1 .159 .247 64 101 21 .183 27.5 C+ 25 ft ------------------------------------------------------------------------------- W Approach 25.5 C+ TH+RTI 24/2 I .367 I .478 11607 11687 11156 I .685 I 19.4_I B 1379 ftI 1 12/1 .234 .187 182 327 I 276 I .829 I ---LT---I------I------1------I------I----------------------------------------- 51.1 I*D 1282 ftI Preliminar Plat of Becklin Place Duvall Avenue NE/NE 4th Street 2010 without Development File BP-H2P SIGNAL97/TEAPAC[Ver 1,02.12] - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters 05/01/06 14:32:56 APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 4 4 0 4 RIGHTTURNONREDS 15 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 386 41 360 195 886 22 10 254 368 41 1197 291 WIDTHS 12.0 12.0 12.0 11.0 24.0 12.0 .0 14.0 .0 .0 24.0 12.0 LANES 1 1 1 1 2 1 0 1 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1569 1900 914 1517 3574 264 0 1446 0 0 3529 1787 Phasing Parameters SEQUENCES 13 ALL PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 50.32 18.89 28.78 YELLOWTIMES 4.00 4.00 4.00 CRITICALS 8 12 5 Preliminar Plat of Becklin Place Duvall Avenue NE/NE 4th Street 2010 without Development File BP-H2P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .86 Vehicle Delay 52.6 Sq 13 North I -Phase 1T-1--Phase 2 I Phase 3 I 7------------------------ ------------- C+ + +7 C+ v * * * v --- GIC= .457 G/C= .172 G/C= .262 G= 50.3" G= 18.9" G= 28.8" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=49.4% OFF=70.2% ------------------------------------- C=110 sec G= 98.0 sec = 89.1% Y=12.0 05/01/06 14:32:37 Level of Service D sec = 10.9% Ped= .0 sec = .0% ------------------------------------------------------ Lane Width/1 g/C - Service RatIvolumel Adj HCM I L 190 Maxl Group ------------------------------------------------------------------------------ Lanes Re d Used q I @C (vph) @E v/c Delay S Queue N Approach 31.4 C RT 12/1 .357 1 .666 998 1044 403 .386 8.5 A 207 ft TH 12/1 .213 .457 744 869 45 .052 16.6 B 37 ft LT 12/1 .514 .457 330 418 391 .935 56.7 E+ 326 ft S Approach 72.8 E ILT+TH+RTI 14/1 I .532 I .457 I -------------------------------------------------------------------------------- 550 I. 661 I 681 I1.030 I 72.8 J*E 1564 ftI E Approach' 69.8 E RT 11/1 .272 .262 185 389 212 .534 36.3 D+ 241 ft TH 24/2 .349 .262 473 935 963 1.030 78.0 *E 546 ft LT 12/1 .271 .262 ------------------------------------------------------------------------------ 21 54 24 .348 36.0 D+ 27 ft W Approach 42.7 D+ TH+RTI 24/2 1 .433 I .470 11511 1658 11346 I .812 I 28.2 1 C 1548 ft-1 _I LT 112/1 1 .296 1 .172 1 1 I 288 1 316 I1.029 1104.7 I*F 1402 ftI Preliminar Plat of Becklin Place Duvall Avenue NE/NE 4th Street 2010 with Development File BP-P2P SIGNAL97/TEAPAC[Ver 1.02.121 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15- LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters 05/01/06 14:35:06 APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 4 4 0 4 RIGHTTURNONREDS 15 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 386 41 367 197 895 22 10 254 368 41 1212 291 WIDTHS 12.0 12.0 12.0 11.0 24.0 12.0 .0 14.0 .0 .0 24.0 12.0 LANES 1 1 1 1 2 1 0 1 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1569 1900 915 1517 3574 262 0 1446 0 0 3529 1787 Phasing Parameters SEQUENCES 13 ALL PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 50.17 18.83 28.99 YELLOWTIMES 4.00 4.00 4.00 CRITICALS 8 12 5 Preliminar Plat of Becklin Place Duvall Avenue NE/NE 4th Street 2010 with Development File BP-P2P SIGNAL97/TEAPAC(Ver 1.02.12] - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .86 Vehicle Delay 53.5 Sq 13 North Phase 1{-1--Phase 2 I Phase 3 I -------------------- +++ + +++ + v **** v <* * *> ++++> ++++> * * * v v ------------------------------------- G/C= .456 G/C= .171 G/C= .264 G= 50.2" G= 18.8" G= 29.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.01" OFF= .0% OFF=49.2% OFF=70.0% ------------------------------------- C=110 sec G= 98.0 sec = 89.1% Y=12.0 05/01/06 14:34:47 Level of Service D sec = 10.9% Ped= .0 sec = .0% - Lane _ width/ g/C Service Rate Ivolumel 2 Adj HCM L 90% Maxi Group ------------------------------------------------------------------------------ I Lanesl Reqd Used I @C (vph) @E v/C Delay S Queue N Approach 34.1 C RT 12/1 .357 .664 994 1041 403 .387 8.6 A 208 ft TH 12/1 .213 .456 741 867 45 .052 16.7 B 37 ft LT 12/1 .520 .456 ------------------------------------------------------------------------------- 328 417 399 .957 61.9 E+ 334 ft S Approach 73.8 E ILT+TH+RTI 14/1 I .532 I .456 ! ------------------------------------------------------------------------------- 548 I 659 I 681 I1.033 I 73.8 I*E 1566 ftI E Approach 70.3 E RT 11/1 .273 .264 191 393 214 .535 36.1 242 ft TH 24/2 .351 .264 485 942 973 1.033 78.6 JD+ *E 551 ft LT 12/1 .271 .264 22 ------------------------------------------------------------------------------ 54 24 .348 35.9 D+ 27 ft W Approach 43.0 D+ I TH+RTI 24/2 I .436 I 471 11517 11663 11362 I .819 I 28.4 I-C 1553 ftI_` I LT 112/1 I296 ---------------------------------------------------------------------------- I .171 I 1 I 287 I 316 11.033 1105.7 I*F 1403 ftI Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Page 1 of 1 nal st C. V. Brown Intersection NE 4th/Ho uiam Ave. NE enc /Co. Beckfin Place urisdicfion City of Renton Date Performed 5/1/06 nalysis Year 2006 nal sis Time Period P M. Peak Hour ro'ect ID Becklin Place BP-C3P est Street: NE 4th Street orth/South Street: Ha uiam Avenue NE ction Orientation: East-West Stud Period hrs : 1.00 le Volumes and Adjustments Street kn Eastbound Westbound ent 1 2 3 4 5 6 L T R L T R 51 1320 0 0 754 28 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 55 1 1434 0 0 819 30 Percent HeavyVehicles 0 -- — 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 1 0 0 nor Street Northbound Southbound vement 7 8 9 10 11 12 folurne- L T R L T R 0 0 0 16 0 47 Peak -Hour Factor PHF 0.92 0.92 0.92 0.92 0.92 0.92 Ho Flow Rate, HFR 0 0 0 17 Q 51 ercent Heavy Vehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 Flared Approach N N Storage 0 0 Rurl T Channelized 0 0 Lanes 0 0 0 1 0 1 onfi uration L R Delay, Queue Length.and Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 55 17 51 (m) (vph) 796 84 564 /c 0.07 0.20 0.09 95% queue length 0.22 0.74 0.29 Control Delay 9.6 58.7 11.0 LOS A F B Approach Delay — -- 23.5 pproach LOS — — C lfmoo0rm Copyright ® 2000 University of Florida, All Rights Reserved version 4.1 file://C:IWINDOWSITEMFIu2kD2F5.TMP 5/1/06 Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY General Information ISIte Information nal st C. V. Brown en/Co. Becklin Place Date Performed 511106 nal sis Time Period P.M. Peak Hour East/West Street: NE 4th Street Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume 59 1537 Peak -Hour Factor, PHF 0.92 0.92 Hourly Flow Rate, HFR 64 1 1670 Percent Heavy Vehicles 0 -- Median Type RT Channelized Lanes 1 2 Configuration L T ,Upstream Signal 0 Minor Street Northbound ovement 7 8 L T plume 0 0 Peak -Hour Factor PHF 0.92 0.92 Hourly Flow Rate, HFR 0 4 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 tared Approach N Storage 0 T Channelized ones 0 0 �# configuration Delay. Queue Len th and Level of Service Approach EB WB Movement 1 4 Lane Configuration L (v ph) 64 C (m) (vph) 701 Ic 0.09 5% queue length 0.30 Control Delay 10.7 LOS B approach Delay -- — pproach LOS -- — Page 1 of 1 Intersection NE 4th/Ho uiam Ave. NE Jurisdiction City of Renton Analysis Year 2010 without Project Project ID Becklin Place BP-H3P �rth/South Street: Ho uiam Avenue NE idy Period hrs : 1.00 Westbound 3 4 5 6 R L T R 0 0 887 33 .92 0.92 0.92 0.92 0 0 964 35 - 0 Undivided 0 0 0 0 2 0 T TR 0 Southbound 9 10 11 12 R L T R 0 20 0 47 0.92 0.92 0.92 0.92 0 21 0 1 51 0 0 0 0 0 N 0 42.7 E Hcs2oo0Tm Copyright ® 2000 University of Florida, All Rights Reserved Version 4.I file://C:IWINDOWSITEMPIu2kD2F5.TMP 5/1/06 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY I [General Information (Site Information I naE st C. V. Brown Intersection NE 4MIH2uiam Ave. NE enc /Co. Becklin Place Jurisdiction City of Renton Date Performed 5/1/06 Analysis Year 2010 with Project nal sis Time Period P.M. Peak Hour Project ID Becklin Place BP-P3P East/West Street: NE 4th Street North/South Street: Ho uiam Avenue NE Intersection Orientation: East-West IStudy Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 59 1559 0 0 887 33 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Rate, HFR 64 1694 0 0 964 35 VHoud,,Flow t Heav Vehicles 0 -- -- 0n Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R 41ume 0 0 0 20 0 54 eak-Hour Factor PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hour Flow Rate, HFR 0 0 0 21 0 58 ercent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 onfiguration fi uration 2R L Dla Queue Length. and Level of Service pproach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 64 21 58 (m) (vph) 70! 52 522 /c 0.09 0.40 0.11 5% queue length 0.30 1.62 0.37 ontroI Delay 10.7 119.2 12.8 LOS B F B pproach Delay — — 41.1 pproach LOS — — E HCS2000l'IA Copyright ® 2000 Univcrsity of Florida, All Rights Reserved Version 4.1 file://C:IWINDOWSITEMPIu2kD2F5.TMP 5/1/05 Preliminar Plat of Becklin Place 05/02/06 Jericho Avenue/144th Avenue NE/NE 4th Street 14:05:55 Current Year P.M. Peak Hour File BP-C4P SIGNAL97/TEAPAC[Ver 1.02.121 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS VOLUMES WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS REQCLEARANCES MINIMUMS STARTUPLOST ENDGAIN IDEALSATFLOWS FACTORS DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS RT TH LT 13 9 3 12.0 12.0 .0 1 1 0 .00 .00 .00 1.0 .0 1.0 .92 .92 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1595 1848 0 Phasing Parameters RT TH LT 2 647 18 .0 24.0 12.0 0 2 1 .00 .00 .00 1.0 1.0 .0 .92 .92 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3544 1805 SEQUENCES 14 14 PERMISSIVES NO NO NO OVERLAPS YES YES YES CYCLES 90 110 10 GREENTIMES 23.31 5.73 48.95 YELLOWTIMES 4.00 4.00 4.00 CRITICALS 9 6 11 NO YES RT TH LT 14 1 230 .0 11.0 11.0 0 1 1 .00 .00 .00 .0 .0 .0 .92 .92 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 1582 1376 LEADLAGS OFFSET PEDTIME RT TH LT 326 1084 8 .0 24.0 12.0 0 2 1 .00 .00 .00 .0 1.0 1.0 .92 .95 .92 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 2.0 2.0 2.0 2.0 2.0 2.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3426 1787 NONE NONE .00 1 .0 0 Preliminar Plat of Becklin Place Jericho Avenue/144th Avenue NE/NE 4th Street Current Year P.M. Peak Hour File BP-C4P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .65 Vehicle Delay 19.2 Sq 14 f Phase 1 1 Phase 2 1 Phase 3 1 **/** ------------------------------------- + + + + ^ + + + + ++++ / C+ + +] [+ <++++ v **** ^ ++++ v North <* + +> * + + **** * + + v ------------------------------------- G/C= .259 G/C= .064 G/C= .544 G= 23.3" G= 5.7" G= 49.0" Y+R= 4. 0 "" Y+R= 4.011 Y+R= 4.011 OFF= .0% OFF=30.3% OFF=41.2% 05/02/06 14:05:14 Level of Service B ------------------------------------- C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= .0 sec .0% ------------------------------------------------------------------------------- Lane (Width/ g/C Service Rate l Adj I HCM I L Group ------------------------------------------------------------------------------ I Lanes Reqd Used I I @C (vph) @E IVolumel v/c I Delay i S j'Q0u*eMax1 N Approach 22.1 C+ ILT+TH12/1 ------------------------------------------------------------------------------ I .123 I .259 339 4779 I 13 I .027 I 24.9 C+1 25 ftI S Approach 35.8 D+ 123 24.9 I LT+RTI 11/1 I ------------------------------------------------------------------------------ .265 I- .259 I 241 355 I 250 I .7702 I 36.3 I*D+I 232 ftI E Approach 12.6 B+ 1928 720 225 I.544 LT ------------------------------------------------------------------------------- 12/1 12/1 .125 I .064 11881 I 96 I I .174 I 40.6 I,D+B+l ftI W Approach 19.4 B LT 12/1 .121 1 .064 11811 11895 11499 1 .079 1 39.9 1*D13+1 425 ft.I Preliminar Plat of Becklin Place 05/01/06 Jericho Avenue/144th Avenue NE/NE 4th Street 14:46:23 2010 P.M. Peak Hour without Project File BP-H4P SIGNAL97/TEAPAC[Ver 1.02.121 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 15 10 3 2 742 23 14 1 247 344 1244 9 WIDTHS 12.0 12.0 .0 .0 24.0 12.0 .0 11.0 11.0 .0 24.0 12.0 LANES 1 1 0 0 2 1 0 1 1 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .95 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1595 1852 0 0 3544 1805 0 1582 1375 0 3433 1787 Phasing Parameters SEQUENCES 14 14 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 23.31 5.73 48.95 YELLOWTIMES 4.00 4.00 4.00 CRITICALS 9 6 11 Preliminar Plat of Becklin Place 05/01/06 Jericho Avenue/144th Avenue NE/NE 4th Street 14:46:02 2010 P.M. Peak Hour without Project File BP-H4P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .73 Vehicle Delay 22.8 Level of Service C+ ------------------------------------- Sq 14 1 Phase 1 I Phase 2 1 Phase 3 1 **/** ------------------------------------- + + + + ++++ / <+ + +> <+ <++++ v **** ^ ++++ v North <* + +> ****7 * + + **** * + + v ------------------------------------- G/C= .259 G/C= .064 G/C= .544 G= 23.3" G= 5.7" G= 49.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=30.3% OFF=41.2% ------------------------------------- C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= .0 sec = .0% ------------------------------------------------------------------------------- Lane I Width/I g/C f Service Rate Adj I HCM I L 19096 Maxl Group Lanes Reqd Used I @C (vph) @E Volume v/c Delay S Queue ------------------------------------------------------------------------------- N Approach 21.9 C+ IRT 12/1 .123 .367 481 585 11 .019 18.2 -B-' 25 ft LT+TH 112/1 .123 I .259 I 340 I 480 I 14 .029 I 24.9 I C+I 25 ftl --------------------------------------_---__--------------------------------------- S Approach 38.9 D+ I -LT+RTI 11/1 I .277 1.9 .25I 241 355 I 268 I .7753 I 39.5 I*I D+I 248 ft -------------------------------------------------------------------------------- E Approach 13.1 B+ I-� LT +RTI 12/1 I .127 .0641 I 1926 825 .217 I 41.0 12.3 �*D+B+l 229 ft32 l ------------------------------------------------------------------------------- W Approach 25.0 C+ -------------------------------------------------------------------------------- I LT 12/1 1 .122 I .064 1811 11895 11610 + .088 40.0 1*D+C+1 425 ftI Preliminar Plat of Becklin Place 05/01/06 Jericho Avenue/144th Avenue NE/NE 4th Street 14:48:10 2010 P.M. Peak Hour with Project File BP-P4P SIGNAL97/TEAPAC(Ver 1.02.12] -- Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 5 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 0 5 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 15 10 3 2 742 25 16 1 258 366 1244 9 WIDTHS 12.0 12.0 .0 .0 24.0 12.0 .0 11.0 11.0 .0 24.0 12.0 LANES 1 1 0 0 2 1 0 1 1 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS 1.0 .0 1.0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .95 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1595 1852 0 0 3544 1805 0 1578 1375 0 3428 1787 Phasing Parameters SEQUENCES 14 14 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 23.67 5.62 48.70 YELLOWTIMES 4.00 4.00 4.00 CRITICALS 9 6 11 Preliminar Plat of Becklin Place 05/01/06 Jericho Avenue/144th Avenue NE/NE 4th Street 14:47:45 2010 P.M. Peak Hour with Project File BP-P4P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .74 Vehicle Delay 24.3 Level of Service C+ Sq 14 ------------------------------------- I Phase 1 1 Phase 2 1 Phase 3 1 **/** -------------------------------------- + + + + + + + + ++++ / 1 C+ + +7 C+ C++++ v ++++ v North <* + +7 ****7 * + + **** * + + v ------------------------------------- G/C= .263 G/C= .062 G/C= .541 G= 23.7" G= 5.6" G= 48.7" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=30.7% OFF=41.4% ------------------------------------- C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= .0 sec = .0% ------------------------------------------------------------------------------- Lane Width/ g/C Service Rate f Adj HCM L Max Group ------------------------------------------------------------------------------- Lanes Reqd Used I I CSC (vph) @E IVolume v/c I Delay I S 19%QOueue N Approach 21.7 C+ 1LT+TH 112/1 I .123 .263 I 348 I 487 I 14 .029 I 24.7 I C+I 25 ftI ------------------------------------------------------------------------------- S Approach 40.0 D+ LT+RTI 11/1 I .285 I .263 I 248 I 362 I 280 I .7773 40.7 *D+1 258 ftf ------------------------------------------------------------------------------- E Approach 13.4 B+ TH+RT 24/2 .283 1 .541 1870 1918 809 .422 12.4 233 ftLT 112/1 .128 .062 I 1 94 27 I .239 I 41.2 1,B+1 D+32 ftI ------------------------------------------------------------------------------- W Approach 27.0 C+ LT 12/1 1 .122 1 .062 11801 11893 ! 1710 .089 I 40.1 1*D+C+1 425 ftl Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY If'anarml Infnrmaiinn Site Information Page 1 of 1 nal st C. V. Brown intersection E 2nd/Jencho Avenue NE en /Co. Beckiin Place urisdiction City of Renton ate Performed 5/1I06 a sis Year 2006 nal sis Time Period P.M. Peak Hour ro'ect 1D Beckfin Place BP-05P East/West Street: NE 2nd Street North/South Street: Jericho Avenue NE Intersection Orientation: North -South IStudy Period hrs : 1.00 Vehicle Volumes and Adjustments Street Northbound Southbound ent 1 2 3 4 5 6 L T R L T R e 0 205 0 13 271 32 Hour Factor PHF rHour]lf 0.90 0.90 0.90 0.90 0.90 0.90 Flow Rate, HFR 0 227 0 14 301 35 t Heav Vehicles 0 -- -- 0n Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 nor Street Westbound Eastbound vement 7 8 9 10 11 12 rolume L T R L T R 0 0 7 20 0 0 Peak -Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 7 22 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfi uration LTR LTR :lay, Queue Length. and Level of Service proach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 0 14 7 22 (m) (vph) 1235 1353 817 423 lc 0.00 0.01 0.01 0.05 5% queue length 0.00 0.03 0.03 am Control Delay 7.9 T7 9.4 M.0 LOS A A A B pproach Delay -- — 9.4 14.0 pproach LOS — — A B HCS2000,14 Copyright C 2000 University of Florida, All Rights Reserved file://C:IWINDOWSITEMPlu2k8160.T TIP Version 4.1 5/1/06 Two -Way Stop Control Page IofI TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information st C. V.Brown n /Co. Becklin Place Performed Ee 511106 sis Time Period P.M. Peak Hour Intersection NE 2ndfJerich Jurisdiction Ci of Renton Analysis Year 2010 without F Project ID Beckfin Place East/West Street: NE 2nd Street North/South Street: Jericho Avenue NE Intersection Orientation: North -South IStudv Period Mrs): 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R olume 0 205 0 13 271 73 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1 227 0 14 301 81 Percent Hem Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 nor Street Westbound Eastbound vement ro�lume 7 8 9 10 11 12 L T R L T R 0 0 7 48 0 0 Peak -Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hour Flow Rate, HFR 0 0 7 53 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 1 0 0 1 1 0 Configuration I LTR LTR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 0 14 7 53 (m) (vph) 1188 1353 817 408 /c 0.00 0.01 0.01 0.13 5% queue length 0.00 0.03 0.03 0.45 Control Delay 8.0 7.7 9.4 15.1 LOS A A A C Approach Delay — -- 9.4 15.1 pproach LOS — — A C HCS2000T Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 file)/C:IWM0WSITEN4P1u2k8160.TNE' 5/t/06 Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY General Information ISIte Information nal st C. V. Brown enc /Co. Beckfin Place Date Performed 511106 na sis Time Period P.M. Peak Hour Page 1 of 1 Intersection NE 2ndlJericho Avenue NE urisdiction City of Renton Anasis Year 2010 with Project Project ID Becklin Place BP-P5P East/West Street: NE 2nd Street North/South Street: Jericho Avenue NE Intersection Orientation: North -South IStudy Period hrs : 1.00 7=d Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 205 0 13 271 7$ Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 227 0 14 301 86 ercent Heavy Vehicles 0 -- — 0 — — edian Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 7 78 0 0 Peak -Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 7 86 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N ' Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration L TR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 a 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 0 14 7 86 (m)(vph) 1183 1353 817 406 lc 0.00 0.01 0.01 0.21 95% queue length 0.00 0.03 0.03 0.80 ontrol Delay 8.0 7.7 9.4 16.2 LOS A A A C .pproach Delay — — 9.4 16.2 pproach LOS — — A C HCS2Wdm Copyright 0 2000 University of Florida, All Rights Rcscrvod Version 4.1 file:HC:IWINDOW SITEMPIu2k8160. TNT 5/1/06 Preliminar Plat of Becklin Place 05/02/06 Hoquiam Avenue NE/NE 4th Street 14:14:33 2010 P.M. Peak Hour without Project File BP-H3P SIGNAL97/TEAPAC[Ver 1.02.12] - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15, LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 0 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 5 0 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 54 0 20 33 887 0 0 0 0 0 1537 59 WIDTHS 12.0 .0 12.0 .0 24.0 .0 .0 .0 .0 .0 24.0 12.0 LANES 1 0 1 0 2 0 0 0 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS .0 .0 .0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .95 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1610 0 1805 0 3529 0 0 0 0 0 3546 484 Phasing Parameters SEQUENCES 11 11 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 18.49 63.51 YELLOWTIMES 4.00 4.00 CRITICALS 1 11 Preliminar Plat of Becklin Place Hoquiam Avenue NE/NE 4th Street 2010 P.M. Peak Hour without Project File HP-H3P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .53 Vehicle Delay 7.5 Sq 11 North ------------------------- Phase 1 I Phase 2 l ------------------------- * + h * + .... G/C= .205 G/C= .706 G= 18.5" G= 63.5" Y+R= 4.0" Y+R= 4.0" OFF= .096 OFF=25.0% ------------------------- C= 90 sec G= 82.0 sec = 91.1% 05/02/06 14:14:03 Level of Service A Y= 8.0 sec = 8.9% Ped= .0 sec = .0% ------------------------------------------------------------------------------- Lane Width/I g/C Service RatlVolumel' Adj HCMI L 0 ILanes Reqd Used I @C (vph) @E v/c Delay I S 19-% eMaxlGroup Quue------------------------------------------------------------------------------ N Approach 29.4 C ----------------------------------------- 53 .160 29.6 53 I LT 12/1RT 112/1 1 .126 .205 I 222 I 368 I 22 I .059 I 28.8 J*C C I 25 ft----------------------------------------------------------------------------- E Approach 5.5 A I TH+RTI 24/2 I --------------------------------------_---_-------------------------------------- .328 F .706 1 2490 1 2490 I 994 I .399 I 5.5 1 A 1184 ftl W Approach 7.6 A TH .479 .706 2502 .647 7.8 *A 299 ft I LT 124/2 I ------------------------------------------------------------------------------- .243 I .706 12502 305 11618 341 64 I .188 I 4.8 JA I 25 ft l Preliminar Plat of Becklin Place Hoquiam Avenue NE/NE 4th Street 2010 P.M. Peak Hour with Project File BP-P3P SIGNAL97/TEAPAC[Ver 1.02.121 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters 05/02/06 14:17:46 APPLABELS N E S W GRADES .0 .0 .0 .0 PEDLEVELS 5 5 0 5 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 5 5 0 0 UPSTREAMVC .00 .00 .00 .00 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 54 0 20 33 898 0 0 0 0 0 1559 59 WIDTHS 12.0 .0 12.0 .0 24.0 .0 .0 .0 .0 .0 24.0 12.0 LANES 1 0 1 0 2 0 0 0 0 0 2 1 UTILIZATIONS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TRUCKPERCENTS .0 .0 .0 1.0 1.0 .0 .0 .0 .0 .0 1.0 1.0 PEAKHOURFACTORS .92 .92 .92 .92 .92 .92 .92 .92 .92 .92 .95 .92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 STARTUPLOST 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ENDGAIN 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1610 0 1805 0 3530 0 0 0 0 0 3546 477 Phasing Parameters SEQUENCES 11 11 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS YES YES YES YES OFFSET .00 1 CYCLES 90 110 10 PEDTIME .0 0 GREENTIMES 18.49 63.51 YELLOWTIMES 4.00 4.00 CRITICALS 1 11 Preliminar Plat of Becklin Place Hoquiam Avenue NE/NE 4th Street 2010 P.M. Peak Hour with Project File BP-P3P SIGNAL97/TEAPAC[Ver 1.02.121 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) .54 Vehicle Delay 7.6 Sq 11 /I\ North I --------------------- I Phase 1 I Phase 2 ------------------------- * + ++++ <* +> ¢++++ 05/02/06 14:17:19 Level of Service A ------------------------- GIC= .205 G/C= .706 G= 18.5" G= 63.5" Y+R= 4.0" Y+R= 4.0" OFF= .0% OFF=25.0% ------------------------- C= 90 sec G= 82.0 sec = 91.1% Y= 8.0 sec = 8.9% Ped= .0 sec = .0$ ---------------------------------------_-----_--_-------------------------------- Lane Width/ g/C Service Rate Adj HCM I L Group Lanes I -------------------------------------------------------------------------------- Reqd used I @C (vph) @E Volume v/c I Delay + S 190*Maxl Queue N Approach 29.4 C ---LT---I *C J 12/1 I ------------------------------------------------------------------------------- .126 .205 I 222 368 22 .059 28.8 I 25 ftI i E Approach 5.6 A I TH+RTI 24/2 I --------------------------------------------------------------------------------- .331 1 .706 12491 12491 1 1006 I .404 I 5.6 1 A 1186 ftl W Approach 7.8 A 2336 1664 325 I LT 12/1 .244 I .706 12300 l .190 I 4.8 1*� A ftJ PROPERTY SER\ S FEE REVIEW FOR SUBDMSIONS Ir,_,,.007 - P-8 sl.lesa= APPLICANT: CEIVED FROM (date) JOB ADDRESS: WW WO# 777A& _ NATURE OF WORK-- l- LND #^10—per _ Y PRELIMINARY REVIEW 6F SUBDiVISION BY LONG PLAT, NEED MO INFORMATION: - LEGAL DESCRIPTION SHORT PLAT, BINDING SITE PLAN, ETC. - PID #'s - VICINITY MAP - FINAL REVIEW OF SUBDIVISION, THIS REVIEW REPLACES SQUARE FOOTAGE - OTHER - PRELIMINARY FEE REVIEW DATED - FRONT FOOTAGE SUBJECT PROPERTY PARENT PID#_ 1 °S� �O[2�-� - g06=Y, NEW RING CO. TAX ACCT.#(s) are required when - 9a90x - 9 1 i�v assigned by Kh% County. It is the intent of this development fee analysis to put the developer/owner on notice, that the fees quoted below may be applicable to the subject site upon development of the property. All quoted fees are potential charges that may be due and payable at the time the construction permit is issued to install the on -site and off -site improvements (i.e. underground utilities, street improvements, etc,) Triggering mechanisms for the SDC fees will be based an current City ordinances and determined by the applicable Utility Section - Please note that these fees are subject to change without notice. Final fees will be based on rates in effect at time of Building Permit/Construction Permit application. The existing house on SP Lot # , addressed as has not previously paid SDC fees, due to connection to City utilities prior to existance of SDC fee Ord. SP Lot# wiU be subject to future SDC fees if triggering mechanisms are touched within current City Ordinances. - We understand that this subdivision is in the preliminary stage and that we will have the opportunity to review it again before recordation. The following quoted fees do NOT include inspection fees, side sewer permits, r/w permit fees or the cost of water meters. SPECIAL ASSESSMENT DISTRICTS DISTRICT NO, PARCEL NO. METHOD OF ASSESSMENT A.SSESSNEENT UNITS ASSESSMENT OR FEE Latecomer Agreement ) WATER Latecomer Agreement vt) WASTEWATER Latecomer AEmment vt) OTHER Special Assessment DistricUWATEK t C . � Special Assessment DistrictJWASTEWATER ca to 316.$� Urr] 4 8� l Joint Use Agreement (METRO) Local Improvement District Traffic Benefit Zones $75.00 PER TRIP, CALCULATED BY TRANSPORTATION FU, I IRE OBLIGATIONS SYSTEM DEVELOPMENT CHARGE - WATER_ ' Estimated ' Pd Prev. Part mh Pd d Exem tiou) - Never Pd # OF UNITS/ SQ. FTG. SDC FEE S' le family residential $1,956/unit x Mobile home dwellmg unit $1,956/unit in park c Apartment, Condo $i 174/onit not in CD or COR zones x Commercial/Indushial, $0.273/s . ft. of property (not less than $1,956.00) x Boeing, by Special AgreementfFootprint of Bldg plus 15 ft perimeter (2,800 GPM threshold) SYSTEM DEVELOPMENT CHARGE - WASTEWATER " Estimated ' Pd Prev. " PartiaU Pd d Exem flan) — - Never Pd le fnt residential $969if,'tlunit x X 1 , Mobile home dw ' unit $1 017/unit x Apartment, Condo $610/unit not in CD or COR zones x Commercial/Industrial $0.142/s . ft. of prop" x(not less than $1 017.00) SYSTEM DEVELOPMENT CHARGE - SURFACEWATER " Estimated - Pd Prev. - PardO Pd (Ltd Exem tion) - Never Pd � y I C> 1 , O , Single Lamily residential and mobile home dwelling unit $759/ u i x All other properties'$0.265/sq ft of new impervious area of property x (not less than $759.00) Authority rPRELIlITARY TOTAL $ -- — ,so A AY-- 1111 " ry " *If subject property is within an LID, it is developers responsibility to check with the Finance Dep f , d/ m paid status. µ Square footage figures are taken from the King County Assessor's map and are subject to �iatige. Current City SDC fee charges apply to 0 EFFECTIVE January 2, 2006 0 � b I to x� -AA r w1 %Q) AR 1 CHAIN tNK FENCE TREE.: PROTECTION FENCE 1 NOT TO -SCALE Manning oivision' A PID' ED' i z Z v " I L--_------ ALLEY CONCEPT A11��,,�� AV_ENUE NE,---* +M - r t r R I R — � 'o � rn x �0 �a In -j rn n m 0 I C O A M 0 L In r M h. f'r IXK 4.i1� l" -^ -• Tgi yy�'.fY"':.xi a i. R.Dr MTN C V :N E6.oR 1�Mi z zQ pr AO rA . R v .� $ N Z m wD ram { C to r Z Ie mo ra ulaa�"f a Ry aaw l'f q O T N -m oil O � 04'r m 311 D m V g 0 YC) g- (7 N $ A{W y m A inc0 a a ptj9A U1 'g "•"°` RECLAN PLACE t ■ SCHWEn A 3 PREURKARY PLAT ► /��AS5oG7Ay� puC PLOT PLAN am r"W= v, Moxv X R MW wL, ;NtF �` - �l'EYF BECIf wR wM. rR Myp �m , .a b awu ..lm ilPFiR. wrtow WtiixFwren�r.du .•..W, �:�'