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Home My WebLink About03273 - Technical Information Report - Preliminary PARKLANE COURT Preliminary Drainage Report City of Renton File No.: 03-124 July 13, 2004 Prepared for: Ron Knight P.O. Box 6 Renton, WA 98057 DEV CITTY OF RENTTOPLAN ANGG NOV 0 4 2004 Prepared By: RECEIVED Peterson Consulting Engineers Joseph M. Hopper, EIT PCE Job No. MISC-0108 TABLE OF CONTENTS SECTION 1 PROJECT OVERVIEW 1 Figure 1: TIR Worksheet 3 Figure 2: Vicinity Map 6 Figure 3a: Existing Basin Map 7 Figure 3b: Developed Basin Map 8 SECTION 2 CORE AND SPECIAL REQUIREMENTS 9 SECTION 3 OFF-SITE ANALYSIS 11 SECTION 4 FLOW CONTROL&WATER QUALITY ANALYSIS AND DESIGN 12 Part A—Existing Site Hydrology 12 Part B—Developed Site Hydrology 13 Part C—Performance Standards 14 Part D—Flow Control System 14 SECTION 5 SPECIAL REPORTS AND STUDIES 21 SECTION 6 ESC ANALYSIS AND DESIGN 22 APPENDIX A KCSWDM Table 3.2.2.8 Rainfall Regions and Regional Scale Factor Time Series and Vault Routing APPENDIX B A Level 1 Downstream Analysis prepared by Peterson Consulting Engineers, Inc., dated July 13, 2004. Wetland Determination report prepared by Gary Schulz, dated July 7, 2004 Geotechnical Engineering Report prepared by Dennis Joule, P.E., dated June 28, 2004. A Wetland Mitigation/Enhancement Plan is being prepared by Altman Oliver Associates. Peterson Consulting Engineers Page i \\Pce-serverproject reports and correspondence\MJSC-0108\TIR Report-1vIISC0108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 SECTION 1 PROJECT OVERVIEW The"Parklane Court"residential subdivision is a p oposed 10-lot residential subdivision on an approximately 4.33-acre site located in Ra. • . e site is more specifically located between Lyons Ave. S.E. 146th Ave. S.E.) and 48th Ave. S. The north property line lies approximately 300 feet south . .E. 132 . ccess to e si e wi I be from a public residential access street to be co. • . cted to mtersec wi yons Ave. S.E. approximately 450 feet south o' S.E. 132 ' e site is located in the northeast 1/4 of Section 15, Township 23 North, Range 5 ast, W.M., in ;the City of Renton. The site comprises two parcels recorded as King County Assessor's Parcel 4.' No's. 084710-0080 and 084710-0081. xei Existing Site Conditions: The site is currently vacant. Portions of the site have been cleared. A total of five wetlands are currently located on site. A Wetland Delineation report has been prepared by Gary Schulz, and is included in Appendix B. The total area of all the wetlands is 28,979 sq. ft. Three of the five wetlands have been determined to be unregulated. The wetland near the north property line has been determined to be an isolated category 3 wetland and the wetland in the southerly portion of the site has been determined to be a category 2 wetland. (Figure 3a: Existing Basin Map). Soils are classified as Alderwood Series, Gravelly Sandy Loam. A geotechnical report has been prepared by Dennis.Joule, P.E., dated June 28, 2004, and is included in Appendix B. The soils described in that report are representative of the King County classification noted as "Till" soils by Table 3.2.2.B (Appendix A) in the 1998 KCSWDM. Peterson Consulting Engineers Page 1 \\Pce-server\project reports and correspondence\ ISC-0108\TTR Report-MISC0I0S.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Developed Site Conditions: As depicted on the preliminary plat, the project proposes the development of 10 single family residential lots, an associated open pond-type storm drainage facility to be located within a drainage facilities tract, a public street to access the proposed lots, and a sensitive area tract containing an enhanced and mitigated wetland area. A new public residential access street from Lyons Ave. NE is planned to serve the proposed development. The right-of-way proposed to be dedicated to the city is 42-feet wide. The proposed street is planned to extend into the site for approximately 280-feet and end in a tee turnaround that is designed to emergency vehicle access standards. All wetland areas that are proposed to be filled will be replaced(no net loss)on site within the southerly wetland. Wetland buffers will be enhanced and a minimum 25-foot enhanced buffer will be provided along the northern and western edges of the category 2 wetland. A wetland mitigation/enhancement plan is being prepared by Altman Oliver Associates. Site improvements will consist of the access street and houses and their relating appurtenances such as patios, driveways and sidewalks. The improved lots will be landscaped/grassed and will drain toward the front of the lots. Surface runoff and the roof drains will be collected in a storm drain system located under the proposed access street and conveyed to a detention/water quality pond located at the northeast corner of the site. Discharge from the pond will be into the existing wetland near the southerly portion of the project site. (Figure 3b: Developed Basin Map). Peterson Consulting Engineers Page 2 \\Pcc-server\project reports and correspondence\MISC-0108\TIR Report-MISC0108.doc FIGURE 1 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Ron Knight Project Name: Parklane Court . Address: P.O. Box 6 Location: 824 South 100th Street Renton, WA 98057 Township: 23 North Phone: 425-255-1777 Range: 5 East Project Engineer: Joe Hopper Section: 15 Company: Peterson Consulting Engineers Phone/Address: (425) 827-5874 4030 Lk Washington Blvd, Suite 200 Kirkland, Wa. 98033 Part 3 TYPE—OF PERMIT ' Part 4 OTHER REVIEWS AND PERMITS APPLICATION ® Subdivision ❑ DFW HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults ❑ Commercial ❑ FEMA Floodplain ❑ Other ❑ Other. ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: King County Drainage Basin: Cedar River Basin Part 8 SITE CHARACTERISTICS'.+ ,' ❑ River ❑ Floodplain ❑ Stream ® Wetlands Category 2, 3 & unregulated ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge ❑ Steep Slopes ❑ Other }:,� 4, ; Rai ' ' eYr�_ Part 7' SOILS ~� - Soil Type Slopes Erosion Potential Erosive Velocities Till- Class"C" 1% - 10% Low ❑ Additional Sheets Attached Part 8 DEVEIVWLIMITATIONS , z REFERENCE LIMITATION/SITE CONSTRAINT • Level One Downstream Analysis ® Additional Sheets Attached ikx- art 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ® Sedimentation Facilities ® Stabilize Exposed Surface ® Stabilized Construction Entrance ® Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control ® Clean and Remove All Silt and Debris ® Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities ® Cover Practices ® Flag Limits of SAO and open space ® Construction Sequence preservation areas ❑ Other [11 Other Part 10 SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis Channel ❑ Vault ❑ Depression 1998 KCSWDM ® Pipe System ❑ Energy Dissipator ❑ Flow Dispersal ❑ Open Channel Level 2 Flow Control ® Wetland ❑ Waiver ❑ Dry Pond ❑ Stream ❑ Regional ® Wet Pond Detention Brief Description of System Operation: Runoff from the roofs and driveways collected and detained within a detention/water quality pond_ prior to being released to the natural drainage course at pre-developed runoff peak flow rates Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS ❑ Cast in Place Vault ❑ Drainage Easement ❑ Retaining Wall ❑ Access Easement ® Rockery>4' High ❑ Native Growth Protection Easement O Structural on Steep Slope ® Tract ❑ Other—"Lock+ Load" ® Other—Wetland Tracts Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under 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. Signed/Date W Z W Q Q Z � SE124THST Z 0 0 z 1 Q Q 0 NE 5TH ST W kj 2 \-_ Z � o 1 NE 4TH PL SE 128TH ST I e. NE RD LN W 2 SE 129TH PL t o o 0 W NE 2ND ST ITE LI (SE 132ND ST) NE 2ND ST Q Lulu W '"L''L 03 SE 133RD ST (4 Z z Q. Q 0_v SE O) SE 136TH ST Z J SPL � OP o _ J a- SE 139TH ST D SE 2ND CT SE 2ND ST \-C.`c''-\z vi v W W Q u'., ` m MAPLEWOOD SE 138TH PL ( EI J? In PARK W h , (I) SE 139TH PL d' J SE 140TH ST a luSE' i N 142/VD ST rn PARKLANE COURT VICINITY MAP DWN. BY: DATE: JOB NO. ,ETERSON 4030 Lake Washington Blvd. N.E., Suite 200 AAL 7/14/04 M/SC-0108 CONSULTING Kirkland, WA 98033 Tel(425)827-5874 CHKD. BY. SCALE: Fax(425) 822-7216 J. HOPPER N TS FIGURE 2 , WM ki O 25 50 I I I SCALE IN FEET a 1 ..<144«.<11«« 1 NE 2ND STREET (SE 132ND STREET) i s •: r ,,' 0 .-os. O � Q�! 9y �;1 t� 2 ._N � y 2c1pG O I1fACT B 0 ►lam? i aQ V`..C. • Li..,,, , J Q LIJ::.. . . . . - - - -- ----':'-)011" ' . f LU ...�•w / i Q liG . . . . 1.11 U Q : : •y Q ; sz • -, y . .•:� ' .'. ---.'-'4. DEVELOPED BYPASS i •.% j 0.67 Ac. Till Pasture ' ,••'• 0.66 Ac. Till Forest 0.76 Ac. Wetland STA hOT VALE) 2.09 Ac. Total ` AN I) ,,, PETERSON ry C •NSULTING ir Taal. .'. 40.10 Lake ■ Blvd. NY,Snits200 13rkland,ld 98033 Tel 5425)OE7-5074 Pix 425 R22-72l$ L___,;__ JOB AMER MISC-0108 FIGURE 3B NE 1/4,SEC. 15, T.23N.,R.5 t iii v! I! -' :i -. ._ I... . : .7., i i./. • ` v DEVELOPED BASIN I 7_. 1.00 Ac. Till Grass �, `•. 1.24 Ac. Impervious W' (_ _.. 2.24 Ac. Total - 15 ' `•1 i 111 I 0 \� �_ x- 411--- \ 1 • T ROAD A' -. 4909 �iC - .... t+. M,1 �,+' 1 ! . li iI 410 I)p - . • _..- ��•• �r .11.1.11.4T 1.7.1........:•. I 8 9 • 10 I r • I I % I ihNo I \ I Ai •' iimismonimimt 11 0 1 0 25 50 ' I I I SCALE IN FEET 1 V144414444:111 NE 2ND STREET I i• (SE 132ND STREET) , i 1 -. .- . . . • q i t, 0 ii 1 lirmemm-1111."111111.111.-4.11111.1.1"""mummliva"•00.11- - ' a , a / -- • . z , x \ . • •t) 1 /\ ; . . i \ /Wt. I". .. • / . 1 likii . ..... • . 40" ,, . ii 1 • It • ...-- / . • - . . : , . ....• ---- ' -- -:-- -.- -- -- Clil ... ,••••-, 2 (a .. , -... . - 03 ,. ,. ...i; 0 ,41.11111 .- 1 i .. . .-- *IX --- --- '., ...' . . ...." ' CO 1111C ..- .. ,_ .. / (...1 .. ...... ._. _._. ..... ._. ...- --3c.;'•—4.--. ...-- '---- . 0 1.....: . ..- II 1 ...- ....- (/) .6.1111‘ ...._.„.. 1 .-• ___ 1-----—ito—----------———--———— j 111‘ .........--------- • _ _.. _. ._ . •--- --- — —.sc.: llir4 . „..• - 4oe---•-n-'_". ----) '-‘1(J) 1 1111111 ----....._ „,..7 -'401,----- ' . ........................... . 4 I •,,. . ''. 0 • 14 ' ..... C) . •-•,,,,/ (.5 ....../ ... ...••• ' • •• .,” --- ----• --- ......._....._____----------- . col ...N4Q , -" ..0•-• ---- .....- .- . .... . /.. dI . • i . Tt.... , . , : 0 1 ,_,. 4 . I I , . ...." ' •:./ ..• . ' • \ . I I .... .. .....-N, -*. . ....--.. STAMP NOT VALID I ' \ . . . 1 , i I UMESS SIGNED AND DATED -. ..... .... I , i . —..... , •... / ,• ..., ..... / .• . / .1 , • ...\/ / . ETERSON . . i . . 1 CONSULTING • , , , . ...". \ I. I \ I 1 i; ••• , — 1 , - 4030 lake Washington ,.., - . , 4cos_ • • . Blxd. NJ, Suite 200 .... ___ ... ... ' I Kirkland, WA MOM Tel(425) 827-5874 . Fax (425) 822-7216 i • .i_a. JOB NUMBER MISC-0108 FIGURE 3A NE 1/4,SEC. 15, T.23N.,R5 fI 1 j • ti 4 • Q . . tp / ----J ,f , ; i' .. W n � _ - ,1a ;`�. , :.o• EXISTING BASIN 2 - 415 1.46 Ac. Till Pasture 2.19 Ac. Till Forest • --40.68 Ac. Wetland 4.33 Ac. Total _---- -- t- I �• ;o.. I t I I I \\ , •,1•`/moi 4,0, - / .• ro �. V i s \ V. of , 1 �11�� /r. \ 1 i Preliminary Drainage Report for Parklane Court 7/13/2004 SECTION 2 CORE AND SPECIAL REQUIREMENTS King County Surface Water Design Manual Core Requirements: The 1998 King County Surface Water Design Manual Core and Special Requirements and the King County DDES Conditions of Approval are listed below. Each condition is being met in the following manner: 1. Discharge at the Natural Location Discharge from the pond will be into the existing wetland near the southerly portion of the project site. 2. Off-site Analysis A Level 1 Downstream Analysis was prepared by Peterson Consulting Engineers, Inc.,. dated July 13, 2004. A copy of the report can be found in Appendix B. 3. Flow Control Per the King County Flow Control Applications Map, the site must meet the Level 2 Flow Control requirements. Calculations provided in Section 4 conform to the requirements set forth in the 1998 KCSWDM. 4. Conveyance System All proposed conveyance systems conform to the 1998 KCSWDM requirements; conveyance calculations will be provided during the final design stage of the project. 5. Temporary Erosion & Sediment Control All proposed TESC measures conform to the 1998 KCSWDM requirements; see Section 8 of this report for additional information. 6. Maintenance & Operations A Maintenance and Operations Manual will be provided during the final design stage of the project. 7. Financial Guarantees & Liability A bond quantity worksheet will be provided during the final design stage of the project. The project owner will provide bonding as necessary. 8. Water Quality A combined detention/water quality pond is proposed for this site. Basic water quality menu treatment will be used to treat runoff from the site with the goal of removing 80% of the total suspended solids during a typical rainfall year. Peterson Consulting Engineers Page 9 \\Pce-server\project reports and correspondence\MISC-0108\TIR Report-MISCO108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 King County Surface Water Design Manual Special Requirements: 1. Other Adopted Area-Specific Requirements The project is not located in a designated critical drainage area or in an area included in an adopted master drainage plan, or shared facility drainage plan. 2. Floodplain/Floodway Delineation The site is not located in a floodplain or floodway. 3. Flood Protection Facilities The site is not located in a floodplain or adjacent to a flood protection facility. 4. Source Control This site does not meet the threshold for source control requirements; therefore source control requirements are not required. 5. Oil Control This site does not meet the threshold for oil control requirements; therefore oil control requirements are not required. Peterson Consulting Engineers Page 10 \\Pee-server\project reports and correspondence\MISC-0108\TIR Report-MISC0108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 SECTION 3 OFF-SITE ANALYSIS A Level 1 Downstream Analysis was prepared by Peterson Consulting Engineers, Inc., dated July 13, 2004. A copy of the report can be found in Appendix B. Peterson Consulting Engineers Page 11 \\Pcc-serverproject reports and correspondence\MISC-0108\TTR Report-MISC0108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 SECTION 4 FLOW CONTROL & WATER QUALITY ANALYSIS AND DESIGN The calculations are based on the 1998 King County Surface Water Design Manual (KCSWDM) requirements. The site is located in the Cedar River Basin. A Level 2 Flow Control analysis is required for this site; water quality features for the site will be designed from the Basic Water Quality Menu. The site is underlain by Till soils and is located in the Landsberg rainfall region with a scale factor of 1.0. Part A—Existing Site Hydrology One onsite drainage basin has been defined for the site to determine discharge flow rates for detention facility sizing(Figure 3a:Existing Basin Map). Below is an area breakdown for each site feature. Existing Conditions Basins: (time series printouts are provided in Appendix A) Till Till Till Total KCRTS forest Pasture Grass Wetland Impervious Area File Basin: (AC) (AC) (AC) (AC) (AC) (AC) Name Existing 2.19 1.46 0.68 4.33 Predev Basin Description: The existing basin consists of a total area of 4.33 acres with five wetlands, relating vegetation around those wetlands and some cleared areas that are categorized as tall grasses or pasture. The site has an average slope of approximately 2-percent with several small isolated areas where the slopes get as steep as 8 to 10-percent. The site slopes from the north, east and west sides of the property to the wetland located in the south-central area of the site. Soils are classified as Alderwood Series, Gravelly Sandy Loam. A geotechnical report has been prepared by Dennis Joule, P.E., dated June 28, 2004, and is included in Appendix B. The soils described in that report are representative of the King County classification noted as"Till"soils by Table 3.2.2.B (Appendix A) in the 1998 KCSWDM. Peterson Consulting Engineers Page 12 \\Pee-saver\project reports and correspondence\MISC-0108\TIR Report-NERCO I08.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Part B—Developed Site Hvdrologv The proposed project will subdivide approximately 4.33 acres into 10 single-family residences. Improvements will consist of houses and their relating appurtenances such as patios, driveways and sidewalks. A majority of the storm water runoff will be from the access road and house roof drains. A pond(is proposed to detain and limit discharge flow in the developed condition to pre- developed rates. (Figure 3b: Developed Basin Map). Developed Conditions Basins: (time series printouts are provided in Appendix A) Till Till Till Total KCRTS forest Pasture Grass Wetland Impervious Area File Basin: (AC) (AC) (AC) (AC) (AC) (AC) Name Developed 1.00 1.24 2.24 dev Bypass 0.66 0.67 0.76 2.09 bypass Basin Descriptions: The developed basin consists of the developed areas that include the roadway and lots. The total developed area is 2.24 acres with about ham that area being impervious surface and the other half being landscaping and lawns. The bypass basin is the area that is to remain undisturbed or enhanced as wetland and wetland buffer. The total area of this basin is 2.09 acres of existing and enhanced wetlands, pasture and forested areas. The drainage calculations will use a point of compliance at the outfall of the wetland from the sit to the neighboring site to the south. • Peterson Consulting Engineers - Page 13 \\Pce-server\project reports and correspondencc IISC-0108\TIR Report-IvIISC0108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Part C—Performance Standards The performance standards for this site are as follows: Category I Performance Standard I Source Flow Control Level 2 Flow Control 1998 KCSWDM Applications Map Conveyance Provide Conveyance for 25-year 1998 KCSWDM Section 1.2.4 System developed storm event, check capacity for 100-year event Water Quality Basic WQ menu 1998 KCSWDM Section 1.2.8 Treatment Part D— Flow Control System The proposed detention pond is sized using the Level 2 Flow Control standards. The target outflow will be based on the existing flows from the same basins. The inflow and outflow time series and the routing information are provided below. Pre-Developed Time Series: Pond Release Target Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.325 2 2/09/01 15:00 0.462 1 100.00 0.990 0.086 7 1/05/02 16:00 0.325 2 25.00 0.960 0.275 3 2/27/03 7:00 0.275- """ 3 10.00 0.900 0.017 8 3/24/04 19:00 0. 192 4 5.00 0.800 0.120 6 1/05/05 8:00 0.176 5 3.00 0.667 0.192 4 1/18/06 20:00 0. 120— ---- 6 2.00 0.500 0.176 5 2/01/07 0:00 0.086 7 1.30 0.231 0.462 1 1/09/08 9:00 0.017 8 1.10 0.091 Computed Peaks 0.417 50.00 0. 980 Peterson Consulting Engineers Page 14 \\Pce-server project reports and correrpondence\MISC-0108\TIR Report-MISCO 108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Developed Time Series: Pond Inflow Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.280 6 2/09/01 2:00 0.561 1 100.00 0.990 0.233 8 1/05/02 16:00 0.374 2 25.00 0.960 0.336 3 2/27/03 7:00 0.336------- 3 10.00 0.900 0.257 7 8/26/04 2:00 0.308 4 5.00 0.800 0.308 4 10/28/04 16:00 0.298 5 3.00 0.667 0.298 5 1/18/06 16:00 0.280 , 6 2.00 0.500 0.374 2 10/26/06 0:00 0.257 7 1.30 0.231 0.561 1 1/09/08 6:00 0.233 8 1.10 0.091 Computed Peaks 0.499 50.00 0.980 Bypass Time Series: Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.188 2 2/09/01 15:00 0.265 1 100.00 0.990 0.042 7 1/05/02 16:00 0.188 2 25.00 0.960 0.178 3 2/27/03 8:00 0.178 ' 3 10.00 0.900 0.009 8 3/24/04 19:00 0.099 4 5.00 0.800 0.051 6 1/05/05 8:00 0.072 5 3.00 0.667 0.072 5 1/18/06 20:00 0.051 6 2.00 0.500 0.099 4 2/01/07 0:00 0.042 7 1.30 0.231 0.265 1 1/09/08 9:00 0.009 8 1.10 0.091 Computed Peaks 0.239 50.00 0.980 Peterson Consulting Engineers Page 1 5 \\Pce-saver`p ojocl reports and correspondence\M1SC-0108\T(R Report-MISCO 108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Level 2 Flow Control Sizing: Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 90.00 ft' Pond Bottom Width: 40.00 ft v Pond Bottom Area: 3600. sq. ft Top Area at 1 ft. FB: 7296. sq. ft 0.167 acres Effective Storage Depth: 3.00 ft Stage 0 Elevation: 407.00 ft Storage Volume: 14634. cu. ft 0.336 ac-ft Riser Head: 3.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.00 0.047 2 2.00 2.22 0.134 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 407.00 0. 0.000 0.000 0.00 3600. 0.01 407.01 36. 0.001 0.003 0.00 3608. 0.02 407.02 72. 0.002 0.004 0.00 3616. 0.03 407.03 108. 0.002 0.005 0.00 3623. 0.04 407.04 145. 0.003 0.006 0.00 3631. 0.05 407.05 181. 0.004 0.006 0.00 3639. 0.06 407.06 217. 0.005 0.007 0.00 3647. 0.07 407.07 254. 0.006 0.007 0.00 3655. 0.08 407.08 291. 0.007 0.008 0.00 3663. 0.09 407.09 327. 0.008 0.008 0.00 3670. 0.19 407. 19 698. 0.016 0.012 0.00 3749. 0.29 407.29 1077. 0.025 0.015 0.00 3829. 0.39 407.39 1464. 0.034 0.017 0.00 3910. 0.49 407.49 1859. 0.043 0.019 0.00 3991. 0.59 407.59 2262. 0.052 0.021 0.00 4073. 0.69 407.69 2674. 0.061 0.023 0.00 4155. 0.79 407.79 3093. 0.071 0.024 0.00 4239. 0.89 407.89 3521. 0.081 0.026 0.00 4323. 0.99 407. 99 3958. 0.091 0.027 0.00 4407. 1.09 408.09 4403. 0.101 0.028 0.00 4493. 1.19 408.19 4857. 0.111 0.030 0.00 4579. 1.29 408.29 5319. 0.122 0.031 0.00 4666. 1.39 408.39 5790. 0.133 0.032 0.00 4754. 1.49 408.49 6270. 0.144 0.033 0.00 4842. 1.59 408.59 6758. 0.155 0.034 0.00 4931. 1. 69 408. 69 7256. 0.167 0.035 0.00 5021. 1.79 408.79 7762. 0.178 0.036 0.00 5112. 1.89 408.89 8278. 0.190 0.037 0.00 5203. 1. 99 408.99 8803. 0.202 0.038 0.00 5295. 2.00 409.00 8856. 0.203 0.038 0.00 5304. 2.02 409.02 8962. 0.206 0.040 0.00 5322. Peterson Consulting Engineers Page 16 \\Pce-scva\project reports and correspoadeoce\A ISC-0108\TIR Report-MISC0108.doc , PreliminaryDrainage Report for Parklane Court 7/13/2004 2.05 409.05 9122. 0.209 0.044 0.00 5350. 2.07 409.07 9230. 0.212 0.050 0.00 5369. 2.09 409.09 9337. 0.214 0.059 0.00 5387. 2.12 409.12 9499. 0.218 0.071 0.00 5415. 2.14 409.14 9608. 0.221 0.084 0.00 5434. 2.16 409.16 9717. 0.223 0.094 0.00 5453. 2.18 409.18 9826. 0.226 0.098 0.00 5471. 2.21 409.21 9990. 0.229 0.101 0.00 5500. 2.31 409.31 10545. 0.242 0.115 0.00 5594. 2.41 409.41 11109. 0.255 0.127 0.00 5689. 2.51 409.51 11683. 0.268 0.138 0.00 5785. 2.61 409.61 12266. 0.282 0.148 0.00 5881. 2.71 409.71 12859. 0.295 0.157 0.00 5978. 2.81 409.81 13462. 0.309 0.166 0.00 6076. 2.91 409.91 14074. 0.323 0.174 0.00 6175. 3.00 410.00 14634. 0.336 0.181 0.00 6264. 3.10 410. 10 15265. 0.350 0.496 0.00 6364. 3.20 410.20 15907. 0.365 1.070 0.00 6465. 3.30 410.30 16558. 0.380 1.800 0.00 6566. 3.40 410.40 17220. 0.395 2.600 0.00 6668. 3.50 410.50 17892. 0.411 2.890 0.00 6771. 3.60 410. 60 18574. 0.426 3.150 0.00 6875. 3.70 410.70 19267. 0.442 3.390 0.00 6979. 3.80 410.80 19970. 0.458 3.610 0.00 7084. 3.90 410. 90 20684. 0.475 3.830 0.00 7190. 4 .00 411.00 21408. 0.491 4.030 0.00 7296. 4 .10 411.10 22143. 0.508 4.220 0.00 7403. 4 .20 411.20 22889. 0.525 4.400 0.00 7511. 4.30 411.30 23645. 0.543 4.570 0.00 7620. 4.40 411.40 24413. 0.560 4.740 0.00 7729. 4.50 411.50 25191. 0.578 4. 900 0.00 7839. 4.60 411.60 25980. 0.596 5.060 0.00 7950. 4.70 411.70 26781. 0. 615 5.210 0.00 8061. 4.80 411.80 27593. 0.633 5.360 0.00 8173. 4 .90 411.90 28416. 0.652 5.500 0.00 8286. 5.00 412.00 29250. 0.671 5.640 0.00 8400. Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.56 0.18 2.93 409.93 14177. 0.325 2 0.28 0.14 2.52 409.52 11729. 0.269 3 0.34 0.10 2.23 409.23 10074. 0.231 4 0.28 0.13 2.44 409.44 11270. 0.259 5 0.30 0.11 2.29 409.29 10413. 0.239 6 0. 18 0.04 1.84 408.84 8027. 0.184 7 0.23 0.03 1.38 408.38 5726. 0.131 8 0.26 0.03 1.18 408.18 4804. 0.110 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.18 0.26 ******** 0.46 0.43 2 0.14 0.19 ******** ******* 0.32 3 0.10 0.18 ******** ******* 0.23 4 0.13 0.07 ******** ******* 0. 19 5 0.11 0.07 ******** ******* 0. 18 6 0.04 0.05 ******** ******* 0.08 7 0.03 0.04 ******** ******* 0.06 8 0.03 0.00 ******** ******* 0.03 Peterson Consulting Engineers Page 17 \\Pce-server\project reports and correspondence VeHSC-0I08\TIR Report-MISCO 108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 0.561 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.175 CFS at 11:00 on Jan 9 in Year 8 Peak Reservoir Stage: 2.93 Ft Peak Reservoir Elev: 409.93 Ft Peak Reservoir Storage: 14177. Cu-Ft 0.325 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0.427 CFS at 9:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ $ $ 0.002 40976 66.823 66.823 33.177 0.332E+00 0.006 3877 6.323 73.146 26.854 0.269E+00 0.010 5267 8.589 81.735 18.265 0.183E+00 0.014 3478 5.672 87.407 12.593 0.126E+00 0.018 2992 4.879 92.286 7.714 0.771E-01 0.021 1720 2.805 95.091 4.909 0.491E-01 0.025 1227 2.001 97.092 2.908 0.291E-01 0.029 819 1.336 98.428 1.572 0.157E-01 0.033 454 0.740 99.168 0.832 0.832E-02 0.037 343 0.559 99.728 0.272 0.272E-02 0.041 66 0.108 99.835 0.165 0.165E-02 0.045 14 0.023 99.858 0.142 0.142E-02 0.049 9 0.015 99.873 0. 127 0.127E-02 0.052 4 0.007 99.879 0.121 0.121E-02 0.056 3 0.005 99.884 0. 116 0.116E-02 0.060 6 0.010 99.894 0.106 0.106E-02 0.064 5 0.008 99.902 0.098 0. 978E-03 0.068 3 0.005 99. 907 0.093 0.930E-03 0.072 2 0.003 99.910 0.090 0.897E-03 0.076 4 0.007 99.917 0.083 0.832E-03 0.080 3 0.005 99.922 0.078 0.783E-03 0.083 1 0.002 99.923 0.077 0.766E-03 0.087 3 0.005 99.928 0.072 0.718E-03 0.091 1 0.002 99.930 0.070 0.701E-03 0.095 2 0.003 99.933 0.067 0.669E-03 0.099 4 0.007 99.940 0.060 0.603E-03 0.103 7 0.011 99. 951 0.049 0.489E-03 0.107 3 0.005 99.956 0.044 0.440E-03 0.111 5 0.008 99. 964 0.036 0.359E-03 0.115 3 0.005 99. 969 0.031 0.310E-03 0.118 4 0.007 99.976 0.024 0.245E-03 0.122 2 0.003 99.979 0.021 0.212E-03 0.126 2 0.003 99. 982 0.018 0.179E-03 0.130 4 0.007 99. 989 0.011 0. 114E-03 0.134 3 0.005 99. 993 0.007 0.652E-04 0.138 2 0.003 99.997 0.003 0.326E-04 Peterson Consulting Engineers Page 18 \\Pee-serveaproject reports and correspond tce\MISC-0108\TIR Report-MISC0I08.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ $ $ 0.004 42757 69.728 69.728 30.272 0.303E+00 0.013 8512 13.881 83.609 16.391 0.164E+00 0.022 4950 8.072 91.681 8.319 0.832E-01 0.031 2349 3.831 95.512 4.488 0.449E-01 0.040 1236 2.016 97.528 2.472 0.247E-01 0.049 606 0.988 98.516 1.484 0.148E-01 0.058 373 0.608 99.124 0.876 0.876E-02 0.067 162 0.264 99.388 0.612 0. 612E-02 0.075 100 0.163 99.552 0.448 0.448E-02 0.084 73 0.119 99.671 0.329 0.329E-02 0.093 37 0.060 99.731 0.269 0.269E-02 0.102 32 0.052 99.783 0.217 0.217E-02 0.111 23 0.038 99.821 0.179 0.179E-02 0.120 14 0.023 99.843 0.157 0.157E-02 0.129 17 0.028 99.871 0.129 0.129E-02 0.137 6 0.010 99.881 0.119 0.119E-02 - 0.146 10 0.016 99.897 0.103 0.103E-02 0.155 6 0.010 99.907 0.093 0.930E-03 0.164 4 0.007 99.914 0.086 0.864E-03 0.173 8 0.013 99.927 0.073 0.734E-03 0.182 6 0.010 99.936 0.064 0.636E-03 0.191 5 0.008 99.945 0.055 0.554E-03 0.199 8 0.013 99.958 0.042 0.424E-03 0.208 3 0.005 99.962 0.038 0.375E-03 0.217 5 0.008 99.971 0.029 0.294E-03 0.226 4 0.007 99.977 0.023 0.228E-03 0.235 2 0.003 99.980 0.020 0.196E-03 0.244 0 0.000 99.980 0.020 0.196E-03 0.253 3 0.005 99.985 0.015 0. 147E-03 0.261 3 0.005 99.990 0.010 0.978E-04 0.270 0 0.000 99. 990 0.010 0. 978E-04 0.279 0 0.000 99.990 0.010 0. 978E-04 0.28B 1 0.002 99.992 0.008 0.815E-04 0.297 3 0.005 99.997 0.003 0.326E-04 0.306 1 0.002 99. 998 0.002 0. 163E-04 0.315 0 0.000 99. 998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS Fraction of Time Check of Tolerance Cutoff Base New %Change Probability Base New %Change 0.061 0.93E-02 0.77E-02 -17.8 I 0.93E-02 0.061 0.056 -6.7 0.081 I 0.58E-02 0.38E-02 -35.6 I 0.58E-02 0.081 0.068 -16.4 0.101 I 0.42E-02 0.22E-02 -47.3 I 0.42E-02 0.101 0.077 -23.9 0.122 I 0.30E-02 0. 15E-02 -51.1 I 0.30E-02 0.122 0.088 -27. 9 0.142 I 0.21E-02 0.11E-02 -44.9 ( 0.21E-02 0.142 0. 104 -26. 9 0.162 I 0.13E-02 0.88E-03 -30.8 I 0.13E-02 0.162 0.131 -19. 6 0.183 I 0.78E-03 0. 64E-03 -18.8 I 0.78E-03 0.183 0. 171 -6.3 0.203 I 0.57E-03 0.41E-03 -28.6 I 0.57E-03 0.203 0. 187 -8.0 0.224 I 0.44E-03 0.26E-03 -40.7 I 0.44E-03 0.224 0. 199 -11. 1 0.244 I 0.36E-03 0.20E-03 -45.5 I 0.36E-03 0.244 0.210 -13.8 0.264 I 0. 18E-03 0. 98E-04 -45.5 I 0.18E-03 0.264 0.244 -7. 6 0.285 I 0.98E-04 0. 98E-04 0.0 I 0.98E-04 0.285 0.287 0.7 0.305 I 0.33E-04 0.16E-04 -50.0 I 0.33E-04 0.305 0.303 -0.6 Peterson Consulting Engineers Page 19 \\Pce-serve\project reports and correspoodeoce\M1SC-0108\TIR Report-bIISC0I08.doc Preliminary Drainage Report for Parklane Court 7/13/2004 Maximum positive excursion = 0.011 cfs ( 4.2%) occurring at 0.275 cfs on the Base Data:predev.tsf and at 0.287 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.033 cfs (-27.9%) occurring at 0.117 cfs on the Base Data:predev.tsf and at 0.084 cfs on the New Data:dsout.tsf Duration Analysis: Below is the graph comparing the peak flow rates for the Level 2 Flow Control facility. Rdout and the target time series for the detention facility are graphed. 0 rdoutdur O deed.dur • targetdur 0 r) o • 141111‘. • V1 U • o = R . oo tYJ ' Q • • 0 10-s 104 103 10'2 101 100 Probabiity Exceedence Peterson Consulting Engineers Page 20 \\Pce-saver\project reports and correspondcnce\MISC-0108\TIR Report-MUSC0108.doc Preliminary Drainage Report for Parklane Court 7/13/2004 SECTION 5 SPECIAL REPORTS AND STUDIES The reports and studies listed below can be found in Appendix B. • A Level 1 Downstream Analysis prepared by Peterson Consulting Engineers, Inc., dated July 13, 2004. • Wetland Determination report prepared by Gary Schulz, dated July 7, 2004 • Geotechnical Engineering Report prepared by Dennis Joule, P.E., dated June 28, 2004. • A Wetland Mitigation/Enhancement Plan is being prepared by Altman Oliver Associates. Peterson Consulting Engineers Page 21 c \Pce-svc\project reports and corraspondmce\MISC-0108\TIR Report-MISCOI OS.doc Preliminary Drainage Report for Parklane Court 7/13/2004 SECTION 6 ESC ANALYSIS AND DESIGN A Temporary Erosion and Sediment Control (TESC)plan will be created for the site during the final design stage of the project. Please reference the engineering plans for more information. The TESC plan will be in accordance with the 1998 KCSWDM. Some of the Best Management Practices (BMPs)used for the site will include filter fence, catch basin protection, and a gravel construction entrance, and temporary sediment facilities. Filter fabric fence will be used as perimeter protection, which will reduce sediment transport from the site. A gravel construction entrance will reduce the amount of sediment transported by construction vehicles and reduce the areas disturbed by vehicular traffic. Clearing limits will be delineated on the construction plans for the purpose of preventing disturbance of those areas of the project that are not designated for clearing and or grading. A construction sequence will be provided to aid the contractor in applying the erosion control measures at the appropriate stages during construction. Peterson Consulting Engineers Page 22 \\Pee-server\project reports®d correspondence\MSC-0I08\TIR Report-MISC0I08.doc APPENDIX A Knight Property — Site Data Sheet Site Location: Between 146th Ave. SE and 148th Ave. SE, South of SE 132nd St. City of Renton. Site Area: Total Site Boundary: 188,542 sf=4.33 Ac. Rainfall Region: Landsberg Scale Factor 1.0 Soil Type: Alderwood(AgC) SCS Soil Group C=KCRTS Soil Group Till Flow Control Criteria: Level 2 KCRTS (per Pre-App Comments) Water Quality Criteria: Basic KCSWDM (per Pre-App Comments) Flow Control Drainage Sub Basins: Existing Off-Site Basin(Upstream): Till Pasture: 0.50 Ac. Till Grass: 1.28 Ac. Till Forest: 0.50 Ac. Wetland: 0.45 Ac. Impervious: 0.35 Ac. Total: 3.08 Ac. Existing Basin (On-Site): Till Pasture: 1.46 Ac. Till Forest: 2.19 Ac. Wetland: 0.68 Ac. Total: 4.33 Ac. Developed Basin (On-Site): Till Grass: 1.00 Ac. Impervious: 1.24 Ac. Total: 2.24 Ac. Developed Bypass (On-Site Point of Compliance) Till Pasture: 0.67 Ac. Till Forest: 0.66 Ac. Wetland: 0.76 Ac. Total: 2.09 Ac. Road Frontage Improvements —Water Quality Surface Areas: Existing Pollution Generating Impervious Surface(EX-PGIS) = 7,179 sf Total New Impervious Surface =4,283 sf New Pollution Generating Impervious Surface(PGIS) =2,562 sf New Non-Pollution Generating Impervious Surface = 1,723 sf New PGIS is less than 5,000 sf—No WQ Treatment Required New total impervious is less than 5,000 sf. —No Flow Control Required Original Wetland Areas: Wetlands: Wetland"A" (Un-Regulated): 1,329 sf= 0.03 Ac. Wetland"B" (Class 2): 18,577 sf= 0.43 Ac. Wetland"C" (Un-Regulated): 540 sf= 0.01 Ac. Wetland"D" (Un-Regulated): 367 sf= 0.01 Ac. Wetland"E" (Class 3): 8,166 sf= 0.19 Ac. Total Wetland Area: 28,979 sf= 0.67 Ac. Wetland Buffers: Wetland"B" (50' Buffer) 46,040 sf= 1.06 Ac. Wetland "E" (25' Buffer) 9,297 sf= 0.21 Ac. Total Wetland Buffer Area: 55,337 sf= 1.27 Ac. Total Wetland and Buffer Areas: 84,316 sf= 1.94 Ac. Wetland Mitigation Areas: Reductions: Wetland Fill: "A"= 1,329 sf(1:1 Replacement Factor) 1,329 sf "C"= 540 sf(1:1 Replacement Factor) 540 sf "D"= 367 sf(1:1 Replacement Factor) 367 sf "E"= 8,166 sf(1:1 Replacement Factor) 8,166 sf Total Fill = 10,402 sf Buffer Reduction: 14,292 sf Additions/Enhancements: Wetland Creation: 10,491 sf Buffer Replacement(Creation): 31,051 sf Wetland Enhancement: 29,068 sf Buffer Enhancement: 61,605 sf 3.2.2 KCRTS/RUNOFF FILES METHOD—GENERATING TIME SERIES TABLE 3.2.2.B.EQUIVALENCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group Soil Group Alderwood (AgB, AgC,AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 • Beausite (BeC, BeD, BeF) C Till 2 Bellingham (Bh) D Till 3 Briscot(Br) D Till 3 Buckley (Bu) D Till 4 Earimont(Ea) D Till 3 Edgewick(Ed) C Till 3 Everett(EvB, EvC, EvD, EwC) AB Outwash 1 Indianola(InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neitton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia(Os) D Till 3 Oval! (OvC, OvD, OvF) C Till 2 Pi!chuck (Pc) C Till 3 Puget(Pu) D Till 3 Puyallup (Py) B Till 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Sala! (Sa) C Till 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar(Sm) D Till 3 Si(Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C Till 3 Tukwila (Tu) D Till 3 Woodinville (Wo) D Till 3 Notes: 1. Where outwash soils are saturated or underlain at shallow depth (<5 feet) by glacial till, they should be treated as till soils. 2. These are bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study, these soils should be treated as till soils. _ 4. Buckley soils are formed on the low-permeability Osceola mudflow. 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All permanent(e.g.,protected by covenant or SAO designation)on-site fcrestishtub cover irrespective of age planted at densities sufficient to ensure 80%+canopy cover within 5 years Pasture All grass land pasture land,lawns,cultivated or cleared Unprotected forest in rural residential development may areas,except for lawns in re-developne t areas with pre- be considered half pasture,half grass_ development densities in excess of 4 DU/GA. Grass Lawns in redevelopment areas with predevelopnent All post-development grassland,all on-site forested land densities in excess of 4 DU/GA not protected by covenant or NGPE designation(except in rural areas as noted above). Wetland All delineated wetland areas except cultivated/drained All delineated wetland areas except cultivated/drained farmland farmland Impervins"r All impervious surfaces including heavily compacted All impervious surfaces including heavily compacted Open well gravel and dirt roads,parking areas,etc. gravel and dirt roads,parking areas,etc. Notes: (1) Impervious acreages used in KCRTS computations should be the effective impervious area(EIA) This is the grass impervious area multiplied by the effective impervious fraction(see Table III-3). Non-effective impervious areas are considered the same as the surrounding land cover. TABLE III-3 EFFECTIVE IMPERVIOUS FRACTION ttl Land Use Predevelopment Postdevetopment CommerciallLudirial/Roedways 95 1(X) Multi-Family or High Density Single-Family° 80 100° (>4 DU/GA) • Medium Density Single-Family°J 66 l00°n (4 DU/GA) Law Density Single-Family° 50 100°' (1 DU/GA) Rural°(<1 DU/GA) 40 100°") Gravel/Dirt Roads and Parking Lots 50 50 Notes: (1) The effective impervious fraction is the fraction of actual total impervious area directly connected to the drainage system.These figures should be used in the absence of detailed surveys or physical insepction (2) Figures for residential areas include roadways. (3) Where downspout infiltration is used,roofs are not counted as impervious area when sizing the flow control facility.Roofs are considered grass where downspouts are dispersed in rural residential development,or where dispersed flowpaths exceed 50 feet in urban residential development STEP 3. (continued) The next screen shows the Total Area computed. It also prompts the user to enter the Time Series File Filename. When using 15-minute timesteps, the program will prompt the user for information on flow paths within the drainage area. 111-6 KCRTS User's Guide December 15.1995 ST 1.0/ ST 1.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 ST 1.1 7.1-. { , ,40,70,,, 4 SNONONISH COUNTY t � � �. f yl tclxa couwtr a.ig— ,.ir 71 ri_i 0 yz :.7,..i1:12,,k..7'....;!;:- `c1,0 roll w� y., ,,. ,/' �. ra '11 .4f4Y.;:k,k. ir ;afar: ilit fr,411 1 4 A eit •.. .•• . ,,F4 , ,.. ,. ,.._•.,...,_ Vfoi rte r \.,:p,i' 'NS`S i .�I �' !' ♦ :Itipiter 0010 . ,. „'- ,r. , ,',�+ i \•' r;1 'rte rz G TFi h� ir towii„.-!,..t.A-*0 vZi4 ,44 ' - .. 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' -' - _,.,,,,i. oieil ,,,,,,,, 40, .-4Fir • 0 r 1.1 zie,40., PIERCE COUNTY _± ~ ST 1.0 /■ ST 1 tainfall Regions and .a Regional Scale Factors LA 0.9 _� .� LA 1.2 '_1 Incorporated Area LA 1.0 —gra River/Lake --- Major Road misc0108.exc KCRTS Program. . .File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 2.19 0.00 0.000000 Till Forest 1.46 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.68 0.00 0.000000 wetland 0.00 0.00 0.000000 Impervious predev.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies predev.tsf predev.pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.42 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 wetland 1.00 0.00 0.000000 Impervious dev.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies dev.tsf dev.pks R RETURN to Previous Menu CJ CREATE a new Time Series ST 0.66 0.00 0.000000 Till Forest 0.67 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 outwash Forest 0.00 0.00 0.000000 outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.76 0.00 0.000000 Wetland 0.00 0.00 0.000000 Impervious bypass.tsf T 1.00000 T [T] Enter the Analysis TooLS Module P Compute PEAKS and Flow Frequencies bypass.tsf by ass.pks [R] RETURN to Previous Menu [T] Enter the Analysis TOOLS Module [D] Compute Flow DURATION and Exceedence predev.tsf target.dur Page 1 misc0108.exc F F 36 0.102000E-01 0.600000E-01 [R] RETURN to Previous Menu [F] Size a Retention/Detention FACILITY Manual Design pond.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design pond.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design pond.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design pond.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design pond.rdf 5 Route Time Series 0 Return to Main Menu [X] eXit KCRTS Program Page 2 predev.pks Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFs) Period 0.325 2 2/09/01 15:00 0.462 1 100.00 0.990 0.086 7 1/05/02 16:00 0.325 2 25.00 0.960 0.275 3 2/27/03 7:00 0.275- 3 10.00 0.900 0.017 8 3/24/04 19:00 0.192 4 5.00 0.800 0.120 6 1/05/05 8:00 0.176 5 3.00 0.667 0.192 4 1/18/06 20:00 0.120- 6 2.00 0. 500 0.176 5 2/01/07 0:00 0.086 7 1.30 0.231 0.462 1 1/09/08 9:00 0.017 8 1.10 0.091 computed Peaks 0.417- 50.00 0.980 .tis i tNT�2v 9 L = S3 t, 1,17 = b.I Z .S - O •0(40 Yr .a,. soz,z,, - _ o .41-1 -- 0.010 = D. U1 6-z...k.Nw(LUNI- IL -- - . Th(0- I '3S_ Page 1 dev.pks Flow Frequency Analysis Time series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (cFs) (CFS) Period 0.191 4 2/09/01 2:00 0.410 1 100.00 0.990 0.136 7 1/05/02 16:00 0.235 2 25.00 0.960 0.235 2 2/27/03 7:00 0.201 3 10.00 0.900 0.124 8 8/26/04 2:00 0.191 4 5.00 0.800 0.154 6 10/28/04 16:00 0.187 5 3.00 0.667 0.201 3 1/18/06 16:00 0.154 6 2.00 0.500 0.187 5 11/24/06 3:00 0.136 7 1.30 0.231 0.410 1 1/09/08 6:00 0.124 8 1.10 0.091 Computed Peaks 0.351 50.00 0.980 Page 1 bypass.pks Flow Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.241 2 2/09/01 15:00 0.344 1 100.00 0.990 0.059 7 1/05/02 16:00 0.241 2 25.00 0.960 0.218 3 2/27/03 7:00 0.218 3 10.00 0.900 0.012 8 3/24/04 19:00 0.129 4 5.00 0.800 0.077 6 1/05/05 8:00 0.116 5 3.00 0.667 0.116 5 1/18/06 20:00 0.077 6 2.00 0.500 0.129 4 2/01/07 0:00 0.059 7 1.30 0.231 0.344 1 1/09/08 9:00 0.012 8 1.10 0.091 Computed Peaks 0.310 50.00 0.980 Page 1 Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 90.00 ft Pond Bottom Width: 40.00 ft Pond Bottom Area: 3600. sq. ft Top Area at 1 ft. FB: 7296. sq. ft 0.167 acres Effective Storage Depth: 3.00 ft Stage 0 Elevation: 407.00 ft Storage Volume: 14634. cu. ft 0.336 ac-ft Riser Head: 3.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.00 0.047 2 2.00 2.22 0.134 6.0 Top Notch Weir: None Outflow Rating Curve: None • Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 407.00 0. 0.000 0.000 0.00 3600. 0.01 407.01 36. 0.001 0.003 0.00 3608. 0.02 407.02 72. 0.002 0.004 0.00 3616. 0.03 407.03 108. 0.002 0.005 0.00 3623. 0.04 407.04 145. 0.003 0.006 0.00 3631. 0.05 407.05 181. 0.004 0.006 0.00 3639. 0.06 407.06 217. 0.005 0.007 0.00 3647. 0.07 407.07 254. 0.006 0.007 0.00 3655. 0.08 407.08 291. 0.007 0.008 0.00 3663. 0.09 407.09 327. 0.008 0.008 0.00 3670. 0.19 407.19 698. 0.016 0.012 0.00 3749. 0.29 407.29 1077. 0.025 0.015 0.00 3829. 0.39 407.39 1464. 0.034 0.017 0.00 3910. 0.49 407.49 1859. 0.043 0.019 0.00 3991. 0.59 407.59 2262. 0.052 0.021 0.00 4073. 0.69 407.69 2674. 0.061 0.023 0.00 4155. 0.79 407.79 3093. 0.071 0.024 0.00 4239. 0.89 407.89 3521. 0.081 0.026 0.00 4323. 0.99 407.99 3958. 0.091 0.027 0.00 4407. 1.09 408.09 4403. 0.101 0.028 0.00 4493. 1.19 408.19 4857. 0.111 0.030 0.00 4579. 1.29 408.29 5319. 0.122 0.031 0.00 4666. 1.39 408.39 5790. 0.133 0.032 0.00 4754. 1.49 408.49 6270. 0.144 0.033 0.00 4842. 1.59 408.59 6758. 0.155 0.034 0.00 4931. 1.69 408.69 7256. 0.167 0.035 0.00 5021. 1.79 408.79 7762. 0.178 0.036 0.00 5112. 1.89 408.89 8278. 0.190 0.037 0.00 5203. 1.99 408.99 8803. 0.202 0.038 0.00 5295. 2.00 409.00 8856. 0.203 0.038 0.00 5304. 2.02 409.02 8962. 0.206 0.040 0.00 5322. 2.05 409.05 9122. 0.209 0.044 0.00 5350. 2.07 409.07 9230. 0.212 0.050 0.00 5369. 2.09 409.09 9337. 0.214 0.059 0.00 5387. 2.12 409.12 9499. 0.218 0.071 0.00 5415. 2.14 409.14 9608. 0.221 0.084 0.00 5434. 2.16 409.16 9717. 0.223 0.094 0.00 5453. 2.18 409.18 9826. 0.226 0.098 0.00 5471. 2.21 409.21 9990. 0.229 0.101 0.00 5500. 2.31 409.31 10545. 0.242 0.115 0.00 5594. 2.41 409.41 11109. 0.255 0.127 0.00 5689. 2.51 409.51 11683. 0.268 0.138 0.00 5785. 2.61 409.61 12266. 0.282 0.148 0.00 5881. 2.71 409.71 12859. 0.295 0.157 0.00 5978. 2.81 409.81 13462. 0.309 0.166 0.00 6076. 2.91 409.91 14074. 0.323 0.174 0.00 6175. 3.00 410.00 14634. 0.336 0.181 0.00 6264. 3.10 410.10 15265. 0.350 0.496 0.00 6364. 3.20 410.20 15907. 0.365 1.070 0.00 6465. 3.30 410.30 16558. 0.380 1.800 0.00 6566. 3.40 410.40 17220. 0.395 2.600 0.00 6668. 3.50 410.50 17892. 0.411 2.890 0.00 6771. 3.60 410.60 18574. 0.426 3.150 0.00 6875. 3.70 410.70 19267. 0.442 3.390 0.00 6979. 3.80 410.80 19970. 0.458 3.610 0.00 7084. 3.90 410.90 20684. 0.475 3.830 0.00 7190. 4.00 411.00 21408. 0.491 4.030 0.00 7296. 4.10 411.10 22143. 0.508 4.220 0.00 7403. 4.20 411.20 22889. 0.525 4.400 0.00 7511. 4.30 411.30 23645. 0.543 4.570 0.00 7620. 4.40 411.40 24413. 0.560 4.740 0.00 7729. 4.50 411.50 25191. 0.578 4.900 0.00 7839. 4.60 411.60 25980. 0.596 5.060 0.00 7950. 4.70 411.70 26781. 0.615 5.210 0.00 8061. 4.80 411.80 27593. 0.633 5.360 0.00 8173. 4.90 411.90 28416. 0.652 5.500 0.00 8286. 5.00 412.00 29250. 0.671 5.640 0.00 8400. I Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.56 0.18 2.93 409.93 14177. 0.325 2 0.28 0.14 2.52 409.52 11729. 0.269 3 0.34 0.10 2.23 409.23 10074. 0.231 4 0.28 0.13 2.44 409.44 11270. 0.259 5 0.30 0.11 2.29 409.29 10413. 0.239 6 0.18 0.04 1.84 408.84 8027. 0.184 7 0.23 0.03 1.38 408.38 5726. 0.131 8 0.26 0.03 1.18 408.18 4804. 0.110 Hyd RID Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.18 0.26 ******** 0.46 0.43 2 0.14 0.19 ******** ******* 0.32 3 0.10 0.18 ******** ******* 0.23 4 0.13 0.07 ******** ******* 0.19 5 0.11 0.07 ******** ******* 0.18 6 0.04 0.05 ******** ******* 0.08 7 0.03 0.04 ******** ******* 0.06 8 0.03 0.00 ******** ******* 0.03 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 0.561 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.175 CFS at 11:00 on Jan 9 in Year 8 Peak Reservoir Stage: 2.93 Ft Peak Reservoir Elev: 409.93 Ft Peak Reservoir Storage: 14177. Cu-Ft 0.325 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0.427 CFS at 9:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.002 40976 66.823 66.823 33.177 0.332E+00 0.006 3877 6.323 73.146 26.854 0.269E+00 0.010 5267 8.589 81.735 18.265 0.183E+00. 0.014 3478 5.672 87.407 12.593 0.126E+00 0.018 2992 4.879 92.286 7.714 0.771E-01 0.021 1720 2.805 95.091 4.909 0.491E-01 0.025 1227 2.001 97.092 2.908 0.291E-01 0.029 819 1.336 98.428 1.572 0.157E-01 0.033 454 0.740 99.168 0.832 0.832E-02 0.037 343 0.559 99.728 0.272 0.272E-02 0.041 66 0.108 99.835 0.165 0.165E-02 0.045 14 0.023 99.858 0.142 0.142E-02 0.049 9 0.015 99.873 0.127 0.127E-02 0.052 4 0.007 99.879 0.121 0.121E-02 0.056 3 0.005 99.884 0.116 0.116E-02 0.060 6 0.010 99.894 0.106 0.106E-02 0.064 5 0.008 99.902 0.098 0.978E-03 0.068 3 0.005 99.907 0.093 0.930E-03 0.072 2 0.003 99.910 0.090 0.897E-03 0.076 4 0.007 99.917 0.083 0.832E-03 0.080 3 0.005 99.922 0.078 0.783E-03 0.083 1 0.002 99.923 0.077 0.766E-03 0.087 3 0.005 99.928 0.072 0.718E-03 0.091 1 0.002 99.930 0.070 0.701E-03 0.095 2 0.003 99.933 0.067 0.669E-03 0.099 4 0.007 99.940 0.060 0.603E-03 0.103 7 0.011 99.951 0.049 0.489E-03 0.107 3 0.005 99.956 0.044 0.440E-03 0.111 5 0.008 99.964 0.036 0.359E-03 0.115 3 0.005 99.969 0.031 0.310E-03 0.118 4 0.007 99.976 0.024 0.245E-03 0.122 2 0.003 99.979 0.021 0.212E-03 0.126 2 0.003 99.982 0.018 0.179E-03 0.130 4 0.007 99.989 0.011 0.114E-03 0.134 3 0.005 99.993 0.007 0.652E-04 0.138 2 0.003 99.997 0.003 0.326E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ $ $ 0.004 42757 69.728 69.728 30.272 0.303E+00 0.013 8512 13.881 83.609 16.391 0.164E+00 0.022 4950 8.072 91.681 8.319 0.832E-01 0.031 2349 3.831 95.512 4.488 0.449E-01 0.040 1236 2.016 97.528 2.472 0.247E-01 0.049 606 0.988 98.516 1.484 0.148E-01 0.058 373 0.608 99.124 0.876 0.876E-02 0.067 162 0.264 99.388 0.612 0.612E-02 0.075 100 0.163 99.552 0.448 0.448E-02 0.084 73 0.119 99.671 0.329 0.329E-02 0.093 37 0.060 99.731 0.269 0.269E-02 0.102 32 0.052 99.783 0.217 0.217E-02 0.111 23 0.038 99.821 0.179 0.179E-02 0.120 14 0.023 99.843 0.157 0.157E-02 0.129 17 0.028 99.871 0.129 0.129E-02 0.137 6 0.010 99.881 0.119 0.119E-02 0.146 10 0.016 99.897 0.103 0.103E-02 0.155 6 0.010 99.907 0.093 0.930E-03 0.164 4 0.007 99.914 0.086 0.864E-03 0.173 8 0.013 99.927 0.073 0.734E-03 0.182 6 0.010 99.936 0.064 0.636E-03 0.191 5 0.008 99.945 0.055 0.554E-03 0.199 8 0.013 99.958 0.042 0.424E-03 0.208 3 0.005 99.962 0.038 0.375E-03 0.217 5 0.008 99.971 0.029 0.294E-03 0.226 4 0.007 99.977 0.023 0.228E-03 0.235 2 0.003 99.980 0.020 0.196E-03 0.244 0 0.000 99.980 0.020 0.196E-03 0.253 3 0.005 99.985 0.015 0.147E-03 0.261 3 0.005 99.990 0.010 0.978E-04 0.270 0 0.000 99.990 0.010 0.978E-04 0,279 0 0.000 99.990 0.010 0.978E-04 0.288 1 0.002 99.992 0.008 0.815E-04 0.297 3 0.005 99.997 0.003 0.326E-04 0.306 1 0.002 99.998 0.002 0.163E-04 0.315 0 0.000 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS Fraction of Time Check of Tolerance Cutoff Base New %Change Probability Base New %Change 0.061 I 0.93E-02 0.77E-02 -17.8 I 0.93E-02 0.061 0.056 -6.7 0.081 I 0.58E-02 0.38E-02 -35.6 I 0.58E-02 0.081 0.068 -16.4 0.101 I 0.42E-02 0.22E-02 -47.3 I 0.42E-02 0.101 0.077 -23.9 0.122 I 0.30E-02 0.15E-02 -51.1 I 0.30E-02 0.122 0.088 -27.9 0.142 I 0.21E-02 0.11E-02 -44.9 I 0.21E-02 0.142 0.104 -26.9 0.162 I 0.13E-02 0.88E-03 -30.8 0.13E-02 0.162 0.131 -19.6 0.183 I 0.78E-03 0.64E-03 -18.8 0.78E-03 0.183 0.171 -6.3 0.203 I 0.57E-03 0.41E-03 -28.6 0.57E-03 0.203 0.187 -8.0 0.224 I 0.44E-03 0.26E-03 -40.7 0.44E-03 0.224 0.199 -11.1 0.244 I 0.36E-03 0.20E-03 -45.5 0.36E-03 0.244 0.210 -13.8 0.264 I 0.18E-03 0.98E-04 -45.5 0.18E-03 0.264 0.244 -7.6 0.285 I 0.98E-04 0.98E-04 0.0 0.98E-04 0.285 0.287 0.7 0.305 I 0.33E-04 0.16E-04 -50.0 0.33E-04 0.305 0.303 -0.6 Maximum positive excursion = 0.011 cfs ( 4.2%) occurring at 0.275 cfs on the Base Data:predev.tsf and at 0.287 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.033 cfs (-27.9%) occurring at 0.117 cfs on the Base Data:predev.tsf and at 0.084 cfs on the New Data:dsout.tsf ___ ----- ---7 ----,----7-T:--, ---7---T-- --rcrx-5<-' ,,,,,,•,,, ,,„..„,,...: ,,,,...,,,..,,,,, - , , -,,,, ,. . ,.,,,;,..,,, ,,.,..„,,, ,,,., „.„ .. - ,t._ o rdout.dur o dsout.dur • target,dur 0 • c+) • o •._ ....• • u. U • • • tuo N • O • L R • o • ti • ♦ • • ♦ • ♦ ♦• • ♦• • • • • ♦• • ••• • • ♦. 00 • •o •`~♦`' • O 0 • i 1 I I I Ilii t T 1111111 I I I I I I T I I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 11 10 -5 10 -4 10 -3 10 101 100 Probability Exceedence Wetpond Sizing Worksheet Summary of the 1998 Surface Water Design Manual Requirements Project Name: Knight Property Project Number: MISC-0108 Pond Description: Wetpond Step 1) Determine volume factor f. Basic size? f= 3 Large size? f= 4.5 Step 2) Determine rainfall R for mean annual Storm Rainfall (R) 0.039 (feet) Step 3)Calculate runoff from mean annual storm V,= (0.9A, + 0.25At9 + 0.10Ar+ 0.01Ag) XR A;= tributary area of impervious surface 54,332 (sf) Atg = tributary area of till grass 43,597 (sf) Att= tributary area of till forest 0 (sf) Aog = tributary area of outwash grass 0 (sf) R= rainfall from mean annual storm 0.039 (feet) V,= Volume of runoff from mean annual storm 2,332 (cf) Step 4) Calculate wetpool Volume Vb = fV, f= Volume Factor 3 Vb = Volume runoff, mean annual storm 2,332 (cf) V,= Volume of the wetpool 6,996 (cf) Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell 2,099 (cf) Depth h 1st cell (minus sed. Storage) 4 (feet) Determine horizontal xs area at mid-depth using Amid = Vol. 1st cell/ h A mid 525 (sf) Mid-width 23 (feet) Mid-length 23 (feet) Determine xs area at surface Z= Side slope length (_H:1 V) 3 3:1 recommended 2(h/2 x Z) = 12 (feet) Dimensions of top of pond adjusted for geometrics Top width 35 (feet) Top length 35 (feet) Atop = 1218 (sf) b) Determine geometry of second cell Volume in second cell 4,897 (cf) Depth h 2nd cell 4 (feet) Determine xs area at mid-depth using A mid = Vol. 2nd cell /h A mid 1,224 (sf) Mid-width 23 (feet) Mid-length 53 (feet) Determine horizontal xs area at surface Z = Side slope length (_H:1 V) 3 3:1 recommended 2(h/2 x Z) = 12 (feet) Dimensions of top of pond adjusted for geometrics Top width 35 (feet) Top length 65 (feet) Atop= 2285 (sf) Adjustment to cells (If necessary) Geometry check: Overall pond L:W at mid-depth = 3:1 Pond width (mid-depth) 23 Cell 1 length (mid-depth) 23 Cell 2 length (mid-depth) 53 Pond Length (mid-depth) = Cell 1 + Cell 2 76 Lmid : Wmid = 3.33 Total Wetpond Surface area required = 3,503 Total Wetpond Bottom area required = 571 SI 1.0/ ST 1.0 LA 0.8 LA. 0.9 LA 1.0 LA 1.2 ,, , L. 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At:0:41;11 4r,t,rx,-----N, 41;44 ItArir "a' UPPER 'RESTON a' —, ,.... i r •,` 1,0 ICERRISION • '-' .:;,..•`a'''‘i13:17:,, a 111 . 4 44001011. g ,,,,,,War... -,-, Will I • . .. 11014111kilillik° .t, Oc t/t3 - 4 ',.,,11-': :4 -!'",:,:,,,•,;t1t01.;'-'..: .'- , 10q0101 , p -* gliai .,........„ .„....,,, ,.. .„, i AIP: 41140 42) r -Are I, .. .$, b...„.,i,., 0.54'' '41r .,A , ,, d,„..-, • ,., .., (0.045') 'AO . • / 0.47 --4rJr,17,4- PIERCE COUNTY 0 " (0.039 ) _..,- 2 /A ,/ r,.72'; Incorporated Area —ea River/Lake 0.47" '1 Major Road (0.039') 0.52" (0043) 0.56" (0.054') 0.65" . , NOTE: Areas east of the easternmost isopluvial shouldofuisneteOre.6s5t (0.047') inches unless rainfall data is available for thelocation 24 The mean annual storm is a conceptualstormtotal numberfound by dividing the annual precipitation by the of storm events per year TopoZone -The Web's TopographicMap raga i vi i IIII 111000ne tt"1114**14' VOIR-aamenriegNitili w4-49krippolio Y r . • ce ., IF I ,, '7 '2. • j : . # ' gisatio , . .4_._ .....,,,, ...„:„..„,.. ,/ • 1 . ti, • • ~. , ,, _ ,. ,- � •I may,. +1'. 7, f••. t _ : ;it. aY+., • • • •..• , \ . . 1.. :",, ,:4..,;,‘,7.2r:4_1,10„,,...4.4 . . oftv 4.2 .L.,-, - .,, _ . c\ 11,,\: .q a ' .I ! •i ii rig , -.. • . 1 , , „.‘„‘„,„ .., ,3.,,,,4, ,,i4 - . ,_ ig _, • ..• . & ,. ,-,,,, • ,, .3., _ 6,.. . ! • - Y•'t •fr gr,j `. .¢ F .• • w F ,; Gr ;ti ° �, ,` 'rpt: :,- ' «�t .�`. ,� , 1� 0,-; �y� fir f i �. 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Box 6 Renton, WA 98057 Prepared By: Peterson Consulting Engineers Joseph M. Hopper, EIT PCE Job No. MISC-0108 TABLE OF CONTENTS TASK 1: STUDY AREA DEFINITION&MAPS 1 Figure 1: Vicinity Map 2 Figure 2: Site Map 3 Figure 3: Upstream Tributary Areas 4 TASK 2: RESOURCE REVIEW 5 Figure 4: SCS Soils Map 6 TASK 3: FIELD OBSERVATIONS.... 7 TASK 4: DRAINAGE SYSTEM DESCRIPTION 8 Figure 5: Downstream Map 9 Figure 6: King County Level 1 Tables 10 TASK 5: EXISTING AND POTENTIAL PROBLEMS .»»...11 Peterson Consulting Engineers Page i APce-server1project reports sod com MSC-0108\Level I-MISCOIO8.ax Level 1 Analysis for Parklane Court 7/14/2004 TASK 1: STUDY AREA DEFINITION & MAPS The"Parklane Court" residential subdivision is a proposed 10-lot residential subdivision on an approximately 4.33-acre site located in Renton. The site is more specifically located between Lyons Ave. S.E. (1. 6`� E.) and 148`h Ave. S.E. The north property line lies approximately 300 feet south of S.E. 1�. Access to the site will be from a public residential access street to be constructed to intersect with Lyons Ave. S.E. approximately 450 feet south of S.E. 132°d St. The site is located in the northeast 1/4 of Section 15,Township 23 North, Range 5 East, W.M., in the City of Renton. The site comprises two parcels recorded as King County Assessor's Parcel No's. 084710-0080 and 084710-0081. Figure 1: Vicinity Map and Figure 2: Site Map.. DOWNSTREAM DRAINAGE ANALYSIS The downstream drainage path for the site will be explored for a minimum of Y4 mile or until the site is less than 15% of the tributary basin. Observations will be made up to one mile downstream, if drainage complaints or conditions warrant. The downstream drainage system will be documented in detail in Task 3 and 4. UPSTREAM DRAINAGE ANALYSIS Approximately 3.08 acres of upstream tributary areas does exist to the north of the project site. The westerly portion of this basin collects in the wetland that straddles the north property line near the northwest corner of the property. The rest of the upstream areas sheet flow onto the proposed project site, eventually collecting in the wetland in the southerly portion of the site. see Figure 3—Upstream Tributary Area Map. Peterson Consulting Engineers Page 1 \\Pce-server\project repots and correspondencc\M1SC-0 108\Level I-MISC0108.doc W Z Z LI W Q Q Q 2� SE 124TH ST Z 0 QQa o NE 5TH ST L-4:11-• Q. O, Z ZOv NE 4TH PL _._,K-1 Q. SE 128TH ST NE RD LN W 2 SE 129TH PL rt r \ 0 0 0 NE 2ND ST $ITE 1 Li LI (SE 132ND ST) NE 2ND ST ti Li QQ 0o SE 133RD ST P SE 136TH ST --.1 5 Pv � i SE 139TH ST ORP SE 2ND CT , SE 2ND ST ..--------- -‘:;1-37 W iQ 'e.1‘ \--'`‘)11/4 MW PLEWOOD SE 138TH PL l It) �m PARK Z W (O SE 139TH PL SE 140TH ST ^r a SE N •¢2ND ST o` 0) PARKLANE COURT VICINITY MAP DWN. BY: DATE: JOB NO. ft) ETERSON 4030 Lake Washington Blvd. N.E., Suite 200 AAL 7/14/04 M/SC-0108 CONSULTING Kirkland, WA 98033 I ` c 1 ti I I I: ti Tel (425)827-5874 CHKD. BY: SCALE: Fax(425)822-7216 J. HOPPER NTS FIGURE 1 tS N. L 0 I 0 25 50 a SCALE IN FEET I 444444444444 NE 2ND STREET (SE 132ND STREET) i e a � � Alg41 � 0 . . 2 \\1 " I IC pl /wL 03 •- r iIQ i : �v till't lc 3", ... .... ___ ._. _ . . , l^_ 1 , f ...., - _ - - ...lig NG- � 411._ _ I 1� _ ----) „WU) I Q milz Z , o It i �y J, W ( ,- 1. ,5, 1 1 ,- \ I STAWPhnTVALI) `-i` \I �/ i (NESS SC�1®AA061TID ` .. -- / / ''' D ETERSON • ,• N/ C •NSULTING __ / ","'ems _' ' i _ 4030 Lake Brhfgtua �.dN.L. 200 Erkland, TA 10033 Tel(425)1127-5$74 P Tax(425)$22-721$ MISC-0108 FIGURE 2 LYONS AVE SE(146TH AVENUE SE) S __..._ , .. _._ . i 1 , i \ i. i s ., lif, / / / ' is-__ / / gi e'‘.• . , ,/ . ....., ... . . ., ‘ _1-... , , •/ , .....„ . S� / . , . , _ t. . ... I it' "N . , .. • I /- / /�, 'SI . \i , ' 4 •L I, ' 117 l''' ? \-s '... 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I ( I I - ---Ups-----I-4.1_ - ' -- Level 1 Analysis for Parklane Court 7/14/2004 TASK 2: RESOURCE REVIEW Several resources were reviewed during the preparation of this report. Those resources that provided information pertinent to this are documented below. If a resource is not cited herein then that document did not apply to this site. BASIN PLANS/BASUN RECONNAISSANCE SUMMARY REPORT The site is located in the Cedar River Drainage Basin. King County currently does not have any available basin plans or reconnaissance reports for this area. SENSITIVE AREA MAP FOLIO (USING IMAP ONLINE) For the latest information, the iMAP parcel viewer provided by DDES online has been utilized to determine if the site lies within any sensitive areas. The site is not located in Wetlands, Seismic, Erosion, Landslide or Coal Mines Hazard area,nor is there any stream directly adjacent to the property. A copy of the iMAP printout is located in the Appendix. SCS SOIL SURVEY The soils on the site, per the SCS Soils mapping, are AgC(Alderwood Gravelly Sandy Loam),please reference Figure 4: SCS Soils Map. A geotechnical report has been prepared by Dennis Joule, P.E., dated June 28, 2004. The soils described in that report are representative of the King County classification noted as "Till" soils by Table 3.2.2.B (Appendix A) in the 1998 KCSWDM. DRAINAGE COMPLAINTS Drainage complaints were investigated using King Counties iMap information system. 25 drainage complaints were filed downstream of the site from 1993 to 2003 and all but one are now closed. An iMAP printout of all drainage complaints filed in the area of the site as been provided in the Appendix. 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' •I'Y C 4, .7 •.• ' • • ,,,t- 1%,""r, '.'-• tirv• - . ....,.•-,, ;:- Y .• ...A. - * '' -te i. f g 4:. • • ,, ; , ,,,, :: •&__,„ ,E- 4. ..-„, ..., ...,.. , _. 9.,,,,,,,,,,,.. .., .„,. , Er In), i . ...1 4, li II'', ,1-', r/ Or ;/:: 44 • ,-.. .- ., .-.. .. ,,. ., , , .. . ..,• ,,,, ,,,f_ 4, :t . fr., o• : •• .V. i hi I ii I:ri i' * ; .. . r 4) . m.,.... . a.7 i :; -* . r -yio,f . '`:'': . . • `. • .. f`,C ,' , # i t; ; I. I • ' . I. ' i 4'. Level I Analysis for Parklane Court 7/14/2004 TASK 3: FIELD OBSERVATIONS A field investigation was performed on April 27, 2004. The weather conditions were 50 degrees and partly cloudy. The site is currently vacant. Portions of the site have been cleared. A total of five wetlands are currently located on site. The site characteristics include the wetlands, relating vegetation around those wetlands, some wooded area, and some cleared areas that are categorized as tall grasses or pasture. The site has an average slope of approximately 2-percent with several small isolated areas where the slopes get as steep as 8 to 10-percent. The site slopes from the north, east and west sides of the property to the wetland located in the south-central area of the site. (see Figure 2: Site Map). Runoff from the site typically sheet flows to the southern edge of the property from all directions. A wetland that is heavily vegetated is located in this area and overlaps onto the neighboring property to the south. Peterson Consulting Engineers Page 7 �\Pce-saver\Project reports and correspondence\MISC-01 08\Level I-MISCO 108.doc Level 1 Analysis for Parklane Court 7/14/2004 TASK 4: DRAINAGE SYSTEM DESCRIPTION Please reference Figure 5: Downstream Map and Figures 6: King County Level 1 Table. Runoff leaves the site by entering an existing wetland located at the southern property line(Point #1). The wetland straddles the property line and continues onto the parcel to the south. The wetland extends close to the southerly property line of the neighboring parcel, in the wet season the wetland's water surface my extend to the property line, in the drier months the water surface recedes away from the property line leaving a"meandering" swale/low area(Point#2). Along the northeasterly portion of the next parcel to the south, in the rear yards of the newly developed Parkside Court Subdivision, there is a 12" storm line with catch basins set at elevations to control the high water elevation of the neighboring wetland to the north(Point#3). This interceptor system conveys the overflow drainage to the newly constructed detention pond located in the southeast corner of the Parkside Court subdivision (Point#4). The pond outlets to the south through a tee type control structure with flow control elbows and orifices (Point #5). Field inspection was halted at the detention pond, due to limited access beyond the pond through the property to the south of the pond. The pond was designed and constructed within the last few years, and it is assumed that the drainage calculations for the pond reflect the upstream basin that contributes to it. The interceptor system would determine the ultimate size of the pond and establish controlled release rates through the above observed control structure. Due to the fact that the pond in the Parkside Court subdivision controls the release rates for the entire upstream basin, no additional inspection should be required. County maps were reviewed to find any additional information for this drainage basin and any resulting downstream issues. There have been several complaints filed further downstream beyond the Vs mile reach. All of the complaints were minor in nature and have since been addressed by the county and the complaint files closed. It appears that most of the complaints filed were due to maintenance issues that have since been repaired by the county. Peterson Consulting Engineers Page 8 \\P )�reports and correspondence MISC-01O8\Level 1-MISCOIOE.doc QKing County Home News Services Comments Search iMAP - Pro e : Info Plannin• moilillffilLIKI • (��- �r�sIt11•' ■ t,�tt+vjj �•- - ;'►•�,sw ta►>t,asawws7 f l lrf a alien A I • t"1um ��' i/ IIIR.; , .` lel''" a,i.►,. l� limos .. ••, IllaillE S I I ."It i .:� `� :V fit'►1�''�li��►r. ili!li Aiwa' 19111111°1184Asi SE_32ND`. ,7:/111111imunio (�limllhr►aN6.-12/v6011•0 •. 1 1` �1,.t jlevlist Phuti 111111.1110...2.111mrn MOW 1 mariall tllf1 .iii 9 n rte. Z Q-41-1. ;��„ w isTo; 4e�.i.. 4'.143Ro•sT . r: 's - ` i.• 1{{`` O2-416-w).74".` •, VIO. t' �11 l �_H t > 1i� A1` e ' t; �' �1«SE 3STg 13, t. eal 01 r`� SE 36T el_L-" lh_ , �►�1�,s ��t 1 GT.. , , • IIS ~I dells q >al I!' 70 ' • _ ilial.. rr le X. 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King County I GIS Center I News I Services I Comment,I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the sits.The details. FE ' toWNSICZa,N MAP http://www5.m etrokc.gov/seryl et/com.esri.e sri m ap.E sri m ap?S ervi ceName=overview&CI i e... 7/14/2004 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Basin: Subbasin Name: Subbasin Number: R t ::...�,��,,�l�a '"�� t� 3 '�r,�Lzfi 4.,,„;.. c bM��,�,�� ,§-,,,,'�� q �,�,5�'��" - , _ ,,."400 /2.,..,,,-„,,,k �i.r ,4,, ,... ... ,. _, n ..6c.. .,....„L„,.;.,,,,,,,,�?Y'. , :......� t' 3 e :$ m i,I N£ 3',,,, ° ,�' x ,,,,t2,,,:v , S x r. 4n H My - J',,,*v - .. Ana,. ,.o ,, ,'l- _. �. . w. 7w7L �, vxw ".�. ":„741:71,4 �" ,,�' ��.+� r',r. t Jaum'f°r ,sY. .- 4,: a ..o-'*'"s�� - .+�,,., . N '1`3�'�"" ,� rook* Q VYEZI,AAI0 4464E-LAS WIrTs.4M) 1 0 tuaAT .�iter4 EX./0401o4J DEA.Qtl7 VIF_-u.ka0 Q SvIAL.E, Mw�o�t. a?$4A t bt 1 00 li bV 0PI44 �A i.,�4a0> TI-oaa 41) Q PIPE. 1•AataP Siv I%t 320 flout Moms NE.,. W)e_ lmteciAA- 0.) Pou p sDci -ooa VoNO — 450 l4or4v-� t\Ioo•NE. 111e...w ?b,s tJ C C ? c5c cL ct.,40 bS1LLT — 6,4 0 1.1�,4 sr- 1.14s r_ ...._ Topa(..1> 11.4Sr'r=cr o h, 2A1H5-To o Lb/49 R o C F..k \4 fF)4 HIL T w ‘Ic-a . 170.-1`0 C-baZ>t-14-5 -L,u cr .:-S Tib a e-cut 14b Aaorn.«Aoc IN SPS—ct►v,4 lllti.0 C sSAvt. Ac.L 2- T'O t 8 1rs Q zi27-`► 1.......Gil . . 98-4\inBO4 Level 1 Analysis for Parklane Court 7/14/2004 TASK 5: EXISTING AND POTENTIAL PROBLEMS On site there appear to be several dirt bike or four wheeler trails that cut through the wetlands and are causing erosion and degradation of the existing plat life and relating wildlife species. These trails also extend to the neighboring parcel to the south of the proposed development (Point #1 & 2). The interceptor system for the Parkside Court subdivision in fairly new and has yet to become overgrow or plugged. The potential is there for plants to overgrow the system if it is not maintained. Along with the potential for this projects development, there is an existing proposal already submitted to the City of Renton currently titled "Emma's Plat", file no. 04-025 for the neighboring property to the south of the project site. If both of these projects are constructed, they would contribute to eliminating any of the potential and existing problems described above. Peterson Consulting Engineers Page 11 \\Pce-Swalproject reports and corr«ym ence\M1SC- 1081.4vcl I-MISCO 108.aoc APPENDIX 0`t.r.r King County Home News Services Comments Search Win* - Stormwater SI.� tt� •t1Hi:iiiti±li, ti,Q �w,i". 'S`YE«.. .Itlite,kllAl .•• glilei df> 11: -..+;i iii .w ■ail ayl . SS mit,,, : NE•3RD r►m�pii ..:Wm +mnww�i t y 11 y fie; .i > is '4'b 0 1.:11i1 ' ...4b-k t*=og .... .. �_. in . . �- w �,` _ r w .tr.,w-.. + amew Ilftil z .�t�!?1_Xi' I" . :� IF t stir 1SW w11111116.- NEM°ma 1111 t11 •.ctti • t s"t w owl uI L • a.•; ? ,,• Mil= ullirttit {.�� , tf K e'mot Inge ii,- l .``a �„• SE 132ND ST e}sure'-- =Aid 1,101111,1 .if4 41 >k. t .1' i %Fail a -rr• ; i alliti/Neild yal#U� VIIII liA: . ►NAM - s aII 't1t t�-38F u, 'mil : WLRD DraInane Complaints _ Rec Complaint No Status Problem Type Rea Date TB PADD PARD 1 PADD SUF PIN NTS 1 1999.0809 CLOSED CONSTRUC C Tue,17 Aug 1999 00:00:00 3896 14800 '136TH ST 847100100 856J2 2 2000-0430 CLOSED DCA FCR Tue,13 Jun 2000 00:00:00 14995 142ND ST 1072000460 856J3 3 2000-0731 CLOSED WQD WOE Mon,4 Dec 2000 00:00:00 14210 149TH PL SE 1072000430 057A3 4 1990-1509 CLOSED EROSION C Mon,28 Nov 1990 00:00:00 42E1 14250 154TH PLACE SE 1072030520 657A4 5 1994-1011 CLOSED 'DRNG C Fri,30 Dec 1994 00:00:00 35E5 132ND&158TH A SE 1523059229 857A2 6 1996-0362 CLOSED FLDG C Mon,12 Feb 1998 00:00:00 3508 14210 149TH PL SE 1072000430 658.13 7 1996-0362 CLOSED FLDG R 'Fri,28 Apr 1996 00:00:00 3508 14210 149TH PL SE 1072000430 856.13 1 8 1966-0382 CLOSED FLDG S1 Wed,12 Jun 1996 00:00:00 3506 14210 149TH PL SE 1072000430 856.13 9 1997-0498 CLOSED KC PROPE C Frl,28 Feb 1997 00:00:00 3598 14202 149TH PL SE 1072000440 656J3 10 1997-1537 CLOSED FLOODING FCR Mon,17 Nov 1997 00:00:00 35D6 142 ST/149 PL SE 1072000480 656.13 11 1998-0007 CLOSED POND 'FCR Mon,5 Jan 1998 00:00:00 3508 13907 149TH PL SE '1072030540 658J3 12 1998-0322 CLOSED TREES C Mon,4 May 1988 00:00:00 35E6 14232 4 150TH PL SE • 1072000360 857A3 13 1998-0520 CLOSED DITCH FCR Wed,5 Aug 1998 00:00:00 3506 14000 142ND ST 1072030540 656.13 14 1999-0188 CLOSED PLO R/D FCR Two,2 Mar 1999 00:00:00 3508 14102 148TH PL SE 1072010510 656.13 15 1999-0625 CLOSED STND H2O 'C Mon,23 Aug 1999 00:00:00 35135 13741 148TH PL SE 1072030440 656.12 16 2000-0731 CLOSED MMG FCR Mon,30 Oct 2000 00:00:00 14210 149TH PL SE 1072000430 657A3 17 2000-0731 CLOSED MMG WOR Mon, 13 Nov 2000 00:00:00 14210 149TH PL SE 1072000430 657A3 18 2001-0041 CLOSED DDM FCR Tue,23 Jan 2001 00:00:00 14005 149TH PL SE 1072030540 857A3 19 2001-0332 CLOSED MMG FCR Mon,21 May 2001 00:00:00 ' 14995 142ND ST 1072000480 657A3 20 2001-0805 CLOSED MMF FCR Thu, 13 Dec 2001 00:00:00 14005 149TH PL 1072030540 657A3 21 2001.0805 'CLOSED MMF R Mon,24 Dec 2001 00:00:00 14005 149TH PL 1072030540 857A3 22 2002-0629 CLOSED DDM FCR Aton,9 Sep 2002 00:00:00 14995 SE 142NDT ST 1072000460 857A3 23 2003-0134 CLOSED MNM FCR Wed,5 Feb 2003 00:00:00 14005 149TH PL SE 1072030540 657A3 24 2003-0359 CLOSED WOO WQC Mon,19 May 2003 00:00:00 14005 149TH PL SE 1072030540 657A3 25 2003-0359 OPEN -WOO WOE Thu,22 May 2003 00:00:00 14005 149TH PL SE 1072030540 657A3 �4 # King County Nom: News Services Comments iMAP - Pro• : Info Plan_nin e a�. 1L1N. 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County Boundary ,./N./ Streams MI o,>rs.� 1 — fta,ard Streets SAO Wetland _lie 7/0; SAO Landslide Attends ::i: SAO Coal Lime Last • SAO Seismic flParcels SAO Erosion 1 Lakes and Large Rivers Landslide Harald Drainage Area • t information included on this map has been compiled by King County staff from a variety of sources and is subiect to change without notice. • County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such ormation.King County shall not be liable for any general,special, indirect Incidental,or consequential damages Including,but not llrrrted to, •st revenues or lost profits resulting from the use or misuse of the information contained on this map.Arty saleof this map or. information on • is ma• is • ohibited exce. • written •:mission of Ki • Coun . King County I GIS Center I New”I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details, SE,uscT\vt. MEM> http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&C1ie... 7/14/2004 WETLAND DETERMINATION PARKLANE COURT PROPERTY Residential Development City of Renton, Washington Prepared for: Mr. Ron Knight Washington Properties P.O. Box 6 Renton, Washington 98057 i Prepared by: C. Gary Schulz Wetland Ecologist 7700 S. Lakeridge Drive Seattle, Washington 98178 206-772-6514 July 7, 2004 ....................................................................................................... Page Introduction . 2 Site Description Purpose Methodology Wetland Determination 4 Soils Hydrology Wetland Description Summary References 8 Appendix A 9 1 Data Plot Forms List of Figures/Drawings Wetland Delineation Map Attachment 1 1 A wetland investigation has been conducted on the Parklane Court Property for a preliminary plat application in the City of Renton. The proposed project is a residential development 10 new, single-family lots. This report is intended to be preliminary for the City of Renton and wetland verification of"rating"and area. Numerous site visits occurred in December, 2003 and February, 2004 to investigate the entire site. Five, small wetlands were delineated on the subject property. A preliminary site plan for development is included in the plan submittal. Site Description The Parklane Court Property is approximately 43 acres in size and located between 146th Avenue S.E. (Lyons Avenue)and 148th Avenue S.E. (Nile Avenue)just south of the S.E. 132nd Street in the City of Renton, Washington (Section 15, Township 23N., Range 5E., WM). The subject property is comprised of two,existing lots and is zoned for residential use. The subject property is undeveloped forest land. Residential development borders the site to the north and west. The subject property has mostly flat to undulating topography throughout. In general, the site slopes from north to south with an overall,elevation change of about 8 feet. The property is forest land comprised of mostly native species. Prior to settlement and logging activities, the area was likely dominated by a coniferous forest habitat. The remnant conifers are present as small groves and scattered individuals. Tree cover includes mature Douglas fir (Pseudotsuga menziesii) and western red cedar (Thuja plicata). The dominant tree cover is mature bigleaf maple (Acer macrophyllum) with scattered red alder (Alnus rubra) and black cottonwood (Populus balsamifera). Salmonberry (Rubus spectabilis) is a dominant shrub throughout the site. Vine maple (Acer circinatum),Western hazelnut(Corylus cornuta),and Himalayan blackberry rry(Rubus discolor) are shrub species present in different areas of the site. Dominant groundcover species observed include sword fern(Polystichum munitum),and Pacific blackberry(Rubus ursinus). Purpose The purpose of this report is to provide the applicant a wetland determination study that can be approved by the City. The intent of this report is to provide required information for the application,and to initiate the preliminary planning of wetland use and mitigation. 2 { Methodology Typically defined, wetlands are ... "those areas that are inundated or saturated by surface or groundwater at a frequency and duration 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". Through the State Environmental Policy Act (SEPA) and the Growth Management Act (GMA), the City reviews proposals which may potentially impact wetland and other sensitive areas. Because of observed site conditions, combined with jurisdictional wetland regulations,wetland presence and extent must be determined } for the permitting process. The methodology used for wetland determination was based on the presence of dominant hydrophytic vegetation (i.e. plant species adapted to, or tolerant of, growing in saturated soil conditions), hydric soils, and observed wetland hydrology as described in the Washington State Wetlands Identification and Delineation Manual (Dept. of Ecology Pub. #96-94, 1997). This manual was developed to address regional conditions and is consistent with the 1987 Corps of Engineers Manual (Environmental Laboratory 1987). The three technical criteria for vegetation, soils,and hydrology are mandatory under normal conditions and must all be met for an area to be identified as wetland. A total of 8 wetland data plots,approximately 0.01 acres in size, were installed on the project site as a relative sampling of the property's existing conditions. The associated data plot forms are included in Appendix A. A base topographic and wetland survey, provided by Peterson Consulting, was used to prepare a wetland delineation map. The wetland delineation map is attached at the back of this report. The King County Sensitive Areas Map Folio (1990) was reviewed for this report. In addition, a wetland study conducted for the property located directly south of the Parklane Court site(Wetland Delineation&Mitigation Report-Emma's Plat,Altmann Oliver Associates 2/12/04)was reviewed for consistency related to wetland areas and ratings. The Soil Conservation Service (SCS) (USDA 1973), King County Area Soil Survey, was used to reference soil mapping and classification. Determination of wetland area was based on observed plant species, topographic relief, soil profiles, and hydrology. Orange plastic flagging was used to mark the site's wetland boundaries and data plot locations. The wetland boundaries were professionally land surveyed. A base topographic map with wetland areas,provided by Peterson Consulting,is attached to this report. 3 Using the U.S. Fish and Wildlife Service(USFWS)classification system (Cowardin et al. 1979), this wetland is classified as palustrine, forested, scrub/shrub, non-persistent emergent, and is influenced by seasonal hydrology. In accordance with Renton's wetland regulation standards, the wetland rating appears to be Category 2 because it is greater than 2,200 square feet in size and has high quality vegetative cover. Even though the southern half of this wetland, located on the Emma's Plat property,has been severely disturbed by clearing, the City may determine the rating to be a Category 2 for this wetland (Altmann Oliver Associates 2/12/04 Report). Category 2 wetlands have a standard buffer requirement of 50 feet(Critical Areas Regulations Section 4-3-050 M.5.c.). Wetlands C&D Because these two wetlands are very similar,they are described together. Both wetlands are very small (C=540 sq. ft. & D=367 sq. ft.) and provide almost no wetland function relative to the surrounding upland areas. The wetlands are slight depression areas that are for the majority of the year. These wetlands have a dominant emergent cover of lady fern. However, young salmonberry shrub saplings are also dominant cover in both areas. Herbaceous species also observed as dominant cover are Colonial bentgrass (Agrostis tenuis), foxglove (Digitalis purpurea), and Pacific blackberry(Rubus ursinus). With the dominant presence of foxglove and Pacific blackberry species that are associated uplands, both of these areas are considered marginal wetland habitats that are isolated local depressions. Using the U.S. Fish and Wildlife Service(USFWS)classification system (Cowardin et al. 1979), these wetlands are classified as palustrine, scrub/shrub, non-persistent emergent, and are influenced by seasonal hydrology. In accordance with Renton's wetland regulation standards (Critical Areas Regulations Section 4-3-050 B.7.),Wetlands C & D do not appear to be regulated areas. Wetlands rated as Category 3, Lower Quality Wetlands are greater than 5,000 square feet in size. Category 2, High Quality Wetlands are greater that 2,200 square feet in size. Because Wetlands C&D are less than 2,200 square feet they are not rated as Category 3 or Category 2. Wetland E Wetland E has also been degraded from past clearing and conversion to Iawn areas on its north side. The majority of this wetland appears to be located on the property directly north of the Parklane Court property. The on-site portion of this wetland is 8,166 square feet. Observed hydrology is seasonal. The reduced vegetative cover of this wetland is comprised of a few trees, western red cedar and black cottonwood. The dominant shrubs in clumps are red osier dogwood (Cornus sericea), and their are salmonberry (Rubus spectabilis) saplings. The emergent/groundcover plants include Pacific blackberry and lady fern, with the wetter ponded areas having water parsley (Oenanthe sarmentosa)and soft rush(Juncus effusus). 6 Cowardin, L., V. Carter, F. Golet,and E. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. Office of Biological Services,Fish and Wildlife Service,United states Department of the Interior,FWS/OBS-79-31. Cooke, S. 1996. Wetland and Buffer Functions,A Semi-Quantitative Assessment Methodology, Draft Users Manual. Cooke Scientific Services. May, 1996. Environmental Laboratory. 1987. "Corps of Engineers Wetlands Delineation Manual,"Technical Report Y-87-1, U.S.Army Engineer Waterways Experiment Station, Vicksburg,Miss. Hitchcock, C.L.,A. Cronquist, M. Ownbey, and J.W. Thompson. 1977. Vascular Plants of the Pacific Northwest. University Press, Seattle, Washington. King County. 1990. Sensitive Areas Map Folio. Peterson Consulting. 2004. a topographic& wetland survey base map(attached, Wetland Delineation Map for Parklane Court Property). Renton,City of.2000. Environmental Regulations&Special Districts,Chapter 3-Critical Areas Regulations, Section 4-3-050. Soil Conservation Service. 1985. Hydric Soils of the State of Washington. U.S. Department of Agriculture, Washington, D.C. United States Department of Agriculture, Soil Conservation Service. 1973. Soil Survey of King County Area,Washington. Prepared in cooperation with Washington Agricultural Experiment Station. United States Department of Interior,Fish,and Wildlife Service. 1988. National Wetland Inventory. Prepared for the Office of Biological Services. Washington State,Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Ecology Publication 196-94. 8 DATA PLOT FORMS 1 i9 fiat- / DATA FORM RQUTINE ONSITE DETERMINATION METHOD1 Field Investigator(s): / 1-- Date: .• 1 0 40 Project/Site:t/Site: State ��/ Coun ,i al Applicant/Owner: ly+ 14/ ' Plant Community #/Name: / Note: If a more detailed site desofiption is necessary, use the back of data form or a field no ebook. Do normal/ironmental conditions n onist at the plant community? /tee L 4 r,/ "Sac,Yes l/ No H no,explain on back) Qom" �Y Has the vegetation, and/or hydrology been s' ificantty disturbed? Yes No (If yes, explain on back) IA kAG. ,11. - Ciety VEGETATION • Indicator Indicator Dom ant P}}ant Status Stratum Dominant Plant Species Status Stratum 52, , r 2 p At c',..7% 3. #.mm _ •.a 4I a..5.% ' .7i1. i• 4: 12.3. 4. 14. 1 5. 15. 6. 16. 7. 17. 8. 18. m 9. 19. 10. 20 Ar Percent of dominant species that are OBL, FACW, and/o AC Is the hydrophytic vegetation criterion met? Yes No Rationale: /,� SOILS Series/phase. A-141 Subgroup:2 p2 Is the soil on the hydric soils list? Yes ,-No Undetermined Is the soil a Histosol? Yes No f,Histic epipedon present? Yes / No Is the soil: Mott ? 0___ No Gleyed? Yes No �/ Matrix Color: 70 Mottle Colors: Other hydric soil indicators. Is the hydric soil c'erion met? es . Rationale: 0 i 7:94e .. 6.L fr / •.i s.. ill/ cCOa •_ 1s- / - 1o ' _ 1 Plc : / , y' HYDRO GY Is the ground surface inundated? yes No V Surface water depth: Is the soN saturated? Yes (/ No /! Depth to free-standing water in pi/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL ERMINATION AND RATIONALE Is the plant community a wetland? Yes No Rationale for jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to"Soil Taxonomy." 8-2 i /51 /-7c"? DATA FORM ROJ.TfNE ONSITE DETERMINATION METHOD1 Field investigator(s);", nvestigator(s); i `2- O� _I!/_ Date: / ProJect/Site: - •g •-. ' - State: QCT. Applicant/Owner: yvt County: . .. WA1 rj Plant Note: If a more detailed site de•.►.tion is necessary, use the back Community f data form or a field notebook. Do norm�vironmental conditions exist at the plant community? �CLI�/ ,trP,� - /� ��, _,/�� Yes t J No (If no, explain on back) `1 f' hp ye6etation, s9ils, and/or hydrology been significan ty disturbed? �� S Bid." Yes __ No (If yes, explain on back) v Q 52+__ __W.Q.24 Sill , VEGETATION Indicator Indicator Dominant PI, t •:••:s , Status Stratum Dominant PlantSpecies / (� i � � Status Stratum op 1, ;earin, //:�.-..,, ��G— 11. / i 3 � S �Ot � f�I�' �- 119 4./ wwww' 1154.. iifreE6 18. ie / 9.,°14...41-{,S •/Sr, er % -7,— 19. 10. 20. l Percent of dominant species that are OBL, FACW, an,d/or AC /04 Is the hydrophytic vegetation criterion met? Yes v Rationale: QN;—i,11-etc./ � � 4C14-'6?-2710)Z rn � /9/Q64"/// r„/ SOILS Series/phase: / V� / Subgroup:2 Is the soil on the hydric soils list? Yes � No .ri' Undetermined Is the soil a Histosol? Yes No j/� �istic epipedon present? Yes ,� No Z-' Is the soil: Mottled/tagNo I/ Gleyed? Yes No �' Matrix Color: /02 Mottle Colors: Other hydric soil Inds: Is the hydric soicritero�/zno? yisc,,,fwicoriteiz1/4 5-aray7j:kfI, 1,,, rikai;74 Rationale: r.) ' /HYDROLOGY liNICte--Ct GLfed Xilrite-4 is the ground surface inundated? Yesy No Surface water depth: Is the soil saturated? Yes Nor1 Depth to free-standing water in pi/soil probe hole: 0 List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes /---"------No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No L - / -'/)/q47 /�. • /J�� `�� Rationale for jurisdictional decision: 10 j1 q47 C. ?� 2/ I This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy.' B-2 /f 3 DATA FORM R/OU NE ONSITE DETERMINATION METHOD1 Field Investigator(s.*/ Sckod Date: �/o - Project/Site: 4,2 • - • ' ' State:_a�_ Cou : �t - eV"p.►'� Applcant,Owner: h 1 Plant Community #/Name: Note: If a more detailed site de-« . ion is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at theplant community? Fr? S sk Yes (/TJo (If no, explain on back) ` Has the veyefiion,soils,and/or hydrology been signif' ntly isturbed? ( 5- Yes No (If yes,explain on back) • 2. - . i VEGETATION Indicator Indicator Domin "lent Specie Status Stratum Dominant Plant Species Status Stratum 1. - .. .// . .' 11. 3.7e1t4 e05(4)4v 4. • 14. 5'i 5, . • . _ I: To 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are O8L, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes No Rationale: /2T Q4')sem, v'�V ,�n�,, f Arit0136- Series/phase: l/ '`' !4/!A Subgroup:2 Is the soil on the hydric soils list? Yes , Io Undetermined Is the soil a Histosol? Yes No j Histic epipedon present? Yes r'' No Is the soil: Mottled? Ye No i. Gleyed? Yes No IV Matrix Color: Mottle Colors: Other hydric soil in ators: Is the hydric soil c 'erio. met? Y. o Ration /' . 1W • ._. .4444 • • /0 . a fl h / N NYDRO GY is the ground surface inundated?�es No Surface water dept Is the soil saturated? Yes !/ No Depth to free-standing water in pit/soil probe hole: 3 e..s List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes t•-"'""No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No if r sf >� (2-11.- Rationale for jurisdictional decision: 16/Q-fe l4ielA I This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to"Soil Taxonomy." 8-2 DATA FORM RO N. ONSITE DETERMINATION METHOD1 Field Investigator(sc _ I,!/,Q Date: • / / Project/Site: •• a _• -I A. State: >7 County: �.. • /irl.i ri Applicant/'Owner: (T h/ Plant Community */Name: Note: If a more detailed site desc*lon is necessary, use the bads of data form or a field '.tebook. Do norm,al,tivironmental conditions exist at the plant community? 41- 6-7 Yes V No (If no, explain on back) Has the ve9et'ation,soils, and/or hydrology been significantly 1uiisturbeed�? Yes No (If yes,explain on back) [��J' �_-tlJ� '(LU VEGETATION . Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. 11. 2. 12. 3. 13. 4. 14. 5. 15. 6. 16. 7. 17. 8. 18. ■ 9. 19. 10. 20. Percent of dominant species that are OBL, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes Noh Rationale: SD/ D /y SOILS Series/phase: 14 ' 1/(1/49- Subgroup:2 Is the soil on the hydric soils list? Yes to 17-Undetermined Is the soil a Histosol? Yes No /....--1is epipedon present? Yes No Is the soil: Mo ? Y o Gleyed? Yes No Matrix Color: 0 / ' i Mottle Colors: Other hydric so ind tors: Is the hydric soil criterion e?/le Y ;)yeN "rdl, --°� � A — //floJJ- HYDROLOGY /2/ thi S ` Is theground surface inundated? es No Surface wat�rde .th: Is the soil saturated? Yes k No /1 Depth to free-standing water in pit/soil probe hole: 9 List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No Rationale for jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to"Soil Taxonomy." B-2 i nit 5 DATA FORM R• E ONSITE DETERMINATION METHOD1 Field Investigator(s): / 7/ ��/�g roc ids Iga - • Y Date / ProJect/Sits: State:_!Z l..t— CouW..� Al: a.m. AppliicantOwner: /" - 1''► ` Plant Community N/Name: Note: If a more detailed site de 'ption is necessary,use the bads of data form or a field notebook. Do normal nvironmental conditions exist at the plant community? /� ' Yes // No (if no, explain on back) /91-/ /GJC 1 Has the vegetation, spili, and/or hydrology been s' n'i scantty .. • urbed? Yes No /, (If yes,explain on back) iFtzial Indicator STATION ndicator Indicator 1.i�0C� Domin A.= . /,nt Plant Species / Status Stratum Dorn*/#4 Pla t •: ":s , Status Str um 02 . �/ . /A i►_ . ! 00 11.i0t0t9491a1F.M. i1 . ,l AZ t.. i iil 12. 7 3 t&hux tlise /r , Stifk413. 4. ' a — 14. • —r 5. f Cu -:I 15. 16. 8.-/k/ r 7 4 6. r%a / F t��i I.,. AV L. 1 17. - / 9. , ..7_!.{f di- riti// I-d , i__= " 19. I c-5, 10.�.tA 20. Percent of dominant species that are OBL, FACW, and/or FAC co.gj Is the hydrophytic vegetation criterion met? Yes No 1...---- Rationale. lRationale: / v 4)41,421. S . rLS Series/phase: / WOO �/ cf'1ri T Subgroup:2 Is the soil on the hydric soils list? Yes -No L------ Undetermined Is the soil a Histosol? Yes No /./Iklistic epipedon present? Yes / No !/ Is the soil: Mottletd? s No !/Gleyed? Yes No l/ Matrix Color: O Mottle Colors: Other hydric soil Ir�(iicators: Is the hydric soil criterion met? :� No Ration v -- • " I litt._I •.,a .may i /G ,, • o , 3 !, dp.P, y HYDR5AOGY G ; Is the ground surface inundated?, yes N Surface water dep h: Is the soil saturated? Yes No o Depth to free-standing water in piVsoil probe hole: 3 f'n S List other field evidence of surface inundation orasoil saturation. Is the wetland hydrology criterion met? Yes v No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No L.----- Rationale for Jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy." 8-2 PA-I 6 i DATA FORM O NE ONSITE DETERMINATION METHOD1 Field Investigator(s/, cC. 7/ Date: so /aO ,/ ProJect/Site: �•. State: JO_ Cou ty: ..101FIR .41 Applicant/Owner: r41'.• h i•' s, Plant Community #Mame: / Note: If a more detailed site de•y.ption is necessary, use the back of data form or a field notebook. - Do normal vironmental conditions exist at the plant community? h 1 L__ * v, Yes Ly No (If no, explain on bac() 1 $ !!! Has the vegetation,soya, and/or hydrology been significantly disturbed? Yes Yes No (If yes, explain on back) Ci$i -Vd k42-(j VEGETATION Indicator Indicator Dorn ant P ant •Y;,•s 1 Status Stratum Dominant Plant Species Status Stratum t/j 1."4411/M2 7i . , fwl �r/Vpi11. { S'7 3. %'A/!11 .!•!_ IM i=4451,4 13. 4. s, /�/ .. 4 1'y Chi Lo 15. 14 8• 17. 8. 18. a q ' / 19. c . 1$. ° lani.. dIRIMTnrid7 ., agt —71--- 20. Percent of dominant species that are OBL, FACW, and/or 6,0 Is the hydrophytic vegetation criterion met? Yes C t0No Rationale: fMk-1)N 1SOILS Series/phase: Subgroup:2 / Is the soil on the hydric soils list? Yes o Undetermined v Is the soil a Histosol? Yes No I-fistic epipedon present? Yes No Is the soil: Mottled? � � _ / No — 3leyed? Yes No Matrix Color: 0 (� Mottle Colors: Other hydric soil in ' tors: Is the hydric soil criterion m,t J, Y, N, Ration r — 4S/Mr! ,. ! pt7 DATA FORM • • E ONSITE DETERMINATION METHOD1 Field Investigators .' . - Z� 41, Date: O / Project/Site: / `_ate • _ ''.• 144le State: Coun : ATMT A" Applicant/Owner:: /6�^ �i)I�• � Plant Community it/Name: Note: ff a more detailed site descri• ion is necessary, use the back of data form or a field notebook. -z/- Do normal a ronmental conditions exist at the plant community? 0111-5i,,�, 7�. Yes No (If n , explain on back) 0-� Has the vegetation,so , and/or hydrology been significantly disturbed? Yes No (H yes,explain on back) } VEGETATION Indicator Indicator Dom 1. t Plant Status Stratum Domi a nt • a , , ies StatusSir,9:0 7, 2 Z 1 / j � � �.... 1'.'s 4 , ��''Qo f11. �.Asiwar. .. .,�. .. 0./51 7 -4p 7' 4 . fMfg/ 13. . —7f12. i4. ' SM ' _, �� 14. :' 4 TJ ! /�- , 1 15. 6. Ai • 16. Xaa 7./ i . • it . Ifi_____ 17. 18. rA, 9. "Hi I .. I._r tra(t r.� _ 17 ' 19. I10. 20, q9 Percent of dominant species that are OBL, FACW,apd/ AC 6‘p Is the hydrophytic vegetation criterion met? Yes v No Rationale: Series/phase: 11/ W Y /elfil/ Subgroup:2 Is the soil on the hydric soils list? Yes No Undetermined !/ Is the soil a Histosol? Yes No�y epipedon present? Yes —No�l Is the soil: Mottled?/ Yip No Gle ed? Yes No J Matrix Color: / n Mottle Colors: Other hydric soil in d tors: / Is the hydric soil criterion . sr? .: No t/ / S Ration: :• l If — 0 :?< < . ci V, S( C\ Z(Vyt-, _ q(-i''' d. �t-� HYDROL9GY "1 Is the ground surface inundated?/Yes No Surface wat r depth: Is the soi saturated? Yes (/ No Q Depth to free-standing water in piVsoil probe hole: S in '0-'5 List other field evidence of surface inundation or soil sat ration. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No . / Rationale for jurisdictional decision: .-, Xi/CI-VIC i0/A/ 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2Classification according to"Soil Taxonomy.' B-2 j Joky- g- DATA FORM RO NE ONSITE DETERMINATION METHOD1 Field Investigator(s f Z� _ Date: // 27 ,Project/Site: /• = a •s • •, State:--��j County Applicant/Owner: /" 1�i ��. Plant Community//Name: Note: If a more detailed site de• ' ion is necessary, use the back of data form or a field notebook. j i Do norma! vironmental conditions exist at the plant community? �j,i, D rLr _� Yes No (If no, explain on back) YY Has the v 6tation,soils,and/or hydrology been s' nificantly to dd? , Yes 1/ No (If yes, explain on back) a�V� It � VEGETATION Indicator Indicator Dom •nt Plant Species Status Stratum Dominant Plant Species Status Stratum - 6417 1. i - uiw Id PO,11. 2. 12. 3./f /,� � a�� r pk_ -�— 13. 4. plc._ 14. a 5, fitiNff/ r. 1. . 'i(, ::1;f 7 7, 5. 6. � 16. X/o 7. gt6T1 l7 17. J 9. C' h+ti�� 1/ �1 d. 18. flt 19. + 10. 20. Percent of dominant species that are OBL, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes No L/ Rationale: / sats Series/phase* if/ �� Subgroup:2 Is the soil on the hydric soils list? Yes / Nov Undetermined i Is the soil a Histosol? Yes No 4/ tiisf►c epipedon present? Yes / No /..----- Is � Is the soil: Mottle��, sg+_ % No z/Gleyed? Yes No �J Matrix Color: f�/ /°� f k� Mottle Colors: Other hydric soil in ' tors: Is the hydric sojtcrit met? Y:, _ No /�u� baii, „ ,,LRationale: (/ • 1 • "`t a l /, /HYDROLOGY L/, Is the ground surface inundated? Yes (/ No Surface water depth: Is the soil saturated? Yes (/110 o Depth to free-standing water in pit/soil probe hole: S A List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No �/ ' ' -/9 Rationale for jurisdictional decision: ��', _ 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy.” B-2 _A-----t_LYONSAVE SE(146TH AVENUE / - orae cr4itr £ STh G s4MTARr SERER o� _.— d 0+1 ♦ 0 W W \ ft _'— r-•. ! 4?r,a.d .:lq1. _-. 171L11 7 �1• . �\-- 1 \ / / 11 0O `\ . ` $ t \ g s / \. I \.---n ` 1 •y'i ♦Lii � 13 , . *, .-11 . \\ `,1 1@ * • ( \ \ \1 //.-----�\ o� /j // I \ \ 11 \-'/ 1 10 r // /// // _ \ ; \\ .� _ / / / \ \ \ \ I / / / / \ 1 1 1 I .\ . ./ . ——quo / // / / \ \ 1 1 # II .1. • r /• wat co // / / / /♦ // \ \ 1 �.•1•. 4444• • \ / / • •••• // / //// / // / // //\\ i 1 \\ / •••• 1•• ••.•• •••' 1 / / I I / / / // T 1 1 \ \ •.•.••1••• . •'•••. .•. /. — • • ( / / 1 \ . . / • • • • . • •'. • I— L I l l / 1 // i 1 \ •./•. .I .\ I O • \ • �� `�� 1. ` \ i \\ ' / moi/ 1 `\ �/ 1i•. •�.• • -1 a • w \ I 1 i--- • M \ \N. `\ \ \\ \ ` \\ /�/ // .•. . .1••. \\ \\ \\ \ \ \ \\`\ `--'—. /. I `�vet •••' • •�.•• • • • • • • 4 1144404414 4 'l \ • . . • . v // \ ts \ \ • • • • • • M• • 1 , , \ ` ` � • • • • • • • • k� — \ 4 • •r i �\O \ �% ' ' \ ' '• , \ \ \ \ • • • 4 • • • • \/ • • yam• • • 1 \ 'T \/A �, . • • • • • (.11__ i_` • • • �••' 1 1 T. ,• \ ••••••/••• ••• • • •\• \ 1 1 / / /• / • 4••.• •�,• `• • • • • • • • • • • • • • • • • • • / • • • 444 444 4040440044 • • • • • • • • . . • • • • • • • / II 1\ `\ 2 / / • / ••• ••••• • • • • • • • • • • • • • • • • • /• / / `�� • • • s,-'' 4 `4 • • • • 4 • • • /• / \ \ / / r� • • -- r a I _'/ 1 I f• • 4 I\ \ 1 1 \ Q 4 I • ) / I I \ • • • • • 1 . • • . .. • • / • „..:___......... 4::::. — \ . • \•'••., ..•.•. l :: is 1 '� , / S 1 "... I...N GI e . ) . I - I I i-- / \ -- -- Q , „ �� 1 \ I . . . . .' I / . ., \ . '� 1 / I • . I I I I I /'�, . . LA.. I I \N., •,•,•,•,• , a # .1 • 11r r i . 1 I I \ / ig t \ / I I \ / o K // /\\ \'' Imo\ •••••4••• 1 1 I \J 1 • •• . . . . I I I 1 1 ••••, ; \ \ • . • • 4 I \ 4 \\ I \\ \ •f•.•••••, / i \ \ 604 • * • • \ \B ..i.m> a_ \ I • \ \ .1 . \ / • f \ \�1 1\ \, I \ 1 '.`.`.:.y. 1 \ \ \ �� / y Z iral i� \ I i•:`. \ \ / / \ \N. N. Ar..............-\ \\ I 4 I \ / \ \ / /// N \ I \ , • • . • • • . 4 \ \ \ \1 ''ww \ \ / I I1 • • • • • • A ,— I 1 \ • • • �`• \ \. \ �\ \ .1 � 1 Al1 I it \ I--- \ / • • • I \\ \\� \\ \V. —f / • • • • • 5 5 ••• • , ‘\ \ \ \ \ / • • 4 • • II \ 1 \ \ •\ \ , -.0.__---. -- �� f • • • • ` • • I IAS# \ \ \\ \ \� I • . . N. 1 L) 11 \\ \ N. . P NILE AVENU NE -, / is °t3 (148771 AVENUE SE) • + 1 '9.0 c a c G G 1/Er/IT,0; nNQc'6�shwc s•spa y�r NEST EDGE OF ow ROAD EJOSprf; 1r as. 1114 Mt w w w w w w ww w W w w • 4 .. .. u, .,�..... ..... . n ✓ nc. twi' WJ Ul Geotechnical Engineering Report Parklane Court' Preliminary Subdivision Renton, Washington June 28, 2004 Prepared For Ron Knight P.O. Box 6 Renton, Washington 98057 Prepared 8,: Dennis Joule, P.E. 31700 S.E. 46th Street Fall City, Washington 98024 Consultant In Geotechnical Engineering —� —� •�• nn oanac rnvr. Y6Ju1 r� a. Nile Avenue N.E. ,'\ •ate/ North • \i '., 1 TP-6 . , Sala: 1"=80' 415' , - I • TFact '� ',RAteftion and - ' . - • • ; ` . \ .,o' . ... • Traet'A' 1l . • ' •lio 7 .OPEN SPACE • . - • • - --TP--5 • to TP- • - Nip • • -.. .....V: •••• 5 • Lot 4 . 14hhhi i List 3 of 10 , , ,, • . •,..., •- •i . •, LbtZ -L„,9 . , . .....„ „.„ • \ ITR'2 j •• • . . ;TSP-1 4816 • Lot)/ iC . s .:.� • • �41a r-�-� Lyons Avenue S.E. (146th Avenue S.E.) Geotechnicat Investigation Parklane Court P Indicates Location Of The Trackhoe Test Pits Dennis Joule,P.E. 3170151 414k*rum Fol Gly.N.Aia...Spy µ231 7724161 V1. VW. V1 vV.VV ♦n1\ Trv...Vrvv rrp .J 1Slu l nw . •IGJ1 GEOTECHNICAL ENGINEERING REPORT Parklane Court Preliminary Subdivision Renton Washington June 28, 2004 INTRODUCTION The project site, located on the east side of 146" Avenue S.E. about 230 feet south of S.E. 132" Street, is about five acres in area and approximately rectangular in plan. The property is known as 'Lot 12 Black Loam 5 Acre Tracts'. The planned development consists of a subdividing the property into ten single-family residential lots, with associated roads and utilities. There is a current subdivision proposal for the property immediately to the south. Since there is a continuous Wetland and drainage path between the two properties, it will be necessary to coordinate the drainage facilities with those for the plat to the south. INFORMATION PROVIDED A site plan, showing the site location, dimensions, topography, mapped wetlands, proposed storm water detention pond location, and proposed lot configuration was provided by Peterson Consulting Engineers of Kirkland. This information was used in preparing the drawing on the opposite page, which also shows the locations of the backhoe test pits. SCOPE The scope of work in this investigation included the following' 1. Subsurface exploration by means of six backhoe test pits, 2. Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 3. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and recommendations. Page .... ..v. v. va.vv • '4 � .. QVV��v TVA JIALL rAVr. cu.) Project 1864 June 28, 2004 FINDINGS Surface Conditions The property is essentially flat with minor ground undulations. At the time of the field investigation the ground surface was covered with a heavy growth of native grasses and berry bushes with alder, fir, and maple trees. No structures were observed on the property. There are five mapped wetlands on the property. Standing water covered the lowest portions of the site. Geology The soils and land types of the King County Arca formed largely in deposits of glacial drift laid down during the Vashon period of the Fraser glaciation late in the Pleistocene. This site is underlain by Vashon till (Vt). The Vashon till consists of very dense, consolidated lodgement till that ranges in thickness to nearly one hundred feet and has a mantle of ablation till about three foot thick. The ablation till is loose, and it is in this material that soils of the Alderwood series formed. Subsurface Conditions The site is mapped by the U.S. Soil Conservation Service as Aiderwood gravelly sandy loam (Ag). Within the ten-foot maximum depth of exploration, the site is underlain by medium dense silty fine to medium sand over moderately consolidated glacial till. Seepage was encountered in test pit 1 at three feet. Soil characteristics, such as color mottling and texture, indicate a perched seasonal groundwater on top of the glacial till. Weathered glacial till was encountered at from three to five feet below the surface. Refer to the test pit logs in Appendix A for details. Page 2 vl/sifts• vv.vv rnt 44.7L00O4vv nn J1n1G r SW! . yr,)v-. Project 186 June 25, 2004 CONCLUSIONS Existing Mapped Wetlands There are five mapped wetlands within the property. The underlying glacial till restricts water infiltration into the ground. The wetlands are a result of seasonal perched water, most of which originates from the properties to the north as surface or subsurface runoff. The main Wetland lies in the proposed Open Space - Tract 'A'. This Wetland is continuous with the Wetland within the adjacent property to the south. The depth of water is this continuous Wetland is controlled by the inlet invert elevation of the existing culvert within the subdivision to the south (south of the adjacent property). Seismic Considerations As with all land in the Puget Sound region, this property lies in SeiRmic Zone 3 Seismic hazards can he divided into two general categories, hazards due to ground rupture and hazards due to ground shaking. Since no faults arc known to pass through the site, the possibility of earthquake induced ground rupture appears to be remote. Even if severe ground shaking were to occur at the site, the medium dense sands and moderately consolidated glacial till encountered in the exploration will not liquefy because they are generally not saturated and do not have the characteristics of materials prone to liquefaction under dynamic load.' (too compact). Compressible Soils No compressible soils were encountered. Seasonal Perched Groundwater The moderately consolidated glacial till underlying this site is relatively impermeable. Water landing on the site as rain, or water entering as off-site drainage percolates through the permeable surface soils, and is then trapped on top of the less permeable glacial till. This condition is the cause of the existing wetlands. Groundwater should be anticipated in excavations made anywhere within the property during or just following the wet season. See the Test Pit logs in Appendix A for more specific groundwater information Page 3 V(, VO, V. VV.VV s'AJ1 .1140&&&&& RA .74ast. [nvs . 4k)VV Project 1864 June 28, 2004 RECOMMENDATIONS Site Preparation Depressions and loose soil zones resulting from the removal of trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on-site inorganic soil or approved import soil. The surface of the site within the proposed fill, building, and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than.two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the tune of construction but for planning purposes an average stripping depth of six inches max, be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. Construction Timing It is recommended that the earthwork portion of this project be performed during the dry summer months (June-October). Water will likely flow onto the site during the wet season, causing inundation of the low areas and saturation the soils near the low areas. On-site soils will not he considered suitable as structural till if they are too wet to achieve proper compaction. See the section below regarding Grading and Compaction. It may be necessary to pump standing water from the isolated low areas prior to performing grading operations. Road and Building Pad Elevations Road and building pad elevations must be high enough to allow proper site drainage. This will require structural fill within portions of the road and some building pads. Site drainage will be controlled by the inlet invert elevation of the culvert draining the Wetlands. Building pads should he high enough to allow footing drains to drain by gravity to the storm sewer system Footing drains should be at least six inches below the final grade within the crawl space beneath each house. Excavation and Slopes Cut or till hanks should not exceed slopes of 2:1. These slopes should immediately be covered with visqueen. The visqueen should remain until they can be landscaped. Soil stockpiles should he covered with visqueen to prevent saturation and erosion. Page 4 rrn Liana a aawa . MVV Project 1864 June 28, 2004 Grading and Compaction Structural fill is anticipated for portions of the road and some of the building pads. Structural fill placed within the building pads should be monitored and tested. A licensed professional engineer specializing in geotechnical engineering should certify completed building pads. If any import fill is required it should be inorganic, of low expansion potential, and should contain no rocks or lumps larger than 4 inches in greatest dimension. Stripped soil surfaces in those areas to receive structural fill, foundations, slabs-on-grade, or pavements, should be scarified to a depth of at least six inches. The soil should be moisture conditioned (or allowed to dry) to produce a moisture content of two percent above the optimum value and then compacted to a density equivalent to at least 90 percent of the maximum value as determined by ASTM Test D1557-70. (U.B.C. Standard 70-1: Field-tests by U.B.C. Standards 70-2, 70-3, 70-4, or 70-5). Structural fill using on-site inorganic soil or import inorganic soil should be placed in layers not exceeding eight Inches in loose thickness. conditioned with water (or allowed to dry) and compacted to the requirements described previously. Where the fill is to be placed on slopes exceeding ten percent the stripped ground is to benched prior to fill placement. Level benches are to be cut into the hillside at least five feet wide. Fill is to be placed in horizontal lifts. Utility Trenches Utility trench excavation can be performed with conveational mechanical equipment to depths up to ten feet. See the section regarding Seasonal Perched Groundwater. Vertical trench excavations up to four feet deep should be capable of standing either unbraced or with minimal bracing for short construction periods. For the purposes of this section of the report, backfill is material placed in a trench starting one foot above the pipe or conduit or at the top of concrete formed around the pipe or conduit; and bedding is all material placed in a trench below the backfill. Unless concrete bedding is required around utility pipe or conduits, free draining sand should be used as bedding. Sand bedding should be compacted by mechanical means to a density equivalent to at least 95 percent of the compaction test maximum (ASTM D1557-70). Trench backfill should be placed in horizontal layers not exceeding 6 inches in loose thickness and compacted by mechanical means at least 90 percent of the compaction test maximum (ASTM D1557-70). Page 5 .✓an•i. iiwrWJU7 ?mica 1864 Mu 28. 2004 Rockeries Rockeries are not earth retaining structures. Rockeries may be used as slough wall against stable earth cuts only. It is recommended that rockeries not be constructed over four feet high within this site. Embedded Post or Columns When designing posts or poles as embedded columns in accordance with U.B.C. Section 1806.8.2.1, lateral bearing (S1 or Sl) may be taken at 150 lb/ft2/ft depth below ground surface. Building Foundations When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type So. The proposed single-family residences may be supported on conventional shallow foundations bearing on firm natural soil or compacted structural fill. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal live loading provided the resulting foundation width is not less than 12 inches for one story, 15 inches for two story, and 18 inches for three story portions of the structure. Individual reinforced Concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal live loading, but should be at least 24 inches in minimal plan dimension. As a minimum, isolated concrete pads shall have two #4 bars. These bars shall form a cross (as seen in plan view), and shall be set mid depth in the concrete. Where footings arc constructed adjacent to downslope cut banks or slopes, there is to be a minimum 2:1 slope drawn between the bottom of the footing (point nearest the slope) and the toe of the cut bank or slope Foundations sbould be embedded at least twelve inches below existing grade or adjacent finished grade, whichever is lower. Foundations constructed on certified building pads may be founded on top of the building pad. Pugs 6 u1/UV/uUtz.VV l'AIL •LULUOULUU qfl J1ALG rAyr. %CVO Project 1 864 June 28, 2004 • Concrete Slabs-On-Grade Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grueling and Compaction. Where floor dampness must be minimized, a minimum 4-inch section of capillary break material covered witl`, a membrane vapor barrier should be placed between the floor stab and the compact soil subgrade. The capillary break should be free draining, clean gravel or rock, such as 3/8" pea gravel. The membrane vapor barrier should be at least 10-mil thick polyethylene or its equivalent. Where floor dampness is not objectionable, concrete slabs may be laid directly on the compact soil subgrade. Footing and Retaining Wall Drains Footing drains are required for all footings. A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe should be covered with at least a twelve-inch wide zone of washed 1/2" to I" drainrock. The drainrock should be covered with filter fabric paper, and a layer of native soil should be placed over filter fabric as a soil cap. Footing drains should drain by gravity to the storm sewer system. General Surface Drainage The main Wetland lies in the proposed Open Space - Tract 'A'. This Wetland is continuous with the Wetland within the adjacent property to the south. The depth of water is this continuous Wetland is controlled by the inlet invert elevation of the existing culvert for the existing subdivision two parcels to the south (south of the adjacent property). Road and building pad elevations must be high enough to allow proper site drainage. This will likely require structural fiU within portions of the road and some building pads. Building pads should be high enough to allow footing drains to drain by gravity to the storm sewer system. Footing drains should be at least six inches below the final grade within the crawl space beneath each house Page 7 u7iueiu4 08:00 FAX 4252355200 RA STATE PROP. Z09 Project 14564 June 28, 20W Individual Lot Drainage Surface drainage gradients should he planned to prevent ponding and to direct surface water away from the buildiag, slabs, edges of pavements, and towards suitable collection and discharge facilities. Landscaped ground should slope down away from building foundations at a minimum five percent slope for at least five feet from the footings. Paved ground should slope down away from building foundations at a minimum two percent slope for at least five feet from the footings. Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be into the storm sewer. LIMITATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Subsurface exploration of any site is necessarily confined to selected locations, and conditions may and often do vary between these locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By: NNI4G d pi W AS 1/4'(lek I 4. / .fivr �r l gWIasOf S �O gek�S1ONAL E14v De ' • Joule, P.E. EXPIREs 7-9-os Page 8 ui,uitiv, UP.UV rAA 9404000[UV !rA SLAM rxur. u Appendix A Test Pit Logs rRn •L:74,000 LUL, 'TA JLAtb YKUY. WJ11 SOIL LOG - TEST PIT No. I PROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 7rackhve HOLE ELEVATION: 408' DEPTH TO GROUNDWATER: INITIAL 3'Seepage FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR i MOISTURE CONSISTENCY 1 SOIL TYPE DEPTH P1N1TR. TORVANE Silty Pine to Medium Gr alncdSAND 1 Dark Moist Loose SPF with Small Rounded Gravel Brown -1- Medium Dense � -2- Seepage into hole at 3' Red -3 Brown -4- Very Silty Fine to Medium Grained SAND Gray t Moist Dense SPF with Rounded Gravel, Slightly Cemented Mottled I -5- orange -,6- (Weathered Glacial TW) Gray I Damp Very Dense* -7- t -8- I i ! -9 - -10- Bouom Hole 10' j -11- -12- -13- -14- -15- -16- -17- -18- -19- -20- • 11--12--13--14--15--16- -17- -18--19--20-• Trackboe had to scratch to advance hole I i I ; l CONSISTENCY ANO SOIL TYPE INDICATE SOIL.CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE JNIFIED SOILS CLASSIFICATION SYSTEM PENITR INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT • TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE IN'STRUME'NT SOIL DENNIS JOULE, Pl. CIVIL ENGINEER anvr. 101Z SOIL LOG - TEST PIT No. 2 PROJECT. 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 Trackhoe HOLE ELEVATION: 412' DEPTH TO GROUNDWATER: INITIAL -- FINAL -- LOGGED BY: DJ SOL DESORPTION i COLOR MOISTJRE cONSISTENC. I SOIL TYPE 1 DEPTH 1 PERM. TOIWANE Silty Fine to Medium Grained SAND Red I Moist Look SPF with Small Rounded Gravel Brown -1- Medium Dense -2- -3- -4- -5- Very 2- -3- -4- Very Silty Fine to Medium Grained SAND Gray Moist Dense I SPF with Rounded Gravel, Slightly Cemented Mottled I -6- Orange (weathered Glacial rill) Gray Damp Very' -7 - bear -8- Bottom Hole 8' -9 - -10- -11- -12- -13- -14- -15- -16- -17- -18- -19- -20- . 10--11--12- -13--14- -15- -16- -17- -18--19--20- Trzckhoe had to scratch to advance hole CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNFIFO SOILS CLASSIFICATION SYSTEM - PENrTR INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SO?ITEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER U7iue/U4 UB:UU FAX 4252555200 WA STATE PROP. 1 13 SOIL LOG - TEST PIT No. 3 PROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 Trackhoe HOLE ELVATION: 408' DEPTH TO GROUNDWATER! INITIAL -- FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE r DEPTH PENITR, TORVI.NE Silty Fine to Medium Grained SAND Dark Moist Loose SPF with Small Rounded Gravel Brown _1_ Medium Dense -2- Red Brown I .3_ -4- _5- Very Silty Fine to Medium Grained SAND Gray Moist Dense SPF with Rounded Gravel, Slightly Cemented Mottled -6- orange -l - (Weathered Glacial Tii'. v) Cray i Damp -T. Dense* -8- Bottom Holt: 6' -9 -10- i 1 i -1 1- -12- -13- -14- -15- -16- -17- • -18- -19- -20- •Trackhoc had to scratch to advance hole CONSISTENCY AND SOIL TYPE INOICATE SOIL CLASSIFICATION BASED tNN THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM • PENITR.INDICA'ES READINGS TAKEN WIThi A SOFTEST POCKET PENITROMETER INSTRUMENT - TORVANE INOICATi~5 READINGS TAKEN WIT.,A SO!LTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER SOIL LOG • TEST PIT No. 4 PROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY. Komatsu PC-60 Trackhoe HOLE ELEVATION: 403' DEPTH TO GROUNDWATER: !NITIAL -- FINAL -- LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE 1 COPISISTENCY I SOIL TYPE DEPTH PENITR TORVA.NE Si;ty Fine to Medium Grained SAND ; Dark Moist I Loose I SPF with Sm ] Rounded Gravel Brown -1- • Medium I Dense -2- Red _3_ Brown -4- -5- Very Silty Fine to Medium Grained SAND Gray Moist Dense ' SPF with Rounded Gravel, Slightly Cemented Mottled I 1 ! -6- Orange -7 - (Weathered Glacial Till) Gray ! Damp Very Dense* I -8- &Avon Hole 8' ! I -9 ' I • -10- • -11- -12- ' I -13- • -14- -15- -16- -17- .• 14--15--16--17- -18- j • -19- 1 -20- *Trackhoe had to scratch ro advance hole I I 1 CONSISTENCY AND SOIL TYPE INDICAYE SOIL CLASSIFICAnc•N EASED ON TP-IE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENTR-P OICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT • TORVANE INDICATES READINGS TAKEN WITH A SOLTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CIVIL ENGINEER u SOIL LOG - TEST PIT No. 6 IIPROJECT: 'Park/erre Court' Preliminary Subdivision DATE: 6-17-04 IEXCAVATED BY: Komatsu PC-60 Tr-a.ckhoe HOLE ELEVATION: 414' DEPTH TO GROUNDWATER: INITIAL -- FINAL -- LOGGED BY: DJ I SOL DESCRIPTION 1 COLOR 1l MOISTURE I CONSISTENCY I SOL TYPE T DEPTH PENRR.. TORVANE Silty Fine w Medium Grained SAND I Red T Moist Loose SPF with Small Rounded Gravel Brown ' -1- Mediu Dense j -2- j -3- I Very Silty Fine to Medium Grained SAND Gray Moist ( Dense I SPF ' with Rounded Gravel, Slightly Cemented Mottled , -5- (Weathered Glacial Till) Gray Damp Very -B- I ! Deaden -7 - Bottom Hate 7' I -8- I -10- -11- -12- / 10- -12- -13- -14- -15- -18- -17- -1 8- -19--20- • Trackhoe had to scratch to advance hole i jl CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROITER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITtI A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CIV/1 ENGINEER 01%UIf'U4 UN: 440L000LUU 11A S1Atl rxur. %iv) II — SOIL LOG - TEST PIT No. 6 f IIPROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 IEXCAVATED BY: Komatsu PC-60 Trackhoe HOLE ELEVATION' 409' DEPTH TO GROUNDWATER: INITIAL -- FINAL -- LOGGED BY: DJ 50k DESCRPTIDN I COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH 1 PENITR_ TORVANE 1 Silty Fine to Medium Grained SAND j Red Moist Loose ESPF I with Small Rounded Gravel Brown -1- Medium Dense -2- I , -3- u I -4- , III r _ ! ► -5- Very Silty Fine to Medium Grained SAND Gray Moist Dense SPF with Rounded Gravel, Slightly Cemented Mottled ! I -6- Orange -7- (Weathered Glacial Till) I Gray Damp Very Dense* -8- Bottom Hole 8' -9 - I i I i -10- I f -.11- -12- -13- -14- -15- I -16- -17- I I li i i -19- -20- "Trackboe had to scratch to advance hole CONSISTENCY AND SOIL TYPE INDICATE SOIL.CLASSIFICA'1ON BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM'• PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT • TORVANE INDICATES READINGS TAKEN WITH A SOILTEBT HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CIVIL ENGINEER 1 1 1 1 1 1 PARKLANE COURT p p Level 1 Off-Site 1 Drainage Analysis p City of Renton File No.: 03-124 p July 13, 2004 Prepared for: p Ron Knight P.O. Box 6 p Renton, WA 98057 1 ' Prepared By: Peterson Consulting Engineers I Joseph M. Hopper, EIT p PCE Job No. MISC-0108 1 1 TABLE OF CONTENTS ' TASK 1: STUDY AREA DEFINITION&MAPS 1 Figure 1: Vicinity Map 2 Figure 2: Site Map 3 Figure 3: Upstream Tributary Areas 4 ' TASK 2: RESOURCE REVIEW 5 Figure 4: SCS Soils Map 6 TASK 3: FIELD OBSERVATIONS 7 TASK 4: DRAINAGE SYSTEM DESCRIPTION g Figure 5: Downstream Map 9 Figure 6: King County Level 1 Tables 10 TASK 5: EXISTING AND POTENTIAL PROBLEMS 11 1 1 1 1 1 1 1 1 i 1 1 1 Peterson Consulting Engineers Page i \\P«-save kproject reports end correspondence « pondence\MISC-o1O8'Level 1_MISC0108.a 1 ' I Level 1 Analysis for Parklane Court 7/14/2004 ' TASK 1: STUDY AREA DEFINITION & MAPS ' The"Parklane Court"residential subdivision is a proposed 10-lot residential subdivision on an approximately 4.33-acre site located in Renton. The site is more specifically located between Lyons Ave. S.E. (146th Ave. S.E.) and 148th Ave. S.E. The north property line lies approximately ' 300 feet south of S.E. 132nd St. Access to the site will be from a public residential access street to be constructed to intersect with Lyons Ave. S.E. approximately 450 feet south of S.E. 132nd St. The site is located in the northeast 1/4 of Section 15,Township 23 North, Range 5 East, W.M., in the City of Renton. The site comprises two parcels recorded as King County Assessor's Parcel No's. 084710-0080 and 084710-0081. Figure 1: Vicinity Map and Figure 2: Site Map.. ' DOWNSTREAM DRAINAGE ANALYSIS The downstream drainage path for the site will be explored for a minimum of Y4 mile or until the site is less than 15% of the tributary basin. Observations will be made up to one mile downstream, if drainage complaints or conditions warrant. The downstream ' drainage system will be documented in detail in Task 3 and 4. UPSTREAM DRAINAGE ANALYSIS Approximately 3.08 acres of upstream tributary areas does exist to the north of the ' project site. The westerly portion of this basin collects in the wetland that straddles the north property line near the northwest corner of the property. The rest of the upstream areas sheet flow onto the proposed project site, eventually collecting in the wetland in the southerly portion of the site. see Figure 3—Upstream Tributary Area Map. 1 Peterson Consulting Engineers Page 1 \\Pcosaver\project reports and correspondence\MISC-0108\Level I-IvIISC0108.dot II II II Z I z 4.1 Q Q Z SE 124TH ST 2 J 4.1 .L iI Z Q = J O fil O NE 5TH ST Wti 0, 2 J 00 Z O Q II ( 1 � NE4THPL p 4 SE 128TH ST II NE RD LN 11.1 SE 129TH PL tt 0 \ 0 0 IIu) NE 2ND ST lTE 0 W (SE 132ND ST) cn NE 2ND ST III 00 1,,I 4.1 e SE 133RD STco ,,P rn Q O_v F, O� USE136 TH S T �T 5 (' l / - SE 139TH ST & J SE 2ND CT ` SE 2ND ST \'`')Ic v = 4.1 14.1 4 lQ U Mv4PLEWOOD SE 138TH PL I- �m PARK �= W c SE 139TH PL SE 140TH ST ^- U 1-.. LJ LJ SE 142ND i v-ST a ii . - Z Cr) II II PARKLANE COURT VICINITY MAP II DWN. BY. DATE: JOB NO. 4030 Lake Washington ETERSON Blvd. N.E., Suite 200 AAL 7/14/04 MISC-0108 III c,C O NSU LTI NG Kirkland, WA 98033 Tel(425)827- 74 1 \ 1 N 1 t R ti Fax (425) 822 7216 CHKD. BY: SCALE: FIGURE 1 J. HOPPER NTS II 6 I II 0 25 50 3 SCALE IN FEET Iddddddddd4 INE 2ND STREET (SE 132ND STREET) 2 I ... O H • -' _ -11' A. :,5 g T�-a :) ..... . _ -_..._ 1.• O Z . .v 1 .. , iiii. : \ „.,\,....... . v 1 (,) :, ‘,4,..:, ,.. 1 i v. li::1 1 , 1 1 Lic .. , , ...... „.... / - - .= ' I IQU` --_ 410 - - *,J 0 .i _.__ 411 it - 413--- 141.11111 ' UJ 11111 0 I - i 471 -�� ____--410-------------!_ I lig --- 1 ---'---- - +as \ ,'-) Ilk • 40D: -------) U..12 21 o _,......--..„ Wim” U r--- *-----N_--- ko6 -------.--P-' ..--- ,_ CKZ ---,�� ( ,__-- - .. . go' If • i t ,54 ,P^ i i I 1 .-N - i i STAN'NOT VNUD .qy '4v., `- / i I U9LESSSA NC DATED ... \`l / , i '3 ' ` PETERSON .moi „\r" , - . ONSULTING � • 4030 Ike Washington a Blvd_ N.B., Shite 200 vas Kirtland, TA fl8033 Tel 425 B27-5874 • p Fax 425 822-7216 6 t ____A ja9WIERM/SG0108 • FIGURE 2 NE 1/4,SEC. 15, T.23N.,R,, CI) . . ,.; ! . 5 1 : ...ze: _ __ ... ...t_ ..2 .t. I . ..0•.-.- 1 * \ i...iii ,/ Ii .._ -- [ / •' .' ' :• i • f / (,0 i • i.k ../ Lu i 1, fit-`. (1) U.I CO vo..-- i r'-_ , \„ >..i ....1 i , *It-- i . ,,,,b I . 1 . I ,.1 ........-1 ..._ . '.' I --. I ....; ........ ---- .....,... . 1 : "•••,,....1....:..:--7.-.N ` 614' ......7‘• ''''41CI \ 1 ---1 i 1 i: .. .... .k: I --, , i ..../' — . / :\ 1 1 • t.; i !k 1 7 ' : 1 i ; \ ) .01 11 .-. •- % ) . .. ; I \ ..: 1,.... '‘ 7 / -... , :. .-- _ . \......\.,.--...--4 . _ ..... / ------ ----, _ 1 I: 1.,, ... \ki till-LikgCS , ------.., / ! 1 ...m/......../......... ././/m.. .,./....,7„:„.4:.... 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I I ll' • / I ,, // I I \-�'` -- --f/ —�� i \ ,/ 512630---- / '�I 1 /'5126610750 / I I/ / I / I I/ I ` 1 12631 760 / I / I 1 / I / �/ / t ---i p / 1 �' I I / I , \ 51263 0770 ,--- ._/ __51_20_11_,..._– / 1 /-5126 10780 5126 14790'5126 10800 512 110810 5X2631 820 J J / / ��-- ---__—T 3 AVE SE L L 1-4-------' / I. 4445QAIl70 I/1 j / �1 - r // I I ( / / • / �/ // I i _ i / / 1 ‘.---1 � // I / i' / / 1 _ - 4 / �` i 6/. ....-� / \ 1 �I` 4 J / / / / I __l=`I 1 / / / / I / l // / 1 I11 / �� / / i V 1 / ; � ; ;_ _ �--1 M1r --- -�N – �� / r/ /� t �� / 1 r d 0/_-3 I I I / `� � J 084714 '60 r 1/ i 1 � __ ` / I i 1 / i / i 1 --�- I1 I 1 / ? f r4 1 us; 1 1 I / ---1 I / N V 12 �� / ' / I / \ r1 / I I - -�--- --- r--- `.- A� 1 1I 1 `I _4 cV ►'� �/ I ) / 08471 0080 ,_. d r 4 I W _ I 1 \` /' `\ IC I I I % I 1 , r,. j' e J 5OQp30 II - - _ el - --I 1 1 1,, , _i__ _i ,,,A., § / , 1, - v 1- --Y-ij , D ) • r I l;'► ' I I ; , )20 1 , `r _1/ '. ;r f/ 0847100061 0947100062 r —� \ / 1 I /--1 E___\__, ;___, , __ I i ,/ sc L _1 --7 --1 1.,............._._,,. . II // \\ I 1,_,_„_____ \\ // I _,_ - - - - T - 146th AVE SE �� _n T 1 J -- ` /�—_,-----;%�--- r � I I I l I I - ____LI 1_L.–_----Iii — –___----- _ Level 1 Analysis for Parklane Court 7/14/2004 TASK 2: RESOURCE REVIEW Several resources were reviewed during the preparation of this report. Those resources that provided information pertinent to this are documented below. If a resource is not cited herein then that document did not apply to this site. BASIN PLANS/BASIN RECONNAISSANCE SUMMARY REPORT The site is located in the Cedar River Drainage Basin. King County currently does not have any available basin plans or reconnaissance reports for this area. SENSITIVE AREA MAP FOLIO (USING IMAP ONLINE) For the latest information, the iMAP parcel viewer provided by DDES online has been utilized to determine if the site lies within any sensitive areas. The site is not located in Wetlands, Seismic, Erosion, Landslide or Coal Mines Hazard area,nor is there any stream directly adjacent to the property. A copy of the iMAP printout is located in the Appendix. SCS SOIL SURVEY The soils on the site,per the SCS Soils mapping, are AgC (Alderwood Gravelly Sandy Loam), please reference Figure 4: SCS Soils Map. A geotechnical report has been prepared by Dennis Joule, P.E., dated June 28, 2004. The soils described in that report are representative of the King County classification noted as "Till"soils by Table 3.2.2.B (Appendix A) in the 1998 KCSWDM. DRAINAGE COMPLAINTS Drainage complaints were investigated using King Counties iMap information system. 25 drainage complaints were filed downstream of the site from 1993 to 2003 and all but one are now closed. An iMAP printout of all drainage complaints filed in the area of the site as been provided in the Appendix. Peterson Consulting Engineers Page 5 \Pce-saver\project reports and correspondence\MISC-0 108\Level I-MISC0108.doc A .'3N1c5 -"QS SSS - t7 ''.31091 d -41. (. E 1 - \ is ', e•Y Cel•. / �: L£ •• ' i ie t71"' ti." • - wiii1,,,,maiii.a,v •i-• - ~ -,-...z.....„�, <f— f - 1rola S_'� J BN tut '8 c 1 I, 1 v`a I_ - -..r. ..K ui • � '1j•, •Q'` • • t. rZ61.i r. Ititotilli3**15ff - --------------• III. Lz 1r: ffjfp \ i 31. liti 1,„....._ ) 3, _ 4-th u il 516, ilia 1111111111P k 1ilia'WI PI : ,,,:t -,-. -.... .,7 priazieleiv -,,....--,<.:-::- . i . ...'42 ' WI •, , • • -.® .,., -*, It , ; pi. . -,•...,. ' *, . V . Ill •:40 •., - "A‘. ‘>,.'- ',,i''..--'",1- 'S-.4.‘ ----------71 til • •ks'40* .•'•‘ - ti*: • , 1 \.‘-:` , Ili ;1••• , •. 4. '‘' . iri% to _ , ). $ - p'9......-wita 4••4,,•,,tifi;"*.; '''',/••":::„41....iii.AI.' ''''',?'••1 tr.4:::::: ---,....•s••• ...:.:.'"\I s•,••• ALI --:-....,;„-_- '' 1•••' ..i-:'• IU.•. \ t XlVill ♦ •fl•17,..;,:.° "pJ C f 1t ! , , ,,, ,. ...i„.„.....N ,, ...,.., ..... ,. . , ,„,„.4 . , , .,,,,,f , ..y.,..., , ,.,...., :,,,,,: f ..... lir ,..,1,- :. - - glAbb, ,-.......:, , e4.,.9.1tutdp,• ....k. no '�`"1D iia • ' !� :;�. ®, �' 's '1 W,"a�1`1 v �, !}y7, 00, "may .. .. _..i.�`. • _ tL / ,-1,.,---- y' s • t�'3 Slitter va, ,, �. .•• • 14,4 ¢z9:ii" .. -:..2. � . �;4� . 'r li r •.` ? e� 1.•�' i.�: ii r 1 :-161-11)0144;;" ' 111 1[11 • IV Igfq Ulf'fi 1 iffl 0 '1111 F c-..." •� P,-• ; tt..t 1 A W '® �l7 � _I • ` `.� •• r.EyvIERS!• .1 r• Li, aa. ✓,,rte-• ..'.}:T� . MMME VI •., %.4 _17:674•Ar•..... t•Y'''' • 1 Level 1 Analysis for Parklane Court 7/14/2004 TASK 3: FIELD OBSERVATIONS A field investigation was performed on April 27, 2004. The weather conditions were 50 degrees and partly cloudy. The site is currently vacant. Portions of the site have been cleared. A total of five wetlands are currently located on site. The site characteristics include the wetlands, relating vegetation around those wetlands, some wooded area, and some cleared areas that are categorized as tall grasses or pasture. The site has an average slope of approximately 2-percent with several small isolated areas where the slopes get as steep as 8 to 10-percent. The site slopes from the north, east and west sides of the property to the wetland located in the south-central area of the site. (see Figure 2: Site Map). Runoff from the site typically sheet flows to the southern edge of the property from all directions. A wetland that is heavily vegetated is located in this area and overlaps onto the neighboring property to the south. Peterson Consulting Engineers Page 7 ce-servet\project reports and correspondence\MTSC_0108\Level 1-MISC0108.doc Level 1 Analysis for Parklane Court 7/14/2004 TASK 4: DRAINAGE SYSTEM DESCRIPTION Please reference Figure 5: Downstream Map and Figures 6: King County Level 1 Table. Runoff leaves the site by entering an existing wetland located at the southern property line (Point #1). The wetland straddles the property line and continues onto the parcel to the south. The wetland extends close to the southerly property line of the neighboring parcel, in the wet season the wetland's water surface my extend to the property line, in the drier months the water surface recedes away from the property line leaving a"meandering" swale/low area (Point#2). Along the northeasterly portion of the next parcel to the south, in the rear yards of the newly developed Parkside Court Subdivision, there is a 12" storm line with catch basins set at elevations to control the high water elevation of the neighboring wetland to the north (Point #3). This interceptor system conveys the overflow drainage to the newly constructed detention pond located in the southeast corner of the Parkside Court subdivision (Point #4). The pond outlets to the south through a tee type control structure with flow control elbows and orifices (Point #5). Field inspection was halted at the detention pond, due to limited access beyond the pond through the property to the south of the pond. The pond was designed and constructed within the last few years, and it is assumed that the drainage calculations for the pond reflect the upstream basin that contributes to it. The interceptor system would determine the ultimate size of the pond and establish controlled release rates through the above observed control structure. Due to the fact that the pond in the Parkside Court subdivision controls the release rates for the entire upstream basin, no additional inspection should be required. County maps were reviewed to find any additional information for this drainage basin and any resulting downstream issues. There have been several complaints filed further downstream beyond the 1/4 mile reach. All of the complaints were minor in nature and have since been addressed by the county and the complaint files closed. It appears that most of the complaints filed were due to maintenance issues that have since been repaired by the county. Peterson Consulting Engineers Page 8 1\Pce-server project reports and correspondence\MISC-010811,evel I-MISC0108.doc WI) ""`J"` Page 1 of 1 t� .. _�I King County Home News Services Comments Search 0 iMAP - Proee Info Plannin. !kJI ¢ Ii ate .; i �w , "�•'`�I ,, J. 44 r- SE 132ND`.Si'o�rt1»i�•gtalikrr1k��,[$► M 'g't* V, 411 ,Fl�ry ..� _ tiii ' at:3tlli r uy ti.:11 4.z w- 1► 'SE 32140:ST IIIIIL�' 1116i 11 r 126-11 ta— ''',-,..,./ � � ice►'u:�rrlt Is hi eii aib# 412 4='lbi t,.._ l 13 iat , ► ._/ 't _ , , >P_ . i� ;� t„,,,,, -< iuh , ►L a..,�'�>m fair. _ 1 ZIKS:Teiiihun lAll '-,' -'111PAI 'ft_ -10&Allintreili' '411\ Nitkit imi ar°11 I. Ili 1:Nlbk *la sE 36 wall -.11 il 41 ►s : , ---71.Ilan, it 411"1r11611 ` 1 4( le? '- ,dings,tit \ ii 4-; r 1; ..eaAli• 1§Vg. Ar, �_ r . ., �.,, �;e- �� 111;641...tc &IX Utz:4& 1 NA VI ire{ *iril� , 2 �- -2IA SE43sT' Nile »-i`"', w% L '�ilkky4--, r' _ R'at 1. 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King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King County. KingCoun I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. r 1-1(.00 CZ S Don/MSTceAiy` MAP http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&C1ie... 7/14/2004 FI6vTZE (40 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Basin: Subbasin Name: Subbasin Number: ..b "'fix' �J Dra.� .. Symot `.Draf gli 'r' Drainage Slope Distance ciat r. Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name, and Size Description discharge reviewer, or resident see map Type:sheet flow,swaie, drainage basin,vegetation, it, V.ml=1,320 St: constrictions,under capacity,ponding, tributary area,likelihood of,problem, stream,channel,pipe, ' cover,depth,type of ive overtopping, pond;Size:diameter, area,volume destruction,flooding, Ab &r bstik Sloughing, overflow pathways,potential impacts surfag4 area sedimentation,Incision,other erosion Q \A/Ez 0 \I ti-61F-ASZteDwtEAo otikT -drY4 E-ciostor.1 D atAD Vle_l.vvn O SviAL.E, Mme. ;.I _,46 I' t is it S�ao•L-E./ A-E A tVeltitiePPIG t.S.4 i t,,10> rt-Cs•3?Alki (..) P.1?E. 1-REI:(xp1bt S 17:;±. 320 /1•14w4E_ NoktE ti1E)," i i'f I•stEeC - Q Pou p 4DCi I)o-1 VO/401 — , 4 50 144bi4r , ilo,.It , i1/41e-y4 ?cNs ID Q C zee CerJct. ctmt3 04- -; — (04 o Mt.1;. 140/%1 1: _ o?13C-43 INSgr 7ID,s : tNs 7c> Pc.40 C.Jz,N.51Ksc.YF._.> V) w T 3I 4.46.? -6.tA.> NiF-Ar-/- • A - `ti:ate. ?p,.1v CA..sz1t-47 'g-u,tti, , z ... if 114 cFt& t•b Aonn.oak. lg.)St?i— 44 IJtC.E SSI1/4iL"f. Aci- ` s Tb /LEI l,H 8 1,4 C. ? . -'i -:1-11Ztcf)A. 98-4\inBO4 Level 1 Analysis for Parklane Court 7/14/2004 TASK 5: EXISTING AND POTENTIAL PROBLEMS On site there appear to be several dirt bike or four wheeler trails that cut through the wetlands and are causing erosion and degradation of the existing plat life and relating wildlife species. These trails also extend to the neighboring parcel to the south of the proposed development (Point #1 & 2). The interceptor system for the Parkside Court subdivision in fairly new and has yet to become overgrow or plugged. The potential is there for plants to overgrow the system if it is not maintained. Along with the potential for this projects development, there is an existing proposal already submitted to the City of Renton currently titled"Emma's Plat", file no. 04-025 for the neighboring property to the south of the project site. If both of these projects are constructed, they would contribute to eliminating any of the potential and existing problems described above. Peterson Consulting Engineers Page 11 \\Pce-server\project reports and correspondence\MISC-0108\Level I-MISC0108.doc XIQMaddV 1V1a11 l..1111pU1 rage 1 V1 1 0 King County Home News Services Comments Search iMAP - Stormwater WEI — :. > 1NHJI j of ax.` r T F iOJ,�`«•._;, u ,tlt1Ila1I1ti l#�'�' u`�i• fi ;` . u 1 N E`3RD 1'141111 a'iillim) #s i •� - a a d A , , 'Ypa Wm riot l r 12 iii%:. Met F-=Il "', to ...10, � lll�t ui to ,, nisi Li i%, 1';'"4:7A, -T -- u) SE:132Nd . 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County Boundary ,..,,o, Contours-100 ft Streets Contours-20 ft. e ri,y.-sy L 1 Lakes and Large Rivers V f4 iris J'\/ Streams VYLRD Drainage Complaints 1-- Parcels information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. g County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such ormation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, •st revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on , is ma• is • ohibited exce• b written •ermission of Kin• Coun KingCounty I GIS Center I News I Services I Comments I Search ®y visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details, WL. 1aPL Co & 15, http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&Clie... 7/14/2004 WLRD Drainage Complaints Rec Complaint No Status Problem Type Rec Date TB PADD PADD 1 PADD SUF PIN NTB 1 1999-0609 CLOSED CONSTRUC C Tue,17 Aug 1999 00:00:00 3505 14606 138TH ST 847100100 656J2 2 2000-0430 CLOSED DCA FCR Tue,13 Jun 2000 00:00:00 14995 142ND ST 1072000460 656.13 3 2000-0731 CLOSED 'WOO WQE Mon,4 Dec 2000 00:00:00 14210 149TH PL SE 1072000430 657A3 4 1990-1509 CLOSED EROSION C Mon,26 Nov 1990 00:00:00 42E1 14250 154TH PLACE SE 1072030520 657A4 5 1994-1011 CLOSED DRNG C Fri,30 Dec 1994 00:00:00 35E5 132ND&156TH A SE 1523059229 657A2 6 1996-0362 CLOSED FLDG •C Mon,12 Feb 1996 00:00:00 3506 14210 149TH PL SE 1072000430 656J3 7 1996-0362 CLOSED FLDG R Fri,26 Apr 1996 00:00:00 3506 14210 149TH PL SE 1072000430 656J3 8 1996-0362 CLOSED FLDG S1 Wed,12 Jun 1996 00:00:00 3506 14210 149TH PL SE 1072000430 856.13 9 1997-0498 CLOSED KC PROPE C Fri,28 Feb 1997 00:00:00 3506 14202 149TH PL SE 1072000440 656.13 10 1997-1537 'CLOSED FLOODING FCR Mon, 17 Nov 1997 00:00:00 3506 142 ST/149 PL SE 1072000480 656.13 11 1998-0007 CLOSED POND FCR Mon,5 Jan 1998 00:00:00 3506 13907 149TH PL SE 1072030540 656J3 122 1998-0322 CLOSED TREES C Mon,4 May 1998 00:00:00 35E6 14232 150TH PL SE 1072000360 657A3 13 1998-0520 CLOSED DITCH FCR Wed,5 Aug 1998 00:00:00 3506 14000 142ND ST 1072030540 656J3 14 1999-0188 CLOSED PLG RID FCR Tue,2 Mar 1999 00:00:00 3506 14102 148TH PL SE 1072010510 656,13 15 1999-0625 CLOSED STND H2O C Mon,23 Aug 1999 00:00:00 3505 13741 148TH PL SSE 1072030440 656.12 16 2000-0731 CLOSED MMG FCR Mon,30 Oct 2000 00:00:00 14210 149TH PL SE 1072000430 657A3 17 2000-0731 CLOSED MMG WQR Mon,13 Nov 2000 00:00:00 14210 149TH PL SE 1072000430 657A3 18 2001-0041 CLOSED DDM FCR Tue,23 Jan 2001 00:00:00 14005 149TH PL SE 1072030540 657A3 19 2001-0332 CLOSED MMG 'FCR Mon,21 May 2001 00:00:00 14995 142ND ST 1072000460 657A3 20 2001-0805 CLOSED MMF FCR Thu, 13 Dec 2001 00:00:00 14005 149TH PL 1072030540 657A3 21 2001.0805 CLOSED MMF R Mon,24 Dec 2001 00:00:00 14005 149TH PL 1072030540 657A3 22 2002-0629 CLOSED DDM FCR Mon,9 Sep 2002 00:00:00 14995 SE 142NDT ST 1072000460 657A3 23 2003-0134 CLOSED MNM FCR Wed,5 Feb 2003 00:00:00 14005 149TH PL SE 1072030540 657A3 24 2003-0359 CLOSED WQD WQC Mon,19 May 2003 00:00:00 14005 149TH PL SE 1072030540 657A3 25 2003-0359 OPEN WOO WOE Thu,22 May 2003 00:00:00 - 14005 149TH PL SE 1072030540 657A3 Map lhitptit Page 1 or 1 0 King County Home News Services Comments Search i MAP - Pro• • Info Plannin• .••■Ipulucm mug moo ' -1,y,7,,,,,T , ."`311 '... ....." 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' 4 1 f, IPN,i,, sh. :tricAlf 0,.,,,Araa•ava•ain,:akiL.12.=0;45rn 14 iiisi ii , : - A Legend • - „/ Topo Contours(5ft) I , County Boundary a - Streets Lakes and Large Rivers di tiOgriry A/ Streams ' LiParcels .D:rai information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. • g County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such formation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, • revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on is ma• is • ohibited exce• • written •ermission of Ki • Coun . Kingounty I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. D44114AISE t4X).TE. -... - Ce*DAt• V,IvEg. _________ ? http://www5.metrokc.gov/servlet/com.esn'.esrimap.Esrimap.ServiceName=overview&Clie... 7/14/2004 Map Output rage i it -I QKing County ome r_-- Services Comments - - IM iMAP - Sensitive Areas all themes _ sse.,•r�° .. . ...ii ST:.7. i^ NE 5FH PL- .. 'y c a At' " j. t2dTH}ST `_ NEt4TH CT -r.'''".`' � s, al �; NE 4TH ��.' t i`M •,■" � '� '" �!tr_ fir� tityi lit �� 1 �NE',4)'H SF , " �` ru{ tr S �� eta. 5,. � ! • dp7- rr•r Vii• . rtae .. ► .i/ ." �� 1 I>1 eint S.E 28T H.S'F ... Q z a'. rn. _.„K, NE3Rt1 •p 1 1 ; _ -air .4 1 jj 1 t .+~ � � �y,, �T _ .i�' is s; ��Zt T«.�, ,,., ,.c ii� I� 7ttA� •rtl �i 2 w(� I Y j � j� �j � �''. _ Q�yYt ll �..' . 41 sr 't cs.a;i.ii;so t�wN. 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IC)21113, Legend • H 1_ County Boundary Streams a^ o*sr+age Streets r ttand Hazard ,fir SAOSAO WeLandside KAftwarle d° arrer.,. iii: SAO Coal f•Sr)e \ SAO Seismic 1 1 Parcels SAO Erosion Lakes and Large Rivers Landside Hazard Drainage Area ;«ret information included on this map has been compiled by King County staff from a variety of sources and is subjectto change without notice. • County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such or tion.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, .st revenues or lost profrts resulting from the use or misuse of the information contained on this map.Any sale of this map or information on is ma.is • ohibited exce• b written •ermission of Kin• Coun King C inty�GIS Center I News Services Comments Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. s (T\v ): MEAS http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&Clie... 7/14/2004 WETLAND DETERMINATION PARKLANE COURT PROPERTY Residential Development City of Renton, Washington Prepared for: Mr. Ron Knight Washington Properties P.O. Box 6 Renton, Washington 98057 Prepared by: C. Gary Schulz Wetland Ecologist 7700 S. Lakeridge Drive Seattle, Washington 98178 206-772-6514 July 7, 2004 Page Introduction 2 Site Description Purpose Methodology I . Wetland Determination 4 Soils Hydrology Wetland Description Summary References 8 Appendix A 9 Data Plot Forms List of Figures/Drawings Wetland Delineation Map Attachment 1 A wetland investigation has been conducted on the Parklane Court Property for a preliminary plat application in the City of Renton. The proposed project is a residential development 10 new, single-family lots. This report is intended to be preliminary for the City of Renton and wetland verification of"rating"and area. Numerous site visits occurred in December, 2003 and February, 2004 to investigate the entire site. Five,small wetlands were delineated on the subject property. A preliminary site plan for development is included in the plan submittal. Site Description The Parklane Court Property is approximately 43 acres in size and located between 146th Avenue S.E.(Lyons Avenue)and 148th Avenue S.E. (Nile Avenue)just south of the S.E. 132nd Street in the City of Renton, Washington (Section 15, Township 23N., Range 5E., WM). The subject property is comprised of two,existing lots and is zoned for residential use. The subject property is undeveloped forest land. Residential development borders the site to the north and west. The subject property has mostly flat to undulating topography throughout. In general, the site slopes from north to south with an overall,elevation change of about 8 feet. The property is forest land comprised of mostly native species. Prior to settlement and logging activities, the area was likely dominated by a coniferous forest habitat. The remnant conifers are present as small groves and scattered individuals. Tree cover includes mature Douglas fir (Pseudotsuga menziesii) and western red cedar (Thuja plicata). The dominant tree cover is mature bigleaf maple (Acer macrophyllum) with scattered red alder (Alnus rubra) and black cottonwood (Populus balsamifera). Salmonberry (Rubus spectabilis) is a dominant shrub throughout the site. Vine maple (Acer circinatum),Western hazelnut(Corylus cornuta),and Himalayan blackberry(Rubus discolor) are shrub species present in different areas of the site. Dominant groundcover species observed include sword fern(Polystichum munitum),and Pacific blackberry(Rubus ursinus). Purpose The purpose of this report is to provide the applicant a wetland determination study that can be approved by the City. The intent of this report is to provide required information for the application,and to initiate the preliminary planning of wetland use and mitigation. 2 Methodology Typically defined, wetlands are ... "those areas that are inundated or saturated by surface or groundwater at a frequency and duration 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". Through the State Environmental Policy Act(SEPA) and the Growth Management Act(GMA), the City reviews proposals which may potentially impact wetland and other sensitive areas. Because of observed site conditions, combined with jurisdictional wetland regulations,wetland presence and extent must be determined for the permitting process. The methodology used for wetland determination was based on the presence of dominant hydrophytic vegetation (i.e. plant species adapted to, or tolerant of, growing in saturated soil conditions), hydric soils, and observed wetland hydrology as described in the Washington State Wetlands Identification and Delineation Manual (Dept. of Ecology Pub. #96-94, 1997). This manual was developed to address regional conditions and is consistent with the 1987 Corps of Engineers Manual (Environmental Laboratory 1987). The three technical criteria for vegetation, soils,and hydrology are mandatory under normal conditions and must all be met for an area to be identified as wetland. A total of 8 wetland data plots,approximately 0.01 acres in size, were installed on the project site as a relative sampling of the property's existing conditions. The associated data plot forms are included in Appendix A. A base topographic and wetland survey, provided by Peterson Consulting, was used to prepare a wetland delineation map. The wetland delineation map is attached at the back of this report. The King County Sensitive Areas Map Folio (1990) was reviewed for this report. In addition, a wetland study conducted for the property located directly south of the Parklane Court site(Wetland Delineation&Mitigation Report-Emma's Plat,Altmann Oliver Associates 2/12/04)was reviewed for consistency related to wetland areas and ratings. The Soil Conservation Service (SCS) (USDA 1973), King County Area Soil Survey,was used to reference soil mapping and classification. Determination of wetland area was based on observed plant species, topographic relief, soil profiles, and hydrology. Orange plastic flagging was used to mark the site's wetland boundaries and data plot locations. The wetland boundaries were professionally land surveyed. A base topographic map with wetland areas,provided by Peterson Consulting,is attached to this report. 3 Using the U.S. Fish and Wildlife Service(USFWS) classification system (Cowardin et al. 1979), this wetland is classified as palustrine, forested, scrub/shrub, non-persistent emergent, and is influenced by seasonal hydrology. In accordance with Renton's wetland regulation standards, the wetlandratingappears to be Category 2 because it is greater than 2,200 square feet in size and has high quality vegetative cover. Even though the southern half of this wetland, located on the Emma's Plat property, has been severely disturbed by clearing,the City may determine the rating to be a Category 2 for this wetland (Altmann Oliver Associates 2/12/04 Report). Category 2 wetlands have a standard buffer requirement of 50 feet(Critical Areas Regulations Section 4-3-050 M.5.c.). Wetlands C&D Because these two wetlands are very similar,they are described together. Both wetlands are very small (C=540 sq. ft. & D=367 sq. ft.) and provide almost no wetland function relative to the surrounding upland areas. The wetlands are slight depression areas that are for the majority of the year. These wetlands have a dominant emergent cover of lady fern. However, young salmonberry shrub saplings are also dominant cover in both areas. Herbaceous species also observed as dominant cover are Colonial bentgrass (Agrostis tenuis), foxglove (Digitalis purpurea), and Pacific blackberry(Rubus ursinus). With the dominant presence of foxglove and Pacific blackberry species that are associated uplands, both of these areas are considered marginal wetland habitats that are isolated local depressions. Using the U.S. Fish and Wildlife Service(USFWS)classification system (Cowardin et al. 1979), these wetlands are classified as palustrine, scrub/shrub, non-persistent emergent, and are influenced by seasonal hydrology. In accordance with Renton's wetland regulation standards (Critical Areas Regulations Section 4-3-050 B.7.),Wetlands C & D do not appear to be regulated areas. Wetlands rated as Category 3, Lower Quality Wetlands are greater than 5,000 square feet in size. Category 2, High Quality Wetlands are greater that 2,200 square feet in size. Because Wetlands C&D are less than 2,200 square feet they are not rated as Category 3 or Category 2. Wetland E Wetland E has also been degraded from past clearing and conversion to lawn areas on its north side. The majority of this wetland appears to be located on the property directly north of the Parklane Court property. The on-site portion of this wetland is 8,166 square feet. Observed hydrology is seasonal. The reduced vegetative cover of this wetland is comprised of a few trees, western red cedar and black cottonwood. The dominant shrubs in clumps are red osier dogwood (Cornus sericea), and their are salmonberry (Rubus spectabilis) saplings. The emergent/groundcover plants include Pacific blackberry and lady fern, with the wetter ponded areas having water parsley (Oenanthe sarmentosa)and soft rush (Juncus effusus). 6 Ji Cowardin, L., V. Carter, F. Golet, and E. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. Office of Biological Services,Fish and Wildlife Service,United states Department of the Interior,FWS/OBS-79-31. Cooke, S. 1996. Wetland and Buffer Functions,A Semi-Quantitative Assessment Methodology, Draft Users Manual. Cooke Scientific Services. May, 1996. Environmental Laboratory. 1987. "Corps of Engineers Wetlands Delineation Manual,"Technical Report Y-87-1, U.S.Army Engineer Waterways Experiment Station, Vicksburg, Miss. Hitchcock, C.L.,A. Cronquist, M. Ownbey, and J.W. Thompson. 1977. Vascular Plants of the Pacific Northwest. University Press, Seattle, Washington. King County. 1990. Sensitive Areas Map Folio. Peterson Consulting. 2004. a topographic&wetland survey base map(attached,Wetland Delineation Map for Parklane Court Property). Renton,City of.2000. Environmental Regulations&Special Districts,Chapter 3-Critical Areas Regulations,Section 4-3-050. Soil Conservation Service. 1985. Hydric Soils of the State of Washington. U.S. Department of Agriculture, Washington, D.C. United States Department of Agriculture,Soil Conservation Service. 1973. Soil Survey of King County Area,Washington. Prepared in cooperation with Washington Agricultural Experiment Station. United States Department of Interior,Fish,and Wildlife Service. 1988. National Wetland Inventory. Prepared for the Office of Biological Services. Washington State,Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Ecology Publication#96-94. 8 DATA PLOT FORMS j 9 4;1- i DATA FORM ` RQUT1NE ONSITE DETERMINATION METHOD1 Field Investigator(s): /Sao.' u i.— Date:Date: •• 40 Project/Site: 1 • - • ..• ,•' -y State: County: f RM di ApplicantADwner: Ylipi Plant Community H/Name: Note: If a more detailed site desofiption is necessary, use the back of data form or a field no ebook. Do norm al9rrVironmental conditions exist at the plant community? W '/a- � //Yes l/ No (If no, explain on back) /`� �y ��"" Has the vegetatio�n�, ds, and/or hydrology been I ificantty disturbed? /', Yes No L/ (If yes, explain on back)been {t�=G 1� ed..62-( Q.CL- VEGETATION Indicator Indicator Dom ant P ant S Status Stratum Dominant Plant Species Status Stratum 1 ,Of edit J CGf'71!-rtk[lfi— --11. 2 !• 12. /� r Ae S'7.7% 3.; .1 I _ •.A A. 4..1..\. ' ./a. i..' 1' 3. 4. 14. 5. 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OBL, FACW, and/o AC b7 Is the hydrophytic vegetation criterion met? Yes No Rationale: //r�,� SOILS Series/phase: 4/ f' ' Q--- a Subgroup:2 , / Is the soil on the hydric soils list? Yes No Undetermined !/ Is the soil a Histosol? Yes No v/,Histic epipedon present? Yes No Is the soil: Mott ? No t/ Gleyed? Yes No Matrix Color: /® �/� Mottle Colors: Other hydric soil in Gators. Is the hydric soil c'erion alit? es / Rationale: �/ 1�I 4_AD. ✓P. ! Sad 0 ,el al 5'01-4..'. 6. /.. if / HYD)R,O�GY U Is the ground surface inundated?� yes No (/ Surface water depth: Is the soil saturated? Yes ( - No // Depth to free-standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes 4-4o- Rationale: NoRationale: JURISDICTIONAL9ETERMINAT1ON AND RATIONALE Is the plant community a wetland? Yes No Rationale for jurisdictional decision: t This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy.' B-2 i54fra DATA FORM RO{1TINE ONSITE DETERMINATION METHOD1 Field Investigator(sl f . . Date: ' / OS/ Project/Site: , II. . •• - •• s ___-. State: -- County: . I• ii .� r Applicant/Owner: hti Plant Community //Name: -Ang Note: If a more detailed site desction is necessary, use the back of data form or a field notebook. ff Do norm nvironmental conditions exist at the plant community? Ire-Li'7 fikec� — ce �e� --... Yes V No (If no, explain on back) Has the etation,soils, and/or hydrology been significan ly disturbed? ,62yeQfi S 2 Yes No (If yes, explain on back) o ftillr_ _ _ _afe/12. ff-ri , VEGETATION Indicator Indicator Dominant PI:nt •: .:s , Status Stratum Dominant Plant Species Status Stratum %0 , 1. ;IC an�a AWi'► '7.1, .l # `.- �/'ct 1 1. • 2. l� 3 iI144-5 f ` k"c t"?-C-- // 12./0? 13. / V ' 14 ir .. ./J Ii a ..I �CJ� 15.. / / . vir, , .....zfr/ si 16. : .. / ' 18. 9.�� 4 k�S •/S(',01/' / N 19. 10. 20. l Percent of dominant species that are OBL, FACW, an3d/or,FAC / Is the hydrophytic vegetation criterion met? Yes !/No q , �}" / 8 � Ati's6,011-1a-- Rationale. ikd .4ct,� /1 rd/ SOILS Series phase: /j/ t/�' Subgroup:2 Is the soil on the hydric soils list? Yes No //' Undetermined Is the soil a Histosol? Yes No i--- istic epipedon present? Yes - No Z----- Is the soil: Mottledt7 No Gleyed? Yes No I----- Matrix Color: �d r �� Mottle Colors: � Other hydric soil mdi�ators: y � Is the hydric soil criterio mit? Y s o � , Rationale: �4 /f? o� l , /3 S�'t^d7 `` ��'}. �! �j/�/ , HYDROLOGY "blic 02/ Is the ground surface inundated? Yes v No Surface water depth: ` Is the soil saturated? Yes //.No d Depth to free-standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrolo¢y criterion met? Yes L---" No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes _ No Rationale for jurisdictional decision: �' v r -'/r(47 C- �� s2/� 'This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy.' 8-2 -f1f3 DATA FORM =NE ONSITE DETERMINATION METHOD1 Field Investigators • 5 Date: G��0 Pro ect/Site: 4• • s - J' � Project/Site: / =p I State:_ Cou : - ,✓� + Applicant/Owner: ! „ — ?L 1 . ► Plant Community*Mame: Note: If a more detailed site de•« .tion is necessary, use the back of data form or a field notebook. Do normal environmental conditions exist at the plant community? AIL*44 , ,, ri7 *S c Yes /...../No (If no, explain on back) Has the v ation, soils, and/or hydrology been signifi ntly isturbed? 6 5- Yes No (If yes, explain on back) ...Zi,,_ ,. /� -iz f -'t!f VEGETATION Indicator Indicator Domin. 'lent Specie• Status Stratum Dominant Plant Species Status Stratum 5/ 1. di . .0 . I 11. 3.76,10 la Cl/ 9-nhir- FRGE 13. 4. • 14. S5. iiia► •.._..I_ oto . . . Jr_ %.., 15. 6. 16. 7. 17. 8. 18. 9. 19. . 10. 20. s/ Percent of dominant species that are OBL, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes No �,� Rationale: /� /j1/d'j Ay, to v�.V Series/phase• //Cle-V141/0 ,t'dl 5 Subgroup:2 Is the soil on the hydric soils list? Yes /No Undetermined Is the soil a Histosol? Yes No L/Histic epipedon present? Yes -- No 2..---- Is the soil: Mottled? Ye No 1,er-Gleyed? Yes No I/ Matrix Color: /� r< Mottle Colors: Other hydric soil indicators: Is the hydric soil c •terioa met? Y o L. Rations - �/ G; a �� 6ei-r4/4kf 14).__ .5� -`of ,� Aii HYDRO3.OGY Is the ground surface inundated? _Yes No L' Surface water dept Is the soil saturated? Yes No 3 • /,1/ Depth to free-standing water in pit/soil probe hole: kr G €":� List other field evidence of surface inundation or soil soilsaturation. Is the wetland hydrology criterion met? Yes Y No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No 1"--- - i ediL i . I-, Rationale for jurisdictional decision: ��/ _! rLIL � �-" �` !'r `e r/ 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy." 8-2 DATA FORM RO N- ONSITE DETERMINATION METHOD1 Field Investigator(s Date: • Project/Site: a .• # .• Stat �� County: • Applicant/Owner: O), / Plant Community #Mame: Note: If a more detailed site descr( lon is necessary, use the back of data form or a field 'stebook. Do normal vironmental conditions exist at the plant community? 4 f 6-7 Yes V No (If no, explain on back) Has the ve9et'ation, soils,and/or hydrology been s' nificantly isturbed? Yes No (If yes,explain on back) ' � —f-G,y VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1. 11. 2. 12. 3. 13. 4. 14. 5. 15. 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant species that are OBL, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes No Pj Rationale: O/ 'd SOILS Series/phase: / f/t.7 z Subgroup:2 Is the soil on the hydric soils list? Yes ,-No /,-7 -Undetermined Is the soil a Histosol? Yes No ' tic epipedon present? Yes No Is the soil: Mott ? Y o 1 Gleyed? Yes No /7 Matrix Color: /i /( . Mottle Colors: Other hydric soil ind' ators: y f �,w , Is the hydric soil criterion et? Y s No ,,, / /"A°7 Ration y:r 0 " )11 /ry�g // '�P f��' Yy 7 / „) DV I HYDROL S % ' rfwater death: Is inundated? �the ground surface inundated No {/ Surface Is the soil saturated? Yes V No /1 Depth to free-standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No Rationale for jurisdictional decision: t This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy.' B-2 -1' ..t- 5 DATA FORM R 0 UTI E ONSITE DETERMINATION METHOD1 Field Investigator(s): , 'Y Project/Site: & llg.' & - • .9 • State: Cour /p2: i T 'Va. Applicant/'Owner: / 911- h 119- Plant Community #Mame: Note: If a more detailed site de iption is necessary, use the back of data form or a field notebook. Do normal vironmental conditions exist at the plant community? /9-/ al-#-6C--g Yes / o (If no, explain on back) Has the vegetation, s ' and/or hydrology been s' nficantly •'sturbed? Yes No (If yes, explain on back) -7! _ V-I ETATION Indicator Indicator Dominant Plant Species Status Stratum Domi Plat Species , L Status Sir um AZ 20% 1. •- �:�_. AV (/1h _ Qg, i1.T/) <! 1 ,14)lr li 40...T2till 2rr � 1- , 12. 57, 3 js 13. `- 5. CI 4. Y LrLr� ___-l.v} 14. -ft---;i'cl/f n 15. 16. * I4 7 '�ZW I7I1 / r KIN ; / 17. 14 8• 18. 19. 1 10. (/ 20. Percent of dominant species that are OBL, FACW, and/or FAC ,�0, Is the hydrophytic vegetation criterion met? Yes No 4/ Rationale: / 1` 0 SQLS / Series/phase: �/ � � �/� J Subgroup:2 Is the soil on the hydric soils list? Yes ` No Undetermined / Is the soil a Histosol? Yes No v istic epipedon present? Yes ,/ No [/ Is the soil: Mottled? s No L.,'Gleyed? Yes No ia� Matrix Color: JOY# 6/ Mottle Colors: Other hydric soil indicators: Is the hydric soil criterion met? :1 Not....----.- Rationale 0 — f' I /Alit, •g, �c .;r1... �r ' 0,/ if `�. / • / /1 ,'] ,y ' HYDRO OGY (/f/ i Is the ground surface inundated? Yves N Surface water depth: Is the soil saturated? Yes No o Depth to free-standing water in pit/soil probe hole: 3 fr-r)L- -Q.,5 List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes t' No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No L-`-R� Rationale for jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2Classification according to "Soil Taxonomy." 8-2 fi-i 6 DATA FORM RO NE ONSITE DETERMINATION METHOD1 Field Investigators) S( 7-- Date: • 1a 0 Project/Site: / • .. •..1 ' �+•.. State:– Couty: T.. ! i r.� it Applicant/Owner: I� hi'9 t, Plant Community //Name: • l Note: tf a more detailed site descption is necessary, use the back of data form or a field notebook. Do normal vironmental conditions exist at the plant community? / ld-- , ' 7.. Yes i• No (tf no, explain on back) {'1$1 L-- /// !!! �/ 1 Has the vegetation, soi , and/or hydrology been significantly disturbed? i' Yes No eyes, explain on back) ��Q -(/,Q�'�- /ci. -- VEGETATION Indicator Indicator Domi;ant P ant •_ '-s i Status Stratum Dominant Plant Species Status Stratum 1.irlettitl, q 2. • �--- 12. "- b 3.< /. ��! �%� Baum[A> 13. I5) 5%�J /. .. 4 15. j4 ti '`% i r 16. 8., 18. to! d \ A_..r is �/ ...• j/ 19. 20. r Percent of dominant species that are OBL, FACW, and/or C (O( Z, Is the hydrophytic vegetation criterion met? Yes No Rationale: f SOILS Series/phase: f k f(L J Subgroup:2 Is the soil on the hydric soils list? Yes -No Undetermined Is the soil a Histosol? Yes No Histic epipedon present? Yes r No Is the soil: Mott"? g 2 _ / No Gleyed? Yes No 1-----'Matrix Color: f 0 f(/ / Mottle Colors : Other hydric soil in ' ators: Is the hydric soil criterion m:t? Y, N• Rationale;, • `� if 11 — a Al.. 1 AL t 4 /7 /g O / I I, f/ M ,i 1. . HYDROLOGY Is the ground surface inundated? Yes No Surface water depth: Is the soil saturated? Yes No / Depth to free-standing water in pi/soil probe hole: f 14.1G-I e..4 List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes v No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes 1----------;lo Rationale for jurisdictional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2Classification according to"Soil Taxonomy." 8-2 PP-- 7 DATA FORM • E ONSITE DETERMINATION METHOD1 Field Investigators ; • Z' Date: 0' 0�_�� / Project/Site: / `-4-1/ • i, ' - State:- Court : .t7Lisi,'it Applicant/Owner: °�6r ��}"it Plant Community#/Name: Note: If a more detailed site description is necessary, use the back of data form or a field notebook. Do normal a ronmental conditions exist at the plant community? 51'C�� y7— Yes / No (If no, explain on back) 4 Has the v etation sol and/o eg r hydrology been significantly disturbed? Yes No (lf yes,explain on back) VEGETATION Indicator Indicator Dome-nt Plant •: s , • Status Stratum Domi a nt *la Sy- ies Status SSt�rum i Mn ' r 14. 5 f fit ZiIN �`/ e- I 15. 1 X02)22 7.. FIFA .. - A - fr---4 , AY0 17. 8• ` • • 18. 1 (' b g. /A .1 '...1a- i / 1 g. 10. d 2 . 6a Percent of dominant species that are OBL, FACW, a�d/o FFAC Is the hydrophytic vegetation criterion met? Yes v No Rationale: • OILS Series/phase: 61) Su` roup 2 �� (/ Is the soil on the hydric soils list? Yes No Undetermined L Is the soil a Histosol? Yes No [_.---5is`fic epipedon present? Yes .....---No/,...----- Is the soil: Mottled? YsNo ‘,..-•' Gleyed? Yes No Matrix Color: ,D rtors: A Mottle Colors: Other hydric soil ind Is the hydric soil criterion a et? No /AAA- Rationa :• j -- , art s . ci V, StM Cf �CC d,.14, l Wil; n • o/ f iin HYDROL9GYJ7.7 Is the ground surface inundated? -Yes No Surface wat r depth: Is the soil saturated? Yes (/ No o Depth to free-standing water in pit/soil probe hole: S /,n< _.S List other field evidence of surface inundation or soil sat ration. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes Nous / / ' A Rationale for jurisdictional decision: 4/''h c-rI c. �tj/ 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to 'Soil Taxonomy." B-2 00 g DATA FORM RO Ni ONSITE DETERMINATION METHOD1 Field Invest' ator s �� iZ�t_ Date: ._ Q Project/Site: d /f State:--� County: i�. iQ7A Applicant/Owner ff1--- 11 i Plant Community *Mame: Note: If a more detailed site de• '•tion is necessary, use the back of data form or a field notebook. Do normal 6ironmental conditions exist at the plant community? S9L1--ff ecf- Lr '''ZYes No (If no, explain on back) Has the v etation, soils,and/or hydrology been s'' nificantlyistud? ' Yes 1/ No (If yes, explain on back)n V�i� �r "'"� I VEGETATION Indicator Indicator �'Q, Domi nt Plant Species Status Stratum Dominant Plant Species Status Stratum 2. / / __if___ 12.r 3. —.. Al .al•d A.. it_ W O 13. 4. / 14. a 5. ` ;11 rrrY%1wEM .. ',r,, aril/15. / f 7.6 & s J�" '" ' 117. 6. 8. f 9.Ik &1J�fd j�V ff�l d- 1"�-- 19. 10. 20. Percent of dominant spades that are O8L, FACW, and/or FAC Is the hydrophytic vegetation criterion met? Yes No Rationale: � �/� j SOILS b9 P 74 ,/ Series/phase: i i'� '` Su rou :2 Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No !/ Fjrstic epipedon present? Yes / No Is the soil: Mottle r q/allo °�Gleyed? Yes No f/ 1 Matrix Color: �`( Mottle Colors: J Other hydric soil in ' ators: Is the hydric soi�,crit o�met? Ye, _ No 44 Mc) �4�'i.14 /.l# A / <',„S'� Rationale: — (f� r, t r .,. . /.ate :/� A a ! • ti /HYDROLOGY , / is the ground surface inundated? Yes (/ No Surface water depth: Is the soil saturated? Yes (/No 0 Depth to free-standing water in piUsoil probe hole: 5 A ,,- List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes t...r No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a wetland? Yes No w/ WA--/ J% I -"/"'Rationale for jurisdictional decision: . 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to *Soil Taxonomy." 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I I \ 4f '• l 1 1 1 I ,ft/ I •f•f`r 1 n t",„ fti \ P /El �I 1 ` st \ / Ni • To +."--.............1 \ /� /\\ • 1`1 . . •♦ 1 , I \/ 1 ♦ ♦ • • • f • `\ / `\---� I '••• f• •• ,f• I I \ ` O • ----- \ .(f 1 --""""p . ♦ • • I II 1 \ f • . 1 \\ \ •\ •♦•• ••• 1 \ \ \ n. II \ \ 5 /� 1 / \.r 1I \ ` I I4.4.4•4.../. I \ \ '� 2 \ \ 1 1 • • f f • 4 * $ �� \\ \\ \ `IL \ 2 \ I • • • • • • • • \ 12) 1 %440 1 •— _� r \ \ • \ \ \ ♦• •♦•.•f• I \\ '.......\r.--— \ i �j f \i \ • I I N.- \\ 1ii\ \ I • • • \ � -festa 1 ...... / \J / ) \, \\ \ oq N/LEAVENUL�NE \;j/ �— �I fi\ — — — '—'--ej'..n""n.'"' . (148THAVENUE SE) • G c c c c c �1p$ c�aasiiNc s•s �r,� yprc uc�s Mev lo_FRESTI :A.r,pq� MFstI troc><oF DIRT ROAD w w w w w w ww DOTING w•o.L WAlER w w w uriulf/U4 urs:otf rw.t 4LDL.7�DYuu WA S1AI1 rKur. l{yul Esc.,- oa Geotechnical Engineering Report Parklane Court' Preliminary Subdivision Renton, Washington June 28, 2004 Prepared For Ron Knight P.O. Box 6 Renton, Washington 98057 Prepared By: Dennis Joule, P.E. 31700 S.E. 46th Street Fall City, Washington 98024 Consultant In Geotechnical Engineering OS'0.121,V411 UV;Vu rAA 94.7 L.0004uu IVA JLAIG rtwr. WJ u . a - i i Nile Avenue N.E. I II North �1;� 1 . TP-6 Scale 1"40' 415` 1- I is ' J 1 Tract ' '\R9tention and . ti: ,� \ . . . A .... _ t t •,410' Tract'A' I • • I Lv` 7 • ,OPEN SPACE - TPTP- 5 to ' ., Mg Lo 5 \ •Kt; Loi 4 • P- I Lot 3 L70 `-- — çioi • h • ' , ''; L•ot 2Lot,9 TP•2 ::>�P-1 Lot 1' leis B ---4so' \..,,,.... 2, Lyons Avenue S.E. (146th Avenue S.E.) Geotechnical Investigation Parklane Court meow,raringan TP-1 Indicates Location Of The Trackhoe Test Pits meiDennis Joule,P.E. Alae S!.vut Sew Fall Cay,Walwaime esna a. �� (4251 2224661 07/08/04 09:00 FAX 42S2555200 W'A STATE PROP. le 02 GEOTECHNICAL ENGINEERING REPORT Parklane Court Preliminary Subdivision Renton Washington June 28, 2004 INTRODUCTION The project site, located on the east side of 146th Avenue S.E. about 230 feet south of S.E. 132nd Street, is about five acres in area and approximately rectangular in plan. The property is known as `Lot 12 Black Loam 5 Acre Tracts'. The planned development consists of a subdividing the property into ten single-family residential lots, with associated roads and utilities. There is a current subdivision proposal for the property immediately to the south. Since there is a continuous Wetland and drainage path between the two properties, it will be necessary to coordinate the drainage facilities with those for the plat to the south. INFORMATION PROVIDED A site plan, showing the site location, dimensions, topography, mapped wetlands, proposed storm water detention pond location, and piopesed lot configuration was provided by Peterson Consulting Engineers of Kirkland. This information was used it preparing the drawing on the opposite page, which also shows the locations of the backhoe test pits. SCOPE The scope of work in this investigation included the following. 1. Subsurface exploration by means of six backhoe test pits, 2 Engineering evaluation and analysis of field data and published documents for the purpose of providing recommendations regarding the geotechnical aspects of site development, and 3. Preparation of this report irr accordance with Chapter 18 of the U.B.C., piesenting the findings and recommendations. Page I vie Vonv. VV.VV ret 4LJL J:IOLVU nn air►ic rxwr. 1u.) Project 1864 hunt 28, 2044 FINDINGS Surface Conditions The property is essentially flat with minor ground undulations. At the time of the field investigation the ground surface was covered with a heavy growth of native grasses and berry bushes with alder, fir, and maple trees. No structures were observed on the property. There are five mapped wetlands on the property. Standing water covered the lowest portions of the site. Geology The soils and land types of the King County Arca formed largely in deposits of glacial drift laid down during the Vashon period of the Fraser glaciation late in the Pleistocene. This site is underlain by Vashon till (Vt). The Vashon till consists of very dense, consolidated lodgement till that ranges in thickness to nearly one hundred feet and has a mantle of ablation till about three foot thick. The ablation till is loose, and it is in this material that soils of the Alderwood series formed. Subsurface Conditions The site is mapped by the U.S. Soil Conservation Service as Alderwood gravelly sandy loam (Ag). Within the ten-foot maximum depth of exploration, the site is underlain by medium dense silty fine to medium sand over moderately consolidated glacial till. Seepage was encountered in test pit 1 at three feet. Soil characteristics, such as color mottling and texture, indicate a perched seasonal groundwater on top of the glacial till. Weathered glacial till was encountered at from three to five feet below the surface. Refer to the test pit logs in Appendix A for details. Page 2 Vliuj/u4 uv:uu rA.. 44DLJJJ.uo nn Jan►r, ricer. Lei we Project 1864 June 25, 2904 CONCLUSIONS Existing Mapped Wetlands There are Live mapped wetlands within the property. The underlying glacial till restricts water infiltration into the ground. The wetlands are a result of seasonal perched water, most of which originates from the properties to the north as surface car subsurface runoff. The main Wetland lies in the proposed Open Space - Tract `A'. This Wetland is continuous with the Wetland within the adjacent property to the south. The depth of water is this continuous Wetland is controlled by the inlet invert elevation of the existing culvert within the subdivision to the south (south of the adjacent property). Seismic Considerations As with all land in the Puget Sound region, this property lies in Seismic Zone 3 Seismic hazards can he divided into two general categories, hazards due to ground rupture and hazards due to ground shaking. Since no faults are known to pass through the site, the possibility of earthquake induced ground rupture appears to be remote. Even if severe ground shaking were to occur at the site, the medium dense sands and moderately consolidated glacial till encountered in the exploration will not liquefy because they are generally IMC saturated and do not have the characteristics of materials prone to liquefaction under dynamic loads (too compact). Compressible Soils No compressible soils were encountered. Seasonal Perched Groundwater The moderately consolidated glacial till underlying this site is relatively impermeable. Water landing on the site as rain, or water entering as off-site drainage percolates through the permeable surface soils, and is then trapped on top of the less permeable glacial till. This condition is the cause of the existing wetlands. Groundwater should be anticipated in excavations made anywhere within the property during or just following the wet season. See the Test Pit logs in Appendix A for more specific groundwater information Page uY/ul1/ud ui:uu rAA 4Z0ZOZuu WA STATE YKUY. too Project 1864 June 28, 2004 RECOMMENDATIONS Site Preparation Depressions and loose soil zones resulting from the removal of trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on-site inorganic soil or approved import soil. The surface of the site within the proposed fill, building, and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the tune of construction but for planning purposes an average stripping depth of six inches mai be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. Construction Timing It is recommended that the earthwork portion of this project be performed during the dry summer months (June-October). Water will likely flow onto the site during the wet season, causing inundation of the low areas and saturation the soils near the low areas. On-site soils will not he considered suitable as structural fill if they are too wet to achieve proper compaction_ Seethe section below regarding Grading and Compaction. It may he necessary to pump standing water from the isolated low areas prior to performing grading operations. Road and Building Pad Elevations Road and building pad elevations must be high enough to allow proper site drainage_ This will require structural fill within portions of the road and some building pads, Site drainage will be controlled by the inlet invert elevation of the culvert draining the Wetlands. Building pads should he high enough to allow footing drains to drain by gravity to the storm sewer system. Footing drains should be at least six inches below the final grade within the crawl space beneath each house. Excavation and Slopes Cut or fill hanks should not exceed slopes of 2:1. These slopes should immediately be covered with visqueen. The visqueen should remain until they can be landscaped. Soil stockpiles should be covered with visqueen to prevent saturation and erosion. Page 4 uiivaiU4 iia:uu rAA 4co4oaatuu nA JIA1t rt(Ur. CUtf Project 1864 June 28, 2004 Grading and Compaction Structural fill is anticipated for portions of the road and sone of the building pads. Structural fill placed within the building pads should be monitored and tested. A licensed professional engineer specializing in geotechnical engineering should certify completed building pads. If any import fill is required it should be inorganic, of low expansion potential, and should contain no rocks or lumps larger than 4 inches in greatest dimension. Stripped soil surfaces in those areas to receive structural fill, foundations, slabs-on-grade, or pavements, should be scarified to a depth of at least six inches. The soil should be moisture conditioned (or allowed to dry) to produce a moisture content of two percent above the optimum value and then compacted to a density equivalent to at least 90 percent of the maximum value as determined by ASTM Test D1557-70. (U.B.C. Standard 70-1: Field-tests by U.B.C. Standards 70-2, 70-3, 70-4, or 70-5). Structural fill using on-site inorganic soil or import inorganic soil should be placed in layers not exceeding eight inches in loose thickness, conditioned with water (or allowed to dry) and compacted to the requirements described previously. Where the fill is to be placed on slopes exceeding ten percent the stripped ground is to benched prior to fill placement. Level benches are to be cut into the hillside at least five feet wide. Fill is to be placed in horizontal lifts. Utility Trenches Utility trench excavation can be performed with conventional mechanicalequipment to depths up to ten feet. See the section regarding Seasonal Perched Groundwater. Vertical trench excavations up to four feet deep should be capable of standing either unbraced or with minimal bracing for short construction periods. For the purposes of this section of the report, backfill is material placed in a trench starting one foot above the pipe or conduit or at the top of concrete formed around the pipe or conduit; and bedding is all material placed in a trench below the backfill. Unless concrete bedding is required around utility pipe or conduits, free draining sand should be used as bedding. Sand bedding should be compacted by mechanical means to a density equivalent to at least 95 percent of the compaction test maximum (ASTM D1557-70). Trench backfill should be placed in horizontal layers not exceeding 6 inches in loose thickness and compacted by mechanical means at least 90 percent of the compaction test maximum (ASTM 01557-70). Page 5 un ainin rnvr. lee Project 1864 Juice 28. 2004 Rockeries Rockeries are not earth retaining structures. Rockeries may be used as slough wall against stable earth cuts only. It is recommended that rockeries not be constructed over four feet high within this site. Embedded Post or Columns When designing posts or poles as embedded columns in accordance with U.B.C. Section 1806.8.2.1, lateral bearing (S1 or Si) may be taken at 150 lb/ft2/ft depth below ground surface. Building Foundations When determining minimum earthquake forces for structures in accordance with U.B.C. Section 1629.1, consider the site to be underlain by soil Profile Type Sp. The proposed single-family residences may be supported on conventional shallow foundations bearing on firm natural soil or compacted structural fill. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal live loading provided the resulting foundation width is not less than 12 inches for one story, 15 inches for two story, and 18 inches for three story portions of the structure_ Individual reinforced Concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal Iive loading, but should be at least 24 inches in minimal plan dimension. As a minimum, isolated concrete pads shall have two /14 bars. These bars shall form a cross (as seen in plan view), and shall be set mid depth in the concrete. Where footings arc constructed adjacent to downslope cut banks or slopes, there is to be a minimum 2:1 slope drawn between the bottom of the footing (point nearest the slope) and the toe of the cut bank or slope Foundations should be embedded at least twelve inches below existing grade or adjacent finished grade, whichever is lower. Foundations constructed on certified building pads may be founded on top of the building pad. Page 6 ui/u8'U4 u8:uu PAA 42525552UU WA STATE PROP. 1OS Proecr 1864 June 28, 2004 Concrete Slabs-On-Grade Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grueling and Compaction. Where floor dampness must be minimized, a minimum 4-inch section of capillary break material covered with a membrane vapor barrier should be placed between the floor slab and the compact soil subgrade. The capillary break should be free draining, clean gravel or rock, such as 3/8" pea gravel The membrane vapor barrier should be at least 1O mil thick polyethylene or its equivalent. Where floor dampness is not objectionable, concrete slabs may be laid directly on the compact soil subgrade. Footing and Retaining Wall Drains Footing drains are required for all footings A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe should be covered with at least a twelve-inch wide zone of washed 1/2" to 1" drainrock. The drainrock should be covered with filter fabric paper, and a layer of native soil should be placed over filter fabric as a soil cap. Footing drains should drain by gravity to the storm sewer system. General Surface Drainage The main Wetland lies in the proposed Open Space - Tract 'A'. This Wetland is continuous with the Wetland within the adjacent property to the south. The depth of water is this continuous Wetland is controlled by the inlet invert elevation of the existing culvert for the existing subdivision two parcels to the south (south of the adjacent property). Road and building pad elevations must be high enough to allow proper site drainage. This will likely require structural fill within portions of the road and some building pads. Building pads should be high enough to allow footing drains to drain by gravity to the storm sewer system. Footing drains should be at least six inches below the final grade within the crawl space beneath each house Page 7 07.09/04 09:00 FAX 4252555200 FA STATE PROP. 4t)09 Project 1664 June 28, 2004 Individual Lot Drainage Surface drainage gradients should he planned to prevent ponding and to direct surface water away from the building, slabs, edges of pavements, and towards suitable collection and discharge facilities. Landscaped ground should slope down away from building foundations at a minimum fire percent slope for at least five feet from the footings. Paved ground should slope down away from building foundations at a minimum two percent slope for at least five feet from the footings. Drainage pipe should be provided to catch and dispose of downspout rainwater, discharge should be into the storm sewer. LIMITATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Subsurface exploration of any site is necessarily confined to selected locations, and conditions may and often do vary between these locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By: i•1 $IS �t0" (:)1/4,,vo W ASMiy,(F pq 145111„,,,0).17 94, � �r NRL E�s� De ' Joule, P.E. EXPtRLS 73-05 Page 8 07/00/04 09:00 FAX 4252555200 WA SPATE PROP. C2)10 Appendix A Test Pit Logs U'//Uli/U4 tni:UU FAA 4ZSL555LUU WA S1A1b FRU?. Ie11 SOIL LOG - TEST PIT No. 1 PROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 TrackJwe HOLE ELEVATION: 408' DEPTH TO GROUNDWATER: INITIAL 3'Seepage FINAL -- LOGGED BY: DJ SOIL DESCRIPTION I COLOR MOISTURE CONSISTENCY SOIL ITP DEPTH_j PENITR. TORVANE Silty Fine to Medium Grained SAND I Dark ' Moist — SPF with Small Rounded Gravel Brown -1- Medium Dense i -2- Seepage into hole at 3' Red ( I -3- Brown ! 4. Very Silty Fine to Medium Grained SAND Gray ; Moist T Dense I SPF with Rounded Gravel, Slightly Cemented Mottled I -5- Orange I I -6- (Weathered Glacial TW) Gray Damp j Very Dense" -7- -8- -9 - 8-s - I I -10- Bottom Hole 10' -11- -12- -13- -14- • 11--12--13- -14- -15- -16- -17- -18- -19- -20- * 15- -16--17-18-19- -20- * Trackboe had to scratch to advance hole CONSISTENCY ANO SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED 50118 CLASSIFICATION SYSTEM PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROlNETER INSTRUMENT • TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P. CIVIL ENGINEER ..r va• v� va.vu rAA IGDLOOOGVU wA JUtL FEU?. lin 12 SOIL LOG - TEST PIT No. 2 PROJECT. 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 Trackhoe HOLE ELEVATION. 412' DEPTH TO GROUNDWATER. INITIAL -- FINAL -- LOGGED BY: DJ SOIL DESORPTION COLOR MOISTJRE CONSISTENCT SOIL TYPE DEPTHPENITR,. TORVANE Silty Fine to Medium Grained SAND Red ; Moist i Loose SPF with Small Rounded Gravel Brown T i -1 Medium Dense -2- -3- -5- Vcty° Silty Fine to Medium Grained SAND Gray Moist Dense SPF with Rounded Gravel, Slightly Cemented Mottled -6- Orange -7 - (Weathered Glacial Till) Gray Damp Very Bottom Hole 8' beast* I -8 -9 - -10- -11- -12- I ; -13- -14- I j -15- -16- i I I-17- I i -18- -19- -20- • Trackhoe had to scratch to advance hole CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENTTR INDICATES READINGS TAKEN WITH A SGILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOIL TEST HAND TORVANE INSTRUMENT SOIL U�IYf�Y JO JLL, P.E. CIVIL ENGINEER 07/09/04 09:00 FAX 4252555200 WA STATE PROP. Z13 SOIL LOG - TEST PIT No. 3 PROJECT. 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY. Komatsu PC-60 Trackhoe HOLE ELEVATION: 408' DEPTH TO GROUNDWATER' INITIAL -- FINAL -- LOGGED BY. DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL'iFE DEPTH r PENITR, TORVANE Silty Fine to Medium Grained SAND Dark Moist Loose SPF with Small Rounded Gravel Brown -1- Medium Dense -2- Red Brown _3_ ' I I _ Very Silty Fine to Medium Grained SAND 1 Gray Moist Dense SPF with Rounded Gravel, Slightly Cemented Mottled Orange - (Weathered Glacial Till) Cray Damp { Very —r- Deose* -$- Bottom Hole 8' -9 ' -10- -11- -12- -13- -14- -15- • 12--13- -14--15- -16- -17- -18- -19- 1 • j -20- • • 16--17- -18- -19- -20- ' Track-hoe had to scratch to advance hole CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIEC SOILS CLASSIFICATION SYSTEM - PENITR-INDICATES READINGS TAKEN WITH A SOLTEST POCKET PENITROMETER INSTRUMENT - TORVA,NE INDICATES READINGS TAKEN WI'H A SO!LTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER 07/UNiU4 utI:UU NAd 4L5Z555ZUU WA S'1A'1'1✓ YEW". 1.01.4 SOIL LOG - TEST PIT No. 4 PROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 Trackhoe HOLE ELEVATION: 403' DEPTH TO GROUNDWATER: !NITIAL -- FINAL -- LOGGED BY: AI SOIL DESCRIPTION COLOR I MOISTURE I CONSISTENCY I SOIL TYPE DEPfH I PENITR, TORVANE Silty Fine to Medium Grained SAND Dark Moist i Loose SPF with Small Rounded Gravel Brown -1- • I Medium Dense i -2- Red j I -3- I Brown i I i -4- i I -5- Very Silty Fine to Medium Grained SAND Gray Moist Dense ` SPF with Rounded Gravel. Slightly Cemented Mottled ; -6- Orange ; I -7 - + I (Weathered Glacial Till) Gray Damp Very _ I Dense* -8- Bottom Hole 8' -9 I I -10- • -11- • I • -12- -13- -14- -15- -16- • 13--14--15--16- i I j -17- -18- -19- -20- Trackhoe 17- -18- -19--20-Trackhoe had to scratch to advance hole I I I I _ J 1 1 CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION 5A55D ON THE SVCGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT • TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. CIVIL E.YCIINEER 07/U9/O4 09:00 FAX 4T52555'LUU AA STATE YKUY. tj SOIL LOG - TEST PIT No. 5 PROJECT: 'Parklane Court' Preliminary Subdivision DATE 6-17-04 EXCAVATED BY: Komatsu PC-60 D-ackhoe HOLE ELEVATION: 414' DEPTH TO GROUNDWATER: INITIAL -- FINAL -- LOGGED BY: DJ SOILoESCRIPT!ON COLOR I MOISTURE I CONSISTENCT I SOILT7PE JOEPTH j PENITR.. TORVANE Silty Fine to Medium Grained SAND Red Moist Loose SPF with Small Rounded Gravel Brown -1- Medium Dense -2- -3- -4- Very 2--4-Very Silty Fine to Medium Grained SAND Gray Moist Dense SPF with Rounded Gravel, Slightly Cemented Mottled -5- Orange (Weathered Glacial Till) Gray Damp Very -6- Dense* -7 - Bottom Hole 7' -B- -9 - I I II -10- ! ! -11- I i -12- I I -13- I � � -14- I I -15- -16- . -17- -1 8- i I -19- i -2o- Tracicboe bad to scratch to advance hole CONSISTENCY AND SOIL TYRE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLfSSIFICATION SYSTEM - PENITR.INDICATES READINGS TAKEN WITH A SCILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE,P.E. (-7 VII..EvG1Ni ER V!%Ut1,U4 UL:VU rAA. 4LDLOODLUU rIA .61A1.h rxur. tJ1t) SOIL LOG - TEST PIT No. 6 PROJECT: 'Parklane Court' Preliminary Subdivision DATE: 6-17-04 EXCAVATED BY: Komatsu PC-60 Trackhoe HOLE ELEVATION' 409` DEPTH TO GROUNDWATER: INITIAL -- FINAL -- LOGGED BY: DJ SIX_DESCRIPTION II COLOR 1,4016TURE I CONSISTENCY SOIL TYPE I DEPTH J PENITR_- TORVANE Silty Fine to Medium Grained SAND Red Moist Loose SPF E with Small Rounded Gravel Brown -1- Medium II I Deme -2- -3- -4- - I -5- Very Silty Fine to Medium Grained SAND Gray Mout Dense I SPF with Rounded Gravel, Slightly Cemented Mottled I -6- Orange -7- (Weathered Glacial Till) Gray Damp I' Very Dense* Bottom Hole 8' -9 - • -10- -11- j -12- I -13- I -14- I -15- i I -16- -17- i ! ! -18- i -19- -20- Trackboe had to scratch to advance bole CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICAnON SYSTEM PENITR.INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT SOIL DENNIS JOULE, P.E. CIVIL ENGINEER W z W Q kJ Q Q Z cW SE 124TH ST Z - 0 Wj W 1j 0 = -cc Q aO a NE 5TH ST u.,i_ Z �— zzz.i (t......s.j, 1 NE 4TH PL SE 128TH ST NE RD LN W SE 129TH PL ce .. . ( 0 O 0 iu NE 2ND ST l TE Lu (SE 132ND ST) NE 2ND ST . . ,___ W Q Q ,k, co SE 133RD ST Q Q 0 O SE O) SE 136TH ST Z J _ 5 PL � NI- OOP J d- SE 139TH ST R SE 2ND CT ` SE 2ND ST z -74-Ln‘'.\ \—("23—k ,Q `� MAPLEWOOD SE 138TH PL m PARK Z W in `OSE 139TH PL SE 140TH ST ^ SE 140VD sT d- J N a rn a. PARKLANE COURT VICINITY MAP DWN. BY: DATE: JOB NO. P °N 4030 Lake Washington Blvd. N.E.,Suite 200 AAL 7/14/04 M/SC-0108 ONSULTING Kirkland, WA 98033 CHKD. BY: SCALE: f N G I N C F R S Tel(425)827-5874 Fax(425)822-7216 J. HOPPER N TS � • _ ) Q`' � �, 4 D�1�I�N TC��I�tN �� ,�� E�►TTL E r�T�� ?� �See deta�l map} �I Y. - Y� - � � �I � � ELf � � �� - � �1+�#� �""r� 42 � � r .t�y�#��Q.�,,�, �i ��i� ��ot# � ?�� / �� W ��N� . � �.,� }��g�� Say � �iP � � OC �� #'�� `�``�`��t�r:� r[�� 7 LL � � � 9 � ,. �v_� � �4� � � � _ �lIEF��EF� �� !� � �' ��L�tND `�� d ;� W � • • � �� I c�'v l' � 2d0 ��1 ��4 'r-f,d d � �fi� � � � 2nd &4th Ave � �� -��= �� '�� fi � Bus Stops � �,:� , , ,� ° s ;�: �� s � � �� a _ 21� � SEfiOthSt NE�IJR�C�RT H�LL� � �a � .�- '445 � �' 219 yt� ��' � � SE �th Wy � � � � '� � � N .4 � � �� : � L�►KE :� � � � _ a� 1 f � a yr N � : � �►�1 F��l E 1� ��„�°� � � �� - � W _� C � �G � p � �. � �� N 3C��h � d ��► ` � � _ : ,��f'�� W NE 27 � NE 24th St �� h t = �� y y �a �'�ic## �� ``� �s� � � - � fi '�� '` N E 23 rd gQy esle - NE 16th Y w w W � � S aa I lti DI� ;�� '' � � Z �� F�E N T�t� C ��_� �- 3aa �ti � � �d HI�HLAN�� L ,, � - A 3 S ac o �r�� 5�� \�� NE 10tt1 � ` � r� a � .. _ �� t°+ � � �� Y � �v�S�NE 7th � � c ��. a� � � MAP LEGEND �3�� TRANSFER PQINT: Ra�te inter- �E �th ' � '� SE 128th St � �3 �-!-'` section far transf�erring to the �� o NE 4th � PM� � � M�bes aU re�ular stops. c�nnecting rout� or raut�s indicate�. � � ? M � �SE 134th sE133P1 ��•�� Ma4aes limited or no sta s. ��o � �— r �' � SE 136th4 �u w W SE 135th _____ P CS TIME PC�INTlTRANSFER PQINT SE2nd PI � p � � � � �, w } � 43 t� cQmbin�d. ' s � SE 142nd 1 � � m � � A�VERSE WEATHER � SE �th St �q ��ils r d 9 Q r ROUTE �see information an FAREZ'QME Addition�l fafe �equired. �,. � ' � � � SE ,�{t,, �� m � ; r�verse si�de}. � m ,��ti L m � � r .- . . PARNC 8� RIG}E: Designate�i fr+�� L,/�►�"�E TIMEPOII�T: Streetinter- g �aqp�E��p � � �ATHLEE�I parkin area with direct bus service section usedf�rtime �chedule ta m��ar cammercial centers. - r�ferenc� p�int list��d �t tMetop of time edumns to esti-mate � Ride Fr�e area boundary stop. bu� arrival and trip times. LoadJunload. nlI wrL IIMrt�O� rur a�iH M:1AeKV\uSCro�Of�[ML�CMwiws�a.a.a n�A�M�L !/�Y/w oLor SCUL�. i.� nM[R sorCL r6 n� .aB ra� WSC-oia! co S LY PPP-SS-TTTT noN Kr«cHr „�,;,y,,,, PARKLANE COURT s/te/o4 �� 30 ^�E�N 4030 Lake Wa�hViyton �usm J.NOPPER 4J Blvd.N.E.,Sutte 200 ..a: °�"5 y�y �C NSULTINC Kirkland,WA 98033 � , nl!wW[:il�r{�a nt>.m: K1�•.1Mrla�onui7�tiNN�w�Olwy no�a+�[�. V��/w Ror sGIL: �.� wq»�C[: �o Fk .w rq: wt-o,a m�. f.fw PPP—SS—TTTT �„K„�,,, ��,�, PARKLANE COURT s/ia/oa °"�.�ov►u � '� 30 ETERSON 4030 Lake WashlnIIton Blvd.N.E,Swte 200 °Y�5 y,� P NSULTING Klrkiand WA 98033 � �=� DATUM Te11�25)827-5874 UTILITIES PIAN PiMIS10 �•�� Faz(42�i 822-7216 N0. REYISION Bv DA7E APFR jON W.NELSON ��R� � �� m � S '� � °� °r�r�'v O � � , � o� J � � �� . 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": � '�"�� = Find Route # Travel Optians `�� .�~�,;'�: � . „ 111 � +Timetables -Fare information Weekday: .lune 5 thru Sept. 24, 2004 -Regional&area maps • Be sure to read the Special Service Info for this route. -Neighborhood routes • Read the Adverse Weather Info for this route. -Park&Ride � -Holiday infortnation -Custom Print Help ' ' Route Map #Trip Planner • Mysus To LAKE KATHLEEN (Weekday): � BusView • Rideshare 4th Av 2nd Av 2nd Av Ext S 112th Av SE N 30th Edmonds Av NE 4th Lk Kathleen 169th Av SE Jericho A-� �Traffic & Roads & & & & & NE & & SE & & NE & Update� Bell Pike S Jackson I-405 I-405 NE 16th Monroe Av NE SE 128th SE 199th NE 4th PPog!'�tits : 3•29pm 3:36pm 3:42pm� 3:57pm§ 4:02pm� 4:07pm� 4:16pm� 4:26pm§ 4:34pm� 4:43prr:9 ! Customer Serwices 3:59pm 9 :06pm 4 : 13pm� 4:28pm� 9 :33pm� 9:38pm� 4:47pm�. 4:57pm� 5:05pm� 5:14pmo 4:29pm 4:36pm 4:93pm� 4:58pm� 5:03pm� 5:08pm� 5:17pm� 5:27pm� 5:35pm� 5:44pm� RbOutMefro q ;49Pm 4 :56pm 5:03pm� 5:18pm� 5:23pm� 5:28pm� 5:37pm� 5:47pm� 5:55pm� 6:04pm§ `"="�"'�^°"� 5:09 m 5:16 m 5:26 m§ 5:41 m� 5:46 m� 5:51 m§ 6:00 m� 6:10 m§ 6:18 m� 6:27 m§ �-'S`�fe�h�ap P P P P P P P P P P 5:29pm 5:36pm 5:46pm� 6:Olpm� 6:06pm� 6:llpm� 6:17pm� 6:27pm§ 6:35pm� 6:44pmo , � :�9pr.t 6:06Fm 6: 11Frr:� 6:2o'pm� 6: 31pm� 6:36pm� 6: 42�m� 6::.2o-n� 7:OCpm� 7:09pm� To DOWNTOWN SEATTLE (Weekday): Jericho Av 169th Av SE Lk Kathleen NE 4th Edmonds Av NE 30th 112th Av SE 4th Av S 4th Av 8th Av & & SE & & NE & & & & & & NE 4th SE 144th SE 128th Monroe Av NE NE 16th I-405 I-405 S Jackson University Olive Way 5:22am 5:30am 5:37am 5:96am 5:52am 5:57am� 6:Olam� 6:15am� 6:20am� 6:23am§ 5:51am 6:OOam 6:07am 6:17am 6:25am 6:30am� 6:36am� 6:50am§ 6:55am§ 6:59am� I� 6:llam 6:20am 6:28am 6:38am 6:96am 6:51am§ 6:57am� 7:llam� 7:16am� 7:20am§ 6:31am 6:40am 6:48am 6:58am 7:06am 7:llam� 7:17am� 7:32am§ 7:37am� 7:41am� 6:51am 7:OOam 7:08am 7:18am 7:26am 7:31am� 7:39am� 7:54am� 7:59am� 8:03am� 7:llam 7:20am 7:28am 7:40am 7:50am 7:55am� 8:03am� 8:18am� 8:23am� 8:27am� 7:34am 7:43am 7:51am 8:03am 8:llam 8: 16a�6 8 :24am� 8:39am� 8:44am� 8:48am� Timetable Symbols §-Estimated time. Special Service Info I file�UC',�\l�nC'iIMF.—IUnFHnP�I\LOCALS�1\Temo\41SWK8BN.htm _ 7/1�/2(1(14 � Page 2 of 2 � � `:� �� _ . Route 111 makes no stops between I-405 8� N 30th St and 4th Ave S & S Jackson St(2nd Ave Ext S 8� S Jackson St, outbound) except at I-405 & 112th Ave SE and on I-90 at Rainier Ave S.. Select Another Route Number: Home � Trayel O�tions�Or�line Tools� U ates� Programs � Customer Services�About Metro � Site Map OO 1994-2004,Metro Transit II Metro Transit is a division of the King County Department of Transportation Kin Coun � News � Services � Comments � Search Links to extemal sites do not constitute endorsements by King Counry.By visiting this and other King County web pages,you expressly agree to be bound by tertns and conditions of the site. The details. ' file://C:�DOCUME�I�JOEHOP�I�I.00ALS--1\Temp\41 SWK8BN.htm 7/13/2004