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HomeMy WebLinkAboutContaminated Soils & GroundwaterI I I I I I I I I I I I I I I I I I I Contaminated Soils and Groundwater Report Lake Avenue South Storm System Project (SWP-27-3529) March 2011 Parametrlx I I I I I I I I I I I I I I I I I I I CITATION Parametrix.2011. Contaminated Soils and Groundwater Report Lake Avenue South Storm System Project (SWP-27-3529). Prepared by Parametrix, Puyallup, Washington. March 201 l. CERTIFICATION Contaminated Soil, and Groundwater Report I Lake Avenue South Storm SyJtem Project (SWP-27-3529) City of Renton The technical material and data contained in this document were prepared under the supervision and direction of the undersigned, whose seal, as a professional Hydrogeologist licensed to practice as such, is affixed below. Prepared by Michael R. Warfel, LG, LHG Checked by Lisa A. Gilbert, LG, LHG Approved by Kenneth T. Fellows, P.E. March 2011 I 218-1779-036 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Contaminated Soils and Groundwater Report I Lak4 Avenue South Storm System Project (SWP-27-3S29) City of Renton 1. BACKGROUND AND PURPOSE ...................................................................... 1-1_ 2. STATUS OF ADJACENT CONTAMINATED SITES ......................................... 2-1 2.1 SAFEWAY PROPERTY ....................................................................................... 2-1 2.2 WALKER'S RENTON SUBARU PROPERTY .................................................... 2-1 2.3 DISCUSSION WITH ECOLOGY REPRESENT A TIVE ...................................... 2-2 3. SOIL SAMPLING DURING GEOTECHNICAL DRILLING ................................ 3-1 4. MANAGEMENT OF CONTAMINATED SOILS AND GROUNDWATER DURING CONSTRUCTION ............................................................................... 4-1 4.1 POTENTIAL FOR ENCOUNTERING CONTAMINATION ............................. .4-I 4.1.I Soil Contamination ...................................................................................... .4-1 4.1.2 Groundwater Contamination ....................................................................... .4-1 4.2 SOIL AND GROUNDWATER MANAGEMENT APPROACH ......................... 4-1 4.3 WORKER HEALTH AND SAFETY CONSIDERATIONS ................................ 4-1 5. REFERENCES ................................................................................................... 5-1 LIST OF FIGURES 1-1 Project Location ..................................................................................................... 1-3 4-1 Location of Potential Soil and Groundwater Contamination ................................. 4-3 LIST OF TABLES 3-1 Data for Soil Samples Collected from Geotechnical Borings ................................ 3-1 APPENDICES A Information from Safeway Site Ecology File B Information from Walker's Renton Subaru Site Ecology File C Laboratory Report for Soil Samples Collected During Project Geotechnical Investigation D Contaminated Soil and Groundwater Management Plan March20ll I 218-1779-036 KEY TERMS µg/L bgs City Ecology HAZWOPER mg/kg MTCA TPH UST March 2011 I 218-1779-036 Contaminated Soils and GroundwQrer Report I Lalu Avenue South Storm Syuem Project (SW~-27-3529) City of Rem on micrograms per liter below ground surface City of Renton Department of Ecology hazardous waste operations milligrams per kilogram Model Toxics Control Act total petroleum hydrocarbons underground fuel storage tank iii I I I I I I I I I I I I I I I I I I I 1. BACKGROUNDANDPURPOSE Contaminattd Soi/J and Groundwater Report I Lake Avenue Soulh SJorm System Projecl (SWP-27-3529) City ofRcnton The Lake Avenue South Storm System project proposes to replace a portion of the existing City of Renton (City) storm drain system from the intersection of South 2nd Street and Lake Avenue South, to the intersection of Rainier Avenue South and South 3rd Street (Figure 1-1). The existing storm system is located within an existing utility easement that was formed when the Lake Avenue South right-of-way was vacated between South 2nd Street and South 3rd Street. Based on information provided by the City, flooding has occurred on Lake Avenue South, north of 2nd Street. During intense or prolonged rainfall, water has overtopped the curbs and flooded the properties on the west and east sides of Lake Avenue South. The scope of this project task included the following: • Obtain information regarding documented soil and groundwater contamination adjacent to the storm drain on the Safeway and Walker's Renton Subaru properties; • Test soil samples collected during drilling of geotechnical borings at the project site and test these samples for the presence of petroleum hydrocarbons; • Assess the potential for encountering contaminated soils and groundwater during project construction (to be conducted by the boring and jacking method) involving soil excavation work and construction dewatering; • Develop an approach to managing contaminated soil and groundwater that could be encountered during construction; and • Document the methods, findings, and recommendations of this task in a report. March 20 II / 218-1779-036 1-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I @ B-# SOIL TEST BORING NUMBER AND LOCATION Parametrlx DATE Mar 11. 2011 FILE. P\J1ml036F1-1 0 ~ 100 SCALE IN FEET Figure 1-1 Project Location l Lake Ave S / Rainier Ave S Storm System Project City of Renton Surface Water Utlllty Contaminated Soils and Groundwattr Report I lake Avenue South Storm Systtm Project (SWP-27-3519) CityofRenton 2. STATUS OF ADJACENT CONTAMINATED SITES Parametrix reviewed files at the Department of Ecology (Ecology) office in Bellevue, Washington, in March 20 IO to obtain information about former underground fuel storage tank (UST) leaks at locations of the current Safeway and Walker's Renton Subaru properties. Both of these properties are listed by Ecology as sites of ongoing contamination cleanup. The following descriptions of each contaminated site were obtained from this file information. 2.1 SAFEWAY PROPERTY Safeway previously operated a smaller store on the property and retained an environmental consultant in 1996 to assess adjacent property purchased to build a larger store. A review of historical site records indicated that a gasoline service station formerly operated on the south side of the property and that the US Ts may not have been removed. Subsequent subsurface investigations identified soil and groundwater contamination from gasoline-range compounds and the presence of three USTs (two 800-gallon tanks and one 1,000-gallon tank). The tanks were removed in May 1999, followed by excavation and off-site treatment of I, 160 tons of petroleum-contaminated soil (Environmental Partners, Inc. 1999). Fonner locations of these tanks and the contaminated soil excavation are shown in Appendix A. During the site investigation and remediation, groundwater was encountered at IO feet below ground surface (bgs). Based on data collected from monitoring wells subsequently installed at the site, the groundwater flow direction beneath the site is generally towards the west (see Appendix A). Groundwater monitoring at the Safeway site has continued since 1999. The most recent monitoring report in Ecology files was prepared by Environmental Partners in November 2009 and showed the continued presence of gasoline-range hydrocarbons above the Ecology Model Toxics Control Act (MTCA) cleanup levels in monitoring well MW-I (see Appendix A). MW-I is located in the southwest corner of the Safeway property, adjacent to the Walker's Renton Subaru property. The TPH-gasoline concentration at MW-1 in September 2009 was 1,600 micrograms per liter (µg/L), compared to the MTCA Method A cleanup level of 1,000 µg/L. Groundwater monitoring continues on a semi-annual schedule and is the responsibility of Safeway, Inc. 2.2 WALKER'S RENTON SUBARU PROPERTY An environmental assessment of this property wmpleted in 1996 by Groundwater Technology, Inc. documented the presence of soil and groundwater contamination from three former I 0,000-gallon USTs at the locations shown in Appendix B. A smaller UST associated with a former Texaco service station was also reportedly located on the property adjacent to Rainier Avenue South. A total of 100 tons of gasoline-contaminated soil was removed from the former pump island area and treated off-site (Adapt Engineering 2000). Approximately IO tons of petroleum-contaminated soil was left in the ground near the northwest comer of the former pump island (see Appendix B). Data from soil borings in this area indicated concentrations of TPH-gasoline up to 1,200 milligrams per kilogram (mg/kg), which is above the MTCA Method A cleanup level of I 00 mg/kg. Groundwater sampling conducted between 1996 and 2000 indicated contamination from diesel fuel in the eastern part of the site and gasoline in the vicinity of the three large former USTs (Adapt Engineering 2000). In-place treatment with oxygen-release compound in monitoring wells MW-I, MW-2, and MW-4 (see Appendix B) reportedly reduced contaminant concentrations in groundwater below cleanup levels by January 2000. Man:h 2011 I 218-1779-036 2·1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Con1amina1ed Soils and Groundwater Report Lake Avenue Sourh Slorm System ProJecr (SWP-27-3519) City of Renton During the site investigation and remediation at the Walker's Renton Subaru site, groundwater was encountered at 10 feet bgs. Based on data collected during the site investigation, the groundwater flow direction beneath the site is generally towards the west (see Appendix B). No data regarding TPH concentrations in soil or groundwater after 2000 were available in the Ecology file. The file included correspondence from June 2000 that documents a "No Further Action" letter for soils on the site, provided that a restrictive covenant on the property is filed with the King County Assessor's Office. The restrictive covenant prohibits any activities on the site that have the potential to cause contact with, or a release of, TPH-contaminated soil without prior written authorization from Ecology. 2.3 DISCUSSION WITH ECOLOGY REPRESENTATIVE 2-2 Parametrix obtained the following Ecology contact from the project file correspondence and called him for information regarding the status of the two contaminated sites and potential impacts of the Lake Avenue storm sewer construction on these sites: Mark Adams, Hydrogeologist Toxics Cleanup Program Northwest Regional Office Washington State Department of Ecology Bellevue, Washington Telephone: 425-649-7107 Email: mada461@ecy.wa.gov Mr. Adams confirmed that the Safeway and Walker Renton Subaru sites are included on the Ecology Confirmed and Suspected Contaminated Sites List, indicating that cleanup has not been completed at either facility. He noted that both sites are or were part of the Voluntary Cleanup Program and that neither site was the subject of a cleanup order by Ecology or a restrictive covenant that requires Ecology approval of any actions that could affect existing soil and groundwater contamination. Therefore, any construction activities associated with the Lake Avenue sewer project that potentially involve contaminated soil or groundwater do not require approval by Ecology, bµt do need to comply with the MTCA regulations to ensure the protection of human health and the environment. Mr. Adams appreciated the coordination with Ecology on this project. March 2011 I 218-1779-036 Contaminated Soi/3 and Groundwater Report ' LaU Avenue South Storm SyJtem Project (SWP-27-3529) City of Renton 3. SOIL SAMPLING DURING GEOTECHNICAL DRILLING Three geotechnical borings were drilled at the project site on March 3, 2010, at the locations shown on Figure 1-1 to assess engineering properties of soils along the storm sewer alignment. A Parametrix hydrogeologist was present during the drilling work to view soil samples from the borings and collected soil samples for laboratory analysis of TPH. Results of the soil sampling are summarized below in Table 3-1. The chemical results are expressed in milligrams of contaminant per kilogram of soil (mg/kg). Laboratory reports are provided in Appendix C. Table 3-1. Data for Soll Samples Collected from Geotechnlcal Borings Boring I Sample Number: B-117.5 B-1110 B-217.5 B-317.5 Sample Depth (feet below ground): Depth to Groundwater (feet): Parameters TPH-Diesel TPH-Motor Oil TPH-Gasoline Notes: Units mg/kg mg/kg mg/kg MTCAA 2,000 2,000 301100 U .. Not detected above specified detection tlmlt. 7.5 10 27 U 53 U 5U 10 10 2eo u· 2,600 7.1 U • Detection Umlt elevated due to interference from motor-oil range compounds. mg/kg a milligrams per kilogram. Model Toxics Control Act (MTCA) from Washington Administrative Code 173-340. MTCA Method A Soil Cleanup Levels for Unrestricted Land Use: Table 740-1. 7.5 9 45 U 90 14 U 7.5 10.5 27 U 450 4.7 U Shaded values indica1e a result that Is above the MTCA cleanup level and must be disposed of at a permitted fecUlty if removed from the ground. The depths of the soil samples were selected by the Parametrix field geologist, based on sample appearance and odor. Of the three samples, only the 10-foot sample from Boring B-1 showed a result slightly above the MTCA cleanup level (for TPH in the motor-oil range). Because of this result, the soil from Boring B-1 was sent to a permitted facility for disposal. The sampling results indicate that TPH in the soil can be encountered in areas of the project site that are not within, or directly adjacent to, known prior locations of gasoline service stations or associated fuel US Ts. The result at Boring B-1 is likely due to the presence of low levels of TPH in the material that was used to fill the area prior to development. Boring B-2 was located outside of the area of the former gasoline station that contaminated groundwater on the Safeway property and was not expected to show soil contamination. The boring closest to the former USTs on the Walker's Renton Subaru property (Boring B-3) is in the area where soil was excavated and remediated and, therefore, would not be expected to show TPH greater than MTCA cleanup levels in this area. Groundwater was observed in the three borings at an approximate depth of IO feet. March 2011 I 218-1779-036 3-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Contaminated Soils and Groundwater Report I lake Avenue South Storm System Project (SWP-17-3519) City orRcnton 4. MANAGEMENT OF CONTAMINATED SOILS AND GROUNDWATER DURING CONSTRUCTION 4.1 POTENTIAL FOR ENCOUNTERING CONTAMINATION 4.1.1 Soil Contamination Data from Ecology files for the two contaminated sites, and results from the soil samples collected from the geotechnical borings, indicate that petroleum hydrocarbons may be encountered in soils throughout the project area. Therefore, soils excavated during construction of this project must be evaluated visually and analytically for the presence of petroleum hydrocarbons, to allow for appropriate disposal options to be selected. The greatest potential for encountering TPH-contaminated soil that exceeds cleanup levels will likely occur along the southern segment of the storm sewer replacement project, on the Walker's Renton Subaru property where the boring for the new sewer pipe will pass through or near the area identified by Adapt Engineering ( 1999) as the "estimated area of residual TPH-gasoline and benzene contaminated soil" (Figure 4-1 ). The soil boring nearest to this area shown in the Adapt report indicated a TPH-gasoline concentration of 1,200 nig/kg. The potential also exists for encountering TPH in soil along the northern segment of the project near Test Boring B-1. 4.1.2 Groundwater Contamination Groundwater contaminated with petroleum hydrocarbons has been documented beneath both the Safeway and Walker's Renton Subaru sites. Concentrations of TPH in groundwater at the Safeway site have been consistently monitored for a number of years and currently are localized in the vicinity of monitoring well MW-I (in the southwest corner of the Safeway property [see Figure 4-1]). As noted above in Section 2.1, the TPH-gasoline concentration at MW-I in September 2009 was 1,600 µgiL (compared to the cleanup level of 1,000 µg/L), and TPH concentrations in groundwater at the Walker's Renton Subaru site were reportedly below the cleanup level in 2000. The TPH-gasoline concentration contours shown on Figure 4-1 were mapped by Environmental Partners (2009) and do not extend beyond the area near well MW-I where they had collected samples. The dewatering system required to drop the elevation of the water table prior to pipeline construction for the project will intercept groundwater from beneath both the Safeway and Walker's Renton Subaru properties; therefore, the discharge from the dewatering system will potentially contain detectable concentrations ofTPH-gasoline. 4.2 SOIL AND GROUNDWATER MANAGEMENT APPROACH Parametrix prepared a Soil and Groundwater Management Plan for inclusion in the bid specifications which is included in Appendix D. 4.3 WORKER HEALTH AND SAFETY CONSIDERATIONS Federal and State regulations require that personnel working on a contaminated site that is on a State or Federal contaminated site list (such as the Safeway and Walker's Renton Subaru sites) have appropriate training and carry out work under a formal Health and Safety Plan. Therefore, the plans and specifications will require contractor personnel who may come in contact with contaminated soils and groundwater to have 40-hour hazardous waste operations March 2011 I 218-1779-036 4-t ' Contaminated Soils and Groundwater Report Lake Avenue South Storm System Project (SWP-27-3519) City of Renton 4-2 (HAZWOPER) training and an up-to-date annual HAZWOPER refresher course certificate. The contractor will also be required to retain a Certified Industrial Hygienist to develop a Health and Safety Plan for on-site workers. March2011 / 218-1779-036 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ----- ?/ ,,..---~- /---..\ - \ ~ \ -----"\<. ------ "- ~ Pararnetrtx tllll.TI .,. ... , ...... _ ' '.) Legend : MW-2 El)(MlaPT) ---· -- "- I ! / ,.' .. ~. A D N 2D 8 MONITORING V\Ell.S LOCATED BY SURVEY, PARAAETRIX(2010) el MONITORING \IE.LS FROM ADoPT (111119) & EJ>l (2009) FIGURES SCALESN ~e;t;I ---------·-- ~ Jt ;g·o i -:, , ~· • ---, , Lt J ~I'' lri' I • / ' / ,,/ (.) •.• , • J ,, /'. >-. J:---., \ ~:"\. WALKER'S RENTON · -· ti) ?,'} / ;::-~--(. ', • '• ( '\ u • " ·" SUBARU ~ I ·! H l ":::' ~ ,/:)ti ,/ ~ ·r ,,~ / • l ,,:;:: ~")' \ J ' / ) . ,· , / / -. ,) / 1 .• '/ ~ -< ~, ') /('-.... \ u , l::~ , .. ,>\ (_"\ '••, , / ~~PIT I/ ' A.. /: / . " / ... ,Y . '"( /~ y . ,, / I ~'"°" / ' / .' ,:· It_) .,,., _,,. . _vl ( '· V ' A .. : ,. I :-:.~ I ' £:!-/. /. {.. / \ ~--./~--.-. ,~-11 -. -/ /' "I \. / ' . ..-.:~· ----~ -· /, . ··/ '·/1:/. , ... ,,.. ..,..v-1,. / /·-.....__ -( .-. / \ I '•' / .• I • "", 7.. :><c§) '" J ,,,,,,' -\_ ;. . . ,·z.y _, <·\· / . I . -/" I /~ II @9 ,- / ,\i ; r~~u / i I ( I . ().) / ~!,/ i ·-~~'i_ ' ' "· ,, i>DePf (1999) AGURE FOR WW<ER SUBAAU EPI (2009) FIGURE FOR ~y -,,,-(EP1) r: ! ) If vJl1 ,,, •\ ,· / , . L, ::1~ ~ j ®-\c. <SO (EPQ : , : :-1-::..=..: -I: -- 1 ~F~~y- 1 1 :_ GAS STATION \ : rr 0 ~\ i !/c:D ,\I ~.I ~----• )\ '\-.;, L. [}·' ·!,'\(.~ --. ' . \ ' ['-~j-~ jL·-\. ~··' _ / .i 1.:;_,.,.-.., < @ ~-' I • @) <SQ •;i' '")~ ( . • \ f tl"O • ,r ::::: _ EPII-"' P '-• I,., _ _) .J. r --·' ·-,r-;:::::::::..:.f . - = ·------.---· -· ---J ---J ..;: _,..:..I:...: .... ~ .z;..: .-,=...-.-. GASOLINE-RANGE PETROl£UM HYDROCARBON (~ CONCEHIRA TlON CONTOURS 1H MICROGRAMS PER LITER Fi gure 4-1 Location of Potential Soll and Groundwater Contamination Lake Avenue South Storm System Project Renton, Washi ngton 5 . REFERE NCES Contaminated Soils and Groundwater Report I Lau Avenue South Storm System Projtct (S WP -27-3519) City of R.cnc on Adapt Engineering, Inc. 2000 . Voluntary c leanup program report, Walker Subaru used car lot, 250 Rainier Avenue South, Renton, Washington . Prepared for Walker Subaru. March I , 2000. Environmental Partners, Inc. 1999. UST removal and interim remedial action report, Safeway, 100 and 108 South 3rd Street, Renton, Washington. Prepared for Safeway, Inc. July 22, 1999. Environmental Partne rs , Inc. 2009 . Groundwater monitoring report, September 2 009, Safeway Store No. 1563 , 220 South Third Street, Renton, Washington. Prepared for Safeway, Inc. November 23 , 2009 . Groundwater Technology , Inc. 1996. Phase 2 environmental assessment, Sound Subaru, 240-250 Rainier Avenue South, Renton, Washington . Unpublished letter from Justin Peach to Sandy Rodal, Pacific Northwest Bank. May 1, 1996 . March 2011 I 218-1779-03 6 5-1 I I I I I I I I I I I I I I I I I I I APPENDIX A Information from Safeway Site Ecology File ------------------ :,'-, -----i:--f 111 _J ~ 1 J *~ 11 ~Co )IW-1 . I U ~ tlJ w ;;. 0 "-;oc, v, _ .... --:::::::--\ . ' •• ------,.-/',..,-/ \ \ I I • • -__ ,/-;.,;,-\\ ,p-v" I W '" I ,.,,,. ,..,.,,..,-_,.c, ~ I a I ' ' "' --- \ r-_\.\,) ~ \ C ' \ \,\ p-.G;.-,i• '\ [-26,?,j,. + a.-. 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' r "L" I ill' ' ' Mw.,'c, "''.\;:·, U / i ; J I I (1511)~. >···-· -:.~ -\ / j ~ , ____ -----·· ·---I .-< .. ~~ ) t-~------1-----·----~-----.. ---.. _j-------------~---, ,------~·!} \_ -,--T-·;-----1:1~· -,,,-J_ -:."';' -=---- .. c:::-.. ~ ~ I l ~ ~ ~ I!>-I • ---J:.~·--·~--••·····~=--··••••···~··f PIIEIIIOUS ·,·.>---··-· ---~~-~----··,~ -===-= IL ~ ® 11 · · H;;..;J .ttML:f"•W EXC•VA.TION LIMITS SOUTH 3RD STREET "\'-. GRPH CONCENTRATION CONTOUR IN MICROGRAMS eER UTE~ OASHeO WHeRE INFERRED + ~ MONITORING WELL LOCATION WITH GRPti CONCENTRATION IN MICROGRAMS PER LITER , .. ~ ..... (i!l» EN VI ft ON MENTAL PARTNl!R$ INC .HJi\,EC-..~.J..Zllt 1...-4 r-.-uov _, BASOllNE..it.o.NGE PETROi.ELiM HYORQCA,uior., CONCEHTAATION COHTOUR a,&"1" • SEPTEMl!ER 2IIQ9 -~ -SAFEWA'r,NC. --l'OO L THRO 6TllEET ----_.,..,-,~ ,., -.-fV,T.ff - APPENDIX B Information from Walker's Renton Subaru Site Ecology File I I I I I I I I I I I I I I I I I I I l:il'WL.\1Jll:U.t:.t< ltl...11 > ------------------>-----~ \-f"O~J-, Cl) SB-/)7 f"ORMER RESIDENCES / I AUTO REPAIR I ,' I AND / I TRANSMISSIO_N I C 58-8 I SHOP .r-' _ _, I L.---sr-2..e-1 I I // f"DRMER PUMP L--J ' ·j--' 11 & U5JS \ aU\LOlNG , • 1~ PORTION OF SITE "'('\\ _../' . 1 LEASED FROM ~ y ). . • • _../'' • CITY Of" RENTON ~-s ~) --~--", I · s~-")et-:). ~ \c.::.::::i, FORMER :r-, (._ .-• sa-3\ OSB 4 \ isu~~DS 11 L l APPROXIMATE \ -.-~ ~ L LOCATION OF \..------LJ STATION -_../' APPROXIMATE LOCATION OF f"ORMER TEXACO STATION __, • -__.---PHOTO CHALET SOUTH 3rd STREET LEGEND e GEOPROBE LOCATION oomGROUNDWATER D0DTECHNOLOGY 0 FE~ SCA E 50 SITE PLAN CLIENT: FlLE: SOUND SUBARU SP496 I PROJECT NQ1 020600266 h==:=-----------~ R£V1 LOCATION: t-,.,,,--::.0---,r-=:----r.:=--------f nGURE: 240-250 RAINER AVENUE S. DtS, oET: JDAT£:.,. , RENTON, WASHINGTON SH CY 5,p95 "" ·' 1,/J RG/PE 2 ~\ \ 1 ~ \ - \ \ ' \ ' ' I ' ' ' ' ' ' ' ' ' ;j, SB-7 ASPHALT PAV(O t _______ _ ,,,----- \ _,//,/ CB D \// e GP-13 ' ' ------, \...-30---- ---- \ • ' • ; ' ' \ $88-5 ~MW-2 /// ~ MW-1 $ SB-2 MANHOLE~ ;j,SB-1 ~ • GP-12 [:.}.,_ e GP-1 ' \ ""-MANHOLE , --~ \ •, :::;z GP-11 ,/ \ . ..~ \ ,.... .... ,\ ,' I '--:,.( \ " ' --"--~ \ / ------', , --_'-_ -----, <' ' ·,·--., ' ' ' ' • \ I ' ' ' ' ' ' ' ' ' e, GP-4 / ' I ' , GP-3 ____ .1----- SB-8• $ I ------..,_ ' MW-; ~ . GP-5 LEGENI>. 1~ $ :~ . Ii~ ~ «> I CB GEOPROBE EXPLORATION No. ANO LOCATION {GROUNDWATER TECH, 1996) GEOPROBE EXPLORATION "fo. ANO Af>PROXlMATE LOCATION (ADAPT. 1999, 2000) MONITORING W£U No. AND Af'PROxu.lA TE LOCATION (GROUNOWAlER TECHNOLGY, 1998) MONITORING ~ No. ANO APPROXlMA TE LOCA TlON (EPI. 1996, 2000) CATCH BASIN ------1 ~-@ 'f'-A ESPRESSO VPORTlON Of TAX LOT EXCLUO[D F"ROM STANO CLOSURE R[OUEST .... _,-f<' ' C __ , I .$,'v ,,,.--I 'i't-_,., \. ! ,,." MW-X --.. -------;,,-==========~-= / @ 0 20 40 SCALE IN FEET .. iiiil ------- 3RD AVENUE SOUTH ADaPT Engineering, Inc. BOO Maynord Avenue S .. Suite 403 Seattle, Washington 98134 Ph 206.654.7045 Fa,: 206.654.704a ---- FIGURE 1 Site Plan Location : Welker SU!)ort.1 Used Car Lot 250 RcO"ller Avenue South Renton. Woshlngtcn 96055 Chnt , Welker Subaru NOT TO SCALE Data: 9L~0/99 Jab• :S-WA-99-26~1-J ----- - \ I ' - I ' ' -- \ ' \ \ \ ' ' ' ' ' ' ' ' ' ' ' ----- ,j;SB-7 -----, \. -30----- ASPHALT PAVEO -----· ---I ' --\ // $-sa.:S./ \ 1 ~ \ ' I \ I ' \ ' ' \ ... ___ _ ,.... ... ,..... ... ---- ,/ ,,/ CB \_,// D I ' \ ' {j; SB-5 CB 0 ~ CB 0 SALES SIJLDING ----------=-=--------------', ' ' (84.~5) ' ' ~MW-~ ' ,· (si.o2J ' ' ' ' MW-1 .. MANHOLE $-SB-2 \ ' ' \$-SB-1 __ J ~- GP-11 / 0 ~1' /', , "',,x...._',,._,.,'' / ------0 ---- i D ------ ----------------· ----------------- ______ ------------------se~a~----- ----'*' I ----------1-_ ------<.."' __ _ ...... , .. __ ',,, ____ ' 3Ul2 ' ( ' l I_ -~y· .//:?:j I ' : ' ' I ' ':-£GENO: I ,I, I~ ,_ • ,_ (85.06) ~ m~ ~~ .,_ © ' s GP-5 I *~ ,, I • D CB I '.87.82) l_A r @• ' (85.0i. ' ' --- GEOPROBE EXP LORA TlON No. ·ANO LOCATION (GROUNDWATER TECH, 1996) GEOPROB[ EXPLORATION No. ANO APPROXIMAT[ LOCATION (ADAPT, 1999) 1,tONITORlNG WEU No. AND APPROXIMATE LOCATION (CROUNDWA TER TECHNOLGY, 1998) MONITORl~G Yi£ll No. ANO APPROXlt.lATE LOCATION (EPl. 1996) STORMORAlN LINE SHOWING FLOW DIRECTION SA.NITARY SEWER LINE SHOWING F"LOW DIRECTION CATCH BASIN SPOT GROUNDWATER ELEVATION INFERRED GROUNOWA TER MIGRATION OIR[CTIQI\I - fp--, Q ---' .Ji,'v _,,.,,. I.., I -------,:>--: ____ ~-~-----~----- I ---~--------------- 0 20 40 SCALE IN FEET 3RD AVENUE SQlJTH ADaPT Engineering, Inc. 800 Maynord Avenue S., Suite 403 Seotue, Washington 96134 Ph 206.654.7045 Fox 206.654.7048 NOT TO SC"1.£ Fig 7 Groundwater Map For 12114199 Location :· Walker Subaru Used Cor Lot 250 Rainier Avenue Soulh Renton. Washington 98055 Clent ; Welker Subaru Date: 9/10f_99 Job f-:S-WA-99-2641 APPENDIX C Laboratory Report for Soil Samples Collected During Project Geotechnical Investigation I I I I I I I I I I I I I I I I I I I flionsite ,, Environmental Inc. 14648 NE 951" Street, Redmond, WA 98052 • (425) 883-3881 March 11, 2010 Mike Warfel Parametrix, Inc. 1231 Fryar Avenue Sumner, WA 98390 Re: Analytical Data for Project 218 1779 036 01 05 Laboratory Reference No. 1 003-029 Dear Mike: Enclosed are the analytical results and associated quality control data for samples submitted on March 3, 201 O. The standard policy of OnSite Environmental Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be·of service to you on this project. If you have any questions concerning the data, or need additional information, please feel free to call me. Sincerely, David Baumeister Project Manager Enclosures OnSite Environmental, Inc. 14648 NE 95ffi Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed In accordance with the chain of custody, and is intended only for the use of the Individual or company to whom It is addressed. Date of Report: March 11, 201 o Samples Submitted: March 3, 2010 Laboratory Reference: 1003-029 Project: 218 1779 036 01 05 Case Narrative Samples were collected on March 3, 201 O, and received by the laboratory on March 3, 2010. They were maintained at the laboratory at a temperature of 2'C to 6°C except as noted below. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. NWTPH Gx Analysis 2 Per EPA Method 5035A, samples were received by the laboratory in pre-weighed 40 ml VOA vials within 48 hours of sample collection. They were stored in a freezer at between -7'C and -20°C until extraction or analysis. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page. OnSite Environmental, Inc. 14648 NE 95ffi Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed In accordance with the chain of custody, and is Intended only for the use of the individual or company to whom It ls addressed. I I I I I I I I I I I I I I I I I I n I I I I I I I I I I I I I I I I I I I Date of Report: March 11, 201 o Samples Submitted: March 3, 2010 Laboratory Reference: 1003-029 Project: 2181779 036 01 05 NWTPH-Gx Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result POL Method Prepared Analyzed Client ID: 8-2 7.5' Laboratory ID: 03-029-01 Gasoline ND 14 NWTPH-Gx 3-5-10 3·8-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 85 53-126 Client JD: 8-1 7.5' Laboratory JD: 03·029-02 Gasoline ND 5.0 NWTPH·Gx 3-5-10 3-8-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 98 53-126 Client ID: 8-1 10' Laborato ID: 03-029-03 Gasoline ND 7.1 NWTPH-Gx 3-5-10 3-8-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 100 53-126 Client ID: 8-3 7.5" Laborato ID: 03-029-04 Gasoline ND 4.7 NWTPH-Gx 3-5-10 3-8-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 93 53-126 OnSite Environmental, Inc. 14648 NE 95ffi Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with lhe chain of custody, and is intended only for" the use of the individual or company to whom It Is addressed. 3 Flags Date of Report: March 11, 201 o Samples Submitted: March 3, 201 O Laboratory Reference: 1003-029 Project: 218 1779 036 01 05 Matrix: Soil Units: mg/kg (ppm) NWTPH-Gx QUALITY CONTROL Date Date Analyte Result POL Method Prepared Analyzed METHOD BLANK Laboratory ID: Gasoline Surrogate: Fluorobenzene Analyte DUPLICATE Laboratory ID: Gasoline Surrogate: Fluorobenzene MB0305S2 ND Percent Recovery 102 Result 03-029-04 ORIG DUP ND ND 5.0 NWTPH-Gx Control Limits 53-126 Source Percent Spike Level Result Recovery NA NA NA 93 91 3-5-1 o Recovery Limits NA 53-126 OnSite Environmental, Inc. 14648 NE 95 1" Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed In accordance with the chain of custody, and is Intended oilly for lhe use of the Individual or company to whom ii Is addressed. 3.5.1 o RPO NA 4 RPO Limit 30 Flags Flags I I I I I I I I I I I I I I I I I n I I I I I I I I I I I I I I I I I I I I· Date of Report: March 11, 201 O Samples Submitted: March 3, 201 O Laboratory Reference: 1003-029 Project: 218 1779 036 01 05 NWTPH-Dx Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result POL Prepared Analyzed Flags Lab ID: 03-029-01 Client ID: B-2 7.5' Diesel Range ND 45 3-5-10 3-5-10 y Lube Oil 90 90 3-5-10 3-5-1 o y Surrogate: o-terphenyl 78% 50-150 Lab ID: 03-029-02 Client ID: B-1 7.5' Diesel Range ND 27 3-5-10 3-5-10 y Lube Oil Range ND 53 3-5-10 3-5-10 y Surrogate: o-terphenyl 86% 50-150 Lab ID: 03-029-03 Client ID: B-110' Diesel Range ND 260 3-5-10 3-5-10 Y,U1 Lube Oil 2600 300 3-5-10 3-5-10 y Surrogate: o-terphenyl 80°/o 50-150 Lab ID: 03-029-04 Client ID: B-3 7.5' Diesel Range ND 27 3-5-10 3-5-10 y Lube Oil 450 54 3-5-10 3-5-10 y Surrogate: ·o-terphenyl 80% 50-150 OnSite Environmental, Inc. 14648 NE 95ffi Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is Intended only for the use of the individual or company to whom it is addressed. 5 Date of Report: March 11, 201 o Samples Submitted: March 3, 2010 Laboratory Reference: 1003-029 Project: 218 1779 036 01 05 NWTPH-Dx METHOD BLANK QUALITY CONTROL Date Extracted: Date Analyzed: Matrix: Units: Lab ID: Diesel Range: POL: Identification: Lube Oil Range: PQL: Identification: Surrogate Recovery o-Terphenyl: Flags: 3-5-10 3-5-10 Soil mg/kg (ppm) MB0305S1 ND 25 ND 50 90% y OnSite Environmental, Inc. 14648 NE es'" Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is Intended only for the use of the Individual or company to whom It is addressed. 6 I I I I I I I I I I I I I I I I I D I I I I I I I I I I I I I I I I I I I Date of Report: March 11, 201 O Samples Submitted: March 3, 2010 Laboratory Reference: 1003-029 Project: 218 1779 036 O 1 05 Date Extracted: Date Analyzed: Matrix: 3-5-10 3-5-10 Soil NWTPH-Dx DUPLICATE QUALITY CONTROL Units: mg/kg (ppm) Lab ID: Diesel Range: POL: RPD: Surrogate Recovery o-Terphenyl: Flags: 03-029-02 ND 25 N/A 86% y 03-029-02 DUP ND 25 81% y OnSite Environmental, Inc. 14648 NE 95 1" Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the Individual or company to whom It ls addressed. 7 · Date of Report: March 11, 201 O Samples Submitted: March 3, 201 O Laboratory Reference: 1003-029 Project: 218 1779 036 01 05 Date Analyzed: Client ID B-2 7.5' B-1 7.5' B-1 10' B-3 7.5' 3-5-10 %MOISTURE Lab ID 03-029-01 03-029-02 03-029-03 03-029-04 % Moisture 44 6 17 7 OnSite Environmental, Inc. 14648 NE 95'" Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed In accordance with Iha chain of custody, and ls intended only for the use of the lndlv!dual or company to whom It Is addressed. 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I . , OnSite • ~-Environmental Inc. Data Qualifiers and Abbreviations A -Due to a high sample concentration, the amount spiked is insufficient for meaningful MSIMSD recovery data. 8 -The analyte indicated was also found in the blank sample. C -The duplicate RPO is outside control limits due to high result variability when analyte concentrations are Within five times the quantitation limit. E -The value reported exceeds the quantitation range and is an estimate. F -Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H -The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. I -Compound recovery is outside of the control limits. J -The value reported was below the practical quantitation limit. The value is an estimate. K -Sample duplicate RPO is outside control limits due to sample inhomogeneity. The sample was re-extracted and re-analyzed with similar results. L -The RPO is outside of the control limits. M -Hydrocarbons in the gasoline range are impacting the diesel range result. M1 -Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N -Hydrocarbons in the lube oil range are impacting the diesel range result. N 1 -Hydrocarbons in the diesel range are impacting the lube oil range result. 0 -Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P -The RPO of the detected concentrations between the two columns is greater than 40. Q -Surrogate recovery is outside of the control limits. S • Surrogate recovery data is not available due to the necessary dilution of the sample. T -The sample chromatogram is not similar to a typical ____ _ U -The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 -The practical quantitation limit is elevated due to interlerences present in the sample. V -Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W -Matrix Spike/Matrix Spike Duplicate RPO are outside control limits due to matrix effects. X -Sample extract treated with a mercury cleanup procedure. Y -Sample extract treated with an acid/silica gel cleanup procedure. 2- ND • Not Detected at POL POL -Practical Ouantitation Limit RPD -Relative Percent Difference . OnSite Environmental, Inc. 14648 NE 95ffi Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and Is intended only for the use of the individual or company to whom It is addressed. 9 - &onSite ~ Environmental Inc. Companyc Recelved by Relinquished by Recmwdby Relinqu!shed by Raceh,edby 14648 NE 951h Streel • Redmond, WA 9S05Z Phann: (425) 883-3881 • www.onslla-env.com 01 {}5 Reviewed by/Dato -------------.. -..L_ -·---·---- Chain of Custody Page ___ of __ _ [ll 01Day g:; D Same Day ~ ci.i - 03Day ~g:; «:':; D ""• ' ' a a • < I I ·1 ~ "~•-• • ' • -• C , • • . ' f'i'llstandard r,w 5 working days) i ~ :!/ ! ~ ~ ~ ~ ~ ~ ~ 1· I ··I I ~ -T(T~~-0 • , , , • , • o , • --"-;;,,_,._""ua:"-:; " ""-,,,,.,, __ -'w D fii~m.lli;i,,'llu:,: gaE:r:Om::r: ffl ID cf tL tL :,: .J.<n Reviewed by/Date Chromatograms with final report D DISTRIBUTION LEGEND: While -OnSite Copy Yellow -alent CoP'f -iiii . ---·----- I I I I I I I I I I I I I I I I I I I APPENDIX D Contaminated Soil and Groundwater Management Plan .,._it~-\· . ,· • .. ·...,(~~:W/:• Uffet!,i:_~:t.~ -"N''{ ,'~ 11 .,:r . 'ti.! . !·,{&'; ,• .. trt'., ;,,,,1,J~ . 'i;f~!'f'.'.~· •i'J,,+-';.\t:r..::· .. ~ .. J!'9:"-J~ r• i;~~~i\f;. ~ .......... I:' '/. •••• -..... ·11 ~-t.~"" r ,'.i't: ~ '~ :?.~::~~f ~ t,:;;.il'''·' ;,: JJ'. !;~1?~Bi ,lc.,S.~ •t.~k~T' )tttf \~ I/;/-.... ~1•&\:lJ . .'~·.· . · .. ;l., ,);J·(1 ''..; ! 1- .. :Y· " 2t ~ ~; ,. i. 1 ,, ' ... .. \,,,. < :-; Contaminated Soi!.J and Groundwater Report ' lake Avmue South Storm System Pro/eel (SWP-27-3529) City ofRen1on APPENDIX D Contaminated Soil and Groundwater Management Plan I. Contaminated Soil Management I. I. Contaminants of Concern I. I. I. Total Petroleum Hydrocarbons (TPH), gasoline, and diesel fractions 1.2. Analytical Tests 1.2.1. Gasoline Fraction: NWTPH-Gx 1.2.2. Diesel Fraction: NWTPH-Dx 1.2.3. Testing for other analytes as required by the soil disposal facilities (see 1.7 below) 1.3. Analytical Testing Equipment 1.3.1. Mobile lab equipment from a WA-certified laboratory located within construction trailer. Use of mobile lab contingent upon approved staging plan 1.3.2. Washington-certified fixed-base laboratory 1.4. Sample Turnaround Time 1.4.1. Less than 30 minutes for each sample 1.5. Soils to be Tested 1.5.1. Soils from excavation of pits for jacking and receiving of casing and pipe 1.5.2. Soils from jack and bore advancement of casing pipe 1.5.3. Soils from any other open cut trenches, excavations or boring that penetrates the surface 1.6. Arrangement for Soil Transport 1.6.1. Licensed hauler for transport to disposal site 1.6.2. Dump trucks lined to prevent leakage of pore water, if present 1.7. Arrangement for Soil Disposal 1.7.1. Licensed facilities for disposal of contaminated soils 1.7.2. Confirm concentration limits and testing requirements for soils contaminated with TPH-G and TPH-D 1.7.3. Specify facility for clean soils and facility for contaminated soils 1.7.4. Document TPH-Gx and TPH-Dx concentration criteria for disposal at each facility 1.8. Field Observations and Measurements 1.8.1. Staff: Prior experience with identification, sampling, and documentation ofTPH- contaminated soils 1.8.2. Observe soil in each excavator bucket prior to loading into dump truck 1.8.3. Check for odors or discoloration; log presence or absence in the field notebook. 1.8.4. Head-Space Test: Place a portion of the soil in a glass jar to the half-full mark. Immediately cover the jar tightly with aluminum foil. Pierce the foil with the probe of a calibrated Field Photoionization Detector (PID). Record the reading in the field notebook. 1.9. Soils Handling 1.9.1. Excavated soils placed directly in dump truck 1.9.2. Full dump truck proceeds to staging area 1.9.3. Truck and driver on standby until sample results from the mobile lab are received (see 1.12 below) March201 J I 218-1779-036 D·l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Conlaminaled Soils and Groundwaler Report Lab Avenue South Storm System Project (SWP-27-3529) City orRenton · J.l 0. Soil Sample Collection J.l 0.1. Sampling Frequency: One composite sample from each dump truck load 1.10.2. Use clean rigid plastic or metal pipe or core barrel I. I 0.3. Insert pipe at three locations in dump truck bed I. I 0.4. Place all three soil sample aliquots into a stainless steel bowl I. I 0.5. Gently mix soil in bowl with clean spoon or spatula 1.10.6. Fill a laboratory-supplied clean 8-ounce glass sample jar with soil from the bowl I. I 0.7. Replace jar lid and label sample jar with sample date, time, location, truck number, and sample number I. I 0.8. Deliver sample to on-site mobile laboratory I. I I. Soil Sample Analysis in Mobile Laboratory 1.11.1. Log sample in Jog book 1.11.2. Complete analysis for TPH-Gx and Dx J.11.3. Record result in Jog book 1.11.4. Provide result to Contractor representative 1.12. Soil Disposal Decision Based on Sample Results 1.12.J. Select disposal site (clean or contaminated) I. 12.2. Document selection in Jog book 1.12.3. Inform truck driver of decision 1.12.4. Provide sample result documentation and load number to truck driver J .12.5. Truck driver transports soil to disposal site and receives receipt J.12.6. Truck driver provides the receipt to Contractor's representative 2. Contaminated Groundwater Management 2.1. Contaminants of Concern 2.1.1. Total Petroleum Hydrocarbons (TPH), gasoline, and diesel fractions 2.2. Analytical Tests 2.2.1. Gasoline Fraction: NWTPH-Gx 2.2.2. Diesel Fraction: NWTPH-Dx 2.2.3. Testing for other analytes required by discharge permit (see 2.5 below) 2.3. Analytical Testing Equipment 2.3.1. WA-certified laboratory, or 2.3.2. Mobile Jab equipment from WA-certified laboratory located within construction trailer. Use of mobile Jab contingent upon approved staging plan. 2.4. Groundwater to be Tested 2.4.1. Discharge from construction dewatering system 2.5. Arrangement for Groundwater Disposal 2.5.1. Complete an "Industrial Waste Program Construction Dewatering Request" form using groundwater sampling data provided with this Plan and submit the form to the City of Renton Wastewater Utility 2.5.2. Obtain a permit from the City to discharge groundwater from the dewatering system to the sanitary sewer manholes at the project site (as identified on the project drawings), including payment of fees associated with the permit 2.5.3. Post a copy of the permit at the project site D-2 March2011 I 218-1779-036 Contaminaled Soils and Groundwater Report ' Lake Avenue South Storm System Project (SWP-27-3529) City of Renton 2.6. Groundwater Handling 2.6.1. Route any groundwater discharge to a holding tank with a valve-controlled outlet to the sanitary sewer manhole identified on the project plans 2.6.2. Tank outlet shall be equipped with a flow meter capable of measuring instantaneous flow and totalized flow in gallons per minute (gpm) 2.7. Groundwater Sample Collection 2.7.1. Staff: Prior experience with water sampling and sample documentation 2.7.2. Use clean sample bottles provided by the laboratory 2.7.3. Collect the sample volume required by the laboratory 2.7.4. Label each sample bottle with the sample date, time, location, discharge flow rate to sanitary sewer, discharge manhole number, and sample number 2.7.5. Deliver sample to the on-site mobile laboratory 2.8. Groundwater Sample Analysis in Laboratory · 2.8.1. Log sample in log book 2.8.2. Complete analysis for TPH-Gx and Dx 2.8.3. Record result in log book 2.8.4. Provide result to Contractor representative 2.9. Groundwater Discharge Permit Compliance Check 2.9.1. Compare groundwater concentrations to concentration limits specified in the dewatering permit 2.9.2. If sample concentrations are below the specified limits, log the results in the log book 2.9.3. If any sample concentrations is greater than the respective limit, collect another sample and submit sample to mobile laboratory for analysis 2.9.4. If any concentration in the second sample is greater than the respective limit, immediately shut down. the dewatering system and contact th.~ Engineer 2.9.5. Log the original and second sample results in the log book, along with the time of dewatering system shut down 2.9.6. If dewatering system is shut down for any reason other than completion of the project, the system shall not be restarted without approval of the Engineer 2.10. Groundwater Discharge Sampling Frequency 2.10.1. Every 4 hours 2.10.2. If sample results are consistent and below the concentration limits specified in the dewatering permit, extend the sampling interval to once every 24 hours, with approval from the Engineer 2.10.3. If the dewatering system has been shut down due to exceedance of concentration limits, resume 4-hour sampling frequency upon system start up, followed by extension of the sampling interval, if supported by subsequent sample results March2011 I 218-1779-036 D-3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 912rpt REPORT OF GEOTECHNICAL INVESTIGATION LAKE A VE. S. STORM SYSTEM PROJECT RENTON, WASHINGTON S&EE JOB NO. 912 FEBRUARY 10, 2011 S&EE I I I I I I I I I I I I I I I I I I I S&EE · SOIL & ENVIRONMENT AL ENGINEERS, INC. 16625 Redmond Way, Suite M 124, Redmond. Washington 98052. (425) 868-5868 Mr. Jeff Coop, PE Parametrix, Inc. 1231 Fryar Avenue Sumner, WA 98390 Dear Jeff: February 10, 2011 Report Geotechnical Investigation Lake Ave. S. Storm System Project Renton, WA We are pleased to present herewith our Report ofGeotechnical Investigation for the referenced project. We appreciate the opportunity to provide our services. Should you have any questions regarding the contents of this report or require additional information, please contact the undersigned. ~:, 912rpt Very truly yours, SOIL & ENVIRONMENT AL ENGINEERS, INC. C. J. Shin, Ph.D., P.E. President ii 2-/o-'2.o// S&EE .·:::r;;;; ,. TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ............................................................................................................................................... I 2.0 SCOPE OF WORK ............................................................................................................................................. I 3.0 SITE CONDITIONS ............................................................................................................................................ 2 3. l SITE HISTORY ................................................................................................................................................. 2 ' 3.2 GEOLOGY ........................................................................................................................................................ 3 3.3 SUBSURFACE CONDITIONS ........................................................................................................................ 4 3.4 GROUNDWATER CONDITIONS .................................................................................................................. 5 4.0 LABO RA TORY TEST AND PERMEABILITY ESTIMATES ....................................................................... 5 5.0 CONCLUSIONS AND RECOMMENDATIONS .............................................................................................. 6 5.l GENERAL.. ........................................................................................................................................................ 6 5.2 BORE-AND-JACK ............................................................................................................................................ 6 5.3 CONSTRUCTION EXCAVATIONS ................................................................................................................ 8 5.3.l EXCAVATION OPTIONS ............................................................................................................................. 8 5.3.2 SUBGRADE STABILIZATION AND PIPE BEDDING ............................................................................... 9 5.4 BACKFILL ...................................................................................................................................................... 10 5.5 PAVEMENT DESIGN .................................................................................................................................... l l 5.6 SEISMIC CONSIDERATIONS AND HAZARDS .......................................................................................... l l 6.0 CLOSURE ........................................................................................................................................................... 12 FIGURE I: SITE LOCATION MAP FIGURE 2: PLAN SHOWS ONSITE BORING LOCATIONS FIGURE 3: SOIL PROFILE ALONG BORINGS B-1 TO B-3 FIGURE 4: LATERAL EARTH PRESSURES ON SHEET PILE WALL APPENDIX A: FIELD EXPLORATION AND LOGS OF BORINGS APPENDIX B: LABORATORY TESTING RESULTS APPENDIX C: GROUNDWATER INFLOW ASSUMPTIONS AND CALCULATIONS 912rpt iii S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---··-·- REPORT OF GEOTECHNICAL INVESTIGATION LAKE A VENUE SOUTH STORM SYSTEM PROJECT RENTON, WASHINGTON For PARAMETRIX 1.0 INTRODUCTION This report summarizes the results of our geotechnical investigation for the proposed Lake Avenue South Storm System Project. A project location map is shown in Figure I which is included at the end of this report. We understand that the purpose of this project is to replace approximately 650 feet of the existing stormwater drainage system within the Lake Avenue South easement. The new drainage system will crosses the City of Seattle right-of-way for the Cedar River pipelines near South 2"d Street, the Safeway parking lot, and the car dealership at the northeast comer of the intersection of Rainier Avenue South and South 3rd Street. The system will have the capacity to convey the design flows calculated based on City criteria, and will be designed to account for anticipated traffic loading, including semi-trucks, construction equipment and fire trucks in the parking lots. Preliminary design indicates that the new system w_ill include a 36 inch-diameter storm drain and catch basins. The proposed 36-inch diameter pipe invert elevation will be a depth of about 10 to 12 feet below the existing ground surface. The existing system conveys stormwater runoff from Lake Avenue South north of South 2°d Street and from a variety of connections along the Lake Avenue South easement. The system discharges at the northeast comer of the intersection of Rainier Avenue South/South 3'd Street. The size of the existing concrete storm drain is 24-inch-diameter. Television inspection indicates that the existing pipe is cracked and broken at various locations and debris is deposited in portions of the pipe. Water was encountered at the time of the television inspection. 2.0 SCOPE OF WORK The purpose of our investigation is to provide recommendations regarding the geotechnical component of the proposed storm improvement system. Specifically, our services included the followings: I. Attend project kick-off meeting. 912rpt S&EE 2. Review existing regional and local geologic infonnation, reports, and studies releva1u to the project design. 3. Explore the subsurface soil and groundwater conditions at the site by the drilling of 3 soil test borings. 4. Perfonn a laboratory testing program which includes grain size analyses of the subsurface soils. 5. Evaluate subsurface soil and groundwater conditions and provide recommendations regarding: • Excavation shoring and suitability of soils for jacking/boring or microtunneling construction methods • Temporary side slope • Construction dewatering • Subgrade preparation and stabilization • Suitability of onsite soils for use as fill, types of suitable imported fill, fill placement techniques, and compaction criteria • Pavement subgrade preparation and pavement design. 6. Preparation of this written report documenting our findings and recommendations. 3.0 SITE CONDITIONS 3.1 SITE HJSTORY The project site is located about 2 miles to the south of Lake Washington. The Black River used to run out of the southern end of Lake Washington, flowed south through the subject site and then veered west. Plate I, which is included on the next page, shows that until 1912, Cedar River emptied into the Black River and became part of the Black River, which then emptied into the Duwamish River. In 1911, the Cedar River flooded Renton. In the following year the town dug a 2000-foot-long, 80-foot-wide canal to reroute the course of the Cedar to the north so that it flowed directly into Lake Washington, in the hope of avoiding floods in the future. From July to October 1916, the construction of the Lake Washington Ship Canal lowered Lake Washington 8.8 feet. In the process, the Black River dried up, and the outfall from Lake Washington became the ship canal. The site area was subsequently filled to the current grade. (reference: Suzanne Larson, History of the Lake Washington Ship Canal, King County Arts Commission, 1975, Introduction, 23.) The site is currently paved parking areas. The site grade is relatively flat. 912rpt 2 S&EE I I I I I I I I I I I I I I I I I I I '"""--'-----. I I I I I I I I I I I I I I I I I I S&EE I Job no. 912 li'sshjogton - 0 C :z. -~ k~ -(fl :"--... :r. L.. J7 r;. !J. 'tJ :fl pllj,'1//. "5 i. -lip )Iii 0 2 A 0 2 4 47° 30' 47° 15' ._, -:;,: .. "\ 4rrii 6km Ul :r: i ------.... _ 47'. 30' - Lake level lowered and . Cedar and Block Rivers diverted in 1917 Diverted in 1906 -,:Q. ~-~ 47• 15' .Pllj,'1//. -~ ......... ';o -. ... B 1 1 2' 15' .. " Reference: Holocene Geologic History and Sedimentolopy of the Duwamish and Puyallup Valley, Washington, Stephen P. Palmer, Washington Department of Natural Resources, September 29, 1997 Plate I -------- 3.2 GEOLOGY General The project site lies in the middle portion of the Puget Lowland, an elongated topographic and structural depression filled with a complex sequence of glacial and non-glacial sediments that overlie Tertiary bedrock. Published geologic information (Geologic Map of The Renton Quadrangle, King County, Washington by D.R. Mullineaux, 1965) indicates that the site area is covered with manmade fill which is underlain by Arkosic sandstone. Liquefaction Susceptibility Plate 2, which is included on the next page, shows that the subject drainage system is located within the previous Black River channel. The map also shows that the site is located in an area of high liquefaction susceptibility. Liquefaction is a condition when vibration or shaking of the ground results in the excess pore pressures in saturated soils and subsequent loss of strength. Liquefaction can result in ground settlement or heaving. In general, soils which are susceptible to liquefaction include saturated, loose to medium dense sands. However, recent studies show that liquefaction can also occur in fine-grained (silty and clayey) soils during strong earthquakes. (Bray, J.D., et. al. 2004). Seattle Fault Plate 3, which is included behind Plate 2, shows that Seattle Fault is the prominent active fault closest to the site. The fault is a collective term for a series of four or more east-west-trending, south-dipping fault strands underlying the Seattle area. This thrust fault zone is approximately 2 to 4 miles wide (north- south) and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson, et al.,, 1999) and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred about I, I 00 years ago, and the earthquake it produced was on the order of a magnitude 7 .5. 9 I 21jlt 3 S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \:. ·.":·};:.·:::.::\'. > ,, / ... :· .... :~!··!,~ .. _~::if.~!:' :::.':r·-..... :···:·,~·,·vJ1 .\l·i\'v\:l", j.J ,111 :· ;- . l:.. \ \ •. ,. '·J\J f ...... _ ... : . ~· ,1/l·:?/:~·,,'} ?t, ' .. '_, IV .. ·v_ ,{._ !~-,' JV ' , ;:,., . :_; IV. ~ . ', :;.-.· .. ..... } .. ;_. .. -··, .. / . ( "'-\~ . ~J ·,,, ' ·~, \ \ ./ .!·. " ,a:·:· .. . , ·, '· \ ----., . EXPLANATION Geo1oalc map units, derived from Mullln111ux, 1965a. ' I•, .. j, . I ,,1,1 -:_ ... I CATEGORY I lnclude1 manmade flll and modified land (except 11111 1Jon1 tr1n1port11lon roadways) and post-Vashon alluvium. LIQUEFACTION SUSCEPTIBILITY: HIGH II CATEGORY II lncludH post-Vuhon lacu11rlne deposits and colluvlum. LIQUEFACTION SUSCEPTIBILITY: LOW TO HIGH •· I ,:l 8 105 Hlttorlc Uquefactlon IIIH Identified by the correspondln1 reference number In Chleborad and Schuster, 1990; Table 3 reproduc111 the quo1at1on1 ind comment, alven lor the 1lte1 In tibia 2 ol Chleborad and Schusler, 1990. Hl1torlc 1hor11llne of Lah W11hln1ton and the· pre-Ship Canal courHI of the Black and Cedar Riven mapped by Chrzauow1kl, 1983. ~J '•',\. •l •', /·· ~ . fl IV 1-------------------------------------------------------------------- S&EE Job no. 912 Reference: "Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington, /992 by Stephen P. Po/mer" SCALE I :24000 Plate 2 ' I •• ./··--- CLALLAM OLYMPIC .... _ .... __ . \'ATJO~AL PARK SNOHOMISH ,. ·' SITE R,derence: Washington Department of Natural Resource, New Release April 16, 2009. S&EE Plate 3 • Prominent Active Faults in Puget Sound Area I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3.3 SUBSURFACE CONDITIONS We have explored the subsurface soil conditions along the drainage easement by the drilling of three soil test borings, B-1 to B-3. The locations of these borings are shown on Figure 2 which is included at the end of this report. Details of the field exploration and logs of borings are included in Appendix A. Our knowledge of the soil conditions was augmented by the review of the geotechnical data that were collected for the existing Safeway store and car dealership. In general, our borings and previous geotechnical data show consistent subsurface soil conditions in the project area, and the soils encountered are similar to materials described in the published geologic map. A soil profile along borings B-1 to B-3 is presented in Figure 3 located at the end of this report. From the top down, the subsurface conditions include the following strata: I) Fill The material ranged from IO to 11.5 feet in thickness and consists of very loose to medium dense silty sand, sand and sandy gravel. Scattered organic matters (burned ash) and trace debris (glass) were encountered. II) Alluvium This layer is 15 feet thick at B-1 location and at least 41 feet thick at B-2 and B-3 locations. The soils were likely deposited by the previous Black River and include inter-bedded sand and gravel. They are loose to medium dense with dense pockets. A layer of organic silt was encountered at B-3 at depths of 13 to 15 feet. Ill) Sandstone 9t2rpt Only Boring B-1 .encountered sandstone. The top of the formation was encountered at a depth of25 feet. The material was fine-grained and very hard. 4 S&EE ---------- 3.4 GROUNDWATER CONDffiONS At the time of our field exploration on March 3, 2010 groundwater was encountered at a depth of 10 feet at all three boring locations. This same groundwater depth was measured in two existing groundwater monitoring wells that are located in the southern portion of the project area in the vicinity of B-2 and B- 3. Based on our knowledge of the groundwater depth in the project area, we anticipate that the depth may vary slightly with season and precipitation. 4.0 LABORATORY TEST AND PERMEABILITY ESTIMATES Selected soil samples were transported to our sub-contracted soil laboratory, AAR Lab in Redmond, WA and tested for grain size analyses. The results are included in Appendix B. ESTIMATES OF SOIL PERMEABILITY Due to the relative loose condition and gravel content of the subsoils, the retrieval of un-disturbed soil samples was attempted but un-successful. We thus estimate the permeability of the subsoil using the following classic Hazen equation. K = lOO*D1/ K: Permeability in cm/sec D10 : Soil particle diameter (in cm) at which 10% of the soil weight is finer. The results are summarized below. Boring Sample Depth Soil Permeability Permeability (feet) (ft/min) (cm/sec) B-1 12.5 Silty sand and gravel 0.04 0.02 B-2 12.5-15 · Silty sand and gravel 0.10 0.05 B-2 20-25 Silty sand with gravel 0.08 0.04 B-3 15-20 Sand and gravel 0.12 0.06 B-3 25-40 Silty sand and gravel 0.04 0.02 We have reviewed our previous projects in the site vicinity. We conclude that the above permeability values are consistent with values we previously used and reasonable for the encountered subsoils. 912rpt 5 S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ------------------------------------------- 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 GENERAL I . During the course of the project, the design team considered a few options for the construction of the new pipe. These include open cut, excavation with trench boxes or sheetpile walls, and bore-and- jack micro-tunneling. Pipe bursting was also considered but was ruled out because of the size and depths of the new pipe. The project team recommends the option of bore-and-jack due to the following advantages: • Relatively small amount of soil removal which reduces the potential amount of dewatering, contaminated soil/groundwater treatment, and/or archaeological disturbance; • Reduced amount of sheet piles (required only at boring portals); • Reduced risk of disturbance to Seattle Public Utility's water mains due to reduced excavation area. 2. Construction excavation will be required at bore-and-jack portals and at the south end of the project. Excavation may also be considered at the north end for pipe crossing (under Seattle Public Utility's water mains). The excavation depths will range from about 12 to 14 feet. Our borings encountered alluvial soils at these depths. The soils are a mixture of sand and gravel and have a medium to high permeability. As alluvial soils tend to have a high variability both horizontally and vertically, the permeability value may increase by one order of magnitude at locations where more gravel than sand are present. As such, strong groundwater flow may occur and would require dewatering using deep wells or well points. The estimated flow rates presented herewith are based on uniform subgrade conditions. We recommend that the contractor prepare a contingency dewatering plan in the event that groundwater flow is greater than their sump pumps can handle. 3. Based on our evaluations, construction de-watering should incur minimal risks of excessive foundation settlement of the neighboring buildings. However, this should be confirmed by the contractor once the details of their dewatering plan are available. 5.2 BORE-AND-JACK Bore-and-jack requires limited tracking and steering as the advancement is manually controlled and the cutting head is man-accessible. Line and grade are typically controlled by laser guide or waterline. High 912rpt 6 S&EE side friction can occur in granular soils such as those onsite. As such polymer may be required for side wall lubrication. Sometime, large voids can occur after the removal of large soil particles such as cobbles or boulders. To prevent loss of ground, the voids would need to be filled. Large and hard particles such as boulders or rock can be removed by a coring bit, or hand tools, if necessary. Cobbles and tree logs can likely be drilled through or passed by the conventional cutting head and auger. Thorough specifications for bore-and-jack operation are critical to its success. To minimize unknown subsurface conditions, the contractor is encouraged to conduct further field explorations. Al so, the contractor should retain a qualified dewatering contractor; perform their own evaluation regarding dewatering needs; and install and maintain the dewatering system during construction. Side Friction: The advancing casing of bore-and-jack will encounter mostly granular soils that include sand, silty sand, sandy gravel, and occasionally organic silt. These soils are loose and soft. For estimating purposes, un-lubricated sidewall adhesions can range from 1,200 to 1,500 pounds per square feet (psf). These values are based on the following soil parameters: Moist soil density: 125 pcf(pounds per cubic feet) Submerged soil density: 63 pcf Soil friction angle: 34 degrees Cohesion: 0 psf Coefficient of friction at soil-pipe interface: 0.65 Surcharge load at ground surface: 50 psf (pounds per square feet) Please note that the pipe will be jacked through fill and alluvial soils, both tend to vary horizontally and vertically. Therefore, the soil parameters presented above are for reference only. The contractors should perform their own evaluation regarding lubrication and jacking requirements. Excavation Shoring and Subgrade Stabilization at Jacking Ports: For the depth and size of pipe, the jacking ports may have a rectangular shape with dimensions of about IO feet by 40 feet, or a circular shape with a diameter of about 35 feet. We envision that the excavations be achieved with sheet pile walls. The lateral earth pressures and soil parameters for the sheet pile design are presented in Figure 4 which is included at the end of this report. Note that a soil reaction modulus of 40 pci {pounds per cubic inches) is recommended for the loose soil above the excavation depth. Depending on the selected sheet pile section, relatively large deflection, on the order of a few inches may occur at the top of the pile. Installation of internal braces should be planned accordingly. 912rpt 7 S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Groundwater Control: Using an averaged soil permeability of 7.2*10'2 ft/min (3.6*10'2 cm/sec) and a 4-foot groundwater table drawn-down, our two-dimensional flow net analyses show that a flow rate on the order of 50 gpm (gallon per minute) may occur at the base of tbe jacking port excavation. The exit gradient at the base is estimated to be 0.15. (A value of 1.0 would represent a quick condition). Based on tbe flow rate and exit gradient, we believe tbat the influx of groundwater can be handled by pumping from sumps. To reduce groundwater flow for tbe duration of tbe bore and jack operation, we recommend that a concrete slab be poured at the subgrade. The slab should be thick enough to resist the uplift pressure from the hydraulic head. Dewatering along pipe alignment is advisable. Using a soil permeability of 0.1 ft/min (0.05 cm/sec) and a 4-foot groundwater table drawn-down, our two-dimensional flow net analyses show a flow rate on the order of 5 gpm per lineal foot. 5.3 CONSTRUCTION EXCAVATIONS In addition to the excavation at the jacking ports, construction excavation will be required at the south end and may be needed at the north end of the project. The excavation at the north end will be about 80 to l 00 feet in length. The purpose of this excavation is to allow for the crossing of the new storm pipe under the existing Seattle Public Utility's 60-inch and 66-inch water mains. The inverts of these water mains are about 7 to 8 feet below the ground surface and the invert of the new pipe could be about 12 feet below the ground surface. The excavation at the south end near the intersection of Rainier Avenue South and South Third Street will be about 40 feet in length. This will allow for the installation of a section of the new storm pipe that connects the existing box culvert and the bored pipe. The excavation depths will likely range from 12 to 14 feet. Construction excavations with sloped open cut or shoring systems can be considered. Since the contractors will have the control over their manpower and equipment, they should be responsible for the stability of the side walls and safety of their personnel. 5.3.1 EXCAVATION OPTIONS m SLOPED OPEN CUT Temporary excavations should be sloped no steeper than I.SH: IV (horizontal to vertical) above 912,pt 8 S&EE groundwater table and 2.5H: IV below groundwater table. Toe stabilization such as the use of sand bags may be required if severe erosion by groundwater seepage occurs. The slope should continue from top to bottom (without vertical cut at the toe). Flatter slopes may be required if sloughing occurs. Our evaluation shows that the groundwater inflow may range from 8 to IO gpm per lineal foot of excavation side. (II} EXCAVATION SHORING WITH TRENCH BOX/SHIELD Trench box or trench shield can be considered if the box or shield can sustain the lateral soil pressure plus hydrostatic pressure. The former can be estimated using an equivalent fluid density of 60 pcf (pounds per cubic foot). The latter will acts on the lower portion of the side walls that are below the groundwater table. Since shoring boxes will have minimal penetration below subgrade, the boxes would have limited ability to reduce groundwater inflow. Based on our estimate the groundwater inflow will be about 3 gpm per lineal foot of excavation along the trench. (ill) EXCAVATION WITH SHEET PILES SHORING We anticipate that cantilevered sheet pile wall can be used for the excavation shoring. Similar to the jacking port excavation, the lateral earth pressures and soil parameters for the sheet pile wall design are presented in Figure 4 which is included at the end of this report. Also, soil reaction modulus of 40 pci (pounds per cubic inches) is recommended for the loose soil above the excavation depth. Using an averaged soil permeability of 7.2•10·2 ft/min (3.6*10"2 cm/sec) and a 3-foot groundwater table drawn-down, we estimate that a flow rate on the order of l/3 gpm per lineal foot may occur along the trench. 5.3.2 SUBGRADE STABILIZATION AND PIPE BEDDING Soft and wet fine-grain soils such as silt or clay may be encountered at the excavation subgrade. As these soils are highly susceptible to strength loss due to disturbance, the subgrade must be stabilized to prevent future pipe settlement. The stabilization method can best be determined at the time of construction. However, we envision that the unstable subgrade be over-excavated about 12 inches and the over- 912rpt 9 S&EE I I I I I I I I I I I I I I I I I I m I I I I I I I I I I I I I I I I :.1 I I I excavation be backfilled with 2-to-4 inch quarry spalls. the rock should be pushed down by the excavator's bucket until the subgrade becomes firm and non-yielding. We recommend that new pipe and structures (vault, CB, etc) be bedded with at least 4 inches bedding material that meets WSDOT aggregate specification 9-03.12(3). To avoid long-term settlement problem, it is critical that the bedding material is placed over firm and non-yielding subgrade. 5.4 BACKFILL Structural fill should be used for excavation backfill. The structural fill materials should meet both the material and compaction requirements presented below. 912rpt Material Requirements: Structural fill should be free of organic and frozen materials and should consist of hard durable particles, such as sand, gravel, or quarry-processed stone. Due to their variability, the on-site soils are suitable only on a selected basis. We recommend that its use be approved by an engineer from our office. Structural fill should be moisture-conditioned to +/-2% from their optimum moisture contents prior to use. Compaction Requirements: Structural fill should be placed in loose horizontal lifts not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment, and number of passes made by the equipment. Each lift should be compacted to at least 95 percent of the maximum density according to ASTM D-1557 test procedures. JO S&EE ----~-~-------- S.5 PAVEMENT DESIGN We envision that the soil at the subgrade will be disturbed and loosened by construction activities at the time of pavement construction. We therefore recommend that the subgrade be proof-rolled with heavy construction equipment such as a loaded dump truck. Any wet and loose areas should be over-excavated and backfilled with structural fill. The prepared subgrade should have a California Bearing Ratio (CBR) of at least 15. The following paving sections are recommended based on our experience with the subsurface conditions and the backfill soils. For light traffic (Daily Equivalent Axle Load (EAL)= 5 or less; few vehicles heavier than passenger cars no regular use by 2 or 3-axle trucks) Recommended section: 2 inches asphaltic concrete over 6 inches base course. For medium traffic (Daily EAL= 20 to 80; maximum 2,000 vehicles per day, including not over 10% 2 or 3-axle trucks) Recommended section: 3 inches asphaltic concrete over 8 inches base course. The base course should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D-1557 test method. The material should meet WSDOT aggregate specification 9-03.9(3), Crushed Surfacing Base Course, and have the following gradation: Sieve Size Percent Passing 1 V.-inch 100 5/8-inch 50-80 1/4-inch 30-50 USNo.40 3-18 USNo.200 7.5 max. % Fracture 75 min. 5.6 SEISMIC CONSIDERATIONS AND HAZARDS The project site is situated within Seismic Zone 3. We recommend that Site Class D as defined in the 2006 !BC be considered for any seismic design. As previously mentioned, the site is located in an area of 912rpt 11 S&EE I I I I I I I I I I I I I I I I I I ----· I I I I I I I I I I I I I I I I I I I subsoils below groundwater table and above bedrock or a depth of 30 feet will have a high possibility of liquefaction during and after strong earthquakes (M > 7.0). The liquefaction will result in uneven ground settlement or heave, causing pipe joints to distort. The common method of liquefaction mitigation is to pile-support the pipeline and structures. It is our opinion that the best option to cope with this hazard is to perform post-earthquake maintenance which will include damage assessment and repair if necessary. For this option, the project owner will assume the risk and the proposed elements will be designed without liquefaction mitigation. However, if such risk is non-acceptable, we would be pleased to provide geotechnical recommendations for the pile foundations if requested. 6.0CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil conditions disclosed by field observations and subsurface explorations. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the development plan is consistent with the description provided in this report. If the development plan is changed or subsurface conditions different from those disclosed by the exploration are observed during construction, we should be advised at once so that we can review these conditions, and if necessary, reconsider our design recommendations. 912rpt 12 S&EE S&EE ~ I Tn, , Arcac:Ua , .pie data C2010 °_ -le -Map ,-G ogle- Figure I Site Location Map I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .~; H . '. r. ,• f' (/):·•··. ,g! <. ~:. Q) . ·-· C: .~ .· (' : i ·!-•• _v.:u; .. ~ ctl ...I ... J '· S 2nd ~ . Re lace Existing . · Sto ·· Line with .··"le Stontlt.ine !'."· B-1 ~ ·. ii . ' ;:'; I, · 'I :i, i ·, I '' ••. ,1 . l . ~ -· j : !,, ."•: ... ' , "I J'' '[·"' .,J _ti.,:~/ . ,, · .. , ; Safe y · 1 Gro '~ Store • ' ~~· . c:;;::;-'i _,.__ ' ...... ·S, 3rcJ St ,,.," ·.1-, 1,.,:.,.. ... ·• ------··-.......... . ,. 0' 100' Scole, l' = 100' 0 B-1 Soil Test Boring Number and Location PROJECT LOCATION LAKE AVES/ RAINIER AVES STORM SYSTEM PROJECT City of Renton Surface Water Utility D. Carey 1/5/10 Figure 2 ~----- 0 B-1 N-Value ~ (Blow Count} 7 /0 (I) FILL: Silty sand with gravel 8 /2, tO SL B-2 13 (very loose to medium dense) II I SL B-3 If/. 1/. -.sz...' 7 k= 0.0; ft/m~in:':::::----------L-_:------------" 9 (II) ALUVIUM: 18 (medium dense with loose pockets) 10 --·-------=::::::::--SILT (organic) k = 0. 1 ft/min ----------.:__ / J Gravel with sand 3 17 (medium permeability) r=-.9 LU (II) ALUVIUM: Sand with gravel LU k = 0.1 ft/min LL 2.,0 ~ J.7 :r: ~ 2£ I-(loose to medium dense with dense pockets) ' C. LU Cl 30 ? (Ill) SAND STONE \ (very dense) N -Value < 4 very loose 4 -10 loose S&EE Jobno.912 1 O -30 medium dense 30-50 dense > 50 very dense \ i k = 0. 08 ft/min (medium permeability) 23 k = 0.04 ft/min II/. / ? ~ ALUVIUM: . 3S° · Gravel with sand ? (medium dense to very dense) (No Horizontal Scale) 0 /0 ~ I- LU LU LL ~ :r: 20 I- C. LU Cl 30 Figure 3 Soil Profile I I I I I I I I I I I I I I I I I I I Ir--------------------. I I I I I I I I I I I I I I I I I 0 5 10 15 20 25 -30 35 -40 Notes: Surcharge Load = 200 psf (construction equipment) Sheet Pile ----- Concrete Slab --,. ----~------------------------------_\/_ ' up (Not-To-Scale) Passive Soil Pressures (psf): up = 3,400 ua3 Active Soil Pressures (psf): ua1 = 60 ua2 = 430 ua3 = 900 1. Hydrostatic pressure should be added to the lateral load on the sheet pile wall. 2. All pressures in pounds per square feet (psf). 3. Passive pressures include a safety factor of 1.5. 4. Recommended sheet pile embedment depth = 1.5 times excavation depth 5. A subgrade reaction modulas of 40 pounds per cubic inches (pci) can be used for the soil above mudline. I ~t:9~ Figure 4 Soil Pressures on Sheet Pile Wall Lake Avenue S Storm Improvement, Renton, WA APPENDIX A FIELD EXPLORATION AND LOGS OF BORINGS The soil strata at the project site were explored with the drilling of three soil test borings, B-1 to B-3 on March 3, 20 I 0. The borings were advanced using a truck-mounted drill rig (Mobil B-61 ). A representative from S&EE was present throughout the exploration to observe the drilling operations, log subsurface soil conditions, obtain soil samples, and to prepare descriptive geologic logs of the exploration. Soil samples were taken at 2.5-and 5-foot intervals in general accordance with ASTM D- J 586, "Standard Method for Penetration Test and Split-Barrel Sampling of Soils" (1.4" 1.D. sampler). Larger sampler (2.5" l.D.) was also used to retrieve gravelly soils. The penetration test involves driving the samplers 18 inches into the ground at the bottom of the borehole with a 140 pounds hammer dropping 30 inches. The numbers of blows needed for the samplers to penetrate each 6 inches are recorded and are presented on the boring logs. The sum of the number of blows required for the second and third 6 inches of penetration is termed "standard penetration resistance" or the ''N-value". In cases where 50 blows are insufficient to advance it through a 6 inches interval the penetration after 50 blows is recorded. The blow count provides an indication of the density of the subsoil, and it is used in many empirical geotechnical engineering formulae. For the 2.5-inch I.D. sampler, the N-value shown on the boring logs are the actual recorded blow counts. However, the values shown on Figure 3, Soil Profile, were scaled down with a ratio of0.52. This ratio was calculated based on the geometry of the sampler. After the boring was terminated, the borehole was backfilled with bentonite chips. The boring logs are included in this appendix. A chart showing the Unified Soil Classification System is included at the end of this appendix. A field representative from Parametrix was onsite during the exploration. The representative used a photoionization detector (PID) to screen each sample retrieved above a depth of 12.5 feet. The PIO readings show the concentration level of volatile gases and are presented on the boring logs. All soil cuttings were placed in 6 labeled SO-gallon drums which were stored onsite. The cuttings and drums were later removed and disposed of by Everson Econo-Vac. 912rpt S&EE I I I I I I I I I I I I I ,I I I I I I I I I I I I I I I I I I I I I I I I I ¥ --------------- e' iil t J!l BORING B-1 0 !l: ,Q ""' ! " = ~~ l!l t ~ • Soil DescripUon I ~ ill .!! ,E 8 " ~ "' ! () ~ ii"li ~ ~ it .E: .s Cl) (2.5 inches asphalt pavement at ground surface) 0 ~.::O· GP/ Brown and gray fine to medium gravel with some silty sand (damp)(loose)(fill) :~] SM :.;: .. ·; : .. ~, ' ~fr ' ' .,. ' 8' 8 18 ~ r 1 0. ! 3 18 i'Jii 7 Brown silty fine sand with trace brick debris (damp)(loose)(fill) ' ~ 1111 6 0.7 4 '18 4 : 18 1111 4 ' ' ' ' 0 GP Brown fine to medium gravel with fine to medium sand (damp)(loose)(fill) ' Q.5 I 8 , 18 ~ o 1 SP ' 7 ,12 5 ' "' ·1 .. 0 ,,:·1 ,,.1,0 10 a ' ~ ' 4 18 Dark brown and dark gray fine to medium sand (wet)(loose) ' 5 10 ' 3 ' 0 ' 8 1a ~ • with fine gravel and trace silt, medium dense at 12.5 feet ' • 10 9 15: ' Gray fine sand with trace fine gravel and organic matter (wet)(very loose) 1 , 18 ~ 4 '• 1 ' ' ' I I I I 20 1-_ _!_ _ -J _ -_I (Boring log continued on Figure A-1 b) Client: Parametrix, Inc. Drilling Method: Hollow stem auger by Mobil B-61 Sampling Method: Drilling Date: Drilling Contractor: S&EE .k>b No. 912 SPT (1.4" I.D. and 2.5" I.D.) samplers driven by 140-lb auto hammer March 3, 201 o Holocene Drilling Figure A-1a Lake Ave. S. Storm System 'ii' ~ s ! 20 ' ' 26, ' 30: i C: ~ ~8 • ~ ] iiliil "5"5 .s.s • , . 5 ,. 5 : 36 : 9 1 SOl3·: 9 ' I 16 j 8 150/2"1 a ' ' ' I I I ! 40 I ___ '._ __ J ___ I Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: S&EE .k>b No. 912 J BORING B-1 s ! (Continued) ~ ~ ti Soll DescrlpYon c'l ~ Gray fine sand with trace silt (wet)(loose) Brown fine-grained sandstone (damp)(very hard) -light blue at 30 feet Boring terminated at a depth of 30 feet on March 3, 2010. Groundwater encountered at a depth of 10 feet at the time of drilling. ' I --_1 Parametrix, Inc. Hollow stem auger by Mobil B-61 SPT (1.4" 1.0. and 2.5" 1.0.) samplers driven by 140-lb auto hammer March 3, 201 o Holocene Drilling Figure A-1b Lake Ave. S. Storm System I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ¥ e' !! .!!J BORING B-2 t: !i! ,s ! -~~ ! .8 :, ! a, ,lg_ § • Soil Description I Cl<I: UHi ,! ' ,s g Q) Q) ! tl ! ill "5"5 " ~ it .E.E Cl) (4 inches asphalt pavement at ground surface) 0 :_:r:e · GP Crushed rock base course . )~f '···. ,·,.•,,.,,' SM Brown and dark gray silty fine to medium sand wtth fine to medium gravel, trace glass debris (damp)(very loose to loose)(fill) 0 B '18 ~ 1111 8 : 18 7 1111 6 0 7 18 ~ 1111 -blow count inflated by gravel at sampler tip B 3 1111 -very loose below 5 feet 5 1111 ' ' ' 1111 0.5 I 0 , 18 ~ ' 0 '14 1 ' I Ii! -dark brown and burned ash at 8.5 feet 10: ' 1111 0 0 : ,a ~ 1111 1 ' 2 8 0 GP/ Gray fine to medium gravel with fine to coarse sand (wet)(medium dense) ' , el SP ' 8 : 18 ~ 0 15 I 12 0 21 ' 0 ' 0 0 • 15: ' -brown and coarser at 15 feet 9 I 18 ~ • 14 '12 20 : • Brown fine to coarse sand (wet)(medium dense) 20 --! __ ; __ I (Boring log continued on Figure A-2b) Client: Parametrlx, Inc. Drtlling Method: Hollow stem auger by Mobil B-61 Sampling Method: Drilling Date: Drt/ling Contractor: S&EE Job No. 912 SPT (1.4" I.D. and 2.5" I.D.) samplers driven by 140-lb auto hammer March 3, 201 O Holocene Drilling Figure A-2a Lake Ave. S. Storm System Client: " i "" !8 .. ~ ~ ' i s ll ~ a '6'6 Q "' .s.s 20 1 1 18 8 118 10 ' 6 16 ~ 10 18 22 ' ~ 30; 5 ; 18 ' ,2 14 , ' 35: ' ,, , 18 ~ 32 I 18 27 ' ' ' ' ' ' I I I I 40, __ ..:. -.-, 18-~' 0 18 13 ! JQ .8 I "' I "' u .. ~ "' SP I lj ~ii :;Ii ' }i. ~I;: . . ' lj:. 1i it 'i,1 Parametrlx, Inc. Soll DescripUon Gray fine to medium sand (wet)(medium dense) -driller report gravel at 24.5 feet BORING B-2 (Continued) Gray fine to coarse sand with trace fine gravel (wet)(medium dense) -some fine to medium gravel at 36 feet, blow count inflated by gravel Bluish gray fine sand (wet)(medium dense) Boring terminated at a depth of 41.5 feet on March 3, 2010. Groundwater encountered at a depth of 9 feet during drilling. Drilling Method: Hollow stem auger by Mobil B-61 Sampling Method: Drilling Date: Drlll!ng Contractor: S&EE .klb No. 912 SPT (1.4" LD. and 2.5" LD.) samplers driven by 140-lb auto hammer March 3, 201 a Holocene Drllllng Figure A-2b Lake Ave. S. Storm System I I I I I I I I I I I I I I I I I I I --'· I I I I I I I I I I I I I I I I I I I ~---------·-------- ¥ e' "' ~ u ~ § Ja 0 " ! Soil Descrlplion BORING 8-3 8 Cl) l) 1 it 0 ~ (3 5 inches asphalt pavement at ground surface) 6 10 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 2 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 4 : 8 11 '18 ~ ' ' ' ' ' ' ' ' ' 1.1 I 4 '18 ~ :• 1 1 ' 2 ' 2 ' ' 5 • 8 2 ' 3 ,. ' ' ' ' ' ' ' ' ' ' ,18 ~ ,2 ' ' ' ' ' ' ' :1a ~ ,a ' ' ' ' ' ' I 7 : 18 I 7 110 I 12 I : ' ' ' ' ' Ill SM Dark gray silty sand with fine gravel, trace organic matter (damp)(loose)(fill) 1111 1111 1111 1111 1111 -with medium to coarse sand at 5 feet 1111 1111 1111 1111 II o-.1t GP/ ~ SP ,.:0: Gray fine to medium gravel with fine to coarse sand, trace organic silt (wet)(loose) -~-• • • ML Black organic silt with wood debris (wet)(soft) 15: : ,2 118 I 12 1 10 I 13 : • GP/ Dark gray fine to medium gravel with fine to coarse sand (wet)(loose to medium dense) e SP ' ' ' ' . • • ' .. / : a:--' ' ' : ~' .. : 1-!...:.}...:.]1-G-P-1/ Dark gray and brown fine to coarse gravel with fine to medium sand : , , -:,:ii SP (wet)(medium dense to dense) 8 , 18 • •• 8 ' ' ' ' I I I I ·.(~.-., 201 __ I --1--I ' Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: S&EE Job No. 912 (Boring log continued on Figure A-3b) Parametrix, Inc. Hollow stem auger by Mobil 8-61 SPT (1.4" I.D. and 2.5" I.D.) samplers driven by 140-lb auto hammer March 3, 201 O Holocene Drilling Figure A-3a Lake Ave. S. Storm System "" m ~ ,s ! 20 ' w C: ~ !! ~ i8 18 al 'fi'li .s.s I 11 I 18 18 I 10 31 10 : 10 6 '18 ~ I 15 I 1 :1a ~ 7 I 10 7 ' ' 36: ' B ,1a ~ 1 ; a B ' ' ' ' I I I I 40, _ --'-,. , ,.-]' 23 4 12 ,s ! .!!! ~ c'l >.! .8 I ti ~ , .• GP -.. SP •• •• .•. Soil DascrlpUan BORING 8-3 (Continued) Dark gray and brown fine to coarse gravel with fine to medium sand (Wet)(dense) SP Brown fine to medium sand (wet)(medium dense) ;,llii ;,. ii/' ,7~1 ,,:i: .. • ~' ~·-i-, ;1~li Lij ·\Ill ,r.i-, -fine to medium gravel at 26.5 feet • GP Brown fine to medium gravel with fine to medium sand (wet)(medium dense to dense) e . SP • • • • • • • • • • • • ... ~ ·• ••• 5i• /,.- Boring terminated at a depth of 41.5 feet on March 3, 2010. Groundwater encountered at a depth of 10.5 feet during drilling. Client: Parametrix, Inc. Drilling Method: Sampling Method: Drilling Date: Drilling Contractor. S&EE Job No. 912 Hollow stem auger by Mobil 8-61 SPT (1.4" I.D. and 2.5" LO.) samplers driven by 140-lb auto hammer March 3, 201 O Holocene Drilling Figure A-3b Lake Ave. S. Storm System I I I I I I I I I I I I I I I I I I I 1.---.-..--------------, I I I I UNIFIED SOIL CLASSIFICATION SYSTEM --::, I I. ~ ! DESCRIPTION MAJOR DIVISIONS i---t---af--cwe=L.,..L-""'G"'RACC"-=D-=ED=---=Gc=RA=VE=L"'S,--O:,R=---=G-=RA""VCCE"'L""'-s"'A,.,N70DC"CMCCl"'xT=u--cRccEccSc-, ----+---C-L_E_A_N---.------,,--- LITILE OR NO FINES GRAVELS i is"• w I POORLY-GRADEDGRAVELSORGRAVEL-SANDMIXTURES, ILITTLEOR I 00 ~i'io ~!!;j I UTILE OR NO FINES NO FINES) i:iJ ~ G ~ ~ ~"' I h-rrl-----l,--;;:;;c;===ccc-==;::-=-;-;:;-=c:c----------j----,-----,-,--c:---i > z ~ ~ 0 !11 ~ I SILTYGRAVELS,GRAVEL-SAND-SILT GRAVELS <( ~::,"'~ 0a; ! MIXTURES WITH FINES ~ ii ill;;; ~d i CLAYEY GRAVELS, GRAVEL-SAND-CLAY (APPRECIABLE §18~ ~~ I MIXTURES AMOUNT OF FINES) ·i!: : ---+-cc=c--=====c--==---======~--------'-------;-----~o : WELL-GRADEDSANDORGRAVELLYSANDS, CLEAN ~ 0 ~~ ! UTILE OR NO FINES SANDS o -• ~"' 1' u.ZO iii~ , POORLY-GRADED SANDS OR GRAVELLY SANDS, (LITTLE OR ~~z"' 0;,, i LITILE OR NO FINES NO FINES) (J')Cl ~ ~ :,01 5u 5 : \"'\'\--+----------------------+----za:i::tl) t.u . SIL TY SANDS, SAND-SILT MIXTURES SANDS! ~ g::,"' ~ ~ ~ I WITH FINES I oo ~i~;;; s~ . 00:E a:::::l (APPRECIABLE j ::Eu (I) fr ! AMOUNT OF FINES) 1 f-N..+f-M-L-t-clN"'O"'R'"'G'"'A,:-N;;:IC""s"'1"'L T=s""."'"v"'E"'RY=F"°IN"'E"'Sc-:A:-:-Nc=Ds:S""'. R=o=c"'K'"'F"'L"""O""U,=R,--, s"'1"'L TY=o""R;;--tl- ! CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY ; 0 GW 0 • GP • GM GC SW: SP -, SC CLAYEY SANDS, SAND-CLAY MIXTURES INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY I CLAYS, SANDY CLAYS, SIL TY CLAYS, LEAN CLAYS , ==========c,-,-===:-:-:-----' ORGANIC SILTS AND ORGANIC SILT-CLAYS OF LOW I SIL TS & CLAYS LIQUID LIMIT LESS THAN 50 PLASTICITY ""'"""'i----,---,-----~--~--------c~----~----''---------·-----------INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SIL TY SOILS, ELASTIC SIL TS nn~i-C-H--,f-lN..,O'RGANIC CLAYS OF HIGH PLASTICITY, FAT I CLAYS ---i I ' SILTS&CLAYS LIQUID LIMIT GREATER THAN 50 ORGANIC SIL TS -, i . I , ' ,F---, OH i, ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, tm PT i PEAT AND OTHER HIGHLY ORGANIC SOILS -----"----·---' ~ SPT (1.4" ID SAMPLER) ~ SPT (2.5" ID SAMPLER) DEPTH OF GROUNDWATER DURING EXPLORATION HIGHLY ORGANIC SOILS SOIL CLASSIFICATION CHART AND KEY TO EXPLORATION LOG I S&EE I APPENDIX B I LABORATORY TESING I I I I I I I I I I I I I I I 912rpt S&EE I I I I I I I 'I I ,, I I I I I I I I I I I Particle Size Distribution Report • ~ s • ,0 • g g 8 g 8 • ~ ~ ~ I! a i • N : ; : ; ; ~ 100 ~! I) ' 90 ')' : : ' 80 : .. ' ' I 70 j : Ii 0: : ' ,, Ill 80 :I :z ' !I' Ci: !z : H I 50 Ii " " Ill I ~ I ' Ill 40 Ii "~ I 0. ! I ~~ !1 I ' I 30 - ' I I, I Ji ' i~ 20 ' r: ; \i i " ' 1: f I ~ I I ii I ! I I : '\.: ' ! I 10 ' - I i I 1i i~ ~ I I a I 1: I ' ,, 1!1 ! 500 100 10 1 0.1 0.01 0.0~1 GRAIN SIZE -mm \ % COBBLES % GRAVEL %SAND % FINES CRS. FINE CRS. I MEDIUM I FINE SILT I CLAY 0,0 8.0 I 27.0 20.0 I 15.0 I 24.5 5.5 SIEVE PERCENT SPEC.• PASS? Material Descrietion SIZE FINER PERCENT (X=NO) Gray, Sl Silty Sand & Gravel 1.5 in. 100.0 1 in. 97.0 3/4 in. 92.0 1/2 in, 86.0 Atterberg bimits 3/8 in, 81.0 PL= LL= Pl= #4 65.0 #10 45.0 Coefficients #40 30.0 #100 10.0 Das= 11.9 D50= 3.91 D50= 2.59 #200 5.5 030= 0.425 D15= 0.202 D10= 0.150 Cu= 26.07 Cc= 0.31 uses= !;;lassifici!tion AASHTO= Reroarl!;s Tested & Calculated by: M. Blackwell Reviewed by: Mike Blackwell Sampled -03/18/10, Received -03/19/10, Tested -03/ 22/10 • (no specification provided) Sample No.: 05 Source of Sample: B-1 Date: 03/18/10 Location: ElevJDepth: 12.5 ft. A.A.R. Client: S&EE Testing Project: LK Ave Storm. Project #912 Laboratorv. Inc. Prolect No: 10-107 Plate 076 ffi 2 U: ~ UJ (.) 0: UJ a. ·----··-------~--. ~-.. ------~-·-·- Particle Size Distribution Report • ~ 5 • • ~ ~ • • 0 a ~ ;\; ii 8 0 a ~ " :; -~ ~ l ; ; ; ; 100 I; " : ' l 1! ~ I! ' : l ' ! ! 90 ' ~ /1 :1 BO \' ~ r : ! : 70 ! ~ :i !' : : 60 : 50 ~ ' 40 '\ ' --: :1 ' :1 30 I :1 : : :i ~ jl 20 i' " :i I i 10 I I N 11 ! 0 I' Ii I , 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm . % COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM I FINE SILT I CLAY 0.0 20.0 32.0 12.0 17.0 I 15.7 3.3 SIEVE PERCENT SPEC.' PASS? Material Descrigtion SIZE FINER PERCENT (X=NO) Gray, SI Silty Sand w/Gravel 2 in. 100.0 1.5 in. 96.0 1 in. 85.0 3/4 in. 80.0 Atterberg Limits 1/2 in. 68.0 PL= LL= Pl= 3/8 in. 61.0 #4 48.0 Coefficients #10 36.0 #40 19.0 0 85= 2s.4 D50= 9.09 D50= 5.36 #100 6.0 D30= 1.15 D15= 0.318 D10= 0.220 #200 3.3 Cu= 41.30 Cc= 0.66 Classification USCS= AASHTO= Remarks Tested, Calculated by: M. Blackwell Reviewed by: M. Blackwell Sampled -03/18/10, Tested -03/22/10 • (no specification provided) Sample No.: 01 Source of Sample: B-2 Date: 03/18/10 Location: Elev./Depth: 12.5 -15 ft. A.A.R. Cllent: S& EE Testing Project: LK Ave Stonn -Project #912 Laboratorv. Inc. Prolect No: 10-107 Plate 072 I I I I I I I I I I I I I I I I I I I --I I I I I I I I I 'I I I I I I I I I I --- Particle Size Distribution Report • • • ,: !1 Ji s 0 0 0 0 ! ~ g ,; ~ ll § 0 ~ " -;\ ; • ;\ ; 100 r'f" ~: I 90 r~ I'\. 'I 80 :I ; 1i [ \ : I! 70 I: \ i I! ffi 'i ' 60 ' ' ' : I ~ i i I 1-L ' !z : : 50 ~ i ffi 40 ----a. : : 1! : l I 30 I/ j,\ I !1 i :, : I I 20 I l 1 I : \ : I I I :1 : ,; I: I i I ii :; ! 1:1 [ i I 10 II :I 'I! :! i I I 'I : \.. :1 I :1 : : ii 'II ii i I 0 I: : ;: : :l 500 100 10 1 0.1 0.01 GRAIN S\ZE -mm % COBBLES %GRAVEL %SANO %FINES CRS. FINE CRS. I MEDIUM FINE SILT 0.0 2.0 10.0 10.0 44.0 32.4 1.6 SIEVE PERCENT SPEC.' PASS? Material Descrietion SIZE FINER PERCENT (X=NO) Gray/Gldn Brn, SI Silty Sand w/Spnrse Gravel 1.5 in. 100.0 I in. 98.0 3/4 in. 98.0 1/2 in. 95.0 Atterberg Limits 3/8 in. 95.0 PL= LL= Pl= #4 88.0 #10 78.0 Coefficients #40 34.0 0 85= 3.46 0 60= o.929 050= #100 3.0 #200 1.6 030= 0.381 015= 0.248 010= Cu= 4.43 Cc= 0.74 Classification USCS= AASHTO= Remar~s Tested & Calculated by: M. Blackwell Reviewed by: Mike Blackwell Sanipled-03/18/10, Tested-03/22/10 .. (no specification provided) Sample No.: 02 Source of Sample: B-2 Date: Location: Elev./Depth: A.A.R. Client: S&EE Testing Project: LK Ave Storm -Project #912 Laboratorv. Inc. Proiect No: 10-107 Plate -- --- I -- I I I I I 0.001 CLAY 0.673 0.2!0 03/18/IO 20 -25 ft. 073 a: UJ z u: !z UJ ~ UJ a. Particle Size Distribution Report • .Ii • s .Ii • • 0 0 0 8 0 ! • J s l!( II i • ~ " ~ ; • ; • • 100 ~ 1, 1: 90 1 It 80 : ' :i ! 70 l ,: l\l lj .. 1 1 : 60 1'' : 50 : : : ~,! ~ 40 : Ii ~ : ,: ' : 30 I 1: ... : : ,, 1j : lj, : " 20 :, : •I ~ " . : I \I : I I'· 10 : " : 1! :, ~ !1 : 0 . .. : 'I 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm % COBBLES % GRAVEL %SAND %FINES CRS. I FINE CRS. MEDIUM I FINE SILT CLAY 0.0 28.0 I 30.0 8.0 17.0 I 14.9 2.1 SIEVE PERCENT SPEC.' PASS? Material Descrletlon SIZE FINER PERCENT (X=NO) Gray Sand & Gravel 1.5 in. 100.0 I in. 87.0 3/4 in. 72.0 1/2 in. 60.0 Attemerg Limits 3/8 in. 52.0 PL= LL= Pl= #4 42.0 #10 34.0 Coefficients #40 17.0 055= 24.4 0 60 = 12.1 050= 8.74 #JOO 4.0 #200 2.1 030= 1.32 015= 0.369 010= 0.260 Cu= 48.89 Cc= 0.53 Classification USCS= AASHTO= Remarks T estcd & Calculated by: M. Blackwell Reviewed by: Mike Blackwell Sampled -03/18/10, Tested -03/22/10, Reviewed -03/ 22/IO ~ (no specification provided) Sample No.: 03 Source of Sample: B-3 Date: 03/18/10 Location: Elev./Depth: J5-20ft. A.A.R. Client: S&EE Testing Project LK Ave Stonn • Project #912 Laboratorv. Inc. Project No: 10-107 Plate 074 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I. I 1· I 1· I I I I I Bl ~ u. !z ~ 0:: UJ a. -----·--------------- Particle Size Distribution Report • .. .. • ~ ~ s 0 0 0 8 ~ 8 • s ' ili S! ig ~ I! = " N ; ;;; g • ;,; ; ; \1i 100 " ~ 1j 90 '\ ii ' ' BO : lj :1: : : ' 11 70 I' 1 : : : 1; ' 1: ! : 60 ' .. 1: ! ' 50 1! ' I, " 1[ f ! 1; 40 " : I~ : ' 30 \1\ ' I ! ! I I I i Ii I ,: : I 20 l I[ :1 ... I f\ ' I ! I 11: : :I I I I I I' I \.: I ., I I I ' 10 I i: I I N1 ii I : ' l I 0 1! j ' ' : 500 100 10 1 0.1 0.0, 0.001 GRAIN SIZE -mm %COBBLES %GRAVEL %SAND % FINES CRS. FINE CRS. I MEDIUM I FINE SILT CLAY 0.0 9.0 29.0 10.0 I 21.0 I 27.1 3.9 SIEVE PERCENT SPEC.' PASS? Material Descrigtion SIZE FINER PERCENT (X=NO) Gray, SJ Silty Sand & Gravel 1.5 in. 100.0 1 in. 96.0 3/4 in. 91.0 1/2 in. 82.0 Atterberg Limits 3/8 in. 75.0 PL= LL= Pl= #4 62.0 #10 52.0 Coefficients #40 31.0 055= 14.4 050= 4.11 050= 1.65 #100 10.0 #200 3.9 030= 0.405 015= 0.201 010= 0.150 Cu= 27.40 Cc= 0.27 Classlficatlon uses= AASHTO= Remarks Tested & Calculated by: M. Blackwell Reviewed by: Mike Blackwell Sampled • 03/18/10, Received -03/19/10, Tested -03/ 22/10 .. (no specification provided) Sample No.: 04 Source of Sample: B-3 Date: 03/18/10 Location: Elev./Depth: 25 • 40 ft. A.A.R. Client: S&EE Testing Project: LKAve Stonn -Project #912 Laboratorv. Inc. Proiect No: 10-107 Plate 075 I APPENDIX C I GROUNDWATER INFLOW ASSUMPTIONS AND CALCULATIONS I I I I I I I I I I I I I I I 9!2rpt S&EE I I ·1, I I I I I I I I I I. I I I I I I I __ ....,. ___ .,_, ~ .. -·--'-~-----·-----------···~ - SheetNo. 1/z.- Cale. No. Rev. No. _Jo_t::>_N_o_. _ _,_9.,_/_~ _____ J_ob_...cL...:.k..::....:.. 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Grady Way Renton, WA 98057 Prepared by Parametrix 411 I 08th Avenue NE, Suite 1800 Bellevue, WA 98004-5571 T. 425.458.6200 F. 425.893.8956 www.pararnetrix.com February 2011 I 218-1779-036(01/07) CITATION Parametrix. 2011. Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529). Prepared by Parametrix, Bellevue, Washington. February 2011. I I I I I I I I I I I I I I I I I I I I I I I ,I ; . I I I I I I I I CERTIFICATION Hydro/ogle and Hydraulic Report Lola, Avenue South Storm Sy,tem Project (SWP-27-3529) City of Renton The technical material and data contained in this document were prepared under the supervision and direction of the undersigned, whose seal, as a professional engineer licensed to practice as such, is affixed below. I KJ}!/tJJ) I Approved by Raynold Nickel, P .E. I I I I February20U1218-Jn9-036 (01/07) I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Hydro/ogic and Hydrqufic Report Lake Avenue South Storm System Project (SIJ?p.27.3529) City of Renton 1. BACKGROUND AND PURPOSE ...................................................................... 1-1 2. MODELING ANALYSIS ..................................................................................... 2-1 2.1 MODELING AREA ............................................................................................... 2-l 2.2 HYDROLOGIC ANALYSIS ................................................................................. 2-l 2.2.1 Methodology ................................................................................................ 2-l 2.2.2 Results .......................................................................................................... 2-7 2.3 HYDRAULIC ANALYSIS .................................................................................... 2-8 2.3.1 Methodology ................................................................................................ 2-8 2.3.2 Results ........................................................................................................ 2-14 3. CONCLUSIONS AND RECOMMENDATIONS .................................................. 3-1 4. REFERENCES ................................................................................................... 4-1 APPENDICES A Hydrologic Analysis B Hydraulic Model System Geometry and Boundary Conditions C Other Modeled Conveyance Scenarios D Hydraulic Model Outputs LIST OF FIGURES 1-1 Lake Avenue Project Area and Conveyance Modeling Area ................................. 1-3 2-1 Lake Avenue Drainage Subbasins .......................................................................... 2-3 2-2 Model Schematic -Project Area, Existing Conveyance System ........................... 2-9 2-3 Model Schematic-System North of Project Area ............................................... 2-l l 2-4 Existing Conveyance Hydraulic Profile, Existing Land Use 25-Year Storm (Model Version 2a-l) ........................................................................................... 2-19 2-5 Existing Conveyance Hydraulic Profile, Existing Land Use I 00-Year Storm (Model Version 2a-2) ........................................................................................... 2-21 2-6 36-24-24 Alternative Hydraulic Profile, Existing Land Use 25-Year Storm (Model Version 2b-l) ........................................................................................... 2-23 2-7 36-24-36 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-l) ............................................................................................. 2-25 2-8 36-24-30 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-2) ............................................................................................. 2-27 2-9 36-24-30 Alternative Hydraulic Profile, Future Land Use JOO-Year Storm (Model Version 3-4) ............................................................................................. 2-29 2-10 30-24-30 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-3) ............................................................................................. 2-31 Februazy 2011 I 218-1779-036 (01/07) Hydrologic and Hydraulic Report lake Avenue South Storm Sy.stem Project (SWP-27-3529) City of Renton TABLE OF CONTENTS (CONTINUED) LIST OF TABLES 2-1 Existing Conditions Land Use Summary ............................................................... 2-5 2-2 Future Conditions Land Use Summary .................................................................. 2-6 2-3 Modeled Peak Runoff Flow Rates [cubic feet per second] .................................... 2-8 2-4 Summary of Hydraulic Analysis Results .............................................................. 2-17 ii February 2011 I 218-1779-036 (01/07) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I lfydrofogic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton ACRONYMS AND ABBREVIATIONS CA CD HSPF KCRTS KCSWDM RMC scs SWMM Fcbrulll)l201l I 218-1779-036(01/07) commercial arterial center downtown Hydrologic Simulation Program-FORTRAN King County Runoff Time Series King County Surface Water Design Manual Renton Municipal Code Soil Conservation Service Storm Water Management Model iii ------------------- Parametrix 21&-1779-036/01 (011 2111 ce> 0 4} 250 SCALE IN FEET Conve ya nce Mode ling Are a W ,1?) Projed A rea Figure 1-1 Lake Avenue Project Area and Conveyance Modeling Area I I I I I I I I I I I I I I I I I I I 1. BACKGROUND AND PURPOSE Hydrologk and Hydraulic Reporl lake Avenue South Storm System Project (SWP-27-3529) City of Renton The Lake Avenue South Stonn System project proposes to replace a portion of the existing City of Renton stonn drain system from the intersection of Lake Avenue South and South 2nd Street to the intersection of Rainier Avenue South and South 3rd Street (Figure 1-1). The existing stonn system is located within an existing utility easement that was fonned when the Lake Avenue South right-of-way was vacated between South 2nd Street and South 3rd Street. Based on infonnation provided by the City, flooding has occurred in Lake Avenue South north of South 2nd Street. During intense or prolonged rainfall events in 2003 and 2007, the stonn system in Lake Avenue South surcharged and water flooded the street and overtopped the curbs. Some of the properties on the west and east sides of Lake Avenue South were flooded (Carey 2010). In March 2009, the City perfonned television inspection of portions of the system within the project area. However, accumulated debris and deep ponded water prevented the entire reach of pipe within the project to be televised. A subsequent television inspection was perfonned for this project in February 2010, which documented substantial lengths of pipe that have longitudinal cracking, separation at multiple joints, and settling of the line between structures. Based on the historical flooding problems and the poor structural condition of the existing pipe, the City identified the need to replace the existing stonn drain system. The scope of the hydraulic analysis task included hydro logic and hydraulic modeling of both the existing and future land use scenarios and various pipe diameters. The goal of the hydraulic analysis task was to support the selection and design of a preferred alternative. February 2011 I 218-1779-036 (01/07) 1-1 I I I I I I I I I I I I I I I I I I I 2. MODELING ANALYSIS Hydro/ogle and Hydraulic Report !Ake Al'enue South Storm System Project (SWP-27-3529) City of Renton This section describes the analysis approach and model input data. The elements in this section were developed in collaboration with the City, so that each item went through review and approval prior to running the model simulations. Information identified during the City review process is discussed in each applicable section below. 2.1 MODELING AREA The limits of the modeling area (Figure 1-1) were established to determine how pipe upgrades in the project area might alleviate flooding potential north of the project area in Lake Avenue South. The downstream end of the modeling area was set to include several drainage structures downstream of the 8-by I 0-foot box culvert under Rainier Avenue South. The upstream end of the modeling area was set at the intersection of Lake Avenue South and South Tobin Street. Contributing subbasins for each inlet structure in the modeling area were identified. However, drainage subbasins north of South Tobin Street were modeled as a single contributing area. 2.2 HYDROLOGIC ANALYSIS 2.2.1 Methodology Software The King County Runoff Time Series (KCRTS) (King County 2007) software was used to generate runoff hydrographs for project area subbasins. KCRTS contains a database of continuous precipitation pre-simulated by the Hydrologic Simulation Program -FORTRAN (HSPF). The runoff files within KCRTS provide a set of 15-minute or hourly time series files of unit area land surface runoff for a range of land cover conditions and soil types specific to King County. Drainage Subbasins The ten subbasins draining to the project area are shown in Figure 2-1. These drainage subbasin boundaries, which were delineated for previous analyses (Gray and Osborne 2003; R. W. Beck 1998), were reviewed for accuracy against the City of Renton 2007 Storm - Surface Water map (Renton 2007). The subbasin boundaries were determined to be accurate and were incorporated into this analysis. Drainage subbasin areas were assumed to be the same for both the existing and future condition scenarios. · Soils Soils within the project area were modeled as till, based on Soil Conservation Service (SCS) maps and King County Manual descriptions (Gray and Osborne 2003). February 2011 I 218-1779-036 (01/07) 2-1 ---- Parametrix 21a-1 n9-036/01(011 211 1 (Bl ~ NOTTO SCALE ------- Al ,,) '• AH 1)1' I I Subbasins included in the model Note: Flow input locations modified from G&O 2003 report Flows from Subbasins AJ and AK input into Node 150A and flows from Subbasin Al input into Node 140A based on input provided by City. - 11..Gf-l -- S Tobin St. )' .., AK .,.. - 11 ,~ AL - Figure 2-1 ---- Source: G&O 2003 Lake Avenue Drainage Subbasins I I I I I I I I I I I I I I I I I I I Existing Land Use Hydro/ogic and Hydraulic Report lake Avenue South Storm System Project (SWP-27-3529) City of Renton Existing land use was taken from the SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray and Osborne 2003). This land use was previously generated by delineating pervious areas for each subbasin based on 2001 aerial photography and assuming remaining areas to be impervious. A summary of existing land use is presented in Table 2-1. More detailed information regarding existing land use is presented in Appendix A. Table 2-1 identifies the amount of area contributing stormwater runoff to the box culvert at the northwest corner of Rainier Avenue South and South 3rd Street, as well as the total acreage in the modeling area. Table 2-1. Existing Conditions Land Use Summary Subbasin Total Subbasin Impervious Pervious Percent Input Name Area (acres) Area (acres) Area (acres) Impervious Node AJ 1-7.91 13.77 4.14 77% 150A AK 7.31 5.47 1.84 75% Al 14.81 8.66 6.15 58% 140A AH 7.92 3.84 4.08 48% 135A AD 5.78 5.07 0.71 88% 120A AF 8.47 6.77 1.70 80% 110A AE 7.10 6.68 0.42 94% 100A Box Culvert 69.30 50.26 19.04 73% Subtotal' AB 8.94 5.28 3.66 59% AC 5.16 4.37 0.79 85% BOA AP 3.42 3.26 0.16 95% Total Area 86.82 63.17 23.65 73% 8 Area draining to 8-by 10-foot box culvert under Rainier Avenue Sout.'1. at the northeast corner of Rainier Avenue South and South 3rd Street Future Land Use The scope of this analysis included the use of as much information from existing reports as possible. However, it was determined that previous future land use information needed to be revised due to recent updates to City zoning designations. Therefore, future land use was estimated from the current City Zoning map (Renton 2010), information contained in the Renton Municipal Code (RMC), and discussions with City staff. Land cover percentages corresponding to each area were determined as follows: • Zoning Code R-8 and R-10 (residential-dwelling units per acre)-Impervious area was set at 75 percent (RMC 4-2-1 lOA and 4-2-120A) and the remaining area was modeled as grass. • Zoning Code CA (commercial arterial) -Because the RMC does not have a set impervious percentage for commercially zoned areas, land cover estimates were determined through discussions with City representatives. The CA zoning was set at 90 percent impervious, except for several areas where there appeared to be more Febru81J' 2011 j 218,1779-036 (01/07) 2-5 Hydrologic and Hydraulic Report lake Avenue South Storm System Project (.l'WP-27-3529) City ofRenton pavement visible in recent aerial photographs. For those areas, 95 percent impervious was used and the remaining pervious area was modeled as grass. • Zoning Code CD (center downtown) -CD is an additional commercially zoned area that does not have a set impervious percentage under the RMC. Based on discussions with City representatives, CD zoning was set at 95 percent impervious and the remaining pervious area was modeled as grass. • Grass Fields -Grass school fields within CA and CD zoning were identified from aerial photographs and subtracted from the corresponding CA or CD areas. These areas were modeled as I 00 percent pervious for the Future Conditions analysis, because it is assumed that the future flows from these areas will mimic those generated by the existing grass fields. Specifically, runoff from future development in these zoning areas would need to comply with the Flow Control Core Requirement in the 2009 King County Surface Water Design Manual, which was recently adopted by the City. New developments will be required to match the peak flow from the existing site, which includes the grass fields (Carey 20 I 0). Table 2-2 below summarizes the future land use composition of each of the IO subbasins, in terms of pervious and impervious areas based on City zoning classifications. As shown in Table 2-2, the percent impervious of the total drainage area would increase from 73 percent under existing conditions to 80 percent under future conditions. The subbasins draining to the box culvert would increase from 73 percent to 78 percent impervious. More detailed information regarding future land use is presented in Appendix A. Table 2-2. Future Conditions Land Use Summary Total Impervious Pervlous Percent Subbasin Subbasln Area Area Area Impervious Input Name (acres) (acres) (acres) Area Node AJ 17.91 15.37 2.54 86% 150A AK 7.31 5.80 1.51 79% Al 14.81 8.40 6.41 57% 140A AH 7.92 3.89 4.03 49% 135A AD 5.78 5.49 0.29 95% 120A AF 8.47 8.05 0.42 95% 110A AE 7.10 6.75 0.36 95% 100A Box Culvert 69.30 53.75 15.56 78% Subtotal' AB 8.94 7.32 1.62 82% AC 5.16 4.90 0.26 95% BOA AP 3.42 3.25 0.17 95% Total Area 86.82 69.22 17.61 80% 8 Area draining to 8-by 10-foot box culvert under Rainier Avenue South, at the northeast oomer of Rainier Avenue South and South 3rd Street. 2-6 February 2011 I 218-1779-036 (01/07) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Time Step Hydrologic and Hydraulic Reporl lake Avenue South Storm System Projec/ (SWP-27-3529) City of Renton Based on discussions with the City, an hourly time step was selected for the KCRTS model to maintain consistency with previous analyses documented in the SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray and Osborne 2003) and the SW 7th Street/Hardie Avenue.SW/Lake Avenue S Drainage Investigations (R. W. Beck 1998). Rainfall The default rainfall data contained in KCRTS were used for the analysis. KCRTS runoff files are generated based on over 40 years of hourly rainfall records from two stations: one at Sea-Tac Airport representing the western lowlands of King County, and the other located in Landsburg that represents the eastern foothills. The project area lies within the Sea-Tac Rainfall Region, with a Regional Scale Factor of 1.0 (King County 2009). Runoff Files KCRTS contains two types of runoff files: Historical and Reduced. Historical files contain over 40 years of runoff records, which include the full period of rain data available. These records are updated periodically as additional meteorological data are obtained. Reduced runoff files contain a set of 8 water years selected based on statistical representation of the full historical record. A sensitivity analysis was conducted during the development of this model to select the runoff file type. It was determined that the Historical data set produced slightly higher peaks for the project area subbasins; therefore, Historical files were used in the model to provide slightly more conservative results for pipe-sizing purposes. Design Storms This analysis was prepared specifically in support of conveyance design, as opposed to flow control, water quality, or other applications. Consequently, the analysis was developed using the 25-and I 00-year rainfall events in accordance with City criteria for conveyance systems. Analysis of scenarios using other storm events, such as the 6-month, 2-, 5-or I 0-year frequencies, was not required and is beyond the scope of the project. Hydrograph Generation A 24-hour hydrograph was extracted from each KCRTS output file for the historical date the model indicated as containing the 25-or I 00-year peak flow. For the hydraulic modeling, a number of the subbasins were combined and inserted into a single node (i.e., manhole), based on the storm drainage system. Combined hydrographs were developed in KCRTS for subbasins AB, AC, and AP, and subbasins AJ and AK. 2.2.2 Results Table 2-3 summarizes the modeled peak flows for the 25-and IOO-year return frequency storm events for the subbasins used in the hydraulic modeling. Detailed KCRTS hydrograph plots and output files are presented in Appendix A. The total flow rates to the box culvert and for the entire modeled basin are shown in Table 2-3. The total flow rate given in the XPSWMM hydraulic analysis may be less due to the effects of inserting the flows into the model at different locations and routing them through the model. February 2011 I 218-1779-036 (01/07) 2-7 Hydro/ogic and Hydraulic Report lake Avenue South Storm System Project (SWP-27-3529) City of Renton Table 2-3. Modeled Peak Runoff Flow Rates (cubic feet per second] Existing Land Use Future Land Use Subbasln 25-Year 100-Year 25-Year 100-Year Name Event Event Event Event Input Node AJ,AK 8.4 9.09 8.83 9.5 150A Al 4.25 4.77 4.17 4.72 140A AH 2.03 2.39 2.05 2.4 135A AD 2.07 2.22 2.17 2.31 120A AF 2.88 3.12 3.17 3.39 110A AE 2.64 2.83 2.66 2.85 100A Box Culvert 22.27 24.42 23.05 25.17 Subtotal'' AB, AC,AP 5.74 6.22 6.3 6.76 BOA Total Area• 28.01 30.64 29.35 31.93 8 Estimate of flow conveyed through 8-by 10-foot box culvert under Rainier Avenue South, at the northeast comer of Rainier Avenue South and South 3rd Street. b Flow totals are estimates only and do not account for flow attenuation or peak dispersion due to time of concentration within pipes. 2.3 HYDRAULIC ANALYSIS 2.3.1 Methodology Software The hydraulic model was developed using the XPSWMM Stormwater and Wastewater Management Model Software, Version 11.3 (XP Software 2009). XPSWMM is based on the EPA Storm Water Management Model (SWMM), which is a dynamic rainfall-runoff-routing engine used for single event or continuous simulations in primarily urban areas. The routing portion of SWMM, known as the EXTRAN module, simulates branched or looped networks, backwater effects based on tailwater conditions, free-surface flow, pressure or surcharge flow, flow reversals, and flow transfer through structures. EXTRAN tracks the flow rate and depth of water in each pipe and channel during a simulation period comprising multiple time steps. Drainage System Schematic A hydraulic model schematic was developed from record drawings provided by the City (GHD and KPG [year unknown]; Renton 1996), the SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray and Osborne 2003), or as found during site surveys conducted as· part of this project. The model schematic diagram for the storm drainage system through the project area is presented in Figure 2-2. The schematic diagram for the system north of the project area is shown in Figure 2-3. 2-8 February 2011 I 218-1779-036 (01/07) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Rai n ier Ave Parametrlx 21a-1119-036t01(0 1) 211 1 (Bl NO SCALE S 2nd Street I -g:--------------------J.LW<10 ----- • Ii • . ~- Subbasin AF __ · l r I ___ _J :.:., Figure 2-2 Model Schematic -Project Area, Existing Conveyance System S Tobin Street S 2nd Street Parametrlx 21&-1119-036/01(011 2111 (Bl 4} NO SCALE 150A I Subbasins A.J. AK Lln1<1 141A J~· Subbasin Al J .. J 7A ~,, .. r ·1 Subbasin AH SubbasinAD Figure 2-3 Model Schematic -System North of Project Area I I I I I I I I I I I I I I I I I I I Pipe Geometry Hydro/ogic and Hydrau/;c Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton Conveyance system data were imported into XPSWMM in the form of pipe diameters, pipe lengths, pipe materials, ground (spill crest) elevations, pipe invert elevations, and manhole/catchbasin locations. Data for the storm drain system were compiled using the 2003 Gray and Osborne report and then updated based on additional information, as summarized below. The final pipe geometry used in the model is presented in detail in Appendix B. • Invert elevations, pipe diameters, pipe lengths, pipe shapes, and pipe materials were updated based on City record drawings and the results of site surveys conducted in the project area. • Ground surface elevations (spill crests) from the north end of the model (South Tobin Street) through the proposed construction area (South 2nd Street through Rainier Avenue South) were determined from City record drawings and the site survey conducted for this project. At each node the lowest rim elevation of either the mainline catchbasin or the adjacent curbside catchbasin was used in the model. The discharge pipe from the box culvert under Rainier Avenue South was ins·pected by the City and confirmed to be a 42-inch by 26-inch corrugated metal pipe arch (CMPA). • Manning's n numbers were taken from the King County Surface Water Design Manual (King County 2009). Friction coefficients or other pipe geometry parameters were not modified to reflect any system impairments found during site survey or television inspection. • Three Seattle Public Utilities (SPU) water pipelines 51-, 60-, and 66 inches in diameter run parallel to South 2nd Street at the north end of the project area. The existing 24-inch storm system crosses over the 51-inch pipeline and under the 60-and 66-inch water pipelines. Boundary Conditions The SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray and Osborne 2003) was reviewed as part of the development of boundary conditions for the model, but it was determined that the tailwater information was not adequate. Tailwater elevations for the 42-inch by 26-inch CMPA at downstream node 79A were interpolated for the 25-and I 00-year design storms using the Inlet Control Nomograph for corrugated metal pipe arch culverts from the Hydraulic Design of Highway Culverts (FHW A 2005). The tailwater elevations were interpolated due to changes in CMPA dimensions identified in manufacturers' literature and analysis nomographs. The tailwater elevation calculations are presented in Appendix B. Existing Drainage System The existing storm drainage system was modeled using existing land use conditions. Model runs were conducted for both the 25-year and I 00-year storm events. Design Alternatives Storm system design alternatives were modeled using existing and future land use conditions. The model was run for the existing 25-year and I 00-year, and future 25-year and 100-year storm events, depending on the model scenario. The results of each initial model run February 2011 I 218-1779-036 (01/07) 2-13 Hydrofogic and HydrauUc Report Lake Avenue South Storm System Project (SWP-27-3529) City ofRcnton consistently showed flooding north of the project area in Lake Avenue South, regardless of the project area design alternaiive. The design alternatives that were analyzed, including additional scenarios not presented in Section 2.3.2, are described in Appendix C. Based on information from the City, no flooding has been observed in the project area, but flooding occurred on Lake A venue South north of South 2nd Street. Therefore, the scope of the hydraulic modeling analysis was revised to evaluate potential changes to the Lake Avenue South storm system as well as those proposed for the project area to determine if the changes would reduce or potentially eliminate the Lake Avenue South flooding. Improvements in Lake Avenue South would be a potential future City project. In addition to evaluation of different potential hydraulic configurations for the project area drainage system, repair of the existing 24-inch-diameter pipe through the project area using a liner was also assessed. If this pipe was relined, the Manning's n factor might be reduced, potentially resulting in a lower friction loss and a higher flow rate through the pipe. However, the pipe volume would be somewhat reduced and the hydraulic inefficiencies due to sags in the line would remain. This would potentially counter-balance any beneficial results provided by the lower friction. Therefore, lining the existing pipe is not recommended and was not evaluated against the flooding north of the project area. 2.3.2 Results 2-14 The hydraulic model results for the existing storm system and proposed design alternatives were evaluated for conveyance capacity and flooding. Flooding is documented in the model when the simulated water surface elevation exceeds the catch basin rim elevations at any given node. An overview of the hydraulic model results is presented in . Table 2-4 and Figures 2-4 through 2-10. Detailed model output data for the existing system and the final design alternatives are provided in Appendix D. The model results are summarized below. Other model scenarios performed in support of the project but not summarized below are presented in Appendix C. Existing System (Model Versions 2a-1 and 2a-2): The existing 24-inch storm system was analyzed using flows from the existing conditions land use for the 25-year (Model Version 2a-1) and 100-year (Model Version 2a-2) storm events. As shown in Table 2-4, the model showed no flooding in the existing 24-inch pipe between the Rainier Avenue South/South 3rd Street intersection and South 2nd Street. However, flooding is shown in the existing 24-inch pipe in Lake Avenue South, north of the project area (Figures 2-4 and 2-5). 36-24-24 Alternative (Model Version 2b-1 ): This model run consisted of increasing the pipe diameter in the project construction area to 36 inches, while the existing 24-inch pipes north of the project area crossing the SPU lines and in Lake Avenue South were not changed. This model run was executed to evaluate the level of impact a larger pipe in the project area alone would have on the flooding in Lake Avenue South. The model results for the existing conditions 25-year storm showed that flooding still occurred in Lake Avenue South under this scenario (Table 2-4, Figure 2-6). 36-24-36 Alternative (Model Version 3-1 ): This model run simulated 36-inch-diameter pipes in the project construction area, keeping the existing 24-inch pipes crossing under the SPU lines, and increasing the pipes in Lake Avenue South to 36 inches in diameter. The model results for the future conditions 25-year storm February 2011 I 218-1779-036 (01/07) I I I I I I I I I I I I I I .1 I I I I I I I I I I I I I I I I I I I I I I I Hydrologic and Hydraulic ReporJ Lake Avenue South Storm System Project (SWP-27-3529) City of Renton showed no flooding under this scenario (Table 2-4, Figure 2-7). Therefore, this alternative would meet City criteria for conveying the 25-year stonn without overtopping at catchbasins. 36-24-30 Alternative (Model Versions 3-2 and 3-4): These model runs simulated 36-inch-diameter pipes in the project construction area, keeping the existing 24-inch pipes crossing the SPU lines, and increasing the pipes in Lake Avenue South to 30 inches in diameter. The model results for the future conditions 25-year (Model Version 3-2) and JOO-year (Model Version 3-4) stonns showed no flooding under this scenario (Table 2-4, Figures 2-8 and 2-9). Therefore, this alternative would meet City criteria for conveying the 25-year storm without overtopping at catchbasins. 30-24-30 Alternative (Model Version 3-3): This model run simulated 30-inch-diameter pipes in the project construction area, keeping the existing 24-inch pipes crossing under.the SPU lines, and increasing the pipes in Lake Avenue South t~ 30 inches in diameter. The model results for the future conditions 25-year storm showed no flooding under this scenario (Table 2-4, Figure 2-10). Therefore, this alternative would meet City criteria for conveying the 25-year stonn without overtopping at catchbasins. February 2011 I 218-1779-036 (01/07) 2-15 Table 2-4. Summary of Hydraulic Analysis Results Existing Stonn System 36-24-24 Alternative 36-24-36 Alternative Existing Existing Existing Future Land Use Land Use Land Use Land Use 25-Year Storm 100-Year Stonn 25-Year Storm 25-YearStonn (Model V. 2a-1) (Model V. 2a-2) (Model V. 2b-1) (Model V. 3-1) .. ;i: .. ;i: .. ;i: .. ;i: .. ~ ,, ,, ~ ,, ~ ,, ,, .. ..!:! 0 ..!:! 0 .. 0 0 .. 0 0 .. 0 -... 'lo z ... 'lo z "S ii: 'l;jZ -ii: 'lo z z ... .. ,, E E E 0 E E !I: E E !I: E E !I: E E !I: E z .. = 0 .. = 0 .. .. = 0 .. .. = 0 .. .. ci E -.. E t!: ci E re!: ci E t !: E .. 't: b ~ .. .. .. .. .. .. .. .. -.. .. .. .. .. .. .. .. e .. CL .. > CL .. > CL CL .. > CL CL .. > CL .. -i a: :;; 0=> :;; 0=> a: :;; O::::> a: :;; O::::> CL .. CL 0 a: ::::, C [in] [cfs] [cf] [cfs] [cf] [in] [cfs] [cf] [in] [cfs] [cf] Link1 150A 145A 24 7.7 981 7.7 5153 24 7.7 981 36 8.8 0 Link2 145A 140A 24 7.1 2585 7.1 7276 24 7.1 2585 36 8.8 0 .c Link3 140A 138A 24 8.3 19905 8.0 60171 24 8.3 19884 36 12.9 0 -= 0 Link4 138A 137A 24 8.3 0 8.0 0 24 8.3 0 36 12.9 0 1/) .. Link5 137A 136A 24 8.3 0 8.0 0 24 8.4 0 36 12.9 0 = C .. Link6 136A 135A 24 8.3 0 8.0 0 24 8.4 0 36 12.9 0 > < Link? 135A 130A 24 9.5 0 9.5 0 24 9.5 0 36 14.9 0 1 .. LinkB 130A 125A 24 9.5 0 9.5 0 24 9.5 0 36 14.9 0 ..J Link9 125A 120A 24 9.5 0 9.5 0 24 9.5 0 36 14.9 0 Link10 120A 115A 24 11.5 0 11.6 0 24 11.5 0 36 17.0 0 = C ::::,- Q. .. Link11 115A 110A 24 11.5 0 11.6 0 24 11.5 0 24 17.0 0 en 2 u .. Link12 110A PMX107A 24 14.3 0 14.7 0 36 14.4 0 36 20.2 0 .. PMX107A 0 20.2 ~ Link13 PMX106A 24 14.3 0 14.7 0 36 14.4 36 0 < -Link13A PMX106A 105A 24 14.3 0 14.7 0 36 14.4 0 36 20.2 0 u .. e Link14 105A 100A 24 14.3 0 14.7 0 36 14.4 0 36 20.2 0 Q. Link15 100A 95A 24 14.4 0 14.8 0 36 14.5 0 36 20.3 0 Link16 95A 808 96 17.5 0 18.3 0 96 17.6 0 96 23.4 0 t: Link16A 808 BOA 26.628 18.0 19.0 0 26.628 0 26.628 23.8 0 .. 0 18.1 > "S 79A u Link17 BOA 26.628 23.7 0 (outfall) 25.2 0 26.628 23.8 0 26.628 30.0 0 February 2011 I 218-1779-036 (01/07) 36-24-30 Alternative Future Future Land Use Land Use 25-Year Stonn 100-Year Stonn (Model V. 3-2) (Model V. 3-4) ;i: .. ;i: .. ~ ,, ,, .. 0 0 ..!:! 0 -ii: 'lo z ... 'l;jZ .. E E !I: E E !I: E .. = 0 .. = 0 .. ci E ;: ~ E KE .§: .. .. .. .. .. .... CL .. > CL .. > CL a: :;; 0=> :;; 0=> [in] [cfs] [cf] [cfs] [cf] 30 8.8 0 9.5 0 30 8.8 0 9.5 0 30 13.0 0 14.2 0 30 13.0 0 14.2 0 30 13.0 0 14.2 0 30 13.0 0 14.2 0 30 15.0 0 16.6 0 30 15.0 0 16.6 0 30 15.0 0 16.5 0 30 17.1 0 18.9 0 24 17.1 0 18.9 0 36 20.3 0 22.2 0 36 20.3 0 22.2 0 36 20.3 0 22.2 0 36 20.3 0 22.3 0 36 20.4 0 22.5 0 96 23.5 0 26.4 0 26.628 23.9 0 27.3 0 26.628 30.1 0 34.1 0 Hydrologic and Hydraulic Report Lake Avenue South Storm Sy.stem Project (SWP-27-3529) City of Renton 30-24-30 Alternative Future Land Use 25-Year Storm (Model V. 3-3) ;i: .. ~ ,, s 0 0 ii: 'lo z .. E E !I: E .. = 0 .. ci E IE !: .. .. .... CL .. > CL a: :;; O::::> [in] [cfs] [cf] 30 8.8 0 30 8.8 0 30 13.0 0 ·30 13.0 0 30 13.0 0 30 13.0 0 30 15.0 0 30 15.0 0 30 15.0 0 30 17.1 0 24 17.1 0 30 20.3 0 30 20.3 0 30 20.3 0 30 20.3 0 30 20.4 0 96 23.5 0 26.628 23.9 0 26.628 30.1 0 2-17 .. --------.. - Alt v... 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Q :17 4-4 D , I.DO ..-4'.IS? • 2».ID -™ ·-= - .. - Parametrix 21&-1779-036/01(07J 2111 (BJ Figure 2-4 Existing Conveyance Hydraulic Profile, Existing ·Land Use 25-Year Storm (Model Version 2a-1) .. -------... -' Flt ~ --4 < n > ~ • ~ '.!> -----c---~ ~ •:O • ~v t~@ a m If -Day1DfT_t2:0>:0t _m --------- no.a 11,& ,n..s r&l t 111.1 ,w.n uis, 15252 m10 ,m, JII.O --....i_ ·~~--·~ '· .... "'°" I.Ml M:A 1..-z ~L..o1.JIAf.allD4t),1AUlll:$\Jer,\LAllll!S J~ Lm:l \Xii' tat IZ5A:aALa1011tA.a*tt1M I.IIIIIIQ:flllrl07A~'* $;e. c 112 ,..:iz o : 7.fl $11l o eeuca : e..n.• e.154.-'-"4.2.$ Q tu 1120 · i..13 :zma na.ee 1.11 a \.4.-17 uec ~\4.G7 2.120 Kl572.'7 D 2.Q) D 2.0:) D • 2.00 0 2llD D 2.CC D 2..«t D 2.CO D 2.CO D 2.00 D : 1-CIO D · 1.00 D · 2.00 .-m.~~• ...... l'UD+4-TI.ao++~ Parametrix 21s.1779-036/01(01i 2111 (Bl ---....J----__J_ .....,. Q , ... D 200 ,,.. ~ 1 S:, 1.SG ...... D 11.32 D LID -211 40-----+-,s.M-+----m Figure 2-5 -.,no. ma u, Existing Conveyance Hydraulic Profile, Existing Land Use 100-Year Storm (Model Version 2a-2) .. ------.. ... .. -.. .. .. ---,,.. __ 41 ( II ) ~ • ~ 'l') --c---~ ~ ·~ iii, lillI=I O IV ~ Clase I JOJ) = ..... Coy"".,..=·""'-721 IJO..I lit 6 m.., ?eJ, , m.1 , 144.7 tm..4 \:.al m1 _o ,.-1., ii ----..J~-----1 •. ' I ·------...;-..J____. ~ LM1 'M!A L..:l MDii\LallJtJIAl.allltWALaldlllS,it,Ulllllfl». Ullt7 t»-. l.11111 t~l.a10tt:A..llltff"1~ U*12f'Unl)7A~RA S.'5 C 111 !I..~ Q ;7ft ""f0 ;7 444...:7.+a.5a ·l .~.Ja 7 '4.54A5 Q 1.41 UIO t.e 2.~ 11..$Jlt.11 UOO :"-Jt 1.14 0 .H ,.!11.110 W.11142 D 2.QI! 0 2.0D 0 ; Z.O:, 0 . 2.DI D ; 1.m D 2.Q;) D 2.(X) 0 200 D 2.CIO 0 . JJD O l.m D. I.ID Lala\4 Q ;t4..J7 0 . ).IO :m .. ,_ -,n 1..24 ...... 0 1141 0 . I.CD ......,t1...._m .oo. _,.. -= - -- Parametrix 21~1779-036/01(07) 2111 (Bl Figure 2-6 36-24-24 Alternative Hydraulic Profile, Existing Land Use 25-Year Storm (Model Version 2b-1) I I I .. @ I .. I E I - I 1 I \ I I I I I I I I . !! I I 0 St 0 2 I I .. -) _, -.. --.. ... --- fk ·'-- 41 ( ·U > ~ • ~ ~ ~ ~ ~+ • liil'§(oJv j!!'.'J••I Close j l -CqfDIT-\2.1>1~S.7ll --... .. ~ .. - tto.a 11, e m J. i'M.1 !31.1 n "4 ; ,w.. 12.2 tmo tffl.1 .... lO.O ---'---.;.-~-----.! '· J l N~/ --I -I 1• . ·-....J-----....i----.J. \!,Qi\ La*1 \4!A lall2 MM LMJ 1JM.Ll*4Ul"" UlldtJCrli.1..IIIO~ t.M1 ua,.. LN1 ~Ullllltt01\Mat11Cl,lt, Lat12PICl:t01A~Cll:M.M13A ~ 4.21 Q LP 4_JI O I..C 4..JD u.tM.a \2.SS.11 12.~Sl t2D.» 0 M..H 2.eO 14 S9 2..kU11 17W'111 2320 20..3 USO 20~2.230 20D1.70 D 2..~ 0 2.~ D no D 1..!C D. 2.~ D . 2.,0 0 HO D 2 :,o D 2.~ D !CO D JOO D J.O:, +-_123~...,o., • ._ ........ 7'IO++T70G+-+7LCD+-4-17100--.+-111:)~IOOO •...e2*5 e 11,~tOT-!-7-+-+-~1~ ....... 0 lOO D UO --UI 140 IJI01e Q Z).t2 D UD 117 4.,____..4, 61-+---:_ll! flG -~ Z2IO 2 .. -- Parametrix 21s.1n9-03s.~n1011 211, ce 1 Fi gure 2-8 36 -24-30 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-2) ... .. ... ) ... ---I .. .. ... -.. ... ... .. ~ - ,.. ~ Windo,w • < 11 > ~ • '!!> ~ --1:-~ ~ •!+ • (B[=[O 1 v 1:!ml aw 1 IOO JOO -O.VRT-..,,,..,_1'2'1 1to.1 Jl10 !12.) iU.1 9'U 0 441 tW 4 l!iZIU 1111.0 tlG7.J ----i -~--------.J '· ········· ........................ ..:., .... . t$ili\ UBc1 14:A f..-2 1"°" LlaU 1!M LaM UlA ~ 11M L.MI:& lrA UC? in o ·t41 !a.22 o ·•• "-tC> w.._. M.lll e :Mta.zs wm.o o 16_!8 D %.SI D 2.» 0 ; 2.,0 D : 2 ,:) D · 2.50 D 2.,0 0 2.S> .....m..~7!..,._.TIA0+-+710)+.+-..-1110!»- • I ·-----....i ____ J 1))1. Lalli ~U.1GtlY..att1 tM U...t2Pllrl07A~ aiA 2..1:)0 te!;ol 24'l.l0 ·1&..13.1D 2.U 0 ·2211 200 22.U 2.350 ·22.tO 112 0~ D2.!D O ·l..O> OIA'I 0)-'EI La'4 O ·Z2.0< D UO ,,.. 9!iO 1.61 17t I.M16 Q :24.G D : I.CO -79'. l2l'2"' -- Parametrlx 21e-1779-036l011011 2111 (Bl Figure 2-9 36-24-30 Alternative Hydraulic Profile, Future Land Use 100-Year Storm (Model Version 3-4) .. .. .. .. ----.. .... .. .. --'"'9· ·-- 41 < n > ~ • ~ i!> -:---0-~ ~.:. .... ~ V ~l~I Close 11 ·-· 20.0 -----------DayflllT-12:f>l'Ol ... 121 tJ1U .. .6 m.J ~1 19,.1 U44.7 Ula.4 \m.2 tffl O 1ill7..I I I ----i_ --=~-------,~ I • ·~---I_ ~ L1*1 M:A IJll2 MMUill*1t:JIALalttUV.~1.164a..MC». laJ ~ Uld ~.uatOffliiU*:tlOJ. UllrtJIIIIU:ClA~t ZA 4 2D O a.a, 4..~ Q : I.II 4.aQ •t2.IJM_e ;12.M.a :\2..M..a •12..M.l,4 Q •M91 2..520 t49' 2.31Z..a :t1QIUS 2.51 0 :2021 2.170'.20.11 i..a,Q :Zl.171.91 D · U0 D · 2.1D D : UO O 2.~ D · 2-'0 D : UO D 2.~ D 2.50 D· UO D · 2$ D : 2.50 O · U0 -m ""--............... ., ...... 1&.ao++n ,oo+-+11 ao++-11LD1) ......_~~ • • t moo .. ..e:2Mt • ~G-'7-+-+,IOt.l0-+,,4, ..... o ·au D : 2.:50 ........ ,n ,o ,_ o :21n DUO 21740 t tl .e7~2'Jt II --.m12.IO .. - Parametrix 21S-1n9-036/01(01J 2111 (Bl Figure 2-10 30-24-30 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-3) I I I I' I I I I ,, 'I I, I I I I I' I I I • 3. CONCLUSIONS AND RECOMMENDATIONS Hydro/ogic and Hydraulic Report lake Avenue South SJorm System Project (SWP-27-3519) City of Renton Based solely on the hydraulic modeling, the preferred storm system consists of 36-inch pipes in the project construction area, 24-inch pipes crossing the SPU lines, and future 30-inch lines in Lake Avenue South. As shown in Table 2-4, this drainage system should be capable of conveying the future conditions 25-year and I 00-year storms without flooding. The 30-inch lines in Lake Avenue South would potentially be part ofa future City project. Other factors that impact the final selection of the pipe diameter include groundwater elevations, soils, risk of encountering contaminated soil and groundwater during construction, archeological concerns, and control of surface impacts during construction. Construction factors and hydraulic analysis results were discussed during a meeting with the City on February 3, 2011. Based on that meeting, the final pipe diameter was selected as a 30-inch pipe within the project area and a 30-inch pipe crossing the 51-inch SPU water line. The existing 24-inch storm pipe that currently crosses beneath the 60-inch and 66-inch SPU water mains would remain. As shown in Figure 2-10, no flooding is anticipated for modeled future land uses for the 25-year design flow rate for the 30-24-30 Alternative. Therefore the selected pipe system would meet City criteria for conveyance. The pipe will likely be installed in a 42-inch-diameter auger-bored steel casing. This size casing would allow installation of a 29.99-inch or 33.7-inch-inside-diameter HOPE (high-density polyethylene) pipe with push-on joints. HOPE is a material allowed by the City. February 2011 I 218-1779-036 (01/07) 3-1 I I I I I I' I I I I I I I ·1 I, I 4. REFERENCES Hydrologic and Hydrciufic Report lake Avenue South Storm Sys rem Project (SW-P-27-3529) City ofRenton Carey, D.W. 2010. E-mail from Daniel W. Carey, Ciiy of Renton, to Jeffrey Coop, Parametrix. Re. Lake Ave: Revised Future Conditions Inputs. April 29, 2010. Renton, Washington. FHW A (Federal Highway Administration). 2005. Hydraulic Design of Highway Culverts, Hydraulic Design Series Number 5. U.S. Department of Transportation Federal Bighway Administration National Highway Institute. Publication Number FHWA-NHl-01-020. September 2001, Revised May 2005. GHD and KPG. (Year unknown). Rainier Avenue S. Improvement Project. Box Culvert at 3rd St. Concept Sketch. Prepared for City of Renton, Planning/Building/Public Works Department. Gray and Osborne, Inc. 2003. SW 7th Street Storm Drainage Improvement Project. Pre-Design Analysis. 0&0_#02640. Prepared for City of Renton. February 2003. King County. 2007. King County Runoff Time Series Program. Version 6.0. Stonnwater Services. Department ofNatural Resources and Parks. August 29, 2007. King County. 2009. King County, Washington Surface Water Design Manual. Department of Natural Resources and Parks. January 9, 2009. R.W. Beck, Inc. 1998. SW 7th Street/Hardie Avenue SW/Lake Avenue S Drainage Investigations. Final Letter Report. Prepared for City of Renton. November 1998. Renton, City of. 1996. S. Tobin St. -Lake Ave. Stonn System Improvement Project. SWP-27-2172. Drawing sheets 2 of 6 and 3 of 6. Department of Public Works. Renton, Washington. July 12, 1996. Renton, City of. 2007. City of Renton Storm -Surface Water Map. http://rentonnet.org/ internetapps/maps/pdf/Utility%20Systems/Storm%20&%20Surface%20Water.pdf (accessed April 2010). City of Renton Planning/Building/Public Works Technical Services. Renton, Washington. January 2007. Renton, City of. 2010. City of Renton Zoning Map. Updated through Ordinance 5490; effective October 30, 2009. http://rentonnet.org/intemetapps/maps/pdf/City%20Maps/ Zoning.pdf (accessed April 20 I 0). City of Renton Information Technology-GIS. Renton, Washington. February 3,2010. XP Software Inc. 2009. XPSWMM Stormwater and Wastewater Management Model. Version 11.3 (XPSWMM 2009, Service Pack 3). Portland, Oregon. February 2011 I 218-1779-036 (01107) 4-1 I' I' ,. ·io :~ ·:, 1.· .. • .. ~·i ( '· 1:1. '1 I ' ,• ':;, I' I " I • I ' , > ,. 'I ,•',/ I ·I ..... I I APPENDIX A I Hydrologic Analysis ',;i, I 'a I ·" ·, ·,.,, . ·, I n: ... ' ' I ,, I ' :'! ,i:l ·: ··:•: ., )·,,,. ,'' I 1,-:, ' . ,'h, • .. ~:, ,,, :-:t I ', ··~ ------/ -- Computed Peak Modeled Peak Extract Hydrograph 7.54 CFS 6.76 CFS From: To: Hydrograph from nme Series file abacap_futr.tsf Time Step is 1.00 hours Date Hour 1/811990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21 :00 1/811990 22:00 1/811990 23:00 1/9/1990 0:00 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 5:00 1/9/1990 6:00 1/9/1990 7:00 1/9/1990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11 :00 1/9/1990 12:00 1/9/1990 13:00 1/9/1990 14:00 1/9/1990 15:00 1/9/1990 16:00 1/9/1990 17:00 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) CFS 1 0.031 2 0.138 3 0.384 4 0.404 5 0.364 6 0.558 7 1.654 8 1.613 9 1.498 10 1.951 11 3.51 12 4.956 13 6.761 14 6.047 15 5.829 16 5.396 17 2.271 18 1.234 19 1.011 20 0.932 21 0.801 22 0.755 23 0.556 24 0.317 ... @ii --- 100 Vear ABACAP Future Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 -----1111!1 --Appendix A i9p•-• -~-,~ · KCIITT . ,..$!.,~,-<:"';;.o;;JtcGJlg)d "' .. ~ ~ • f - j C"'i C N ' - ,--, __J 0 . 0. 4. ,. A-30 ~ ~ ~ . 12. 10. _Hour MAr:A('l_htr Stelt Date:01/08/90 18 ,, 00 00 End Dato:01/0!,l/g() 17 . 20. 24. 218-/779-036 (01/07) February 2011 .. City of Renton Computed Peak Modeled Peak Extract Hydrograph 3.21 CFS 2.85 CFS From: To: Hydrograph from Time Series file ae_futr.tsf Time Step is 1.00 hours Date Hour CFS 1/8/1990 18:00 1 0.008 1/8/1990 19:00 2 0.051 1/8/1990 20:00 3 0.161 1/8/1990 21 :00 4 0.169 1/8/1990 22:00 5 0.154 1/8/1990 23:00 6 0.236 1/9/1990 0:00 7 0.709 1/9/1990 1:00 8 0.694 1/9/1990 2:00 9 0.64 1/9/1990 3:00 10 0.835 1/9/1990 4:00 11 1.5 1/9/1990 5:00 12 2.104 1/9/1990 6:00 13 2.847 1/9/1990 7:00 14 2.55 1/9/1990 8:00 15 2.463 1/9/1990 9:00 16 2.278 1/9/1990 10:00 17 0.96 1/9/1990 11 :00 18 0.507 1/9/1990 12:00 19 0.412 1/9/1990 13:00 20 0.379 1/9/1990 14:00 21 0.323 1/9/1990 15:00 22 0.3 1/9/1990 16:00 23 0.215 1/9/1990 17:00 24 0.113 lake Awnue South Storm System Project (SWP-27-3529) ----... - Appendix A 100 Vear AE Future Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 8P--,·H~apll-KCRn 1··- f ',!. • !, 1l Zi N "' ~ " "' N ca N i ~ : ' ... ; ., Q "' Q ; ! ca Q 0. - -I 4. A-29 -- ·.-.::r_ ._J 8. - _ _ _J_ ,--J --"'-•· ---,-.... -.1---..:;; . .,,~b.AQD ~ L - - 12. 16. Hour --- oo_futr bf u 0 &1:aJt uate:U1/U8/9U 16 Cnd Date:01/09/90 17 20. 24. 2/8-1779.()36 (01/07) February 2011 ----- -) ----· -- Computed Peak Modeled Peak Extract Hydrograph 3.82 CFS 3.39 CFS From: To: Hydro9raph from Time Series file af_futr.tsf Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21:00 1/8/1990 22:00 1/8/1990 23:00 1/9/1990, 0:00 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 5:00 1/9/1990 6:00 1/9/1990 7:00 119/1990 8:00 119/1990 9:00 119/1990 10:00 119/1990 11 :00 119/1990 12:00 1/9/1990 13:00 1/9/1990 14:00 119/1990 15:00 119/1990 16:00 1/9/1990 17:00 City of Renton Lake Awmue South Storm System Project (SWP-27-3529) CFS 1 0.008 2 0.064 3 0.189 4 0.202 5 0.179 6 0.282 7 0.845 8 0.824 9 0.765 10 0.998 11 1.787 12 2.506 13 3.389 14 3.041 15 2.931 16 2.716 17 1.144 18 0.607 19 0.492 20 0.448 21 0.384 22 0.358 23 0.256 24 0.133 ... ---- 100 Year AF Future Land Use 1/9/1990 6:00 1/8/1990 18:00 1/911990 17:59 -· --~ --Appender A ~eP-11-1tyeocraph-1CCATS ... --"' u,~-r-A, . ..,. ... ,Qg)&f • M In u. ~. ; N ! - z; I --1 0 ' 0. • 8. A-28 n, - ~ 12. 16. Hou, "U'1Jtr SltsrlDWtt.01108190 18 Isl 00 00 End Dat11:01/0WIK> 17: ~ 20. 24. 218-1779-036 (01/07) February 201 I - City of Renton Computed Peak Modeled Peak Extract Hydrograph 2.61 CFS 2.31 CFS From: To: Hydrograph from Time Series file ad_futr.tsf Time Step is 1.00 hours Date Hour CFS 1/8/1990 18:00 1 0.005 1/8/1990 19:00 2 0.044 1/8/1990 20:00 3 0.128 1/8/1990 21 :00 4 0.138 1/8/1990 22:00 5 0.123 1/8/1990 23:00 6 0.192 1/9/1990 0:00 7 0.576 1/9/1990 1:00 8 0.563 1/9/1990 2:00 9 0.522 1/9/1990 3:00 10 0.678 1/9/1990 4:00 11 1.219 1/9/1990 5:00 12 1.71 1/9/1990 6:00 13 2.312 1/9/1990 7:00 14 2.076 1/9/1990 8:00 15 1.999 1/9/1990 9:00 16 1.853 1/9/1990 10:00 17 0.778 1/9/1990 11 :00 18 0.415 1/9/1990 12:00 19 0.333 1/9/1990 13:00 20 0.307 1/9/1990 14:00 21 0.264 1/9/1990 15:00 22 0.243 1/9/1990 16:00 23 0.174 1/9/1990 17:00 24 0.092 lake Avenue South Storm System Project (SWP-27-3529) -)------ 100 Vear AD Future Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 EiP-d."~~~~ m " .. N " N [ U) ~ • "' I c ... m ci .. C " C 0 - -J . 4. A-27 -- ~ 11, ~ - . 8 12 ~ -.. - ::r-..- L ' 18 - •,s·-·t::~ a.1 Mr.!! Start Dabl:01~ 18:0 End Dete:01/09l90 17:0 -..,_ f 0 0 20 24. Appendix A 2/8-/779-036 (01/07) February 201 I ----- -;-9!I .. --- Computed Peak Modeled Peak Extract Hydrograph 2.53 CFS 2.4 CFS From: To: Hydrograph from Time Series file ah_futr.tsf Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21 :00 1/8/1990 22:00 1/8/1990 23:00 1/9/1990 0:00 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990. 5:00 1/9/1990 6:00 1/9/1990 7:00 1/911990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11:00 1/9/1990 12:00 1/9/1990 13:00 1/911990 14:00 1/9/1990 15:00 1/911990 16:00 1/911990 17:00 City of Renton lake Avenue South Slorm System Project (SWP-27-3529) CFS 1 0.059 2 0.082 3 0.148 4 0.151 5 0.141 6 0.189 7 0.492 8 0.476 9 0.451 10 0.589 11 1.101 12 1.636 13 2.396 14 2.089 15 2.017 16 1.856 17 0.781 18 0.504 19 0.443 20 0.42 21 0.387 22 0.371 23 0.315 24 0.253 ---(11!!1 - 100 Year AH Future Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 ------Appendix A ... 8~..s--;;,_ .. ,..;,~~is ~ _.;;.~ _,. · c;..,~ b..A.Qq; ~ \!. eo m ., N ... N g "' II N i5 m ci ... = ~ ci .---1·· __ _________,.- 0. A-26 ~ ,... ~J j 8 L. L L, 12. 16. He"' Ah_fl1lr SII:lllOtsltt.01/08190 18 !sf 00 00 End Dato:01/09190 17 20. .:M. 218-1779-036 (01107) February 201 J - ., City of Renton Computed Peak Modeled Peak Extract Hydrograph 5.02 CFS 4.72 CFS From: To: Hydrograph from nme Series file ai_futr.tsf Time Step is 1.00 hours Date Hour CFS 1/811990 16:00 1 0.092 1/811990 19:00 2 0.146 1/6/1990 20:00 3 0.262 1/811990 21:00 4 0.297 1/811990 22:00 5 0.271 1/6/1990 23:00 6 0.376 1/9/1990 0:00 7 1.014 1/9/1990 1:00 6 0.963 1/9/1990 2:00 9 0.929 1/9/1990 3:00 10 1.206 1/9/1990 4:00 11 2.237 1/9/1990 5:00 12 3.274 1/9/1990 6:00 13 4.721 1/9/1990 7:00 14 4.14 1/9/1990 6:00 15 3.999 1/9/1990 9:00 16 3.664 1/9/1990 10:00 17 1.549 1/9/1990 11 :00 16 0.957 1/9/1990 12:00 19 0.637 1/9/1990 13:00 20 0.766 1/9/1990 14:00 21 0.714 1/9/1990 15:00 22 0.661 1/9/1990 16:00 23 0.566 1/9/1990 17:00 24 0.433 Lake Avenue South Storm System Project (SWP-27-3529) ------ 100 Vear Al Future land Use 1/9/1990 6:00 1/6/1990 18:00 1/9/1990 17:59 :e·~~ii>•••,...=---rmn .; ~·7 ~-- Appendix A ----··--··-m.,:;:a ... __ -~-:ib.JlgJkt: ai_l\.tr ~ l'--i_ Start Date:01/08/90 18 End D3to:01/00IOO 17 f 00 00 ~ t = .li 0 ... N 0 0 - _J - I I .. 8 A-25 -- - - ' I 12 16 . Hoo, --- --~ 20. - 24. 2/8-/779-036 (01107) February 2011 ---- ------- Computed Peak Modeled Peak Extract Hydrograph 10.53 CFS 9.50 CFS From: To: Hydrograph from Time Series file ajak_futr.tsf Time Step is 1.00 hours Date Hour 1/811990 18:00 1/8/1990 19:00 1 /811990 20:00 1/811990 21 :00 1/8/1990 22:00 1 /811990 23:00 1/9/1990 0:00 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 -5:00 1/9/1990 6:00 1/9/1990 7:00 1/9/1990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11 :00 1/9/1990 12:00 1/9/1990 13:00 1/9/1990 14:00 1/9/1990 15:00 1/9/1990 16:00 1/9/1990 17:00 City of Renton lake Avenue South Storm System Project (SWP-17-35]9) CFS 1 0.061 2 0.202 3 0.543 4 0.573 5 0.517 6 0.781 7 2.289 8 2.232 9 2.076 10 2.703 11 4.884 12 6.917 13 9.5 14 8.474 15 8.174 16 7.562 17 3.182 18 1.756 19 1.452 20 1.339 21 1.165 22 1.096 23 0.819 24 0.497 ----- 100 Year AJAK Future Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 -.. ----Appendix A ,tf~:-~ ..... kOm; -------~------------, ~----....... ..,_b.A!J.U ii, ~ !:. I!, ~ i5 .. m+---------------------, .. .. aJa1,uutr.tsf stmt Doto:01/08/00 18:00 t:.nd Uata:01/00/l:IU 1 /:W ... l--------i==-=::i=1._ ____ _J__ ___ _ .;J-..C:=---r-----~----~----~----~~---~ 0. 4. 8. 12. I lour A-24 16. 20. 24. 2/8-1779-036 (01107) February 2011 - City of Renton Computed Peak Modeled Peak Extract Hydrograph 2S Vear ABACAP Future Land Use 6.31 CFS 6.30 CFS 11/24/1990 8:00 From: 11/23/1990 20:00 To: 11/24/1990 19:59 Hydrograph from Time Series file abacap_futr.tsf Time Step is 1.00 hours Date Hour 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11 :00 11/24/1990 12:00 11/24/1990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 CFS 1 1.321 2 0.612 3 0.625 4 0.878 5 1.615 6 1.567 7 1.585 8 1.684 9 2.25 10 2.509 11 3.553 12 4.805 13 6.303 14 5.274 15 4.488 16 2.527 17 1 .608 18 3.461 19 2.862 20 1.293 21 0.666 22 0.369 23 0.248 24 0.187 ~e,P_•_d-ttr•aara,ll·KCRTS-.:ro. ,? -·-·. ,_a ·6 ·-·-' ,..:_::::c;:bl.aJd ... ~ f a ,.; ,of-----------------, t:tl./l::lo.;~_lulr .b.f Start Date:11/23,1;0 20:00 Encl Date:11/2-4190 19:00 "'t------------------+---+--------------- .. ..;i--------------j-------t---,'-+-------- olt-----------+----------+--,---+------- -t--t---=t-----------------+---- cit------,------.------,,-----~-----~----~ U. .. • 11 16. '°· :.!4. Hou, A-23 Appendix A Lake Avenue South Storm System Project (SWP-27-3529) 2/8-/779-036 (0/107) February 2011 ------------------- ---1!!11) ---9!!!!!!I -.. -------- Computed Peak Modeled Peak Extract Hydrograph 3.20 CFS 3.17 CFS 11/24/1990 8:00 From: 11/23/1990 20:00 To: 11/24/1990 19:59 AppenmxA 25 Vear AF Future Land Use Hydrograph from Time Series file af_futr.tsf Time Step is 1.00 hours Date Hour 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11:00 11/24/1990 12:00 1112411990 13:cio 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 City of Renton Lake Avenue South Storm Sy.stem Project (SWP-27-3529) CFS 1 0.678 2 0.312 3 0.315 4 0.445 5 0.829 6 0.804 7 0.809 8 0.865 9 1.149 10 1.283 11 1.81 12 2.437 13 3.172 14 2.665 15 2.271 16 1.277 17 0.804 18 1.743 19 1.441 20 0.635 21 0.307 22 0.156 23 0.092 24 0.067 ~p~~·tlJdl~<lflh•KClf'ii'" ------· -.... ~-, -, ·,#. -,· .-__ __,_ ..._~·-~~::.:r~,;:..:~,~ ... ,.;t------------------ iii af_Mr.tsf Start Oate:11n3190 20:00 End Oote:11/2-4190 19:00 ~ L-----+-----t-----=--w . m N ~ fi -" (l 0 ....___ 0. 4. 0. 12. Hooe A-22 16. 20. 24. 218-1779-036 (01107) February 2011 - - Appendix A 25 Vear AE l=uture land Use Computed Peak Modeled Peak Extract Hydrograph 2.69 CFS 2.66 CFS 11/24/1990 8:00 From: 11/23/1990 20:00 To: 11/24/1990 19:59 Hydrograph from Time Series file ae_Mr.tsf Time Step is 1.00 hours Date Hour CFS e~--..,..... .... -..: mm~f-~ 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/2311990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 1.1 /24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11:00 11/24/1990 12:00 11/24/1990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 City of Renton i.Ake Avenue Sou1h Storm System Project (SWP-27-3529) 1 0.571 2 0.259 3 0.264 4 0.376 5 0.694 6 0.671 7 0.681 8 0.722 9 0.965 10 1.075 11 1.518 12 2.045 13 2.662 14 2.237 15 1.905 16 1.07 17 0.673 18 1.464 19 1.208 20 0.535 21 0.259 22 0.133 23 0.079 24 0.054 ------ <n ~ !,!. • ;' ~ _i; 0 "' N ~ " N m N m ci .. 0 " 0 i I 0. lliii! I I . 4. A-21 -- ---~-, -'"'~~:L . .:. • ---.,.~---··-· - r I 8 - ' 12. Hour" i L_ -- - 16. .... ,,.--,..,. ;;;-...:.J.:.c;:-~ . ..__I =.Ag n ee_tutr Shirt Oirte:11/23J90 20: lSI 00 00 End Date:11/24/90 19: i ~ 20. 24. 2/8-1779-036 (01/07) February 20/ J --------- .. -... .... 1!!!111 -1111!1!!1 ----- 25 Year AD Future Land Use Computed Peak Modeled Peak Extract Hydrograph 2.19 CFS · 2.17 CFS 11/24/1990 8:00 From: 11/2311990 20:00 To: 11/24/1990 19:59 Hydrograph from Time Series file ad _futr. tsf Time Step is 1.00 hours Date Hour CFS 'e "•m~d -ttY'ftfi,--,Pc•c'c""::=c"c· ________ _ 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11 /2411990 10:00 11/24/1990 11 :00 11/24/1990 12:00 11/2411990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) 1 0.463 2 0.21 3 0.218 4 0.305 5 0.566 6 0.545 7 0.553 8 0.589 9 0.783 10 0.873 11 1.236 12 1.661 13 2.166 14 1.818 15 1.549 16 0.87 17 0.548 18 1.188 19 0.983 20 0.435 21 0.21 22 0.108 23 0.064 24 0.044 ~ ',!. m !i' '§ 0 ... N -" m ~ "' ' ' "' C ' .. 0 ; .n M 6 : q C 0 ~ • 4. 8 A-20 - - 12. H= - L ---.i --Appendix A -•'.~ ,, •'·~ ....... , ,.,;:_ ·~,;..:)-:;~:.i_[.g_ L ~ 16 .,d_fu1r start Date: 11/23/90 20: "' 00 EncJ Date: 11/24/90 19: 00 ~ 20. 24. 218-/779-036 (01/07) February 201 I 1181 - Computed Peak Modeled Peak Extract Hydrograph 2.07 CFS 2.05 CFS 10/6/1981 0:00 From: 10/5/1981 12:00 To: 10/6/1981 11 :59 2S Vear AH Future Land Use Hydrograph from Time Series file ah_futr.tsf Time Step is 1.00 hours Date Hour CFS 10/511981 12:00 1 0.21 10/5/1981 13:00 2 0.166 10/5/1981 14:00 3 0.084 10/5/1981 15:00 4 0.061 10/511981 16:00 5 0.143 10/5/1981 17:00 6 0.259 10/511981 18:00 7 0.387 10/5/1981 19:00 8 0.422 10/5/1981 20:00 9 0.346 10/5/1981 21:00 10 0.474 10/5/1981 22:00 11 0.463 10/5/1981 23:00 12 1.623 10/6/1981 0:00 13 2.048 10/6/1981 1:00 14 0.637 10/6/1981 2:00 15 0.545 10/6/1981 3:00 16 0.632 10/6/1981 4:00 17 0.768 10/6/1981 5:00 18 1.62 10/6/1981 6:00 19 0.819 10/6/1981 7:00 20 0.696 10/6/1981 8:00 21 0.348 10/6/1981 9:00 22 0.241 10/6/1981 10:00 23 0.197 10/6/1981 11:00 24 0.174 City of Renlon Lake Avenue South Storm System Project (SWP-27-3529) ;e..__. .• ~...--rmn-.t .. ~--....... j_ __ s -"4.;:±,;.c_.,..;;:.:¢: ... ,. fn ... \?. f IS ""' N N ., "' N "' Q "' Q ., Q " Q r-. 0 4 A-19 - ~ I ~ ' • 12 HO!.< ~ ------------ T - I 16. - Appendix A . ·-·==:':..-:bl@tf 8/>_lut, stan oate:1Cl/O:sl81 12 f 00 00 End Dato:10/06/81 11 ~ '---i 20. -- ~ 24 2/8-/779-036 (01/07) February 2011 --.. ---------------.. 25 Year Al Future Land Use 4.15 CFS Computed Peak Modeled Peak Extract Hydrograph 4.17 CFS 10/6/1981 0:00 From: 10/5/1981 12:00 To: 10/6/1981 11:59 Hydrograph from Time Series file ai_futr.tsf Time Step is 1.00 hours Date Hour CFS 10/5/1981 12:00 1 0.445 10/5/1981 13:00 2 0.356 10/5/1981 14:00 3 0.172 10/5/1981 15:00 4 0.128 10/5/1981 16:00 5 0.3 10/5/1981 17:00 6 0.553 10/5/1981 18:00 7 0.824 10/5/1981 19:00 8 0.893 10/5/1981 20:00 9 0.724 10/5/1981 21 :00 10 0.993 10/5/1981 22:00 11 0.975 10/5/1981 23:00 12 3.315 10/611981 0:00 13 4.17 1016/1981 1:00 14 1.316 10/6/1981 2:00 15 1.116 10/6/1981 3:00 16 1.293 10/6/1981 4:00 17 1.572 10/6/1981 5:00 18 3.277 10/6/1981 6:00 19 1.667 10/6/1981 7:00 20 1.403 10/6/1981 8:00 21 0.655 10/6/1981 9:00 22 0.428 10/6/1981 10:00 23 0.338 10/6/1981 11:00 24 0.292 'i:,~p~·-~~~~h :~ -~-----. ··-----'""' >. _.;:. __ .~·"G:XB.W .; •t--------------------1 al Mr.ts! start Dotc:10/05/81 12:00 End Dete:10/06/8111:00 ii,' ..;+--------------------!---+------+-+-----------~ \!_ a !l' ij a N+--------------------t---+------+-+----------- o+--------.--------r-------r------~------~------~ 0. 4. • 12. 16. 20 24. Houc 1!!11!!1 -Appendix A City of Renton lAke Awnue South Storm System Project (SWP-27-3529) A-18 218-1779--036 (01/07) February 201 I - - Computed Peak Modeled Peak Extract Hydrograph 8.80 CFS 8.83 CFS From: To: Hydrograph from Time Series file ajak_futr.tsf Time Step is 1.00 hours Date Hour 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11 :00 11/24/1990 12:00 11/24/1990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 City of Renton Lake Avenue South Storm Sys/em Project {SWP-27-3529) CFS 1 1.823 2 0.852 3 0.87 4 1.216 5 2.237 6 2.163 7 2.194 8 2.337 9 3.113 10 3.476 11 4.938 12 6.705 13 8.832 14 7.365 15 l,.267 16 3.53 17 2.271 18 4.846 19 4.004 20 1.843 21 0.98 22 0.573 23 0.407 24 0.323 25 Year AJAK Future Land Use 11/24/1990 8:00 11/23/1990 20:00 11/24/1990 19:59 :epw4-;..,.... .... rmn -~.U i-,~'·-~-1 •. j._ •........ ~, .. -.;: ... 3(-............. .:. .... _.,_,.__::; t,i.i,Z:.,___,....-_,b..@Ei' ~ • I a mt-----------------1 ~ futr.tsf stml: Dato:11/23/00 20:00 t:rKl uate: 11' l4l'JU 19 :uo m-r------------------+-----f------------ .;-i---------------+------+--+-_L-,-------- "'+------,--------,-------r-------.,--------,---------, 0. 4. 8 12. 16. 20. l4. Hooe Appendix A A-17 218-1779-036 (01/07) February 201 J ---·---.. ----------- ----- Computed Peak Modeled Peak Extract Hydrograph -- 6.78 CFS 6.22 CFS From: To: Hydrograph from Time Series file abacap_exist.tsf Time Step is 1.00 hours Date Hour 1/811990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21 :00 118/1990 22:00 11811990 23:00 11911990 0:00 11911990 1:00 1/911990 2:00 1/911990 3:00 119/1990 4:00 1/911990 5:00 1/9/1990 6:00 1/911990 7:00 11911990 8:00 119/1990 9:00 11911990 10:00 11911990 11 :00 11911990 12:00 11911990 13:00 119/1990 14:00 11911990 15:00 11911990 16:00 11911990 17:00 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) CFS 1 0.069 2 0.156 3 0.361 4 0.379 5 0.346 6 0.507 7 1.444 8 1.405 9 1.311 10 1.708 11 3.11 12 4.454 13 6.218 14 5.512 15 5.32 16 4.915 17 2.071 18 1.188 19 1.001 20 0.929 21 0.822 22 0.778 23 0.609 24 0.407 ----- 100 Vear ABACAP Existing Land Use 119/1990 6:00 1/811990 18:00 11911990 17:59 ------Appendix A -e-pa;~d:~r~;;pii'7~1US-.J. ~-::.-Ii ·:-.,, _.,..,. 6 , (. -C-. i,.~;;" ,'.~~,;:£~ t. "G]gia\ in ~ !,!. e a ~ u .,, C '"' . ~ ~ ... ~ N ' 0 0 ' 4. 8. A-/6 - 12. '"'"' ~ L, 16. 003cop_cld~ ::,tart Uate:U1/I.Jtl/90 1 U: !Of uo 00 Cnd Date:01/09/90 17: ~ 20. 24. 218-/779-036 (01/07) February 2011 - - Computed Peak Modeled Peak Extract Hydrograph 3.18 CFS 2.83 CFS From: To: Hydrograph from Time Series file ae_exist.tsf Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21 :00 1/8/1990 22:00 1/8/1990 23:00 1/9/1990 0:00 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 5:00 1/9/1990 6:00 1/9/1990 7:00 1/9/1990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11 :00 1/9/1990 12:00 1/9/1990 13:00 1/9/1990 14:00 1/9/1990 15:00 1/9/1990 16:00 1/9/1990 17:00 City of Renton Lake Awnue South Storm System Project (SWP-27-3529) 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ----- CFS 0.008 0.054 0.159 0.169 0.151 0.236 0.704 0.686 0.637 0.829 1.485 2.089 2.826 2.534 2.445 2.266 0.952 0.507 0.412 0.376 0.323 0.3 0.218 0.115 - 100 Vear AE Existing Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 Appendix A SP-~ -Hy,11 ...... ap11,.IC£Rl'S .. · .. ~ ->-. .... .. -__ ., _,_ . ..,u ... ,,._ ---b@£f r-- in .. ~ t :: 5 "' n ., N ~ 0 "' "' "' m 0 "" m " m 0. - I 4. A-15 -- ~ ~ I ' 8. 12. Hou, --- L ~ 10. - '-, ae_eXlst start Dete:01/00/90 10 151 OCT 00 Fne1 r>RfA·01/0QIRO 17 20. 24. 2/8-/779-036 (01107) February 2011 ----- ----- Computed Peak Modeled Peak Extract Hydrograph -- 3.43 CFS 3.12 CFS From: To: Hydrograph from Time Series file at_ exist. tsf Time Step is 1.00 hours ----- 100 Vear AF Existing Land Use 1/911990 6:00 1/811990 18:00 1/911990 17:59 ------Appendix A eP•~ Hyclroi~•ph •KCRn~ •. ~-.• "-~-· ~1 .,.,...,"a.,-• -: •• -~' ~ . .-.. ~' .,b]g]£ji Date Hour CFS 1/8/1990 18:00 1 0.028 II "' ~ of_O)OSl bf uu 00 City of Renton 1/8/1990 19:00 2 1/8/1990 20:00 3 1/8/1990 21 :00 4 1/8/1990 22:00 5 1/8/1990 23:00 6 1/9/1990 0:00 7 1/9/1990 1:00 8 1/9/1990 2:00 9 1/9/1990 3:00 10 1/9/1990 4:00 11 1/9/1990 5:00 12 119/1990 6:00 13 1/911990 7:00 14 1/9/1990 8:00 15 1/9/1990 9:00 16 1/9/1990 10:00 17 1/911990 11:00 18 1/9/1990 12:00 19 1/9/1990 13:00 20 1/9/1990 14:00 21 1/9/1990 15:00 22 1/9/1990 16:00 23 1/9/1990 17:00 24 lake Awnue South Storm System Project (SWP-27-3529) 0.069 0.179 0.189 0.169 0.253 0.74 0.724 0.671 0.876 1.587 2.255 3.121 2.775 2.678 2.476 1.042 0.584 0.486 0.448 0.394 0.371 0.282 0.179 II ., N II '"' N 0 fjj "' ... !,!. • "' ~ a ~ u ~ i:i "' II ., 0 II '"' 0 II 0 0 .,----J- n .......J ' 4 A-14 l:>lert Uate:01/UW9U 18: End Dl!ll:e:01/09/90 17: - ~ -,~ i I ' ' A 1' 1n ,o 74 -------·~Hol!__ --------- 218-1779-()36 (01/07) February 201 I - - Computed Peak Modeled Peak Extract Hydrograph 2.48 CFS 2.22 CFS From: To: Hydrograph from Time Series file ad_exist.tsf City of Renton Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21:00 1/8/1990 22:00 1/8/1990 23:00 1/9/1990 0:00 1/9/1990 1 :00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 5:00 1/9/1990 6:00 1/9/1990 7:00 1/9/1990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11:00 1/9/1990 12:00 1/9/1990 13:00 1/9/1990 14:00 1/9/1990 15:00 1/9/1990 16:00 1/9/1990 17:00 Lake Avenue South Storm System Project (SWP-27-3529) CFS 1 0.013 2 0.046 3 0.125 4 0.133 5 0.12 6 0.184 7 0.543 8 0.53 9 0.492 10 0.64 11 1.152 12 1.628 13 2.222 14 1.989 15 1.915 16 1.774 17 0.748 18 0.404 19 0.335 20 0.307 21 0.264 22 0.248 23 0.184 24 0.108 ------ 100 Vear AD Existing Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 hinacl .-tt,dTepl.pti -JJ..1(15 in .. !l t i 0 ... N ; . N ' = ~ N ' ., 0 . "' 0 ~ 0 " 0 I 0. 4. - .___J r- 8. A-13 """°'f"""";;;=-,-• .:;:.,--· ~ - ~ 12. 16. Hour ------- '--L Appendix A ~ od Mst Stat Date :01 /08/g() 18 tsf 00 00 Encl Date:01/09/90 17 20. 24. 218-1779-036 (01107) February 201 J ----- ------- Computed Peak Modeled Peak Extract Hydrograph 2.52 CFS 2.39 CFS From: Hydrograph from nme Series file ah_exist.tsf Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1 1/8/1990 19:00 2 1/8/1990 20:00 3 1/8/1990 21 :00 4 1/8/1990 22:00 5 1/8/1990 23:00 6 1/9/1990 0:00 7 1/9/1990 1:00 8 1/9/1990 2:00 9 1/9/1990 3:00 10 1/9/1990 4:00 11 1/9/1990 5:00 12 1/9/1990 6:00 13 1/9/1990 7:00 14 1/9/1990 8:00 15 1/9/1990 9:00 16 1/9/1990 10:00 17 1/9/1990 11 :00 18 1/9/1990 12:00 19 1/9/1990 13:00 20 1/9/1990 14:00 21 1/9/1990 15:00 22 1/9/1990 16:00 23 1/9/1990 17:00 24 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) To: CFS 0.061 0.082 0.148 0.148 0.141 0.187 0.489 0.474 0.448 0.584 1.096 1.623 2.386 2.079 2.007 1.848 0.776 0.502 0.445 0.42 0.389 0.371 0.317 0.256 ----- 100 Vear AH Existing Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 ------Appendix A ePacnecl ·~_!Ph·KCRTS-. :;.. ~ ",.'4.,!.. "' d?J-.· ... ·. '4?1..-Y':: jE l!'.,J,-.,±bJ.g}tjl " ., .. ~ • !!' a ~ ~ a N .., N i 0 N ' m N ' " i ci .., 0 0 ci - I 1- ~ ~- 0. 4. 0. A-/2 ' 12. Hou,- L L ' 10. ah e)jst Start Dato:01/08/90 18: tsl 00 00 End DWl:O·I/IJ9/90 17: 20. - 24. 2/8-/779-036 (01/07) Febroary 2011 - - Computed Peak Modeled Peak Extract Hydrograph 5.09 CFS 4.77 CFS From: To: Hydrograph from Time Series file ai_exist.tsf Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1/8/1990 19:00 1/811990 20:00 1/811990 21:00 1/8/1990 22:00 1/8/1990 23:00 1/9/1990 0:00 • 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 5:00 1/9/1990 6:00 1/9/1990 7:00 1/9/1990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11 :00 1/9/1990 12:00 1 /911990 13:00 1/9/1990 14:00 1/9/1990 15:00 1/9/1990 16:00 1/9/1990 17:00 City of Renton Lake Avenue Sou1h Storm Syszem Project (SWP-27-3529) CFS 1 0.09 2 0.148 3 0.284 4 0.297 5 0.274 6 0.384 7 1.034 8 1.006 9 0.945 10 1.231 11 2.278 12 3.325 13 4.774 14 4.196 15 4.047 16 3.73 17 1.569 18 0.965 19 0.835 20 0.788 21 0.714 22 0.678 23 0.561 24 0.425 100 Year Al Existing Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 Appendix A 8P-..d_'._~rcr-.-,1i"~KCRTS:1..;.._ --.c-' ... :1.;,_;e_ .. _.,.....,_ __ zo. -~ .. Je__ ---·:=.-.-~->--~---····~ -GTo.U le !,!. i ~ i5 .; ... .., N g 0. r -' ' ' 4. •• A-If - ~ - ' 12. Har l 10. ' e'li_Aolric:;t Sllsrl Dl:lltl.01/08/90 18. !sf 00 00 End Dste:01JOO/OO 17: ' 20. 24. 218-1779-036 (01/07) February 2011 ------------------ ------------------ Computed Peak Modeled Peak Extract Hydrograph 9.95 CFS 9.09 CFS From: To: Hydrograph from Time Series file ajak_exist.tsf Time Step is 1.00 hours Date Hour 1/8/1990 18:00 1/8/1990 19:00 1/8/1990 20:00 1/8/1990 21 :00 1/8/1990 22:00 1/8/1990 23:00 1/9/1990 0:00 1/9/1990 1:00 1/9/1990 2:00 1/9/1990 3:00 1/9/1990 4:00 1/9/1990 5:00 1/9/1990 6:00 1/9/1990 7:00 1/9/1990 8:00 1/9/1990 9:00 1/9/1990 10:00 1/9/1990 11 :DO 1/9/1990 12:00 1/9/1990 13:00 1/9/1990 14:00 1/9/1990 15:00 1/9/1990 16:00 1/9/1990 17:00 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) CFS 1 0.092 2 0.218 3 0.525 4 0.55 5 0.502 6 0.74 7 2.132 8 2.076 9 1.938 10 2.522 11 4.58 12 6.541 13 9.088 14 8.072 15 7.79 16 7.199 17 3.031 18 1.72 19 1.441 20 1.339 21 1.18 22 1.114 23 0.863 24 0.566 100 Year AJAK Existing Land Use 1/9/1990 6:00 1/8/1990 18:00 1/9/1990 17:59 Appendix A 8P-o1-~.,h.K£Rn· _·:;.-:~ --J ----,· c ,,.:,.,._1a::w.,:_,_;,:.::::&6]§]d .,; .; in .; ~ 8. ~ E> a ~ ~ u i5 ... N I ~ __J .,; -. 0 4. 8. A-IO ~ ~ ~ 12. 16. Hou- 8181< exist Stmt Dfll:e:01/08/00 18 151 00 00 End Date:01/09/90 17: ' 20. 24. 21/J..1779•036 (01107) February 2011 - - Computed Peak Modeled Peak Extract Hydrograph 25 Year ABACAP Existing Land Use 5.65 CFS 5.74 CFS 11/24/1990 8:00 From: 11/23/1990 20:00 To: 11/24/1990 19:59 Appendix A Hydrograph from Time Series file abacap _exist.tsf Tome Step is 1.00 hours Date Hour 11/23/1990 20:00 11/23/1990 21 :OD 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11:00 11/24/1990 12:00 11/24/1990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/2411990 19:00 City of Renton Lake Avenue South Storm System Projecl (SWP-27-3529) ---- CFS 1 1.139 2 0.548 3 0.558 4 0.773 5 1.403 6 1.359 7 1.382 8 1.472 9 1.966 10 2.199 11 3.141 12 4.303 13 5.737 14 4.754 15 4.035 16 2.281 17 1.5 18 3.149 19 2.596 20 1.249 ~e ....... ·=·~·.-KCfll'j .... -.,;;,~.-::-~ .. -,..;;;;;;:=73_;;;,,·, "' "' ..; ., ... \!. • !!' ..; a -6 5 ... ~ iiih.:tr:l'l(l l'!'ti<:.ttd Sb,rl DWI. 11/23/90 20.00 End Date:11/24/00 19:00 21 0.722 22 0.468 o-i-------,,------,------,------,-------,--------, 23 0.366 0. 4. 6. 24 0.31 A-9 ------ 12. 10. H~r --- 20. - 24. 218-1779-036 (01/07) February 2011 ---- ------------ Computed Peak Modeled Peak Extract Hydrograph · 25 Year AE Existing Land Use 2.67 CFS 2.64 CFS 11/24/1990 8:00 From: 1112311990 20:00 To: 1112411990 19:59 Hydrograph from Time Series file ae_exist.tsf Time Step is 1.00 hours Date Hour CFS 11/23/1990 20:00 1 0.566 11/2311990 21:00 2 0.259 11123/1990 22:00 3 0.264 11/23/1990 23:00 4 0.371 11/24/1990 0:00 5 0.691 1112411990 1:00 6 0.668 1112411990 2:00 7 0.673 11/24/1990 3:00 8 0.719 11/24/1990 4:00 9 0.955 11/2411990 5:00 10 1.065 11/24/1990 -6:00 11 1.505 11/2411990 7:00 12 2.03 11124/1990 8:00 13 2.644 11/24/1990 9:00 14 2.222 11/24/1990 10:00 15 1.889 11/2411990 11 :00 16 1.065 11/24/1990 12:00 17 0.668 11/24/1990 13:00 18 1.452 11/24/1990 14:00 19 1.203 11/2411990 15:00 20 0.53 EiP.inid -tbdi9CF&Pb -Kelm ,--.; if \,!. • ~ • ii i'l '"' .., N " N ~ " - = ci .., 0 ~ L __ J - - r_r I__J I -- - i L - ~ ---- "" •.. " -. -·-. b.Thlk-1 ae exi& start Data:11123/90 20 Em.I Dtfl.1;1_ 11n4/90 19 n i tsf 00 00 Appendix A 1112411990 16:00 21 0.259 11/24/1990 17:00 22 0.133 11/24/1990 18:00 23 0.082 11/2411990 19:00 24 0.059 ~ ' ' l ____ ~ 0 ----4 --R -H1:u, 1S 20. 24. City of Renton Lake Avenue South Stonn System Project (SWP-27-3529) A-8 2/8-/779-036 (01/07) February 20/1 - - Computed Peak Modeled Peak Extract Hydrograph 2.87 CFS 2.88 CFS From: To: Hydrograph from Time Series file af_exist.tsf Time Step is 1.00 hours Date Hour 3/3/1950 4:00 31311950 5:00 3/3/1950 6:00 3/3/1950 7:00 313/1950 8:00 3/311950 9:00 3/311950 10:00 3/3/1950 11 :00 3/3/1950 12:00 31311950 13:00 3/3/1950 14:00 3/311950 15:00 3/311950 16:00 3/311950 17:00 3/311950 18:00 3/3/1950 19:00 3/3/1950 20:00 31311950 21 :DO 3/3/1950 22:00 3/311950 23:00 314/1950 0:00 31411950 1:00 3/4/1950 2:00 3/4/1950 3:00 City of Renton I.Ake Avenue South Storm Syslem Project (SWP-27-3529) CFS 1 0.545 2 0.827 3 0.891 4 0.489 5 0.566 6 0.279 7 0.138 8 0.084 9 0.443 10 0.53 11 1.098 12 0.545 13 2.877 14 1.472 15 0.607 16 0.676 17 0.676 18 0.712 19 0.686 20 0.41 21 0.433 22 0.653 23 0.599 24 0.343 ------ 25 Vear AF Existing Land Use 31311950 16:00 3/3/1950 4:00 3/4/1950 4:00 Appendix A e~..ci--u, .......... KCRn -~---_;';f-. "". ,.,,_ ...... ···-··-· ·°'~'-·· .· ... ··"''."Gla:1£1 in ~ • f C N ,.; .. N ;'S 0 "' "' ~ m ,,; ... 0 "' 0 u n - .r. L-i ~ I • R A-7 --- - ~ - ~ r - " '" ___ Hour --- Af_A)dc;t stzirt Dffl:~O 04 l<;f 00 00 End Dat.e:03/04/50 03 I ?O - I l - 74 218-1779.{)36 (01/07) February 201 I ---- ----- Computed Peak Modeled Peak Extract Hydrograph ------- 25 Vear AD Existing Land Use 2.07 CFS 2.07 CFS 11/24/1990 8:00 From: 11/23/1990 20:00 To: 11/24/1990 19:59 Hydrograph from Time Series file ad_exist.tsf ------Appendix A Time Step is 1.00 hours Date Hour CFS e~-.ad·tfyer.rapll ·KCK15 C_ o..._,;c -•• .-t.· _A~-•. ,..,_':" / .. ·'~·"' ~•m~.o _.:;.,.,,;'-,.,;:.z::;::~..._•i....,_,[JQ)tfij ... N 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11 :00 11/24/1990 12:00 11/24/1990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 City of Renton lalce Avenue South Storm Sy.stem Project (SWP-27-3529) 1 0.435 2 0.2 3 0.205 4 0.289 5 0.53 6 0.512 7 0.522 8 0.553 • 9 0.74 10 0.822 11 1.167 12 1.58 13 2.071 14 1.731 15 1.475 16 0.832 17 0.53 18 1.139 19 0.94 20 0.425 21 0.22 22 0.123 23 0.082 24 0.064 ..; .., m in ~ • .... !a ~ ~ u ii "' 0 .. 0 ci i I I " 0 0. r ' ' I ' 4. 8. A-6 - 12. ''°"' ~ ~ 10. il_ od_,exisl: I 00 00 Start Date: 11/23190 20; Cnd Date:11/24/90 19; i ~ 20. - 24. 2/8-1779.{)36 (01/07) February 201 I - - Computed Peak Modeled Peak Extract Hydrograph 25 Year AH Existing Land U9e 2.06 CFS 2.03 CFS 10/6/1981 0:00 From: 10/5/1981 12:00 To: 10/6/1981 11:59 Hydrograph from Time Series file ah_exist.tsf Time Step is 1.00 hours Date Hour CFS 10/5/1981 12:00 1 0.21 10/5/1981 13:00 2 0.164 10/5/1981 14:00 3 0.082 10/5/1981 15:00 4 0.064 ·e:,....a-~..!~;Kaffl u; .. '"' ..; .,_;e.;cc::s:e;,..1-.~ S:X:,I .,>Zl _._a . ..;::,,. .13, ,.s.a.::.z;::;.,z;;:,,b:]{g_g' ""=~ start Data: 1 O/OSl81 12 Cnd Dmei:1Cll00'01 11 ,, 00 00 Appendix A 10/5/1981 16:00 5 0.138 ~ 10/5/1981 17:00 10/5/1981 18:00 10/5/1981 19:00 10/5/1981 20:00 10/5/1981 21:00 10/5/1981 22:00 10/5/1981 23:00 10/6/1981 0:00 10/6/1981 1:00 10/6/1981 2:00 10/6/1981 3:00 10/6/1981 4:00 10/6/1981 5:00 10/6/1981 6:00 10/6/1981 7:00 10/6/1981 8:00 10/6/1981 9:00 10/6/1981 10:00 10/6/1981 11 :00 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) 6 0.256 7 0.384 8 0.42 9 0.34 10 0.466 11 0.461 12 1.608 13 2.033 14 0.635 15 0.543 16 0.627 17 0.765 18 1.608 19 0.812 20 0.694 21 0.348 22 0.241 23 0.2 24 0.177 ee == liiia --- ~ • !,i l1 a ., ., .., "' 0 m 0 ., 0 " 0 ~ 0 -- ~ ,---r-1 I ,I' ' • ,. 12. HNr A-5 --- ~ i ~ 18. -- ~ 20. -- 24. 218-1779-036 (01/07) February 2011 --- ----- Computed Peak Modeled Peak Extract Hydrograph --- 4.21 CFS 4.25 CFS 10/6/1981 0:00 From: 10/5/1981 12:00 To: 10/6/1981 11:59 ----------Appendix A 25 Year Al Existing Land Use Hydrograph from Time Series file ai_exist.tsf Time Step is 1.00 hours Date Hour 10/5/1981 12:00 10/511981 13:00 10/5/1981 14:00 10/5/1981 15:00 10/511981 16:00 10/5/1981 17:00 10/5/1981 18:00 10/5/1981 19:00 10/511981 20:00 10/511981 21:00 10/511981 22:00 10/5/1981 23:00 10/6/1981 0:00 10/6/1981 1:00 10/6/1981 2:00 10/6/1981 3:00 10/6/1981 4:00 10/6/1981 5:00 10/6/1981 6:00 10/6/1981 7:00 10/6/1981 8:00 10/6/1981 9:00 10/6/1981 10:00 10/6/1981 11 :00 City of Renton !Ake Avenue South Slorm System Project (SWP-27-3529) CFS 1 0.461 2 0.364 3 0.177 4 0.131 5 0.307 6 0.566 7 0.847 8 0.916 9 0.745 10 1.019 11 0.998 12 3.379 13 4.247 14 1.344 15 1.139 16 1.316 17 1.603 18 3.333 19 1.7 20 1.426 21 0.655 22 0.422 23 0.33 24 0.284 6~"" ~&pii-KCRll ------------- '° -.ct --~· -•--.~./~a·....._.;. __ • ,._•_w • ,'1_,.. !_g ai_e:.ist.tsr Gtart Dete:10I0~112:00 End Oate:10/0618111:00 •+--------------- iii u.. 8. f 15 ..; " ~ ci+------~----~-----~-----~----~----- 0. 4. 6. 12 Hou- A-4 , .. 20. 24. 218-/779--036 (01/07) February 2011 - - Computed Peak Modeled Peak Extract Hydrograph 25 Vear AJAK !;xisting Land Use 8.3 CFS 8.4 CFS 11/24/1990 8:00 From: 11/23/1990 20:00 To: 11/24/1990 19:59 Appendix A Hydrograph from Time Series file ajak_exist.tsf nme Step is 1.00 hours Date Hour 11/23/1990 20:00 11/23/1990 21:00 11/23/1990 22:00 11/23/1990 23:00 11/24/1990 0:00 11/24/1990 1:00 11/24/1990 2:00 11/24/1990 3:00 11/24/1990 4:00 11/24/1990 5:00 11/24/1990 6:00 11/24/1990 7:00 11/24/1990 8:00 11/24/1990 9:00 11/24/1990 10:00 11/24/1990 11 :00 11/24/1990 12:00 11/24/1990 13:00 11/24/1990 14:00 11/24/1990 15:00 11/24/1990 16:00 11/24/1990 17:00 11/24/1990 18:00 11/24/1990 19:00 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) CFS 1 1.69 2 0.804 3 0.819 4 1.137 5 2.076 6 2.01 7 2.04 8 2.119 9 2.9 10 3.246 11 4.626 12 6.323 13 8.404 14 6.973 15 5.926 16 3.348 17 2.189 18 4.611 19 3.804 20 1.812 21 1.024 22 0.65 23 0.494 24 0.417 ------ "efl'~-~~~-KOm _ .. ·.· . ---. --, ---=----· .,.._,. -.~-r:.:;--·~ ......... ~-----,;;~-...;;_~..;:;..--:::i_ ~g_ if \l • !. ~ u i5 ~ m+--------------------J .,; .. Aj/lk AICl!,t fc:f Start Date:11/23/90 20:00 End Dete:11/24/90 19:00 o-t-------,------,------,------,------,-----~ 0 4. • 12. .t:IYui: A-3 ----- 16. 20. ---- 24. 2/8-/779-036 (01107) February 201 I --- I I I I I I I I I I I I I I I I I I I Appendix A Table A2. Future Land Use Future Total Future Future Class Subbasln Impervious Pervlous Future% Future Impervious Area Area Area Impervious Subbasln Name Zone Class Percentage (acres) (acres) (acres) Area AB R10 75 4.86 3.65 . 1.22 CA 90 4.08 3.67 0.41 Tolal 8.94 7.32 1.62 82% --------------·--··-·--·-· ···-···---·--·· ··--·--··--·-··----·-··---· ----- AC AD AE AF AH Al AJ AK AP City of Renton CA Tolal CA Total CA Tolal CA Total Grass CA Total R8 Grass CA CD Total R8 CA CD Total Grass CD Tolal CA Total l.Ake Avenue South Storm System Project (SWP-27-3529) 95 5.16 4.90 0.26 95 95 95 0 90 75 0 90 95 75 90 95 0 95 95 5.16 5.78 5.78 7.10 7.10 8.47 8.47 3.60 4.32 7.92 2.30 5.20 5.38 1.93 14.81 5.28 11.75 0.88 17.91 1.20 6:11 7.31 3.42 3.42 A-2 4.90 5.49 5.49 0.26 0.29 0.29 6.75 0.36 6.75 0.36 8.05 8.05 0.00 3.89 3.89 1.73 0.00 4.84 1.83 8.40 3.96 10.58 0.84 15.37 0.00 5.80 5.80 3.25 3.25 0.42 0.42 3.60 0.43 4.03 0.58 5.20 0.54 0.10 6.41 1.32 1.18 0.04 2.54 1.20 0.31 1.51 0.17 0.17 95% 95% 95% 95% 49% 57% 86% 79% 95% 218-1779-036 (01/07) February 201 l Table A 1. Existing Land Use Total General Land Subbasln Subbasln Name Use Class Area (acres) AB AC AD AE AF AH Al AJ AK Residential Commercial Total Commercial Total Commercial Total Commercial Total Commercial Total Commercial Total Commercial Total Residential Commercial Total Residential Commercial Total AP Commercial Total City of Renlon Lake Avenue South Storm System Project (SWP-27-3529) 1.40 7.54 8.94 ·-------- 5.16 5.16 ---···----- 5.78 5.78 7.10 7.10 8.47 8.47 7.92 7.92 ---------- 14.81 14.81 ---------- 4.39 ,13.52 17.91 0.84 6.47 7.31 3.42 3.42 A-1 Existing Impervious Area (acres) 0.35 4.93 5.28 4.37 4.37 5.07 5.07 6.68 6.68 6.77 6.77 3.84 3.84 8.66 8.66 2.28 11.49 13.77 0.44 5.03 5.47 3.26 3.26 Existing Pervlous Area (acres) 1.05 2.61 3.66 0.79 0.79 0.71 0.71 0.42 0.42 1.70 1.70 4.08 4.08 6.15 6.15 2.11 2.03 4.14 0.40 1.44 1.84 0.16 0.16 Appendix A Existing% Impervious 59% 85% 88% 94% 80% 48% 58% 77% 75% 95% Area 218-1779-036 (01107) February 20l/ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I APPENDIX B Hydraulic Model System Geometry and Boundary Conditions ., ,, ' ' ~"· .. ' .. -. ' f "' ·, ., . .., '• ·, \·, '· ------------------App Bl _Model Inputs.xis \ Table B-1 _Nodes AppendixB Table B-1. Summary of Nodo lnpu1s for XPSWMM Hydraulic Model Node Name 150A 145A City Drawing Name 16,F4-28 16,F4·31 PMX Survey Name N/A N/A Rim Elevation (ftl 28.81 28.16 Invert Elevation (ft) 23.05 Initial Depth (ft) 0 User Inflow Type of OuUet HX_drograph Control AJ,AK Comment Rim elevation (CB #17 to E of node), inverts taken from City of Renton As-Builts (SWP-27-2172, p. 3 of 6) Rim eievaiion (CB #13 to Wof node), inverts taken from City of Renton As-Builts (SWP-27-2172, p. 3 of 6) 140A 16,F4-32 N/A . 27.51 22.64 22.34 0 0 Al Rim elevation (CB #11 to NW of node), Inverts taken from City of Renton As-Builts (SWP-27-2172, p. 3 of6) 138A 16,F4-33 --1371\ ___ fo.F4-34 136A 135A 130A 16-F5-19 16,F5-20 16,F5-21 125A 16,F5-22 120A 16,F5-23 N/A N/A N/A 27.87 22.14 0 Rim elevation, inverts taken from City of Renton As-BuHts (SWP-27-2172, p. 3 of 6) 27 .29 2·2.14 0 -Rim elevation (CB #9 to E of node), inverts taken from City of Renton As-Bullts (SWP-27·2172, p. 3 of6) ~-" ·-"-·---·~----.. ---··--·----·-·-·-26.62 21.95 0 -.. . Rim e1evatio·n (CB-#7 to E 0f node), inverts taken from City of Renton As-Builts (SWP,27·2172, p. 3 of6) N/A 26.76 21.90 -~---------·····---·---- 0 AH Rim elevation (Type 1 CB #5 to E of node), inverts taken from City of Renton As- N/A 27.97 21.64 0 N/A 29.19 21.18 0 N/A 28.83 21.11 0 AD Builts (SWP,27-2172, p. 2 of6) Rilll ele"vation (Type 1 CB to E of node), inverts taken from City of Renton As-Bullts (SWP-27-2172, p. 2 of 6) ----Rim elevation, inverts taken from City of Renton As-Bullts (SWP-27-2172, p. 2 of 6) Rim elev8tion (Type 1 CB to SE of node), inverts taken from City of Renton As- Builts (SWP-27-2172, p. 2 of 6) 115A 16,F5-9 10006 30.78 21.085 o · · Rim elevation, inve"rts--'-ta-,k_e_n~fro..c...m~P~M~X~s-urv_e_y ____________ _ 110A 16,F5·2 10072 31.48 18.870 0 ----·-----Rim elevation, inverts taken from PMX survey AF --·--·-· PMX107A PMX106A 105A 100A 95A N/A N/A 16,F5·16 15."f5.f 5 16,ES-20 10065 10094 10102 10173 10183 BOB --.. N/A N/A BOA 16,EG-21 N/A 79A 16,ES-22 N/A Notes: 30.97 18.72 0 29.39 27.56 18.64 19.00 0 0 Rim elevation (CB #10060 to NW of node). inverts taken from PMX survey .. ........ "·-·"·-··-·-·"··-~-· Rim elevation (CB #10088 to N of node), inverts taken from PMX survey Rim elevation (CB #10125 to NW of node), inverts taken from PMX survey 30.27 18.4-7 · Cl · Rim elevation, inverts taken from PMX survey 30.25 18.19 30.57 17.5 30.57 . 17.5 30.17 ffo9 0 AE----·-------·-·--Rim elevation (CB #10154 to NW-Ct node), inverts taken from P-Mx survey 0 AB.AC, AP 0 3 -·-. ----·-··-··--·------ Used same Rim elevation/invert as Node 80A; node is transition from 42x24• CMPA to 10x8' box culvert under Rainer Ave. Rinl ·elevation; inverts la.ken from Rainier A.Ve S lmpfO\'emellt ProJ8ci Conce.pt Sketch Rim elevation, inverts taken from G&O (2003) SW 7th Storm Drainage Report 1. PMX106A, PMX107Awere found during PMX site survey; not identified in 2003 G&O model and do not have City designations. City of Renton Lah Avenue South Storm System Project (SWP-27,3529) 2/8./ 779•036 /01/07) February 201 I B-1 - ApPBI_Mode/ Inputs.xis\ Table B-2_Conduits Appendu:B Tat,~ B-2. Summary of Conduit Inputs for XPSWMM Hydraulic Model Upstream Downstream Upstream Downstream CO!duit Upstream Downstream Invert Invert Elevation Rim Elevation Rim Elevation rJ>me Node Node Elevation (ft) (ft) (ft) (ft) Uni< 1 150A 145A 23.05 22.64 28.81 28.16 Initial Depth (ft) 0 Initial Flow (cfs) ___ Shape 0 Circular Diameter (Height) (ft) 2 Diameter (Height) J!tl No Change Length (ft) 123 Conduit Material Mannin_g_'s Comment CPEP 0.028 Conduit diameter, length, type taken from City of Renton As-Builts unK2 145A l'+U/-\ L.L..O"t (SWP-27-2172, p. 3 of 6); Manning's from 2009 KCSWDM (Table 4.2.1.D) -----:-:-=-:-------:,-;,::-n-:-A ----:nc:n--:~c-,c----c22=-.34cc-c-----2-:-8c-.--:16=-------:2c:7,-.5,-1c----o=-------:o=----:c"'i-rc-u-:-la_r ____ 2 __ -:-Nc-o-;Ccch-a-n-ge--,-14--:5c--C-:-P-:-E=p---=o-:.oc:2-=s--c"'o:..:n:...d,-u.=it:...d,ccia:..:m-e-ccte .• r. length, type taken from City of Renton As-Builts (SWP-27-2172, p. 3 of 6); Manning's from 2009 KCSWDM (Table 4.2.1.D) un0 140A 138A 22.34 Link~ 138A 137A 22.14 Link5 137A 136A 22.14 Link6 136A 135A 21.95 Link? 135A 130A 21.9 Link8 130A 125A 21.64 --··------------------·----·---------··---·-·-·-· .. ·-·· Link9 125A 120A 21.18 Link 10 120A 115A 21.11 ---------------- 22.14 27.51 27.87 0 0 Circular 2 No Change 86 CPEP · 0.028 Conduit diameter~length, type taken from City of Renton As-Builts (SWP-27-2172_,J>.:._3 of 6); Manning's from 2009 KCSWDM (Table 4.2.1.D) 22.14 27.87 27.29 0 21.95 27.29 26.62 0 -·-----21.9 26.62 26.76 0 21.64 26.76 27.97 0 21.18 27.97 29.19 0 --··--····---·---------·····--·----·--·--·-·--------- 21.11 29.19 28.83 0 21.085 28.83 30.78 0 0 Circular 2 No Change 75 CPEP 0.028 Conduit diameter, length, type taken from City of Renton As-Builts =---~=-_ _,cs,..WP----:--:-2_7--:-2,-1_7-;2, p. 3 of 6); Manning's from 2009 KCSWDM (Table 4 .2.1 D) 0 Circular 2 No Change 77 CPE,-U.U.£0 ·n n nM Conduit diameter, length, type taken from City of Renton As-Builts ______ __,_(S_WP __ -2_7_-2_1_7_2_. p. 3 of !3); Manning's from 2009 KCSWDM (Table 4.2.1.D) 0 Circular 2 No Change 78 CPt=t' U.ULtl ·-n ----Conduit diameter, length, type taken from City of Renton As-Builts 0 0 0 0 Circular 2 No Change 178 110 CPEP 0.028 (SWP-27-2172, p. 2 of 6); Manning's from 2009 KCSWDM (Table 4.2.1.D) Conduit dia.meter, length, type taken from City of Renton As-Builts ==-------:~:-::--:-"(S:..:WP:...:..:·.=2:...7,c:-2:..:1:...7..c.2,. p. 2 of 6); Manning's from 2_009 KCS~M (Table 4.2.1.D) CPEP 0.028 Conduit diameter, length, type taken from City of Renton As-Builts No ChanRe (SWP-27-2172, p. 2 of 6);Manning's from 2009 KCSWDM (Table 4.2.1.D) Conduit diameter, length, type taken from City of Renton As-Builts c,--,------cc----:-c--:c----=--==--==--(='S'-'WP.:C,---"2'-7-""2_1_7-:2, p. 2 of 6); Manning's from 2009 KCSWDM (Table 4.2.1.D) Circular 2 No Change 80 CPEP 0.028 Conduit diameter, length, type taken from City of Renton As-Builts Circular 2 No Change 27 CPEP 0.028 (SWP-27-2172, p. 2 of 6); Manning's from 2009 KCSWDM (Table 4.2.1.D) ----------------··-------------------·-·----~-· 30.78---31.48 ------0--· 0 · Circular 2-62.59 Concrete · 0.014 · Conduit diameter, length (calculated from coords), type taken from PMX survey; Link 11 Link 12 Link 13 Link13A Link14 Link15 Link16 115A 110A PMX107A PMX106A 105A 100A 95A 110A PMX107A PMX106A 105A 100A 95A BOB 21.085 18.87 18.72 18.64 19 18.47 18.19 18.87 18.72 18.64 19 18.47 18.19 17.5 31.48 30.97 29.39 27.56 30.27 30.25 Manning's from 2009 KCSWDM (Table 4.2.1.D) ---------------------------------------"-· --· -" • • • " ~-----•-n n, • Conduit diameter, length (calculated from coords), type taken from PMX survey; 0.014 30.97 0 29.39 0 27.56 0 30.27 0 0 0 0 0 ---·------------ Circular Circular Circular Circular 30.25 0 0 Circular 30.57 0 0 Box Culvert 2 3 115.53 Concrete 2 3 107.57 Concrete 2 3 101 Concrete 2 3 217.4 Concrete 0.014 Manning's from _2_0~9 KC~_WDM (Table 4.2.1.D) ___ _ Conduit diameter, length (calculated from coords), type taken from PMX survey; Manning's from 2009 KCSWDM (Table 4.2.1.D) 0.014 Conduit diameter, length (calculated from coords), type taken from PMX survey; ____ M_a..:.n..:.ni'-"ng's from 2009 KCSWDM (Table 4.2.1.D) 0.014 Conduit diameter, length (calculated from coords), type taken from PMX survey; Manning's from 2009 KCSWDM (Table 4.2.1.D) --2=-----3~---4-c-5-_.,.6~7-Ccc--on_cr_e-te ___ o=-.-0-14--'c"'o:::n:..:d:...u:.cit:e.d.=i..:.am=e:.:ter, length (calculated from_c_o_o-rd""s--:)-, ty-p-e-ta~k-e_n_fr~o-m-PMX survey; 8 No Change 235 Concrete 0.014 Manning's from 2009 KCSWDM (Table 4.2.1.D) Conduit length taken from G&O (2003) SW 7th Storm Drainage Report (minus 72" CMP pipe stub in following document); Dimensions from Rainier Ave S Improvement Project Concept Sketch; Manning's from 2009 KCSWDM (Table 4.2.1.D) Link16A BOB BOA 17.5 17.5 30.57 30.57 0 . 0 Arch -~=-·------· 2.219 No Change 6 CMP 0.028 Conduit dimensions and type per City survey; length taken from G&O (2003) SW 7th Storm Drainage Report; Manning's from 2009 KCSWDM Link17 BOA 79A (Outfall) 17.5 17.09 30.57 30.17 0 0 Notes: 1. Pipe materials are as follows: CMP Corrugated metal pipe CPEP Corrugated polyethylene pipe 2. Link7 (135A to 130A) identified as 15-inch diameter in G&O report; modeled as 24-inch for consistency with City as-builts. City of Renton Lake Avenue South Storm System Project (SWP-27-3529) Arch 2.219 No Change 38 CMP 0.028 (Table 4.2.1.D) Conduit dimensions and type per City survey; length taken from G&O (2003) SW 7th Storm Drainage Report; Manning's from 2009 KCSWDM (Table 4.2.1.D) 2/8-1779-036 (01107) February 2011 B-2 ------------------ Estlmatina the cross-sectional area of CMP pm,, Arch I I I I All dimensions are in iriches or square Inches unless otherwise noted. I Based on Handbook of steel Drainage and Highway Construction Products, American Iron and Steel Institute, 3rd Edition, 1983 I I I I I Calculations for Standard sections: , .. . -Top-... Comers Bottom ---TOTAL ,,.,proximate l"\fJProXlmate ""proxima"' Given portion of full Portion of full Area, for portion of full Span Rise Area Rt circle(1) Area Re circle(1) both ends Rb circle(1,2) Area sqin sq ft 35 24 4.5 17.875 0.4 402 6.875 0.25 74 55.125 0.018 174 649 4.5 42 29 6.5 22.5 0.4 636 r--8.25 0.25 107 66.125 0.018 250 993 6.9 64 43 14.7 32.25 0.4 1,307 12.375 0.25 241 99.25 0.018 563 2110 14.7 1) Based on visual observations offigure for Table 1-16 in reference. 21 The factor of 1/55 (0.018) was derived for the bottom section to match the data In Table 1-16. The bottom section has a long arc length. I I I I Estimate for non-standard section: Assume that Rt and Re are the same as for a 42"x29" CMP pj~~ arch since the srans are the same. Assume that Rb is reduced b)l_!J:1~~_2~5),ai~OO._lh.,_~s.,_is 5"_1_ess._ I I -Top Comers ,,.,proXImate Given portion of full Span Rise Area Rt circle(1) Area 42 24 N/A 22.5 0.4 636 3 5 ''x 7-1-,, -::;:::_ f3 'BS "' ""'-,c (.,, I O .,_, ,....,_ 4 -z..,. x'l--°' " -x.. I o<oo v-,,, ..... ,<7 4c,v,., Y'--\ 4 -i.:: x -z.__4"-:;:-1 o&o,..., .-..x l, 1 o .,.., ....... CMP Pipe Arch Area Estimator.xis I 042310 f"\JJproximate Portion of full Re eirele(1) 8.25 0.25 Prepared April 2010 . Bottom.·· TOTAL MtJPr0>ama1e Area, for portion of full both ends Rb circle(1,2) Area sqin sq ft 107 61.125 0.018 213 957 6,6 fi'DJ<JS~ p:,,.'\C:.. 4 z,.'1 13k.~ w<vTJ-\ , !:::! )( l,. fo ~ &7':) f 0 .C') Page 1 of 1 - 1'-: . ,-d ', :/·. . , .'}· '·_;, ';t ·' ·' . / '. ' . i'·' .. ; / : ' ' ( ,: '( ..... . . ; . ~iC.11:" '· ·-~· J' ·x··Zr-.., . ... ;;; .t;,f .... ~, .. -· ·. '. ·' .·. ~·. ., : f .,: ·1 ••. ' .. ; ·;_ .•·; ' . . . : ~ ·'. . ·r .· .. ?', ,. r .· ·,:'' .; ., ;-·1 I ' '· ). ' " .,·. :~. .. . .no 1!~1~ .. _\ '' ' f .(·· ; ... /. ,· I .:1' ,, . ·f ' . •. ' -, . .'· ' .•· . ' ' •. ,. , . ,.: . 'p ": ·. 1·: < '. ,d;ppehdix:o I I {J'PJ;j)h-rtfj'' ',.'.i .,·: ... . _.,~·µ~~>'. .· I , ·,.: 6L-1-[ID 61s · · • ,1 •. .. ,, I ..• I . ,. ';-···· ·:_; . ' .. j .·_., ·I ·o) .; . ,:·/ ..... -,,;·.·ta,·'> ;y_·.-: <.·: I ··.1 . . ~ ~) : ,. ... , .. '" •• • 1>' .i''', ':{\.:-;:,\:·/ J' · ... 1'.t ' '. ..... ,.~ '. ' .,.1· .lo.O,·· /4 • : .• ;: . ., . ~r . ~·:• .. ·'' . ,·: ' -.•... ., .... · ·• '. ;J·, ) ,, ···:, ., . ,,·· '. ;· •i ·' .. ·' ' .·.1 . ·;. ·I I ..1 I I I I I I I I -I • I I I I I I .: I I I I I APPENDIX C I Other Modeled Conveyance Scenarios I I • k I I I I . ' i. ,'. ApP C Other Scenarios.xlsx \ 04-26-2010 Geom RentonlkAve Denotes update from previous version Simulation Inventory Land Use "lfers. Run Code Rpt XPSWMM file names Exist Future Rainier Ave Rim Elevations Project Area AppendixC RPT=x Include results in Hydraulic Report as the basis of itie decision:m}kfn·g process . -. . . . . ' . ---· ..... . Pipe Diameters Lake Ave Rainier Ave i Project SPU I Area Crossing Lake Ave lWElev. Flooding Results Summary 2a-1 I 12 24.24.24-I E025 · I X I ! exist025_ rev04261 O G&02003 RainierAve Drawing/ ' G&02003 PMX survey lowest stub CB Asbuilt lowest stub CB 8'x10' box culvert/ I 2 fl I 2 fl I 2 fl I 19 _21 fl I U/S of ro·ect area: Nodes 1 SOA (980 cu-ft), 145A 26x43" CMPA D/S I (2,600 cu-fl), 140A (19,900 cu-fl) 2a-2 13 za-3 I 14 2a-4 I 15 2b-1 I 16 2b-2 I 11 Zb-3 I 18 2b-4 I 19 24.24.24- E100 24.24.24- F025 24.24.24- -F100 X exist100 _ rev042610 G&02003 RainierAve Drawing/ G&02003 PMX survey lowest stub CB Asbuilt lowest stub CB 8'x10' box culvert/ I 2 fl \ 2 fl 2 fl 19 _21 fl UIS of oroiect area: Nodes 150A (5,200 cu-fl), 26x43" CMPA D/S I 145A (7,300 cu-fl), 140A (60,000 cu-fl) I futr025 rev042610 _ 1 ·· PMX_ RainierAve Drawing/ I PMX survey I Asbuilt lowest 8'x10' box culvert/ 2 fl I 2 fl 2 fl 19 _21 fl U/S of oroiect area: Nodes 150A (2,500 cu-ft), · -04022010 G&O 2003 lowest stub CB stub CB 26x43" CMPA D/S 145A (3,600 cu-fl), 140A (21,000 cu-fl) I ---- 1 futrlOO rev042610 _ I PMX_ RainierAve Drawing/ 1· PMX survey I Asbuilt lowest 8'x10' box culvert/ j 2 fl 2 fl 2 fl 19 _21 fl UIS of oroiect area: Nodes 150A (9,500 cu-fl), -04022010 G&O 2003 lowest stub CB I stub CB 26x43" CMPA D/S I 145A (8,500 cu-ft), 140A (62,000 cu-fl) 36.24.24-, x II exist025_ rev042610_ G&O 2003 [ _ RainierAve Drawing/ i PMX survey I Asbuilt lowest -8'x10' ·;;;;-x culvert/ I 3 fl 2 fl 2 fl 19 21 fl -U/S of oroiect area: Nodes 150A (980 cu-ft), 145A E025 _ mod1 I G&O 2003 I lowest stub CB stub CB 26x43" CMPA D/S I . (2,600 cu-fl), 140A (19,900 cu-ft) 36.36.24-, I existo25_ rev04261 o_ G&O 2003 1 -----~·-· R;i;,ierAve Drawi~-PMX su~;;y ! Asbuilt lowest 8'x1 O~~x c~lv;.ur 3 fl 3 fl 2 fl --;~~~--U/S ;;-f-oroiect area: Nodes 150A (980 cu-fl), 145A ~~~-I mod2 : G&O 2003 I lowest stub CB ! stub CB 26x43" CMPA D/S 1 · (2,585 cu-fl), 140A (19,865 cu-fl) 36.36.24-11 existo25_ rev042610_ G&O 2003 i ·-=--·-R~inierAve Drawing/ I PMX survey ! Asbuilt lowest 8'x10' box culvert/ I 3 fl I 3 fl 2 fl F Outf II UIS of nroiect area: Nodes 150A (980 cu-fl), 145A E025 I mod3 noTW I G&O 2003 ! lowest stub CB I stub CB 26x43" CMPA D/S I ree a (2,585 cu-fl), 140A (19,865 cu-fl) 36.36.30-j ! exist025_ rev04261 O_ G&O 2003 ! __ -R;nie;Ave Drawing/ j PMX ~~;:,,ey-· i Asbuilt lowest 8'x1 O' box culvert/ ! 3 fl '1 3 fl 1 1 2 5 fl 19 21 fl No fl d. E025 I J mod4 : G&O 2003 i lowest stub CB i stub CB 26x43" CMPA D/S \ 1 -_ · 00 mg 3 _1 20 36.24.36-x I V3_1_FUT0 25 _ -: PMX_ RainierAve Drawing/ I PMX survey -1: Asbuilt lowest ~o· box culvert/ i 3 fl I 2 fl J 3 fl 19 21 fl N fl d" F025 , I ' 04022010 G&O 2003 I lowest stub CB , stub CB 26x43" CMPA D/S J I , · 0 00 mg ---t--f---I --------·------------------------------------ 3-2 21 36.24.30-I x 'I V 3_2 _FUT0 25 _ : PMX_ RainierA-ve Drawing/ i PMX s_ urvey : Asbuilt lowest 8'x10' box culvert/ JI 3 fl i 2 fl i 2 5 fl 19 21 fl S r h ·n b t n fl ding ---t----;f---F_025 ! I_ 04022011 _____ G&O 2_Cl_~3 j 1owest stub CB i stub CB 26x43:_ CMPA D/S _ I I · · u c arg, g, u O 00 3 _3 22 30.24.30- 1 , x V3_3_FUT0 25 _ ! PMX_ RainierAve Drawing/ I PMX survey j' Asbuilt lowest 8'x10' box culvert/ 1 1 2 5 fl I 2 fl I 2 5 fl 19 21 fl s h · b t n fl d·ng ---+----;'---;_F_025 . i 04022011 G&O 2003 1 lowest stub CB , stub CB 26x43" CMPA D/S : · 1 · · urc argmg, u O 00 1 3-4 I 23 I 36.24.30-I x ' V3-4-FUT100 -_ ; PMX_ RainierAve Drawing/ PMX survey I Asbuilt lowest 8'x1 o.-·b;x culvert/ 3 fl j 2 fl -~--;-5-;------------ ! 1 F100 1 I : 04022011 G&O 2003 lowest stub CB I stub CB 26x43" CMPA D/S ! I . City of Renton Lake Avenue South Storm System Project (SWP-27-3529) 19.21 fl l!Surcharging, but no flooding 2/8-1779-036 (01107) February 201 I C-1 I I I I I I I I I I I I I I I I I I APPENDIX D Hydraulic Model Outputs 0 . . " ' ' . .,I -·------------··---... -Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version Za-1: Project Area 24" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 25-year event)-Hydraulic Profile i,1i7'•;.,;,,.. 2009 SPJ -(Dynamoc: Section V'lft<J ~~.~~ ~ ~ __.__.,.. Af:§,n"'.5Tfil -., _ :..:.:.:_ :."'. : _;_J.:..11.!:c.J 'E;J, fi~ View ~mdow- ~ ~ •!.. 0• ~-7.f_q_l V ·~r-cJ;~~-1 ' ~ ( 11) ~ "'l!>c', '· '" =~ 0 .,.,, .. C~~ ;:JT,.... 1: ~! ,aJ s-;;! ,,.,, llle !•:i ~el.· t!lf 11,,1 '"'' l!::<:!l 11'110 IIOT.I i--~ iij ' -------~ /! I i]j' /; "-/ ' i >'1i /' ' ·, ' • "'· ; ·L_ ·, • • ' ·'C-,,.~ -~--··)11 I I , ! · · : · : . . . : l -' ' 1, ' ' '' ,, ---..._ ----. ;1 I ~t,..,. ·:\;/:j!! =.. ., :--__ , , t,,, . " ,c, I, I-;-~:-· H-'-ln~-·1 ·----1 1=-t ==6~·::\.;i~ ---.J_____ ~ ' ·• !!·l,I, L..-~, H!,,L L•,t; ••:),I, V•! l!S,,. :..-~••FA l••! l!eA l-~ '!!J.. l••7 'l:.0. L••! !4!,11:CAl"•"~\'~,"•"11,. :,..-.•::"V•1:;,r,L,-•'.lF'V•!:"!Ar,1,:!.,I, 1~,L !•e c ;_1: ~e: e !.,t.: ''H!l!!I· •••!c:: :o•:?1t :,1-&~ :: 1.u :a-:: ~u :•c:Jc "!:'!!" J~7 e ,,,: 1.11:: t•l: :.T""c:·••J• •Y. C t-,Q C ::1: C :~ tl :,, C ::.? C ::-: C :~; i;: ::,, D :~; e ::,: 0 ::-, D 2'>' v·~•4 Q ":, o rn 1:C,,,. ~ ... I )l I:• L,.~,~ C.H .... o· ll);l ~-~2_! :.-, __ ,c! ,:-+se ::,,.-4,! :,.:., .. ,.,.,,., .. .,, ==--~··t:·;~-··,i:':-+-+I: ~:-.-!: !~•-•·! !?--·:., !'--'~, n--2:14,-·~~7.-_;,~~ _,,.. ,nm :.oe City of Renton 218-1779-036 (01/07) February 201 I Lake Avenue South Storm System Project (SWP-27-3529) D-1 - Lake Avenue Storm Drainage XPSWMM Model Results Appendix D Model Version Za-1: Project Area 24" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 25-year event) -Node Results a. m < VI 4:'. QI 4:'. C: 0 C: E 3: ., 4:'. 0 "' ., z 0 ~ t;; "' o= > QI C ~ ~ QI "O -WU w 0 QI "O z "O C: -' 0 l!) :, z 0 w ~ l!) 150A 247915 28.81 28.81 145A 0 28.16 28.25 140A 99434 27.51 27.59 138A 0 27.87 27.17 137A 0 27.29 26.81 136A 0 26.62 26.43 135A 47734 26.76 26.04 130A 0 27.97 24.67 125A 0 29.19 23.79 120A 61205 28.83 23.59 115A 0 30.78 22.61 110A 59321 31.48 22.83 PMX107A 0 30.97 22.23 PMX106A 0 29.39 21.74 105A 0 27.56 20.96 100A 0 30.27 20.15 95A 78186 30.25 20.09 BOB 0 30.57 19.45 BOA 169183 30.57 19.54 79A 0 30.17 19.42 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) "O 4:'. C: 4:'. C: :, 0 .r: 0 ~ 4:'. -., l!) C. "' "O "' > 0 ~ Cl QI -"' ~ w ~ 4:'. 0 QI .a -:;; ., QI "' -"' QI 3:: "' ai ~ 3:: ~ >< a: "' >< -' :::;; "' l!) :::;; w 0.00 0.00 5.76 28.81 -0.09 0.00 5.52 28.16 -0.08 0.00 5.17 27.51 0.70 0.78 4.95 27.09 0.48 0.57 4.58 26.72 0.19 0.28 4.39 26.34 0.72 0.80 4.06 25.96 3.30 3.44 2.89 24.53 5.40 5.54 2.47 23.65 5.25 5.38 2.34 23.45 8.17 8.37 1.32 22.41 8.65 9.03 3.58 22.45 8.74 9.06 3.20 21.92 7.65 7.97 2.78 21.42 6.60 6.60 1.96 20.96 10.12 10.46 1.34 19.81 10.16 10.80 1.26 19.45 11.12 11.14 1.93 19.43 11.03 11.17 1.90 19.40 10.75 10.96 2.12 19.21 D-2 QI .. 00 m C: ~ < m 'o "' 4:'. < 0 .r: 4:'. u QI S! u ~ u E ~ ~ QI :, QI ~ -~ VI ~ :, 0 0 ·= 0 C: 0 -' C ·-> "O o E § E 0 >< 0 . ., ., "' "' ;:;: "' :::;; ~ ~ :, :, Cl Cl 74.88 981 48.30 369 71.76 2585 91.80 403 67.21 19905 142.80 423 64.34 0 0.00 423 59.56 0 0.00 386 57.11 0 0.00 384 52.76 0 0.00 357 37.61 0 0.00 261 32.12 0 0.00 227 30.42 0 0.00 215 17.21 0 0.00 0 46.49 0 0.00 332 41.54 0 0.00 321 36.13 0 0.00 277 25.44 0 0.00 0 17.40 0 0.00 0 16.35 0 0.00 0 25.08 0 0.00 0 24.79 0 0.00 0 27.56 0 0.00 0 N < 4:'. "' QI ~ ..: QI u t :, VI >< "' :::;; 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 3: m < 0 4:'. o= 3: C: -0 ~ 'E QI ~ m :, ::, < Cl b,l:'. -0 QI E QI E :, :, 0 > 0 > 247878 981 0 2585 99428 19905 0 0 0 0 0 0 47733 0 0 0 0 0 61194 0 0 0 59315 0 0 0 0 0 0 0 0 0 78171 0 0 0 169159 0 0 737979 218-1779-036 (01/07) February 2011 ------------------- --,---~------~------Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version Za-1: Project Area 24" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 25-year event) -Conduit Results "' E "' z -" C: ::; Linkl Link2 Link3 Link4 Links Link6 Link7 Link8 ' Link9 LinklO Linkll Link12 Link13 Link13A Link14 LinklS Link16 Link16A Linkl 7 City of Renton ~ -.c .. w :,: ~ "' ii E "' i:i 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 8 2 2 ~ .c a. "' 0 X "' ::i: 5.76 5.52 5.17 4.95 4.58 4.39 4.06 2.89 2.47 2.34 3.58 3.58 3.20 2.42 1.96 1.34 1.93 1.93 2.12 Lake Avenue South Storm System Project (SWP-27-3529) ? ?;- ·;::; 0 ~ C: 00 ·.;; "' 0 1.93 1.52 1.61 0.11 1.66 0.85 1.28 2.16 1.70 0.59 12.58 2.41 1.82 3.99 3.30 5.24 9.79 0.14 4.44 ? ?;-·;::; 0 w > C: ~ 0.00 0.00 0.00 0.00 0.00 -0.36 0.00 0.00 -0.74 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 -1.45 0.00 ? ?;-·;::; 0 w > X "' ::i: 2.43 2.24 2.63 2.63 2.64 2.64 2.99 3.00 2.95 3.63 6.96 4.54 4.54 4.55 4.77 7.36 1.97 3.71 5.17 't 3: 0 u: 3 u. C: 00 ·.;; "' 0 6.06 4.78 5.07 0.33 5.22 2.66 4.01 6.79 5.35 1.86 39.52 7.57 5.73 12.54 10.37 16.45 783.54 0.88 28.86 D-3 't 3: 0 u: X "' ::i: 7.72 7.11 8.34 8.34 8.34 8.35 9.46 9.46 9.46 11.51 11.51 14.33 14.33 14.32 14.32 14.36 17.52 17.99 23.70 3: 0 u: ;,~ "vi C "' 0 0 ·-~ 'g 0.::: u: X "' ::!!: 1.27 1.49 1.65 25.13 1.60 3.14 2.36 1.39 1.77 6.20 0.29 1.89 2.50 1.14 1.38 0.87 0.02 20.49 0.82 :;;~ -"' Vl ;;= 0 E 5 ::J :.:; E "' ·x ~ m-::i: w 28.16 27.51 27.09 26.72 26.34 25.96 i4.53 23.65 23.45 22.41 22.45 21.92 21.42 20.96 19.81 19.45 19.43 19.41 19.21 "' C. 0 vi "' :, .,, C: 0 u 0.33 0.21 0.23 0.00 0.25 0.06 0.15 0.42 0.26 0.03 3.54 0.13 0.07 -0.36 0.24 0.61 0.29 0.00 1.08 ~ "' 0 ii ._ E .,, "' )( ,5 "' --::i: £ C. "' .,, 2.88 2.76 2.59 2.48 2.29 2.20 2.03 1.45 1.24 1.17 1.79 1.79 1.60 1.21 0.98 0.67 0.24 0.80 0.88 218-1779-036 (01/07) February 2011 - Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version 2a-2: Project Area 24" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 100-year event) -Hydraulic Profile ....__ . t . "' • ,. wiJ" q;~ 2009 SP3 • l.""7•-•-.-.. ....... ·-~,... BJ FQ v-Wondow -"=-'~ =--===----..c.-~-~·~ l-.1~.a,,_1 41(11>~ • 1!>-( ~ ~ •!4 ·•· H~l~l_~_J V l:'--ljff _ Clo!~) I "" l~' .,.,._ C•y (~ T..,. 11 l: X: S-:~ •!OJI H•e !::J :,,. ~,, ,. ... 1 n~• •!~: uno ,,o1.1 ;IT--; I I ~ F---p_ ~-,//:--_____ I ·-~~ ....---,---,<: ' ; "---< . . ' I' _..,.,,--, -.! !.........._~ :1 ' i i · 1 I . 1' ! pq:I ·1! ' :• ---· I-·~~·--· t • ~· r-.· . ' t , I ! I I 11 : --; !'. I, . · 11! .. Ii ,· ~~j ---0 II 1!~ ~1 •t!A L-•.: U),O, 1,.,,.,,J •J:.O,.L,-•••J:•~!•J"..AV•"'•J~ L"•: ,1:.,.. v·~5 'l~;::.,.L....,101'!...._..•,t•::,.t. L;><12PU,,::A1..-•PltJC•C"~•1A1:,<!A !:! c: ::; !!; c: !•-C !,..!JO ,,.,.!C !,.,..!c !"40! c: ,n 11.::e ~n ;:Z:!C 11!!"~ J:;--:-c·u!: i:iec: ••!::s:c ue:::r. D2t>:; o;Y.1 c;~o=~=·t-=~o•" c:,, c::.:; c:" o::,, 0100 02" L .... u c uet C ;~ ·~ -I 50 1 ~ -.. C·1'Ji o rn _,.::10:--·•! '"-~ ,:-7! ~:-.. :-:-•~•:r.--,-a ,:--··: :·:--!: :r._ .. !: !~-··! !!--·=~ :r--~~, J, :,7 4J--------------+•! ~;-:•• ~ ...... -·-~., l l' City of Renton 218-1779-036 (01/07) February 2011 Lake Avenue South Storm System Project (SWP-27-3529) ----- D-4 --·---------·-- -~---~---~~-~------Lake Avenue Storm Drainage XPSWMM Model Results Appendix D Model Version Za,2: Project Area 24" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 100-year event) -Node Results . C 0 <IJ 3: ., C 0 E 0 "' > . ., "' 0:: -"' z c~ ..!!!-> - ~::, w~ <IJ ~ <IJ -0 -;:;:;--0 -0 ..!:!. C 0 0 ::, .., z z 0 I!) w ~ I!) 150A 237802 28.81 28.81 145A 0 28.16 28.25 140A 125084 27.51 27.59 138A 0 27.87 27.22 137A 0 27.29 26.89 136A 0 26.62 26.56 135A 62548 26.76 26.23 130A 0 27.97 24.90 125A 0 29.19 24.04 120A 58145 28.83 23.83 115A 0 30.78 22.96 110A 81546 31.48 22.90 PMX107A 0 30.97 22.42 PMX106A 0 29.39 21.90 105A 0 27.56 21.08 100A 0 30.27 20.33 95A 73924 30.25 20.24 SOB 0 30.57 19.74 BOA 162681 30.57 19.82 79A 0 30.17 19.68 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) -0 C C ::, .c 0 0 -.:, t5 a. "' <IJ > -0 0 ~ 0 <IJ "' w -o-~ <IJ~ cu -~~ .a ~ -~ > -" -"' -2! -. ., cu 3: "' "' ~ 3: ai ~ )( "' "' )( .., ~ "' I!) ~ w 0.00 0.00 5.76 28.81 ·0.09 0.00 5.52 28.16 -0.08 0.00 5.17 27.51 0.66 0.73 5.00 27.14 0.40 0.47 4.68 26.82 0.06 0.13 4.54 26.49 0.53 0.61 4.25 26.15 3.07 3.21 3.12 24.76 5.15 5.29 2.72 23.90 5.00 5.14 2.58 23.69 7.82 8.03 1.66 22.75 8.58 8.84 3.77 22.64 8.55 8.89 3.36 22.08 7.49 7.83 2.92 21.56 6.48 6.48 2.08 21.08 9.94 10.28 1.52 19.99 10.01 10.51 1.55 19.74 10.83 10.85 2.22 19.72 10.75 10.87 2.20 19.70 10.50 10.68 2.40 19.49 D-5 C C 0 0 <IJ ., ., "' E ~ "' ~ ~ ~ ::, ::,-o-::,_ 0~ .., ~ 0 ·= Oc -0 ::, cu·->::, 0 u oo E oo E )( ..!:!. o-C -~ -"' ii: 'i:i "' ~ 0 .c u 0 ~ ii: ::, V) 74.88 5153 159 372 71.76 7276 228 383 67.21 60171 303 390 65.01 0 0 391 60.83 0 0 382 58.99 0 0 381 55.27 0 0 373 40.62 0 0 339 35.39 0 0 329 33.54 0 0 324 21.64 0 0 0 49.03 0 0 374 43.73 0 0 370 38.01 0 0 358 27.00 0 0 57 19.77 0 0 0 20.18 0 0 0 28.92 0 0 0 28.67 0 0 0 31.20 0 0 0 "' <IJ ~ <[ .,_ :;l~ 't: c- ::,~ V) )( "' ~ 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 <IJ E <IJ ::, E 0 ::, >-o-3: ~ >~ 0 ::, 3: ::, 0:: ..!:!. 0 ..!:!. C 'E -~ ::, <IJ ~ 0 :::, 237816 5153 0 7276 125094 60171 0 0 0 -0 0 0 62554 0 0 0 0 0 58148 0 0 0 81550 0 0 0 0 0 0 0 0 0 73927 0 0 0 162691 0 0 726878 218-1779-036 (01/07) February 2011 Lake Avenue Storm Drainage XPSWMM Model Results Appendix D Model Versio!I 2a-2: Project Area 24" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 100-year event) -Conduit Results -- 0 . ?: -"' ~ -.; "' ~ C. i:, ~ "'-0 .,_ E~ 0 ¢'. ::!': .. >< -.. "' 0 C. ::!': a: Linkl 2 5.76 Link2 2 5.52 Link3 2 5.17 Link4 2 5.00 Links 2 4.68 Link6 2 4.54 Link7 2 4.25 Link8 2 3.12 Link9 2 2.72 LinklO 2 2.58 Linkll 2 3.77 Link12 2 3.77 Link13 2 3.36 Link13A 2 2.56 Link14 2 2.08 Link15 2 1.55 Link16 8 2.23 Link16A 2 2.23 Link17 2 2.40 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) ·;::; 0 -.; -> cl. C: :;:. 00 ·;;; "' 0 1.93 1.52 1.61 0.11 1.66 0.85 1.28 2.16 1.70 0.59 12.58 2.41 1.82 3.99 3.30 5.24 9.79 0.14 4.44 ?: ?: ·;::; ·;::; ..Q "u;' o_ a:; cl "' C. > :;:. > :;:. C: >< ~ .. ::!': 0.00 2.43 0.00 2.24 0.00 2.52 0.00 2.53 0.00 2.53 -0.20 2.53 0.00 3.01 0.00 3.01 -0.04 3.00 0.00 3.73 0.00 6.77 0.00 4.64 0.00 4.65 -1.11 4.65 0.00 4.82 0.00 7.54 0.00 1.98 -0.51 3.81 0.00 5.32 ;: 0 ..... ;: u: ;: ;: 0 .2 -= -0 u: " ~ ~ -e u: C: '"-'t; C: -.. -~ ·~ bO ::!': ·;;; ::!': ~ "' 0 6.06 7.72 1.27 4.78 7.11 1.49 5.07 8.01 1.59 0.33 8.01 24.18 5.22 8.01 1.54 2.66 8.01 3.01 4.01 9.50 2.37 6.79 · 9.50 1.40 5.35 9.50 1.78 1.86 11.55 6.22 39.52 11.56 0.29 7.57 14.67 1.94 5.73 14.67 2.56 12.54 14.67 1.17 10.37 14.69 1.42 16.45 14.77 0.90 783.54 18.32 0.02 0.88 19.01 21.68 28.86 25.23 0.88 D-6 > "' "' iij Q. 0 ~ vi "'-1,; ¢'. ~ ;;= -"5 -0 C: >< .. 0 ::!': u 28.16 0.33 27.51 0.21 27.14 0.23 26.82 0.00 26.49 0.25 26.15 0.06 24.76 0.15 23.90 0.42 23.69 0.26 22.75 0.03 22.64 3.54 22.08 0.13 21.56 0.07 21.08 -0.36 19.99 0.24 19.74 0.61 19.73 0.29 19.71 0.00 19.49 1.08 ~ "' ~ 0"' ...._ E -0 .. )( =a ....... ::!':£ C. "' -0 2.88 2.76 2.59 2.50 2.34 2.27 2.13 1.56 1.36 1.29 1.89 1.89 1.68 1.28 1.04 0.78 0.28 0.92 0.99 218-1779-036 (01107) February 2011 -------------------- --' --· .. -· .. --~ .... --... ----Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version 2b-1: Project Area 36" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 25-year event) -Hydraulic Profile ti]'~,:.;;i'200S1-SP1-IOynamoc~v~e32.....,'<~ .·_.::C'~--..-.::.~,~-=-~-~---··-· -= --~-FR v,ew Window ~tt--,., ... ,. ---t.,•· ---~--e:.::;1.~-~-~~-':'..qd' .. :t.Wff..>..~.;_,;t,..-;...,;'.~-:~:.:.~~I .... L;...iL~l!-_i 41 ( II ) I> a l!) "'.'..• ~ --. f· ':;,,: ~ •!• O fiifilf;;;;lol V f~f~l_-CI(,";_~ ~]) »o ;::,,:, 1.-n,r.1 t'•y p; T.-.• 1:? ~•.';l; St0,p ~:: ·9':11 »•.~ !·:? ~!!, ~?! nu.~ tl!!~ ,!~2 1,:-110 no:, ,1 ~:~: :1:1 'f .,.. !I ~I . ·1 .. /1.'.'. ·.· . ,I,., :1 ''I~ :I·, :, I I . i . :1 i ii _........I.: ii •I ! ! ;J ,j !, ,,..,....-: i 'j !I I . ·: ,I ,...._ ' ---ii ' i ' ' . 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L"'' 1;!A.;:lA.L.,~1'1l!A..,..klfl;.t. lr~1:~U1107A.L.-kl¥V.C~A,.kl!A !)!Ji :...ac ~<l'l :•~:i: ••-~r!1 17:,c ·•ii ,~c·••n ,9,c 1•n•~ D :_:,:, C :::::,: C l:·: C J:>J C 3CO l ... «!4 C. •• J7 C J;.:, ICCA 9!.A. ,.n • 2• Lr.He Q: 1141 D: IDO ""'"' t.:i %.~ _,:! oo--••! ~---++~-~-++7! ~+411.c,, .... :a ,~•-1~s :,:,_,..._,., ,:--4 ;.:, ~ ....... !: !~-,,! ~!--•:: ~:--·=-· ,,, __ :•1 .,--•~ e,_2:l.!!t:JJ City of Renton 218-1779-036 (01107) February 2011 Lake Avenue South Storm System Project (SWP-27-3529) D-7 - Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version Zb-1: Project Area 36" / SPU Crossing 24" / Lake Ave 24" (Existing Conditions, 25-year event) -Node Results - C 0 ., 3: ., C E "' 0 0 > ., "' -=-~-"' z c.r > -.; ::, w .r QJ .r QJ ,:, -u;-,:, ,:, ~ C 0 0 --' z z ::, l!J 0 w ~ l!J 150A 247915 28.81 28.81 145A 0 28.16 28.25 140A 99434 27.51 27.59 138A 0 27.87 27.17 137A 0 27.29 26.80 136A 0 26.62 26.43 135A 47734 26.76 26.04 130A 0 27.97 24.66 125A 0 29.19 23.78 120A 61205 28.83 23.57 115A 0 30.78 22.12 110A 59321 31.48 21.85 PMX107A 0 30.97 20.81 PMX106A 0 29.39 20.71 105A 0 27.56 20.42 100A 0 30.27 19.95 95A 78186 30.25 19.92 808 0 30.57 19.45 BOA 169183 30.57 19.54 79A 0 30.17 19.42 City of Renton Lake Avenue South Storm System Project (SWP-27-3529) ,:, C C ::, .c 0 0 -., ~ a. 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C: )( ·;;; "' .. ::;; ::;; 0 1.93 0.00 2.43 1.52 0.00 2.24 1.61 0.00 2.63 0.11 0.00 2.63 1.66 0.00 2.64 0.85 -0.36 2.64 1.28 0.00 2.99 2.16 0.00 3.00 1.70 -0.74 2.95 0.59 0.00 3.74 12.58 0.00 8.64 3.16 0.00 3.04 2.39 0.00 2.98 5.23 -0.86 3.12 4.33 0.00 4.49 6.86 0.00 6.71 9.79 0.00 1.97 0.14 -1.45 3.72 4.44 0.00 5.17 3: 0 ~~ u:: 3: .Q -"S II) 0 u:: ~ 't ~ 't; U:: C C: -m-~ -~ OI) ::;; ::;; .. ·;;; 0 .. 0 6.06 7.72 1.27 4.78 ·7.11 1.49 5.07 8.34 1.65 0.33 8.35 25.14 5.22 8.35 1.60 2.66 8.35 3.14 4.01 9.47 2.36 6.79 9.46 1.39 5.35 9.46 1.77 1.86 11.53 6.21 39.52 11.53 0.29 22.32 14.39 0.65 16.89 14.39 0.85 36.98 14.39 0.39 30.58 14.39 0.47 48.49 14.46 0.30 783.54 17.62 0.02 0.88 18.08 20.61 28.86 23.81 0.83 D-9 > .. .. w C. 0 ~ in .e -"' .::: -;;= -·5 -0 )( C "' 0 ::;; u 28.16 0.33 27.51 0.21 27.09 0.23 26.72 0.00 26.34 0.25 25.95 0.06 24.52 0.15 23.64 0.42 23.44 0.26 21.90 0.03 20.77 3.54 20.66 0.13 20.55 0.07 20.42 -0.36 19.65 0.24 19.45 0.61 19.43 0.29 19.41 0.00 19.21 1.08 ~ .. -0 .. ..._ E -0 "' )( =a "' --::;; -5 C. .. -0 2.88 2.76 2.59 2.47 2.29 2.20 2.03 1.44 1.23 1.16 0.95 0.65 0.65 0.59 0.47 0.42 0.24 0.80 0.88 218-1779-036 (01/07) February 2011 - Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version 3-1: Project Area 36" / SPU Crossing 24" / Lake Ave 36" (Future Conditions, 25-year event) -Hydraulic Profile [jJ ~ "iooi Sf'3 -(Oynernoc Soection v-1 -. 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E .. z .. -0 0 z 150A 145A 140A 138A 137A 136A 135A 130A 125A 120A 115A 110A PMX107A PMX106A 105A 100A 95A BOB BOA 79A City of Renton ~ ~~ -::, .. u -0 -0 z 260693 0 97662 0 0 0 48042 0 0 63992 0 93817 0 0 0 0 78701 0 186202 0 C 0 ., ~ 2-w~ -0 - C ::, e l!l 28.81 28.16 27.51 27.87 27.29 26.62 26.76 27.97 29.19 28.83 30.78 31.48 30.97 29.39 27.56 30.27 30.25 30.57 30.57 30.17 C 0 ., .. > -.. ~ m- --' l!l w 25.04 24.95 24.80 24.69 24.54 24.41 24.25 23.72 23.34 23.23 22.60 22.37 21.20 21.08 20.70 20.23 20.22 19.61 19.76 19.53 Lake Avenue South Storm System Project (SWP-27-3529) -0 C: ::, e l!l 0 --.. .t:: > -., .. cu 0::: --' l!l w 3.77 3.22 2.71 3.19 2.75 2.21 2.51 4.25 5.85 5.60 8.18 9.11 9.77 8.31 6.86 10.04 10.04 10.96 10.82 10.64 ~ .. o-.D ~ .. -l':' u. 3.77 3.26 2.74 3.25 2.81 2.29 2.58 4.35 5.99 5.74 8.60 10.33 9.96 8.52 6.86 10.43 10.66 11.00 11.03 10.96 .c -a. .. 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'" "O 0.75 0.81 0.83 0.83 0.79 0.79 0.76 0.67 0.67 0.66 1.14 0.76 0.76 0.69 0.57 0.47 0.26 0.86 0.88 218-1779-036 (01/07) February 201 I --------- -· -1!11111 -----· ----------Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version 3-2: Project Area 36" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 25-year event) -Hydraulic Profile tlli'""~ 2009 SPJ -IU)'"PnlC: ..co.uon v,ewJ ·e, File View Window .. ·--....._ ____ ._. __ . __ ... . ,~-------__ .,.__,._.. __ . ---------.. -.. · . ·-~~-. .:.;...;._ ~ ·~J~*t!'J·~ I_ r,,...! xl ........... ('•. 41(11>~ a Th ~ ~ .. :.. 0 · l@.1 . GD V (~@}(~~!~~-] : --------------....... , ·'-'--------------------------------'-------C "'' =~ ~ ~-y t=: T-•; t• ;.; S••P 1;:• IY.I !!"! :::.1 7~!· >!!S ,•ur ,,]!• '!~;: 11171) 11(111 ii: .. ... iii /;----....;_:"--. /I 1! iii / ! ! ,". ., :: j ' i ! " i :: '1''1 ./1 1 · I ! i : :; ~,~ ••. ./ ' ' I I ,,, •. 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Zttll 2.0& City of Renton 218-/779-036 (01107) February 20/ I Lake Avenue South Storm System Project (SWP-27-3529) D-13 - Lake Avenue Storm Drainage XPSWMM Model Results Model Version 3-2: Project Area 36" / SPU Crossing 24" / Lake Ave 30" {Future Conditions, 25-year event) -Node Results .. E "' z .. 1l z 150A 145A 140A 138A 137A 136A 135A 130A 125A 120A 115A 110A PMX107A PMX106A 105A 100A 95A SOB BOA 79A City of Renton 3: 0 0:: -!: .i, .. :, "O .!!. ~ 260693 0 97662 0 0 0 48042 0 0 63992 0 93817 0 0 0 0 78701 0 186202 0 C: 0 ., "' > ~-w ¢' "O - C: :, e I!] 28.81 28.16 27.51 27.87 27.29 26.62 26.76 27.97 29.19 28.83 30.78 31.48 30.97 29.39 27.56 30.27 30.25 30.57 30.57 30.17 C: a ., "' > -.. .i, w- -' I!] w 27.28 27.07 26.76 26.43 26.08 25.73 25.37 24.33 23.66 23.52 22.71 22.38 21.21 21.09 20.71 20.23 20.22 19.61 19.76 19.53 Lake Avenue South Storm System Project (SWP-27-3529) "O C: 5 ~ I!] B_ .. .i, > -·p "' ai "" -' I!] w 1.53 1.09 0.75 1.44 1.21 0.89 1.39 3.64 5.53 5.31 8.07 9.10 9.76 8.31 6.85 10.04 10.03 10.96 10.81 10.64 "E "' a -.D ¢' .. -.. ~ u. 1.53 1.14 0.80 1.55 1.31 1.00 1.50 3.78 5.67 5.46 8.59 10.32 9.95 8.52 6.85 10.42 10.65 10.99 11.03 10.96 ,:: C. .. Cl ~-J!l ¢' .. - ?; X "' ::;; 4.23 4.38 4.37 4.18 3.84 3.67 3.36 2.55 2.34 2.26 1.11 2.32 2.30 2.23 1.71 1.38 1.41 2.18 2.14 2.12 C: 0 1 w ~ :E ~- ~ X "' ::;; 27.28 27.02 26.71 26.32 25.98 25.62 25.26 24.19 23.52 23.37 22.19 21.16 21.02 20.87 20.71 19.85 19.60 19.58 19.54 19.21 D-/4 .. E "3 :E > :, X U .. -::;; 55.11 57.04 56.94 54.40 49.92 47.78 43.75 33.12 30.43 29.39 14.41 30.15 29.86 29.03 22.18 17.91 18.30 28.31 27.79 27.56 ~ a--' ¢' "O :, O u o-r.: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C: 0 ., ~ :, -Cl C: .,,"1! C: -,5 0 0 u:: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C: a ~ :, -Cl C: ., .E t"'- "' ,:: u ~ :, VI 89 106 113 112 97 94 78 7 0 0 0 0 0 0 0 0 0 0 0 0 "' ~ .. -~ .i, 't: c-:, ~ VI - X "' ::;; 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 .. E :, 0 >-3: ¢' 0 :, ~~ ~ .. ~ ::::, 260649 0 97658 0 0 0 48041 0 0 63979 0 93799 0 0 0 0 78686 0 186169 0 Appendix D .. E .2 g~ 3: :, a u ~- :, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 827663 218-1779-036 (01107) February 2011 ~--------~--------- ' . ------~------------Lake Avenue Storm Drainage XPSWMM Model Results Model Version 3-2:_Project Area 36" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 25-year event) -Conduit Results 0 -.; "O 0 :i: "' C. a: Linkl Link2 Link3 Link4 Links Link6 Link7 Links Link9 LinklO Linkll Link12 Link13 Link13A Link14 LinklS Link16 Link16A Link17 City of Renton ~ 2 .,_ ~ :f. ci 3 3 3 3 3 3 3 3 3 3 2 3 3 3 3 3 8 2 2 .r: -C. ~:E" " -"' :i: 4.39 4.39 4.38 4.19 3.84 3.68 3.37 2.55 2.34" 2.26 2.29 2.30 2.30 2.07 1.71 1.41 2.08 2.08 2.12 Lake Avenue South Storm System Project (SWP-27-3529) i!" -g Qi ';;" > C. C: :!::. "" ·;;; QJ 0 2.24 1.76 1.87 0.12 1.93 0.98 1.48 2.51 1.98 0.69 12.58 3.16 2.39 5.23 4.33 6.86 9.79 0.14 4.44 i!" ·.::; o--~ "' C. > :!::. C: ~ 0.00 0.00 0.00 0.00 0.00 --0.34 0.00 0.00 -0.63 0.00 0.00 0.00 0.00 -0.69 0.00 0.00 0.00 -1.24 0.00 i!" ·.::; o_ w~ > :!::. " "' :i: 1.84 1.79 2.63 2.63 2.63 2.63 3.04 3.04 3.15 3.82 8.88 3.51 3.51 3.69 5.02 7.30 2.01 4.19 5.62 3: 0 ;:;: "'3 VI u.. 't3 C: -.!!!' ~ QJ 0 10.99 8.66 9.18 0.60 9.46 4.82 7.28 12.31 9.70 3.37 39.52 22.32 16.89 36.98 30.58 48.49 783.54 0.88 28.86 D-15 3: .2 -~ 'e .. -::;; 8.82 8.82 12.97 12.96 12.96 12.96 14.99 14.99 14.98 17.14 17.14 20.29 20.29 20.29 20.30 20.38 23.47 23.89 30.14 ...... 3: 3: .2 0 u.. ;:;: C: " "" "' 'in :i: QJ 0 0.80 1.02 1.41 21.54 1.37 2.69 2.06 1.22 1.55 5.09 0.43 0.91 1.20 0.55 0.66 0.42 0.03 27.19 1.05 ~ w ~ ~:E' == - " "' :i: 27.03 26.72 26.33 25.98 25.63 25.27 24.19 23.52 23.37 22.49 21.16 21.02 20.87 20.71 19.85 19.60 19.58 19.54 19.21 "' C. 0 ;,; -·5 "O C: 8 0.33 0.21 0.23 0.00 0.25 0.06 0.15 0.42 0.26 0.03 3.54 0.13 0.07 -0.36 0.24 0.61 0.29 0.00 1.08 ~ 2 0 QJ ...._ E "O "' " 'ti "' ...... :i: £ C. QJ "O 1.76 1.76 1.75 1.67 1.54 1.47 1.35 1.02 0.94 0.90 1.15 0.77 0.77 0.69 0.57 0.47 0.26 0.86 0.88 AppendixD 218-1779-036 (01/07) February 2011 - Lake Avenue Storm Drainage XPSWMM Model Results AppendixD Model Version 3-4: Project Area 36" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 100-year event) -Hydraulic Profile Gil· ... ~.:..;;,,-20[)g~3_m;....,.....c;.....;...,v-1·_-S/.4 ___ _ --·--------------'J:<'Jee-~".. :-'""· ":..~.=-.:_~~~ u ·-,,.,_--;,;;,..,, . .,. ·:.--.'-_,. '.HeleJ.;F:ffl] E;) File v-Window : L-1,-;Jl.•J 41(11>• • --· ~ . ~ 'l::' •!• ., t~L .. J~J V l~l~lI _Cl~~~--_i; "' ::., ... .... _ C•y (:! T-i; :, :>: !,.., ::1 1~1 ll'O ,12) •~! • Y-!7 ""' •H~• •!~l 17170 1,07.1 ----""'.--:-:~ ··111 ' ,/ --"-/:;. ' : ./ ' ; "' I I, ii ,_/:: • !~ ::: I ,,,-----, ; : . . : : :~'7B'· . _. . ' -------: i :. . " .. -=----::-.-..._ . : [> ;. I : '(· .. ,.:. . ··1 1=l-rJ~~::-1D · . -t - p--.... l!elA. L,..•• ••!A i.,•_: lC::.O,, ,..,..,3 "!!.At..-u•]:AL-•!,!!,1,Loa<"!'l!A ~-,: 1!~ L-•~ 1:!A::lAL_,,•,!A...-~•1,:.,,. ~.-,,;.._,n~: ... .__,...._.,~-•JA l)! ... ~" C t•I !U C:: t•I !'C •••~D ••,~4 •••11:,e 1•·E!!: C:: '!!~ :;t,::: '!!• ;4t;lC 11a:-:, :•l C:: ::::1: :•!C:: :;1] :l!C ;:1,1!; L-U ·--1 C.J '7t ~ .. 0 2, I-] D 000 -~t,o,. ""'"' C 4!.J O :!O I) 0!-; C ::;:, C <!'!l O :?. 0 :~: C Z!-~ C l!V C !:).' C ]~ C ~00 C ;: :;. D ,~ -•:J ,_, __ ,.! :r,-... ~ :>:-+•"!,:,:••"'":-,++a:-:+-··!:-:--··:':-, __ ,.,:"+ .. !:!'•-··! !!--+_,:7 !7---•=• "--=·: .,_ •~t1--n.~o,, City of Renton 2/8-1779-036 (0//07) February 2011 Lake Avenue South Storm System Project (SWP-27-3529) -------- D-16 -llal -------- -~-----------------Lake Avenue Storm Drainage XPSWMM Model Results Model Version 3-4: Project Area 36" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 100-year event) -Node Results "' E "' z "' ] z 150A 145A 140A 138A 137A 136A 135A 130A 125A 120A 115A 110A PMX107A PMX106A 105A 100A 95A SOB 80A 79A City of Renton .i 4? -::, ~~ 0 z 248444 0 123669 0 0 0 62799 0 0 60435 0 88598 0 0 0 0 74378 0 176811 0 C: 0 ,., j_ w 4= "O - C: ::, e C, 28.81 28.16 27.51 27.87 27.29 26.62 26.76 27.97 29.19 28.83 30.78 31.48 30.97 29.39 27.56 30.27 30.25 30.57 30.57 30.17 C: 0 ,., "' > -"' 4= ;;:;- -' C, w 28.16 27.92 27.56 27.16 26.75 26.33 25.90 24.62 23.83 23.64 22.56 22.55 21.35 21.23 20.82 20.48 20.46 20.00 20.15 19.80 Lake Avenue South Storm System Project (SWP-27-3529) "O C: ::, e C, 0 --"' 4= > -,., "' oi a: -' C, w 0.65 0.25 -0.05 0.71 0.54 0.29 0.86 3.35 5.36 5.19 8.22 8.93 9.62 8.17 6.74 9.79 9.79 10.57 10.42 10.37 "O ~ "' o- ..0 4= w- ~ ~ 0.65 0.30 0.01 0.84 0.67 0.42 0.99 3.52 5.52 5.37 8.49 10.18 9.82 8.39 6.74 10.17 10.27 10.60 10.65 10.68 .c 'o. "' 0 l;;-~ :!:. :i: X "' ::;;: 5.11 5.22 5.16 4.90 4.48 4.25 3.87 2.81 2.49 2.36 1.21 2.43 2.43 2.36 1.82 1.63 1.79 2.47 2.42 2.40 C: ] ~ w ~ :E' --"' :i: ;;j ::;;: 28.16 27.86 27.50 27.04 26.62 26.20 25.77 24.45 23.67 23.47 22.29 21.30 21.15 21.00 20.82 20.10 19.98 19.97 19.92 19.49 D-17 "' E ~ 4? >::, X U i- 66.41 67.84 67.14 63.63 58.29 55.27 50.35 36.51 32.34 30.62 15.68 31.63 31.60 30.65 23.71 21.15 23.29 32.14 31.52 31.20 ~ ~ o--' 4= "O ::, O u 0 -;:;: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ] ~ ::,_ C .E ODE C: -'o 0 .!2 ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C: 0 ~ ::,_ 0 C: mi ·e ~ -"' "E ::, V) 244 258 268 267 252 250 237 64 0 0 0 0 0 0 0 0 0 0 2 0 "' ~ .,: "'-u 4= ~ C" ::, ~ V) - X "' ::;;: 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 "' E ::, 0 >-3: 4= 0 ::, 0:: u .!:- ~ "' ::3 248456 0 123679 0 0 0 62804 0 0 60438 0 88602 0 0 0 0 74381 0 176819 0 AppendixD "' § ~:E" 3: ::, 'E ~ ::, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 832681 218-1779-036 (01/07) February 2011 Lake Avenue Storm Drainage XPSWMM Model Results Model Version 3-4: Project Area 36" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 100-year event) -Conduit Results 0 iii -g ::i' Cl> a. C: Linkl Link2 Link3 Link4 Links Link6 Link7 Links Link9 LinklO Link11 Link12 Link13 Link13A Link14 LinklS Link16 Link16A Link17 City of Renton ~ 2J .,_ E~ .!:2 .......... 0 3 3 3 3 3 3 3 3 3 3 2 3 3 3 3 3 8 2 2 .c 1i " -0~ x- "' ::i' 5.22 5.22 5.17 4.90 4.48 4.25 3.87 2.81 2.49 2.36 2.43 2.43 2.43 2.18 1.82 1.79 2.47 2.47 2.43 Lake Avenue South Storm System Project (SWP-27-3529) i!" ·.:; 0 cu vi' > a. C :=_ .. ·:n 0 2.24 1.76 1.87 0.12 1.93 0.98 1.48 2.51 1.98 0.69 12.58 3.16 2.39 5.23 4.33 6.86 9.79 0.14 4.44 i!" ·.:; 0- cii a > :=. C ~ 0.00 0.00 0.00 0.00 0.00 -0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.91 0.00 0.00 0.00 -0.35 0.00 i!" ·.:; o_ a, ~ > :=. X "' ::i' 1.92 1.92 2.87 2.87 2.87 2.88 3.35 3.24 3.38 4.15 8.98 3.63 3.64 3.85 5.18 7.50 2.03 4.48 5.92 ~ ii: "3 vi' u. 't; C -"" .ID 0 10.99 8.66 9.18 0.60 9.46 4.82 7.28 12.31 9.70 3.37 39.52 22.32 16.89 36.98 30.58 48.49 783.54 0.88 28.86 D-18 ]_ u. ~ X U "' -::i' 9.49 9.48 14.19 14.18 14.18 14.18 16.56 16.55 16.55 18.85 18.85 22.23 22.23 22.25 22.29 22.49 26.39 27.33 34.05 ...... ~ ~ 0 0 ii: ii: C ~ ·! ::i' Cl> 0 0.86 1.09 1.55 23.56 1.50 2.94 2.28 1.34 1.71 5.60 0.48 1.00 1.32 0.60 0.73 0.46 0.03 31.11 1.18 ~ w ~ " --~ ~- x "' ::i' 27.86 27.51 27.04 26.62 26.20 25.77 24.45 23.67 23.47 22.29 21.30 21.15 21.00 20.82 20.10 19.98 19.97 19.93 19.49 Cl> a. 0 v\ -·;; "O C 8 0.33 0.21 0.23 0.00 0.25 0.06 0.15 0.42 0.26 0.03 3.54 0.13 0.07 -0.36 0.24 0.61 0.29 0.00 1.08 ~ Cl> -0 Cl> -.... E "O "' X !ti "' ...... ::i' ii a. Cl> "O 2.09 2.09 2.07 1.96 1.79 1.70 1.55 1.12 1.00 0.94 1.22 0.81 0.81 0.73 0.61 0.60 0.31 1.02 1.00 Appendix D 2/8-1779-036 (01107) February 2011 ------------------- ----------II!!!! -------lake Avenue Storm Drainage XPSWMM Model Results . AppendixD Model Version 3-3: Project Area 30" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 25-year event)-Hydraulic Profile ~~Fi:~~~::_~-~~V~J~;;_}!.,-,t~}~-~ --~~~-;:="~ .. ~---~-_1,:.:£.:m,: .. ~--2 -------~~~=~-~~~'\::·~~~~·~=~~~-~~~ ,o < 11 > ~ a ~ ~:.o · · c -· · ~ ~ .:.. o (1_ru1--taJ v ~~-:~~o .. c~-1' ---~~,"' .. -;-:,_:;--'-~---------------------------- '" ~, C•y ,,: T,....., 1: ,,.,;SIM>~-~ It, I Hl e ,~, ! 7~! • Y.l t l!U ~ ,n, • ,::-o l ,111:) '~'-• .. ail .. , ······· ···· ii I ,, :IJ I /,r--i"'--... A-: ,II 'i! I / ' i .. """ '1 , ·, 1 I !i I~ ··i 1 1 1 :j ' ' : ' ·, i ' ~ ' ' ' ' ,, ' " < ' ' ' ,, ,, ,. ·,-,...,,,, ' . _,.-' ' ' I . ., ' • ' •. ,.,,,, ' ----- ' ' . ' : : 1··' \ ... ;c CC· l\aj: i ' ' ' 'I ".: . ,-.-.. ,:'-,1 ~~j I I ---' I I 1, • • ~' • ,. 1 ' ' ---,______ --------' ' . ' ... ---. ,,, ' ' -: -·-' -•-: -__ ' --' -; ' ' : ' ! ;,f ·. _·., .'_,:;,_:_::;£1:: : Ff -~-1~-' I : • • •• • ,111 ! ,1 -i--___ _JJ_ ··,}\.-::r·~-1-, ~-~_,_-:.:.:_~-~_~,--·.:1=_-.. . -·:·Ju ----..J ~--' ---- l!-lolo ,.__, .. ~ ... •~ C. 111 •JS C : !•: l .. i..: C:. , ,, D. l !' ":l,11 l,..•! :w~~-•:!':',>. ~~·~ :~.o. v·•! 1!!A 4.!C. •2 ~.13 :2 $-4 ilC 1: H!.,a. :: !,<C! l• C :!.) C ;!~ C :D D :!-) ~,,.' ,:: ,.~ i; ; :: ,,: ... ~··• 1:!A:,~..--::·:~·,:1:, L.·•::~v,.1:;.i.v..-1YU<1~.A ... 11' lC!.& ::::: :•!! ;i•;;:: ir:,J:J! ;:~:-::: :);:: ..:.,~c-::11:!!C :,,~1t1 c.:!: ::!~ :::!: c:!~ c:~ Ll"k:4 c·:, •1 C ; :, tro.& 9!.A • ·~ •.+3 U'J-!!f C: ll.11 c, l.00 -•:!.=-:i--••: ~,--~·"-+•~!.Y.1+4n.<r.+4~1 ::-:+-··,.~--·,: :,~--•1~:>:+ ... :: :~~-··!.!!--·:r :r--1,1 ~ ::·.•:-•:~r-:.-1,G, ~ ""' ,~ =, :.ce City of Renton 218-1779-036 (01/07) February 2011 lake Avenue South Storm System Project (SWP-27-3529) D-19 - Lake Avenue Storm Drainage XPSWMM Model Results Model Version 3-3: Project Area 30" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 25-year event)-Node Results QI E "' z QI -0 0 z 150A 145A 140A 138A 137A 136A 135A BOA 125A 120A 115A 110A PMX107A PMX106A 105A 100A 95A SOB BOA 79A City of Renton ~ ~~ -:, QJ u -0 -0 z 260693 0 97662 0 0 0 48042 0 0 63992 0 93817 0 0 0 0 78701 0 186202 0 C: 0 ., "' > .9! -w 4" -0 -C: :, e l!) 28.81 28.16 27.51 27.87 27.29 26.62 26.76 27.97 29.19 28.83 30.78 31.48 30.97 29.39 27.56 30.27 30.25 30.57 30.57 30.17 C: 0 ., "' > -QJ 4" ;;:;- --' l!) w 27.13 26.91 26.60 26.27 25.92 25.57 25.21 24.19 23.59 23.45 22.44 22.38 21.21 21.09 20.71 20.24 20.22 19.62 19.76 19.53 Lake Avenue South Storm System Project (SWP-27-3529) -0 C: :, e l!) ~ 4? > -., "' ai a: --' l!) w 1.68 1.25 0.91 1.60 1.37 1.05 1.55 3.78 5.60 5.38 8.34 9.10 9.76 8.31 6.85 10.04 10.03 10.95 10.81 10.64 "E "' o- .0 4" QI -QI ~ u. 1.68 1.30 0.95 1.71 1.47 1.16 1.66 3.93 5.75 5.55 8.59 10.32 9.95 8.52 6.85 10.42 10.65 10.99 11.03 10.96 .t: a. QJ 0 ~-QI 4" ~- x "' ::;: 4.08 4.22 4.22 4.02 3.68 3.51 3.20 2.40 2.26 2.18 1.10 2.29 2.30 2.23 1.71 1.38 1.41 2.08 2.04 2.12 C: .2 ~ ~ w t :E' ~- x "' ::;: 27.13 26.86 26.56 26.16 25.82 25.46 25.10 24.04 23.44 23.29 22.19 21.16 21.02 20.87 20.71 19.85 19.60 19.58 19.54 19.21 D-20 QJ E :, -"i5 4" > :, x~ "' ::;: 53.05 54.98 54.86 52.32 47.83 45.69 41.66 31.24 29.38 28.28 14.34 29.76 29.86 29.03 22.18 17.93 18.32 27.03 26.51 27.56 ~ ~ 0 ---' 4" -0 :, 0 u a-u: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C: 0 ., E :, -0£ oo E C: -'c 0 0 u: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C: 0 ., E :, -0 C: QI .E e.o -"' .t: u ~ :, V> 87 104 111 110 94 91 74 0 0 0 0 0 0 0 0 0 0 0 0 0 "' ~ <( fl~ "' 'I: C' :, ~ V> X "' ::;: 13 13 13 13 13 13 13 13 13 13 13 13 . 13 13 13 13 13 13 13 13 QJ E :, "i5 >- ii 4" 0 :, 0:: u .!: - ~ QJ ~ :::, 260649 0 97658 0 0 0 48041 0 0 63979 0 93799 0 0 0 0 78686 0 186169 0 Appendix D QI E :, g:E' ii :, 0 u 'E - :, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 827724 218-1779-036 (01/07) February 20/J ------------------- ---------------~---Lake Avenue Storm Drainage XPSWMM Model Results Model Version 3-3: Project Area 30" / SPU Crossing 24" / Lake Ave 30" (Future Conditions, 25-year event) -Conduit Resufts 0 -.; 1l ::E .. C. 0:: Linkl Link2 Link3 Link4 Links Link6 Link7 Link8 Link9 LinklO Linkll Link12 Link13 Link13A Link14 Link15 Link16 Link16A Link17 City of Renton ~ .'!l ., _ E ,t= .. - 0 3 3 3 3 3 3 3 3 3 3 2 3 3 3 3 3 8 2 2 .c 'a. .. -0 ,t'. x-.. ::E 4.23 4.23 4.22 4.03 3.68 3.51 3.21 2.40 2.26 2.18 2.29 2.30 2.30 2.07 1.71 1.41 2.08 2.08 2.12 Lake Avenue South Storm System Project (SWP-27-3529) ?: ·o 0 ai VI > .e- c -bD ·:n C 2.24 1.76 1.87 0.12 1.93 0.98 1.48 2.51 1.98 0.69 12.58 3.16 2.39 5.23 4.33 6.86 9.79 0.14 4.44 ?: ·o 0-~.e- C ~ 0.00 0.00 0.00 0.00 0.00 -0.34 0.00 0.00 -0.73 0.00 0.00 0.00 0.00 -0.69 0.00 0.00 0.00 1.33 0.00 ?: ·o ..Q vi .. C. > !!::. X .. ::E 1.84 1.79 2.63 2.63 2.63 2.63 3.05 3.10 3.22 4.00 8.88 3.51 3.50 3.70 5.03 7.30 2.01 4.19 5.62 3: 0 u: "S vi u. 'tl C -bD -;;; .. 0 10.99 8.66 9.18 0.60 9.46 4.82 7.28 12.31 9.70 3.37 39_.52 22.32 16.89 36.98 30.58 48.49 783.54 0.88 28.86 D-21 3: 0 u:: vi X 'tJ .. - ::E 8.82 8.82 12.98 12.97 12.96 12.96 14.99 14.98 14.98 17.14 17.13 20.29 20.29 20.29 20.30 20.38 23.47 23.89 30.14 --3: 3: 0 0 u: U: C )( -~ .. ~ ::E .. 0 0.80 1.02 1.41 21.55 1.37 2.69 2.06 1.22 1.55 5.09 0.43 0.91 1.20 0.55 0.66 0.42 0.03 27.19 1.05 i:; w ~ .. _ 1. ,t'. ~- x .. ::!?: 26.87 26.56 26.17 25.82 25.46 25.11 24.04 23.44 23.29 22.19 21.16 21.02 20.87 20.71 19.85 19.60 19.58 19.54 19.21 .. C. 0 ;;; ~ ·5 ""O C 8 0.33 0.21 0.23 0.00 0.25 0.06 0.15 0.42 0.26 0.03 3.54 0.13 0.07 -0.36 0.24 0.61 0.29 0.00 1.08 ~ .'!l 0 .. --E ""O .. X !c .. --::E £ C. .. ""O 1.69 i.69 1.69 · 1.61 1.47 1.41 1.28 0.96 0.90 0.87 1.15 0.77 0.77 0.69 0.57 0.47 0.26 0.86 0.88 Appendix D 218-1779-036 (01/07) February 201 I I I I I I I I I I I I I I I I I I I I ------~ ----~----·------ I I I I I I I I I I I I I I I I I I I ·,._\' ~ .. ~} ~I . f ,,, ,«~) • ~, .. } • 1 ·~ ,·, ' ~ •,,.·~I~ 1 • ~ -~· Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project King County, Washington Submitted to P.O. Box 460 Sumner, Washington Submitted by Historical Research Associates Jenny Dellert, M.A. Shari Marla Silverman, M.A. 1904 Third Avenue, Suite 240 Seattle, Washington July 12, 2010 City of R Ptanning o·enton IV/Sion APR~ 8 ,un ~-----···-···. ------------------·-··· -- I I I I I I I I I I I I I I I I I I I Executive Summary Historical Research Associates, Inc. (HRA) was contracted by Parametrix on behalf of the City of Renton (City) to conduct an archaeological resources assessment for the Lake Avenue South Storm System Project (Project). The proposed Project is located in Section 18, Township 23 North, and Range 5 East Willamette Meridian, in the City of Renton, Washington. The proposed Project will consist of replacing an existing storm system between South 2nd Street and the intersections of Rainier Avenue South and South 3rd Street. The proposed Project will have limited applicability to archaeological-related regulations. It will require a SEPA-level review, which this report meets. HRA conducted a reconnaissance survey of the Project area that included subsurface testing. The Project area is described as having a high to very high probability for prehistoric archaeological resources, based on the Department of Archaeology and Historic Preservation's (DAHP's) statewide predictive model. Several recorded archaeological sites are close to the Project area. There is extensive ground disturbance within the Project area, consisting of utility lines and vaults, a paved parking lot, parking lot islands, and retail businesses. Although no cultural resources were identified during fieldwork, background research indicates that there is a high probability of identifying archaeological resources in the Project area. The prehistoric Dexudidew, the Little Cedar River Fishing Site ( 45KI587), was identified 50 m (165 ft) east of the northern boundary of the proposed Project area, and is the closest known archaeological resource. Its boundaries are unknown. As a result, HRA recommends archaeological monitoring of any ground-disturbing construction activities. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. Table of Contents 1.0 Introduction ....................................................................................................................... I 2.0 3.0 1.1 Project Description ....................................................................................................................... I 1.2 Regulatory Context ....................................................................................................................... 3 1.3 Affected Tribes ............................................................................................................................. 3 2.1 2.2 Environmental Context .................................................................................................... 3 Topography and Geology ............................................................................................................. 3 Flora and Fauna ............................................................................................................................ 4 Cultural Context ............................................................................................................... 4 3.1 Prehistoric Background ................................................................................................................ 4 3.1.1 Paleo-lndian(-12,500B.C.to I0,500B.C.) ....................................................................... 5 3.1.2 Archaic (10,500 B.C. to 4,400 B.C.) .................................................................................. 5 3.1.3 Pacific (4,400 B.C. to A.O. !775) ....................................................................................... 5 3 .2 Ethnographic Background ............................................................................................................ 6 4.0 Archival Research .......... _.. .............................................................................................. 10 4.1 Archival Research Methods ........................................................................................................ I 0 4.2 Archival Research Results .......................................................................................................... 10 4.2.1 Cultural Resources Surveys .............................................................................................. 10 4.2.2 Archaeological Resources ................................................................................................. 15 4.2.3 Cemeteries ........................................................................................................................ 15 4.3 DAHP Predictive Model ........................................................................... : ................................. 15 4.4 Expectations for Hunter-fisher-gatherer, Ethnographic Period, Historic Indian, and Historic Euroamerican Archaeological Resources ............................................................................................. 16 5.0 Archaeological Fieldwork ...................................................... _ ............................. -......... 16 5.1 Field Strategy .............................................................................................................................. 16 5.2 Field Methods ............................................................................................................................. 17 5.3 Archaeological Assessment-National Register of Historic Places ............................................. 17 5.4 Archaeological Field Results .................................................................. : ................................... 18 5.4.1 Pedestrian Survey Field Results ........................................................................................ 18 5.4.2 Shovel Probe Results ........................................................................................................ 18 5.4.3 Geotechnical Borehole Log Examination ......................................................................... 18 6.0 Project Effects ................................................................................................................. 22 7.0 Conclusions and Recommendations .............................................................................. 22 7.1 Archaeological Resources .......................................................................................................... 22 7.2 Inadvertent Discovery of Archaeological Resources .................................................................. 23 7.3 Inadvertent Discovery of Human Remains ................................................................................. 23 8.0 References Cited .............................................................................................................. 24 Appendices Archaeological Monitoring Plan and Inadvertent Discovery Plan ........................ Appendix A Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. ii I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I List of Figures Figure I. Location of the Project area .......................................................................................................... 2 Figure 2. United States Surveyor General maps from the 1880s showing the approximate locations of ethnographic place-names (after Hilbert et al. 200 I, Waterman ca. 1920) and highlighting relevant historic-period features ........................... : ............................................................................................... 7 Figure 3. Pedestrian transects and shovel probes in the Project area ......................................................... 19 Figure 4. Overview of southern portion of Project area. SP I location in the foreground on the left. Mr. Butler excavating SP 2 in background on the right. ............................................................................. 20 Figure 5. Overview of northern portion of Project area, location of SP 3 on the right. ............................. 20 Figure 6. View of SP l, view facing south ................................................................................................ 21 Figure 7. View of SP 3, view from above .................................................................................................. 21 List of Tables Table 1. Duwamish Place Names within the Vicinity of the Project Area (adapted from Waterman ca. 1920 and Hilbert et al. 2001 :119-126) ............... , ................................................................................... 8 Table 2. Previous Cultural Resources Studies within I Mile (1.6 Kilometers) of the Project. .................. 11 Table 3. Previously Recorded Archaeological Sites within I Mile (1.6 Kilometers) of the Project. ......... 15 Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. iii I I I I I I I I I I I I I I I I I I I 1.0 Introduction Historical Research Associates, Inc. (HRA) was contracted by the City of Renton (City), via their consultant Parametrix, to conduct a cultural resources assessment for the Lake Avenue South Storm System Project (Project). The City proposes to replace an existing storm line in an existing easement that is the vacated right-of-way of Lake Avenue South. No above-ground facilities are expected to be constructed, and HRA's work scope did not include assessment of existing above-ground historic resources. This report describes the research and fieldwork methods and findings for the Project, which included a reconnaissance survey with subsurface testing. The following sections describe the environmental, prehistoric, ethnographic, and historical contexts of the Project area. The results of the background research are discussed, followed by a summary of the methods HRA used to conduct the fieldwork. The report concludes with the Project results and recommendations. 1. 1 Project Description The Project area is located in the central portion of the eastern half of Section 18, Township 23 North, and Range 5 East Willamette Meridian, in the City of Renton, Washington (Figure I). The City of Renton proposes to replace the existing storm system between South 2nd Street and the intersection of South 3rd Street and Rainier Avenue South with a new storm system at or near the existing system location. The Project area measures approximately 650 lineal feet (circa [ca.] 210 meters) within an existing easement that is the vacated right-of-way of Lake Avenue South. Alternative routes may be considered; however the impact area is not expected to exceed five meters (16 feet) from the centerline of the alternatives. The additional alternatives are not substantially longer than the preferred alternative, and include the area to be trenched and the area that could be impacted by construction activities. HRA's work scope is intended to address areas that could receive subsurface impacts from proposed construction activities. The Project area is bounded by South 2nd Street on the north, Shattuck Avenue South on the east, South 3rd Street on the south, and Rainier Avenue South on the west. The alignment of the new storm line is proposed to begin on the south side of South 2nd Street, across from Lake Avenue South (Figure I). The alignment will continue southwest through the Safeway and Walker Subaru parking lots until it reaches the northeastern corner of the Rainier Avenue South and South 3rd Street intersection. Most of the ground surface in the project area has been disturbed as the area has been developed by various property owners. The original ground surface was probably graded, and fill was placed in the old Black River Channel to bring it up to existing grade. Utility trenches for storm water, sewer, drinking water, power, and other utilities have been excavated in the project area. Three large water mains (66-, 60-, and 51-inch diameter) operated by the Seattle Public Utility were installed in large trenches in the northern 50 feet of the project area. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 1 I .~. r:11 .... J . ,--·-.., ._Sta ··: 0 0 0.4 0.25 0.8 0.5 Miles 1 Historical Research Associates, Inc., Missoula, MT Figure I. Location of the Project area. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 2 I I I I I I I I I I I I I I I I I I I I I I I I I- I I I I I I I I I I I I I 1.2 Regulatory Context As the applicable archaeological-related regulations for this Project are limited, consultation with the Washington State Department of Archaeology and Historic Preservation (DAHP) and affected Tribes was not included in HRA's work scope. Should consultation with these parties become necessary, HRA will assist the City and Parametrix via a negotiated contract addendum. The proposed Project will meet the requirements of the SEPA checklist, and the report is meant to comply with applicable Federal and State laws and regulations, particularly: 36 CFR 800.13 implementing Section 106 of the National Historic Preservation Act of 1966, as amended; Title 27, Revised Code of Washington, Chapter 27.44, Indian Graves and Records; and Chapter 27.53, Archaeological Sites and Resources. 1. 3 Affected Tribes Affected tribes in the Project vicinity include the non-federally recognized Duwamish Tribe, and the federally recognized Mlickleshoot and Suquamish Indian Tribes. 2.0 Environmental Context 2.1 Topography and Geology Throughout time, environmental variables, such as topography, geology, flora, and fauna, have influenced human land use patterns and adaptations. The information presented below is an overview ofresources in the vicinity of the Project area, and could have been available to prehistoric and ethnographic period groups residing in, seasonally frequenting, and traveling through the Project area. Human occupation of the Project vicinity could have occurred as early as 14,000 years ago, after the last (Fraser) Glaciation. Between 18,000 and 15,500 years ago, the Puget Lobe of the Cordilleran Ice Sheet advanced and retreated several times over the landscape of what is now Puget Sound (Pielou 1991; Porter and Swanson 1998). The topography of the Puget Sound region was scoured and carved by the glacial ice, forming north-south trending ridges and drainages, and a glacial outwash zone also influenced the landscape (Porter and Swanson 1998). The Project area is located within the Puget Lowland Physiographic Province, as described by Jerry Franklin and C.T. Dyrness (1988:6). This province is bordered by Canada to the north, the Cascade Mountains to the east, an extension of Oregon's Willamette Valley Province to the south, and the Olympia Peninsula on the west (Franklin and Dyrness 1988:6). The Project area is situated on the floodplain of the fonner Black River and the current Cedar River. For a more extensive overview of the environmental influences in the Project area and, in particular, the Black and Duwamish River drainages, please see (Lewarch 2006). Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 3 2.2 Flora and Fauna Between 12,000 and 7,000 years ago, major climate changes occurred in western Washington. The climate became warmer and drier, with less precipitation than today's averages (Whitlock 1992). The climate shifted again around 6,000 to 5,000 years ago to cooler and moister conditions. These changes altered the vegetation, from a mosaic-forest parkland to a closed canopy forest, similar to that seen in contemporary western Washington, and included western hemlock (Tsuga heterophylla), western redcedar (Thuja plicata), and Douglas-fir (Pseudotsuga menziesil) (Sarnosky et al. 1987; Brubaker 1991; Whitlock 1992). Red alder (A/nus rubra) and big-leaf maple (Acer macrophyllum) were secondary species in forested habitats and primary species in disturbed areas (Franklin and Dyrness 1988). Fauna! resources were abundant in the Project vicinity during prehistoric and ethnographic times, and were found in a variety of microenvironments, particularly prior to Euroamerican influence in the area. Terrestrial large mammals included deer (Odocoileus hemionus), elk (Cervus canadensis), black bear (Ursus americanus), mountain lion (i.e., cougar, Fe/is concolor), and coyote (Canis /a/rans). Smaller mammals consisted of red fox (Vulpes vulpes), snowshoe hare (Lepus americanus), porcupine (Erethizon dorsatum), raccoon (Procyon lotor), and weasel (Mustelafrenata) (Krukeberg 1991; Larrison 1967). Riverine and lacustrian fauna were also abundant. Beaver (Castor canadensis), otter (Lutra candensis), muskrat (Ondatra zibethica), waterfowl (Aix and Anas sp.), and freshwater fish (such as trout [Oncorhynchus sp.J, whitefish [Coregonus sp.J, and eels [Anguillidae sp.]), as well as salmon species were prominent (Krukeberg 1991 ;·Larrison 1967; Suttles and Lane 1990). 3.0 Cultural Context 3.1 Prehistoric Background Human occupation is believed to have started in the Puget Sound region approximately 14,000 years ago, after retreat of the glaciers. The earliest sites are comprised by scatters of culturally-modified stone, and may represent campsite or foraging locations. Acidic soils common in the Pacific Northwest tend to decompose the majority of fauna! remains and implements made of bone and shell, but allow for the preservation of lithics (Nelson 1990:481 ). The low density of artifacts has proved challenging when developing the timeline for human occupational in the region, but several cultural chronologies have been defined. Ames and Maschner (1999) have created a cultural chronology for the region. The cultural chronology proposed by Ames and Maschner (1999:57-112) is based on technological changes leading to increased sedentism. Small nomadic groups that were reliant on general hunting and gathering subsistence strategies gradually shifted to more sedentary living, with permanent or semi- permanent winter villages and a seasonal round of specialized resources, focusing on certain abundant riverine and marine resources (Ames and Maschner 1999). The cultural chronology is divided into five periods: Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3.1.1 Paleo-Indian (-12,500 B.C. to 10,500 B.C.) This is the earliest phase of human occupation. Most sites are believed to be temporary campsites and hunting or foraging sites, and all finds are typically referred to as the Clovis Culture. The diagnostic tool assemblage centers on large, lanceolate points with fluting at the base. Additional tools in the Clovis toolkit include bone shafts, bone points with beveled bases, blades, blade cores, scrapers, retouched flakes, and hammerstones (Ames and Maschner 1999:65). Other tools representative of the Paleo-Indian phase include basalt cobble choppers and flaked scrapers. The sites represent small, highly mobile groups, with a general foraging subsistence pattern (Ames and Maschner 1999:24). 3.1.2 Archaic (10,500 B.C. to 4,400 B.C.) Artifacts dating to this period are still largely limited to lithic tools. Projectile points remained large, for hunting large game, and included the stylistically diagnostic Olcott point. The Olcott complex is composed ofleaf-shaped projectile points and cobble implements (Nelson 1990:483). Bone and antler tools have also been found for sites in the Archaic period. Increasing sedentism is evident with semi-subterranean pithouses appearing in semi-permanent and permanent villages (Nelson 1990:483). As Ames and Maschner (1999:25) suggest, this indicates the beginning of a complex hunter-gather economy, a transitional time from the foraging economy in the Paleo-Indian phase. 3.1.3 Pacific (4,400 B.C. to A.O. 1775) Ames and Maschner (1990:90, 94, 96) divided the Pacific period into three phases-Early, Middle, and Late. The Pacific period spans from the prehistoric to the beginning of the ethnographic period, when native populations were first introduced to European influences, such as the smallpox epidemic of 1775. Semi-subterranean pithouses are seen in semi-permanent and permanent villages (Nelson 1990:483). The seasonal round developed, with more focus on fishing, hunting, and gathering plants in various microenvironments. The increased complexity of the economic system was also reflected in social and cultural traits, such as intensification of resources, innovations in technology, permanent winter village sites, and social stratification (Ames and Maschner 1999:87). Early Pacific (4,400 B.C. to 1,800 8.C.) The Early Pacific includes the first evidence of specialized resources, such as camas (Camassia quamash) and shellfish, and an overall increase in food production, with a focus on intertidal resources. The increase in thick shell midden sites indicates more sedentism. The presence of human burials is also seen as a significant development in the Early Pacific Period (Ames and Maschner 1999:90). Middle Pacific (1,800 8.C. to A.D. 2001500) The Middle Pacific is characterized by increasing sedentism, evidenced by shell middens, the remains of large rectangular cedar plank houses, villages, and large canoes. Diversity in bone and antler tool assemblages is indicated during this time period, with a major technological improvement in the invention/innovation of the toggling harpoon. Groundstone tools, such as net weights, suggest an expansion in fishing (Ames and Maschner 1999:94). Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 5 .= Late Pacific (A.D. 200/500 to A.D. 1775) Archaeological evidence shows cultural continuity between populations at the beginning of the Late Period and groups in ethnographic times. Major developments in the Late Pacific Period include increasing mortuary rituals, decline in the use of chipped stone, changes in subsistence and settlement, an escalation in warfare, and shifts in population demographics. Additionally, heavy-duty woodworking tools are seen for the first time in this period, indicating intensification in this skill (Ames and Maschner 1999:96). 3. 2 Ethnographic Background The Project area is pre-contact territory of the Duwamish Indians (3Du-abc, in T.T. Waterman orthography [Hilbert et al. 200 I: 16]). The Duwamish are one of the many groups within the Southern Coastal Salish culture area, and language subgroup Southern Lushootseed, as defined by Suttles and Lane (1990:486). The Duwamish settlement pattern centered on winter villages with seasonal campsites and resource procurement areas. Houses in the winter villages were constructed of cedar planks, with a generally single-pitch, shed-roof style that housed extended families (Suttles and Lane 1990:491, 493-494). Duwamish territory was located in the vicinity of Lake Washington and along several river drainages, including the Black and Cedar Rivers. Ties to other local groups, such as the Sammamish and Snohomish, often included marriage (Ruby and Brown 1992:72). Several Duwamish settlements were located in the vicinity of the Project area. Early geographer T.T. Waterman recorded many place-names in the Project vicinity, along the Black, Green, and Duwamish Rivers (Figure 2; Table I [Hilbert et al. 2001:128-140, 148-152; Waterman ca.1920]). Figure 2 shows the approximate location of these named places on the United States Surveyor General, General Land Office (GLO) maps, dating to 1862 and 1865 (United States Surveyor General 1862, 1865a, b). Many of the place names refer to areas along river channels, and other locations with resources used by the Duwamish. For more detail on the place names recorded by Waterman (ca. 1920), please see Gilpin and Deller! (20 I 0). The Duwamish seasonal round encompasses many microenvironments and resources important to the Duwamish. Small task groups dispersed to fish, hunt, and collect plant resources throughout the year, for immediate application as well as for winter storage. Campsites for temporary use typically consisted of small single-family dwellings with a pole frame and mat covering; occasionally, larger pole-frame dwellings were constructed to house multiple families (Haeberlin and Gunther 1930; Suttles 1990:Figure 2; Suttles and Lane 1990:491, 493-494). Resources would have been plentiful in the Project vicinity. Salmon and other fish would have been available in the nearby rivers. Lakes and marshes in the region had waterfowl and plant resources, such as wapato, ferns, and reeds (Lewarch et al. l 996b:3-l 6). Terrestrial game would have included deer, elk, and bear, which were hunted with bow and arrow, spear, and trapped with nets and pitfalls. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 6 I I I I I I I I I I I I I I I I I I I -- ::i: r > ..... D,I -, ~ ""n .... 111 :::r 0 DI ~.>CD n < o DI 111 --:, 0 ;o C: UQ m m n· ~ V> DI re o -., C: ;o n,... 111 :::r :::r ~ )> V'l g U'I s .., :S .., n n3m Qj" V'l > .... '< ~ 111 ~ ~ yt ~ ~ :,33 !' " C1) ., :, .... 0 .... ~. ~ o' .... ., . .... ;:,;; :::r 5· C1) UQ I"\ n;:;: 0 '< C: 0 :, -.... ;o ::" 111 :E:~ DI 0 ~ :, :!: :, UQ .... 0 :, --------------- ·' Ethnohistoric Locations in the Vicinity of the Project APE 0 " fix"" l ~ , .... 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L .. ------~i~ ~· .. -\· j'~_i: ... .Jd'Y' ff-NC ",, I •, ., ... ·. ·. •"I ' . ,,· I . , ·.-;-r-;;-·· , "" ,, I ?:.-.,:~· ! i ' .. .:_, <;! ,, . -. \i 8.,s,·.,x.,h1da1· r ?:_ ,\'o lllllllt.' • 11iles ,f,wwr .\llilkl'.\ here :-;.)~ ! i_ ·~ l -\r.i"~·-(.-_:~-~::::;;)~ -I ,.- ! Figure 2. United States Surveyor General maps from the 1880s showing the approximate locations of ethnographic place-names (after Hilbert et al. 2001, Watennan ca. 1920) and highlighting relevant historic-period features . '-i " ' " --I b Table 1. Duwamish Place Names within the Vicinity of the Project Area (adapted from Waterman ca. 1920 and Hilbert et al. 2001 :119-126). Name* Descrlotlon Yila'kwilqo Meaning "where two streams meet." located on a fiat north of the Black River fork, west (Waterman of the viaduct that crosses the Northern Pacific Railroad tracks orthoaraohv\ k""Ua?us Meaning "a blind behind which a hunter hides in shooting game," located on the Duwamish River where the river strikes in at the foot of a low bluff t"uI"iqs Meaning "give a dirty look; nose is crinched from giving a dirty look" (Lushootseed}, or "crooked nose" (Waterman), designating a place on the east side of the Duwamish River qu/E'xu Meaning "a hole in the bank where a creek cuts under," for a place on the east bank of (Waterman the Duwamish River orthoaraohv\ Saalilc "Bad looking edge/rocks," for a highland extending down to the Duwamish River SQ"'u?a/qwu" Meaning "gathering of fresh water" (Lushootseed), or "meeting of rivers" (Waterman), for the confluence of the Black River and the Green River r'awe'dltc Meaning "river duck", for the land below the mouth of the Black River on the east bank Swd wa tui tud Translated as "the old ground": an isolated knoll on the south side of the Black River, (after Lewarch east side of the Green River, now called Tank Surge Hill. There were "piles" of (water) etal.1996b:3-snakes there-a Waterman informant found three piles of snakes, each a yard high, 14) when he was a child. This location "would not submit to transformation, so it is a part of the 'old' world as it was before the Transformer came" /Hilbert et al. 2001: 134 \ sxwhudutag"'j/ Meaning "place of burning each other," located at a sandy point on the Green River (now picnic grounds at Renton Junction). Water snakes who landed here after crossing the river in the summer were burned bv the sand and died B.Js!la"J!a'' Meaning "a place where there are crows," on the west bank of the Green River B;,s aiabidac Translated as "place that has yew trees" (Lushootseed), or "place of ironwood" /Waterman\, desianatina a bluff overhanaina the Green River on the west bank Spa'tus Translated as "going around in a long circle," located on the north side of the Black (Waterman River, above the confluence with the Green/Duwamish River orthomaoh"' x"'acagwil Meaning "to lift a canoe, to pull a canoe," located on the south bank of the Black River. This is a portage location, where canoes were lifted from the river and carried to a little creek leadina to a swamo. ftulagwali Translated as "place of a river' (Lushootseed), or "resembling a trail" (Waterman), and desianatina a creek draininn a swamn on the south bank of the Black River Tu"al;,dal"txw Meaning "king salmon house" (Lushootseed), or "jack salmon's home" (Waterman). This location is a deep place in the Black River, where salmon were "loaded in" during the summer runs /Hilbert et al. 2001 :149\ . Ts'u'ts'ubu/s Translated as "rocky, full of boulders," and literally "projecting rocks" for a location on (Waterman the south bank of the Black River in present-day Renton orthooraohv\ sbabadid Meaning, "small hills" (Lushootseed) or "crags" (Waterman). This name designates a "deep hole" in the Black River, with cliffs on both sides, but also is the name of a village that was situated here Pa'pxwEtsut Translated as "riffle; place where water is swift", and it is situated at a place.on the (Waterman Black River where a creek enters from the east orthoaraohv\ Daxwudidaw Translated as "place of little cedar river' (Lushootseed), or "little xuda'o, 'Cedar River'," for a spring entering the Black River in present-day Renton. This is also the location of an imoortant villaae Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 8 I I I I I I I I I I I I I I I I I I I __,__"""--------- I I I I I I I I I I I I I I I I I I I Name• Descrl lion dax•· x'J•b •u• "Confluence," for the place where Cedar River flows in Black River, a village site • Lushootseed orthography unless otherwise designated Ethnographic place names iri the immediate vicinity of the Project area were given approximate locations on the map discussed in Hilbert et al. (200 I: 148). Dax'udidaw, as discussed above, pertains to the ethnographic place name, however, in other portions of this report, that same name has been applied to archaeological site ( 45KI587), and will be discussed accordingly in the Archaeological Resources and Geotechnical sections. 3.3 Historic Background European exploration first started in western Washington in 1792, when Captain George Vancouver, of the British Royal Navy expedition, came to Puget Sound, which he named after his Lieutenant, Peter Puget. With the coming of European explorers, diseases such as smallpox made their way to Native groups. By the time of Vancouver's expedition, at least one smallpox epidemic had already traveled through many native populations. Smallpox was one of several European diseases that traveled long distances without the aid of direct Native American/Euroamerican contact (Suttles and Lane 1990). Over the next 100 years, several epidemics of smallpox, influenza, and typhoid fever decimated native populations (Boyd 1990; Suttles and Lane 1990). Life would change forever for the native groups. In 1833, the Hudson's Bay Company (HBC) established Fort Nisqually, approximately 40 miles (64 kilometers) southeast of the Duwamish headwaters. Euroamerican settlement began to happen soon thereafter. In 1852-53, Congress established the Washington Territory. The Treaty of Point Elliott was negotiated and signed in 1855, with the Duwamish as one of the signatory tribes. The Port Madison Reservation was to be the new home of the Duwamish and neighboring tribes from the Green and White River drainages, along with the Suquamish (Lane 1975:3-4). Many Duwamish remained in their traditional territory along the Black River, as late as 1874. However, by the time the Cedar River was channelized, all of the Duwamish had been removed from the area (Lewarch et al. I 996b:3-l 3). Some Duwamish descendants live in the Seattle area, while others are members of the Suquamish and Muckleshoot Tribes. In the mid-I 800s, the Donation Land Claim Act encouraged settlers to homestead land in the Duwamish territory and all around the Puget Sound. Euroamerican settlement in the Project vicinity increased steadily after that point in time. Historic GLO maps indicate that the Project vicinity was homesteaded by H.K (Henry) Tobin and Erasmus Smithers by 1865 (USSG 1865a and b ). In 1854, Henry Tobin, O.M. Eaton, and Joseph Fanjoy built the first sawmill on the Black River (Lewarch et al. I 996b:3-29, 3-30 and Slauson 1976:2 in Gilpin and Deller! 20 I 0: 14). Both Tobin and Smithers were involved in early coal mining operations in Renton (Kramer et al. 2001:19). Coal mining and logging were major sources of industry [n Renton during the late 1800s:Smithers was one of the founding fathers of the Renton Coal Company, along with fellow founder and namesake Captain William Renton. Smithers expected the area to increase in population and helped to plat the City of Renton in 1875 (Kramer et al. 200 I: 19). By 1877, the Seattle and Walla Walla Railroad line ran through Renton, and was used to transport coal to Seattle from the mines in Renton (Bagley 1929: I :748; Watt 1931 :74-75). In 1880, the Northern Pacific Railway purchased the line, and it was subsequently called the Columbia and Puget Sound Railway (Dorpat 1984: IO; Lewarch et al. I 996b:3-30). Other companies, such as Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 9 = the Northern Pacific, the Great Northern, and the Chicago, Milwaukee & St. Paul railroads, also built lines to Renton (Gilpin and Dellert 20 I 0: 14). Into the twentieth century, the Duwamish and others continued to pursue their treaty rights and fish on the Duwamish River (Larson 1995:18-19). In 1979, the Duwamish Indian Tribe petitioned for federal recognition. Today, the Duwamish members continue to pursue federal recognition and strengthen their community through maintaining their cultural traditions (Ruby and Brown 1992). 4.0 Archival Research 4. 1 Archival Research Methods Record searches were conducted by HRA archaeologist Jenny Dellert using the DAHP's on- line data base to identify previous cultural resource studies and previously recorded cultural resources within a I mile (1.6 kilometer) radius of the Project area. The research also included reviewing ethnographic information and historic maps (General Land Office Plats [GLO)) for potential historic resources. HRA's in-house library was also used to obtain more archaeological, architectural, and environmental data to compile the environmental and land use history of the Project area. DAHP's statewide predictive model was also reviewed. The Project vicinity indicates a high to very high probability for prehistoric archaeological resources. 4.2 Archival Research Results Background research was conducted using a I mile (1.6 kilometer) search radius as a starting point. Within the search radius, 24 cultural resource surveys were identified. Cultural resources associated with Dexudidew, the Little Cedar River Fishing Site (45KI587), were recorded just within, or adjacent to, the northern boundary of the proposed Project area. Eight archaeological sites and one cemetery were identified within I mile (1.6 kilometers) of the Project area. HRA did not research historical buildings and structures because the Project was not expected to affect such resources. 4.2.1 Cultural Resources Surveys Table 2 lists the 24 previous cultural resources studies that have been conducted within I mile (1.6 kilometers) of the Project area. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 10 I I I I I I I I I I I I I I I I I I I -·'~""---------- I I I I I I I I I I I I I I I I I I I Table 2. Previous Cultural Resources Studies within I Mile /1.6 Kilometers\ of the Proiect. National Reference TIiie Distance from Archaeological Project Area Database (NADB)# 1334586 Celmer Memo regarding Cedar Approximately 1995 River Reconnaissance 0.75 miles Survev northeast 1339761 Lewarch Letter Report to Kenneth Approximately et al. E. Peckham regarding 0.5 miles 1996a Culture/ Resources southwest Assessment of the Schneider Homes Renton Apartments Project, Renton, King County, Washinaton 1339806 Robbins Letter to Kenneth E. Approximately and Peckham regarding 0.5 miles Larson Culture/ Resource southwest 1998 Monftoring for Construction Excavation of the Schneider Homes Renton Apartments Proiect Kina Countv 1339887 Juell 2001 Cultural Resources Approximately Inventory of the Proposed 1 mile south Washington Light Lanes and east Project: Route 5 Backbone lnterstate-405 (MP Oto MP 11) From lnterstate-5 to Interstate- 90 1340709 Kramer et Renton High School Approximately al. 2001 Archaeological Resources 0.25 miles and Traditional Cultural northeast Places Assessment, King Countv Washinaton 1339895 Kramer Letter to Ronald J. Straka Approximately and regarding Archaeological 0.75 miles Larson Consultation at South southeast 2001a Grady Way and Wells Street Storm Drain Trench 1339905 Kramer Letter to Jack Connell Approximately and regarding Archaeological 0.25 miles Larson Monftoring of Backhoe northeast 2001b Sample Points at the Renton High School Indian Sfte f45Kl501l Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. Identified Cultural Resources within 1 mlle of current Project Area None Prehistoric site (45Kl51) Sbabadid deposits Prehistoric lithic artifacts None Prehistoric midden site One mammal long bone in disturbed soils Prehistoric midden site = Landform Banks of the Cedar River West edge of old Black River Channel West channel of old Black River Alluvial floodplain Old channel of Black or Cedar Rivers Alluvial floodplain Old channel of Black or Cedar Rivers 11 ==-----""---·--·-· - Natfonal Reference TIiie Distance from Archaeological Project Area Database (NADB)# 1339902 Lewarch Letter to Jack Connell Approximately and regarding Renton High 0.25 miles Larson School Indian Site northeast 2001 (45K/501}, Renton, King County, Washington, Summary of Site Identification, Tribal Consultation, and Redesign of Utility Lines to Avoid Archaeological Deoosits 1342207 Sheng Letter to Kevin Chinn Approximately and regarding Results of the 0.5 miles Hodges Cultural Resources southwest 2003 Assessment for Renton Fitness (Fred Meyer Shopping Center) King Countv Washinnton 1342573 Trudel Letter to Richard Potter Within or and regarding Preliminary adjacent to Larson Findings for the Proposed northern 2003a Renton Retail Site, boundary of Archaeological Resources Project area and Traditional Cultural Places Assessment, City of Renton, King County, Washinaton 1342600 Trudel Letter to Tom Trompeter Approximately and regarding Preliminary 0.1 miles Larson Results for the Proposed north 2003b Community Health Care Facility Project, City of Renton, Archaeological and Traditional Cultural Places Assessment, King Cauntv Washinaton 1342653 Trudel Renton Retail Site, Within or and Archaeological Resources adjacent to Larson and Traditional Culture/ northern 2003c Places Assessment, King boundary of County, Washington Project area Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. Identified Cultural Resources within 1 mile of current Project Area Prehistoric midden site None Modern debris None Modern debris Landform Old channel of the Black or Cedar Rivers East of former Black River channel Alluvial floodplain between Black and Cedar Rivers East bank of the former Black River; in abandoned channel of the Cedar River Alluvial floodplain between Black and Cedar Rivers 12 = I I I I I I I I I I I I I I I I I I I C"'t··.·· I I I I I I I I I I I I I I I I I I I National Reference Titie Distance from Archaeological Project Area Database (NADB)# 1342713 Trudel Community Health Care Approximately and Facility, City of Renton, 0.1 miles Larson Archaeological Resources north 2003d and Traditional Cultural Places Assessment, King County, Washington 1343769 Hodges Cultural Resources Approximately and Assessment for the 0.5 miles east Piston Parkside at 95 Burnett 2004 Development Project, Renton, King County, Washinoton 1344552 Hodges Cultural Resources Approximately and Assessment for the Merrill 0.5 miles east Piston Gardens at Renton 2005 Centre, Renton, King Countv. Washinnton 1346750 Bowden Cultural Resources Approximately and Discipline Report 1-405, 0.75 miles Dampf Renton Nickel south and 2005 Improvement Project 1-5 east to SR 169 1347338 Boersema Archaeological Approximately 2006 Investigations for Fifth 0.5 miles and Williams Apartments, southeast Renton, King County, Washinaton 1347769 Lewarch Renton High School Approximately 2006 Indian Site (45Ki501) 0.25 miles Archaeological Data northeast Recovery, King County, Washinaton 1349984 Berger Cultural Resources Approximately 2007 Assessment for the 0.5 miles Rainier Avenue/Hardie south Avenue Project: Hardie Avenue Railroad Bridge Replacement, City of Renton, King County, Washinaton 1350292 Smith and Cultural Resource Approximately Hoffman Inventory of the Columbia 1 mile 2007 Bank Parcel, King southwest Countv. Washinaton Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. = ldentlHed Landforrn Cultural Resources within 1 mile of current Project Area None East bank of the former Black River; in abandoned channel of the Cedar River Prehistoric Near lithics confluence of Cedar and Black Rivers Historic period Near artifacts in confluence disturbed soils of Cedar and Black Rivers No newly-Alluvial recorded sites floodplain Historic and Near modem debris confluence of Cedar and Black Rivers Prehistoric Old midden site channel of the Black or Cedar Rivers Contains Flat terrain portions of within historic Site Black River 45Kl538 drainage (Columbia and Puget Sound Railroad) Redeposited Flat terrain historic debris within within fill Black River drainaae 13 ~ ---. ----. National Reference TIiie Distance from Identified Landfonn Archaeological Project Area Cultural Database Resources (NADB)# within 1 mile of current Project Area 1352447 Bundy Interstate 405 Corridor Approximately Modern fill Flat terrain 2008 Study: Phase I Interstate 0.75 miles debris within 5 to State Route 169 south and Black River /morovements Proiect east dralnaoe 1352458 Berger Cultural Resources Approximately Site 45Kl538 Near 2009a Assessment for the 0.5 miles transects the historic Rainier Avenue South south Project area Black River Transit Improvement and and Cedar Shattuck Avenue South River Stonn Drain Project, City channels of Renton, King County, Washinnton 1352904 Berger Letter to Ryan Brannan Approximately Historic building Old 2009b regarding History of 0.25 miles that does not channel of Renton Lutheran Church, northeast appear eligible the Black Renton Lutheran for listing in the or Cedar Compass Center-NRHP Rivers Regional Veterans Complex Project, Renton, Kinn Countv. WA 1353105 Berger Letter to Ryan Brennan Approximately Historic building Old 2009c regarding Additional 0.25 miles that does not channel of Investigations Pertaining northeast appear eligible the Black to the History of Renton for listing in the or Cedar Lutheran Church, Renton NRHP Rivers Lutheran Compass Center-Regional Veterans Complex Project, Renton, Kinn Countv. WA Five cultural resource studies were related to the development of apartment buildings (Boersema 2006; Hodges and Piston 2004, 2005; Lewarch et al. 1996a; Robbins and Larson 1998). Four investigations were associated with improvements and data recovery excavations at Renton High School (Kramer and Larson 2001 b; Kramer et al. 2001; Lewarch 2006; Lewarch and Larson 2001 ). Four studies were conducted for retail development related projects, which included a fitness center and a bank (Sheng and Hodges 2003; Smith and Hoffman 2007; Trudel and Larson 2003a, 2003c). Two studies were related to the development ofa health care center (Trudel and Larson 2003b, 2003d). One investigation was for the replacement of a railroad bridge and the installation of utility conduit lines (Berger 2007). Three cultural resources studies were associated with transit improvements (Berger 2009a; Bowden and Dampf2005; Bundy 2008). Two investigations were associated with the removal of the Renton Lutheran Church (Berger 2009 b, 2009c). One study was related to flood control modifications for the Cedar River (Celmer 1995). One investigation was related to the installation of fiber optic lines (Juell 200 I). One cultural resources report was associated with the examination of a mammal bone found in a construction trench (Kramer and Larson 2001a). Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 14 = I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ,__....,._,_,.........__ __________ --·- 4.2.2 Archaeological Resources Eight previously recorded archaeological resources were found within l mile (1.6 kilometers) of the Project area (Table 3). Five of the sites are prehistoric: four are midden sites (Sbabadid 45KI5 l; Tua/dad A/tu Site 45KI59; Renton Sears-Fred Meyer Store Site 45KI439; and Renton High School Indian Site 45KI50l) and one is a fishing camp site (Dexudidew [the Little Cedar River Fishing Site) 45KI587). The remaining three sites are historic: two are railroad grades (45KI285H and the Columbia and Puget Sound Railroad Site 45KI538) and one is a historic refuse site (Bob Bridge Toyota Site 45KI759). All of the archaeological sites are located on the Black River or the adjacent floodplain. Intact shell midden was identified in some of the prehistoric sites, and was deemed worthy of data recovery excavation. Excavated prehistoric sites include Sbabadid (45KI5 l ), Tua/dad A/tu ( 45KI59), and the Renton High School Indian Site (45Kl501). Table 3. Previously Recorded Archaeological Sites within I Mile (1.6 Kilometers) of the Proiect. Site Number Site Type Within Project Area Reference 45Kl51 Prehistoric Duwamish village Sbabadid No Hanley 1979 45Kl59 Prehistoric shell midden Tua/dad A/tu No Vance 1980; Chatters 1980 45Kl285H Historic railroad No Cavazos 1985 45Kl439 Prehistoric midden site No Lewarch 1994 45Kl501 Prehistoric midden site No Lewarch 2006 45Kl538 Historic railroad No Hudson 1996; Iversen 2001 Possibly within or 45Kl587 Prehistoric fishing site Dexudidew adjacent to Lewarch 2004 northern boundarv 45Kl759 Historic refuse site No Kaehler and Thompson 2007 Site 45KI501 is located within 250 m (820 ft) of the Project, to its northeast, and 45KI587 was found within 50 m (165 ft) ofit, to its east. Site 45KI587's boundaries are not known. These two sites will be discussed in greater detail within Section 5.4.3 Geotechnical Bore Log Examination. 4.2.3 Cemeteries One cemetery/burial location was identified approximately 0.75 miles (I .2 kilometers) to the southwest of the Project area. The burial is associated with the prehistoric Duwamish village Sbabadid(Site 45KI51), and includes the remains of a juvenile (DAHP 2010; Hanley 1979). 4.3 DAHP Predictive Model DAHP's predictive model for prehistoric archaeological sites is based on statewide information, using large-scale factors. Information on geology, soils, site types, landforms, and from GLO maps was used to establish or predict probabilities for prehistoric archaeological resources throughout the state. DAHP's model uses five categories of prediction: Low Risk, Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 15 ··~----·--·· ---• . ..:,c:;i Moderately Low Risk, Moderate Risk, High Risk, and Very High Risk. The DAHP predictive model map for the Project area indicates a High to Very High Risk. HRA used the information obtained from the DAHP predictive model and archival research to establish a field strategy for the reconnaissance survey. · 4.4 Expectations for Hunter-fisher-gatherer, Ethnographic Period, Historic Indian, and Historic Euroamerican Archaeological Resources Environmental variables (e.g., proximity to water resources, landform topography, and availability of favored floral and fauna! resources), the DAHP predictive model, ethnographic records, and the documentation of several archaeological sites on similar landforms in the vicinity, suggest a high probability for archaeological remains in the Project area. The Project area is in a region with several river drainages, which could have been a source for land-based and wetland-based game and plant resources, and may have attracted hunters and gatherers as early as 14,000 years ago. Hunter-fisher-gatherer and ethnographic period archaeological resources could include shell midden sites, fishing camps, and lithic scatters and isolated lithics, such as flakes of stone from tool making; cores and core fragments; and projectile points. Archaeological resources from ethnographic-period sites would be similar to those associated with prehistoric sites, with the addition ofEuroamerican goods, such as beads, and a more diverse assemblage of artifacts. Early historic-period non-Indian activity in the Project vicinity was limited to settlement/homesteading, logging, coal mining, and railroad-related activities. Artifacts and features associated with homesteading may consist of refuse dumps, machinery fragments, and house foundations. Logging artifacts may include sawdust, nails, stumps with springboard scars, or logging tools. Railroad-related artifacts and features, such as railroad grades, ties, and spikes, may also be found in the Project vicinity. Mining-related artifacts and features, such as adits, shafts and spoils piles, may also be present. Although previous ground disturbance in the Project area could have affected archaeological resources, there is still a high probability for archaeological resources underneath the areas of disturbance. Thus, the overall probability for archaeological resources is high in the Project area, based on DAHP's predictive model and nearby archaeological sites (including the prehistoric fishing site Dexudidew, 45KI587, which may be within or adjacent to the northern boundary of the Project area). 5.0 Archaeological Fieldwork 5. 1 Field Strategy HRA designed a reconnaissance survey and subsurface testing for up to three shovel probes in the Project area. The DAHP predictive model indicated a moderate to high probability for prehistoric archaeological resources in the Project vicinity. The proposed alignment extends Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 16 = I I I I I I I I I I I I I I I I I I I ==--~..___ __________ ·-·-· I I I I I I I I I I I I I I I I I I I through a paved parking lot and parking lot islands. Subsurface testing was limited to the parking lot islands, because the rest of the Project area is paved and existing utility lines are located at the northern end of the Project area. 5.2 Field Methods· In March 2010, HRA archaeologists Jenny Dellert and Justin Butler conducted the archaeological reconnaissance survey along the proposed alignment. The weather was sunny but cool throughout the day. The archaeologists examined exposed ground surfaces, which were limited to the parking lot islands due to impenetrable surfacing materials ( asphalt and concrete), shallow fill soils, and vegetation cover. Pedestrian transects were conducted approximately 2 meters (6.5 feet) apart, beginning at the northern end of the Project area. Subsurface testing (shovel probe) placement focused on areas proposed for ground-disturbing activities, ahd away from utility lines that are currently in place. Probe locations were determined by the field supervisor, based on topographic circumstances, vegetation, and other field observations. Excavated sediments were screened through \4-inch mesh to identify small archaeological materials. Sediments were also described and documented on the shovel probe forms, including evidence of subsurface disturbance. Shovel probes were immediately backfilled following their termination and recordation. Observations regarding vegetation, ground visibility, and disturbance were recorded in a field notebook. Photographs were taken of the general Project area, and documented on a HRA Photo Serial Record Form (photo log form). The locations of shovel probes were documented using a Trimble Geo-Explorer 2008 Series® Global Positioning System (GPS) instrument. 5.3 Archaeological Assessment-National Register of Historic Places When archaeological or other cultural resources are identified, they are evaluated for listing in the National Register of Historic Places (NRHP) under several criteria. They typically must be 50 years or older; retain integrity of location, design, setting, materials, workmanship, feeling, and association; and meet one of four criteria outlined in 36 CFR 60.4: A. Property is associated with events that have made a significant contribution to the broad patterns or our history; or B. Property is associated with the lives of persons significant in our past; or C. Property embodies the distinctive characteristics of a type, period, or method of construction or represents the work of a master, or possesses high artistic values, or represents a significant and distinguishable entity whose components lack individual distinction; or D. Property has yielded, or is likely to yield information important in prehistory or history. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 17 -· -·-------.,::;= Archaeological sites typically qualify under Criterion D. Properties meeting NRHP criteria are also listed in, or are eligible for, the Washington Heritage Register (WHR). 5.4 Archaeological Field Results 5.4.1 Pedestrian Survey Field Results The pedestrian survey was limited to exposed ground surfaces, which were in the parking lot islands (Figures 3-5). Vegetation included red-tip Photinia hedges (Photiniafraseri), a conifer tree, low ground cover of cedar bushes and other landscaping plants, and grass. The archaeologists walked pedestrian transects around the vegetation, spaced approximately 2 meters (6.5 feet) apart (see Figure 3). No archaeological resources were identified during the pedestrian survey. 5.4.2 Shovel Probe Results HRA excavated three shovel probes measuring approximately 30 centimeters (11.8 inches) in diameter (see Figure 3; Figures 6, and 7). A maximum depth of 194 centimeters (76.3 inches) was reached using a shovel and auger. Excavated materials were screened through Y.-inch mesh to identify archaeological remains that may be present; none were observed. An unmarked white PVC sprinkler line was encountered in Shovel Probe (SP) I at approximately 45 centimeters (17.7 inches) below ground surface, at which time the probe was halted. Materials noted in SP 2 included modern debris-asphalt and plastic. SP 2 was terminated at an impenetrable gravel layer at 194 centimeters (76.3 inches) below ground surface. The northernmost probe (SP 3) was terminated at 49 centimeters (19.2 inches) when a large chunk of concrete was encountered under fill soils, obstructing the excavation. The sediments observed in the shovel probes consisted of dark gray sandy, gravelly fill that was compact. No native soils were identified during subsurface testing. 5.4.3 Geotechnical Borehole Log Examination Considering the Project's location on the historic concourse of the Black River, and its proximity to two prehistoric occupation and midden sites (45Kl501 and 45Kl587), HRA examined the geotechnical borehole logs associated with Project for culturally sensitive stratigraphy. Fill deposits reached 3.1 m (JO ft) below the ground surface in all three standard penetrometer tests. Between approximately 3.1 m (10 ft) and 12.2 m (40 ft) below the ground surface, silts, sands and gravels filled the hollow stemmed auger. These sediments indicate alluvial deposits. Black organic silt with wood debris and a trace of organic silt, both in Borehole 3, were extricated, respectfully, from 3.1 to 4.0 m (JO to 13 ft) and 4.0 to 4.6 m (13 to 15 ft) below the ground surface. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CJ Project Area O Shovel Probe -+ Transect 0 15 30 60 Meters ---c:::::==::::::J-----• Feet 0 50 100 200 Historical Research Associates, Inc ., Missoula , MT Figure 3 . Pedestrian transects and shovel probes in the Project area. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County , Washington Historical Research Associates, Inc. 19 I I I I I I I I I I I I I I I I I I I Figure 4. Overview of southern portion of Project area. SP 1 location in the foreground on the left. Mr. Butler excavating SP 2 in background on the right. Figure 5. Overview of northern portion of Project area, location of SP 3 on the right. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 20 I I I I I I I I I I I I I I I I I I I Figure 6. View of SP I , view fac ing so uth . Figure 7. Vi ew of SP 3, view from abov e. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County , Washington Historical Research Associates , Inc . 21 I I I I I I I I I I I I I I I I I I I A. ____ ...._ _____ _ Fi g ure 6. V ie w of SP I. view facing so uth. Figure 7. V iew of SP 3, view fro m a bove. Archaeological Resources Assessment for the City of Renton Lake Avenue South Sto r m System Project, King County , Washington Historical Research Associates , Inc . 21 Some midden and other cu ltural layers from both 45KI501 and 45KI587 occurred in black organic s ilt. The two occupation surfaces at 45KI587, located east of the Project, underneath Safeway's extended retail area, were found between 0.45 and 0.49 m (1.5 to 1.6 ft) and between 0.52 and 0.56 m ( 1. 7 and 1.8 ft) below the surface (Lewarch 2004 : 1-2). Site 45Kl50 I , lo cated northeast of the Project, contained numerous occupation surfaces, mostly deeper than that of 45KI587 . Most deposits lay approximately 0.9 m (3 ft) below the surface, and one was 2.4 m (8 ft) deep . However one wa s found 0.5 m (1.6 ft) below the ground surface. This is a similar depth to that of the 45KI587 occupation layers . The organic silt found in the Project 's geotechnical bores occurred far deeper than those of 45KI501 and 45KI587. Fill occupies the depths below ground surface at which cultural depo s its in either of those known sites were documented . It should be noted , however, that alluvial surfaces undulate , and that the Project is located within the Black River's historic path, so strata are likely to be deeper there . In addition , the proximity to the confluence of the Black and Cedar River suggests a high potential for prehistoric cultural deposits at any depth. 6.0 Project Effects No archaeo logical resources were identified during this investigation . However, previou s work has recorded archaeologic al sites in the immediate vicinity , such as the prehistoric midden site (Renton High School Indian Site 45Kl501) and a prehistoric fishing camp site (Dexudidew , the Little Cedar River Fishing Site 45KI587). Site 45KI501 is located within 250 m (820 ft) of the Project, to its northeast , and 45Kl587 was found within 50 m ( 165 ft) of it, to its east. Site 45KI587's boundaries are not known. Therefore, although no cultural resources were found within thi s investigation, there is potential to affect 45Kl587, shou ld its boundaries extend westward 50 m ( 165 ft) into the northern portion of the Project area. If ground-dist urbin g activities occur on or near the northern Project area boundary, archaeological resources , including those associated with Dexudidew, the Little Cedar River Fishing Site (45Kl587), may be encountered. 7 .0 Conclusions and Recommendations HRA conducted an archaeological resources assessment for the proposed Lake A venue South Storm Drain Project to identify prehistoric or historic-period archaeological resources that might be eligible for listing in the NRHP , and that could be affected by Project construction activities . Work included an archival and li terature review, as well as a reconnaissance n archaeological survey . HRA used informatio n collected during archival research , and via the DAHP's predictive model, to strategize pedestrian survey tracts and shovel probe placement, which took place in the limited areas with exposed ground surfaces . 7. 1 Archaeological Resources Hunter-fisher-gatherers may have used the Project vicinity as early as 14,000 years ago . The proximity to the Black River and several other river drainages would have provided Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc . 22 -I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I opportunities for riverine resources, along with the terrestrial resources in the vicinity. Several known archaeological sites are close to the Project area. However, previous disturbance from retail business construction and the placement of utilities may have affected archaeological resources. No archaeological resources were identified during the field reconnaissance. Since its boundaries are unknown, archaeological resources associated with Dexudidew, the Little Cedar River Fishing Site ( 45KI587), may be encountered, as the site is located either adjacent to or within the northern Project area boundary. There is a high probability for archaeological resources in the Project area. Potholing for utility locations was completed by the City of Renton using a vacuum truck in June 2010. HRA recommends monitoring of any ground-disturbing activities that include large exposure areas within the Project are, which could include manhole installations and boring pits. 7.2 Inadvertent Discovery of Archaeological Resources In the event that archaeological deposits are inadvertently discovered during construction, ground-disturbing activities at the encounter location should be halted immediately, and the City and Parametrix should be notified. The City would then contact DAHP and the interested Tribes (Duwamish Tribe, Muckleshoot Indian Tribe, and Suquamish Tribe), as appropriate, with support provided, as requested, by Parametrix and HRA. 7.3 Inadvertent Discovery of Human Remains Any human remains that are discovered during construction of the Project will be treated with dignity and respect. If ground disturbing activities encounter human skeletal remains during the course of construction, then all activity that may cause further disturbance to those remains must cease, and the area of the find must be secured, covered from view, and protected from further disturbance. In addition, the finding of human skeletal remains must be reported to the county coroner and local law enforcement in the most expeditious manner possible. The remains should not be touched, moved, or further disturbed. The county coroner will assume jurisdiction over the human skeletal remains and make a determination of whether those remains are forensic or non-forensic. If the coroner determines the remains are non-forensic, the coroner will report that finding,to the DAHP, which will then take jurisdiction over the remains and report them to the appropriate cemeteries and the Duwamish Tribe, Muckleshoot Indian Tribe, and Suquamish Tribe. The State Physical Anthropologist will make a determination of whether the remains are Indian or Non-Indian, and report that finding to any appropriate cemeteries and the affected tribes. The DAHP will then handle consultation with the affected parties as to the future preservation, excavation, and disposition of the remains. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 23 .~ ,.,. . !!_ ________ - 8.0 References Cited Ames, K. M., and H. D. G. Maschner 1999 Peoples of the Northwest Coast, Their Archaeology and Prehistory. Thames and Hudson Limited, London, England. Bagley, Clarence B 1929 History of King County, Washington. 4 Volumes SJ Clarke Publishing Company, Chicago, Illinois. Barnosky, Cathy W., Patricia M. Anderson, and Patrick J. Bartlein l 987 The Northwestern U.S. During Deglaciation: Vegetation History and Paleoclimatic Implication. In North America and Adjacent Oceans During the Last Deglaciation, Vol. K-3, edited by W. F. Ruddiman and H. E. Wright, Jr., pp. 289-321. Geological Society of America, Boulder. Berger, Margaret 2007 Cultural Resources Assessment for the Rainier Avenue/Hardie Avenue Project: Hardie Avenue Railroad Bridge Replacement, City of Renton, King County, Washington. Western Shore Heritage Services, Incorporated, Bainbridge Island, Washington. Technical Report #307. WSHS Project #0609C. Prepared for Widener & Associates, Everett, Washington. 2009a Cultural Resources Assessment for the Rainier Avenue South Transit Improvement and Shattuck Avenue South Storm Drain Project, City of Renton, King County, Washington. Cultural Resource Consultants, Incorporated, Bainbridge Island, Washington.Technical Report #361. CRC Project #0801 K. Prepared for Widener & Associates, Everett, Washington. 2009b Letter to Ryan Brennan regarding History of Renton Lutheran Church, Renton Lutheran Compass Center-Regional Veterans Complex Project, Renton, King County, WA. Cultural Resource Consultants, Incorporated, Bainbridge Island, Washington. Technical Memo 0903F-2. Prepared for Shelter Resources. 2009c Letter to Ryan Brennan regarding Additional Investigations Pertaining lo the History of Renton Lutheran Church, Renton Lutheran Compass Center-Regional Veterans Complex Project, Renton, King County, WA. Cultural Resource Consultants, Incorporated, Bainbridge Island, Washington. Technical Memo 0903F-2. Prepared for Shelter Resources. Boersema, Jana L. 2006 Archaeological Investigations for Fifth and Williams Apartments, Renton, King County, Washington. Cascadia Archaeology, Seattle, Washington. Prepared for Renton Fifth and Williams Limited Partnership, Bellevue, Washington. Bowden, Bradley, and Steven Dampf 2005 Cultural Resources Discipline Report 1-405, Renton Nickel Improvement Project 1-5 to SR 169. Historical Research Associates, Incorporated, Seattle, Washington. Prepared for Washington State Department of Transportation, Urban Corridors Office, Seattle, Washington, and Federal Highway Administration. Boyd, R. T. l 990 Demographic History, l 774-1874. In Northwest Coast, edited by Wayne Suttles, pp. ·135-148. Handbook of North American Indians, vol. 7, W. C. Sturtevant, general editor. Smithsonian Institution, Washington, D.C. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 24 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Brubaker, Linda B. 1991 Climate Change and the Origin of Old-Growth Douglas-Fir Forests in the Puget Sound Lowland. In Wildlife and Vegetation of Unmanaged Douglas-Fir Forests, edited by Leonard F. Ruggiero, Keith B. Aubry, Andrew B. Carey, and Mark F. Huff, pp. 17-24. U.S. Department of Agriculture, Forest Service, Pacific Northwest Research Station, General Technical Report PNW- GTR-286. Portland, Oregon. Bundy, Barbara E. 2008. Interstate 405 Corridor Study: Phase I Interstate 5 to State Route 169 Improvements Project. Washington State Department of Transportation, Environmental Services Office, Olympia, Washington. Report No. 08-23. Cavazos, Valentina A. 1985 Site (45KI285H) Master Site File. Washington Archaeological Resource Center, Washington State University, Pullman, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Celmer, Gail 1995 Memo regarding Cedar River Reconnaissance Survey. On file at Washington State Department of Archaeology and Historic Preservation, Olympia, Washington. Chatters, James 1980 Archaeological Site 45KI59 National Register of Historic Places Inventory-Nomination Form. Office of Public Archaeology, University of Washington, Seattle, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Department of Archaeology and Historic Preservation (DAHP) 2010 Sbabadid Site Burials (Site 45KI51) Cemetery Detail Report. Washington State Department of Archaeology and Historic Preservation, Olympia, Washington. Dorpat, Paul 1984 Seattle, Now and Then. Tartu Publications, Seattle, Washington. Franklin, Jerry, and C.T. Dyrness 1988 Natural Vegetation of Oregon and Washington. USDA Forest Service General Technical Report PNW -8, Portland, Oregon. Gilpin, Jennifer and Jenny Deller! 20 IO Cultural Resources Assessment for the Proposed Black River Pump Station Debris Retention Structure Design Project, Tukwila, King County, Washington. Historical Research Associates, Incorporated, Seattle, Washington. Submitted to Herrera Environmental Consultants, Seattle, Washington. Haeberlin, H., and E. Gunther 1930 The Indians of Puget Sound. University of Washington Publications in Anthropology, Vol IV, No. I. Seattle, Washington. Hanley, John R. 1979 Earlington Woods Site (45KI51) Washington State Archaeological Site Inventory Form. Office of Public Archaeology, University of Washington, Seattle. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Hilbert, Vi, Jay Miller, and Zalmai Zahir 200 I Puget Sound Geography: Original Manuscript from T. T. Waterman. Edited with additional material from Vi Hilbert, Jay Miller, and Zalmai Zahir. Lushootseed Press, Seattle. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 25 Hodges, Charles M. and Victoria Piston 2004 Cultural Resources Assessment/or the Parkside at 95 Burnett Development Project, Renton, King County, Washington. Northwest Archaeological Associates, Incorporated, Seattle, Washington. NW AA Report Number WA 04-85. Prepared for TSA Architects, Incorporated, Bellevue, Washington. 2005 Cultural Resources Assessment for the Merrill Gardens at Renton Centre, Renton, King County, Washington. Northwest Archaeological Associates, Incorporated, Seattle, Washington. NW AA Report Number WA 04-85. Prepared for Friedman Development, Mercer Island, Washington. Hudson, Lorelea 1996 Columbia and Puget Sound Railroad Site (45K1538) Washington State Archaeological Site Inventory Form. Northwest Archaeological Associates, Seattle, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Iversen, David 2001 Addendum to Site Form-Columbia and Puget Sound Railroad Site (45Kl538) Washington State Archaeological Site Inventory Form. Larson Anthropological Archaeological Services Limited, Gig Harbor, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Juell, Kenneth E. 2001 Cultural Resources Inventory of the Proposed Washington Light Lanes Project: Route 5 Backbone Interstate-405 (MP Oto MP I I) From lnterstate-5 to lnterstate-90. Northwest Archaeological Associates, Incorporated, Seattle, Washington. NW AA Project WAO 1-6. Prepared for Universal Communication Networks-Washington, Incorporated and David Evans and Associates, Incorporated, Bellevue, Washington. Kaehler, Gretchen A., and Gail Thompson 2007 Bob Bridge Toyota Site (45K1759) State of Washington Archaeological Site Inventory Form. Historical Research Associates, Incorporated, Seattle, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Kramer, Stephenie, Leonard A. Forsman, Dennis E. Lewarch, and Lynn L. Larson 2001 Renton High School Archaeological Resources and Traditional Cultural Places Assessment, King County, Washington. Larson Anthropological Archaeological Services, Gig Harbor, Washington. Submitted to Renton School District No. 403, Renton, Washington. Kramer, Stephenie and Lynn L. Larson 2001a Letter to Ronald J. Straka regarding Archaeological Consultation at South Grady Way and Wells Street Storm Drain Trench. Larson Anthropological Archaeological Services, Gig Harbor, Washington. Submitted to City of Renton, Renton, Washington. 200 I b Letter to Jack Connell regarding Archaeological Monitoring of Backhoe Sample Points at the Renton High School Indian Site (45KJ501). Larson Anthropological Archaeological Services, Gig Harbor, Washington. Submitted to Renton School District No. 403, Renton, Washington. Krukeberg, Arthur R. 1991 The Natural History of Puget Sound Country. University of Washington Press, Seattle, Washington. Lane, Barbara 1975 Identity and Treaty Status of the Duwamish Tribe of Indians. Report prepared for the US Department of the Interior and the Duwarnish Tribe of Indians. Ms. on file at Special Collections, Allen Library, University of Washington, Seattle, Washington. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 26 I I I I I I I I I I I I I I I I I I I ~---------- I I I I I I I I I I I I I I I I I I I Larrison, Earl J. 1967 Mammals of the Northwest: Washington, Oregon, Idaho, and British Columbia. Seattle Audubon Society, Seattle, Washington. Larson, Lynn L. 1995 Alki Transfer/CSO Facilities Project Traditional Cultural Property Study Summary of Findings. LAAS Technical Report 95-12/1, submitted to HDR Engineering, Inc. for the King County Department of Metropolitan Services, Seattle, Washington, by Larson Anthropological Archaeological Services, Inc., Gig Harbor, Washington. Lewarch, Dennis E. 1994 Renton Sears-Fred Meyer Store Site (45K1439) Washington State Archaeological Site Inventory Form. Larson Anthropological/Archaeological Services, Seattle, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. 2004 Dexudidew the Little Cedar River Fishing Site (45Kl587) Washington Archaeological Site Inventory Form. Larson Anthropological Archaeological Services, Gig Harbor, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. 2006 Renton High School Indian Site (45KJ50I) Archaeological Data Recovery, King County, Washington. Larson Anthropological Archaeological Services, Gig Harbor, Washington. LAAS Technical Report #2004-11. Submitted to Renton School District No. 403, Renton, Washington. Lewarch, Dennis E., Eric W. Bangs, and Lynn L. Larson 1996a Letter Report to Kennerh E. Peckham regarding Cultural Resources Assessment of the Schneider Homes Renton Apartments Project, Renton, King County, Washington. Larson Anthropological/Archaeological Services, Seattle, Washington. Submitted to Schneider Homes, Incorporated, Tukwila, Washington. Lewarch, Dennis E. and Lynn L. Larson 2001 Letter to Jack Connell regarding Ren/on High School Indian Sile (45KI501), Ren/on, King County, Washington, Summary of Site Identification, Tribal Consultation, and Redesign of Utility Lines lo Avoid Archaeological Deposits. Larson Anthropological Archaeological Services, Gig Harbor, Washington. Submitted to Renton School District No. 403, Renton, Washington. Lewarch, Dennis E., Lynn L. Larson, Leonard A. Forsman, Guy F. Moura, Eric W. Bangs, and Paula Mohr Johnson 1996b King County Departmenl of Natural Resources Water Pollution Control Divis ion Alki Transfer/CSO Facilities Project Allentown Site (45Kl431) and White Lake Site (45Kl438 and 45K1438A) Data Recovery. Larson Anthropological/Archaeological Services, Seattie, Washington. LAAS Technical Report #95-8. Prepared for King County Department of Natural Resources, Water Pollution Control Division, Seattle, Washington. Submitted to HDR Engineering, Bellevue, Washington. Nelson, Charles M. 1990 Prehistory of the Puget Sound Region. In Northwest Coast, edited by Wayne Suttles, pp. 481- 484. Handbook ofNorth American Indians, vol. 7, W. C. Sturtevant, general editor. Smithsonian Institution, Washington, D.C. Pielou, E.C. 1991 After the Ice Age: The Return of Life to Glaciated North America. University of Chicago Press, Chicago, Illinois. Porter, Stephen C., and Terry W. Swanson 1998 Radiocarbon Age Constraints on Rates of Advance and Retreat of the Puget Lobe of the Cordilleran Ice Sheet during the Last Glaciation. Quaternary Research 50:205-213. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 27 Robbins, Jeffrey R. and Lynn L. Larson 1998 Letter to Kenneth E. Peckham regarding Cultural Resource Monitoring for Construction Excavation of the Schneider Homes Renton Apartments Project, King County. Larson Anthropological Archaeological Services Limited, Seattle, Washington. Submitted to Schneider Homes, Incorporated, Tukwila, Washington. Ruby, Robert H., and John A. Brown 1992 A Guide to the Indian Tribes of the Pacific Northwest. University of Oklahoma Press, Norman, Oklahoma. Shong, Michael and Charlie Hodges 2003 Letter to Kevin Chinn regarding Results of the Cultural Resources Assessment for Renton Fitness (Fred Meyer Shopping Center) King County, Washington. Northwest Archaeological Associates, Incorporated, Seattle, Washington. Submitted to Chinn Construction Company, LLC, Redmond, Washington. Slauson, Morda C. 1976 Renton-From Coal to Jets. Sunset Press, Renton, Washington. Smith, Craig S., and Robin Hoffman 2007 Cultural Resource Inventory of the Columbia Bank Parcel, ·King County, Washington. Entrix, Incorporated, Seattle, Washington. Prepared for Zenczak & Partners-Architects, Tacoma, Washington. Suttles, Wayne 1990 Environment. In Northwest Coast, edited by Wayne Suttles, pp. 16-29. Handbook of North American Indians, vol. 7, W. C. Sturtevant, general editor. Smithsonian Institution, Washington, D.C. Suttles, Wayne, and Barbara Lane 1990 Southern Coast Salish. In Northwest Coast, edited by Wayne Suttles, pp. 485-502. Handbook of North American Indians, vol. 7, W. C. Sturtevant, general editor. Smithsonian Institution, Washington, D.C. Trudel, Stephanie E. and Lynn L. Larson 2003a Letter to Richard Potter regarding Preliminary Findings for the Proposed Renton Retail Site, Archaeological Resources and Traditional Cultural Places Assessment, City of Renton, King County, Washington. Larson Anthropological Archaeological Services, Gig Harbor, Washington. Submitted to Trace and Associates, Issaquah, Washington. 2003b Lei/er to Tom Trompeter regarding Preliminary Results for the Proposed Community Health Care Facility Project, City of Renton, Archaeological and Traditional Cultural Places Assessment, King County, Washington. Larson Anthropological Archaeological Services, Gig Harbor, Washington. Submitted to Community Health Centers of King County, Kent, Washington. 2003c Renton Retail Site, Archaeological Resources and Traditional Cultural Places Assessment, King County, Washington. Larson Anthropological Archaeological Services, Gig Harbor, Washington. LAAS Technical Report #2003-23. Submitted to Trace and Associates, Issaqauh, Washington. 2003d Community Health Care Facility, City of Renton, Archaeological Resources and Traditional Cultural Places Assessment, King County, Washington. Larson Anthropological Archaeological Services, Gig Harbor, Washington. LAAS Technical Report #2003-21. Submitted to Community Health Centers of King County, Kent, Washington. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 28 I I I I I I I I I I I I I I I I I I I "-"=-------. -- I I I I I I I I I I I I I I I I I I I United States Geological Survey (USGS) · 1994 Renton Quadrangle, Washington, 7.5 Minute Series (Topographic). United States Geological Survey, Denver, Colorado. · 2002 Township 23N, Range 5E, Projection NAD83, UTM Zone JON Orthophotograph. United States Geological Survey, Denver, Colorado. United States Surveyor General (USSG) 1862 General Land Office Survey Map for Township 23 North, Range 4 East, Willamette Meridian. Available at the Bureau of Land Management as Online Resource at URL: http://www.him.gov/or/landrecords/survey/ySrvy 1 . php 1865a General Land Office Survey Map for Township 23 North, Range 5 East, Willamette Meridian. Available at the Bureau of Land Management as Online Resource at URL: http://www.blm.gov/or/landrecords/survey/ySrvy l .php. 1865b Field Notes of the Survey of Township 23 North, Range 5 East, Willamette Meridian. Washington State Department of Natural Resources, Olympia, Washington. Vance, E. D. 1980 Earlington Woods Site (45Kl59) Washington State Archaeological Site Inventory Form. Office of Public Archaeology, University of Washington, Seattle, Washington. On file at Department of Archaeology and Historic Preservation, Olympia, Washington. Waterman, T. T. ca.1920 Puget Sound Geography. Unpublished manuscript on file Pacific Northwest Collection, Allen Library, University of Washington, Seattle, Washington. Watt, Roberta Frye 1931 Four Wagons West, the Story of Seal/le. Binfords and Mort, Publishers, Portland, Oregon. Whitlock, Cathy 1992 Vegetational and Climatic History of the Pacific Northwest during the last 20,000 Years: Implications for Understanding Present-Day biodiversity. The Northwest Environmental Journal 8:5-28. Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 29 ,;-. .. I I I I I I I I I I I I I I I I I I I Appendix A Archaeological Monitoring Plan and Inadvertent Discovery Plan Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. . -·-·--... --. ..- ··c1 ~J -'---·--·--·--· ---·. -.. ------·---·----··--------------·-.. ______ .,,- I I I I I I I I I I I I I I I I I I I Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project King County, Washington Submitted to • ki i E •'tXtmi< _:.1 Prepared for The City of Renton Prepared by Jenny Dellert, M.A. Shari Maria Silverman, M.A. Seattle, Washington July 12, 2010 I I I I I I I I I I I I I I I I I I I Table of Contents 1.0 Introduction ............................................................................................................................................ I 2.0 Project Background ................................................................................................................................ I 2.1 Regulatory Context.. ..................................................................................................................... I 2.2 Affected Tribes ............................................................................................................................. I 3.0 Procedures for Archaeological Monitoring and the Treatment of Archaeological Resources ............... 3 4.0 Procedures for Human Skeletal Remains ............................................................................................... 5 5.0 References .............................................................................................................................................. 5 Attachment A Project Contact List List of Figures Figure I. Location of the Project Area .......................................................................................................... 2 Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. I I I I I I I I I I I I I I I I I I I ---------·------·---·------····--·--·-----··-· ---··----··---.,- 1.0 Introduction Historical Research Associates, Incorporated (HRA) was retained by Parametrix on behalf of their client, the City of Renton, to conduct an archaeological resources assessment and provide a monitoring plan, and unanticipated discovery plan, for the Lake A venue South Storm System Project (Project). The Project area is located in the central portion of the eastern half of Section 18, Township 23 North, and Range 5 East Willamette Meridian, in the City of Renton, Washington (Figure I). For background information on the environment and cultural context, please see Deller! and Silverman (20 I 0:4-I 6). An HRA archaeologist will monitor onsite ground-disturbing construction activities in soils and-sediments for archaeological resources that are 50 years old or older. 2.0 Project Background The City of Renton proposes to replace the existing storm system between South 2nd Street and the intersection of South 3rd Street and Rainier Avenue South with a new storm system at or near the existing system location. The Project area measures approximately 650 lineal feet (approximately 210 meters) within an existing easement that is the vacated right-of-way of Lake Avenue South. Alternative routes may be considered; however the impact area is not expected to exceed five meters (16 feet) from the centerline of the alternatives. The additional alternatives are not substantially longer than the preferred alternative, and include the area to be trenched and the area that could be impacted by construction activities. HRA's work scope is intended to address areas that could receive subsurface impacts from proposed construction activities. 2.1 Regulatory Context This Archaeological Monitoring Plan and Inadvertent Discovery Plan (IDP) has been prepared at the request of Parametrix, on behalf of the City of Renton, as a part of archaeological monitoring activities. The procedures herein are meant to comply with applicable Federal and State laws and regulations, particularly: 36 CFR 800.13 of regulations implementing the National Historic Preservation Act of 1966, as amended; Title 27, Revised Code of Washington, Chapter 27.44, Indian Graves and Records; and Chapter 27.53, Archaeological Sites and Resources. 2.2 Affected Tribes The affected Tribes for the Project area include the non-federally recognized Duwamish Tribe, and the federally recognized Muckleshoot Indian Tribe and Suquamish Tribe. Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 0 0.4 0 0.25 0.8 0.5 Miles 1 Historical Research Associates, Inc., Missoula, MT Figure I. Location of the Project area. Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -~·-·-----· --- 2.3 Potential Archaeological Resources in the Project Vicinity One prehistoric site (Dexudidew the Little Cedar River Fishing Site (45Kl587) was identified within or adjacent to the northern boundary of the Project area. Cultural materials included shell midden, fire modified rock (FMR), calcined fish bone, lithics, and flecks of calcined shell (Lewarch 2004). Additionally, a large prehistoric village site was identified across S. 2nd Street near the northern Project boundary. The Renton High School Indian Site (45KI50l) included at least three distinct occupations levels, shell midden, fauna! remains, FMR, and lithics (Lewarch 2001). Therefore, the probability for prehistoric archaeological resources in the vicinity of the Project is high and may be encountered if any ground-disturbing activities occur on or near the northern Project boundary, in particular. 3.0 Procedures for Archaeological Monitoring and the Treatment of Archaeological Resources I. Archaeological monitoring will be conducted by a professional archaeologist who meets the Secretary of the Interior's qualifications (Code of Federal Regulations, 36 CFR Part 61 ). If an archaeologist meeting the qualifications is not available but an experienced archaeologist (e.g., one with five or more years of experience in a variety of archaeological field situations) is available to monitor construction activities, a "Supervisory Plan for Archaeological Monitoring" will be written and submitted to the Washington State Department of Archaeology and Historic Preservation (DAHP). 2. On the first day of monitoring, prior to the commencement of construction activities, HRA's Archaeological Monitor will brief the Construction Supervisor, environmental inspector and equipment operators on archaeological resource issues. The monitor will explain the purpose of the work, how it will be conducted, and what crew members can help watch for. This briefing will last up to one-half an hour depending on the number and nature of questions asked by the attendees. 3. An archaeologist will monitor for archaeological resources that are 50 years old and older in soils and sediments during ground-disturbing activities. 4. The archaeologist will record the monitoring work as follows: daily activities will be recorded on a Daily Record Form and in a field notebook; overview photographs of the site, along with detailed photographs of particular construction areas, work in progress, and prehistoric or historic period cultural materials, will be promptly logged in a field notebook. In addition, the archaeologist will log in sketches/drawings of particular areas, features, and soil profiles; the locations of construction work that has been monitored will be noted on construction plans of the Project area. 5. During construction, the archaeological monitor will examine soils, including in excavations and back-dirt piles. Equipment will include, as appropriate, a shovel, trowel, and screen of V..-inch mesh. The archaeologist will watch for prehistoric or historic-period artifacts or layers/lenses of organic material or shell, and organically enriched midden soils that might indicate past human use. Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 3 6. The City of Renton will authorize the archaeologist to stop construction periodically, as needed, for a closer examination of exposed soils. The City of Renton will inform the construction contractor(s) about the archaeologist's monitoring work, and make provisions, within its agreement with the contractor, for work stoppage and for temporary shoring of the trench, when applicable, for inspection of possible finds. 7. For safety reasons, the archaeologist will not enter any excavations deeper than 5 feet (1.5 meters) to inspect a possible find until the excavation has been shored by the Contractor, per OSHA standards at 29 CFR 1926.652 (www.osha-slc.gov/). 8. If the archaeological monitor, or any member of the construction work force, believes that they have encountered prehistoric (including, but not limited to, intact deposits of midden sediments; clusters of fire modified rock, charcoal, or other evidence of fire· related activities; and fauna! remains in association with stone chips or tools) or historic- period archaeological materials (such as refuse concentrations, railroad grades and ties, machinery fragments, house foundations, sawdust, nails, stumps with springboard scars, or logging tools, adits, shafts and spoils piles) in any portion of the Project, the archaeologist will direct the onsite foreman or designee to stop excavation work in the immediate area. If the archaeologist is not present at the time of discovery, the foreman (or designee) will be responsible for stopping excavation work and immediately contacting the monitoring archaeologist. 9. Halting of construction for inspection ofa possible find may take only a few minutes, but rarely would exceed 30 minutes, to allow the monitoring archaeologist to identify whether it is an intact archaeological deposit. The archaeologist will take notes on the location observed (e.g., depth in metric units below surface), the sedimentary context, and other pertinent information, and will document the area with photographs. A buffer zone of50 feet (15.2 meters) around the find will be established to protect the location, and the archaeologist, during this inspection. It may be necessary for the archeologist to request continued mechanical excavation of soils adjacent to the find in order to confirm the extent and integrity of the find; the City of Renton will coordinate with the archaeologist to direct the contractor in such circumstances. 10. If the monitoring archaeologist believes that the find is a significant archaeological resource (i.e., sufficient to warrant further investigation and potential testing for National Register of Historic Places (NRHP) eligibility), the foreman or designee will take appropriate steps to protect the discovery site by installing a physical barrier (i.e., exclusionary fencing) and prohibiting all machinery, other vehicles, and unauthorized individuals from crossing the barrier. The archaeologist will inform the City of Renton, which will then contact the DAHP and the cultural resources representatives for the affected Tribes (the Duwamish Tribe, Muckleshoot Indian Tribe, and the Suquamish Tribe) (see Appendix A, Contact List). Treatment measures may include mapping, photography, subsurface testing, sample collection, and/or other activities, as determined appropriate by the DAHP and Tribal representative, to determine NRHP eligibility and appropriate treatment. 11. The City of Renton will authorize construction to resume in the area of the discovery, after the find has been evaluated and treated to the satisfaction of the DAHP and the Tribes. It should be noted that delays to construction resulting from the discovery of a Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 4 = I I I I I I I I I I I I I I I I I I I "'-'~---.lJ. --------------··--·-• -------.)'Q:al I I I I I I I I I I I I I I I I I I I potential NRHP-eligible archaeological resource may be on the order of two or more days, due to required consultation with the DAHP and the Tribes regarding treatment of the find. 12. If the monitoring of ground-disturbing activities results in the collection of any artifacts or samples, such as an isolated find not associated with a larger archaeological site, the archaeologist will be responsible for temporary curation of the artifacts (including appropriate, secure storage). The City of Renton, as the owner of the Project, will ensure the curation of any collection and associated records consistent with 36 CFR Part 79 (Curation of Federally-Owned and Administered Archaeological Collections) and WAC 25-48, and will be responsible for potential consultation with the Tribes concerning any pre-contact artifacts. 13. When monitoring work has been completed, HRA will prepare a report discussing the methods and results of the work. The report will be provided to the City of Renton for review within 21 days of completion of monitoring work. The City of Renton will provide a review copy of the draft report to the affected Tribes and the DAHP. After a 30-day review period, the City of Renton will direct the archaeologist to make revisions that take into account review comments, and will provide a final copy of the report to each of the involved parties. 14. After monitoring has been completed, consultation among the interested and involved parties will determine the location of long-term artifact curation. 15. If monitoring reveals human remains, the procedures listed in Section 4 will be followed. 4.0 Procedures for Human Skeletal Remains Any human remains that are discovered during construction of the Project will be treated with dignity and respect. The affected Native American Tribes are the non-federally recognized Duwamish Tribe, and the federally recognized Muckleshoot Indian Tribe and Suquamish Tribe. If ground disturbing activities encounter human skeletal remains during the course of construction, then all activity that may cause further disturbance to those remains must cease, and the area of the find must be secured, covered from view, and protected from further disturbance. In addition, the finding of human skeletal remains must be reported to the county coroner and local Jaw enforcement in the most expeditious manner possible. The remains should not be touched, moved, or further disturbed. The county coroner will assume jurisdiction over the human skeletal remains and make a determination of whether those remains are forensic or non-forensic. If the coroner determines the remains are non-forensic, then the coroner will report that finding to the DAHP, which will then take jurisdiction over those remains and report them to the appropriate cemeteries and affected tribes. The State Physical Anthropologist will make a determination of whether the remains are Indian or Non-Indian, and report that finding to any appropriate cemeteries and the affected tribes. The DAHP will then handle consultation with the affected parties as to the future preservation, excavation, and disposition of the remains. Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 5 5.0 References Deller!, Jenny and Shari Maria Si!vennan 2010 Archaeological Resources Assessment for the City of Renton Lake Avenue South Storm Drain Project, King County, Washington. Historical Research Associates, Inc. Seattle, Washington. Submitted to Parametrix, Sumner, Washington. Prepared for the City of Renton, Renton, Washington. United States Geological Survey (USGS) 1994 Renton Quadrangle, Washington, 7.5 Minute Series (Topographic). United States Geological Survey, Denver. Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ___ ,._.___ _______ ···----------·-·----·. ··-··----------------------·----· ---~·---·---· ----·· -- Attachment A .~ .•.. o_·.· .~ ; ' (Ifill, Project Contact List Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm Drain Project, King County, Washington Historical Research Associates, Inc. I I I I I I I I I I I I I I I I I I I Attachment A: Project Contact List King County Sheriff's Office Archaeological Consultant 911 Historical Research Associates, Inc. (HRA). (State that the situation is not life-threatening) 206-343-0226 Brent Hicks -Ext. 17 (cell: 280-1738) Lynn Campas -Ext. 12 (cell: 473.0684) King County Medical Examiner Parametrlx Richard Harruff, Medical Officer Jeff Coop, Senior Engineer King County Medical Examiner's Office 1231 Fryar Avenue Harborview Medical Center 325 9th Avenue, Box 359792 PO Box 460 Seattle, Washington 98104-2499 Sumner, WA 98390 (206) 731-3232 phone (253).863.5128 phone (206) 731-8555 fax (253).863.0946 fax Email: richard.harruff@kingcounty.gov Email: jcoop@parametrix.com Duwamlsh Tribe City of Renton (Non-Federally Recognized) Daniel Carey Cecile Hansen, Chairwoman Civil Engineer, Surface Water 4705 W. Marginal Way S.W. 1055 South Grady Way, 5th Floor Seattle, WA 98106-1514 Renton, WA 98055 (206) 431-1582 phone (425) 430-7293 phone (206) 431-1962 fax (425) 430-7241 fax dcarey@renton.wa.gov • Muckleshoot Indian Tribe Washington State Department of Archaeology (Federally Recognized) and Historic Preservation (DAHP) Laura Murphy, Archaeologist, Cultural Resources State Historic Preservation Officer (SHPO) 39015 172nd Avenue SE Dr. Allyson Brooks Auburn, WA 98092 (360) 586-3066 (253) 876-3272 phone State Archaeologist (253) 939-5311 fax Dr. Rob Whitlam Email: laura.murphy@muckleshoot.nsn.us (360) 586-3080 Asst. State Archaeologist Suquamlsh Tribe Ste~i'leAie Kramer Gretchen Kaehler (aeG) eBe agaa (360) 586-3088 (Federally Recognized) Dennis Lewarch, THPO Cultural Resources gretchen.kaehler@dahg.wa.gov PO Box498 State Physical Anthropologist Suquamish, WA 98392-0498 (360) 394-8529 phone Dr. Guy Tasa (360) 598-4666 fax (360) 586-3534 Email: dlewarch@Suquamish.nsn.us Archaeological Monitoring Plan and Inadvertent Discovery Plan for the City of Renton Lake Avenue South Storm System Project, King County, Washington Historical Research Associates, Inc. A-1