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m TACOMA• SEATTLE Fish and Wildlife Habitat and Standard Stream Study Report PREPARED FOR: Renton School District No. 403 7812 South 124th Street Seattle, WA 98178-4830 PROJECT: Renton Memorial Stadium Renton, Washington 210171.70 PREPARED BY: Theresa R. Dusek Natural Resources Ecologist Project Manager DATE: June 2010 Civil Engineers • Structural Engineers • Landscape Architects • Community Planners • Land Surveyors • Neighbors Executive Summary This Fish and Wildlife Habitat and Standard Stream Study Is based on the requirements of the Renton Municipal Code. Based on the Information derived through site reconnaissance and readily available documents, the Cedar River Is located adjacent to the west site boundary. Other than the Cedar River, priority habitats were not observed on or within 100 feet of the site. The ordinary high water mark (OHWM) of the Cedar River is located approximately 85 feet west of the project parcels at Its nearest point. Below the OHWM of the river Is a 5-to 10-foot wide area of Class 1, RiVerine wetland. Work within 100 feet of the OHWM of the Cedar River indudes planting of one Pacific Wax Myrtle (native to western Washington) and replacement of an existing fence. The Renton Memorial Stadium project proposes to retrofit the existing facility. The modification of the north viewing area is the only area where work is proposed in the 100-year floodplain to the Cedar River, which is located approximately 250 feet west of the activity. The project area is within the 100-year floodplain, but outside of the riparian buffer zone (with the exception of planting four trees In an existing mowed grass area), as defined in Appendix 4, page 222 of the National Marine Fisheries Service Blologlcal Opinion. Fish habitat function will not be directly or indirectly affected by the project, as work will occur In an area already altered and developed. Floodwater storage within the 100-year floodplain will not be lost according to the Coughlin Porter Lundeen Technical Infonmation Report dated lune 18, 2010. The project has been evaluated for Indirect effects to the floodplain and will not require mitigation as (a) the project will not alter the volumes of stormwater reaching the river, and frequency, timing, and duration will not be altered from the existing conditions; (b) alterations to the bank of the Cedar River are not proposed; (c) the project Is not located in an active channel migration zone based on King County maps; (d) the project will not interfere with the current natural exchange of flow between surface water, groundwater and the hyporheic zone; (e) wetlands are not proposed to be Impacted; and (f) large woody debris will not be removed from the floodplain. Rsh and Wildlife Habitat and Standard Stream Srudy Report Renton Memorial Stadium 210171.70 mmmm This page left intentionally blank for double-sided printing. Table of Contents Section Page 1.0 Inb'oduction ................................................................................................................... 1 2,0 Site Location and Project Description ............................................................................ 1 3.0 Document Review ............................................................................................................ 2 3.1 U.S. Fish and Wildlife Service National Wetland Inventory Map ...................................... 2 3.2 Soil Survey of King County Area, Washington ............................................................... 2 3.3 SalmonScape Stream Map ........................................................................................... 2 3.4 Renton Maps .............................................................................................................. 2 3.5 Floodplain Maps .......................................................................................................... 2 3.6 DNR and Fish and Wildlife Database Revlews ................................................................ 2 4.0 Site Reconnalssance ....................................................................................................... 3 4.1 Topography ................................................................................................................ 3 4.2 Fauna ......................................................................................................................... 3 4.3 Vegetation .................................................................................................................. 3 5.0 Cedar River and Associated Wetland ............................................................................. 3 6.0 Wetland and Fish and Wildlife Habitat Regulations ....................................................... 5 7 .0 Conclusion ...................................................................................................................... 6 8.0 Closure ............................................................................................................................ & 9.0 References ...................................................................................................................... 7 Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmmm Appendices Appendix A ESM Consulting Engineers Maps: Topo-01 to 05 Appendix B Bassetti Architects Site Plan and ESM Floodplain and Cross Section Maps AppendlxC Shoreline Area Analysis Appendix D Wildlife Habitat Associations Ash ond WIidiife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 1.0 INTRODUCTION AHBL, Inc. has completed this Fish and WIidiife Habitat and Standard Stream Study Report for the Renton Memorial Stadium parcels located at 406 Logan Avenue North, Renton, Washington (Appendix A). This report has been prepared to define the Cedar River buffer, and fish and wildlife habitat for alterations proposed on the site. 2,0 SITE LOCATION AND PROJECT DESCRIPTION The project Is located at 406 Logan Avenue North, Renton, Washington, on Parcel Nos. 072305- 9053 (Stadium) and 072305-9085 (North Parking Lot) In the SE Quarter of Section 7, Township 23 N, Range 05 E, W.M. (Appendix A). The existing site Is approximately 14.45 acres. The total project work area Is 3.51 acres. The existing use Is a stadium and Is to remain unchanged. Activities occurring onslte include football and soccer games, track and field meets, and similar events. Select landscaping, fencing, and utilities will be removed. Site Improvements indude plaza, landscaping, fencing, and utlllty upgrades. No Improvements to the existing parking lots are planned. In the north portion of the site, the existing concession/restroom building and ticket booth (totaling approximately 857 square feet (SF)) wlll be demolished. The existing grandstands (approximately 4,596 SF, with a seating capacity of ±1,164) will receive enclosure, accesslblllty, and finish upgrades. There wlll be no increase In seating capacity. A new concession, restroom (approximately 2,250 SF), and field storage building will be constructed to the east. A new covered viewing area ( approximately 2,800 SF) will be constructed to the west. After modernization, the increase in the area wlll be approximately 4,490 SF, from 8,175 to 12,665 SF. In the south portion of the site, the existing boiler building, ticket booth, and press box (totaling approximately 1,016 SF) will be demolished. The existing grandstands will receive a new press box and reconstruction of all spaces below the spectator seating. There will be no increase in seating capacity. Work will also lndude earthquake safety, exiting, energy, accessibility upgrades and new endosure, mechanical and electrical systems. After modernization, the total building area will be reduced 786 SF, from 35,876 to 35,090 SF. In the west portion of the site, the existing fencing will be replaced. In the east portion of the site, the existing reader board and field storage building (approximately 825 SF) will be demollshed. A new reader board will be constructed. Current uses of adjacent properties include the following: East: Existing Commercial, Parking, and Single-family Residential uses North: Parking and Renton Municipal Airport South: Renton Municipal Airport and Commercial West: Cedar River, Cedar River Trail, and Renton Municipal Airport Fish and WIidiife Habitat and Standard Stream Study Report Renton Memorial Stadium l 210171.70 mmm11 3.0 DOCUMENT REVIEW A review of readily available documents was conducted to characterize the site and surrounding area within 100 feet of the site. 3,1 U.S. Fish and Wildlife Service National Wetland Inventory Map The U.S. Fish and Wildlife Service National Wetland Inventory (NWI) Map of the Renton area does not identify wetlands on or within 100 feet of the site. It does show the Cedar River adjacent to the site. 3.2 Soll Survey of King County Area, Washington The Soil Survey of King County Area, Washington, as depicted by the Web Soll Survey, was reviewed to determine the general nature of soils on the subject site. The site was determined to be mapped as urban sons. 3.3 SalmonScape Stream Map The Washington State Department of Fish and Wildlife SalmonScape Version 4 Map Indicated that the Cedar River Is located on the west boundary of the site. The Cedar River, located adjacent to the site, is listed as a low gradient, between O and 1 percent, large tributary in an unconfined channel that Is a fish bearing stream. There are no documenl!!d fish blockage barriers between Lake Washington and the stream on the subject site. SalmonScape lists the portion of the creek adjacent to the site as containing Fall Chinook rearing habitat, Coho spawning habitat, documented presence of Sockeye salmon, documented presence of Bull Trout/Dolly Varden, and Winter Steelhead rearing habitat Fall Chinook are federal Threatened species and state candidate species. Coho are a federal Species of Concern and a state candidate species. Bull Trout/Dolly Varden Is a federal Threatened species and state candidate species. Winter Steelhead is a federal Threatened species and state candidal!! species. 3,4 Renton Maps The City of Renton Water Class Map identifies the Cedar River as a aass 1 Water. 3,5 Floodplain Maps According to Panel 53033C0977 F of the FEMA National Flood Insurance Program's Flood Insurance Rate Maps, a portion of the proposed project lies within a 100-year floodplain. The ESM Consulting Engineers Topo-02 Map dated March 23, 2010, shows the FEMA Flood Zones on the site. 3,6 Department of Natural Resources and Fish and Wildlife Database Reviews According to the Washington State Department of Natural Resources (DNR), Natural Heritage Information System website, updated July 21, 2009, no rare plants or high quality ecosystems are located In the specific township range and sections of the proposed project (Section 7, Township 23 North, Range 05 East, W.M.). The Priority Habitat and Species Database Information was not received prior to Issuance of this report Once the Information is received, an update will be provided. Other than the Cedar Fish ond Wildlife Hobltat ond Standard Stream Study Report Renton Memorial Stadium 2 210171.70 mmm11 River, the riparian corridor and fish species that use the River priority habitats and species were not observed on or adjacent to the site. 4,0 SITE RECONNAISSANCE On June 22, 2010, Theresa Dusek visited the property to evaluate the site and surrounding area, and to evaluate (a) wildlife species typically associated with the vegetation cover types located on the site, and (bl a summary of proposed habitat alterations and Impacts from grading, dearing of vegetation, habitat fragmentation, water quality alterations, or increases In human Intrusion. The site visit Included visual observation of the project site and, where possible, the surrounding area within 300 feet of the site for wetlands and fish and wildlife habitat areas. 4.1 Topography The topography of the project site and surrounding areas has been historically manipulated by historic construction of the Renton Memorial Stadium and associated facilities, construction of the berm (levee) between the site and the Cedar River, construction of an asphalt trail (Cedar River Trail), and local roads. Overall, the site Is relatively flat with a 3-to 4-foot high berm between the site and the Cedar River (Appendix BJ. 4,2 Fauna Eastern grey squirrels (Sciurus carollnensis), Canadian geese (Branta canadensis), mallards, marsh wrens (Clstothorus palustrls), chickadees (Poeclle atricapilla), nuthatch (Sitta canadensls), robin (Turdus mlgratorius), and osprey (Pandion haliaetus) were observed during the site visit. Abundant small f,sh, induding salmonids, were observed along the edge of the Cedar River during the site visit. Threatened or endangered species were not Identified on the site. Salmon species that are federally and state protected are located In the Cedar River located within 100 feet of the site. 4.3 Vegetation Vegetation on the site is dominated by mowed grass and landscape areas. Vegetation between the site and the Cedar River is dominated by mowed grass and landscape trees. A 5-to 20-foot wide area dominated by native vegetation, including willow, black cottonwood, red alder, and giant horsetail, Is located along the Cedar River. Nonnative vegetation in the riparian area included Japanese knotweed, Himalayan blackberry, and reed canarygrass. Trees and other vegetation on the site are not proposed to be Impacted by the project. Maintenance of lawn areas and planting of trees is proposed as shown on the site plan in Appendix B. 5.0 CEDAR RIVER AND AssOCIATED WETLAND The Cedar River flows in a northerly direction and the ordinary high water mark (OHWM) of the river is located approximately 85 feet west of the site. Two culverts discharge into the river from the site, Including an 8-lnch PVC pipe and a 12-lnch concrete pipe (Appendix A). FEMA Rood Zones extend onto the northwest corner of the site, as depicted on the maps In Appendix A. The riverbed Is comprised of a mixture of sand and gravel, and has a channel width of approximately BO feet. During the site visit, water within the stream contained well-developed pools and riffles ranging from 1 foot 1D B feet deep. Large woody debris was trapped within the Fish and Wildlife Habitat and Standard stream Study Report Renton Memorial Stadium 210171.70 3 mmm11 roots of trees along the edge of the channel. Abundant small fish, lndudlng salmonlds, were observed during the site visit. Based on the use of the triple-parameter approach, defined within the Washington State Wetland Delineation Manual, wetland was identified below the OHWM of the Cedar River. The wetland and river OHWM are located, at the nearest point, approximately 85 feet west of the site. The wetland Is a Riverine system dominated by willow, red alder, and black cottonwood trees for a width of 5 to 10 feet along the banks of the river near the site. Soils associate with the wetland are flood deposits composed of silt and sand at the surface, and gravelly sandy loam with redoximorphlc features below the surface. Water In the wetland Is controlled by the river. The function of the Cedar River and wetland buffer Is based on the aty of Renton Best Available Science Literature Review and Stream Buffer Recommendations prepared by A.C. Kindig & Company, dated February 2003. Class 1 stream buffers provide functions as defined in the following table. Cedar River Stream Riparian Buffer Functions near Renton Memorial stadium Function Mechanism Water Quality Contaminants are removed by dispersed flow through the buffer; settling particulates and promoting infiltration/filtration of water. Nutrients are controlled by dispersed flow through the buffer and vegetation, through mlaobial action, and by cydlng through plant and leaf litter. Fine sediment is removed by dispersed flow through the buffer; setting particulates and promoting infiltration/filtration of water. The berm between the site and river limit this to a low function. ,Food Leaves, vegetation litter, and terrestrial insects fall Into the river as a food source for a food chain stretching from bacteria to algae to aquatic Invertebrates to fish and other aquatic wlldllfe. The site is separated from the river by an asphalt trail and the berm, which limit this to a low function. Microclimate Riparian vegetation protects the river from dimate changes caused from widespread development away from the stream, Including soil and air temperature, humidity, and wind. The site is separated from the river by an asphalt trail and the berm, which limit this to a moderate function. Temperature and Shade Small scale shade keeps sun from water and soil, cooling stream and groundwater associated with the stream. The site is separated from the river by an asphalt trail and the berm, which limit this to a low function on the site and a moderate function on the river side of the berm. Human Access Limits human disturbance, lowering vegetation trampling leading to bare dirt banks. The Cedar River Trail limits this disturbance activity by providing a walking trail and access points. f1sh and Wildlife Hal>tat and Standard Streom Study Report Renton Memorial Stadium 4 210171.70 mmm11 Cedar River Stream Riparian Buffer Functions near Renton Memorial stadium Function Mechanism Large Woody Debris Conifer's branches and trunks die and fall Into the river creating habitat complexity, sorting of spawning gravel, trapping fine sediments, and creating substrate for algae/diatom growth. The area on the river side of the trail and berm has a moderate function, and the site side of the berm east of the trail has low functions. Channel Migration Natural meanders cut new channels and deliver spawning gravel and large woody debris to the river. The river Is channelized through an urban area and has channel migration low function. Bank StabJIJty Roots and vegetation prevent bank side erosion. This function Is moderate to high along the banks of the river. Wildlife The buffer provides habitat ror non-fish species. The existing condition of the buffer provides low to moderate functions for wildlife due to the trail, associated mowed grasses, and existing urban development Table based on A.C. Kindig & Company and Cedarock Consultants, Inc., Best Available Science Literature Review and Stream Buffer Recommendations for the Cihl of Renton. 6,0 WETLAND AND FISH AND WILDUFE HABITAT REGULATIONS Based on the information derived through site reconnaissance and readily available documents, the Cedar River is a shoreline In the city of Renton and a Class 1 Water In accordance with the Renton Municipal Code. The project is applying for a shoreline exemption for work occurring within 200 feet of the Cedar River. Work proposed in the 200-foot shoreline setback includes landscape maintenance of (a) 880 SF of lawn, (b) 2,725 SF of planting area, and (c) SO SF of the concrete pedestrian plaza. In addition, 285.9 linear feet of fencing will be replaced. See Appendix C for the Shoreline Area Analysis Map. The river is documented as supporting Fall Chinook rearing habitat, Coho spawning habitat, Sockeye salmon, Bull Trout/Dolly Varden, and Winter Steelhead rearing habitat. Fall Chinook are federal Threatened species and state candidate species. Coho are a federal Species of Concern and a state candidate species. Bull Trout/Dolly Varden Is a federal Threatened species and state candidate species. Winter Steelhead is a federal Threatened species and state candidate species. Other than the Cedar River, documented priority habitats were not observed on or within 100 feet of the site. The OHWM of the Cedar River is located approximately 85 feet west of the project parcels at its nearest point. Below the OHWM of the river is a 5-to 10-foot wide area of Class 1, Riverine wetland. Work within 100 feet of the OHWM of the Cedar River lndudes planting of one pacific wax myrtle tree and replacement of an existing fence. The project does not propose to impact the Cedar River, Its associated wetland, or the 100-foot, code-required wetland and stream buffer. The Renton Memorial Stadium project proposes to retrofit the existing facility, with modification of the north viewing area being the only area where work Is proposed in the 100-year floodplain to the Cedar River, which is located approximately 250 feet west of the activity (see Appendices Fish and WIidiife Hallltat and Standard Stream Study Report Renton Memorial Stadium 210171.70 5 mmm11 A and B). The project area is within the 100-year floodplain, but outside of the riparian buffer zone (with the exception of planting four trees In an existing mowed grass area), as defined In Appendix 4, page 222 of the National Marine Fisheries Service Biological Opinion. Fish habitat function wlll not be directly or Indirectly affected by the project, as work will occur In an area already altered and developed. Floodwater storage within the 100-year floodplain wlll not be Jost according to the Coughlin Porter Lundeen Technical Infonmatton Report dated June lB, 2010. The project has been evaluated for Indirect effects to the floodplain and will not require mitigation as (a) the project will not alter the volumes of stonmwater reaching the river, and frequency, timing, and duration will not be altered from the existing conditions; (b) alterations to the bank of the Cedar River are not proposed; (c) the project Is not located in an active channel migration zone based on King County maps; (d) the project will not Interfere with the current natural exchange of flow between surface water, groundwater, and the hyporhelc zone; (e) wetlands are not proposed to be Impacted; and (f) large woody debris will not be removed from the floodplain. 7 ,0 CONCWSION The project, as designed, does not propose to directly or indirectly impact the Cedar River, associated wetlands and buffers, or documented priority species or habitats, including salmon populations. Floodwater storage within the 100-year floodplain will not be Jost according to the Coughlin Porter Lundeen Technical lnfonmation Report dated June 18, 2010. 8.0 CLOSURE The findings and conclusions clocumented In this report have been prepared for specific application to this site. They have been developed in a manner consistent with that level of care and skill nonmally exercised by members of the environmental science profession currently practicing under similar conditions In the area. Our work was also performed In accordance with the terms and conditions set forth in our proposal. The conclusions and recommendations presented In this report are professional opinions based on an Interpretation of infonmation currently available to us, and are made within the operation scope, budget, and schedule of this project. No warranty, expressed or Implied, Is made. In addition, changes In government codes, regulations, or laws may occur. Because of such changes, our observations and conclusions applicable to this site may need to be revised wholly or in part. AHBL, Inc. ~R1>~ Theresa R. Ousek Natural Resources Ecologist Project Manager TRD/lsk June 2010 Q:\2010\210171\WORDPROC\Reports\20100624_Rpt_(HabltaL&_Stleam )_210171. 70.dDCM Fish and WIidiife Habitat and Standard Stream Study Report Rentoo Memotial Stadium 6 210171.70 mmmm 9,0 REFERENCES Bassetti Architects. 2010. Rentcn Memorial Stadium Renovation Site Plan. Seattle, Washington. April 5. Cooke, S. S. 1996. Wetland and Buffer Functions Semi-Quantitative Assessment Methodology, Draft User's Manual. Cooke Scientific Services. Seattle, Washington. Coughlin Porter Lundeen. 2010. Technical Information Report. Seattle, Washlngtcn. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service Publication FSW/DSB-79/31. Environmental Laboratcry. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual. Technical Report Y-87-1, U.S. Army Waterways Experiment station. Vicksburg, Mississippi. ESM Consulting Engineers, 2010. Renton Memorial Stadium Topo-01 through -OS. Federal Way, Washington. March 23. FEMA. 2010. Floodplain Habitat Assessment and Mitigation Regional Guidance. Region 10. Hitchcock, C. and Cronquist, Arthur. 1973. Flora of the Pacific Northwest. University of Washingtcn Press. Seattle, Washington. Hruby, T. 2004. Washington State Wetland Rating System for Western Washlngtcn-Revlsed. Washington State Department of Ecology Publication # 04-06-025. National Marine Fisheries Service. 2008. Endangered Species Act -Section 7 Consultatfon Final Biological Opinion and Magnuson-stevens Fishery Conservation and Management Act Essential Fish Habitat Consultation. NMFS Tracking No.: 2006-00472. Reppert, R.T., W. Slgles, E. Stakhiv, L. Messman, and C. Meyers. 1979. Wetlands Values: Concepts and Methods for Wetlands Evaluation. Inst. for Water Resources, U.S. Army Corps of Engineers, Fort Belvoir, VA. Res. rpt 79-Rl. United States Department of Agriculture, NRCS. 2006. Keys tc Soil Taxonomy. Tenth Edition. Soll Survey Staff. United States Department of Agriculture, NRCS. 2009. Websollsurvey.nrcs.usda.gov/app/websoilsurvey.aspx. United states Department of Agriculture, Natural Resources Conservation Service (NRCS). 1995. Hydric Solis of Washlngtcn. 19 pp. United States Department of Interior, U.S. Fish and Wildlife Service (USFWS). 1997. National List of Vascular Plant Species that Occur in Wetlands: 1996 National Summary. A draft revision of: Reed, P.B., Jr. 1988. National List of Plant Species that Occur In Wetlands: Northwest (Region 9). U.S. Fish and Wildlife Service Biological Report 88 (26.9). Washington, D.C. F~h and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 7 210171.70 mmm11 United States Fish and Wildlife Service. 2010. National Wetland Inventory: www.fws.gov/nwi/wetlandsdata/googleearth.htm. Vepraskas, MJ. 1999. Redoxlmorphlc Features for Identifying Aquic Conditions. Technical Bulletin 301. North Carolina Agricultural Research Service. North Carolina State University. Raleigh, North Carolina. Washington State Department of Ecology. 1997. Washington State Wetland Identification and Delineation Manual. Washington State Department of Ecology, Publication No. 96-94. Washington State Department of Fish and Wildlife. 2010. Salmonscape Maps. Fortress.wa.gov/dfw/glspublic/apps/salmonscape/default.htm. Washington State Department of Fish and Wildlife. 2008. Priority Habitats and Species List. Olympia, Washington. Washington State Department of Natural Resources. 2009. Washington Natural Heritage Information, Sections that Contain Natural Heritage Features. July 21. http://www.dnr.wa.gov/Publicatlons/amp_nh_trs.pdf. Fist, and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 8 210171.70 mmm11 Appendix A ESM Consulting Engineers Maps: Topo-01 to 05 Rsh and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmmm This page left intentionally blank for double-sided printing. .--- • -l -....=-= i -"= I ..... :.:.i"":::: HOWflff'lil J.3l\llns ~ JCWQII J(l .uri I 1· l i t =El== -7 --·-1111n1av.1s 1VIHOll\l311\1 N0.1N3H ••• ~ "' 1•1•1 •1--=-~~= 1------------------------i, I ·I~ a_ ~ ~ b ii HHiibNI HllihiNOb '' ¥1 .1011:1.lSIO 100H0S NOJ.N31:1 I ~ I ~ i I-... -~ -· ·---··.w.ar ' ~ I -..e,e~~--ee-1 • - • -, hGl.rr .. , i..to.-• (M» ·"-,.,c l .CL>UIO ~ / ......... " ... ' 0 j~ ; ' • a "1 w ' • ' ---- ' 1 ' ' ' ; e ---------- I i I ... ,~--·---..... _,,,.,..,,,.,... _ .. __ _ ~··- =:~':\, ' ··+ • -rt-' -t····· ,+,. 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This page left intentionally blank for double sided printing AppendixB Bassetti Architects Site Plan and ESM Floodplain and Cross Section Maps Rsh and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 This page left intentionally blank for double-sided printing. RENTON MEMORIAL STADIUM Site Plan Ai:r1: ;£, n:,s 'l-<:l~'I- C,<o-0~'1- ;)T::'~J"':_. ·-, -~~!rii~k = .. ;,.~.""t: J~~T:::.. • ,·';;:,,:;.._~ .:'.?' ~ . ~ .. , .. ,;~-- ',, -IX"""' :t\~G -#+'it ~-.:,;..·;~?~ ,r", 'O"''~o 4--~-~. ,. LEGEND • ELECTRONIC MESSAGE BOARD • SOUTH I HOME SECURE PARKING e SOUTH I HOMETICKET BOOTH 0 SOUTH I HOME ARRIVAL PLAZA e SOUTH I HOME TOILETS G SOUTH I HOME CONCESSIONS 0 MAIN OFFICE I SECURITY e SOUTH I HOME STORAGE G LOCKER ROOMS G) SOUTH I HOME GRANDSTAND (ABOVE) G) WALKWAY CD LANDSCAPE SCREENING G ORNAMENTAL FENCING G FLAGPOLE & LONG JUMP VIEWING AREA G DETENTION POND G FIELD STORAGE G NORTHIVISITORlOILETS G NORTH I VISITOR CONCESSIONS G NORTH I VISITOR TICKET BOOTH ~ NORTH /VISITOR ARRIVAL PLAZA fl NORTH /VISITOR GRANDSTAND e NORTH VIEWING AREA EBNOR™ ba.fcf,~!{i I ~&,n This page left intentionally blank for double sided printing or iln el.;,ting Nthroom building. The hilthmomwlllbe ll!pixftl wilh • fbt w~ing 11rH. No Rood 5kmt.geo will be knt 11H' rnnov&I of the blth,oom wW only inrR"ME" lhe av•il•blf. flood SIORg.!'. ---- FIGURE 5-FLOODPLAIN/FLOODWAY FEMA MAP Ordina.ry High Waler Mark ~ I Renton M"'1on;al Stadwm Kint~W ,.. <,,\ES>'-J'll!S\1'1\:2'\C<J•, .. ~s;,,\,a.o,"°I """' .. OiZJ/2010 ,o,o•w ,~""'""'...., ..,,.. en m 8 + ~ ~ 5-z~ )>I; ,o )> ., 0 -~ ~ -i; q ;, :t ~ -·-· ~ORDINARY HIGH WATER "' ~ \ \ " " " " " I APPROXIMATE LOCATION) OF CONCRETE PATH 7 I I PROPERTY UNE ~ I I I I I I I I I I I I a• CHAIN LINK FENCE] 200 1 SHORELINE SETBACK\ _, " "' a www.11sm,;lvit.~m ..... --, ................... .. """' ....... .. ·,, ,;;zo ~~2 -;-~ ~ ;- '/ -- \_ --------------------__ .-------- •,, RENTON SCHOOL DISTRICT RENTON MEMORIAL STADIUM SHOREUNE PROfl.E AppendixC Shoreline Area Analysis Fish and WIidiife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 --------_____ _..;;,.._ ______ 1~7~'FENCING ,., .. ,-~ \ \ LANDSCAA: MAINTENANCE LAWN PlANTED AREA CONCRETE PEDESTRIAN PLAZA REPLACEMENT FENCING 6'.0-SECURITY FENCING 8'.0' ORNAMENTAL FENCING WITH PIERS 880 SF LAWN____,,- 2,725 SF PLANTED AREA / - 650 SF CONCRETE-- PEDESTRIAN PLAZA 4,255 SF TOTAL AREA WlllilN PROJECT SCOPE AND WITHIN 200' OFFSET FROM RIVER 208.3 LF 6'-0" SECURITY FENCING__.-· QUANT. I UNIT 880 2,725 !i5ll 208.3 77.6 Square Feal Square Feet Square Feet ,.._, ... Uoea,Feet ~-/ ,-' .-' ' (!J ~ I I T-- "~- ) • Et) KEY PLAN SCALE: 1 "=800' fT . ,__ ,i ,. SCOPE OF WORK 200'0FFSET FROM RIVER n,-----200' OFFSET FROM ORDINARY HIGH ' WATER (OHW) MARK OF CEDAR RIVER t PR(pJE• ' 1·-·-·-···'··1 ' ' -~~-··-1 .. AREA BOU~DARY : ~ ~: , __ _ i --+-I -···t··· . . i ! ···· 1 i , I , i ~EXQLUSIONi, FR04 PiOJECT ~ . ···1 •••.••••• i,~~~f...'tlWcfo~~~~r:r ....... . ·-,, ,. • \! !\i\ RENTON MEMORIAL STADIUM RENOVATION SHORELINE AREA ANALYSIS SCALE: 1 "=20' A,.. ccae,.&1QO'lr, w AppendixD Wildlife Habitat Associations Fish and Wildlife Habitat and Standard Stream 51\Jdy Report Renton Memorial Stadium 210171.70 mmm11 This page left intentionally blank for double-sided printing. WIidiife observed durtnc the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES common Name Scientific Name Ali!Dhibian~ Tlger Salamander Ambystrxna tlgrlnum Northwestern Salamander Ambystvma graclle Long-toed Salamander Arnbystornil maarx/actylum Cope's Giant Salamander DicamptDdon a,pei Pacific Giant Salamander tenebrosus OlymDlc Torrent Salamander Rhyacotriton olymplcus Columbia Torrent Salamander Rhyacotr/lr)n kezeri cascade Torrent Salamander Rhwu-ntritDn casa,dae Rough-Skinned Newt Tar/cha nranu/osa Dunn's Salamander Plethodon dunnl Lan:h Mountain Salamander Plethodon IMselll Van Dyke's Salamander Plethodon vandykel Western Red-Backed Salamander Plethodon veh/cu/um Ensatlna Ensatina eschsdloltzii Tailed Frog Ascaphus truei Great Basin Spadefoot Scaphiopus inrermontanus Western Toad Bufoboreas Woodhause1s Toad Bufo woodhousll Padftc Chorus [Tree) Frog Pseudacris - Red-Lenned Frog Rana aurora cascades Froo Rana C1JSC8dae 0"""'n Spotted Froo Rana pretfosa Columbia Spotted Fma R8na luteM!ntriS Bullf= Rana catesbe/ana Re""les SnappJnn Turtle Chelydra serpentina Painted Turtle Chrysem=""*' Western Pond TurUe Oemmys rnarmorata Red-Eared Slider TurUe Trachem·-scripta Northern Alligator Lizard Elgar/a aJeJV/ea Southern Alllnator Lizard Elgarta multkarlna/8 Saoebrush Lizard Sceloporus gradosus Western Fence Lizard Sce/oporuS oa:kiental/s Western Skink Eumeces sk/1/onianus Rubber Boa Ch8rln8bottae Racer Coluber consbictor Sharptall Snake ContJa tenu/s R!noneck Snake Dlildoph/s nunctatus ca11rornla Mountain Kingsnake /.amprope/t/s zona/8 Gopher Snake PitJJophls catenlfer Western Terrestrial Garter Snake Thamnoph/s elegans Northwestern Garter Snake T11amnoph/s ordinoldes Fosh and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 . ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian . CA/B GA/F GA/F CA/B P/F CNB GA/B CNB GNB CA/B GA/F CA/B GA/F P/F CA/B GA/F CA/B GA/F CA/B GA/F CA/B GA/F CNB P/F CA/B GA/B P/B GA/B GA/B GA/B GA/B GA/B P/F GA/B GA/B P/B GA/B GA/F CA/B CNB GA/B GA/F CA/B P/F CA/B CA/8 GA/F GA/B CA/B GA/B CNB CA/F CA/B P/F CA/B GA/F GA/B GNB GA/F CA/B CA/B CNB GA/F CNB GA/F CA/B CNF GA/B CA/F GA/B CA/F CNB CNF GAIR GA/B GA/B GA/B GA/B P/B P/B P/B GA/B GA/B GA/B GNB P/B GA/B GA/B GA/B GA/B GA/B GA/B GA/B GA/B P/B P/B P/B P/B P/B GA/B GA/B GA/B GNB GNB GA/B mmm11 WIidiife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDUFE SPECIES Common Name Scientific Name Common Garter Snake Thamnophls slttalis Westem RaWesnake Crotalus v/rldis Marnmals · . Virginia Opossum Dlde/phis-na Masked Shrew Sorex dnereus Preble's Shrew Sorex preblel Vagrant Shrew Sorex l&lnrans Montane Shrew Sorex mont/co/us Water Shrew Sorex pahJstrls Pacific Water Shrew Sorex bendlrll Trowbrldge's Shrew Sorex trowbrk/gii Merriam's Shrew Sorex merriaml Pvnmv Shrew Sorexhoyl Shrew-Mole Neurotr/chus oibb.<il Townsend's Mole Saipanus townsendil Coast Mole Scapanus Dfilfius callfomia Mvotis MyotfsC1Illfom/aJs Westem Small-Footed Myotls Myot/s clllolabnnn Yuma Myotls MvnH• yumanensls UWe Brown Mvotls Myot/5 /uclfugus Lono·' =eel Mvnlis Myotis volans Fringed Mvotis Myotis thysanodes Keen's Myotls ,.,,,,,,,. keenii Long-Eared Myotls Mynn,; ellVlis Sliver-Haired Bat Ulsionycter/s noctivagans Western Piplstrelle P/n/cm,//us hesperos Big Brown Bat Epteslcus fusaJs Hoary Bat u,s/urus dnereus Snotted Bat Euderma maculalllm Townsend's Big-Eared Bat · 'inus townsendll Pallid Bat Antrozous paHidus Eastem Cottontail tloridanus Nuttall's (Mountain) Cottontail Sytv/P,,,H< nutt,,IIH European Rabbit am/cu/us Snowshoe Hare Lepus amer/anus Mountain Beaver Aplodontia rota Least Chipmunk Tam/as min/mus Yellow-Pine Chlomunk Tam/as amoenus Townsend's Chipmunk Tamlas townsendil Red-Tailed Chipmunk Tamias ruficaudus Yellow-Bellied Marmot Marmota fliJvNenlris Columbian Ground Sauirrel Spermoplll/us co/umblanus (allfomla Ground Squirrel Spermophi/us beecheyi Golden-mantled Ground <:nulrrel Spermophilus latera//s Fish and Wildlfe Habitat and standard Stream Study ReDort RenlDn Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/B CA/B GA/B CA/B GA/B GA/B GA/B CA/B GA/8 GA/B P/B P/B GA/B GA/B P/B P/B GA/B P/B GNB CNB GA/B GA/B CNB CA/B GA/B GA/B CA/B GNB GA/B GA/B GA/B GA/B GA/B GA/B CA/B GA/B GA/B CA/B GA/B P/B GA/B GA/F P/B CA/F GA/B CA/B GA/F GA/B GA/B GA/F P/B GA/B GA/B GA/F P/B GA/B CA/B GA/F GA/B GA/B GA/F GA/B GA/B CA/B GA/F P/F GA/F P/F CA/B GA/F CA/B GA/B GA/F GA/F GA/F GA/B GA/F GA/B GA/F P/B GA/F CA/F P/B GA/F GA/B P/B P/B GA/B GA/B GA/B CA/B P/B GA/B GA/B CA/B GA/B GA/B GA/B GA/B P/B GA/B P/B GA/B mmm11 WlldlWe observed durlna the June 22. 2010 site visit on and adjacent to the site are hlahliahted below WILDUFE SPECIES Common Name Scientific Name cascade Golden-Mantled Ground Squirrel SpermophHus saturatus Eastern Gray Squirrel Sdurus caro/lnsnsls Eastern Fox Squirrel Sciurus nlf"" Western Gray Squirrel Sciurus ,,_,,. Red Saulrrel Tammsduros hudsonicus Douglas' Squirrel Tam/asdurus douglas/1 Northern Flying Squirrel GiauaJmv. sa/Jrlnus Northern Pocket Gopher Thomomys ralpo/des Western Pocket Gopher Thomomys mazama American Beaver castw canadensis Western Harvest Mouse Relthrodontomys ~lnHs Deer Mouse Perom,,.,.us man/cu/atus Columbian Mouse Peromyscus keen/ Bushy-Tailed Woodrat Neolrlma clnerea Southern Red-Backed Vole Clethrionom Heather Vole Phenacomys lntemedius Meadow Vole Mlcrotus nicus Montane Vole Mlcrotus montanus Gray-tailed Vole M/aotus amicaudus Townsend's Vole Mlcrotus lr/wnsendfi Lona-Tailed Vole Mlcrotus !nnnk2udtJs Creeping Vole Mlcrotus oregon/ Water Vole M/crotus rk:harrJsool Sagebrush Vole Lemm/5cus curtatus Muskrat Ondatra zlbeth/cus Black Rat Rattus 1attus Norway Rat Rattus House Mouse Mus musculus Western Jumolna Mouse Zapus prlnceps Pacific Jumping Mouse Zapus ITlno/atus Common Porcupine f;rett,;zon dorsatum Nutria Myoa,star covnu< Covme can1s 1atrans Gray Wolf can1s /upus Red Fox Vulpes vulpes Black Bear Ursus ametfcanus Grlzzly Bear UrstJS arrtos Raccoon ,,.,,,.,,.,,, /olrlr American Marten Martes amertcana Fisher Martes pennant/ Ermine Muste/a ermlne8 Lona-Tailed Weasel Muste/a frenata Mink Mustela vlson Fish and WIidiife Habitat and Standard stream Study Report Renton Memorial Stadium 210171.70 A5SOCIA TION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/B CA/B CA/B P/B GA/B P/B CA/B GA/B CA/8 P/B GA/8 GA/B CA/B GA/8 GA/F CA/B P/F CA/8 CA/8 CA/8 CA/8 CA/8 CA/8 CA/8 CA/B GA/8 GA/8 P/8 CA/8 CA/B P/B GA/8 CA/8 GA/8 GA/8 CA/B CA/B GA/B GA/B P/B CA/B P/B CA/B CA/B CA/B CA/B GA/B GA/B GA/B CA/B CA/B P/F P/B GA/B CA/B P/F CA/B GA/B GA/F GA/B GA/B GA/B P/B GA/B GA/B GA/B GA/F GA/F GA/B P/F GA/B CA/F CA/B CA/B GA/B P/B CA/B CA/B GA/B GA/B GA/B GA/F GA/B GA/B GA/F CA/F P/F CA/B mmmm Wildlife observed during the lune 22, 2010 site visit on and adlacent to the site are hlahliahted below WILDUFE SPECIES cammonName Scientific Name Wolverine Guloaulo American Badaer Taxidea taxus Western Spotted Skunk Sp/loga/e aradlls Strioed Skunk menhitiS Northern River Otter wtra canadensis Mountain Uon Puma conco/or Bobcat Lynxfllfus Feral Horse /:quus cabal/us Feral Pig Susscrofa Roosevelt Elk Q,rvus e/aphus rooseveltl Rocky Mountain Elk Q1fvus e/aphus nelson/ Odocoi/eus hem/onus Black-Tailed Deer co/umb/8nus Odoco/leus hem/onus Mule Deer hem/onus Odocoileus virgin/anus Columbian WMe-Talled Deer /eUCIHIJS Moose Aasa/ces Mountain Gartbou Rangifer tan,ndus Birds · common Loon Gavialmmer Pied-Billed Grebe Pod/lvmbus Homed Grebe Pod~ autitus Red-Necked Grebe Podiceps grfsegena Eared Grebe Podlceps ninrin,l{,s Western Grebe Aechmophorus oa:identalls Oark's Grebe A darlo7 American White Pelican Pelecanuse Double-Crested Cormorant Phataarx:wax auritus American Bittern Botilurus Great Blue Heron Arr/ea herodtas Great Egret Arr/ea alba Snowy ~oret Egretta thu"1 Gattie Egret Bubu/aJs Ibis Green Heron Butorides vlrescens Black-crowned Night-Heron Nyr:tft:r,rax nyr:tk:on,x White-faced Ibis PiPmuflschlhi Turkey Vulture cat/lattes """' Greater White-Fronted Goose Ansera//Jlfrons Snow Goose Chen <:aen,iesa,ns Ross's Goose Chen n,ss// canadaGaose Brantacanadensls Mute Swan Dtanus oJor Trumpeter Swan Cygnus bua:ina/Dr Tundra Swan Cygnus CDlumb/anus Fish and Wildtife Hobitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/F GA/B P/B GA/B GA/B P/B GA/8 CNB CNB GA/8 GA/F P/F GA/B GA/F GA/8 GA/B P/F GA/8 GA/8 GA/F P/B GA/B GA/8 GA/F P/B GA/B GA/8 GA/F GA/8 GA/8 GA/F GA/B GA/B GA/F GA/8 GA/B GA/F P/F GA/F CNB GA/8 CNB CNB CNB CNB CNB GA/F GA/R P/B CNB GA/R CNF GA/8 CA/B P/R CNF P/F GA/8 CNF GA/B CA/F CNF CA/B CNF GA/F CNB GA/B GA/F P/B GA/B CNF CNF CNF CA/B P/B CNB GA/8 CA/B CNF mmm11 Wildnfe observed during the June 22, 2010 site visit on and ad"-nt to the site are highlighted below WJLDUFE SPECIES Common Name Scientific Name Wood Duck A/xsponsa Gadwall Anas strepera American Wigeon Anas amer/alna American Black Duck Anas rubrlpes Mallard ANIS pfatyrl,ynchas Blue-Wln""d Teal Anas dlscors Onnamon Teal Anas Northern Shoveler Anas clypeata Northern Pintail Anasacuta Green-Winged Teal Anas creca, canvasback Aytllya va/lslnerla Redhead A ""'ya americana Ring-Necked Duck Aytllya collaris Harlequin Duck Hlstrlonicus hlstr/on/cus Bufflehead 81=nhaJa aJbeola Hooded Meroanser /.ophDc/ytes cucu/liltus Ruddy Duck OXyura jama/censls Osprey (flying overhead) PanrJlon hallaetus White-Tailed Kite E/anus /eua,rus Bald Eagle (flying overhead} Hal/aeetus laucacephalus Northern Harrier O,rus cyaneus Sharp-Shinned Hawk Acdpller strlatus Coopefs Hawk Acdp/ter cooperil Northern Goshawk Acdpller gent/Us Red-Shouldered Hawk Buteo Hneatus Red· Tailed Hawk suteo jamlJia:nsis Rough-Legged Hawk Buteo bNu,m,e Golden Eaale Aqulla chrv<aetos American Kestrel Falco spmvertus Merlin Falco columbar/us Gyrfalcon Falco rustlrolus Per=rine Falcon Falco peregrfnus Ring-Necked Pheasant Phaslanus co/ch/cus Ruffed Grouse Bonasa umbel/us Blue Grouse Dendragapus obsaJrus Wild Turkey Meleagris {/81/Dpavo Mountain Quall Oreoltyx pictus ca1wornla nuall ClJ//l=nfa ca/ifomiaJ American Coot FuliaJ ameriama Sandhill Crane Grus canadensls Kllldeer O!aradrlus voc/fenJs WIiiet Clltop semfr•/matus Spotted Sandpiper Actit/s macularia Upland Sandpiper Bartramia /ongialuda Fish and Wildlife Hablmt and Smndard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian P/F CA/B CA/B CA/B GA/B CA/B CA/B GA/B CA/B CNB CNB CA/B CA/B CA/B CA/B CA/B CA/B GNB CA/B CNB GA/B GNB CA/B GA/R GA/F P/R GA/R GA/F GA/B GA/B GA/B P/B GA/B GA/F P/B GNB GNF GA/B GA/B GNB GNF GA/B GNB GA/F GNB GA/F P/F GA/F P/F P/F P/B P/F GA/B GA/F GA/B P/F GA/F P/F GA/F GA/F GA/B P/F GA/F GA/B CA/B CA/B GA/B GNB GA/B P/B GNB GNB CA/B GA/8 CNB GA/B GA/B GA/F CNB GA/B GA/B mmmm Wildlife obseived during the June 22, 2010 site visit on and adjacent to the site are hlghllahted below WILDLIFE SPECIES common Name Scientific Name Western Sandpiper Ca//drfs maurt Least Sandpiper C8/Jdrls minutllla Baird's Sandpiper Ca/Idris balrdil Pectoral Sandpiper Ca//drfs me/anotos Dunlln Ca/Idris a!pina Ruff Phllml78chus ··-·· Heermann's Gull LBrus heermanni Mew Gull liuvscanus Rlna-BUled Gull l.arusdelawarrmsls califomla Gull l.arus a,//fom/cus Herring Gull t.arus argentatus Western Gull t.arus oaidentalls Glaucaus·Wln=d Gull l.arus glaure.srens Glaucous Gull t.arus h Common Tern 5remil hlrundo Forster's Tem stemafi»steri Black Tern 0,//don/as ...... Marbled Murrelet Btach=m""us marmoratus Rock Dove Columba!Ma Band-Tailed Pigeon Coltmba fasr:lata Mournll'V'I Dove Zenaida macroum Barn OWi Tytoalba Western Screech-Owl Otus kennlcottil Great Horned Owl Bubo vlrg/manus Snowy Owl Nydea scandlaca Northern Pygmy-owl Glauctdlum o_,,,, 5""""" Owl Strtx occldentaHs Barred Owl Strlx varia Great Gray Owl Strtx nebufos8 Lan!l'"Eared Owl Aslootus Short·Eared OWi Aslo flammeus Common Nlchthawk CharJelles minor Common Poorwtn vsnvtta/U/ Black Swift niger VaUl<'S Swift Chaetura vauxl White-Throated Swift Aemnautes saxatalls Black·Chlnned Hummingbird Arr:h//ochus alexandrl Anna's Hummingbird Calypte anna C.IHOnP Humminablrd Stellu/a CJJHfnnA Rufous Hummingbird Se1""nhorus rufus Allen's Hummingbird Se/asphorus sasin Belted Klnoflsher Ce,yle alcyon Lewis's Woodpecker -~lewis Acom Woodpecker Melanerpes formidvorus Ash and Mdllfe Habitat and Standard Stream Study Report Renton Memorlal stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Rl.,,,rlan CA/F CA/F CA/F CA/F CA/F GA/F GA/F GA/F GA/F GA/F GA/F GA/F GA/F GA/F GA/B GA/F GA/B GA/F GA/B GA/F CA/F CA/F CA/B CA/R P/F CA/B P/F CA/B GA/B GA/B GA/B GA/B GA/F GA/B P/F GA/B GA/B P/F CA/B P/F CA/B CA/B P/B P/B P/B GA/F GA/F GA/B GA/F GA/B GA/8 P/F GA/F P/F GA/8 GA/B GA/B GA/F GA/8 GA/B GA/F GA/F CA/B GA/B GA/B GA/B P/F GA/B GA/8 GA/B GA/B GA/8 GA/F GA/B GA/B mmmm WildlWe observed durl"" the June 22, 2010 site visit on and adjac,,nt to the site are highlighted below WILOUFE SPECIES Common Name Scientific Name WIiiiamson's Sapsucker Sr"Y,ap/aJs thyroideus Red-breasted Sapsucker Sph IVber Downy Woodpecker Pico/des pubescens Hairy Woodoecker Plcoldes vi//osus White-Headed Woodpecker Pico/des a//Jo/atvatus Northem Ricker Colapres auratus Plleated Woodpecker uspileatus Olive-Sided Flvcatcher Con/op,Js cooper/ Western WOod·pewee Contop/JS sotdklu/lJs WUlow flvratcher &n-·~-traiHil Hammond's Flycatcher Emp/don8x i>ammondH Black Phoebe Sa~ts nigrlcans Say's Phoebe Sayam/s 58)16 Ash--Throated Flycatcher Mylarr:hus einera=ns Western Klnablrd Tl'"''"nus vertfca/ls Eastern Klnabird Tyn,nnus tyr,,nnus Yellow· Throated Vlrec Wn1o tlovlfrons cassin's Vlreo Vfmo casstnU Hutton's Vlrec V-""'1 huttoni Warbling Vireo Wn1o n;/vus Red-eyed Vireo Vfmoo//vaceUs Gray Jay Pr!risoteuscanadens/s steller's Jay cyanocltta ste//eri Blue Jay cyanocltta crlsta(;J Western Scrub-Jay Aphe/oaJm8 califom/aJ Pinyan Jay . us cyanoceph4/us Black-BIiied Magpie P/aJ hudsvnla American crow Corvus brachyrflynchos Northwestern Crow Corvus caur/m,s Common Raven Corvus con,x 5"" Lark AlaudiJ arvens/s Homed Lark EremanhHa a/pestrls Purple Martin °"""fie sub/s Tree Swallow Tachvrlnela b/cr,/or Violet-Green swallow Tachvrlneta thalasslna Northern Ro• -h--Winged Swallow Ste/a~teryx serrlpennls Bank Swallow Ri=ria rip8rfa Cliff Swallow PelTr>chelidon pyrrhonota Barn Swallow Hlruntkl tVSt/al Black-Caft....., Chickadee Poscile atricapllla Chestnut-Backed Chickadee Poeclle rufescens Bushtlt Psaltr/parus min/mus Red-Breasted Nuthatch Sitta t:alllldensls White-Breasted Nuthatch Sit/a carolinensis Ash and Wildlife Habitat and Standard Streom Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest,. Shrub Wetland Environment Riparian GA/8 GA/B GA/B CA/F GA/B GNB GA/F P/B GA/B GA/B GA/F GA/8 GA/F CA/B GA/B GA/F GNB GA/B GA/8 GA/B GA/B P/F GA/8 GA/B GA/B GA/B GA/F GA/B GA/8 GA/F GA/B GA/B GA/B P/B GA/B P/B P/8 GA/B GA/B GA/B GA/F GA/B P/B GA/B GA/B GA/B GNB P/F GA/B GA/F GA/8 GA/8 GA/F GA/B P/F GA/B GA/F P/8 GA/B GA/B GA/F GA/B GA/F P/8 CA/F GNB GA/8 GA/F GA/B GNF CA/F P/8 GA/F P/B GA/F GNB GA/F GA/B GA/F GNB CA/F GNB GA/F GA/B P/F GA/B GA/F GNB GA/B GA/B GA/B GA/F GA/B GA/B GA/B mmm11 Wllcllife observed durlna the June 22. 2010 site visit on and adjacent to the site are hlghliahted below WILDUFE SPECIES Common Name Sclentiftc Name Pygmy Nuthatch Sitta OygmBl!i/ Brown Creeper certhla americana llewlck's Wren Thryr,m;mes bewlckH House Wren n aedon Winter Wren Troglodytes troalodytes Marsh Wren Cistothol'U!I palustrfs Golden-Crowned Kinglet Regu/tJs satn,pa Ruhv-Oowned Kinglet RmnftJs ca/endu/a Townsend's SOiitaire Myadestes (Dwnsend/ Swalnson's Thrush C8thaflJS ustlJ/atus Hermit Thrush catha!IJS guttatus American Robin Turdus migratorfus Gray catbird Dumetella catOl/nensls Northern Mockingbird Mlmus nnlvn/ottos European Starllno S/JJmus vu/oMf<; Bohemian Waxwing Bombyr:JNa aamJ/us Oranae-Crowned Warbler Vermlvora ce/ata Nashville Warbler Verm/Vora rvf/aJpiNa Yenow Warbler Dendrolca petechm Black· Throated Blue Warbler Dendrolca r:aerulescens Yellow-Rum""" Warbler Demfroial corona/a Townsend's Warbler Demfroial tDwnsendl WIison's Warbler WIison/a pus/iia Western Tan-, -/udovk:lana Spotted Towhee Plpi/o maCJ.Jlatus American Tree Sparrow Splzella artxJrea Chipping Sparrow Splzella t»sserlna Clav-COlored Sparrow Sp/Zella J18Ukla Sonn Snarrow Me/osp/ul me/odla Lincoln's Sparrow Melo••;= HncolnlJ Swamo Scarrow Me/osp/uJ -=•.,,a White-Throated Spa11aw Zonotnchla a/b/aJl/is White-crowned SpalTOW Zonotrichla le Golden-crowned Sparrow Zonotrlchla atrlcopil/a Dark-E""" Junco Junco hyema/is Lazuli Bunting P8sserfna amoena Red-Winged Blackbird Agelaius phoen/ceUS Western Meadowlark St1Jfne/la . Xanthocephalus Yellow-Headed Bladd>ird xan Great-Tailed Grackle Quiscalus mex/canus Brown-Headed Cowbird Molothrus ater Purple Anch purpureus Cassln's Finch OJrpodaaJs cass/nil Fish and Wildlife Habitat and Standard stream Study Report Renton Memorial Stadium 210171,70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub WeUand Environment Riparian GA/B GA/B P/F GA/B GA/F GA/B GA/B CA/B GA/B CA/B GA/B P/F GA/B GA/F GA/B P/F GA/B GA/B GA/B GA/F GA/B P/F P/B GA/F GA/B P/F GA/F GA/B GA/B P/B P/B GA/B GA/F CA/B CA/8 GA/B GA/F GA/F GA/F P/B P/B GA/B GA/B P/B CA/B P/B CNF GA/B GA/B GA/B GA/B GA/B CA/B CA/F P/F CA/B GA/F CNF GA/B GA/F mmm11 Wildlife observed during the June 22, 2010 site vlst on and acnacent to the s~ are highlighted below WILDUFE SPECIES ASSOCIATION WITH HABITAT TYPE Upland Urban Common Name scientific Name Forest, Shrub Wetland Environment Rioarlan House Finch C8rpodaaJs mexlc8nus GA/B GA/F Red Crossblll loxia cutv/rostra GA/8 White-Winged Crossblll lax/a leucoptera P/F Pine Siskin C;,rdue/fs pinus GA/B GA/F Lesser Goldfinch Onrluelis psaltr/8 P/F American Goldfinch C8rduells /ristiS GA/B GA/F Evening Grosbeak Ox:r:othraustes vr,<nPrHnus GA/8 GA/F House Sparrow Passer domesticus GA/F GA/F Adapted from the CD Matrix provided In Johnson, D.H. and T.A. O'Neil. 2001. Wildlife-Habitat Relationships in Oregon and Washington. Oregon State University Press. Corvallls. Definitions: CA -Closely Associated -A species Is widely known to depend on a habitat for part of or all ts life history requirements. GA p B F R 0 -Generally Associated -A species exhibts a high degree of adaptability and may be supported by a number of habitats. -Present -A species demonstrates occasional use of a habitat. -Breeds and feeds. -Feeds only. -Reproduces only. -Other, such as roosting, resting, hibernating, or cover. Fish and WIidiife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 TACOMA 2215 North 30th Stre+Jt Srnte 300 Tacama, WA 981103-3305 253.383.2422 :r1 253.383.2572 fAX SEAff'LE 1200 6th Avenue Suite 1620 Seattle, WA 98101-3117 2Cl6.267.2425 m 206.267.2429 FIJI. SPOKANE 027 West Fim Avenue Suite 301 Spokane, WA 99201-0518 500.252.5019 !EL 500.315.8862 FAX www.ahbl.com COUGHLINPORTERLUNDEEN ENGINEERING REPORT Technical Information Report Renton Memorial Stadium Renton, WA March, 2013 PREPARED FOR: Renton School Distria 300 SW 7"' Street Renton, WA 9805 7 (425) 204-2300 PREPARED THROUGH: Bassetti Architeas 71 Columbia Street, Suite 500 Seattle, WA 981 04 Colbi Cannon PREPARED BY: COUGHLINPORTERLUNDEEN 413 Pine Street, Suite 300 Seattle, Washington 9810 I P: 206/34 3-0460 Contact: Mr. Jeff Peterson, P.E. Section TECHNICAL INFORMATION REPORT AND HYDRO LOGIC ANALYSIS Renton Memorial Stadium Coughlin Porter Lundeen Project No. C090065-05 March, 2013 TABLE OF CONTENTS Page I. PROJECT OVERVIEW ................................................................................................................................................. 1 GENERAL DESCRll'IlON ..................................................................................................................................................... 1 EXISTING CONDIDONS ....................................................................................................................................................... l PROPOSED DRAINAGE SYSTEM .......................................................................................................................................... 2 U. CONDITIONS AND REQUIREMENTS SUMMARY .................................................................................... 2 KING COUNTY SURFACE WATER MANAGEMENT DESIGN MANuAL CORE REQUIREMENTS: ............................................ 2 SPECIAL REQUIREMENTS: .................................................................................................................................................. 2 PROJECT SPECIFIC REQUIREMENTS: ................................................................................................................................... 2 Ill. OFF-SITE ANALYSIS ........................................................................................................................................... 3 TASK I -STUDY AREA DEFINITION AND MAPs ................................................................................................................. 3 TASK 2 -RESOURCE REVIEW ............................................................................................................................................. 3 TASK 3 -FIEW INSPECTION ............................................................................................................................................... 3 TASK 4 -DRAINAGE SYSTEM DESCRIPTION AND PROB IBM DESCRIPTIONS ...................................................................... 3 UPSTREAM ANALYSIS ........................................................................................................................................................ 3 DOWNS1REAM ANAL YS!S .................................................................................................................................................. 3 TASK 5 -MmGA TION OF EXISTING OR POTENTIAL PROBIEMS ......................................................................................... 4 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .............................. 5 EXISTING SITE HYDROLOGY (PART A) .............................................................................................................................. 5 DEVEWPED SITE HYDROLOGY (PART B) .......................................................................................................................... 5 PERFORMANCE STANDARDS AND Fww CONTROL SYSTEM (PARTS C AND D) ................................................................ 5 WATER QUALITY SYSTEM (PART E) .................................................................................................................................. 6 ST AND ARD REQUIREMENTS ............................................................................................................................................... 6 SPILL CONTROL .................................................................................................................................................................. 6 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN .................................................................................... 8 STANDARD REQUIREMENTS (BASED ON KCSWDM AND SAO): ...................................................................................... 8 ON-SITE CONVEYANCE ...................................................................................................................................................... 8 VI. SPECIAL REPORTS AND STUDIES ............................................................................................................... 10 VII. OTHER PERMITS ............................................................................................................................................... 11 VIII. CSWPPP ANALYSIS AND DESIGN ............................................................................................................ 12 STANDARD REQUIREMENTS ............................................................................................................................................. 12 IX. BOND QUANTITY, FACILITY SUMMARIES, AND DECLARATION OF COVENANT .................... 13 X. OPERATION AND MAINTENANCE MANUAL ........................................................................................... 14 ST AND ARD MAINTENANCE .............................................................................................................................................. 14 COUGHLINPORTERLUNDEEN Renton Memorial Stadium King County Washington Figure 1 -TIR Worksheet -Section 1 Figure 2 -Site Location -Section 1 LIST OF FIGURES Figure 3 -Drainage Basins, Sulrbasins, and Site Characteristics -Section 1 Figure 4 -Drainage Basin -Section 1 Figure 5 -Floodplain/ floodway FEMA Map -Section 3 Figure 6 -SCS Soil Survey -Section 1 and Section 3 Figure 7 -Sensitive Areas Map -Section 3 LIST OF TABLES Table 1 -Existing Site Conditions Area Breakdown ..................................................................................................... 5 Table 2 -Developed Site Conditions Area Breakdown ................................................................................................ 5 COUGHUNPORTERLUNDEEN ii Renton Memorial Stadium King County Washington I. PROJECT OVERVIEW General Description The following Teclmical Information Report (TIR) provides the teclmical information and design analysis required for developing the Drainage and Temporary Erosion and Sedimentation Control Plan (TFSC) for Renton Memorial Stadium Parking Improvements Project. The stormwater design for the project was based on the requirements set forth in the 2009 King County Surface Water Design Manual (KCSWDM) (See Figure 1 -Technical Information Report Worksheet) and the City of Renton Amendments to the 2009 KCSWDM. Renton Memorial Stadium is located within the Gty of Renton, located at 405 Logan Ave N (See Figure 2 - Site Location). The site is in Section 07, Township 23 North, Range 5 East, Willamette Meridian. The existing site is approximately 14.44 acres, of which consists of 11.28-acre impervious area and 3.16-acre pervious area. Beginning in 2010 the site was developed with a new north ticket booth, bathrooms, and viewing area as part of the Renton Memorial Stadium Renovation project. Now the site currently has a primary stadium and courtyard, south parking lot, rubberized track and astroturf field, north grandstands and bathrooms, and north parking lot. Soils for the area were mapped using the King County Soil Survey maps (See Figure 6 -SCS Soil Survey). The new parking improvements project will provide maintenance to existing parking surfaces by installing an asphalt grind and overlay, installing new parking stall striping, installing new landscape planter islands, and installing new parking area lighting in the south parking area. As well, it will install minor drainage improvements to an existing grass sports field located north of the stadium. The grass field will be stripped, minor grading will occur to promote drainage, and grass will be replanted for restoration. Our current understanding of the project scope is that impervious (asphalt) surface will only be replaced as required to patch trenching for new underground power lines to the parking area lights and to patch pavement adjacent to new concrete curbs in order to replace the parking area planter islands. Our interpretation of the City of Renton 2009 Amendments to the King County Surface Water Drainage Manual is that this pavement patching will occur for the sole purpose of parking area maintenance and that it will not count towards replaced impervious surface. The project site is located adjacent to the Cedar River and contains portions of FEMA flood plain. The site qualifies for a direct discharge flow control exemption. Since only maintenance of impervious surfaces will be completed no new water quality will be proposed for this project. The primary storm drainage for the site will not be modified; however, during the course of the project the existing lines will be flushed and cleaned. Maintenance to the existing storm system will be provided as needed for upkeep of the existing system. Existing drainage basins and outlets to the Cedar River will not be modified as part of this project. No significant grading will occur within the FEMA floodplain. The following report is intended to provide enough information for a "Full Drainage Review". Portions of information from the 2010 report have been utilized for reference, providing geoteclmical information and background on the flood plain. Existing Conditions The existing site has a large parking lot that takes up the entire south half of the site. The northern half of the site has a rubber track and astroturf field. A stadium sits along the south side of the track and bleachers sit along the north side. A small parking lot occupies the northeastern comer of the site. Runoff from the track, bleachers and small parking lot all discharges to a 12-inch pipe that discharges to the Cedar River just west COUGHLINPORTERLUNDEEN 1 Renton Memorial Stadium King County Washington of the track. The stadium and south parking lot discharge to a 24-inch pipe that discharges to the Cedar River just west of the south parking lot. (See Section 4, Figure 3 -Drainage Basins, Sub-basins, and Site Characteristics). No downstream analysis was preformed because the site discharges directly to the Cedar River. (See Section Ill). Proposed Drainage System The existing drainage system onsite will not be disturbed during the site improvements except as required to clean and maintain the existing system. Runoff from new and existing buildings will be connected back to existing drainage structures. Both direct discharge points to the Cedar River will remain the same. No new pollution generating surfaces will be added to the site; therefore no water quality mitigation will be installed as part of this project. The site has direct discharge to the Cedar River, therefore under the 2009 KCSWDM the site is exempt from providing detention. (See Figure 3 -Drainage Basins, Sub-basins, and Site Characteristics). COUGHUNPORTERLUNDEEN 2 Renton Memorial Stadium King County Washington KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner g Eti1"o H .Sc..t,oo ,._ l>fSTl<.I Phone (i:1z..rj :Z.o'/ -2.3Do Address 3 00 SW 7,+,,. .ST 12,e.a-b>n 1+1 A "f ~ o 5 J D Landuse Services Subdivison / Short Subd. I UPD D Building Services M/F / Commerical / SFR Clearing and Grading D Right-of-Way Use D Other Technlcal Information Report Type of Drainage Review {fJ,) I Targeted (circle): ~e Site Date Onclude revision dates): Date of Final: Piirt 2. ·. PROJECT LOCATION AND.' DESCRIPl'.ION • ' . Project NameR. ~:!c1::!.r-1211!.!o~,-.):::...D.J:::.c.!.!!l!:l.!!!J.....AJ.~, u M DOES Pennlt # ...,N~IP.c,._ _____ _ Location Township 2. 3 tf Range _5=-:::6.:...... __ _ Section _,,0,_1-'----- Slte Address '1 o S-L.o G,tre:' hl/f; H D DFWHPA 0 COE404 D DOE Dam Safety ~ FEMA Floodplain D COE Wetlands D Other __ _ D Shoreline Management D Structural RockeryNault/ __ D ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): (f:yi) / Modified / Small Site Date (include revision dates): Date of Final: Type (circle one): / Prespplicalion / Experimental / Blanket Description: (Include conditions In TIR Section 2) Date of A roval: 2009 Surface Water Design Manual 1/9/2009 l KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Monitoring Required: Yes Start Date: Completion Date: Community Plan : 1-' / A_ Special District Ov-er..,.la-y~s: __ .,..·::--;J:::z:;A:;:::::::::::::::: ____________ _ Drainage Basin: l,...ol.,l £,fl-. ~A-~ &:!~GIL.,. Stormwater Requirements: (!t? coiz.-MA-"'l'GD ~ CJ River/Stream --------- CJ Lake CJ Wetlands -----------CJ Closed Depression -------- Q(Floodplaln CE:Dj\[k IZ,IUk,12..- CJ Other __________ _ 0 steep Slope -------- 0 Erosion Hazard -------- 0 Landslide Hazard -------0 Coal Mine Hazard----'---- 0 Seismic Hazard -------- 0 Habitat Protection -------0 _________ _ Soil Type Slopes Erosion Potential l,,01..,.) u r-c 1i 1-1,.,) 0 High Groundwater Table (within 5 feet) 0 Other ________ _ CJ Additional Sheets Attached 2009 Surface Water Design Manual 0-1::0,t. 2 D Sole Source Aquifer D Seeps/Springs 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE D Core 2 -Offsite Analysis D Sensitive/Critical Areas CJ SEPA D Other LIMITATION/ SITE CONSTRAINT o __________ _ D Additional Sheets Attached Threshold Discharge Area: (name or descriotionl Core Requirements (all B apply) Discharae at Natural Location Off site Analysis iJ / A Flow Control u/ /incl. facility summarv sheetl I -A Conveyance System fJ/A Erosion and Sediment Control Maintenance and Operation Financial Guarantees and Liabilitv Water Quality (include facility summary sheet) JJ/A Number of Natural Dlscharne Locations: "/ Level: 1 / 2 / 3 dated:. ______ _ Level: 1 I 2 / 3 or Exemption Number----- Small Site BMPs Spill containment located at: ESC Site Supervisor: ~ t> Contact Phone: TBi> Alter Hours Phone: · :;:.g D Responsibility: ,criva,~~ I Public If Private, Maintenance L"" Reauired: Yes //ffi,-... Provided: r , ~~ ., No Type: Basic I Sens. Lake / Enhanced Basicm / Bog or Exemption No. --------- Landsca= Manaaement Plan: Yes / No Soeclal Reaulrements (as annllcablel Area Specific Drainage , J/ a Type: CDA / SDO / MOP I BP I LMP / Shared Fae./ None Reauirements r-10 Name: Floodplain/Floodway Delineation Type: ~ 1 Minor I Exemption / None 100-year Base Flood Elevation (or range): 30::Jz:-- Datum: Flood Protection Facilities Describe: Source Control l~ (comm.nndustrial landuse) I-}/\ Describe landuse: Describe any structural controls: 2009 Surface Water Design Manual 3 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET C'\ Oil Control High-use Site: Yes/~ Treatment BMP: MaintenanceAgreement: Yes & with whom? Other Dralnaae Structures Describe: rJ /A Pait "!3' :EROSION AND SEDIMENT CONTROL REQUIREMENTS F /ii>'. ·· .: , < , .. ·.· ·· · .. . :,.;,;;,•.•. J• : MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ~leartng Limits if StabillZe Exposed Surfaces !a' Cover Measures !Remove and Restore Temporary ESC Facilities Q Perimeter Protection Clean and Remove All Slit and Debris, Ensure CJ Traffic Area Stabilization Operation of Permanent Facilities CJ Sediment Retention &:{ Flag limits of SAO and open space CJ Surface Water Collection preservation areas CJ Other ~ Dewatering Control Dust Control CJ Flow Control Paff1'4.iSTORMWATER FACILITY DESCRIPTIONS lNQle: liii;lude Fai::ilitvS(Jmmari/anc!Sketch) · . :• .. Flow Control TvOA/Descriotion Water Qualitv Tvne/Descrlntlon CJ Detenfion r->}A-CJ Biofiltration t-JI~ CJ Infiltration CJ Wetpool CJ Regional Facility CJ Media Filtration CJ Shared Facility CJ Oil Control CJ Flow Control CJ Spill Control BMPs CJ Flow Control BMPs CJ Other CJ Other 2009 Surface Water Design Manual 4 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET .. : .. ·.·.· ', ,,: Part 15 EASEMENTS/fRACTS . . ·;·,:·· . . · .. ·-' . -. ··:·. D Drainage Easement CJ Covenant CJ Native Growth Protection Covenant CJ Tract CJ Other ·. . Part 16 ST~UCTURA!. ANAL v~is . .1-·, ·.· . . ,. . ·.:-' . ' . . . ,' -. CJ Cast in Place Vault CJ Retaining Wall fJ/A CJ Rockery > 4' High CJ Structural on Steep Slope CJ Other Part 17 .. :SIGNATURE OFPROFESSIONALElilGINEERi/. i <' ·. · .. ' . ,: •·.·· .. · · · · · I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated Into this worksheet and the attached Technical Information Report To the best of my knowledgetheinformationprovidedhereisaccu~te. ~ 3 _ 25 _ 2013 --- . ...u,nea,IJ,.,,c;,,' 2009 Surface Water Design Manual 1/9/2009 5 II. CONDITIONS AND REQUIREMENTS SUMMARY This section will address the requirements set forth by the Core and Special Requirements listed in Chapter 1 of the KCSWDM. King County Surface Water Management Design Manual Core Requirements: 1. Discharge at the Natural Location (1.2.1): All developed flows will be conveyed to the existing discharge points west of the proposed improvements. 2. Oft-site Analysis (1.2.2): Refer to Sections III and IV. A Level 1 downstream analysis has not been performed because the site discharges directly to the Cedar River. 3. Flow Control (1.2.3): Refer to Section IV. The site has direct discharge to the Cedar River and is exempt from providing detention. See page 1-37 of the KCSWDM, table 1.2.3.B. That table states that the lower Cedar River is considered a major receiving water and direct discharge exemption applies to this site. 4. Conveyance System (1.2.4): Refer to Section V. Closed pipe systems and conveyance channels have been provided for on-site stormwater conveyance. 5. Erosion and Sedimentation Control (1.2.5): Refer to Section IX. The project will remove an existing grass field. Minor grading activity will occur in order to promote drainage. New grass will be planted for restoration at the culmination of this project. 6. Maintenance and Operations (1.2.6): Refer to Section XI. The proposed storm drainage system will be owned, operated and maintained by the owner. 7. Financial G11arantees and Liability (1.2.7): The owner and contractor will obtain all necessary permits prior to the beginning of construction. The (projects name) owner will be responsible for required bonds. B. Water Q11ality (1.2.8): Refer to Section N.E. Water quality treatment is not required as part of this development because no pollution generating surfaces are being added or replaced. All asphalt patching will be completed as required to provide maintenance to the existing parking area. Special Requirements: Special Requirement #1. Other Adopted Area-Specific Requirements Section 1.3.1 • Critical Drainage Areas (CDAs): Not Applicable • Master Drainage Plans (MDPs): There are no known master drainage plans covering this project site. • Basin Plans (BPs): The project is located within the Cedar River Basin Plan. • Lake Management Plans(LMPs): Not Applicable • Shared Facility Drainage Plans(SFDPs): Not Applicable Special Requirement #2. Flood Hazard Area Delineation, Section 1.3.2: See Figure 5 for 100-yr flood zone. No work affecting the flood storage will take place within the 100-yr flood zone. Special Requirement #3. Flood Protection Facilities, Section 1.3.3: Not Applicable Special Requirement #4. Source Controls, Section 1.34: See attached Activity Worksheet and Required BMP's. Special Requirement #5. Oil Control: Minimal traffic is anticipated in this area. No oil control is required. Project Specific Requirements: COUGHLINPORTERLUNDEEN 2 Renton Memorial Stadium King County Washington There are no additional requirements for this portion of the project. Design and construction will abide by requirements set forth in these documents and King County. COUGHLINPORT£RLUNDEEN Renton Memorial Stadium 3 King County Washington n 0 C G) J: r z ,, 0 ~ m ;,, r C z 0 m m z ,d (1) ;) ..... ~§ ~ Q t't'l ~ g_ :E e. ~ ~ a: Ill ~~ C :; 3 '"I'j -C") C :;:;:, tT1 N I rJ) -~ r 0 n > .-i -0 V z I FIGURE 3 -DRAINAGE BASINS, SUB-BASINS, AND SITE CHARA CTERISTICS -.. ~-,'t;, '·· :, ....,.. 'r,r -', 1• T • . • •. .. COUGHLINPOR TERLUNDEEN Renton Me morial Stadium King County Washington Lower Cedar Riv er Bas in Basin Locations Surface Watf:r utifi t,/ Com prehensive Plan Pr.n:e<f 101161:2009 COUGHLINPORTER LUNDEEN 0 ,·~~~:~-~., °"';w· 0.5 Miles FIGURE 4 -DRAINAGE BASIN c:JR!!llllln Clty Urrlti c:JPtranttat,.•ttnEr~/.J:a 6'>11118 O ouam.,- = J w~ ,•ns,n;ia, :a<1 :·· ·1 Llte l'/3Qlt1;too ',V.'1 O ta,....c.,.u,RJ.,.. Q MJy C"e!X -j seoscr..i: i.._.:.. ..• b-, Renton Memorial Stadium King County Wa shington III. OFF-SITE ANALYSIS Task 1 -Study Area Definition and Maps The Renton drainage basin map was used to verify that the site was fully in the Cedar River drainage basin (See Figure 4 -Drainage Basin). Task 2 -Resource Review a) Adopted Basin Plans b) Floodplain/ flood way (FEMA) Maps c) Off-site Analysis Reports d) Sensitive Areas Folio e) Drainage Complaints and Studies I) Road Drainage Problems g) King County Soils Survey: h) Wetland Inventory Maps: i) Migrating Rivers Study j) D0E's5ection303d List of Polluted Waters k) 1) KC Designated Water Quality Problems Critical Drainage Area Maps: Task 3 -Field Inspection Cedar River Drainage Basin Site is within the 100-yr floodplain (See Figure 5) None available See Figures 7 -Flood Hazard None Available None Available See Figure 6 -SCS Soil Survey No Wetlands None Available Category 5 Waters No WQ Problems Not in Critical Drainage Areas. Site visits have been made to gather information including an analysis of the discharge from the site. This field visit took place Tuesday, February 9, 2010. There were some minor precipitation events during the week prior, with partly cloudy conditions and temperatures in the upper 40's (degrees F) on the day of the site visit. Please refer to Task 4, Downstream Analysis below for more information. Task 4 -Drainage System Description and Problem Descriptions The site has a maximum change in elevation of 2-feet. The high point of the site is at elevation 32 feet along the east edge of the property, with the low point of the site at approximately 30 feet at the west edge of the site. The site generally slopes to the west. The drainage path for this site is a combination of sheet flow and closed pipe conveyance. On-site soils are classified as Ur (Urban Fill) per King County Soil Survey maps (See Figure 6). Per the geotechnical analysis done the site soils consist mostly of "Till". See (soils report) in section VI for further information regarding the on-site soils. Upstream Analysis Logan Ave surrounds the east and south edges of the site and prevents offsite water from entering the site. North of the site is a Boeing air field that collects water on site and prevents offsite water from entering the site. All runoff from the west side of the site runs west into the Cedar River. There is no upstream water that enters the Renton Stadium site. Downstream Analysis The existing site slopes generally towards the west side of the school property. Runoff flows off site to the Cedar River through two discharge points. The track, north bleachers, and north parking lot all discharge directly to the Cedar River through a discharge point west of the field. The stadium and South parking lot discharge directly to the Cedar River through a discharge point west of the parking lot. (See Figure 3) COUGHLINPORTERLUNDEEN 3 Renton Memorial Stadium King County Washington Task 5 -Mitigation of Existing or Potential Problems The site discharges directly to the Cedar River. There are no known problems with the discharge pipes between the site and the River. The proposed development will decrease the net impervious area of the site, therefore runoff from the site will not increase. COUGHUNPORTERLUNDEEN 4 Renton Memorial Stadium King County Washington The only work taking place within the flood zone is the demolition of an existing bathroom building. The bathroom will be replaced with a flat viewing area. No flood storage will be lost. Th,~ removal of the bathroom will only increase the available flood storage. COUGHLINPORTEII.LUNDEEN Base Flood Zone (Digitized from F.LRM.Map# 53033C0977 F Map revised May 161995) ,._____ ·---~ ··--~ ··-. -···---.. " ~ ~ ~,-\ rY \ ti \ /r i / I I I I . ' FIGURES -FLOODPLAIN/FLOODWAY FEMA MAP Ordinary High Water Mark • ~ I Renton Memorial Stadium COUGHLINPO RTERLUNDEEN FIGURE 6 -SCS -.----S01l Survey C,\ ~;: )~~ ·~' I~ ~-\_ :;;1~\j~~ l5S~ite~S~oil:;:s-:Ar:;--:e~(:--U----The Geotechni r) -Urban Land:;------- (Quaternary ~al report found most! These are gener~~yn~mill) SSoils onsite. y ads Renton Memori I King Co a Stadium unty Washington FIGURE 7 -SENSITIVE AREAS (FLOOD HAZARD) City of Renton Sensitive Areas Flood Hazard N I :·.~. ). ·'> li Ji,:. :'.....,..; ;, .:-·-.. • - ,:...JI PubHC Works Department G. Zinvnerman. Administrzror Titch~IS,tr.'illl!S R. M-acOnie, 0.V!SJ"lffki ?ri'lled an M.,,y 21. 2009 COUGHLINPORTERLUNDEEN • • :· .. :, aja· .. ~ ... ~ I Hazard Condition '·'"' ,_. Flood Haurd ~:;§='~:= cJ-.... - ~:' Critical Infrastructure 1:,;P:~~1111 C] '-'-'1}' Vi,'dli;al Cen:~, • S!rOOI& Kln<>-Coun n l .... IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Existing Site Hydrology (Part A) The existing site totals 14.44 acres and consists of an existing Stadium, parking lots, landscaping, track and field, sidewalks, and ticket/bathroom buildings. Only 2.5 acres of the existing site will be part of the redevelopment project. The site slopes in a westerly direction with drainage described in Section III Downstream Analysis. These conditions are summarized in Table 1 below. Table 1 -Existing Site Conditions Area Breakdown Land Cover Impervious Area Pervious& Landscape Total Site Area 11.28 acres 3.16 acres 14.44 acres Developed Site Hydrology (Part B) Description Building roof, driveway, parking lots, sport field Associated landscaping, north grass field Total site area The developed site hydrology will decrease the amount of impervious area by 0.03 acres. A new north ticket booth/bathroom will be installed, but the existing north bathroom, ticket booth, and a portion of the private parking east of the stadium will be removed and replaced with pervious surface. This will result in no net gain in impervious area after the site development takes place. A summary of the basin information is shown in Table 2. Table 2 -Developed Site Conditions Area Breakdown Land Cover Impervious Area Pervious& Landscape Total Percentage of Impervious Area Area 11.25 acres 3.19acres 14.44acres 77.9% Description Building roof, driveway, parking lots, sport field Associated landscaping, north grass field Total site area Performance Standards and Flow Control System (Parts C and D) The site qualifies for direct discharge exemption per page 1-37 of the KCSWDM. Under the exemption a site is exempt from the flow control facility requirement if the area drains to major receiving water. The lower Cedar River is listed as major receiving water under table 1.2.3.B. a) As part of the exemption requirements the site is within V. mile of the Cedar River. b) The conveyance system discharges to the ordinary high water mark through already existing pipes. c) The conveyance system was previously designed to handle the runoff from the site and there are no known problems. The proposed net impervious area will not increase; therefore the runoff rates from the site will not increase. d) The discharge locations to the Cedar River are already adequately stabilized and have no know problems. e) The runoff from the site will not increase after this development. COUGHUNPORTERLUNDEEN 5 Renton Memorial Stadium King County Washington Water Quality System (Part E) Standard Requirements Under core requirement #8 a project must add or replace over 5000sf of PGIS before water quality treatment is required. Asphalt parking area will be replaced only as needed to provided maintenance. No new parking area will be created as a result of this project. Because 5,000sf of PGIS is not being replaced or added the site is exempt from providing water quality for the proposed redevelopment. Spill Control Spill control is required for projects constructing or replacing onsite pipe systems that receive runoff from pollution-generating surfaces such as parking lots (1.2.4-G). There is no new pollution generating surface being added and existing parking lots will not be disturbed. Flow Control and Discharge Requirements The proposed project has direct discharge to the Cedar River. According to the KCSWDM page 1-37, sites that have direct discharge to the Cedar River are exempt from detention. COUGHLINPORTERLUNDEEN 6 Renton Memorial Stadium King County Washington V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN This section discusses the criteria that will be used to analyze and design the proposed storm conveyance system. Standard Requirements (based on KCSWDM and SAO): 1. Facilities must convey the 100-year flow without overtopping the crown of the roadway, flooding lmildings, and if sheet flow occurs it must pass through a drainage easement. The existing drainage facilities are not being altered and have no known overtopping issues. 2. New pipe systems and culverts must convey the 25-year flow with at least 0.5 feet of freeboard. (1.2.4-1). The new pipe systems were designed to convey the 25-year flow with at least 0.5 feet of freeboard. 3. Bridges must convey the 100-year flow and provide a minimum of two feet, varying up to six feet, of clearance based on 25% of the mean channel width. (1.2.4-2)(4.3.5-6). N/A This project does not propose a bridge. 4. Drainage ditches must convey the 25-year flow with 0.5 feet offreeboard and the 100-year flow without overtopping. (1.2.4-2). Drainage ditches will be designed to convey the 100-year storm event with 0.5 feet of free-board for this proposed development. 5. Floodplain Crossings must not increase the base flood elevation by more than 0.01 feet [41(83.C)J and shall not reduce the flood storage volmne [37(82.A)l. Piers shall not be constructed in the FEMA floodway. [41(83.F.1)1. The only work being done within the floodplain is the removal of an existing bathroom. A flat viewing area will be kept at or below existing grades. No storage volume will be lost. 6. Stream Crossings shall require a bridge for class 1 streams that does not disturb or banks. For type 2 and type 3 steams, open bottom culverts or other method may be used that will not harm the stream or inhibit fish passage. [60(95.B)l. There are no stream crossings associated with the construction of this project. 7. Discharge at natural location is required and must produce no significant impacts to the downstream property (1.2.1-1). The project will discharge to the existing discharge location. There are two existing discharge points from this property. The proposed storm system will continue to discharge to those points. On-site Conveyance Existing Conditions: Storm water discharges from the property at two locations: the northwest and southwest corners of the property. Northwest: (See Section 3 and figure 3 for further information). Southwest: (See Section 3 and figure 3 for further information). COUGHLINPORTERLUNDEEN 8 Renton Memorial Stadium King County Washington I Developed Storm system description: The developed sites conveyance system will not change from existing conditions. The site will continue to discharge to the existing storm outfall to the Cedar River. Conveyance and flow control calculations were provided for the previous project, permitted in 2010. Outfalls Energy dissipation is required for all outfalls, rock erosion protection at a minimum. (1.2.3-3). Existing energy dissipation has been provided at the outlet pipes. COUGHLINPORTERLUNDEEN 9 Renton Memorial Stadium King County Washington VI. SPECIAL REPORTS AND STUDIES 1. Geotechnical Engineering Report; Renton Memorial Stadium Additions Renton, Washington. Prepared by Associated Earth Sciences, Inc. on December 10, 2009. COUGHLINPORTERLUNDEEN 10 Renton Memorial Stadium King County Washington Geotechnical Engineering Water Resources Environmental Assessments and Remediation Sustainable Development Services Geologic Assessments Associated Earth Sciences, Inc. C6ib!"P6y Cvttr .zy '¥&1!':f' q!J.1m1ctt Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report RENTON MEMORIAL STADIUM ADDITIONS Renton, Washington Prepared for Renton School District c/o Greene-Gasaway Architects Project No. KE090396A December 10, 2009 Associated Earth Sciences, Inc. ~ [II ~ GZ:"l ~ ~~~~~ Cefe6rafin:J Over 2-31/ears of ,Service December 10, 2009 Project No. KE090396A Renton School District c/o Greene-Gasaway Architects P.O. Box 4158 Federal Way, Washington 98063 Attention: Mr. Calvin Gasaway Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Renton Memorial Stadium Additions 406 Logan Avenue North Renton, Washington Dear Mr. Gasaway: We are pleased to present the enclosed copies of the above-referenced report. This report sununarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers preliminary recommendations for the design and development of the proposed project. Our report is preliminary since project plans were under development at the time this report was written. We should be allowed to review the reconunendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ,....... ... '·.. ' (1 ~--IU' KurD:Merriman, P.E. Principal Engineer KDM/tb KE090l96A2 Projects\10090396\KE\WP Kirkland 425-827-770 I • Everett • Tacoma 425-259-0522 253-722-2992 vv-ww. :::a P.."O'f'! n. com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT RENTON MEMORIAL STADIUM ADDITIONS Renton, Washington Prepared for: Renton School District c/o Greene-Gasaway Architects P.O. Box 4158 Federal Way, Washington 98063 Prepared by: Associated Earth Sciences, Inc. 911 5tli Avenue, Suite 100 Kirkland, Washington 98033 425-827-770 l Fax: 425-827-5424 December 10, 2009 Project No. KE090396A Renton Memorial Sradium Additions· Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnica/ Engineering Report Project and Site Condi1ions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed additions to the Renton Memorial Stadium located at 406 Logan Avenue North in Renton, Washington. The site location is presented on Figure 1, "Vicinity Map." The existing building locations and approximate locations of the explorations accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. In the event that any changes in the nature, design, or location of the improvements are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1. 1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the aforementioned project. The study included drilling four test borings and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques, the type of suitable pile foundation, pile design recommendations, anticipated settlements, floor support recommendations, and site preparation and drainage considerations. This report summarizes our current fieldwork and offers geologic hazard mitigation and preliminary development recommendations based on our present understanding of the project. 1. 2 Authorization Written authorization to proceed with this study was granted by Mr. Rick Stracke of the Renton School District No. 403 (District). Our study was accomplished in general accordance with our scope of work letter dated October 20, 2009. This report has been prepared for the exclusive use of the District and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. December IO, 2009 ASSOCIATED EARTH SCIENCES. INC. JPUtb -K£090396A1-Projects\2(X}9()396lKE\WP Page 1 Re11toll Memorial Stadium Additiolls Renton, Washillgton 2.0 PROJECT AND SITE DESCRIPTION Subswjace Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Pro;ect and Site Conditions This report was completed with an understanding of the project based on preliminary discussions with the design team. The project site is the existing Renton Memorial Stadium, located at 406 Logan Avenue North in downtown Renton, Washington. The existing stadium includes a main stadium building at the south side and a grandstand structure at the north side, with paved parking to the northeast and south, and a synthetic athletic field and track between the stadium structures. A grassy discus/javelin area is located to the northwest of the stadium. Site topography is relatively flat within the areas proposed for construction. A roughly 6-foot- high berm with a jogging trail is located along the west side of the subject site. The Cedar River is located on the opposite side of this berin, and flows northward toward Lake Washington. The proposed project will include a building addition(s) to the main south-side stadium building. The areas currently proposed for the building addition are covered with existing paved surfaces. The construction details have not yet been finalized by the design team; however, we anticipate that the addition will be constructed close to existing grades, and that hardscaping for the project may include segmented paving units. We also understand that a future addition is currently under consideration for the north grandstands, and that the scope of our subsurface exploration for this study included the areas adjacent to the north grandstand. 3.0 SUBSURFACE EXPLORATION Our field study included drilling four exploration borings with a trailer-mounted drill rig to gain subsurface information about the site, and collecting soil samples. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix to this report. The depths indicated on the boring logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features. The conclusions and recommendations presented in this report are based on the four exploration borings completed for this study. The number, type, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb-KE090396A2 -Projeas\20090J96\KE\WP Page2 Remon Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3. l Exploration Borings The exploration borings were completed by advancing a 4.25-inch inside-diameter, hollow- stem auger with a trailer-mounted drill rig to depths ranging from 70 to 75 feet. Below the water table, the borings were successfully completed with little or no heaving conditions with water stabilization drilling techniques. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The borings were continuously observed and logged by an engineering geologist from our furn. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard, 2-inch outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the pr~ject site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. December JO, 2009 ASSOCIATED EARTH SCIENCES, !NC. JPLllb -KE090396A2 -Projed5\10090J96\KEIWP Page 3 Rento11 Memorial Stadiw11 Additions Rento11, Washington 4 .1 Stratigraphy Fill/Modified Ground Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions Man-placed fill, consisting of silt or silty sand with gravel, was encountered below the grass sod in exploration borings EB-3 and EB-4 to depths of roughly 3 to 4 feet. The fill and the upper surface of the underlying alluvium are in a loose condition. Fill is also expected in unexplored areas of the site, such as the area surrounding and under existing paved areas, structures, and in the existing underground utility trenches. Due to their variable density and content, the existing fill soils are not suitable for foundation support. Quaternary Alluvium Sediments encountered beneath the asphalt and fill generally consisted of interbedded clean sand, silty sand, clayey and lean silt with occasional lenses of gravel, peat, and other organics scattered throughout the soil column. We interpret these sediments to be representative of recent and older alluvium deposited in former channels of the Cedar River. The alluvium extends beyond the depth of our deepest exploration (75 feet). In general, the alluvium encountered in our explorations is very loose/soft to medium dense. Between roughly 49 and 57 feet at exploration borings EB-I and EB-2, the alluvium occurs in a dense condition, is relatively more granular, and contains abundant gravel. These sediments occurred in exploration boring EB-3 between roughly 43 and 53 feet. Exploration boring EB-4 differed slightly, as dense sediments were not encountered until approximately 68 feet below the ground surface, although a medium dense gravel lens was encountered at roughly 44 feet. The saturated soil in which "N" values do not exceed roughly 25 has a high potential for liquefaction-induced settlement. In addition, the abundant layers of very soft clayey and lean silt are subject to consolidation settlement under the new building loads. Therefore, structures will require deep pile foundations for support. In general, the soil where moisture content is within the compactable range is considered suitable for reuse as structural fill. It should be noted that where soils are above their optimum moisture content for compaction, their reuse as structural fill during all but the driest times of the year will be difficult. Existing alluvial soil was observed to contain silt and is considered moisture-sensitive. With appropriate remedial treatment, the soil, where moisture content is within the compactable range, may be considered suitable for support of slab-on-grade floors, hardscape, and paving. 4.2 Geologic Mapping Review of the regional geologic map titled Geologic Map of the Renton Quadrangle, King County, Washington, by D.R. Mullineaux (1965), indicates that the area of the subject site is underlain by modified land with fill (afm) and recent alluvium associated with the nearby December JO, 2009 ASSOCIATED EARTH SCIENCES. INC. JPUlb -KE090396A2-Projects\200S,YJJ961KE1WP Page4 Renton Memorial Stadium Additions Reiuon, Washington Subsurface Exploration, Geologic Hazard, and. Preliminary Geotechnical Engineering Report Project and Site Conditions Cedar River (Qac). Our interpretation of the sediments encountered at the subject site is in general agreement with the regional geologic map. 4.3 Hydrology Ground water was encountered at an average depth of approximately 6 feet across the site. This depth corresponds roughly to the water level in the nearby Cedar River. However, ground water depths reported during drilling may not represent stabilized ground water elevations that would be recorded in a properly constructed monitoring well. Ground water encountered in our explorations represents the regional unconfined ground water aquifer within the Renton basin. Ground water may be encountered in excavations that penetrate into the underlying alluvial soils. To our knowledge, no deep cuts are planned that will intersect the regional ground water aquifer. If such cuts will be made, significant ground water dewatering operations will be necessary. It should be noted that fluctuations in the level of the ground water may occur due to the time of year, variations in rainfall, and adjacent river levels. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPlltb -K£090396A1 -Project~l200903961KEIWP Page 5 Remon Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SLOPE STABILITY HAZARDS AND RECOMMENDED MITIGATION Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat, and therefore the risk of landsliding is low. 6.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Sound Lowland with great regularity. Most of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the most recent 6.8-magnitude event on February 28, 2001 near Olympia Washington; the 1965, 6.5-rnagnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: I) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6 .1 Surficial Ground Rupture The nearest known fault trace to the project site is the Seattle Fault, located approximately 5 miles to the north. Recent studies by the U.S. Geological Survey (USGS; e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, pp. 71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington -Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. lll, n. 7, pp. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault splay is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about I, 100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave-cut beach terraces along Alki Point in West Seattle and December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/rb-KE090396A2 -Projecrs\10000396\KEIWP Page 6 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnica/ Engineering Report Geologic Hazards and Mitigations Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval and depth of loose/soft alluvium present within the site boundaries, the potential for surficial ground rupture is considered to be low during the expected life of the proposed structure. 6.2 Seismically Induced Landslides Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat to gently sloping, and therefore the risk of landsliding is low. 6.3 Liquefaction We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed, et al., 1985; and Kramer, 1996. Our liquefaction analysis was completed with the aid of LiquefyPro computer software Version 5 by CivilTech Corporation. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and/or lateral spreading of the affected deposit with accompanying surface subsidence and/or heaving. The liquefaction potential is dependent on several site-specific factors, such as soil grain size, density (modified to standardize field-obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of. the event. The earthquake parameters (a magnitude 7 .5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.35g) used in our liquefaction analysis are in accordance with the required parameters set forth in the 2006 International Building Code (IBC). Based on the subsurface conditions encountered in our exploration borings EB-I through EB-4, the estimated amount of liquefaction-induced settlement, through the depths explored, ranges from about 15 to 20 inches during a design-level event. It should be understood that several soil properties used in the liquefaction analysis are estimated based on published data and engineering judgment. It should also be understood that the alluvium encountered in our explorations extends below the depths explored, and that liquefiable soils may exist at depth. Therefore, these settlement estimates should be considered approximate and "worst-case scenarios" limited to the depths explored. In addition to liquefaction settlement, the site soils are also subject to consolidation settlement under the new static building loads (independent of seismic shaking). Therefore, we recommend that all building elements, including floor slabs and other structures, be supported on pile foundations. However, if the owner can assume the risk of potential liquefaction-induced settlements of this magnitude, the floor slab in a lightly loaded, uninhabited December IO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/tb -KE090396A2-ProJectt\20t%t13961KE\WP Page? Remon Memorial Stadium Additions Remoll, Washing/oil Subsuiface Exploration, Geologic Hazard, and Prelimilla1y Georechllical Engineering Report Geologic Hazards and Mitigalions structure could be supported as a floating slab-on-grade. Pile foundations that extend to the minimum depths described in the "Design Recommendations" section of this report should reduce both consolidation settlement and seismically induced structure settlement to tolerable levels for new construction. Partial mitigation of the liquefaction risk could be provided by the use of a structurally reinforced mat foundation. The mat foundation would be subject to total and differential settlements that are considered greater than acceptable. The mat foundation would act as a "raft" below the structure to help reduce structural damage. Post-earthquake re-leveling may or may not be possible or practical, based on the settlement experience. A mat foundation will not mitigate consolidation settlement. We are available to provide more input on a mat foundation system, if requested. 6.4 Ground Motion Guidelines presented in the 2006 IBC should be used for structural design. Based on the exploration borings performed at the site, we interpret the subsurface conditions to correspond to a Site Class "F", as defined by Table 1613.5.2 of the 2006 IBC. Site Class "F" would apply to the site due to the potential for liquefiable soils. However, we anticipate that the period of viliration of the structure will be less than 0.5 second, which should be confirmed by the structural engineer. Therefore, we recommend using a Site Class "E" per Note b in Tables 1615.5.3(1) and 1615.5.3(2) of the 2006 IBC and Sections 11.4.7 and 20.3 of ASCE 7. Information presented by the USGS Earthquake Hazards Program indicates a spectral acceleration for the project area for short periods (0.2 seconds) of Ss = 1.438 and for a 1-second period of S 1 = 0 .492. 7.0 EROSION HAZARDS AND MITIGATIONS As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDESJ permit) requites weekly Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring of site runoff for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Although we anticipate that the proposed project will require disturbance of less than 1 acre, we provide in the following sections recommendations to address these inspection and reporting requirements, should they be triggered. The following sections also include recommendations related to general erosion control and mitigation. The TESC inspections and turbidity monitoring of runoff must be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of the construction. The weekly TESC reports do not need to be sent to Ecology, but should be logged into the project Storm Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the December IO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPLJtb-KE090396A1-Projem\20090396\KElWP Page 8 Renton Memorial Stadium Additions Renton, Washington Subsmface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hawrds and Mitigations turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity equals or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the project best management practices (BMPs) should be modified to decrease the turbidity of storm water leaving the site. Changes and upgrades to the BMPs should be documented in the weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU, the results must be reported to Ecology via phone within 24 hours and corrective actions should be implemented as soon as possible. Daily turbidity monitoring is continued until the corrective actions lower the turbidity to below 25 NTU, or until the discharge stops. This description of the sampling benchmarks and reporting requirements is a brief summary of the Construction Storm Water General Permit conditions. The general permit is available on the internet'. In order to meet the current Ecology requirements, a properly developed, constructed, and maintained erosion control plan consistent with City of Renton standards and best management erosion control practices will be required for this project. Associated Earth Sciences, Inc. (AESI) is available to assist the project civil engineer in developing site-specific erosion control plans. Based on past experience, it will be necessary to make adjustments and provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to project planning and contractor implementation and maintenance. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October l" through March 31"), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Surface drainage control measures are also essential for collecting and controlling the site runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about 7 to 10 percent, depending on their flow length, should have properly constructed check dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within the ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent should be placed in a riprap-lined swale with the riprap properly sized for the anticipated flow conditions. Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe slope drain. AESI is available to assist the project civil engineer in developing a suitable erosion control plan with proper flow control. 1 http://www.ecy. wa. gov /programs/wg/stormwater/construction/constructionfinalpermit. pdf December JO, 2009 ASSOCIATED EARTH SCIENCES. INC. J PUtb -KE090396Al -Projeml2(XJ9()396\KEI WP Page 9 Renton Memorial Stadiwn Additions Remon, Washington Su6swface Explora!ion, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations With respect to water quality, having ground cover prior to rain events is one of the most important and effective means to maintain water quality. Once very fine sediment is suspended in water, the settling times of the smallest particles are on the order of weeks and months. Therefore, the typical retention times of sediment traps or ponds will not reduce the turbidity of highly turbid site runoff to the benchmark turbidity of 25 NTU. Reduction of turbidity from a construction site is almost entirely a function of cover measures and drainage control that have been implemented prior to rain events. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt fencing is meant to be placed parallel with topographic contours to prevent sediment-laden runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed to cross contour lines without having separate flow control in front of the silt fence. A swale/berm combination should be constructed to provide flow control rather than let the runoff build up behind the silt fence and utilize the silt fence as the flow-control measure. Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a failure of the silt fence. Improperly installed silt fencing has the potential to cause a much larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing should be limited to protect sensitive areas, and swales should be used to provide flow control. 7. l Erosion Hazard Mitigation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: l. Construction activity should be scheduled or phased as much as possible to reduce the amount of earthwork activity that is performed during the winter months. 2. The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground-cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUlb -K£()1)()396A2 -Projects120090J~KE\WP Page 10 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations 3. TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing or timber harvesting. The recommended sequence of construction within a given area after clearing/timber harvesting would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 4. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than ·2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 5. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 6. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 7. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. During the period between October 1" and March 31", these measures are required. 8. On-site erosion control inspections and turbidity monitoring (if required) should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. A discussion of temporary erosion control and site runoff monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, for the duration of project construction. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUrb -KE090}96A2-Projed,;\200903961KE\WP Page 11 I Rentoll Memorial Stadium Additions Ren/oil, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Repon Geologic Hazards and Mitigations It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (BMPs) throughout construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPLhb -KE090396A1-Projects\10090396\KE\WP Page 12 Renton Memorial Stadium Additions Renton, Washington Subsu,face Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION The site contains some potential soil and foundation-oriented complications with respect to compressible soils, loose granular soils susceptible to liquefaction, and moisture-and disturbance-sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile-supported lower floor slabs except where the owner can tolerate the risk of liquefaction-induced settlements during a design level earthquake event. Buildings and floor slabs that will be inhabited or that store hazardous materials should be pile-supported. Loose surficial fill and native soils should not be used to support planned foundations. If any of the floor slabs will be "floated," they should be constructed on a minimum of 2 feet of approved structural fill compacted to 95 percent of ASTM:D 1557. Pavement or hardscaping support on existing soils is possible with some near- surface remedial improvements. Due to the possible presence of loose surficial soils, liquefaction hazards, and/or consolidation settlement, some settlement of non-pile-supported structures and paved areas, however, is anticipated. As mentioned previously, a structural mat foundation may be an alternative to a fully pile-supported structure, provided the risks of some post-construction consolidation settlement and possibly significant liquefaction-induced settlement can be accepted. We are available to discuss a mat foundation, if requested. 9.0 SITE PREPARATION Site preparation of planned building and road/parking areas that will not be supported by pile foundations should include removal of all existing buildings, foundation elements, utilities, asphalt, landscaping, debris, and any other surficial deleterious material that are not part of the planned project. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to demolition or stripping/ grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. The fill encountered in our explorations was generally in a loose condition. However, the density, thickness, and content of the fill across the site may be highly variable. We anticipate that any upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing, such as sidewalks or segmented paving units. However, there will be a risk of long-term damage to these surfaces December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUlb -KE090396A2 -Projecr.sl?00903961KEIWP Page 13 Renton Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations including, but not limited to, rutting, yielding, cracking, etc., if any uncontrolled loose fill or surficial loose soil is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement-sensitive, near-surface soils. Utilities founded above loose, uncontrolled fill are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend proof-rolling road and parking areas with a loaded tandem-axle dump truck to identify any soft spots. If construction is to proceed during wet weather, we recommend systematic probing in place of proof-rolling to identify soft areas of the exposed sub grade. These soft areas should be overexcavated and backfilled with structural fill. Some of the on-site fill and surface soils contain a high percentage of fine-grained material, which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. If the existing pavement will not be used for access and staging areas, consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). The existing pavement is in such poor condition that it may be necessary to augment the pavement with A TB if it will be used for construction access and staging. If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to December 10, 2009 ASSOCTATED EARTH SCIENCES, INC. JPUtb-KE090J96A2 -Projew\20090396\KE\WP Page 14 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration. Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H: IV (Horizontal: Vertical). The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-s~nsitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The on-site soils generally contained significant amounts of silt and are considered very moisture-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090396A2 -Praject.s\10090396\KE\WP Page 15 Renton Memorial Stadium Additions Renton, Washington 11.0 FOUNDATIONS Subsuiface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendatioll.'I To mitigate post-construction consolidation settlement and the effects of seismically induced liquefaction, a pile foundation system is recommended. For this project, we recommend the use of 18-or 24-inch-diameter augercast piles. The project structural engineer has asked that we also provide recommendations for the use of micropiles (for low-headroom installation) and pipe piles (for moderately-loaded structures). The following sections provide pile recommendations based on assumed loading conditions and soils encountered beneath the site. 11.1 Augercast Piles We recommend that the construction of piles be accomplished by a contractor experienced in their installation. Fill soils can have concrete, brick, wood, and other demolition waste in them, and soils of alluvial origin may have gravel lenses or large cobbles present in them. It may be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. If obstacles are encountered at depths where removal with a backhoe is not feasible, it might be necessary to modify the pile layout to replace piles that cannot be completed according to the original design. Observation of pile installation by AESI is important to verify that the subsurface conditions observed at pile locations are consistent with the observations in our subsurface explorations, and consistent with assumptions made during preparation of the recommendations in this report. The City of Renton will likely require such inspections of foundation piles. The augercast piles will gain support from end bearing and skin friction. Augercast piles are formed by drilling to the required depth with a continuous flight, hollow-stem auger. Fluid grout is then pumped down the hollow stem under pressure as the auger is withdrawn. Appropriately designed reinforcing steel cages are then lowered into the unset grout. A single reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater than the theoretical volume of the pile. Actual grout volumes for piles constructed through some types of fill and peat can be much more. The pile contractor should be required to provide a pressure gauge and a calibrated pump stroke counter so that the actual grout volume for each pile can be determined. Typically, a nine-sack, minimum 4,000 pounds per square inch (psi) grout mix is used for augercast piles. Once complete, the piles would then connect to a pile cap and grade beam support system for the building foundation. Typical allowable capacities for the augercast piles are given in Table I . Development of the design capacities presented in Table l requires a minimum overall pile length which extends 5 feet into the bearing layer encountered at EB-I and EB-2 between 49 and 57 feet depth. December I 0, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090.J96A2-Projecrsl20090J96\KE\WP Page 16 Renton Memorial Stadium Additions Renton, Washington Subsutface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Reco,mmndations Allowable design axial compressive loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlement of the pile-supported foundations will generally be on the order of V2 inch. Table 1 Augercast Pile Recommendations Vertical Estimated Compressive Lateral Depth of Pile Diameter Length Capacity Capacity fixity Uplift Capacity (inches) (feet)<1i (tons) (tons)"J (feet)<3> (tons)<•i 18 54 50 10 14 15 24 54 80 10 17 20 <1> Pile length based on EB-I and EB-2 for bearing layer occurring between 49 and 57 feet depth. Bearing layer encountered at 43 feet in EB-3, but was not used for design. <21 Allowable lateral capacities are for fixed-headed conditions (incorporation into pile caps and grade beam system), and V, inch of deflection at the ground surface. Greater lateral capacities are possible for greater allowable deflections. "' The depth of fixity does not include the code-required 20 percent increase for reinforcing cage design. "' Uplift capacity is based on minimum pile length of 54 feet. Piles with lateral spacing less than 6 pile diameters from another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity and the reduction factors presented below should be used. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. Based on the loose conditions of the soils through which the augercast piles are to be excavated, care should be taken in construction planning to allow grout time to set prior to drilling adjacent piles. Typically, 24 hours of set time is recommended for piles closer than 3 pile diameters or 10 feet, whichever is greater. The 24 hours can be reduced for adjacent piles drilled on different workdays. 11.2 Group Effects Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity to account for group effects should be included in design. The effects of group performance should be considered where piles are spaced closer than 6 pile diameters center-to-center and are aligned in the direction of loading. Piles should not be spaced closer than 3 pile diameters December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090J96A2-Projecu\20090396\KE\WP Page 17 Remon Memorial Stadium Additions Remon, Washington Subswface Exploration, Geologic Hazard, and Prelimina1y Geotechnical Engineering Repon Preliminary Design Recommendations center-to-center to achieve full vertical and uplift capacity. If piles are staggered in the x and y directions a minimum of 3 pile diameters, there is no reduction in lateral loading. For the determination of individual capacities for load application parallel to the line of spacing, the following spacing and reduction factors presented in Table 2 should apply. The last pile in a row can be assumed to develop the full lateral capacity. Table 2 Lateral Reduction Factors Pile Spacing Reduction Factor 6 diameters 1.0 5 diameters 0.8 4 diameters 0.6 3 diameters 0.4 11. 3 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 200 pounds per cubic foot (pct) • Coefficient of friction = 0.30 11.4 Micropiles Micropiles are drilled and grouted reinforced piles typically having a diameter of 6 to 8 inches. They are mainly used as pressure-grouted friction piles to take tension and/or compression loads. The increasing popularity of micropiles stems from the combination of relatively small drilling equipment used for placement, allowing installation under linrited-access and low-headroom conditions, and relatively high uplift and compression capacities that result from pressure grouting. Some systems use rotary-boring techniques only, rather than heavy percussion and pile-driving methods, thus reducing the risk of structural damage due to vibrations for installations inside or in close proximity to existing buildings. Several pile types and reinforcing systems are available. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. IPL//b-KE090396A2 -PrQ}l!Cl.1'10090396\KE\WP Page 18 Renton Memorial Sradium Additions Renton, Washington Subsuljace Exploration, Geologic Hazard, and Preliminary Geotechnica/ Engineering Report Preliminary Design Recommendations The Gewi pile system consists of pile installation using open-or cased-hole drilling methods and a threaded bar (Gewi Bar) as the reinforcing element. In order to increase the grout to soil bond capacity of the pile, especially in cohesive soils, post-grout tubes are installed at the outer perimeter of the grout body and secondary pressure grouting is repeated until the required pressure or skin friction is achieved. From a geotechnical standpoint, there is no particular advantage to one micropile type versus another for this site. Decisions regarding the micropile system to be used for the site should include cost, availability of qualified micropile contractor within project schedule/time-frame, ease of installation, and other development-related factors. Based on the subsurface strata encountered at the site, it is our opinion that the proposed micropiles would gain support from skin friction and would be capable of providing resistance against both uplift and compressive forces. The piles would provide suitable "tie-down" anchors for resisting uplift loads, including transient (wind) and seismic loads. For 6-or 8-inch-diameter micropiles, when drilled and subjected to repeated secondary pressure grouting as described above, a presumptive allowable "grout-to-ground" skin friction of 3,000 psf may be used for the portion of the micropile embedded within a "load zone" of dense, granular soils. Based on our explorations, we estimate that this load zone occurs between 49 and 57 feet below the existing ground surface. We recommend a minimum load zone embedment of 5 feet, resulting in a total micropile depth ranging between 54 and 57 feet below the existing ground surface. We recommend a minimum spacing of 5 feet center-to- center on the micrcipiles. The allowable skin friction mentioned above may be used for both uplift (tension) and compression loading. AESI is available to provide additional design recommendations for specific micropile loading configurations. The allowable skin friction is based on information obtained during our field exploration program and should be confirmed by installation of test piles and field-load testing. Prior to production micropile installation, a sacrificial micropile should be installed in the vicinity of the proposed piles using the same methods and procedures and to the same depth as the production piles. The sacrificial pile should be verification-tested in tension to 200 percent of maximum allowable seismic design load. Upon successful completion of the verification test, production micropile installation may begin. At least 5 percent of the production micropiles should be proof-tested to 125 percent of the static design load. 11. 5 Pipe Piles A deep foundation system consisting of small-diameter driven steel pipe piles is acceptable for foundation support where foundation loads are low to moderate. Pipe piles may consist of 6- inch-diameter pipe. The IBC recommends a maximum pile length of 30 diameters unless engineering judgment allows for modifications to this limitation based on site-specific soil December IO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090396A2-Project.s\20090396\KE\WP Page 19 Remon Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hcu.ard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations conditions, building type, and pile type. For a 6-inch-diameter pile, 30D equates to a maximum pile length of 15 feet. However, the pile depths anticipated for this project range up to 60 feet. In our opinion, 60-foot-long, 6-inch-diameter piles should perform adequately in compression provided the piles will not be expected to support greater column loads than 20 kips, as we have assumed. The soil conditions encountered in our explorations will provide adequate confinement of the piles ( even during a period of partial soil column liquefaction) so that "slenderness" is not considered a significant design issue. The piles should be galvanized steel pipe, driven with a suitable hydraulic hammer to the refusal criterion shown in Table 4. The following table provides required minimum hammer weights, refusal criterion, and allowable loads for pipe piles. Based on our explorations, pile lengths are estimated to be between 50 and 60 feet below the existing ground surface. Actual driven lengths are unpredictable and may be longer or shorter than the estimated range. Depending on the required foundation loads and equipment access, larger-diameter driven piling may also be used. AESI should be contacted for design recommendations if driven piling greater than 6 inches in diameter will be used. Table 4 Pipe Pile Design Parameters Pipe Minimum Refusal Allowable Diameter Wall Hammer Size Criterion<11 Load<2 1 (inches) Thickness (lbs) (seconds) (kips) 6 Schedule 40 1,500 15 20 "1 Refusal is defined as less titan 1 inch of penetration in "X" seconds under constant driving. "' Allowable load for 6-inch-diameter piles to be verified by load tests in accordance witlt ASTM:D 1145 "quick load test." Anticipated settlement of pipe pile-supported foundations should be less than V2 inch. Pile installation must be observed by AESI to verify that the design bearing capacity of the piles has been attained and that construction conforms to the recommendations contained herein. The City of Renton may also require such inspections. Lateral resistance can be derived from passive soil resistance against the buried portion of the foundation (i.e., the grade beam) or from the installation of batter piles. A passive equivalent fluid of 200 pounds per cubic foot {pct) can be used to account for lateral resistance. Lateral resistance for batter piles should be taken as the horizontal component of the axial pile load. Batter piles are typically installed at IH:4V inclination. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090396A2-Projeclr\200901961KE\WP Page 20 Renton Memorial Stadium Additions Renton, Washington 12.0 FLOOR SUPPORT Subswface ExploraJion, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations As discussed earlier in this report, existing site soils are considered to be settlement-prone, and we therefor_e recommend that floor slabs be designed as structural slabs and supported on pile foundations. Where potentially large-scale, liquefaction-induced settlement can be tolerated, site soils can be used to support slab-on-grade floors, sidewalks, or other similar structures contingent upon adequate remedial preparation and understanding of uncertainties in settlement performance. Slabs, pavement, or segmented paving stones to be supported on grade should be supported on a 2-foot-thick structural fill mat. All fill beneath slabs, paving stones, or pavement must be compacted to at least 95 percent of ASTM:D 1557. The floor slabs should be cast atop a minimum of 4 inches of clean washed crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non-yielding condition prior to placement of capillary break material. It should also be protected from dampness by an impervious moisture barrier at least IO mils thick. The impervious barrier should be placed between the capillary break material and the concrete slab. 13.0 DRAINAGE CONSIDERATIONS All exterior grade beams should be provided with a drain at least 12 inches below the base of the adjacent interior slab elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 14.0 PAVEMENT RECOMMENDATIONS The majority of the parking and access areas are planned for those portions of the site underlain by fill materials overlying loose/soft soils. Therefore, some remedial measures may be necessary for support of new pavement or for areas of hardscaping (e.g., paving stones). To reduce the depth of overexcavation required and to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric or geogrid reinforcement be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric or geogrids permit heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between relatively fine-grained surficial materials on the site and the load-distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090.J96A2-l'rojects\20090396\KE\WP Page 21 Renton Memorial Stadium Additions Remon, Washington Subsu,face Exploration, Geologic Hazard, and Preliminary Geotechnical Engineeling Repon Preliminary Design Recommendations tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proof-rolling) identifies weak areas, which can be improved prior to paving. After the area to be paved is stripped and recompacted to the extent possible, engineering stabilization fabric, such as AMOCO 2002 (or equivalent), should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free-draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proof-rolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proof-rolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 4 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5/a-inch crushed surfacing top course and 6 inches of I \4-inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the potentially variable in-place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been completely finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the pile foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPlllb -KE090396A2-Proje.cts\20090.196lKE\WP Page22 Renton Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Jeffrey P/Laub, P.G., P.E.G. Project Engineering Geologist Attachments: Figure 1: Figure 2: Appendix: December JO, 2009 Vicinity Map Site and Exploration Plan Exploration Logs JPLJtb -KE090396A2 -Projecnl20090396\KE\WP Kurt D. Merriman, P.E. Principal Engineer ASSOCIATED EARTH SCIENCES, INC. Page 23 VICINITY MAP RENTON MEMORIAL STADIUM ADDITION RENTON, WASHINGTON 2000 FEET FIGURE 1 DATE 11/09 PROJ. NO. KE090396A I ' ! I I J REFERENCE: LPN J As5ociated Earth Sciences, Inc. I lffil ffl ~ ~ ~ ---------------+-----' .,~ .. ----f5:L~~-~~~::-~;-:e _' ,-------------------·--·-. ··---"'-"·''-''"----, -·ffi1frfTIT_. I ·1 I ' i I f"m;n l :. q !1, I i i : I : I l i I I I .,. \ 'cl "' . i I'' \ -Ji : . I ' I : 1-' _ M.DISCVll·J....._ ,o.AU, .· ,i ,if-! I ___ , I _ L;_ ,\ APPROXIMATE LOCATION ~ ' • --.; __ .' i I: I -IT ! J ,1 OF EXPLORATION BORING EB-3 • , ; 11. -~ TYP EB4 1: • _r-I I ~------"~----.-:~--::~~~ -· -·--·--.. J:~~ ~ /~.;;:~2'H.~~-~ .· / .. 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" ___ 1_·· ....-, •7 1 .. -u·· i: 1 I J1 1l1 1 ' ... ; 1 1 1 1 1 ·~ ... ·.· -· 1 ,: . \'\ I " • i 1 [· · 1 • ·1 ·1- _: •·· 1 \\ \ -~/ -~·Yf,IIMI I ·: , : •~: 00 j j -;_~/ ./ ' C ' t t -,~--- ·~--... ,.,...--.,,. • .,.,."!<- -tnACI< ~E,EIIOZOIIE -~~~-----~!;_~.~:~~~~~~~·~~~~-::~_; -. -+~ --! -----1~ -§TI!L!-,. ,' I _._a:.,~l---.. , ~--·-----'-, __ ____, '----r . ••a-, ... -cl· -------;:,;..:.:;....:..i~=-\---- . ------------~ --·--·--- LJ-~·-· ----J -"' neut e!Kn"" SITE AND EXPLORATION PLAN RENTON MEMORIAL STADIUM RENTON, Wi\SHINGTON -----~..-~c.. -, " .,-•.. ~--. ... ,,_, , ......... . -~= •' -",Y•I! ,, '-' a, " . ~-/.:'"'..:;:·~;~_·,::···-'-"','' :.:.· . ..-., :::,..:::, ... -· N A ., "' FEET FIGURE 2 DATE 11/09 PROJ. NO. KEDB0396A APPENDIX i I ' ~ ro rn • 0 • 0 Well-graded gravel and GW gravel with sand, little to no fines Silty gravel and silty GM gravel with sand Clayey gravel and GC clayey gravel v.ith sand Well-graded sand and sw sand v.ith gravel, little to no fines Poorly-graded sand SP and sand with gravel, little to no fines Silty sand and SM silty sand v.ith gravel Clayey sand and clayey sand v.ith gravel Silt, sandy silt, gravelly silt, silt with sand or gravel Clay of low to medium plasticity; silty, sandy, or gravelly clay, lean clay Organic clay or silt of low plasticity Terms Describing Relative Density and Consistency Coarse· Grained Soils Density SPT 121 blows/foot Very Loose O to 4 Loose 4 to 10 Medium Dense 1 D to 30 Dense 30 to 50 Very Dense :>SO Test Symbols G = Grain Size Consistency SPT<21blows/foot M = Moisture Content A = Attsrberg Limits C = Chemical Fine~ Grained Soils Very Soft o to 2 Solt 2to4 Medium Sliff 4 to 8 Stiff B lo 15 Very Stiff 15 to 30 Hard >30 DD -Dry Density K ~ Permeability Descriptive Term Boulders Component Definitions Size Range and Sieve Number Larger than 12" Cobb<es Gravel Coarse Gravel Fine Gravel Sand Coarse Sand Medium Sand Fine Sand Sill and Clay 3'to12'' 3' lo No 4 (4 75 mm) 3" to 3/4~ 3/4' to No. 4 (4 75 mm) No. 4 (4.75 mm) to No. 200 (0 075 mm) No. 4 (4.75 mm) lo No. to (2.00 mm) No 10 (2.00 mm) to No. 40 (0.425 mm) No 40 (0.425 mm) lo No. 200 (0 075 mm) Smaller than No 200 (O 075 mm) C3 l Estimated Percentage Moisture Content Dry • Absence of moisture, dusty, dry to the touch Component Percentage by Weight Trace Few Lillie With <5 5 to 10 151025 ~ Non-primary coarse constituents: ~ 15% • Fines content between 5% and 15% Slightly Moist -Perceptible moisture Moisl -Damp bul no visible water Very Moisl ~ Water visible but nol free draining Wet -Visible free water, usually from below water table Symbols Sampler Type Blows/6' or portion at 6'' Cement grout surface seal Elastic silt, clayey silt, silt 2 0 , 00 MH v.ith micaceous or Split-Spoon I " ' SamplerTl!Jl.!! Bentonite seal • 3.0' OD Split-Spoon Sampler diatomaceous fine sand or Sampler Description t•l ---+""'ilt~---------1 (SP]) Clay of high plasticity, 3 25' OD Split-Spoon Ring Sampler .. . FUter pack 'With : :· blank casing _· .. section sandy or gravelly clay, fat Bulk sample clay with sand or gravel , 3 CY' OD Thin-Wall Tube Sampler (including Shelby lube) ·_. Screened casing : ·• or Hydrotip ·: with filler pack O Portion not recovered (,) Percentage by dry weight (2) (SPT) Standard Penetration Test ,--+--------! (ASTM 0-1586) Peat, muck and other (3J In General Accordance with Organic clay or silt of OH medium to high plasticity highly organic soils Standard Practice for Description and Identification of Soils (ASTM D-2488) :. End cap (4l Depth of ground water ?: A TD -At lime of drilling ~ Static water level (date) 151 Combined uses symbols used for fines between 5% and 15% Classifications of soils lo this report are based on visual field and/or laboratory observations, which indude density/consistency, moisture cond!Uon, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual-manual and/or laboratory classlflcatlon methods of ASTM 0~2487 and 0~2488 were used as an identification guide for !he Unified Soil Classification System. f Associated Earth Sciences, Inc. EXPLORATION LOG KEY ~~GE]~~~ i~~~~~ ~------------------------------------------------ Associated Earth Sciences, Inc. Exoloration Loa 1-;~~~A [I] ~ ~ [H!j Project Number I Exploration Number I Sheet • KE090396A EB-1 1 of 2 . ' . . Project Name BentQD M!almQri,ll ~!adium Ground Surface Elevation (fl) Location B!alD!QO we, Datum .,,. Driller/Equipment GeQIQgig Q[il!/~L Date Start/Finish J l 14109 l J 14/09 Hammer Weight/Drop j4Q#/3Q" Hole Diameter (in) a" g C ~ = * ~ u-.Q ~ ·-0 ~~ ~ .c .c ~j Blows/Foot 5 C. c. E C. s E !!! "' s~ ~ ~ " ~ 0 ~ T ~ (!) (/) ~ iii 0 Cl) 0 .c DESCRIPTION CJ 10 20 30 40 i5 1-2" asphalt. .. . ·--,, ________ { \4" gravel base.-·---·-___________ Ai'ILIVium -·-·---- S-1 Sand and gravel over moist to wet, gray, silty fine SAND/fine sandy SILT. 7 ... 6 4 -5 2 !'. -10 Gravel pushed sampler down -sampled at 1 O'. S-2 Wet, brownish gray, interbedded SILT and fine SAND, with trace organics. 1 .t.2 1 Driller added mud al 11 112'. 1 S-3 Wet, bluish gray, silly fine SAND, wilh trace woody debris. 3 .t.a 3 -15 3 S-4 Wet, bluish gray, SILT, with fine sand 0 1 .t.2 '--20 1 S-5 Wet, bluish gray, inlerbedded SILT and fine SAND. 3 "'b c. 25 4 4 S-6 Wet, bluish gray, silty fine to medium SAND, with siltier zones. 2 .t.5 3 L 30 3 ~ S-7 Same, wet with gravel and scattered organics. 6 • 19 11 L 35 8 S-8 Wet, bluish gray, silly fine to medium SAND. 5 ... , 8 L. 40 8 I ~ S-9 Same, wet with organic beds 3 IA2, 11 L 45 10 Sampler Type (ST): [I] 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: JPL [I] 3" OD Split Spoon Sampler (D & M) I] Ring Sample Si'. Water Level () Approved by: liil Grab Sample 12] Shelby Tube Sample X Water Level al 6me of drilling (ATD) Associated Earth Sciences, Inc. Exploration Loa 1-~%:til rn ~ ~ ~ Project Number I Exploration Number I Sheet . KE090396A EB-1 2 of 2 . ' Project Name Rentoo MernQrial Stadium Ground Surface Elevation (fl) Location ReotQO, WA Datum . ". Driller/Equipment Geglggic Drill/XL Date Start/Finish l l l4109 1114/09 Hammer WeighVDrop HQ!f I 30" Hole Diameter (in) ~· ' § J. ID g ID u-:;; "' -0 =i ~~ Blows/Foot "' -" .c 5 C. c. E ID-a; ~ I- Q. s E ~ "' s:e a; "' T m CJ (/) I iii 5 0 (/) 0 DESCRIPTION 0 10 20 30 40 S-10 Wet, bluish gray, fine to medium SAND, with gravel, siltier zones and 3 •22 woody debris (root?). 7 -50 Driller reports gravel at 49 1/2'. 15 ' S-11 Wet, bluish gray, GRAVEL, with sand and silt. 36 A79 36 -55 43 S-12 Wet, bluish gray, silty fine SAND interbedded with brown organic silt. 5 ~, 5 -60 3 S-13 Moist, bluish gray, silty fine to medium SAND. 5 •, 6 -65 9 S-14 Wet, bluish gray, fine to coarse SAND, with gravel. 13 A3 18 ~ 70 ---· ----·----·--------····------·--18 Bollom of exploration boring at 70 feet -75 -80 -85 -90 Sampler Type (ST): [I] 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: JPL [I] 3" OD Spilt Spoon Sampler (D & M) I) Ring Sample Si'. Water Level () Approved by: ~ Grab Sample 0 Shelby Tube Sample!'. Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Loa 1---------------~~~=~~=---~------------I Project Number KE090396A I Exploration Number I Sheet EB-2 1 of 2 Project Name Renton Memorial Stadium Location Renton WA Driller/Equipment Geologic Drill/XL Hammer WeighUDrop ~14~0~#~{~3~Q~"-------------------- g 5 "-~ 0 DESCRIPTION -2" asphalt Ground Surface Elevation {ft) Datum -"N""'/A~------- Date Start/Finish-1114/D9 11 /4/Q9 Hole Diameter (in} ~~o_''-' __ ' _____ _ Blows/Foot 10 20 30 40 r 14.:._gravel _base.--··-·--·-----~-----~---····-· ·-___ I S-1 -5 S-2 f-10 S-3 ~ 15 f S-4 ~ 20 S-5 -25 S-6 -30 S-7 -35 S-8 Alluvium Moist. rust-stained brownish gray, SILT, with sand and gravel. Wet, rust-stained bluish gray, fine to medium SAND, with silt Driller added mud at 13 1 /2' Wet, bluish gray, silty fine SAND, lnterbedded with silt Wet, bluish gray, SILT, wilh very fine sand. Wet, brown, PEAT, interbedded with SILT, with woody debris. Bluish gray sand in sampler Up. Wet, bluish gray, SILT, with fine sand and woody debris. Wet, bluish gray, fine to medium SAND, with siltier zones interbedded wilh brown. PEAT. Wet, bluish gray, SILT, with organics interbedded with fine to medium sand. 2 1 •2 1 3 a •a 3 3 3 &5 2 1 2 &4 2 3 2 6 ~ -40 4 2 3 I S-9 Wet, bluish gray, SILT, interbedded with fine to medium sand. 2 3 4 ~ fu -45 i Sampler Type (ST): "o (I] '" 2" OD Split Spoon Sampler (SPT) [lJ 3" OD Split Spoon Sampler (D & M) ~ Grab Sample 0 No Recovery M -Moisture I] Ring Sample '¥. Water Level () IZJ Shelby Tube Sample.! Water Level at time of drilling (ATD) & Logged by: JPL Approved by: I Associated Earth Sciences, Inc. Exploration Lo1:1 ~-·--------------~~--------~---------------< Project Number I Exploration Number I Sheet KE090396A EB-2 2 of 2 ~ N ~ • ~ E ~ z Project Name Location Driller/Equipment Hammer WeighVDrop g "' u- Q) -0 .c a. .c .0 ~[ Q. s E Q) T .. Cl V) 0 ff) S-10 ~ 50 > S-11 ~ 55 -60 I S-12 -65 I S-13 S-14 -70 -75 >-80 >-85 > ~f-90 Renton Memorial Stadium Renton WA Geologic Drjll/XL 140# I 30" DESCRIPTION Wet, bluish gray, fine to medium SAND, with siltier zones. Driller reports gravel at 49'. Gravel in sampler tip. Wet, bluish gray, fine to coarse SAND, with gravel. Same, wet. Wet, bluish gray, silty ijne to medium SAND, with siltier zones. Wet, bluish gray, fine to medium SAND, with graveL Bottom of e:icploratlon boring at 70 feet Ground Surface Elevation (ft) Datum _J•,.·'lli"-----,--,---- Date Start/Finish 1114/09 11 /4/Q9 Hole Diameter (in) ~"~'-' -------- C 0 =t ID-sf 0 0 1= " <D ...J " ~ 3: Q) 0 ~iii 6 9 16 5 15 25 16 17 11 9 11 11 4 5 9 "* Blows/Foot Q) >-:;; .c 10 20 30 40 i5 •1 •40 ll; r--c~-',--=~=!c------------------------~~~~-~-~-~-----<-----<~--'--1 iji Sampler Type (ST): § [I] 2" OD Split Spoon Sampler (SPT) ls aJ 3" OD Split Spoon Sampler (D & M) fil ~ Grab Sample ~. 0 No Recovery M -Moisture I] Ring Sample 'SI. Waler Level () IZJ Shelby Tube Sample.!: Water Level at time of drilling (A TD) Logged by: JPL Approved by: Associated Earth Sdences, Inc. Exoloration Loa ~ [}] ~ ~ ffi Project Number I Exploration Number I Sheet . . KE090396A EB-3 1 of 2 . ' ' Project Name Ren!QD Memorial S!actium Ground Surface Elevation (ft) Location Beotgo WA Datum "" Driller/Equipment GeglggiQ Drill/XL Date Start/Finish 1115/09, 1115109 Hammer Weight/Drop 140/t I 30" Hole Diameter (in) R" g o-<= 1 = 2 ~ 0 ~ w -0 =i w \e w .c .c Blows/Foot .c 0. o. E ..J ~ f-15. s E w-~ 3: ~"' $~ WO :0 w m c, en i ai Cl T en 0 5 DESCRIPTION 0 30 40 10 20 --Grass sod. --···--~-·.-·-------·------· Fill/MOdified Ground · -------··----------··- S-1 -~~~~. r!J~!~~taLne_d -~r~_W!"li~~ JJr~y !.... SJ!-L ~i~ !al]_d ~n~ -~rQ_a~_C§i_· ·------·-· .. -1 •5 Alluvium 3 -5 2 .!'. S·2 Wet, rust-stained bluish gray. fine to medium SAND lnterbedded with silt 1 ,,l.3 and trace organics. 1 -10 2 Driller added mud at 13'. S-3 Wei, bluish gray, silty fine SAND, with lrace organics. 4 ... ! 4 -15 4 S-4 Wet, bluish gray, silty fine to medium SAND 12 15 30 -20 15 S-5 Wet, bluish gray, fine to medium SANO, interbedded with silt. 4 .. , 3 -25 5 5.5 Wei, bluish gray, SILT, wllh sand beds and peat beds. 2 ... 2 -30 5 S-7 Wet, bluish gray, fine to medium SAND, interbedded wilh silt and peat 3 .6.3 1 r 35 2 S-8 Wet, brown, PEAT, with beds of bluish gray silt. 3 ... 3 r 40 4 Driller reports gravel at 43'" S-9 Wet. bluish gray, fine to coarse SAND, with gravel. 30 48 86 c-45 40 Sampler Type (ST): [D 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: JPL [I] 3" OD Split Spoon Sampler (D & M) I] Ring Sample "il. Water Level () Approved by: ~ Grab Sample !ZJ Shelby Tube Sample!: Water Level at lime of drilling (ATD) Associated Earth Sciences, Inc. f---~~-··~ Exnloration Lon ~ li I z Project Name Location Driller/Equipment Hammer WeighUDrop g ~ <)-.. ·-0 .c-" .c Q. E°[ C. s E .. T ~ <:) Cl) 0 rn S-10 r 50 S-11 r 55 S-12 1-60 S-13 -65 S-14 -70 -75 -80 -85 ii: -90 Project Number I Exploration Number Sheet 2 of 2 KE090396A Renton Memorial Stadium Renton WA Geologic Drill/XL 140# I 30" DESCRIPTION Wet, bluish gray, GRAVEL, with fine to coarse sand. Same, wet Wet, bluish gray, fine to medium SAND, interbedded with sill. Wet. bluish gray. SILT, with fine sand. Bottom 4 .. wet, brown, organic SILT, with woody debris. White, very fine SAND at sampler tip {tephra). EB-3 Wet, bluish gray, SILT, interbedded with brown, PEAT, with woody debris. Ground Surface Elevation (ft) Datum _•DUJ "'"'L------- Date StarUFinish 11 15fil9 11 15109 Hole Diameter (in) -"u'-' __ ' _____ _ Blows/Foot 10 20 30 40 13 20 .r.., 25 10 12 A24 12 4 6 .&12 6 7 9 .t.23 . -------14 Bottom of exploration boring at 70 feet "f---'--'----'----'----------------------------'---LJc_j _ _l _ _l _ _!. _ _L _ _L_.1-.1 i Sampler Type (ST): COM [D ~ 2" OD Split Spoon Sampler {SPT) 15 UJ 3" OD Split Spoon Sampler (D & M) 0 No Recovery M -Moisture I] Ring Sample '¥. Water Level () Logged by: JPL Approved by: ~ ~ Grab Sample ~ 0 Shelby Tube Sample!'. Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exoloration Loa Project Number KE090396A I Exploration Number EB-4 I Sheet 1 of 2 m 8 N \'.! • D E • ~ z Project Name Location Driller/Equipment Hammer WeighVDrop g ~ " 0 -5 -10 -15 ~ 20 ~ 25 >-30 -35 -40 J S-1 S-2 S-3 S-4 S-5 S-6 I S-7 S-8 ~-45 S-9 Renton Memorial Stadium Renton WA Geologic Drill/XL 140# / 30" DESCRIPTION Fill/Modified Ground Alluvium Moist to wet, rust-stained bluish gray, SILT. with organics and sand beds. Wet. bluish gray, fine SAND, interbedded with sill. Driller added mud at 13 1/2'. Wet, bluish gray, fine to medium SAND, with trace organics. Wet, bluish gray, SILT, with beds of fine to medium sand, with trace organics Wet. blulsh gray, SILT, with fine sand and peat beds. Wet, bluish gray, fine SAND, interbedded with silt, with trace organics and woody debris. Wet, brown, PEAT, with woody debris interbedded with bluish gray, fine to coarse sand. Wet, bluish gray, fine to medium SAND, interbedded with silt, with PEAT, woody debris and trace gravel. Wet, bluish gray, GRAVEL, with fine to coarse sand ~ Sampler Type (ST): 0 8 rn m 2" DD Split Spoon Sampler (SPT) 0 No Recovery M · Moisture I] Ring Sample ciZ Water Level () Ground Surface Elevation {ft) Datum _,Now/A._ ______ _ Date StarVFinish 1115/Q9 1115109 Hole Diameter (in) _,",_''-' _______ _ 1 2 .... 2 8 12 13 3 1 "'2 1 I 2 .... 2 2 1 .... 3 Blows/Foot 10 20 30 40 3 2 5 ... 6 9 15 9 10 9 ' 19 Logged by: JPL Approved by: ffi 3" OD Split Spoon Sampler (D & M) ~ Grab Sample IZJ Shelby Tube Sample.! Water Level at time of drilling (ATD) 8 N :, li ~ ~ z " " I 0 QC 0 "' in '!! ~ssQ__ciated Earth Sciences, Inc. Project Number KE090396A I Exoloration Log_~-----------1 Exploration Number I EB-4 Project Name Renton Memorial Stadium Location Renton. WA Dnller/Equipment Geologic Drill/XL Hammer WeighVDrop __.i:14:e0,,,#"-'-/_,,,3,,0c_" _________________ _ g 00 o- Q) -0 .c,, .c a. a. E 0. s E ~"' Q) T ro CJ U) 0 U) L 50 J S-10 S-11 L 55 S-12 '-60 S-13 '-65 S-14 '-70 S-15 L 75 L 80 .... 85 L 90 Sampler Type (ST): DESCRIPTION Wet. bluish gray. silty fine SAND, interbedded with silt with fine sand. Wet, bluish gray, SILT, with fine to medium SAND beds and trace organics. Wet. bluish gray, fine to medium SAND. interbedded with silt. with trace organics. White. very fine SAND at 59 1/2" (tephra). Wet, bluish gray, silty fine to medium SAND, interbadded with silt. Gravel in sampler tip We1. bluish gray, bedded GRAVEL. with sand. Wet. bluish gray, GRAVEL. Bottom of exploration boring at 75 feat D No Recovery M -Moisture I] Ring Sample 'SJ. Water Level () Sheet 2 of 2 Ground Surface Elevation (ft) Datum _'r,"IJ.8..' ______ _ Date StarVFinish 11 l5/Q9 11 /5/Q9 Hole Diameter {in) _0a·_· __ · _____ _ 3 2 3 3 3 7 3 6 9 6 8 8 9 15 19 12 17 17 Blows/Foot 10 20 30 40 •10 ""1 Logged by: JPL Approved by: [I) 2" OD Split Spoon Sampler (SPT) [I] 3" OD Split Spoon Sampler (D & M) ~ Grab Sample 0 Shelby Tube sample!'. Water Level at time of drilling (A TD) VII. OTHER PERMITS The NPDES will include a SWPPP and a spill prevention and cleanup report (included in the SWPPP). See Section 8 for a copy of the SWPPP. COUGHLINPORTERLUNDEEN 11 Renton Memorial Stadium King County Washington VIII. CSWPPP ANALYSIS AND DESIGN This section lists the requirements that will be used when designing the TESC plan for this site. A copy of the Draft SWPPP has been included in this section on the following pages. The SWPPP will be finalized after a contractor is brought on board Standard Requirements Erosion/Sedimentation Plan shall include the following: 1. Facilities required include: Catch basin filter socks. (1.2.5-1). The project will provide sediment protection at the existing catch basins and maintain existing hardscaped areas until areas will be re- paved 2. Timing-For the period between November 1 through March 1 disturbed areas greater than 5,000 square feet left ,mdisturbed for more than 12 hours must be covered with mulch, sodding, or plastic covering. A construction phasing plan shall be provided to ensure that erosion control measures are installed prior to clearing and grading. (1.2.5-1). Notes addressing each of these items have been placed on the civil engineering plans. 3. Planning-Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension, stake and flag clearing limits (1.2.5-1). The clearing limits have been indicated on the TESC plan. Notes addressing this item have been placed on the civil engineering plans. 4. Revegetation -Revegetate areas to be cleared as soon as practicable after grading. (1.2.5-1). Notes addressing this item have been placed on the civil engineering plans. COUGHUNPORTERLUNDEEN 12 Renton Memorial Stadium King County Washington Stormwater Pollution Prevention Plan For Renton Memorial Stadium Prepared For Northwest Regional Office 3190-160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner Renton School District 300 SW 7th St Renton, WA 98057 Developer Renton School District 300 SW 7th St Renton, WA 98057 Operator/Contractor NIA Project Site Location 405 Logan Ave N, Renton Wa Certified Erosion and Sediment Control Lead NIA NIA SWPPP Prepared By John Farleigh 413 Pine St, Suite 300 Seattle, Wa, 98101 206-343-0460 Coughlin Porter Lundeen, Civil Project Engineer SWPPP Preparation Date 3-25-2013 Approximate Project Construction Dates Summer 2013 NIA NIA n n Contents 1.0 Introduction ............................................................................................................................... I 2.0 Site Description ........................................................................................................................ 3 2.1 Existing Conditions ........................................................................................................... 3 2.2 Proposed Construction Activities ...................................................................................... 3 3.0 Construction Stormwater BMPs ............................................................................................... 5 3.1 The 12 BMP Elements ....................................................................................................... 5 3.1.1 Element #1 -Mark Clearing Limits ................................................................ 5 3.1.2 Element #2 -Establish Construction Access ................................................... 5 3.1.3 Element #3 -Control Flow Rates .................................................................... 6 3.1.4 Element #4 -Install Sediment Controls .......................................................... 6 3.1.5 Element #5 -Stabilize Soils ............................................................................ 8 3.1.6 Element #6-Protect Slopes ............................................................................ 9 3.1.7 Element #7 -Protect Drain Inlets .................................................................... 9 3.1.8 Element #8 -Stabilize Channels and Outlets ............................................... .10 3. I. 9 Element #9 -Control Pollutants ................................................................... .11 3.1.10 Element #10-Control Dewatering .............................................................. .11 3.1.11 Element #11 -Maintain BMPs ..................................................................... .12 3.1.12 Element #12 -Manage the Project ............................................................... .12 3.1.12 Element #12 -Manage the Project ................................................................ 15 3.2 Site Specific BMPs .......................................................................................................... 17 3.3 Additional Advanced BMPs ............................................................................................ 17 5.0 Pollution Prevention Team ...................................................................................................... 19 5 .1 Roles and Responsibilities ............................................................................................... 19 5.2 Team Members ................................................................................................................ 20 6.0 Site Inspections and Monitoring ............................................................................................. 21 6.1 Site Inspection ................................................................................................................. 21 6.1.1 Site Inspection Frequency .............................................................................. 21 6.1.2 Site Inspection Documentation ...................................................................... 22 6.2 Stormwater Quality Monitoring ...................................................................................... 22 6.2.1 Turbidity ........................................................................................................ 22 6.2.2 pH ................................................................................................................... 23 7.0 Reporting and Recordkeeping ................................................................................................ 25 7. I Recordkeeping ................................................................................................................. 25 7. I. 1 Site Log Book ................................................................................................ 25 The site log book is attached to this SWPPP ................................................................ 25 7 .1.2 Records Retention .......................................................................................... 25 ii n 7.1.3 Access to Plans and Records .......................................................................... 25 7.1.4 Updating the SWPPP ..................................................................................... 26 7.2 Reporting ......................................................................................................................... 26 7 .2.1 Discharge Monitoring Reports ....................................................................... 26 7 .2.2 Notification ofNoncompliance ...................................................................... 26 Appendix A -Site Plans ........................................................................................................ .31 Appendix B -Construction BMPs ........................................................................................ .32 Appendix C -Alternative BMPs ........................................................................................... .33 Appendix D -General Permit ................................................................................................ 35 Appendix E-Site Inspection Forms {and Site Log) ............................................................. .36 Appendix F -Engineering Calculations ................................................................................ .45 Appendix A Site plans • Vicinity map (with all discharge points) • Site plan with TESC measures Appendix B Construction BMPs • Possibly reference in BMPs, but likely it will be a consolidated list so that the applicant can photocopy from the list from the SWMM. Appendix C Alternative Construction BMP list • List ofBMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms Appendix F Engineering Calculations (if necessary) • Flows, ponds, etc ... iii Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the Renton Memorial Stadium construction project in Renton, Washington. The site is located on the north side of Renton, due north of the interchange for Interstate 405 (I-405) and State Route 167 (Hwy 167). The existing site is a 14.44-acre lot with a track and field and associated stadium. There are parking lots on the north and south sides of the site. The proposed development consists of the renovation of the existing stadium along with removing the north bathroom and ticket booth and replacing them with new structures. The existing courtyard south of the stadium will be replaced with new concrete paving and landscaping will be installed around the east side of the track. Construction activities will include demolition, excavation, grading, relocation of onsite services/utilities, new concrete and asphalt paving. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 4. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 5. Prevent violations of surface water quality, ground water quality, or sediment management standards. 6. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of storm water runoff at the Permittee 's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on June 21, 2010. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005) and in the Stormwater Management Manual for Eastern Washington (SWMMEW 2004). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are: • • Section I -INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. Section 2 -SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, Stormwater Pollution Prevention Plan and calculated stormwater flow rates for existing conditions and post- construction conditions. • Section 3 -CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004). • Section 4 -CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. • • • Section 5 -POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector Section 6 -INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. Section 7 -RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A -Site plans Appendix B -Construction BMPs Appendix C -Alternative Construction BMP list Appendix D -General Permit Appendix E -Site Log and Inspection Forms Appendix F -Engineering Calculations 2 Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The proposed site is located just north ofI405 and highway 167 in Renton, Washington. A site vicinity map and coordinates are provided in Appendix A. The existing site is a 14.44-acre lot with a track and field and associated stadium. The proposed development consists of the renovation of the existing stadium along with removing the north bathroom and ticket booth and replacing them with new structures. The existing courtyard south of the stadium will be replaced with new concrete paving and landscaping will be installed around the east side of the track. The topography of the site and surrounding properties gently slopes to the west. Soils are classified as Till, Quartemary Alluvium. The site is well drained and groundwater lies approximately 6 feet below the surface. Runoff from the site generally drains from east to west to a series of catch basins. The catch basins convey runoff to a storm drain system that flows to either the northwest or southwest comers of the site where they discharge to the Cedar River. At the point of discharge, Cedar River is listed as a Category 5 polluted water of the state under the State's Clean Water Act Section 303( d) list, due to fecal coliform bacteria contamination, dissolved oxygen levels, and temperature. There are no critical areas on the site such as high erosion risk areas, wetlands, streams, or steep slopes (potential landslide area). The site does sit within a portion of the 100-yr flood plain for the Cedar River. 2.2 Proposed Construction Activities The proposed development consists of the renovation of the existing stadium along with removing the north bathroom and ticket booth and replacing them with new structures. The existing courtyard south of the stadium will be replaced with new concrete paving and landscaping will be installed around the east side of the track .. No water quality or detention facilities are planned as part of this development. New sanitary, electrical, water and storm drain utilities will also be constructed. Construction activities will include site preparation, TESC installation, demolition of the existing north bathroom and ticket booth, excavation for retrofitting the stadium building foundations, asphalt/concrete paving, construction of a new ticket booth/bathrooms, and renovation of the 3 Stormwater Pollution Prevention Plan existing stadium. The schedule and phasing of BMPs during construction is provided in Section 4.0. The site disturbance to the site will be localized areas that require repaving and the construction of the new north bathroom/ticket booth. No TESC calculations are attached because of the minor disturbances. After the replaced north building is constructed and all new utilities are installed, the site will be graded and paved. A landscape buffer area will be constructed on the east side of the site. The following summarizes details regarding site areas: The following summarizes details regarding site areas: • • • • • • • • • • • Total site area: Percent impervious area before construction: Percent impervious area after construction: Disturbed area during construction: Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 2-year stormwater runoff peak flow prior to construction (existing): 10-year stormwater runoff peak flow prior to construction (existing): 2-year stormwater runoff peak flow during construction: JO-year stormwater runoff peak flow during construction: 2-year stormwater runoff peak flow after construction: I 0-year stormwater runoff peak flow after construction: No stormwater flow calculations are provided in Appendix F at this time. 4 14.44 acres 78.1 % 77.9% 2.5 acres 1 acres NIAcfs NIA cfs NIAcfs NIAcfs NIA cfs NIA cfs Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1 -Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: • High Visibility Plastic or Metal Fence (BMP Cl03) Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 -Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: • No BMPs to be implemented 5 Stormwater Pollution Prevention Plan Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3 Element #3 -Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will he controlled. The specific BMPs for flow control that shall be used on this project include: • No BMPs to be implemented Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements ( e.g. discharge to combined sewer systems). 3.1.4 Element #4 -Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: 6 Stormwater Pollution Prevention Plan • Storm Drain Inlet Protection (BMP C220) Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. The following BMPs will be implemented as end-of-pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end-of-pipe sedimentation controls. • Temporary Sediment Pond (BMP C24 l) • Construction Stormwater Filtration (BMP C251) 7 Stormwater Pollution Prevention Plan • Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element #5 -Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: • Temporary and Permanent Seeding (BMP Cl20) • Plastic Covering (BMP C 123) • Dust Control (BMP Cl40) Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May I to September 30) and 2 days during the wet season (October I to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 8 Stormwater Pollution Prevention Plan 3.1.6 Element #6 -Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: • Temporary and Permanent Seeding (BMP CI20) Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1. 7 Element #7 -Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection • Excavated Drop Inlet Protection • Block and Gravel Drop Inlet Protection • Gravel and Wire Drop Inlet Protection 9 Stormwater Pollution Prevention Plan • Catch Basin Filters • Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) • Culvert Inlet Sediment Trap • Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 -Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: • No BMPs to be implemented Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak IO minute velocity of flow from a Type lA, IO-year, 24-hour recurrence interval 10 Stormwater Pollution Prevention Plan storm for the developed condition. Alternatively, the JO-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element #9 -Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Demolition: • • • Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140). Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP Cl52). Concrete and grout: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C 151 ). The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element #10-Control Dewatering There will be no dewatering as part of this construction project. 11 I Stormwater Pollution Prevention Plan 3.1.11 Element #11 -Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached). Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 -Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • • • • • • • Design the project to fit the existing topography, soils, and drainage patterns. Emphasize erosion control rather than sediment control. Minimize the extent and duration of the area exposed . Keep runoff velocities low . Retain sediment on site . Thoroughly monitor site and maintain all ESC measures . Schedule major earthwork during the dry season . In addition, project management will incorporate the key components listed below: (West Response) As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. 12 • Stormwater Pollution Prevention Plan Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: • • D Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and D Limitations on activities and the extent of disturbed areas; and D Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: D Routine maintenance and necessary repair of erosion and sediment control BMPs; D Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and D Activities where there is I 00 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. 13 Stormwater Pollution Prevention Plan Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: D Assess the site conditions and construction activities that could impact the quality of stormwater, and D Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. --- 14 • • • • • • • Stormwater Pollution Prevention Plan Design the project to fit the existing topography, soils, and drainage patterns. Emphasize erosion control rather than sediment control. Minimize the extent and duration of the area exposed . Keep runoff velocities low . Retain sediment on site . Thoroughly monitor site and maintain all ESC measures . Schedule major earthwork during the dry season . In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction • • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: D Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and D Limitations on activities and the extent of disturbed areas; and D Proposed erosion and sediment control measures. 15 • • Stormwater Pollution Prevention Plan Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: D Routine maintenance and necessary repair of erosion and sediment control BMPs; D Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and D Activities where there is I 00 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: D Assess the site conditions and construction activities that could impact the quality of stormwater, and D Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. 16 Stormwater Pollution Prevention Plan Maintaining an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 3.3 Additional Advanced BMPs The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May I to September 30 and the wet season is considered to be from October 1 to April 30. • • • • Install ESC measures: 2010 Install stabilized construction entrance: 2010 Begin clearing and grubbing: 2010December 2010 17 December December December • • • • • • • • • • • • • • • • • • • • • • • • • • • 18 Stormwater Pollution Prevention Plan Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • • • • • • Certified Erosion and Sediment Control Lead (CESCL)-primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. Resident Engineer -For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative Emergency Ecology Contact -individual to be contacted at Ecology in case of emergency. Emergency Owner Contact -individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. Non-Emergency Ecology Contact -individual that is the site owner or representative of the site owner than can be contacted if required. Monitoring Personnel -personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 19 Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) NIA NIA Resident Engineer NIA-To be Detennined NIA Emergency Ecology Contact NIA-To be Detennined - Emergency Owner Contact NIA-To be Determined - Non-Emergency Ecology Contact N/A-To be Determined - Monitoring Personnel NIA-To be Determined - 20 Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • • Site inspections; and, Stormwater quality monitoring . For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP Cl 60. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine ifit is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 21 Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Turbidity sampling and monitoring will be conducted during the entire construction phase of the project. Samples will be collected daily at the catch basin in the northwest comer of the site (CBS). If there is no flow in this catch basin, the attempt to sample will be recorded in the site log book and reported to Ecology in the monthly Discharge Monitoring Report (DMR) as "No Discharge". Samples will be analyzed for turbidity using the EPA 180.1 analytical method. The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the downstream receiving water body. If the 25 NTU benchmark is exceeded in any sample collected from CBS, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document modified BMPs in the SWPPP as necessary. 3. Sample discharge daily until the discharge is 25 NTU or lower. If the turbidity exceeds 250 NTU at any time, the following steps will be conducted: I. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue sampling daily until the discharge is 25 NTU or lower Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours, and implement those additional treatment BMPs as soon as possible, but within a minimum of7 days. 3. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 22 Stormwater Pollution Prevention Plan 6.2.2 pH Sampling and monitoring for pH will occur during the phase of construction when concrete pouring will be conducted until fully cured (3 weeks from last pour) and discharges are documented to be below pH 8.5. Samples will be collected weekly at the sedimentation pond prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter and recorded in the site log book. The key benchmark pH value for stormwater is a maximum of 8.5. If a pH greater than 8.5 is measured in the sedimentation trap/pond( s) that has the potential to discharge to surface water, the following steps will be conducted: 4. Prevent ( detain) all discharges from leaving the site and entering surface waters or storm drains if the pH is greater than 8.5 5. Implement CO2 sparging or dry ice treatment in accordance with Ecology BMPC252. 6. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 23 Stormwater Pollution Prevention Plan 6.2.2 pH Sampling and monitoring for pH will occur during the phase of construction when concrete pouring will be conducted until fully cured (3 weeks from last pour) and discharges arc documented to be below pH 8.5. Samples will be collected weekly at the sedimentation pond prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter and recorded in the site log book. The key benchmark pH value for stom1water is a maximum of8.5. If a pH greater than 8.5 is measured in the sedimentation traplpond(s) that has the potential to discharge to surface water, the following steps will be conducted: 4. Prevent (detain) all discharges from leaving the site and entering surface waters or storm drains if the pH is greater than 8.5 5. Implement CO2 sparging or dry ice treatment in accordance with Ecology BMP C252. 6. Describe inspection results and remedial actions that arc taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 1' _, Stormwater Pollution Prevention Plan 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • • Site inspections; and, Stonnwater qua! ity monitoring . For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. The site log book is attached to this SWPPP 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists. etc.), this Stormwater Pollution Prevention Plan. and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition SS.C. 7.1.3 Access to Plans and Records The SWPPP, General Penni!, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt ofa written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 25 Stormwater Pollution Prevention Plan 7.1.4 lipdating the SWPPP In accordance with Conditions SJ, S4.B, and S9.B.3 of the General Permit. this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stonmwatcr discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspcction(s) that additional or modified BMPs arc necessary to correct problems identified, and an updated timcline for BMP implementation will be prepared. 7.2 Reporting 7.2.1 Discharge Monitoring Reports [Prior to October 2008] If cumulative soil disturbance is smaller than 5 acres: Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. Of there was no discharge during a given monitoring period, the Pcnmittec shall submit the fonm as required, with the words "No discharge" entered in the place of monitoring results. The DMR due date is 15 days following the end of each month. 7.2.2 1'iotification of Noncompliance If any of the terms and conditions of the permit arc not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with penmit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will he taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 26 Stormwater Pollution Prevention Plan 27 Stormwater Pollution Prevention Plan 28 Stormwater Pollution Prevention Plan Stormwater Pollution Prevention Plan Appendix A -Site Plans To Be provided By ContralCtor 31 Stormwater Pollution Prevention Plan Appendix B -Construction BMPs High Visibility Plastic or Metal Fence (BMP Cl03) Storm Drain Inlet Protection (BMP C220) Temporary and Permanent Seeding (BMP Cl20) Plastic Covering (BMP C 123) Dust Control (BMP C 140) Temporary and Pcm1ancnt Seeding (BMP Cl20) (These Items can be found in the KCSWDM) .n Storm water Pollution Prevention Plan Appendix C -Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 clements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 -Mark Clearing Limits Element #2 -Establish Construction Access Element #3 -Control Flow Rates Element #4 -Install Sediment Controls Advanced BMPs: Element #5 -Stabilize Soils Element #6 -Protect Slopes Element #8 -Stabilize Channels and Outlets Element #IO -Control Dewatering Additional Advanced BMPs to Control Dewatering: 33 Stormwater Pollution Prevention Plan Appendix D -General Permit To be obtained by the Contractor 35 Stormwater Pollution Prevention Plan Appendix E -Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum. each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented. including observations of all erosion/sediment control structures or practices. d. The following shall be noted: 1. locations of BMPs inspected, 11. locations of BMPs that need maintenance. 111. the reason maintenance is needed, 1v. locations of BMPs that failed to operate as designed or intended. and v. locations where additional or different BMPs arc needed. and the rcason(s) why c. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration. and/or oil sheen shall be noted, as applicable. f A description of any water quality monitoring perli.,rmed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs. maintenance or installations made as a result of the inspection. 36 Stormwater Pollution Prevention Plan h. A statement that, in lhc judgment of the person comlucting the silc inspection, the site is either in compliance or out of compliam:e with the terms and conditions of the SWPPP and the NPDES pennit. lfthc site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance. as well as a schedule of implementation. 1. Name. title, and signature of person conducting the site inspection: and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best ofmy knowledge and belief'_ When the site inspection indicates that the site is not in compliance with any tcnns and conditions of the NPDES pennit, the Pennittee shall take immediate action(s) to: stop. contain. and clean up the unauthorized discharges, or otherwise stop the noncompliance: correct the problem(s): implement appropriate Best Management Practices (BMPs). and/or conduct maintenance of existing BMPs: and achieve compliance with all applicable standards and permit conditions. In addition. if the noncompliance causes a threat to human health or the environment. the Pennittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. I I 37 Project Name: Inspector Name: Date: Inspection Type: Weather Stormwater Pollution Prevention Plan Site Inspection Form General Information Title: CESCL#: Time: o A tier a rain event D Weekly ·_, Turbidity/transparency benchmark cxceedance o Other Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element I: Mark Clearin,: Limits BMP: Location Inspected Functioning Y N I Y N NIP BMP: Location Inspected Functioning YN IYNNIP Element 1: Establish Construction Access BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning Y N I Y N NIP 38 Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 3: Control Flow Rates BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning y N I y N NIP Element 4: Install Sediment Controls BMP: Location Inspected Functioning YN IYNNJP BMP: Location Inspected Functioning YN IYNNTP BMP: Location Inspected Functioning YN IYNNTP BMP: Location Inspected Functioning Y N I Y N NIP BMP: Location Inspected Functioning Y N I Y N NIP .\9 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 5: Stabilize Soils BMP: Location BMP: Location BMP: Location BMP: Location Inspected y N Functioning I y N NIP Inspected Functioning y N I y N NIP Inspected Functioning y N I y N NIP Inspected Functioning y N I Y N NIP Element 6: Protect Slopes BMP: Location BMP: Location BMP: Location Inspected y N Functioning I y N NIP Inspected Functioning y N Ly N NIP Inspected y N Functioning ffi 40 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 7: Protect Drain Inlets BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning y N I y N NIP Element 8: Stabilize Channels and Outlets BMP: Location BMP: Location BMP: Location BMP: Location Inspected Functioning y N I y N NIP Inspected Functioning y N I y N NIP Inspected Functioning y N I y N NIP Inspected y N Functioning I y IN I NIP 41 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 9: Control Pollutant.v BMP: Location Inspected Functioning y N I y N NJP BMP: Location Inspected Functioning y N I y N NIP Element 10: Control Dewaterinx BMP: Location Inspected Functioning Y N I Y N NIP BMP: Location Inspected Functioning YN IYNNTP BMP: Location Inspected Functioning YN IYNNTP 42 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Stormwater Pollution P1evention Plan Stormwater Discharges From the Site Observed'' ProblcmtCorrective Action v[]] Location Turbidity ~ Discoloration Sheen Location Turbidity Discoloration Sheen 43 Stormwater Poiiution Prevention Plan Water Quality Monitorin!! Was any water quality monitoring conducted? _J Yes _J No If water quality monitoring was conducted. record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? ...._ Cl Yes 0 No If Ecology was notified, indicate the date, time. contact name and phone number below: Date: Time: Contact Name: Phone#: General Comments and Notes Include BMP reoairs, maintenance, or installations made as a result of the insoection. Were Photos Taken? u Yes 0 No If ohotos taken. describe ohotos below: 44 Stormwaler Pollution Prevention Plan Appendix F -Engineering Calculations No calculations required at this time 45 IX. BOND QUANTITY, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A Bond Quantity Worksheet has not been included at this time. A Facilities Summaries Sheet has not been included in this section because there are no water quality or flow control devices being installed as part of this project. A Declaration of Covenant has not been included in this section because there are no water quality or floor control devices being installed as part of this project. COUGHLINPORTERLUNDEEN 13 Renton Memorial Stadium King County Washington X. OPERATION AND MAINTENANCE MANUAL Standard Maintenance Per standards set forth in the King County Surface Water Design Manual, the owner will maintain facilities. Sections of the King County Storm Water Management Design Manual outlining the Operations and Maintenance of these facilities have been included in this section on the following pages. COUGHLINPORTERLUNDEEN 14 Renton Memorial Stadium King County Washington MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES AT RENTON MEMORIAL STADIUM NO. 1 · CATCH BASINS Maintenance Component General Defect Trash& Debris (Includes Sediment) Structure Damage to Frame and/ or Top Slab COUGHLINPORTERLUNDEEN Conditions When Maintenance is Needed Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volun1e Comer of frame extends more than 3/ 4 inch past curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1 / 4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/ 4 inch of the frame from the top slab. 15 Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Renton Memorial Stadium King County Washington N0.1 -CATCH BASINS (CONTINUED) Maintenance Components Catch Basin Cover Ladder Defect Cracks in Basin Walls/ Bottom Sediment/ Misalignment Fire Hazard Vegetation Pollution Cover Not in Place Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe COUGHLINPORTERLUNDEEN Condition When Maintenance is Needed Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10 % of the basin opening. Vegetation growing in inlet/ outlet pipe joints that is more than six inches tall and less than six inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. 16 Results Expected When Maintenance is Performed. Basin replaced or repaired to design standards. No cracks more than 1 / 4 inch wide at the joint of inlet/ outlet pipe. Basin replaced or repaired to design standards. No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Renton Memorial Stadium King County Washington Metal Grates (If Applicable) Trash and Debris Damaged or Missing. Grate with opening wider than 7 / 8 inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO. 2 -ENERGY DISSIPATERS Maintenance Components Manhole/ Chamber Defect Worn or Damaged Post. Baffles, Side of Chamber Other Defects COUGHLINPORTERLUNDEEN Conditions When Maintenance is Needed Structure dissipating flow deteriorates to 1 / 2 or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. See "Catch Basins" Standard No. 4 17 Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results Expected When Maintenance is Performed. Replace structure to design standards. See "Catch Basins" Standard No. 4 Renton lVlemorial Stadium King County Washington NO. 3 -FENCING Maintenance Defect Conditions When Maintenance is Components Needed General Missing or Any defect in the fence that permits Broken Parts easy entry to a facility. Erosion Erosion more than 4 inches high and 12-18 inches wide permitting an opening under a fence. Wire Fences Damaged Post out of plumb more than 6 inches. Parts Top rails bent more than 6 inches. Any part of fence (including post, top rails) more than 1 foot out of design alignment. Missing or loose tension wire. Extension arm missing, broken, or bent out of shape more than 11/2 inches. Deteriorated Part or parts that have a rusting or Paint or scaling condition that has affected Protective structural adequacy. Coating COUGHLINPORTERLUNDEEN 18 Results Expected When Maintenance is Performed Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1- 1/2 inches. Top rail free of bends greater than 1 inch. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Extension arm in place with no bends larger than 3 / 4 inch. Structurally adequate posts or parts with a uniform protective coating. Renton Memorial Stadium King County Washington N0.4-GATES Maintenance Defect Conditions When Maintenance is Component Needed General Damaged or Missing gate or locking devices. Missing Members Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. Openings in See "Fencing" Standard No. 7 Fabric NO. 5 -CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Component Needed Pipes Sediment & Accumulated sediment that exceeds Debris 20% of the diameter of the pipe. Vegetation Vegetation that reduces free movement of water through pipes. Damaged Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20 % of the design depth. Vegetation Vegetation that reduces free movement of water through ditches. COUGHLINPORTERLUNDEEN 19 Results Expected When Maintenance is Performed Gates and Locking devices in place. Hinges intact and lubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No. 7 Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. Renton rvlemorial Stadium King County Washington Catch Basins Debris Barriers (e.g., Trash Rack) Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). See "Rain gardens" Standard No. 1 Maintenance person can sec native soil beneath the rock lining. See "Catch Basins: Standard No. 4 Sec "Debris Barriers" Standard No.5 NO. 6 -GROUNDS (LANDSCAPING) Maintenance Component General Defect Weeds (Nonpoisonous ) Conditions When Maintenance is Needed Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Safety Hazard Any presence of poison ivy or other poisonous vegetation. See "Rain gardens" Standard No. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 4 See "Debris Barriers" Standard No. 5 Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Trash or Litter Paper, cans, bottles, totaling more than Area clear of litter. 1 cubic foot within a landscaped area Trees and Shrubs Damaged COUGHLINPORTERLUNDEEN (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. 20 Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. Renton Memorial Stadium King County Washington NO. 7 -ACCESS ROADS/ EASEMENTS Maintenance Defect Condition When Maintenance is Component Needed General Trash and Trash and debris exceeds 1 cubic Debris foot per 1,000 square feet i.e., trash and debris would fill up one standards size garbage can. Blocked Debris which could damage vehicle Roadway tires (glass or metal). Any obstruction which reduces clearance above road surface to less than 14 feet. Any obstruction restricting the access to a 10 to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. Road Surface Settlement, When any surface defect exceeds 6 Potholes, inches in depth and 6 square feet in Mush Spots, area. In general, any surface defect Ruts which hinders or prevents maintenance access. Vegetation in Weeds growing in the road surface Road Surface that are more than 6 inches tall and less than 6 inches tall and less than 6 inches apart within a 400-square foot area. COUGHLINPORTERLUNDEEN 21 Results Expected When Maintenance is Performed Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet high. Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 inches. Renton Memorial Stadium King County Washington .f 5·~6 ~=;:======='-==== =---.4!,-.--~:::=---c.---n F led re, roeerd ,., r•q••rl at o, ...... Jon,,;, 1910 o< 12 .,,,, ... 9 ·-~-e I _,, C oun'q' Audi tor 1167979• ' ' na19&2. I .R.B. BlQIII. <lt't U1 , to I. i i/r Mm14 .Jl'4'ffl• / 11:lc-c.r&11.tan R.a. Blow .,-a L1na !Ho•. hb witi,, tcr ~ hi 1:1D11.~1dnat.1an Or Tlin1Jh&n bl:~td d<>.1111: .. , (t190D.oo) ~ 1n ban:! J&id, oonve7 and •lll'ra.nt to JonaMI. BrOlffl. a . "11~ •it11 or -.1,IH' p. Brown do:DM••~ tile-grsn:t;u. the to1Iow1ng desorlbed. r"l "at.ti.ta: L ·t• nine (9) 11nd t.1111 (10) 1n Blook :riv~ (S) o:t .!he Ball&1·d ..\dd.1-:.J.on to th"' Clt7 "Jt j ; IBe&Ul i, i tna -&lld. o~ear itiocn &!If 11nd. ""Z'f 1t1.au.mb1"ene1t wbt.t9oever. r!i~ed. tf_ the. O.ot\D.\¥ o"r Kins, St.ate ot W"a11thington. Ila~ Jam,.a,ey 26th .. A.o. 1918. , tan"'-. in Pl'9Hnda or ~-11,-11 ' . i R. e. !Un -~~ ·:;::;~··· ~· L1na Bln ! __ .1 a. Io~ Pub Uo 111 l!IBd ,rff the State ot Wiuhi~t.on, dulJ' a Cllllll1 s•haod and ·swt1rn, 1'bG 191b!OU.'-4 thl •iWn 1nn.ruiaen\, and &.Jlmawle4@:ed to me tbelit the7 ,;.gn.ed. and their ~IJ and 'f"(llunt.ar.v aot ,.,,d dood to.r tho u•n 11,nn i,llrpoeea .· ;_.-.I ~, . \·.Wit;a••., ·hand en.d otttotal .. l"J"u· .. ..;._ ' ,u.11.-. ........ 1 a.u> '( "?11,ilz. •••. 26, 1"21 ) ' lc1.1!.,1....,,. t,!.oo J r1e4. ~or r&ciol'd at I .,11~r I Y••ler Bak\e, It1(IO.rpa.rm.ted I to j l"orth6.zr,ft Padrio P.a.11..,-CompaQ,V. N,ot.a.17 Pub 110 Ln .o.M -ror the St.a. t.e ot ,....~ion • .reeidlng ~, s~attl•· &~ :j5 min past 9 A,M, I • ' I < 1n i i'hiti 1tt.dentu.re •cte this 5th dap of Jam.tffY A.O. 1918 bet•ee-n Yule.r Ettat.e, ] ,rn."'-Ol'PO.rl\~4,:, a Y-a.ah.ln,g't,on oo.rpor•t.1on.t or Se11tt1e, &ah1ng~o...-,,, he.ra!r..:it"tu rarer.red l • • . : to •• G-.rantor -.nd il1B Jronb.ern Paa1tto Ra.tlwa., Comp&ftl', • 1't..1:1oona.in OOl',ior.Uon I • ' Cit Pia (, t, .... p. ,: of Renton ino [\!vision L~ II \V/ /~ [D) - )loll ~ .. and e.t-r. (> . ' ( "01' ". i dol.q: bu:_llineae in t.ho St&\e of kr,hiflBt.on, be r id-r.ut1"t.n oa.lled "Railw-11 C:Jmpan~:· 111!5· '--~-; .. i wt....:.-~ .. _·_··_·'--------------------------~------------- fr l [ I I •",}, .. ' li'. ft [:.' .. ' •. ·.:. ~/:- ' . \· 1107979. ' ' ! R,8. Blow, itt u:a:: J t.o ;"·. C oun\)' Audi 'tar 'l'ARRAJ,1 'N DR1r'O J1 baDna 3rown. I The g.i...:tl.to:r• ;. s. 9low •rut I.,1na Blow, bis w11'e, '!'or and 1n oon;Idu.•111,t.ion Ot nil'l.8t'J1tn i h\;'1.dJ'ed .tona:..s (t19CJCI, 00) ~ in berd pi.id, oOi'lVtJY a.nd '11181"1'8ll\ to Jo:.anna Br Olm,. a wiiO'lf wit• ot 1'1.lte"' P, Brown deGHH~ the !P'&ntH, tho tollow11~ de81':1t-1hed red uwte: L st, ftU1e (.9) and t:.en. (10) in Bloo.t. t1v~ (S) ot ~It B&li~:d Add.1'.,loJl t.o the C1t1 :Jt [ 1 •••• 1 ,, : tne atid o.~ o&.r .:i!'l"OIII. m,y and wvel'¥ lnouabRDt.:<l-wh&t.•Hvttr• ll:11Uate4 1ft· tcho C~t.i" ot K1rig, St&te ot l'Hhaat.on. I D&te,I J-..,., 26th, A. 0• 1918• . i&n•d in p~••ende or k.x,J!lrc!Q.U i i . ~t, ot !IUhilll!tOll, l. r ..... ~ ·~~... ) R, B, Blow L1M Blew I . @ '!'hi• h to oel'tir,-tllat on '\.hla 26tb daJI' of J&~I')' A,D, 1' l8 be:to.-e me-, t.bt ur,d.u- ait,td,. a &ot&l')' PubUo in and tor the St.&t.e ot WaehinJ;ton, dul.J' oaalldl' Hh.Utd and swornt Silsaal.17 o ... R,B. Slow and 1J.,ln& Bl.ow t.o m known io be the indivldu•b ·te11or1be4 in WhO ••au.W 'lbe W'1thi:ta 1~n.lot and &.1knowledgod to me tha.t t.h&I' e;gned anc.t &1 .. the 11&11111' &11 Yle1r 1'.ru and vGhmt.ary aat -· ti ct::cd tar t.he ua.as e.l'lf, 1 ,w,poa:ee b_ .. ,rdh tDenUOMd, ·.-1. · .. : "10.,a:a-Ill' 0 lu1nd •nd. o.t'tiotal 11e11\ the dQ nrul 7ee.r !n thh oerttrloe.'e :t1.rst al)ove 'ril'ien, (a.Iii,•· lfot.a. 1'.o.1 Seal) :(CQlhllll• Dot, 28, 1921) ' ju.~~~ftutp• -12.00 ~t.t.aahed and aect\led.) ft.•d.· t"or l'900rd at requ.eat. o:t· G.rutee Jan a,1 ! •'i. \\(. I uA ,., . j • .1~( ·' 1lokl'7 Publ1o in and. tor the-St&te or lR111h1ngton • .ruid.1ng ft. s..-.at.tle- 1918 a~ ?;5 min past 9 A.M, '. ' . • 1 ~ ~·".· .IL,' lle~. \ Ye•l•r E•\a.t.et ItlGOl"pOt'lllt9d •• Sort.b1u•n Pa.Dine £&U•a, C'Ollpllffl', 'l"bi• 1ndentu!'e made this 5th d&J o~ J&m1•r¥ A,D, 1918 bet.wean. Yeal~r Estate~ ' i 1Jt.11)9JTO~&tSd.;·, • ?&ah11111:t.on. qol"porat1on, or l.i~4t"t-le, Wtur?i.!.::,e:tcn, hue!na.f't-ar ra:tarl'sd I 1 to •• "<JNn1.or• and "t.he> Jfo il"lhe.rn P&o1t1o Ra.:!lway Cml¢1•11¥, a W1.111oone:ln oor--,oraUon I doiJig b,u$1!\.eas in the St.a.'(.• o:t WHhlngtont be r dln&tter aalh4 "n.J.lwa¥ c~:· ! W1 t.nuHt.h; l ___ _L_ el '"' c, J (' 'or Filt •• -----.,..--------- ..., Piled tur reootd ai rtquo~~ ut •ran\oo'Jan 28. ·Ql6 at. 42 min p~et 9 ~.w . .... : . /U.,·,,. ...... ,t)..'4. ··~·· ... 1,~ 'r--11,.:'i/l county Audi t01' .... ~ ,ilt·n.-• .llif 'ha~ atit! 0-ttt.Oi.1 ie:eal tho!" de.r and ¥eu in this oert1t1o&'t.!t t -.r•t atn,ve "~·rutt"· :,1, R,ll.'Wudall __ :j' (i~1.(,,r,., Notut.1.1 Sul) . (Con1.Jik, oo~. 28t 1~21) Not.a.r7 Publio in and fo~ the S~&~e ·1 · ot W11sh1l'lt1'ton,re,eid1ng at 5tattle, (t ... R.,,et.up• f,l,00 a,ttc.a~~ and a&Melhd) ~lad to:t reoord at .requelilt ot llrantee Jan :?e, 1918 1u:_ ~ rtin pa.st 9 /,,IJ., I w.i\ _,;;:, -cm,nt;-Aud 0 1~or .. '!'./ I Yuler Eat.ate~ Ino<lrpt:"rs.ted ! ! to F<;ASffiENT j a.:,rt.be~ Pao1t'1o .R:&11-..Y CO!llp&DT• : !'hl• indenture m11d.9 t.hi11 5th day of Janu.ar:, A.O. 1918 betwoen Yaslotr F.,:tat.e~ ! .IMorpoN:t•d,. a ... 1111hl~ton oorp,o.ratla.n.~ of 84'1-&ttle= Wg11h.1ngt.on, horeinaf't.e~ rete-rred ! t.o •• •Gr&ntor" all.it t.he NCl.:t.he.tn Pa.oJfiQ Rnll'lfa,y compaey, I\ WL1;1oona!n oorpo:te.t.to-n ! doing buain•H in th& St.4t.e r.t l'iai;hir,gt,~n. her e.ina:rtu oe.lbd •R...rlw~ Compa:1:,: 11 I . ' Wi tnesset.h: 1 i J _____________ -.. -.-_-_-_-_-_-_ ! I l I l ! ' , . .L {at NE t,,y.p. ei\ua1 MtiUia t:tee a.nd C a.ffh fOQ.l" (M,R (CO!""· Fj '_a<l t!. ~-- 1 r. ,o11 t., .;...,., -: • re····· ., e.:....i. • .-.... ;?ii, w/11~·, 1~16 •~ 42 min P••t 9 A.Jl, L./-·_ . ( ' :' . J ,.,.Ul,..v~""' 1·,t-t.,J.~,,,.v·~./1 com,.\,J' Audi tor th11·d&¥ &nd rear in this aert1~1oate ttrst abcwe ' ' ~~ol'«t 'a:'t __ J"$Q\111st; or Gru.t.ee Jan 28, _,_ '.. -·:o .?"i. :X-•~~j-r_ Rs_iAtlt. Inool'po,n.tl'Jd ... R.Jl. lt'&.rdall NGt.t..ry Publio in al'ld ror the Bto.te of' W..11h1ngton,.rePd1Jl8 nt Bfl•tt.li,, 1918 4t ;!:J lain pa~~ 9 A~lC, (,_._... ~/. ' ,· ·. .. . . . .. . r/, .. a',,.!JY Cc,u.n.tr "uditai:· -.......... __ BA~ t••!:'t.Jkim PQtrto· a.11~ ·!Cl~---· . :: . ·Thi~_. lnlfitnt.u.;~ -~ ihi• stb. da.J' or J&m1&1"-,F A.I). 1918 bet.wun 'fule,-Eat•t11-, r .,T._grp~~,L.&,ll'aah..l.ngton 00tj>D.1'.-t,JQJ1i, Of' 8(1,&tt.}e. 'W.!!h.tDgtOJl, he:,•!Jl.af'tet!' retd-1".t"Od ·'_ / . .:O •• •a~Mr-_~. ~ 1.be JJO.rlhe.m P•!>1t'1o a..i.1...,-c~, • wt.wons.in. oo:rpol'•Uon -_ / M',~<~~~--:·~~ ~• ~kt11 Gt' W.shl.nat-an. he J' c,.Jn.u,e.r oallod "Ratbrq CQllpan,.v:• · ei;~J;~;·::~2 •• •. ., "~·' , •~- ~.M, I M "' I / t, ., t ., I •· I ~ i (C ?, I FL l I ')· I •• I I L I i I 517 ---'.--=-::::db' ::::_ ==:::;======================i ·f I l i Vlheraa•, said grantor 1e: the ownsr u.t 1;.hat po.rtinn ot governs1ent lot ane {l) r,f s.ut!..;. ! ~1ghteen (18) 1h '?:tmrnlh1::,· twen"ty-t11ri>l!I (?.3) lo!"th 4t .Rai,go .the (5) .mut. ot th.11 "111Ulett41 Me,r1d1an I {•t Renton, l7Jne: ea,terly ~r th• X.ka Wa•h1ngtoh Belt Line r1Cht o~ 'tlfay o.t .atd.~lw&J" o~. I:,v.p .. / eitu-.ted. 1n t.'he COtmtf ot Xini:!:,. li.r.d St.a~o of IM.ahiggt.on. ahd ptu••on.11)' e.pp ... ed at:14.-~- MoU.iakan. •. t.o M known to be th8 Pro1tddent. and Seot-l'lc.&J'Y ri:1eps<it~¥ at th., oorporM1qn.-ttJtI ·. ~xeouted. t.1'-..e wlthin "1.nd t'oi-egolng inatnaunt, and aoknowhdged t.he fa.id instrumellj; to -bit 'to"he 1 .tree ta.nd volunt&t'J' ttot a.lld. d,1,i:.1d, at s11:t1. oorpo·rat.1.on, tor the use-• 411d purpo•fJo~ therein f,J\d on oa.t,b •wtod thltt t.,Jw;v wore aut.hor1a1td to exeau-..e 1111.id 1n:st.r\Ull8ll~, 11nd t;.hat the aaoa.l a.i'1"1xad. is tllo ci.np-0.n&.to senl ct s61rl a orpore.ti'Qn. In •it,ntu111 wh1t.reot' I have hereunto 3et m::, ::ul.nd ond at'iixed M1" or1'1oial ue.1 t!t.e dll.Y and ~o!:lr :fir111t &Cove lWt'i tton, (M,R,UoM, Hotal'ial Seal) (Com.,P.:z, Uay 3, 1921) Form App~oved.-J,W,Q. V..~~ioe R, MOlUoken N~tQr; Publia in s.nd tor the St&t~ of ~sh1ngton, r1ullding at Beattle, Filed ~er reo~i'<l 4~ r~queat ot Q.$Qtoo Jan a;, 1916 at 2 ~jn pas~ 10 A,:W, t ,,/, Count7 Auditor ·r- 1 I l J I -_ ~··- / J ·Wllll:reH• •dd p:lliiio,,;1• 1,he i)'ft.er r,t ~'tr pol'\1~ (lf'JJOft""9ht. .l~t. U\11 (,l;) r4 Sitc\1011 /1•~•••n (i,e; J.n ""-"'i~,.__...i,, •• (~,l • .,,h'. •t """I!• ~ve (5) "'*' or .i.a win ... , .. ~,.1•1-i> (ct Renton) :11'11111 ••••• .. ty •t '.',.. LOI<• W&olw!s)on BoU I;ilij. rW,t ~~ al -·.*.14-1-C-_ ,., r..~u.p/ -. . ··-·-, ---·~--.. -. ,.,_.._ ... ,· ,:.,"'-· ci-tlll -ill -Q-w, /It ltl!!lk-Sta\•, ,it.-~....,_,, ·' '•' - , _. i _ .·. -~· ·. > 1 _-:_.:.. ::..· ••• ~;;_ ;ti;~l__ ·' :'~; _,:_ > ... :i.:,, .. id'.::"',L .:..._~ \:~-.-~·-: -!:;,;.:. j ... 0~ ~~~-~--'~'.~}~~:-~.A::·n~ ~~;.~.r-·:_~; ·::··· _i:t;t. ·:_.-.. , -'. ". _ I Moll~G~~~i:·:::t~--~ :kaOlftl fci_.1~9 tb_e P~ai~i~t-~-:•114·~~-~tU)''~~~,~~'. ;-=;;:-~, oxa.o,uh~ '\ht,_w:1;th1n and.·f'o,regoln6 1.tl•'tl~ta'\,::ad Mkn~-ildi:~ : .. ::•~_: __ ·. ___ ; __ · ~~ .. ~nd ;~]Ji~t.a.r,--&_~t,and c1 .. d.-.o~ 1dd~ ~ory·~~Uon; to:, '1». u.•·-~'.~jo-~_;f~ifi~;t.#~~ &:n.d an o.~ •Qlied th&t 1-M,1 wen A"oJt..hGl'iHd t..o exeou't.e_ Mid bldt.i-~i .ll!14.:"4)f~~-, " ! attixad. 1a ~he a_orp,orata· isul ot Mid ao:1)0.ratt.ukl, -. '. . . ·. ~--.,._' .,,.;,,. -\,, ·-,,; In •it.rt,&• -~•Not I h&V• h'araunto se_t. iv hand 4.nd atrU:ed iq {M.fl.UOl(. llotar1al 89&1) (o .... ,,.. wa, ,. 1921) · ,om .AJ>p!ov"'4-J,lf,Q. Not.ax)-Pu..blfo _in-ud.::tor ~-,~~te t>"r w~ush~on, r.~i.1d;,aa a-L ~ . .,..\1-i.. Filed tGr reooro at 1',:,qun1, o-r Q. atttH J'u 20. l.SllB &t 2 l!d.n put, 10 A.,J,E. r it c..6 i 71.Yil_ 'Y ! M, t_d,'. /r,( i-!~!;/'fl/ count)'" Aud1to.r I ,_._f THIS !11STRUMENT, m.de tllis Third dil)' of __ A~ufll!"~_t ______ 19.1.L; by and be~n Rentot1 School Dis!. Ho. <Wi;I ----"C"i-"tv'-o"f'-'R'"'e"'n"'t"-on"-------- and ----------------~ -------------- __________________ .and------------- hereinafter called "Grantor(s),' and the t!TY OF ~NT<ll, a Mooiclpal Corporation of King County, Washington, hereinafter called 'Grantee." WITNESSETH: That said Grantor(,), for and in consideration of the sum of$""'"""""'~- pa1J by Grantee, and othe•· valuable consideration, ~a"o-".b"y~t~h~e"s"e-p~re=s~e"n,t_s_,....,.g-ra-nc-:t, bar9ai11 1 sell. convey, and warrant ll'lti:> the said Grantee, its successors and assfgns, an easenEnt for right-of~ay. landscaping, utilities. and other re.lated purposes with necessary appurtenances over, through, across and upon the following described property in King County, Washington, ocre Di'rti cul arl) described as fo 1T cws: A :;trip of ianJ 13 feet in width over a port~on of the easterly 13 feet of the fono;'ling described property: An easer!'P.nt for landscaping purposes over the easterl,)'· 13 feet, mea.sun!d perpendicularly to the l«!Sterly margin of Logan Avenue North, of the southerly 490 feet, ~asured t1erpendicularly to the northerly niargin of Cofllnercial Waterway District t2, of th~ foll Qolting described prOJ)erty: ,;J !_ t!i,1t portion of the Sou.thea.st or.e-quarter ::.:,f tne southecist one-quarter of !;ection 7 Jr!d of i.iovernment Lot 1 ir. Section 18~ Township 23 North, Range 5 E"ast, .-1.~., lying easterly of Cof"IH1'l'!rcial Water"'~Y District i-'2 right-of-wa,; westerly of Lcg~n Ave11ue ~lorth. as. deeded to Kfng Cot.111ty. Washington by deed recorded und!-!r al1d1tor's file No. 3261297 of King County, Washtngtc.;i: 7"QGi::Ti-ffL: with that portion of the City of Seattle Electric Transmission Line !"i<;:iht•of-way ~ccor-ding to deed recorded ;n Volune 3079 of deeds. pr1ge 148, records o• -'.ing Count;,, Washington, and recorcleQ under King C:ourity ,~uditor's file ~11. 4166571: .,~ -...... . '..•t. I• \.~: ;; _,:.~r, -~v·.:ir ... ~ t'"ler>r:e ~.:,,,::~ ."".'. '."·: .. . .:. .; ',- :.t :he iriterst.ction ~f the south margin of 'forth 6th ~t.reet ,·rh. "esler Street) a1l'.i the east margin ,~f Gorrrnercitl ~aterway ::2~ J -=' :JC" E.ast along the easter-1y .1iaryin nf said Co!TJ'll:!r"'Ci~1 i~at.Er- n::e -:i!· 328.75 -feec -c.'1eP.ce Uort'1 39-· 45' 45'· ~asL Darallel to ,rnd n.:-;-"··011'. th~ s::1uth :'.",ar~in of No·-~r, f:,, s~r-eet (~th :..verue '.~orth', a. f .J:l .::~ct: :nPr,,::e ·:.~r:h o· i'4' :,·· Wes:: ,,'ld H 1·igl-:t _.,ng; ... -. •-~ ':}1e ,,;i.j ~c··et:?L. a ,;i:>lM,.__o:! cf 32J ~e-ct tv t'",€ south ;Jrc:111 Lt':~1-E:-o.J .. : ·tp .:.~":r_.,,,·ly :1.,P ,., ·;;"'1~+-i, ~ ... n ·;.':",.PP.! !6~i-. ),.,,._!\~;" '!(,,·t .', t,::. tl"',c •. ! • - ~s THIS INSTRUl£NT, lade this 'lbird ell!)' of _....:.:Au::il'!!o=.::.t ______ 19.zL..: by and between Renton School Dist. !lo. 4lftt _...;;C.:;it::,Y'-'o:::f-'Ren=::t:::o.::n ______ ...; ________________ __;and _____________ ~: ______________ _...:llld ____________ j ----------------~and _____________ _ hereinafter called "Grantor(s),' and tlle QITY OF REJIT(W, a Municipal Corporation of King Co..ity, Washington, herefoafter called 'Grantee.• WITNESSETH: That sold Grantor{s), for and in constderat1on of the s111 of$===-- paid by Grantee, and otlle,-valuabl'" consideration, ~ao-~s-y~th~e-s_e_p_re_s_e_n~t-,-, _g_r_o...i:nt. bargain. sell. convey. and w1rr11n.t 1.11to tile said Grintee. its successors and anfp, an easement for rtght-of-w~. landscaping. utilities, and other related purposes ~Ith necessary appurtenances over, through, across and upon the following described property In King County, Washington, mre particularly described as foll .... , A strip of land 13 feet In width ove1· • portion of the easterly 13 feet of the follm;ing described property: An easement for landscaping purposes over the easterly 13 feet, naasured perpendicularly to the westerly margin of Logan Avenue North, of the southerly 490 feet, measured perpendiculady to the northerly margin of Coonercial Wate~ay District#?., of the following described property: All that portion of the Southeast one-quarter of the southeast one-qt.1arter of Section 7 and of Govemnent Lot 1 1r. Section 18, Township 23 North, Range 5 East, W.M., lying easterly of Co,nnercial Wate..,,y Oistr1ct 112 right-of-way; westerly of Logan Avenue ~orth, as deeded to King c;o..,t,y, Washington by deed recorded under aud1tor's file No. 3261297 of King Co..ity, Washington: TOGETHER with that portion of the City of Saattle Electric Translllission Line rigllt-of-wa.y according to deed recorded in Volooe 3079 of deeds, page 148~ records of King County, Washington,. and recorded under King Caunty Aud1tor 1 s. file Na. 4166571: EXCEPT the following descril>ed p••operty; BEGUiNING at the interstction of the south margin of !'forth 6th Street ~6th ~venue 1,!orth) (¥es:1er Street) and the east margin of CoStl'!Erc1a1 Waterway 11·2; thence South 1.3'' 29' 00 11 East a.long the easterly mat'gin of said Co11J11er.cial Water- way -:2. a distdnce-of 328.75 fee_t; thence North 39° 45 1 45'1 £ast. parallel to and 3:2J feet di stance from the south maryi.n. of No,:.+;h f.th Street (6th Avenue: North)~· t dista~i.:e of 366,34 feet; thence :·!crth oc 14' 15" West a!ld at right ang;es to th@ s.:ium mar~nr, cf Sdla street, G dist,rnce of 320 feet to the south H1argin thereof~ ti1£:"lC!c ·.-.,i:;~t 1hng tlie SO!•ther-ly Ji!'IP ~f Nl'rth !Stl-t Stf"eet (6th Avenu~ ~lorti,) to the ;:::,in~ .:-cf h":J:"',;n~;; a!so t'XCUT 'tnP. north 31) feet of said Sout~ea;;t one·qt:arter c~ ':11.: '.c1 .• :.1·eus.: ,jn€'-,ici-":--ter of Sectior, ?, ::c,r:vey~d °!.IJ City ,J~-Hencon for stn::et :-,·,1~; ·.:::.:.,~ ··)t:nnl~·~ ,;r:der 1~i~;. ·_.0ur1i:.,., -~,tit!itor', ~ile :~, .. '.!~833:J. 1~\~crdf> ,i;" .,, 1'-':; ·1-: :.·!'l :~J\t'.\t{\{(~ ' l' I I I ! I I l . ' .. .,. ,.3. ., y:aif!' 11_ _ _ ---_-- by and ~n ________ ..... ____ -....,.-;------'-------' --------------------------""'------'; herefnafter called •s,....tol"{s), • ind tt,e GITY OF lEN:rat. -• lklnfct1111 tor,,oratfOl'I of Kfng Cotnty, lfashingtbn; hiN'lliaftel" ct1l.« ·•GN11ta." WITNESSHH: That safd s ..... tor(s), for and fn ce11stdaratton of the s,a otl -· paid by &Nntlle, -' 1!1hi!r val•l• ccillst'"'ili"'"'=t<>f:::Clllc-,- do_by these presenti, !INll!t, i,.,",llrn-, seU, _c911ilv, u,d warr.,t-'uilto the said_ Gl'Mltee, Its suca1ssors aftd ~:fll'!S, • eu-t for rf~,o,.._,, l~lng, utilfties, and other related P-!R'lll!l8S wttll naceu1,y appurten1111ces 0...,1', tluough, across and !$Oft the follGWteg dl!scnbed property ill King Clil.rll;y, Washfngtan, 1111ra particularly described as follows: A strip of 11114 13 faet 1n wfdth o,,,. a portion of tha easterly 13 feet of the fol lowing dl!scri bed propert,y: An ea .. n,nt for landtc1Pfn9 purposes over the eastarly 13 feet, -•rad perpendicularly to the westlfl''ly 110rgfn of lo~ A-ue North, of the so-utllerly 490 fePt, measured per,,endtcularly to the nortlllirly 11111rgin of C-rctel Watitn,ey District #2, of the foll!lling described propercy: All that portion of the Southeast one-quarter of the 10..tlui~st --quartar of Sectfon 7 and of Govemn,nt Lot 1 in Section 18, T-,sMp 23 North, Rallge 5 £ast, W.M., lying easterly of Coanerc1al Waten11y Ofstrtct 12 rlght-of.,.ay; westarly of Logan Avenue North, as dl!edl!d to King Cotney, W11h1ngton by deed recorded under auditor's file No. 3261Z97 of King Coll'\ty, Washington: TOGETHER wfth that portion of the City of Seattle Electric Transmission line right-of-way according to deed recordl!d in Vol,-3079 of deeds, p•ge 146, records of King County, Woshlngton, and recorded under King County Auditor's file No. 4166571; EXCEPT the following described property; BEGINNING at the inters&ction of .the south ,arg,n of North 6th Street (6th Avenue North) (1-esler Stn,et) and the east mar~,n of conii,erclol Water>1oy #2; thence South .13° 29' 00" East along the easterly margin of said eo-rcial Water- 1o1ay #2 a distance of 328.75 feet; thence North 39° 45' 45" East, ·parallel to and 32~ feet di stance from the south 11orgln of N_o·th Eth Street (6th Avenue North\, a distance of 366.34 feet; thence :icrth 0° 14' 15' West and at right ang:e.1 to the s.outh margin of said.street. a d~stance of 320 feet to the south margin thereof; the~ce l~E:it ?long the southerly lin@ cf North 6th Street (6th Avenue ~orti·,) to the ri0ln+ of t,eginnrng; also EX.CEPT thR l"!Orth 30 feet c-f said Sol.!theast one-quarter of tht' -~O;.ithe.H.t.oi'1e--Qu-3rter of.Sect~on 7, convey'!d to City of Renton for stre-et ·);..u·nos"2S iJy cteed l""eCorded i..rnder '<1ng County l\utlf tor' :r:; F'i le ~r,. 1..;28330. reccrds of ... '.,..,::; i.J,;r;t., . .<as~nngton. { ·-~ . ! . I ! _________ _J -. .-... . :,;...;..,.:__~,.:....._..:..:,..;s;...:;,:,;.._~; .. ·, Said h~retofo~ lll!ntioned g,....tee, its suca,ssors or assl9"s, shall have the r1gllt, without prior notice or pl"GCMdlng at law, at such tlnas as 1111y be necess..,. to an'9fl •,on said above deScribed property for the purpose of constructing, maintaining, repairing, altering or reconstructing said right-of-way, landscaping, utilities and relate<! purposes or ffllking any connections therewl th, without incurring any legal obligations or 11 abi Jity therefore. orovtded, that sucll construction, ffllintaining, repairing, altering or reconstruction of such right-of-way or t..,rovelllellts shall be acc....,11shdd in such a manner that the private i..,ro-..ts existing in the right(s)-of-wiy shal 1 not be disturbed or d0111ged, or in the event they are disturbed or d.,..ged, they will be replaced in as good a con<litlon as they were t .... diately before the propert; was entered upon by the Grantee. The Gran tor shall full) use and enjoy the aforedescrlbed pre111s,s, including the d ght to retain the r1 ght to use the Sijrface of said right-of-,,,v if such use does not interfere with installation and maintenance of the right-of-way, land- scaping, utilities and related purposes. However, the granter shall not erect buildings or structures over, under or across_ the right-of-way during the existence of said inprovemer'lt.<;. This ~aseirent, shall be a covenant 'l"unnirig with the land and shall be b1nd1ng on the Grantor. his successors 1 heirs and assign,. Grantors covenant that they are th~ lawful owners of the above properties anJ that they have a good and lawful right to execute this~agreeinet'lt. ~',E{Es,,•·-,>:,,d...,-4~-,a""ddd-a'."'-"-:;,.. ...... y~/~!~'~;~~-~.-~,~t~;:~';f~<--:.;:.,f---·•nd .:(;=_~l,,!,~~iJ::~f~~~~~~:!e,i,:=..--- .. Yice President, Beard ~fke.ct:rs cf Director -----------~-~a.nd ________ a_nd __________________ _ _________ .and ------------~-- ss . ',!'., 1: ,, .i··,.:: ···,·. ,, : . ~ ...... . ':' :~,..:,..~~i'. ,-,-~ ,'··r:.-,. ·t .. ,·' •• J. ... . ...... Slfd Mlii!.~'fo1;. •nt1oned 91'11't.e, Its s·~_.,n or 11s1gns, SIi.ill h&VI! .the !19'1t.., wf,~l!tl!!J{'or notta,. o·r. p~ .. ·· ...... ·. '.'.•. t.· I• ... ; ait suclr t· 1. lll!S •s · ,lilj be-~ .,. ¥, .~&f.d.,lbo,W; -rfbed.,P!"IMIT!)'. for ~ .. purpae of constructing, .. 1. ntafnlng, ~.· .. ·· . i1ilg. al~.. ~r .,._tdls. ti'!ICting nid right-of-. lllftdscaplng, ut11ltt& liiil re1~'-4Fililf'PIIS• or Mk.Ing •Ill' comecticns therewfl:h, without fneuM'fng any ·1,pl dt11gatfons or lhb111ty therefore, provided, that sllCII :cons·tructfon, •111tainl11g, repllirlng,. altering or reconstruction of such ridtt-of-w~ or 1..,,,,_ts shall be 1cc..,llsll,ld 1n such a manner that the private 1..,rove-,ts ex1sttng 1n tile rigltt{s)-of- shall not be disturbed or d-9'd, or in the .... t thw, ire d1sturt,ed or d-ged, they w111 be replaced tn as geod a conc:lttcn as they were 1-diately befol'8 the propert; was entered upm by the Grantee. The Grantor shall fully use and enj~ the aforedescrtbed prell:is~s. including the right to retain the ri91t to use the surface of.,sai.d rlght-of-,Wl sJf sucll use does. not interfere with 1nstallatton and •1ntenance of the ri ght'of-wll)', land- scaping, utilities and related purposes. H-'4r, the grantor shall not erect buildings or structures over, under or across the right-of-wll)' during the existence of said IITl)rovenents. This ease,,.,nt, shall be• covenant runn;ng with the land and shall be b1nd1ng oo the Grantor, his successors, heirs and assigns. Grantors covenant that the:, are the lawful owners of the above properties anJ that they have a good and lawful ri gh t to execute th t s,, agreement. ~ .,,-;~crJ.'. st<::: :::>,,,,;-/.. · C-~ and ~~ ··~ I~ ~S D , ~-Vice President, 8.oard~;?o;; $etl~ of DUecto< _________________ _,and ------------------ __________________ .and ________________ _ STATE OF ~ASH(NGTON ss _Jt.!L._d~y of _.ill1.irnst , 19?...:._ before me, th~ U'1dersigr1.ed, .ii ·:.::.:::-_; :,~bi\. i 1: ;1r.d fvr the Sfote of WG:i:.hingt;:;n, d•.:ly c-011JT1~ssi,:;ried and sworn :-1:rs-:-~·,e.ll)· .:rnpeared Bar:)ar..-. :-;_ 1.attr .lnd ..:hen ... ,~~, .... ~,..., :c. ·f' •·1::1.;,., 1G ~,e, tte: \"5.:, i';~_,,,,\,;·,t and ..;_.,..-r,-"•,1:-,. · • 'r"'(?'Sper: .. ivc,l,·. '•1:-t :·,;;::-,:,, .i 1:,_; th'!! ·e?fo.Pr61"1t1tcrn that executed t~C; ·ri-o '"i':-:~:J:.--ent. c.n<1 ac1c,nwlt'dqect t.11,e said ir1stru,1~rn: ~.' t·P :.,,1;, fr~£. 6 r:d -." ... ~<?t:d ;:i 5).-id (.Jl":)·'.H"~~t·i :,n, "",,,. the :.,::,~; y•;,i Cb)"i;0S~s :11r.-r-e1n .~-<.'n •."'.t1;,,e,i, ,,':~.l: . .., :·-.~,· .,r-.~_;utJ11)r1.':i::'d t,::, ~-'-€\.lC:-' '.-'"'l' ~~' ·' tn:,'.f,.,·~-H,'. ~-~-~ .,,~•· L,,· ".'":'_;•·.j{(-·--· ,....,+ ::.::-id ·,···.,,·.i~· l i l I .. . --. -' 1: ... -... ~ .. ~ .. • The Grantor sha 11 f11llY _., anll ft~ ... efo ... ,,;rt bed p~ •~• .. f nc.ludi ng the right to ret•fn the rfgl!tl;D,IISe ~.5,~•~•~:n,·t-'_ , -«J,t~_li$e does not Interfere with tnstaUatiili\,ani •~lll!<lii,!t''tliit,f'i . ~ .. 1:.c1- SC1Plng, ut11it1es and related ii~, 1/ao/evitr.~ ~ gl'ltl~r ' , 11 ncit **t · . buildings or structures oftr, indllr or 1.crbss tile, rfgllt-of-wQ' ~Ilg.._ ei(ts'tence of said l11>rove11e11ts. This eosenent, shall be a covenant rlfflling with the land ~-,Jball be bf11di119 on the Grantor, his successors, heirs and assigns. Granton co-t that they are the lawful OWMrs of the abow properties anJ that they have a good· and lwt'ul right to execute this a~t. · !}~ ~Ax. i . :S;:i& .fr1-t«~-~ and -. -~ · 0:;:'!:Lv-~ Vice P!'esi.dmlt, Ileum! oti;acZs &~ o~ DtJ,ecti>rf}'- ---------------.:and -------------- ________________ an.d, _______________ _ ________________ .and-------------- STATE OF WMHINGTON ) l ss ,i~ - t • ; • -'. 4;. ll~\ ~}~ ! ~ ~<;. .... _ •. -,Jo:. } ·······,~---- ~;, Jth day of ~fist , 197.i_ before me, tit• unders1911ed, , NJt.:tf/ ~,;bl i c rn c1nd for the: Crte of Washington, rl 11ly comiss.io:ned and sworn p~r-sc.nal l_v aopeared Brubara s. Lally and .:.hclbi· lie-i.lt:",. to f!e kl1own. to ~c! the \'ic.~-Pce.~iJ~nt and ~ecrrt.trrv. · • respectivelv. ,..,., 1h'::r,1n -.c~~001 Pis! riet ~.,. l03 the /~Wcr that E"xecuted the · ~o,""1:"go:r.s i11t.truner.t, and acknciwledge<I the sa,iG in'iitrUP.Pnt to be the frrle and v,~:v,;t:ar·:.· -~:.r. -~r.d def:d cf ·5:1id corporation~ for the u-s~s ~r:d JJur;,oS·!S th(,lrein 1:·.cntioned, .,j,., :,r. Uc.;.r, s .... 1ted t>:!11t th('\-~r.~nthoriz.;!d ta i!-. .1'.,.ecute: t.~e s·af-i iristnrnient ,rnd ~h~t i 1,,·. :11~ ~C·r"p:,1~d"te. !-"-e:1.~ of s4i(I cm·'"\Ol'i:!:t~o11. · ;._ .: "'.° \ •• ~. ':-• .' ,. <1i;:! ,1!1 .: ,;,-i ! .; ·:~ .~,·0~:::. ',r-,!:t-!~. ' ·,-<"" j ' ;,-~ ; ,.· ~ '. ' ..., ; :, : :. !. _.,; . .;,_· . ' 'C (· '·- /0-4& ·-·----•· .-.n•·-__..,..,),\ ,,. = L' c~ '' .-.---. '" c--- '' ,, <.) ~· ' ' .. , . 2'" ! iJ\ .. i Cati\--· ----~-·-~· •.'1 'fi~-l- REcor.r,· - 25 :C,i , •• 4t P..~co::;1.:-s, &. ·_~: ,c-,., cc.,, I I ·--~-----~---, .I ~·" ., '1 ,! ' . ·d .·· -~ ; . ,. DA'!'ED lhis iDth day oi. -July . . . -QQ , 19 '·'--_. ----------·---. ------- GRANTOR -RENTON SCHOOL DISTRICT NO. 403 _By_;_,~[./(;?,.<_ ---._-- STATS m· W:\SHi:--CTO~· ! ss COUNTY OF -KING Acting Secretary --------~--·--- ------------------------ ·-·on·:thi~ rln~-pr-r~r.., 1 h,-n{11wared·h_efore me ~aml9,J__.__J:.l_Q.~_S ____ -------- lo me kn_o,\'il.10,t.11 .. ;it mc~il-frhial _-_ descrihr.d in and-who exe.r::utrrfcthn wilhin anr' for~going his1rumt:nt ana acknowh?,clge;t that ~.he-~-· --signed ~l\t! same as his _ f~ec and voluntary ;1cl and deed for !he uses and purposmUherein mentior.Crl. GIVEN under my h"nd and_ official \,,,,1 th;s _·JO th day of ___ J_i1ly . _ -, . 19 _8Ji_ __ . -/?"V ~£~!_ ----- :C....~ , STATE OF WASHINGTON COU'.'<TYOF ss I Nnlah· Public in-·and for the ,s1a1 resi4ifn~ ai ---'-· Renton_ O!l .1hi., daJ· pi,rsonallr appcnred before _me _ 10 me kn6Wn lo be lhe indMdual __ . _ a~scriheclc in and whQ executed the ,,~ilh1n 'afo;l'foregoing instrument. and acJmowledged lhal ___ · si~ed 0 lhe same· as · -i~ee and v0Iuntary act an~l .deeJ· faf the uSes and purposes thei_ei_n mentioned. ·c1vio,11 ,;nd~r my hand anil cffi~ial seal iliis-'----day of -----'----·~---~--·---.19 ___ . Nolan· P~blic in arid f~r the Stale of Washington. -reSidi~g ,,t _____ ··------------------ STATEOFWASHINGTOts -l ss COUNTY OF J On thinlay personallyappcarcd hefore me ' ·" . . , . •IO me lciluwn lo he the ;ndMdual _-_ described i~ a~d who 'exetute<i the wi!hin and foregoing ii\slnlmenl, abd acknowledged t~at · -signed the same as . fre~ and volunlary act and deetl fo, the uses arid vurposes therein merillone,L GIVE'! under my hand and'official seal. th\s· ____ day of Notary Public in and £or the Stale of Washington. re~iding at .19-_ __c_ STATE OF WASHING1DN l ss CORPORATE /', CKNOWLEDGMENT COUNTY OF King On this JOth_ ~ay of_ ,lu)y . igfil__; before me. the undersigne,tpersonally appeared _ llarold L Kl9@s -· . and-------~----- tffme known I,; be the Jcting Secretary and . respectively. of -RENTON SCHOOL DISTRICT NO. 403 the corporation thal e'i<ecuted 1h1: foregoing instrument. and gcknowledged·the .sa-id insrrurnent hl "'"° the free and voltintar}· act and deed of said corp0ration-.. £or the us.is and pur[)oseslherein - inenrioned. and on oath statCd Iha! _. _he_.i.s_ .:_ authorized· to exeCute lhe saic! instrument and thaHhe seal afrixed is the COCJIP.~ate seal of said corporation. Witness my hand and ofn~ial seal hereto affixed the day ·an"ld .ar first ahove written7 / / : -. . • I • • if , I~ ---~··: . _/ h.r..ah,.. .x -,lc./-d.u/yd//Tk \'L :\"ola~·_P11blfc in_and for th,: State.of \Vashi~ ~ ·,...._,..,J. r~idir.~ ~1· __ _,,Ro;Pa.Outo.w.D'---~------------- \ ... ,,•" .,. __ ,.. -,.... ., '.i.J PUGET. POWER -------. .,.----. EASEMENT FOR UNDERGROUND ELECTRIC SYSTEivl · , -· RF, ... ,,</ .. ~ r:1[crio,is . . •:;•r:, l.GUN r i' · .. RENTON SCHOOL DIS,TRICT NQ; 403· . .; --. . --~---·-·---·--·--· -------,----· ---. -·---·----- . -----------~--------·------··------------·-···---. ·---_ ·-· -··-------~----·------- :._ tG.r.inlor'~ herein). grant.$, conveys and \'\'arranls to PlfGKl' SOUND PO\·VF.R ·& LIGHT C6A.f?.-',,.JY, c1. W~1Shfng1on _l'..nl'-· :-:? pi1ra1ion ("Granli..!t~" hcr1tin). ror the_purpus,~s h~reim1riiir"s1:t fort.ha .pN:11ihml casP.numl under, ·across ancl over thc-ro\-- ") towing descl'ihetl rnal p1t,per~~·Jlh1! "Properiy" lwmiul a:._ -Kin.g __ -=-_ .-Cpunt{ l\'astlin~frm. · . ) . ' .J ''-.: ' . .:, =--:::, -, r-- (\J ,q- C.l (J', (\J r--. ·.0 0 co Tha_t portion of Gov!:!'rnment. Lot 1 of -Section 18, Township 23 No_rth,. ·Range 5 East, w. M'., 'in. King Count5r, Wasl'!ing·ton, · lying- .·easterly.' 6L.C6i:nrnercial Waterway Dis tr-ict No. 2 right of .way, and wesb~,rly of Logan Street North Extension, as r.leerl<§!rl tn f.he·st.ate of W11.shington by deed·recorded.under Aurlitor-'s File No. 3261297. . Excepl as may be o!hefwise set forth herein Granlec's rii?h1s _shall.be exercised upon that portion of the Properlv [the "RiRhl- of Way" hJre!nJ described' as follows:· · c . . .· · . • • A.Right--0f-Way · 1 0 feel in (vidth Eaving _ 5 feet '!f sµch ,\-idth on each side of a-center- line ·described as follows:· ·The' centerline of ··G:i:~ntee:, .. ; facilities as constructed-or to" be constructed;: extended or' relocated/ lying within the north iso .feet. of the above desc_ribed property'' as measured at right,'ahgl~s , to:tlie north'0 1ine'of said property. 1, Purpose. Grantee'shall ·hai;e the rigl\11o·construcL operate, maintain, rep•i~; replace and enia(ge an und.ergrou~d°eleciric transmission and/or distnbuliori·system upon and llrider llte Ri)!O!-<>i-W~j,, togeiMr ,vitli ali 1ii:cessal')· _or conv,;-nient .ap- purtenances therefor. ,vhich mafincliille bul ,re :iot limited ro··the follo,ving: undef!!TI)u·nd conduits, cabl~s. commuiiice.lion lines: vaults. mailholes;switches. and t;.msfcirmers; and semi'buri_i,d or,ground mounted facilities. Follm,ing ihe initial con- st~tion <fits facili~ies. Cr~nr ~e· may from time to time_ construct such ildditiOn!3] facilities a7s it ma_y feqtiire. -. ·. 2. Aca:ss':,c:;raritee s.hall liave !he right of access to the Righ1:i,r-way over and across lhe Properly to e.'1able Grant~e lo exer- . cise its riglitsJiereµnJer. provided, that Grantee s)lall compensate Gran.I or for any damage to the Property saused by the exer- cise of said right of access .. 3. Obolru<lium; Landscaping. Grantee·may from time to lime remcve trees'. bushes. or other obstructions within thee Right. of-Way ~nd niay level. a.nd grade the'!!ight-cf.\)fay to lhe extent reason~bly necessary to carry out the purposes set forth in paragraph't hereof. provided: that foll01,ing _any such·work, Grantee.shall. to tho extent reasonably piaclicabl~.-restore the . _Jligh1--0MVay to the con~iibm ii was immediatelypriodo ·so~h ,.ork. Follo,ving the'installalion of Grantee's underground, ' Tacililies, Granto, may undertake any ordinary improvements to the.landscaping of the Right-<>f-Way. providedlhat no trees or other plants shall ~be placed lh~reon 1Nhich \vould be unreasonabl~· expensive: or impractica·) for Grantee to remove and restore. - 4. Grantor's Use of Right-of-Way. Granier reserw• the right to use lhe Right-of-Way ·ro, any purpose not inconsistent with- lhe rights herein granted. provi_ded: Iha! Granlor shall norc,;nstrucl or maintain any building or otherstiucture on the Right- of-Way which would interfere with the .exercise o( the rights herein granted; that no dil!tiins. tunneling or other form of oon- struction· activity shall be done on rhe Property which would disturb the compaction or unearth' G:'l)nlee's facilities on lhe Right-0f-Way,.e• endanger the lateral support to ·said facilities; and that no hlasting stia!I be done \\ilhin 15 feet or •he Right-of- Way. · 5. lnd~ty. By accepti"li and recording this easement, Grantee agrees to indemnify anil hold harmless Grantor fioni any and all claims for injuries and/or damages su!fered by any person which may be caused by the Grantee's exercise of the ri8'its berein granted; vo,-i<led, that Grantee shall not ba responsible lo Grantor for any injuries and/or damages to any person cal1$t?O· by acts or orriissions cif Gran!or. . . - &. A~donmenL,The righls herein granted shaH continue until s,ich lime asf ·" ntee ceas.es re use lhe Right--0f-Way for a period_ of fi\,e (31 successive years. in which evenl this easem£nt shalt lcrmiri.at11 amf .i!J rights here!.lnd~r shall revert to Cran- tor: provided that no abandonment shall be <!eemed to have occurred by r~ason of f;ranlee's failure to initially install its · facilities on the Rig:11--01-Way ,vithin any perio.l 6f lime from the dale hereof. 7. 5uccenors and AHigns. The.rights and ohligat,ons of the parlies shall ino;rc tn the hcnefil of and lie hinding upon lheir respecli,~e sur:cessors and assigns. , .• R-13 3 7 FILED FOR RECORD AT REQUEST OF: ;!, •: · . KJ/32 PUGET POWER · ... · ... ··.:.f ... l: __ ~(. •. 35031 4 REAL ESTATE' OIVISIOr, -; ': . .,' .• r) E;{CiSE 1.i',X l~OT P.EQ!J'.RED ·-~ "88l71-'9 235/69 :;i.,._f, : PUGET POWER BLOG : :;;~!I., . BELLE\/UE, WASH!NGTON 98009 ..• ,,~'c-.. 111"w....;·i,,r101:dlil·· 11,1oa· ......... >lil:'•«e·i..i··filall•Yii't ... 111:&iliTLlW'a&".. no~:-§f9.~, !..BF.TIW!T111!~.M '\, ,,:· ,,. .,.. .. ----~ -· .._. --.. · ~-~l!I·••=~ ·---~ t-ts-SIICCISSU'~ or asst:.-~ -_n · ----~--· ·, ~. · -Cit;-~ ~,, .. .af.) · :·a'-.· -~ .. IS , · · iiiii.Jfs· : .. · ta:'11~!1ia·'u,k flttvf,Zfflt"f, · llf:~ t» tl'es · · "'.9 -.. fat. ~ -., . .... ill--_ .... of :Ullttflih Mt•tatntng. repa1;.t119. 1,lttrt11t _. t-.tonsttvettni safil - utility. or •ktng any connections therewith. 11ttllout tncurrf_nt any l•l obligations or_ Habtlity tllerefore. provided, that such construction. •tn- taintng. repa1r1ng, altering or reconstruction of such utility shall be accoap11shlcl fn such a 111nner that the private faprc:·tements existing in the right rtght(s)-of-1111 shall not be disturbed or cta.ged, or In the event they · are disturbed or clalllged. they 11111 be replaced -In as good a condition as they were iaedlately before the property 1111s entered upon by the. Grantee. The Grantor shall fully use and enjoy the aforedescrfbed praises, including the.right to retain the right to use the surface of sald_rfght-of-11111 If such use does not interfere 111th installation and aaintenance of the utn tty line. However. the grantor shall not erect buildings or structures over, under or across the right-of-way during the·exfstence of such utility. This easement, shall be a covenant running llitt, the land and shall be bind- ing on the Grantor. his successors, heirs and assigns. Grantors co,enant that they are the lil.wful OllllerS of the above properties and that they have a good and lawful right to execute this agreeaent. ~-...4· Mflllltll..c:<..!l"1.-~Jfµt~1?1~•1'1i!M:Af!._1t.,... ____ ar·: ,,. l.~ PRESIIEIT r CORPORATE RIIUI: STATE OF Washington ) ) COUNTY OF~K=IN=G~ ____ ) ) ss On this 20th day of Novellber • 19 .JIL before me, the ur.ders i gned. a Notary Public fn and for the State of Washington, du1y COlllllfssioned and s1111rn personally appeared and to lie blow to be the Viat "resident . and Secretafii , respectively, of Renton S~I Uis~ ·o:;ro 4ga the corporat~n that executed the fore- goinginstnae11taacknow :tg the said instrument to be the free and voluntary act ~nd deed of said corporation, for the uses and purposes therein aentioned. and an oath st4ted that tlaey authorized to execute the said 1ntnaent and that the seal affixed is the c..rporate seal of said corporation. WITNESS IIY hand and offfcial seal hereto affixed the day and year in this certificate above written. ~ .... <-:-=-.• ·,.? .. '",,_,' .-... \:_ .... ~........... ~--:._ 1/J · :t ., Lu --~;1 ... ~clnancl-~r WASHING'J'llf ,residing at REMTON UEl1-2b --- ·.,:-,,. ·;,:· , ., .-_) ~ . .,. .. ·~ ---·· ~--· ~ ·-·/' . ' . I vtntt1es "fl £AS .E 11£ II T --;---~-- ·,-........ THIS INSTRIIEIT, mde thfs_·_day of _________ 19 __ : by 111d between Renton School Dist. 403 and ____ C"""it...,Y,__o_f __ Ren ........... to_n~-~---; ---------------·---'and -------------''---'' and -----------------_____________ ; ----------------~a. n d _______ ....,. ____ ; hereinafter called "Grantor(s}", alld the CITY OF RENTON, a Municfpal Corporation of King County, llashfngton, hereinafter called "Grantee•. WilllEStElH: That said Grantor(~}. for and in ~onsideratfon of the s1111 of$· 1.00 ----- --paici by Grantee, and other val_ueble consfderctfon, do by these presents, grant, bal"!lilf11, sell, contey, illld warrant unto the said Grantee, its successors and assigns, an ease111ent for peblic utilities (including water and sewer) with necessary appurtenances over, through, across and upon the following described property hi King County, Washington, 1110re particularly described as follows: A strip of land 20'0" in width over a portion of easterly 20' running parallel to Lo94n Avenue North of the following described property. -~-- i ~ .~- An easeaent for servicing s• and 12• water aains over the easterly 20', CCJaiencfng froa 50'0" ff'OII Centerline of Logan Avenue North, 5.72' south of e11.isting PTC mn\llel\t at st'ltion 26+35.72 running north 479.28' fraa aon•etit for a total of 485'0". The strip of land fs located fn S.E.Quarter of S.E. Quarter of Section 7, Township 23N and Range 5[. l 80/12/29 RECD F CASHSL I0368 D UEll-1 __ . _ _,, -,--····· ----· .. ·-· __ ... , ..... -~. _,i,L _____ _. -·---·--·---.. ;t;~~;~i;~- -. . • <.: 7-:l ! • ' f I r l I I I I I I ! !. i • I r ; :·.t~ :·-.:;;~~ . ~ .: !ft f~;; -. . <~. .: _ . ., ~;~i~~~~/ -~-- ,.: "' w !i g 0 w "' ~ ~ 0 .l l >' _, ~ "' ~ Q ... "' ~ g ... ~ 0 ~ C: C ~ 8 tB = er, en Cellular One 617 Ens1lllkc A~nu~ &'it S,:ouli:, WllSl!in;can \il81c» Al'Cn: Laurel V111 Eaton 0 0 - Sile itlenliRcation: SE108· fknlon 11 MEMORANDUM OF LEASE BETWEEN RENTON SCHOOL DISTRICT NO. 403('LESS0R') AND INTERSTAT~. MOBILEPHONECOMPANY ("LESSEE') .A Lease between Reoton School District No. 403 ("Lessor") and Interstate Mobilephone Company ("Lessee~} was made regarding Ille following premises: See attached exhibit The dale of execution of the Lease was July 10, 1992. Subject I.ease is for a term of live (5) )·cars and commenced on October I, 1992, {the 1'Co:nmena::mcat Date") and shall terminate al midnight on 1he las1 day of the monlh iri which Ule 5th anniversary of the Commencement Oate shall have occurred. Lessee shall ha'Ve the righl to c:ictend this Lease for 1hree additional five-year tenns. IN WITNESS WHJ;REOF, th parties hereto have respectively executed this memorandum this d'~1t'ooy of n.£<i.1/,t992, LESSOR: RENTON SCHOOL DISTRICT NO, 403 ~; ttz•(w'-i& ,,.-t .... By ___________ _ us. _____________ _ LESSEE: INTERSTATE MOBILEPHONE ~ Its General Manager ··~~,..JJ.tiS; :L UL f'\f,w ...oording pl .... rehltll "" .,·Cellular'~ / 617 ~~·Avenue &At . Seattlo,.W~ton 98109 i' Atl;i: I.a,\,rol Vall llatAA ·' . ,· ,• Site identificotion: S1ll08 • ilelll(lol II , .. •... MEMQRANDUM OF LEASB BETWEEN ~N't'ON SCHOQ.k,DISTRICT NO. 403("LESS0R') AND 1N'l1!RST..\TE M'OBILtPH~ COMPANY ("LF.sSEE") ,· . -. ,,· ,. ,, ... ;:., ,· ,··.:i</'''1· 1··":/ ,;/ A Leiase~eeii R~ton)khooi•bntrlct No. 400 ("Lessor") and Interstate Mobilepbone C~y (",1.esst:e") ~ mad~'rcgarding the following premises: ' ,, ) . .. . : The date of eKecution of the ~·~Jul; 11(··~~~2, /Subj~ Lease is for a term of five (5) .years and commenced oo 6ctobei 1, 1992, (the fr::om~ei,ment Date") and shall ~!na,te at midnight on the laii! dayof ihe"!i1C1nt1'in whic6 the 5tli•1!)1niv~sat}' of the c6mmenceinent Date shall have occurieil,. .4'~··shali hayi'theh,ghfto ~tend this ~ f<>i:'"tl,uee''additional five-year terms. ..... i i ,.-· .......... , i ,/ / ;' :: .i· . / INWl~SYiliijREOF, ~eres~ive!Y~ec .. uttxlthis memorapdum this ~MPacly of , 1992. , .: .·· .· ·: ....... ··· / ·:. ··,,,· ./ :"· LESSOR: LESSEE: ., . ._....:·. --·-· RENTON SCHOOL DISTRICT NO. 403 By Its ~BR.STATS MC$1LEPHONE ~Qi; Its General Manager '. ,:, ~,., /' '··' •., ·-· '·' -' ..; z w ,: ~ u " C w ~ r ~ c; 0 "-' > • ~ ~ 19 " ~ 0 w g ~ r er., C r w ~ C :'! :: • 0 - LEGAL DESCRIPTION That portion of the southeast quarter of the southeast quarter of Section 7, Township 23 North, Range 5 East, W.M .. In King County, Washington, ana of Government Lot 1 In Section 18, said Township and Range, lying easterly of Commercial Waterway District No. 2 and Westerly of Logan Street North Extension, as deeded to King County by Deed recorded under recording No. 3261297, and Southerly of a line running South 89 degrees 18' 45" Wo•t from a point of the westerly margin of said Logan Street, said point being 995.34 feet southerly of the south line of Sixth Avenue North; EXCEPT that portion lying within the electric transmission line right of way of the C:itv of Seattle. Situate In the Countv of King. State of Washington. 112& .. za.: .. a, &L • , . . ,.·r ., f\ .... , · ...... l;;l:GAL PE$CR1PI19N .. _;".• That. portion of the southeast quarter of the southeast quarter of Section 7,TOl!l/n&tiip ?.3."North, Range 6 East. W.M., In King Countv, Washington, l;lfid Qf G,oyefnmentLot 1 11::iS~ctlon 18, said Township end Range, lying Eiesterly'0:t Co,rr:irner~ial,W11tel'V(8Y Dlstrlct No. 2 end Westerly of Logan ·.· Street .N6rth ·Extensfory, as d91lded .. t.Q King County by Deed recorded under rec<>r,dl":Q NO, ~261291, en~,~~herJ\' ,pf e line running South 89 degrees 18' 45" West·'fro!!" a,1>oi11t,6,f the wes,erly margin of said Logan Street, said point bel·h$! 9j3~i34 feetsout)1erly'9f th~;south line of Sixth Avenue North; =· ... ,·· .: .) •. ' :--:-EXCEPT thilt·portlon lyillg vylthir:iJhll electric transmission line right of way of the City of Se~tle./ ·· · ' .·· · Situate in the County of King; ~.tate· orWes.~lngton. •· .•. / .-:"" _:i ::"" _,/ .. • '-\ ·:: ·······--···:: ·':C__.i:Uj~-:-~-·-··-··-.-·--~-.··----·-··· I ,.: "' w " ~ " 0 0 w % ~ " 0 > J .. ~ cr w c:, % ('..I ~ \§ 0 ~ \g w ~ -0 c:, :::: en ::; O") .:.J • • LESSORI STATE OF WASHINGTON COUNTY OF KING On thi.s ~ day or Oc:tober , 1992, before me, a Nolary Public in and for the State or Washington, personally appeared Debra Aungst , known to me to be the Assist StJPPri nten@&,t RetJtoo ScbaoJ District , the corporation that executed the foregoing instrument, and acknowlcd_eed the said instrument 10 be the free and voluntary act and deed for the usc5 and purposes therein mentioned, Md on oath stated. that he was authorized lo execute said instrument. WITNESS my hand and tho orticial seal affixed the day and year first above wriucn. _,;; ,; -:-rft-: foL.«t: ·( e < 7221 -:?21...f..::vU::'<. ,.., Notary Public:: in and ror the State of Washing100 residing at Rent on My c-ommissicn expires g HI Hllii'J LESSEE STATE Of WASHINGTON COUNTY OF KING , On this }],rtL day of ;\}J.a;1,,l<t1-J992, before me , a Notlry Public in ,1,nd for the Slate of Washington, personally appeared Robert H. Johnson, known to me lo be the General Manager of lnrr:rs\ate Mobilephonc Compariy, a W.ishing1on general panncrship 1hat executed the within and roregoing instrumern, and acknowledged the said instn1mcnl 10 be 1hc free and voluntary aci and deed of said corporation for 1l1e us.cs. and purposci therein mentioned, and on oath stated 1hat he was authorized to execute Ji.aid ins1rumc:n1. WITNESS 111y hand and lhe official seal affixed lhc day and year first above \Willen. h. 1 ~.2 · ,,1111,u,,1 , j~ ,,.,,• u.:.,·;/''#,,., ---. , , ~J I . . l~"-·····.;;;.;,;;,,'.'<,.\ ?tl{//i-(" l.(1t?~ fi!; /;:, 1, '<"q,Y~':. Nolar)' Public in and for theiSta.1~. ff;(; {\0 "t. \. \_ Q \ !:! § Wa:;hington residing at ~cc...,c.ez._...,°""', 'o---- i"" ~ ~' .li i1: My commission expires' II/,; z~ O ~~-.. •<"ii,l<".... I l .... "& •,,-!, ''" ..... : .... ~ ........... .. .. .. .. ,,,,. ~Grot-\ ,. ...... ''••1t,u•••'' -J, ..... 4 .~"""''r.:n:-:>J :...o~umh'HVi\45 z::www . ;+ a.zaz .... 21. n 2 .. ,, .. ··-.. ... J;l!SS0Rl iSTA11', OF WASHINGTON /; toyjfrY OF KING ' .,., .. . . · 9n this "~th day of October , 1992, before me, a Notary. l>liblic ,iR andfor,tl,le Stat<l"Of Washington, personally appeared i ~hr• 'Au.ngs{ . , ~own.toAne \QJ>e the Assist S11perivtenll~nt Rab tcio s cbod Jin; sf rtct \. µ,e ~~on that executed the foregoing instiiiment, andiclo_lOwledg~.ll}t iiaidJnslru~t to be the free and voluntary act and deed for~-uses ~d purpo~s'lflcrein ~eniiof!i\d, and on oath stated that he was authorized to·execute,said . .i.nstn\inent, / / .. ,, ' -',· '. ~ efty lwld.~<j.,tfie'official sealli:fflxed the day and yeu first above written. · ·· · · ·· ·. · _.. / ,, ~,,l f (~;;;·~ •• lJn;j;LJ& Notary Public in and'for .. thc Stati·-Of ,.. .. · Washington ni3iding'at,. iRWJt;flr;'.'. ;' My commission expin(s i p··, ~.1QQ3 j .?·, .. ,· ~EJI; .. .. . . . ·,'··.STATE OE,WASijI),JGTON ~6(rn'h·;·K1~0,, : On this,. )J},.f/..._ ~;<l( ~92, before me , a Notary Public in and fc;~·thii State qt Wuhlifgf911, ~illly appeared Robert H. Johnson, known to me to be the Geniial'ManagerQf lnt¢rstate ~obilephonc company, a Washington general p~ship ¢at ix~tecloihc ,withiii -and foregoing instrument, and acknowledged the said instrii'mcnt to be die free and,.'volunliiry act and deed of said corporation for the uses and purposes the'l'ein lllClltfone.d,. and on.1.i1,tth stated that he was authorized to execute said instrument,, . ··:: · ·· •· · · -=· • ~.·.·· ',, Ii! ~ ~ r >-• i:::i... lj 0 Ii u :f- ' ·en ·i:.r...:i •i:Q j II ti' f: ~ IC ii !! -• ~ IC:: ~ :When ~~orded, Mail To: GTE•Mobilnet lnd.\tp9rated .c/o'JM.Con.sulting Group, In.Ci ., · 500 -H)8th AvenuloNEi Sµite 11§0 ifollevue, WA ))8004 .. · / ' ' . Attn~: .Sit~:Acq~~iti;ri ~p~~-~\ent _.../ . {. ' "'\ .. ,;:.,., ..... ,.·· .. / _/_. >· ./ .. ,/·:-.. ,. MEMOR,AN)lU,MQF LEASE AGREEMENT · · ' ' ··· . ·isr AM-& J.):-to!Jb -s ST ATE OF WASHWTON°. ,i ./ . ' CJ) COUNTY OF 1el...!iz::. ~ .•· :i THJS, .... MEMORANDUM OF L~·'·AGREf~Nt ... (;;Memorandl.\m"), made tltis .k_ .. ,. day of .J,1/):)j. ____ , 1~11../'by' ~ between, R~nto~l E;,thool Dl6tricfNo.J03, 'Whose address is 435 Mairi'Avel).ue 5<>'1tn;"Rf!flfon/ 'h;ash,ington 98055,{"Lapdlordf) and GTE Mobilnet Incorporataj/aiorpomtioniof,the.6tate of Delaware/whose i,ddress is 245 Perimeter Center Park\¥ay;Atlant~; 9ec'rgia 30346 ("1:ena.IJ,t"). . .. . . WITNESSETH: ·•·. · WHl:lREAS,,:'Landlc::ird ancj Tenant have entered into that certain Lease Agree~ent dated-~~ ~0/1996;{the "Lease"), with respect to that certain tiact of land Jocatoo in Klhg ¢qi,nty, '('lashington, and legally described as a portion of the Southeast q1,1,arter,.6f)he .Soui;lte~st,-''quarter of Section 7, Township 23 North, Range 5 East; and' designated as ·r.nc LQt nµUlber 072305-9035-08; and further described on page 5, atta\;hed-he~~to; and· ·· ·· WHEREAS, Landl~i'd a:hd ,Tetjimt .. desire to:•Jil'e .this Memorandum of record in the Office of the Tax Assi:ssor'ofl<ing Cow,:izy, in O{der to provide record notice to all third parties of Tenant',;; rigltts 1,1hder the Lease;'° ·· ,. :· ,. .: .•: ... ., .•.. NOW, THEREFORE, for and incoilside~li.ti.ori ofth~ LeasecrPremises (as defined herein), the covenants and promises i:ifthe parties set f~tfu hereirt. and in the Lease, and for other good and valuable consiq~ratiori, !h¢ re<:1!\f!t, adequao/ ,, . . . 5/5/91 • .•• WA(J(&t-~ ORIGINAL ... 1/7 ;_ ::.. -~ ' ·~qiuffidency of which is expressly acknowledged by the parties hereto, Landlord · anp. Je_nant agree and acknowledge for themselves, their respective successors a,rid_ assjgr11,. as follows: f . . ,• -. Upon, subject to and in consideration of the terms and conditions set forth in. th~ uiiise,~dlnr<i leases to Tenant, and Tenant agrees to lease from Landlord, , all hf thlit ¢ertain tract of l~d· l1l98ted in King County, Washington, and more '· particularfy descn"bed cm Exhibit,,'! A" attached hereto and incorporated he«!in by r!iferehcfl (t;lte '.!Lea;ied ~mises"); i/ . ·\ ' • ,,· • ·•• ,, ,, ,,!, -· .. ).-:_: ·.'-;-' ,.:: ·_;, _/ ;"°')' ,{ ,:.-:, __ ),. The ~cll~rd,,-c}ajfils ,trttr"tmde(''n;'u,Jtrument previously recorded in the Office of th,ii'Iax Asi;esrior of Kiilg County, ·recording number 3685692; ,,,,.,.... •' .,' ,_:=· .:• .,· ··,,:,. To have and fu hdl~ th~ Leased Pkmises unto Tenant, its successors and assigns, for a term ~f-five , (S)§earii, c:o]J1fuenci'ng on ,~ber 12, 1996, and ending December 31, 2001:.(the ".Jlli~l/f~f), ®bi¢ t6 Tenant's option to extend the term for three (3}:'reo.ewal ferIIl{s) ·Qf five:· (5} year(s) each upon the tenns and conditions set forth in 'the't.ease{ .,, _/ ,·· _ ... ,._ •;. . ' .,' '· (::. Laridloi'd,,further hereby barg~;.-grant~::w''oo.hveh•.l(j '{~nt ~ J~cess E~meht and a'Utility Easement upon thiH~ms seffQrtn"in .. tl:ie ~. iit over and a,&OSl!-<"t!J.at property described in Exhibits}'.B? a.rid /.C!', respectiv~y, and inco!POra,ted reretn by reference; ' the ~t Jd other obligations of Landlord and renai:lt ak ~t forth in the I,kase/.toyihitjl ~ferenctt is made for further information. •,,' ..if), cpnflict exists between the ~mis o(the Lease and those contained in this Memorandum, those cortt.iined i!,t" t1* L~sei~n goytm and be controlling; . . . . ,. This M~mdrar.du.ril.icon.t~ins\ only selected proviaions of the Lease, and reference is made to th~ JuU;text',.of th•/~ for the full terms and conditions. This Memorandhm 'ii'hajt !)6t, in:"any·w;iy, antend or supersede the terms and conditions of the Lease; ,' ' .,. .. -,-''-· This Memorandu~imdthel .. ease ak ~ov~e,<).bythe laws of the State of Washington. · · · · / 5/5/97 2/7 ,,,,,;, .. ,,·· · : . -IN WITNESS WHEREOF, the Landlord and Tenant hav,:, caUBed their n.P~ ti) pl! signoo as of the date and year first above written. /~LANDLORD" :; RENTON SCHOOL DISTRICT NO •. 4D.3 . ,.-' . ' l .. • "TENANT" GTE MO:BID,JET INCORPORATED ·····.-,,.,,. .... · r S/5/91 --------------------------------------- r 'STA.'I"E OF WASHINGTON ) C6UN'rY OF K I tJ &-) ./ .... / . .1··' ----- / · / -·Personally appeared before me, the undersigned, a Notary Public in and for / the . State .m!I, "Q)unty aforesaid, _lzQ.l.rii:'(,.:, __ ~_E:zih.bon.!, and .. · _,::· _j _ · ~------, _____ .. ;·-··· with whom I am personally acquainted, (or :.p)'.()ve<f tQ' ni.e .prf; the ~.illlis ~t,satisfactory evidence), a,nd wqo, µpon oath, a.c~wledged/ tliemse,lves '. to l be,. th;.,. .$uJ:iu'..l.ffftndmt:_ and ___ ::c...,_;_i_--i__L_ol ·~;the ~ fu.,ht,LJJsJli:f-' a corporation, and that in such oq,ad~ies'they ex~~Jh'e forrgoiN:}nstrument for the purpose therein contained. by, sigri,ing tlie I\llIIle'pf the.,/c9tjlotation. Witness :~ himd.-and :~J :~f ~ffic~ tlw,L~ay oi 1 ~"" . 19q 1 · .. · .. ·· ~1~\-~-- My /comlllfs~ion/ E>:.pix~s: ~ /'\ -~ -:-'t 1 :.·. ·:. '.' •. .,·· ·:·. •;, ' ·,,, :: .:· .(. ·;, (NOTARJAL SEAL) ,,, "' ,,_ -•-- ·. • .. , ,,' :· ·.' ., .. :.~::' ''°: \ COUNTY.Of ) .:-.r :· -;. Si'A.TE .. O.F·._-~\-. frn i' ., .-, _·: . ~rson~ly/~p~~red before me, the undersigned, ~ No~ry 'i>µblic;<in and for tlte St~te _;rild _czcwfity iif!lresaid, Donald M. Fye, with whom f ant personally acquainttid, (~1-'piove.d,,to me on the basis of satisfactory evidence);.~r{d who, upon oath,. acknowll!dg~ theqiselves to be the A VP, Network Engineering and Consti'hctibn ~f qTE/Mobi!.rteF trn;orporated, a corporation, and that in such capacities they d!ec<ite<j/ ,the _f9reg9ing instrument for the puq,ose therein contained, by signing tp-ii.nall}~ ofthe corporation. Witness ~;·h:~d'an' ~~l~~.•bffii:: ~hl~:~day of ~· 19'.ll. ··,, .. ,• . . ··,:. . 5/5/97 4/7 , DESCRIPTION OF LEASED PREMISES I' 5/S/97 r ,,,-··"'-,,. EXHIBIT ".B" DESCRIPTION OF ACCESS EASEMENT / at~N~~'A+·nu:~Ofi;t.LEASE PAACa INT~ LOT NUMUER 07230&- ' ~53; TH-I!! At.~ HIE .stiull:i,IJNI! OI' SAID Ll!MI! PARCEL EMT 5.01 ~ TO THE PQINTOf' EiEGINNlfG; ~ ~~,:,wl!! POINT OF ee<illNNING N.ONG SAID SOli'lll,i.JNE EA8'1:,io.oci Fi;ET; nail"CE S oqfira,r W 104.21 fl!l:T; lt1ENCE & 111•69'22'' E 53.BI FEEl'MOflEOR.t..EeS TO·THV! WES.IE!Rl,.Y Li.NE OF LOGAN AVENUE NORTH; THINCE ALOflGSl\ilri ~V':UN! s·~4'W w 21.10 Pl:::ET: THENCI! s W&r44" w ~.n FHTUOll£0R LJ!SS;,~ 1'!.08"l!'1'1)f E 12"4.26FEETTOTHI! POINT OF SEGlt,INING, CONTAINING ;J;411e $Qt.lA.A!FEETOR 0.080ACRES. :: 5/5/97 6/7 ,. ? ' 5/5/97 EXHIBIT "C" DESCRIPTION OF UTILITY EASEMENT 7/7 . : ... ;. . i.~: ',. ~ 0 ij u ~ !;l I' J:,.r..;j ~ • j II I i lil ;;; IE ! ~ !! -' • ~ , ; ' ' .. . .. . ( .. :· .::·;.-,,·······,· . . When Recorded, Mail To: .,· '·-· .. G~'Mqbil~ lriciirporated .. , . /c 1.,.; JM coti$1'11~s pro1,1p, lf\t'. > 500 • 108th AvqfueNE, Siiite 1_150 BelleYlle, WA 98004 _ ,. · , , Attn.: Site AcquisitioJi ~pamii¢ri't . ·· .·-I ·· ( ':, . l~'T AM.-8 .l,;).'fo•o -s- J!~SE~~Nt AGREEMENT . GJ . . . ~·~ This Basement Agre~~im~ /Ag~~'1.!'nt~) ~: ent~~iinto as of this _b_ day of ...Jtdu__~, 191] by ~d bdwe¢n Renti.'>n,,·sc~ool District 403, whose address ---;;cs Main Avenue Sotith~ Renmn~WA ;'98208,{UGtantorll) al)p GTE Mobilnet·'!ricorporated, a corporation of the Sta¥ pf DclaWiU',;:,, wfu>se asf&.ess is 245 Periineter C\lllter Parkway, Atlanta, GA,,}IJ~{"qrar1~'.'.f. __ ) :· .·.· /' WITNESSETH:· ,/ .. Wl-JEltEA$, Grantor is the owner of certain real"pro~rty,··iegally described a1:i a pCJrti?TI of tt\e"~theast quarter of the Southeast qµ~ of Section 7, Towrulhip 23 Nqrth, Range 5 East; and designated as Tax Lot ntimper-072305-9053- 0S'of the T~··As,seljSot's qffice for King County, State of WA ("Gtantor Tract"); and· · '' r · WHEREAS/'Cr¥1fo; l_ias\ lea~, sertain property owned by Gran tor to Grantee for ~. purpose/ of 'q:,pstructing, maintaining and operating a telecommunic:atiori'.s f~ility . (the· "Le~seholc!, Property"), which Leasehold Property is described on 'l!xhibit".A" ,-page 5,.a~tld hereto; and . ( ,· . .-. WHEREAS, conveni~n'f.~ccess ~ ~d fi~r,'.\ thf,·feasehold Property is over and across a portion of the Grantot Tract;"aru:J' · WHEREAS, Grantee desires t~ o6tajri the i;-~ns~t ofGrantbr £9,: Grantee to use sudl portion of the Grantor Tract and•to fu.rtl'i~r prqfidf for the grant by Grantor to Grantee of an easement over and upo~i'a portion ofthe,-m:anfor Jract for vehicular and pedestrian ingress and egresi;· .. to and from .. the: L¢ru;eh6ld 5/5/97 EXCl2C Y.'\X NOl r: Q'.JliiEO Kli1Q Co. -· 0,.1~,n Ill'~ ~~puTf ··•·· wAo®h ~.;... . 1/6 ORlGlNAL.. ~.;:,'.~t~.t--> .''.-: :~_:_i ... Y~-.··,::aa·~. :·-i·,r .. :-::·,~-Jf·~ ~-~~-~-?·:·. ~: .. ·.·:;;.:;~~~i-~ ...... :.; .. /Property and for the installation, operation and· maintenance of utilities, all p1.1-rsµimJ to the terms set forth herein. :f ,-1"_ ... ··.,. • / . NOW/THEREFORE, in consideration of the premise.a, and other good and ,··· viiiu11,lile:con$ider~tion, the receipt, adequacy and sufficiency of which is hereby ackrlow\~dged,,C:;rari.tor and Gr\Wlee covenant, contract and agree as follow:" ·; _: :· .,· ·:. _..... ··.> 1, Gr.in~r jli!~y copviys .. a/id S?:"ts to Grantee, its successors, agents and . ~igtts, ,:ilnl·fG~ actwt;vfrciiiV yrantor, a non-exclusive appurtenant . easemerttpVer,,uf\der,.a~si. ai).(;!/up<ll) that certain portion of the Grantor Tract,, more pa~culafff):l~ '''?1:Y: Exhibit "B" (''Easement Tract"), for the purpose'of ~destriari' and y~il;lifar ingress and egi-ess to and from the Leasehold Prop~rty·'and}or ,,the .ms~Uation, operation and maintenance of utilities servitigJhe r..eisehpld.Prope~y,·· .. ;·, .. :' •' :· .,' 2. The consents and ri~t-$' gi:thi~ ,lterc:m\are grM~ only 10 Grantee, its successors, agents and . a~gni,; and/shall .. ~ fi;Jr only so long as the L~hold Property is leased,.or -:,wn¢d by Grant~; i~SUCl;.fi!S$0?'S, agents or a5\iigI1$, and used to maintain an.d op~rate .~' tajec~m.~ni'&.tions f t'¥1ity, and this•,l\greement shall termiria~ a~ati~ally upon, th~ re_,hov'al of .such£.acility from the Le11sehold Propety. ,Gri\J'i~·covena'nts."to,util,ize the /Easein'ent ,Tract only for the purpose ofilngi-es$-·and ~ ,nd the installation; operation and maintenance of util:ities· .. necessary-··to cionstruct, operatta and maintain a telecommunications faci!j_ty ._!,lpQf,. .the ,Leasehold Pro~ ,in ;the w.ual course of business. Grantor cofel}ill1ts not to do or · p.~t lli'ly'act or acts that will unreasonably prevent oi'fu#de(Grantee's or ,, its ag1¢tf us.w~ th~ Easement Tract for the aforementionedpurposes. 3. , Noth~l cJ~1.,fue./ it{,·;;; Easement Agreement will be deemed to be a dedicati()n 6fany,,p(irti9-1t·9f tl}e ~ement Tract to the general public or for the gener<!:1 p~1ic or/Jori ll~Y Jnililic purpose whatsoever, it being the intention tnltf this AgreemenJ "'1ill be sm,~tly limited to and for the purpose set forth herein. " 4. Each and all of the ~6ve~~ ~d pfuvisiqfu c6rifuii;led herein (a) are made as an appurtenance for the benefit·of t)'ie Le~old ·1:'JD~rty; (b) will create mutual equitable servitude'ii·l,!patl th¢ L,eas¢hol¢1 Property and the Grantor Tract and shall be covenants r~g w~th the ¥iihd; (c) will bind every person having any fee, leasehold or other ¥terest ,i'n ~y portion of the Leasehold Property or Grantor Tract to' thii' e!('i:ent' thli,t · sucl.l; pi»'ti~ is affected or bout1d by any term, covenant or prqvision .set forthJ1erein: and .. . .. . ., --· '· . ' ' 5/5/97 2/6 ",7' • . ,' '.;· i~ ,. I' (d) will inure to the benefit of the parties and their respective successors , ar:d assigns as to the Leasehold Property and Grantor Tract. . IN WffNESS WHEREOF, the parties have caused this instrument to be .-isigne,:f and "1-Vitnessed the day and year first above written. .. : ·; . . .. -···· ·GR)\NTOJ{{ ' .. ·. GRANTEE: Rento~ ¥116o1 ,:D~Jficyr-i{ 403i;i::.,/ · /" ::, .: ,,•O:•.i' :I' -~ / ~~~ftf:,:,· GTE Mobilnet Incorporated 515/97 '.\wAtml-.~ 3/6 ,·· t. r , .. Pe~~ally appeared before me, the undersigned authority, a Notary Public .,/ in and\ for said, State and County duly commissioned and qualified, · ~!~-~~l~~n.:,_, with whom 1 am personally acquainted, and who ... acld10wled~ that he·txec~ted-~ within instrument for the purposes therein ·. contained; i \. : ,'• / . f . WIT!'JE, __ thy ha~~ an~.::~l ~~:~·rp~e~ on thisLJday ofG ~s 19't! .. ' ,·· '" ···"·)··~.:~/. --------'*"' .. ~~-- "' .•• ,'N9tary,Publk {· ... . ·/~:.~ii'._t~nf1-~~~--------- ci,Jm~A'l sfu\i} ~~~~;~tin : . • • ~I ' .. Pe~lly ~ppeared before me, the undersigfi~df a N~~~fy F'i.tb}ic iri and for th~'Sta~ ill'lcd Cpunty aforesaid, Donald M, Fye, witlt w~9m ,:I ;tin personally acquairited,C(or proy~d to me on the basis of satisfactory evidence)/and' who, upon path, .,ii.c:!,qlow\ajged themselves to be the A VP, Network· ]:lngijieering and Construction_• Qf GTE ,Mol:>ilnet Incorporated, a corporation, and/that in such capaqties _ they' e#cufed / the ,.J9regoing instrument for the pmpose therein contairioo, by sigriingithe Iloame ofthe corporation. Witness··~; ~J1~:'~n\l'',;iij qi <#fl~ this~ay of , 1<41. .,. ,,• . .,· .-,,,~ -· ---4'>-4""'4~C.W.,-.Jl,A..~B.!..i§CC NOTARY PUBLIC . CMy'' C!:imrilis~~b Expires:_! I It 11/cr, ,{NOTARI~[ SEAL)' . .• •: \' _,>: .... ,,· 5/5/97 4/6 r 5/5/97 EXHIBIT "A" DESCRIP110N OF LEASEHOLD PROPERTY 5/6 : WAilo9hR~ ·"'' .• t '., ' ~ r EXHIBIT "B" DESCRIPTION OF EASEMENT 'IRACT tFC.S EASEMENT 8EOQIIN!li!G),T ,E~6,;'A~'P,'RCEL IN TAX LOT NUMBER 072306- 8083i TtlENCI! ALONG fHE.aou:nf !,iiNI!! (l!,!:.J'IIP'LJ.'IS! PARCEL eAST ,.,,, Fel!T TO THe POINT oF B~~·ll:ENC!E''""°' Mtp~;p()INT OF B~INGALONG SAID SOUTH UNE EA$.!20.00 FEET; 1Hl;NCE S,OIJ'2.1'02"W 111421 FEl!'T; THENCE 8 8"9'22" I: S:UII FEET MORE OR L$IS TO THE ~'l"·.UNE OF LCGAN All!Nl.lt NORTH: ne1cEALONO SNOM$191.VWG: s tr'f"Ol"wa1.,a ~l:ET; 111ENC! eanr""'·w ff,23 FEel' MORE OR 1.1:16; ~·N Q0"21:"c:fr,.~i2ll:2!i Fl:ET'TOTI,'ft! POINT OF B~IIIINIMG, CONTAININGi,4'8 &q~ ~OR 0.080~CRES/ / ·.,. ... ,:· . '·. .-.;. /. UTILITY EASl .• '41' . ' . amiNNl~·AT ~ 800TtMEIT OF A l.!A8E PARCEL ',TIJt ~' .NUUIIER 9l3~t /; ~; 11:teNCt A1.()NG THE SOUTH LINI! OP &IIID ~ l"AAC:~ 1:1'1$'.r II.OT fl!Ei; f ,:,;iENqt S epoa~· W 311.37 Fl!Er TO THE !AST PACE OF THE fi!WIDSTA/,!b; :fHENC!! AI.Of'!,O $1111) ~ F~ N 00"1111"13" W 11 .67 FEET: THENCE N W42'« E $3.1!3 l'e.ET TO /TWE\NESJ' LTNl,Qf·S/1110~ P~ TIEN<,I: ALOl'IG SAIDwnf'IJ~ $0\J'l!H S.e2 FEEf·TO'THE.POINT OF 8EGINNING, OON'lAININO :Ml SQUM'E FEET oiii O.OOII ACRI!! ,.:· -: ,. ·., .. _;' . 5/5/97 6/6 ·,· .•.. Jf >~--r·-:. , Return Address: City Clerk's Office City of Renton io55 South Grady Way Renton, WA 98055 Title: SIGNAGE EASEMENT Project File#: AD-009 Grantor(s): 1. Renton School District No. 403 20081107000085.:: 11111111111111111 20081107000085 CITY OF RENTON EAS 45.00 PAGE001 OF 904 11/07/2008 09:20 KING COUNTY, UA Property Tax Parcel Number: 072305--90S3 Project Name: Downtown Wayfinding Project, 2008 Grantee(s): 1. City of Renton, a Municipal Corporation Grantor for and in consideration of mutual benefits and other valuable consideration, does by these presents, grant, unto the City of Renton, A Municipal Corporation, Grantee herein, its successors and assigns, an easement for public signage purposes with necessary appurtenances over, under, through, across and upon the following described real estate, situated in the County of King, State of Washington: Additional legal is on page 3 of document. LEGAL DESCRIPTION: A portion of the Southeast Quarter of Section 7 and the Northeast Quarter of Section 18, both in Township 23 North, Range 5 East, W.M., in the City of Renton, King County, Washington. For the purpose of constructing, reconstructing, installing, repairing, replacing, enlarging, operating and maintaining signage, together with the right ofingress and egress thereto without prior institution of any suit or proceedings of law and without incurring any legal obligation or liability therefor. Following the initial construction, Grantee may from time to time construct such additional facilities as it may require. This easement is granted subject to the following terms and conditions: 1. The Grantee shall, upon completion of any work within the property covered by the easement, restore the surface of the casement, and any private improvements disturbed or destroyed during execution of the work, as nearly as practicable to the condition they were in immediately before eommencement of the work or entry by the Grantee. 2. Grantor shall retain th,c right to use the .surface of the easement as long as such use does not interfere with the easement rights granted to the Grantee. Grantor shall not, however1 have the right to; a. Er~t or maintain any buildings or structures within the easement~ or b. Plant trees, shrubs or vegetation having deep root patterns which may cause damage to or interfere with the signage to be placed within the easement by the Grantee or which interfere with the visual lines to the sign~ or c. Develop, landscape, or beautify the easement area in any way which would unreasonably increase the costs to the Grantee of restoring the easement area and any private improvements therein. This easement shall run with the land described herein, and shall be binding upon the parties, their heirs, successors in interest and assigns. Grantors covenant that they are the lawful owners of the above properties and that they have a good and lawful right to execute this agreement. By this conveyance, Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons, whomsoever, lawfully claiming or to claim the same. This conveyance shall bind the heirs, executors, administrators and assigns forever. rentonSchlD.doc\ Pagel of4 20081107iHHIOR!i ,: .. -, - Title: SIGNAGE EASEMENT Pro erty Tax Parcel Number: 072305-9053 Project File#: AD-009 Project Name: Downtown Wayfinding Project, 2008 Grantor(s): Grantee(s): I. Renton School District No. 403 1-City of Renton, a Municipal Corporation IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this /p dayof J,pf: 20_!_? __ Notary Seal must be within box rentonSchlD.doc\ CORPORATE FORM OF ACKNOWLEDGMENT STATEOFWASHINGTON )ss COUNTY OF KING ) On this ___ day of ____ ~· 20 _ ___, before me personally appeared _____________________ to me known to be of the corporation that executed the within instrument, and acknowledge the said instrument to be the free and voluntary act and deed of said corporation. for the uses and purposes therein mentioned, and each on oath stated that he/she. was authori.1.ed to execute said instrument and that the seal affixed is the corporate seal of said corporation. Notary Puhlic in and for the State of Washington Notary (Print) ______________ _ My appointment expires: _____________ _ Dated: Page 2 of4 l , 200811070000R!i ice' EXHIBIT A AD-009 SIGN EASEMENT LEGAL DESCRIPTION A sign easement over the following described parcel: That portion of the Southeast Quarter of Section 7 and the Northeast Quarter of Section 18 both in Township 23 North, Range 5 East, W.M., in the City of Renton, King County, Washington, lying easterly of Commercial Waterway District No. 2 right of way and westerly of Logan Ave N right of way as deeded to the State of Washington under Auditor's File No. 3261297 and southerly of the following described line: Commencing at the intersection of the south margin ofN 61h St and the west margin of Logan Ave N; Thence S 25'49" W along said west margin, a distance of 574.15 feet to the point of curvature of a curve to the right with a radius of 1710.08 feet; Thence southwesterly along said curve and said west margin, a distance of 420.34 feet to the True Point of Beginning of the herein described line; Thence N 89°59'56" W, a distance 830.55 feet to the easterly margin of Commercial Waterway District No. 2 right of way and the terminus of the herein described line. Said easement being a portion of a 5-foot by 5-foot area, centered on the constructed location of a "DOWNTOWN RENTON" directional sign, on the above described parcel, said location being on the east side of said parcel, approximately 410 feet northeasterly from the southertUnost comer thereof. rentonSchlD.doc\ Page3 of4 ----~ --------~--------- Scale 1"=150' ,--·----· I I ~ ,,[_::_ __ _ /-I ,.o«<' _,--·-· 3,d . / -t// I' / ', / \, 20081107000085.:: ' When Recorded, Please Return To Gerald Bresslour Office of the General Counsel The Boemg Company MIC 11-XT P.O Box 3707 Seattle, WA 98124-2207 1111111111111111 20030701001459 BDElNG CO PS Z9 H PAGli 811 OF Ill 17/11/2113 11·31 KlNG COUNTY, ~A Document Title Sanitary Sewer Easement Reference Numbers of Related Documents: 3261297 Grantor Renton School D1stnct, a Washmgton mumc1pal corporauon Grantee The Boemg Company, a Delaware corporatlon Legal Descnpuon: That poruon of the Southeast Quarter of the Southeast Quarter of Secuon 7, Township 23 North, Range 5 East, W.M m Kmg County, Washington, Iymg Easterly of Commercial Waterway Distnct No 2 Right-of-Way and Westerly of Logan Street North as Deeded to the State ofWaslungton under Auditor's FJle Number 3261297, as more partlcularly descnbed m Exh1b1t Con Page lO of this Sanitary Sewer Easement Assessor's Parcel No(s) 072305-9053-9085 :XCISE TAX NOT RE9UIRED King Co. Records OM1:1~n Jt,A )'1, ~ _. DapUI'.' l),.'<"O 1--i f'\fi/\Of<~ I SANITARY SEWER EASEMENT WHEREAS, the RENTON SCHOOL DIS1RICT, a Washmgton mumc1pal corporation ("Grantor'' herem) 1s the Owner of the parcel of land descnbed on Exh1b1t A attached hereto and mcorporated herem (the "Serv1ent Estate"), and WHEREAS, THE BOEING COMPANY, a Delaware corporation ("Grantee" herem) is the Owner of the adJommg parcel of land descnbed descnbed on Exhibit B attached hereto and mcorporated herem (the "Dormnant Estate"), and WHEREAS, the Grantee desires to construct a Sewer Lme over the Serv1ent Estate under, over, across, and through the real property described on Exh1b1t C and as depicted on Exh1b1t D attached hereto and mcorporated herem (the "Easement Area"); and WHEREAS, the Granter is w!llmg to grant, declare, reserve and convey to Grantee, a non-exclusive 20-foot wide perpetual easement over, under, across, and through the Easement Area. NOW, THEREFORE, for and m consideration of the sum of One Dollar ($1.00) and other valuable cons1derat10n, the receipt and suff1c1ency of which 1s hereby acknowledged, the Grantor hereby grants, declares, reserves and conveys to Grantee, its successors and assigns m title to the Dormnant Estate, a non-exclusive 20-foot wide perpetual easement appurtenant over, under, across and through the Easement Area, subject to and condition upon the followmg terms, conditions and covenants which the Grantee hereby prormses to faithfully and fully observe and perform 1 PUipose. Grantee shall have the nght, at Grantee's sole cost and expense, to construct, mstall, rruuntam, repair, upgrade, replace, and renew m the Easement Area a sanitary sewer lme, together wtth all necessary appurtenances thereto, together with the nght of mgress to and egress from the Easement Area for the purpose of exerc1smg Grantee's nghts hereunder. 2. Comphance with Laws and Rules. Grantee shall at all times exercise its nghts herem m accordance with the reqwrements (as from llme to time amended) of any pubhc authonty havmg JunsdJctlon and all apphcable statutes, orders, rules and regulatmns. 3 Grantee's Use and Actlv1t1es. Grantee shall exercise its nght under this Agreement so as to mm1rmze, and av01d 1f reasonably possible, mterference with Grantor's use of the Easement Area. 4 Grantor's Use of the Easement Area Grantor reserves the nght to use the Easement Area for any purpose not mcons1stent with the nghts herem granted, provided, 2 that Grantor shall not erect, construct or mamtam any pavmg, structures or building improvement m the Easement Area. 5 Indemnity Grantee shall mdemmfy and hold Grantor hannless from and against any and all chums or liab1hty for bochly m;ury to or death of any person or loss of or damage to any property ansmg out of Grantee's use of the Easement Area or from any acllv1ty, work or thmg done, perrrutted or suffered by Grantee, its employees, agents, contractors or mVltes m or about the Easement Area except claims and habthtJes to the extent caused by any negligence on the part of Grantor, its agents, employees, contractors or mV1tees. 6 D11rat10n The nghts herem granted shall continue untJl such tJme as Grantee executes and dehvers to Grantor an instrument termmatJng and extmgu1shing Grantee's easement nghts hereunder. 7 Notices. Notices required to be m wntmg under this Agreement shall be personally served or sent by nationally recognized overnight dehvery service, with all charges for next busmess day dehvery prepaid Any notice given by such dehvery service shall be deemed to have been received when nouce of dehvery 1s given by the provider of such service. All notices shall be addressed as follows To Grantor To Grantee: With a Copy To: Renton School D1stnct 300 SW 7111 Street Renton, WA 98055 Attn · Rich Moore Phone. 425-204-2387 Boemg Realty Corporatton P.O Box 3707, MIC lF-58 Seattle, WA 98124-2207 Attn: Gary Towe Phone· 206-665-8212 Gerald Bresslour The Boemg Company Office of the General Counsel P.O. Box 3707, MIC 11-XT Seattle, WA 98124-2207 Phone: 206-655-2405 Either party may change the address to which nottces may be given by g1vmg notice as above provided. 3 8 Access. Grantee shall have the nght of reasonable access to the Easement Area over and across adJacent lands owned by Granter to enable Grantee to exercise its nghts hereunder, provided that Grantee shall compensate Grantor for any damage to the Easement Area caused by the exercise of said nght of access and the cost of any repairs resultmg therefrom at the actual customary cost of such repatr. 9 Tenn1Dabon No termmat10n of this Easement shall release either party from any liability or obhgat10n with respect to any matter occumng prior to such tenn1Dauon 10. Successors and Assigns. Covenants Runrung With the Land The tenns and conditions of this Easement shall be covenants runrung with the land. and shall burden and benefit Grantor and Grantee, and thetr respective successors and assigns ID mterest Upon transfer of bile to the D0m1Dant Estate by Grantee, or its successors and assigns, or transfer of title to the Serv1ent Estate by Grantor, or its successors and assigns, the benefits and burdens of this Easement shall pass to the transferee, and the transferor shall be hable only for those matters that arose dunng the penod of such transferor's ownership of the Serv1ent Estate or Donunant Estate, respectively 11 Attorneys' Fees In the event either party bnngs a legal action aga1Dst the other party to enforce its nghts hereunder, the substantially prevaihng party shall be enlltled to receive reimbursement from the other party such prevaihng party's costs rncurred ID such legal action (mcluding the costs of appeal), 1Dclud1Dg the reasonable fees and disbursement of the prevaihng party's attorneys, ID addition to all other nghts and remedies available to the prevathng party at law or ID equity 12 Chmce of Law Tlus Easement shall be governed by the law of the State of Washington, exclusive of its ch01ce of law rules 13. Complete Agreement. Thts Easement contatns the entire agreement of the parties with respect to this subJect matter and supersedes all pnor or c011temporaneous wnllngs or discuss1011s relabng to the easement provided for here1D 1111s Easement may not be amended except by a wntten document executed after the date hereof by the duly authonzed representallves of Grantor and Grantee. This Easement 1Dcludes Exhibits A, B, C and D, wluch by this reference are mcorporated 1Dto this Easement. 14. Counterparts. This Easement may be executed ID multiple counterparts, each of which shall be deemed an ong1Dal, but all of which, together, shall conslttute but one and the same 1Dstrument. 15 No Mereer of Estates The Easement granted herelD shall not be ext1Dgmshed or ternunated by operaaon of the doctnne of merger or otherwise due to the ex1st1Dg or future common ownership of the real property descnbed herem 4 DATED -~0'--+!-'l,=--5 _____ , 2003 I Grantor: RENTON SCHOOL DISTRICT, a Washmgton mumc1pal corporatJ.on ::t;1b2 Grantee: THE BOEING COMPANY, a Delaware ::rpo~ Its 1/zr/br/ zed s.{tjn~ ACKNOWLEDGMENT State ofWashmgton ) ) ss County of King ) I certify that I know or have satisfactory eVIdence that.ic.lftL.R:ef ,#.,-J('t,71' 1s the person who appeared before me, and said person ackno~ged that he/she signed tins mstrurnent, on oath stated that he/she was authonzed to execute the mstrument and acknowledged 1t as the ~riz~c/ fi?.;;n~ofTHE BOEING COMPANY to be the free and voluntary act and deed of sui( party the uses and purposes mentioned m the mstrument Dated pf;;; 7(0 3 ~~ Notary Pubhc m and for the State of J~li!0H~~'fkdlM NolarJ Pullllc Stall of ............ ,. RONIN 8 IIUSl•IELL u,. .fl41pcl •••" hplra Mar 1, 2008 5 ACKNOWLEDGMENT State ofWashmgton ) ) ss County of Kmg ) I certtfy that I know or have sausfactory evidence tha~ la(lq,S J (3f b 1»ris 1s the person who appeared before me, and smd person acknowledged that he/she SJgned tlus instrument, on oath stated that he/she w authon to execute the mstrument and acknowledged it as the ' of the RENTON SCHOOL DISTRICT to be the free and vol ntary act and deed of such party for the uses and pwposes mentioned m the instrument Dated ~/7_ ~3 r ,,,ii F I 1111,. :-.'" I.A Ol/1\f 4., ~~ <'(,,. ~,,,,onr-.t ,;,~,~ ;:: ~..-~ .0/,,. ~~ ::: '-s .°fJ 1111!' , .. ::. ==·~ ,' = = . -~ :: -. -'=m.• ,..'JOI l ~,::0 ........ _o ... ~ -r·· o.._ ""' ~--.:::: ~ '>.:.,,-·r t&. V.· s,, ~ -,,,.~ o· ..... ·:..~~ :;,,,. 'F WAS"\\" 71111111111''~ My appou~~xl!lres· It' 16 ?J'::J r, 6 EXHIBIT A (Legal Descnptlon of Serv1ent Estate) A STRIP OF LAND 137 70 FEET WIDE IN THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 7, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M , IN KING COUNTY, WASHINGTON, LYING EASTERLY OF COMMERCIAL WATERWAY DISTRICT NO. 2 RIGHT-OF-WAY AND WESTERLY OF LOGAN STREET NORTH EXTENSION AS DEEDED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER AUDITOR'S FILE NO. 3261297, DESCRIBED AS FOLLOWS· BEGINNING AT THE SOlITH MARGIN OF 6th A VENUE NORTH AND WEST MARGIN OF LOGAN STREET NORTH, THENCE SOUTH 0° 25' 49" WEST 'LAMBERT MERIDIAN, NORTH WNE', 574.15 FEET TO THE POINT OF CURVATURE OF A CURVE TO THE RIGHT OF RADIUS 1710 08 FEET; THENCE SOlITHWESTERL Y ALONG SAID CUR VE AND ALONG SAID WEST MARGIN 279 44 FEET TO A POINT FROM WHENCE THE CURVE CENTER BEARS NORTH so· 12' 26" WEST, SAID POINT BEING THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTHWESTERLY ALONG SAID CURVE, 140 90 FEET, THENCE NOR1H 89° 59' 56" WEST 830 55 FEET, MORE OR LESS, TO THE EASTERLY LINE OF COMMERCIAL WATERWAY DISTRICT NO. 2 RIGIIT-OF- WA Y; THENCE NORTH 12° 47' 42" WEST, ALONG SAID RIGHl'-OF-WA Y, 141.21 FEET; THENCE SOlITH 89° 59' 56 EAST 891.48 FEET TO THE TRUE POINT OF BEGINNING 7 EXIDBITB (Legal Description of Dommant Estate) ALL BEARINGS ARE REFERENCED TO THE GRID MERIDIAN OF THE WASHINGTON COORDINATE SYSTEM, NORTH ZONE THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 7, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. IN KING COUNfY, WASHINGTON, LYING EASTERLY OF COMMERCIAL WATERWAY DISTRICT NO 2 RIGHT-OF-WAY AND WESTERLY OF LOGAN STREET NORTH AS DEEDED TO THE STATE OF WASHINGTON UNDER AUDITOR'S FILE NUMBER 3261297, MORE PARTICULARLY DESCRIBED AS FOLLOWS BEGINNING AT THE INTERSECTION OF THE SOUfH MARGIN OF SIXTII A VENUE NORTH AND THE WEST MARGIN OF LOGAN STREET NORTH; TIIENCE FOLLOWING THE WEST MARGIN OF LOGAN STREET NORTH, SOUTH 00° 26' 18" WEST 537 76 FEET TO THE POINT OF CURVATURE OF A CURVE TO THE RIGHT OF RADIDS 7413 05 FEET, THENCE SOUTHERLY ALONG SAID CURVE (THROUGH A CENTRAL ANGLE OF 00° 10' 00") 21 56 FEET TO THE POINT OF COMPOUND CURVATURE WITH A CURVE TO THE RIGHT OF RADIUS 3631 53 FEET; THENCE SOUTHERLY ALONG SAID CURVE (THROUGH A CENTRAL ANGLE OF 00° 20' 00") 21 13 FEET TO THE POINT OF COMPOUND CURVATURE WITH A CURVE TO THE RIGHT OF RADIUS 2371.02 FEET, THENCE SOUTHERLY ALONG SAID CURVE {THROUGH A CENTRAL ANGLE OF 00° 30' 00") 20.69 FEET TO THE POINT OF COMPOUND CURVATURE WITH A CURVE TO THE RIGHT OF RADIDS 1740 77 FEET; THENCE SOUTHERLY ALONG SAID CURVE {THROUGH A CENTRAL ANGLE OF 00° 40' 00") 20.25 FEET TO THE POINT OF COMPOUND CURVATURE WITH A CURVE TO THE RIGHT OF RADIUS 1749.53 FEET; THENCE SOUTHERLY ALONG SAID CURVE {THROUGH A CENTRAL ANGLE OF 07° 36' 14") 232 18 FEET TO A POINT FROM WHENCE THE CENTER OF SAID CURVE BEARS NORTH 80° 17' 28" WEST, THENCE LEAVING THE WEST MARGIN OF LOGAN STREET NORTH, NORTH 89° 59' 56" WEST 891.05 FEET TO THE EASTERLY RIGHT-OF-WAY OF COMMERCIAL WATERWAY DISTRICT NO. 2; THENCE NORTH 12° 47' 42" WEST ALONG SAID EASTERLY RIGHT-OF-WAY 882.42 FEET TO THE SOUTH MARGIN OF SIXTH A VENUE NORTH; THENCE SOUTH 89° 34' 11" EAST ALONG SAID SOUTH MARGIN 1116 03 FEET TO THE POINf OF BEGINNING; CONTAINING 19 89 ACRES, OR 866,615 SQUARE FEET, MORE OR LESS 8 REFERENCE IS HEREBY MADE TO OWNERSHlP MAPS, RENTON PLANT FACILITIES, 1980 PROPERTY CONSOLIDATION, SHEETS I AND 6 OF 6 SHEETS 9 EXHIBITC (Legal Descnptmn of Easement Area) SOUTHEAST 1A OF THE SOUTHEAST 'A, SECl10N 7, TOWNSHIP 23 NORTH, RANGE 5 EAST, WM. CITY OF RENTON, KING COUNTY, WASHINGTON LEGAL DESCRIPTION FOR SEWER EASEMENT THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECl10N 7, TOWNSHIP 23 NORTH, RANGE 5 EAST, WM. IN KING COUNTY, WASHINGTON, LYING EASTERLY OF COMMERCIAL WATERWAY DISTRICT NO. 2RIGHT-OF-WAY ANDWESTERLYOFLOGAN STREET NORTH AS DEEDED TO THE STATE OF WASHINGTON UNDER AUDITOR'S FILE NUMBER 3261297, MORE PARTICULARLY DESCRIBED AS FOLLOWS BEGINNING AT THE INTERSECTION OF THE SOUTH MARGIN OF NORTH 6™ STREET AND THE EAST MARGIN OF COMMERCIAL WATERWAY DISTRICT NO. 2RIGHTOFWAY; THENCE FOLLOWING THE EAST MARGIN OF COMMERCIAL WATERWAY DISTRICT NO. 2 RIGHf-OF-WAY, SOUTH 12° 47' 42" EAST 882 42 FEET TO THE INTERSECTION WITH THE NORTH BOUNDARY OF RENTON SCHOOL DISTRICT #403 AND THE TRUE POINT OF BEGINNING; THENCE ALONG THE NORTH BOUNDARY SOUTH 89° 59' 56" EAST 531.52 FEET, THENCE LEA YING THE NORTH BOUNDARY OF RENTON SCHOOL DISTRICT #403 SOUTH 00° 00' 04" WEST 20 00 FEET, THENCE NORTH 89° 59' 56" WEST 526 97 FEET TO THE EASTERLY RIGHT-OF- W A Y OF COMMERCIAL WATERWAY DISTRICT NO. 2; THENCE NORTH 12° 47' 42" WEST ALONG SAID EASTERLY RIGHf-OF-W A Y 20 51 FEET TO THE TRUE POINT OF BEGINNING CONTAINING 0.24 ACRES, OR 10,585 SQUARE FEET, MORE OR LESS. 10 EXHIBITD (Sketch of Easement Area) 80UTH~IST 1/4 OF THE SOIITHEAIIT 1/4, SEeTION 7, TOWN8HII' U NOATH, RAMIi! S EAST, W.M. CITY OF RENTON, ION& COl.9ITY, WASHINGTON NORTH tml t111'B:T POINT OF BEGINNING ® 200· o o· '-----..... SCALE IN FEET 400' ,,_WT. BBlef .E1fflP/T Nl2"47"42"W rem:i,iSCHOa. Dlt1l1fCT 20 51• CJ HJ(Jl'liJl'ei/r • • SDOVIJ°04ol' 2000· I 5£ f/'4.-SE 1/4 ~ 7 r ~!IN. R .1E •a r--~~-----------------, * DUANE lLIRTIWf I< ASSOCIATES, INC -SU"'81JO'l'S' -- 1a21 ~ IIDO, 1-t!Jt ,.+zi) &U-5.BI IDllllM.l(, --.a 90012 ~ (~) ... ola!!ID II DRAWN SY SDO """' i OF 2 OA1" 00 0., ;· --·•· '.i. -·: hie wi.f9 1111* ol.~......_., .. 111d ~. • · •. ' lh of PIPTY PI11E THWSAND and llo/100--~----------- '.. .t .-· -------------· ------· -----------------($ 55,000.oo ) do11ar~ ·,in~ pihl, -and -t• to 11ENTCl'I SOHOOL DISTRICT NO, '10'5, KOO CC!JNTY WASHOOTCII. -~tale of w~;. TMt. pQl'ti<m of the. eout.heaet. quarter of' the southeast quarter or sedtiCll 7. town•hip 25 north, range 5 .out )t.M. e.nd. of Goverment lot l; aection 18, townakJ.p 2, north, range O ... t WJ4. _lying eu~ter'ly of Caranercial Waterway Oie.trict No 2 _right ot: wq aJl(l_ WHterly of Logan Stl"eat Nort.h Extenoion, as d6ed.l!ld to King OOl!at.J', Wa•hington, by dead. reoarded utider au:litoh f'ile No. :,261297. r&0orde .of' H."4, aount.y, EXCEPT •lect.rio ·tranam.iuion line right of way of the Cit.y of SeattlB end IXOBPr I beg1nnipg,at th• j,nteraeotion ot the 11outh margin of Sixth A.venuo North l ?'HleT 8~):-ud th• ._t aa,rgin ot Ocmneroiftl \ilaterwa:.y 01otr1ct No. 2 in the Oiiy of' Renton, Vuh1ngtcnJ :running t.honc.e aouth l_~o 291 oo.at. o.lan~ t.h~ eo.at uw.rgin. ot:Caam.eraial Watanf8¥ 01.lltirlot No.2 :;28.7!5 feet;"thence north-llS,U J-1,5 1 45" eunt pal'all•l to ani ~ t .. t 41.t:tano• frQD. the •outh me.:rgin of Sixth Av~nuo i'lorth, )66.:)lt" 1· t'•.-t.J thtinoe north oo 141 1~ WHt and at :right e.nglee to tho aoutb mo..r,,L.1 of Sixth l.vem.w ~ort.h, "20 l•et to •&Li IOUth margin of Bb::th Awmuo North; U1on<w aouth along IOUth lino ot 81.xth A.-...uo llorth, to polnt oC bogi~ins, nloo EJWEl'r utrooz B9.Bernento of rocord, r ., • · Dated this 2~ ~··"' •· · .. ·-~--· ...• ~·~··• . , ... ·-·~-···'"'"·-····., .. _. ........................ "·····-···· .. (iUL) . ·····-.. '·---···-.·---·-... ···--·······--······-----,---.. ~·-.....::::-·····<~):.·. . . . . . . ~--~ ~. \ . --~~~ ... ---,.--,. ' ' ·--< Iesiding at. .. -UEnQl.. ... _ . ..,.._ ....... . Co.u"oty .of.-......... ·········-······· ......... !", . I On thlL ........... i., ........ day of ....... . to me known to be the ....•.• -.... i·.efc.:.-.;, me p?rs:n:,:!lh :•r:ci:;· \.-. '\ ..and. of the corporation that aecuted the foregoing: instrument, ill1d a nowledi:rcd ~nilf\t1~lrn1m·nt tn b:· h. \IOJtintary act and deed of said corporation, for the \lses and purpo ~ fr1i•rt'i·,l mr~~~. ; <·d tlil ,·:il1 , .·d that..... .authoriaerl to r:ic«ute ~ici ~R'llr11m\'.'1>t and that\;.~•::>.:.! affi-.t~· l~.,ilw t·o!'1;1·:c· Yid corporatlo11. Givrn undtr my fumd'llfl,I oftkiRl 'l,f'".1t) thr:-i.l.-\y ,wrl yf';,, h:,l :1h,JV1" w1,w 1 ;:;!io_.,,. /./ .,{· " .n .. , ~~ ... ~:.· .. _._..,,..,._.,<J.t_.-.."'£·<·. ,,;;;·' . . ./. ";y_ef _/J s 'l . ' L4b-.a :t',,.,,. ___ /?'--,,, .~. !__ 0 • •) /1· C "·d)i,i/ '·'''' ·\.H. ')' ROBtRT A MOflRIS AUDHO . . <.:,re COUNn·w~<:1i. R. ··---- -1,. , -I ···.1 ' -.. C •---- -•':Cl:..,-.-.-_-· .... --., ---· -:'-----,----~ -::~.Dollm'ii.~'bhd~ .·Mla•~.tiad.~t-clai!itio ~-::.ll~#7·='i=I ·=··=-=-·=i=""'J' > •. t~,!!!1ct-llK>3 .-· __ ...... c . . ::~~tc:~~:--,:~ =~ d-.~.~~.;~:~~:~~B,~ ~~t,; ~~~:~_1;_: -- : w@..1UD::at.at:z>r.-.r·11eo1,toa· -~23-.M\;ll-;-~-r:V.lf~c.---~~ . . ' • . . 1nt.rNot1cm ·or t.lij s. '.M1'gl.n or r .. 1111' ' ' ~ • 11. uf -•·•· ~. Oo. bpt of 'lll!;f tlwm<e e. O"ll-3•,i,• i: :~ ~ v. aoql.n of -•• 11. 'IIJ,; eo-.-ltlgbt of 1llQ" 1h.21 -r-.. t t<> ti» Sl•J.,y -~ ~--et_v-'2! ~·~" .w,non --lllj!li-of ..., • -s-:. --~3'1 foiit...,. ar .1oo• to a J>Ofitt on tJ,e J:. "8Z!!I" or c,w.v. #2, ...... S. U~'-• ~. _u._ . :I', llil!gl.ii ot Cill'.W, #2, 229,86 1_.,.t, tJ>on.,. , , · · 11.,,1'6~ ;B..l!l!')._,lill•._.to -.a.--.t,,-ot TMl.H< •-t, ~-ll. 1!9•~_,1g" ·it~~:a. ~""-l'eelcr·ei:...t w poUt of ~Bil, -,opt J,ho follo,,· ~ t,c · e -Jl1 .Pi.l"li ·far ekM~: :i,lll'POMO: Jlo6lmdng at tho 1nt.ra.otiC<1 of ~ a, ~at,._ at.-1'o 1f, -,itn ot 11,'t. !Ir. C<>, Right or wo.r, tbonc,· a;p-03,,ii 11. ll1'IDI tllo v; -.,1n of tlle li,P, J!r, co. Right or II"-", l~LU r .. t . ..._ I. ti6~•17" ,r, 136.17 r..-,., -r1.r parallel to tbo v. JlOl'!!in or _g,, 11,lt, llf',~~llS•-"".90'-~·R;··'m%1!1,-.nir-Teffer Bl. ,.hence x. Ill 89-·~ •. alallc 1ille l!I., ~ or Y••le~ st. to begitmh\R, sub,,f'l!C't ":.(• fl,,'"\ J Ml ,....-to-llebool-fore.-r. ' l :;Al r-c; 1 / i i I I' 11 i \ 'I '' I I ;j ! ! if I ; ! i-\ ' . i! . ' ' l 1 t> / 81'ATF. 9F WASll11't01'(lN ( ,._ COP~ fYr "'IU!5Q. } THIS JS.TO CRltTIYY: 'lla.t on t'.;;~ ~for~ a1;~_r$~~~;~~~--;':iHi-Y :~,; / / ' _:...._ ... ;j1"':" -:!' 1. , .. l"'~... w~,i.,t:,., ,,,,. .. , -~--~ ~-·'·-. ,. , -,• ',i, , ... , ..... ~i'. ,, ~ .,.,;!, ,J i' .. ~··i"''"fl ···~'!"''~'"""i ..... ... ';)"' .-' "•''' :: ... ,- ··- • . ~·-~. :..·-· ..... -, '• ' .. ~ 'ID BOPIJl1 COMIAIIY,. a Delaware corporation authorized to do bu•1-•• in l:he State of -ington, for and in conaidaration of Thirty 'l'bo.......S Dollan ($30,000.00) in hand paid, conveys and ..... rrants to JUlllfQII IC3)QL Dill'l'IUC'.! S>. A03, a municipal corporation of the State .of Wallhington, tha foll-in; daacril>ed real ••tate, located in the City of a.nton, Oo11Dty of Xill!I, lt:at:AI of lfa•hington, ·, A •trip of land 137. 70 feet w.i.4e in that portion of tha aout.heaat quarter of the aoutheaat quarter of aection 7, township 23 north, range 5 aaat, W.11., in King County, waahington, lyi.ng eaatarly of Colmlarcial Waterway District So. 2 right-of-ay and -•terly of Logan street llorth Bxt:enaion aa c'laeded to the State of Washington by deed recorded under auditor's file lilo. 3261297, described as follCJW'IIII Bag:inni.ng at the aouth margin of. 6th Avenua !forth and west margin of Logan Street JlorthJ thence south 0•25 '49n weat (Lambert lleridian1 worth zone), 574.15 feet to the point· of curvature of a curve to the right of radius 1710.08 feet, thence aouthweaterly along said curve and along said we•t margin 279.44 feet to a point from whence the cun~e center bears north ao•12 • 26" west, said point being the true point of beginning, thence continuing £Outhweatarly along said curve, 140.90 feet1 thence north 99•59 1s6K west 830.55 feet,. JDOra or lees, tc. the easterly lil\e of Commercial Waterway District So. 2 right-of--way: thence north 12•47 1 42• wast, along said right-of-way, 141.21 feet, thence south 89°59'56" .east 891.48 feet to the true point of beg inning. Together with all easements, privilegeB, rights, franchises and appur- tenances belonging thereto or benefitting the said real estate: subject to and excepting taxe& and special asaeaaments, if any, levied or assessed after December 31, 1963. ZN 1fl'll1BSS WHER.BOP, said corporation has caused this instrument to be executed by its proper officers and its corporate aea~ to be here- unto affixed this ., ' ·. day of . 1963. A'l"rEST1 (Seal) THE BOEIW COMPANY, a Dfllaware corporation, GaAN'l'OR .·ff)//f // By It(rdS'7':2 -· ·-· Ill ) ) .. 900&1 OJI Kall ) C ..,.l'. ~,·-, ,. On tbi• ~ 4ay of· 61'c«t:t, ,. 1964. before me, the lllldera:LtD14, • iro1:llzy Jo,ablic in IIJIII t:ha ~ :~aahington, duly comi••~ llml -r~ .,.und , ~- to • ltDown 1:o t.e the G anG {,ti,«i«f:::1:: Lt; ' a r r re..-ot.1,,.ly o~ oo.an., tba IK'rporatio that e:z- · ac .. t:ed tbe foragoing ina""-nt, --J,adqad th• aa:Ld inatrwaant to be the fr-and voluntary act an4 a-of aid corporation, for the use• iuv! pqrpo-• tlleraia •nt.t.onad, and on oath sta:ted that they were authorised to uec,ute the Aid inatr-nt -that the aeal affixeu is the corporate eeal of said corporation. -1«-JJJJ '"" &30A.M. ...... of SlAffll TITlf t'OMPANY -,. MOIIIS. c.n, - and official •al thia ~£=· ___ day cf State. 0 -2- ' ,-~~~#;S'.~-·~:-~_f:~2~~::·~~~~7~' , _ , ......... -. ·~ '= WAHiiW\lf DE11 ,,, -. .... -. 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".····~".:'.:_:,.. .. .. • ~· .. , :--,--i"":'~ .:.---=-.-~- --· .. .- ,· c·f~_:e _q~-11;~~.:,r~~·}'-,q:r;.:;r~ .~.--..,.,...,~--·~·.:>£........~~-, .. --....... -~---·---".~{~._§~. -· -t~ ~Jm0'$U:n -~~ be the .---....,_ _ ,· .. ,.-:.!1~,-.·,,.~.:~ .. -··.·,···=··.,d-:•cd .··,·."'".·,.:~.,-~.: ... ·,,,,,;;., .. m.-.··_._, ,:: •. ·, .. _;;ft'f1y c~-~r.iti0~1"\hii.,.c'.'{2cc(;;(. :'!.:he -.f,:>'N{'"'i:\:; '.1~~1:,,c,L -~-"' · ..,,_ · ,..,. -. . ~-· u ~~;. ·~f~""~' ~· +.~ rr~c <:n1d vol?n~iz-a.0 -~nri 4~.z;-;.~(,i·.s:-.:~-:..,;, T2:l~Ei..':r'.!. :'c1· _jie_ U~'::~_ cn.i p_;::[pu_s~f-!hcrei~~Q~~~(.!;;.'::cl-·sc·· r~::·:~~.·_,..~ tha_t; -~. ~{.;!n'r~?.C'. t~ ~~c•Lp~;:' iJlili)Jm_er:1--zo.d . .:;h;..!-~.}!;.· '-,••;-· --·--.:..-- .;----=--------------;8-TX~E ~•--e~~.,_-.,,~; ~eaf c~-.:-i:a{~_::__:~sn;'-~~,.1,-:.. ----~-~~'-----·----·. --~:~~~-~./~;, 1;;a~>';.~~~ hn::d :-.fl~~-~;. ~:,·;·::_,-,l ~~-e ~fl~· ~~~-;:.~;·,.;t.-,;hriv~ \'.'Tittl~·;~·~:.·---'-•: .-4.'-· ·:,,.,_ .. : --·-· . . -·-.·-. ,__,_ .... ~-~- -·::..___..----'-.----· ---------- .---,--·--- -~ .. ··--.-;:·-c-··· -.,,-_ ,_._._ -. -. -"':-" ,-.- '-~--~ ~:-. _,·. --· ... ,·--,,:-.-.. ·.r_~_.;;~-~,~~-~-~:._~--~~·~-~~~---~-~_.-"'_ ~_-------~----. ·.-=-,'.-. .':--: ~ ·---="" ~ ·,.· Geotechnical Engineering Water Resources Environmental Assessments and Remediation Sustainable Development Services Geologic Assessments Cjty of frt:-~nton r ... , !! :1 n ri:; ·1 ::-! !J iV 1.~_:; o 1·1 Associated Earth Sciences, Inc. C8ilrt1!iy Ct1t1f',? ~t1n' of Jert1ict1 Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report RENTON MEMORIAL STADIUM ADDITIONS Renton, Washington Prepared for Renton School District c/o Greene-Gasaway Architects Project No. KE090396A December IO, 2009 Associated Earth Sciences, Inc. ~[i]~~~ Cefe6rafiflJ Over 2-51f ears of Service December 10, 2009 Project No. KE090396A Renton School District c/o Greene-Gasaway Architects P.O. Box 4158 Federal Way, Washington 98063 Attention: Mr. Calvin Gasaway Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Renton Memorial Stadium Additions 406 Logan Avenue North Renton, Washington Dear Mr. Gasaway: We are pleased to present the enclosed copies of the above-referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers preliminary recommendations for the design and development of the proposed project. Our report is preliminary since project plans were under development at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ·-' . . . . ·. : n -~~v Kurt D. Merriman, P.E. Principal Engineer KDM/lb KED90396A2 Projects\10090396\KE\WP Kirkland • Everett • Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT RENTON MEMORIAL STADIUM ADDITIONS Renton, Washington Prepared for: Renton School District c/o Greene-Gasaway Architects P.O. Box 4158 Federal Way, Washington 98063 Prepared by: Associated Earth Sciences, Inc. 911 5"' A venue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 December 10, 2009 Project No. KE090396A Renton Memorial Stadium Additions· Renton, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed additions to the Renton Memorial Stadium located at 406 Logan Avenue North in Renton, Washington. The site location is presented on Figure I, "Vicinity Map." The existing building locations and approximate locations of the explorations accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. In the event that any changes in the nature, design, or location of the improvements are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the aforementioned project. The study included drilling four test borings and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques, the type of suitable pile foundation, pile design recommendations, anticipated settlements, floor support recommendations, and site preparation and drainage considerations. This report summarizes our current fieldwork and offers geologic hazard mitigation and preliminary development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Rick Stracke of the Renton School District No. 403 (District). Our study was accomplished in general accordance with our scope of work letter dated October 20, 2009. This report has been prepared for the exclusive use of the District and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. December 10, 2009 JPL/rb -KE090396!12 -Projeml]00903961KElWP ASSOCIATED EARTH SCIENCES, INC Page I Renton Memorial Sradi!lm Additions Renton, Washington 2.0 PROJECT AND SITE DESCRIPTION Subswface Exploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Project and Site Conditions This report was completed with an understanding of the project based on preliminary discussions with the design team. The project site is the existing Renton Memorial Stadium, located at 406 Logan Avenue North in downtown Renton, Washington. The existing stadium includes a main stadium building at the south side and a grandstand structure at the north side, with paved parking to the northeast and south, and a synthetic athletic field and track between the stadium structures. A grassy discus/javelin area is located to the northwest of the stadium. Site topography is relatively flat within the areas proposed for construction. A roughly 6-foot- high berm with a jogging trail is located along the west side of the subject site. The Cedar River is located on the opposite side of this berm, and flows northward toward Lake Washington. The proposed project will include a building addition(s) to the main south-side stadium building. The areas currently proposed for the building addition are covered with existing paved surfaces. The construction details have not yet been finalized by the design team; however, we anticipate that the addition will be constructed close to existing grades, and that hardscaping for the project may include segmented paving units. We also understand that a future addition is currently under consideration for the north grandstands, and that the scope of our subsurface exploration for this study included the areas adjacent to the north grandstand. 3.0 SUBSURFACE EXPLORATION Our field study included drilling four exploration borings with a trailer-mounted drill rig to gain subsurface information about the site, and collecting soil samples. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix to this report. The depths indicated on the boring logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features. The conclusions and recommendations presented in this report are based on the four exploration borings completed for this study. The number, type, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that December JO, 2009 JPL!ib -K£090396A2 -ProjrUsl20090196\KE\WP ASSOCIATED EARTH SCIENCES, INC Page 2 Renton Memorial Stadium Additions Relllon, Washington Subswface Exploration, Geologic Hawrd, and Preliminary Geotechnical Engineering Report Project and Site Conditions time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3. I Exploration Borings The exploration borings were completed by advancing a 4.25-inch inside-diameter, hollow- stem auger with a trailer-mounted drill rig to depths ranging from 70 to 75 feet. Below the water table, the borings were successfully completed with little or no heaving conditions with water stabilization drilling techniques. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The borings were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard, 2-inch outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. December I 0, 2009 ASSOCIATED EARTH SCIENCES. INC. JPL!r/J-K£(J)0396A1 -Projec/s\20090J961KE\WP Page 3 Re/lion Memorial Stadium Additions Renton, Washingwn 4. I Stratigraphy Fill/Modified Ground Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions Man-placed fill, consisting of silt or silty sand with gravel, was encountered below the grass sod in exploration borings EB-3 and EB-4 to depths of roughly 3 to 4 feet. The fill and the upper surface of the underlying alluvium are in a loose condition. Fill is also expected in unexplored areas of the site, such as the area surrounding and under existing paved areas, structures, and in the existing underground utility trenches. Due to their variable density and content, the existing fill soils are not suitable for foundation support. Quaternary Alluvium Sediments encountered beneath the asphalt and fill generally consisted of interbedded clean sand, silty sand, clayey and lean silt with occasional lenses of gravel, peat, and other organics scattered throughout the soil column. We interpret these sediments to be representative of recent and older alluvium deposited in former channels of the Cedar River. The alluvium extends beyond the depth of our deepest exploration (75 feet). In general, the alluvium encountered in our explorations is very loose/soft to medium dense. Between roughly 49 and 57 feet at exploration borings EB-I and EB-2, the alluvium occurs in a dense condition, is relatively more granular, and contains abundant gravel. These sediments occurred in exploration boring EB-3 between roughly 43 and 53 feet. Exploration boring EB-4 differed slightly, as dense sediments were not encountered until approximately 68 feet below the ground surface, although a medium dense gravel lens was encountered at roughly 44 feet. The saturated soil in which "N" values do not exceed roughly 25 has a high potential for liquefaction-induced settlement. In addition, the abundant layers of very soft clayey and lean silt are subject to consolidation settlement under the new building loads. Therefore, structures will require deep pile foundations for support. In general, the soil where moisture content is within the compactable range is considered suitable for reuse as structural fill. It should be noted that where soils are above their optimum moisture content for compaction, their reuse as structural fill during all but the driest times of the year will be difficult. Existing alluvial soil was observed to contain silt and is considered moisture-sensitive. With appropriate remedial treatment, the soil, where moisture content is within the compactable range, may be considered suitable for support of slab-on-grade floors, hardscape, and paving. 4.2 Geologic Mapping Review of the regional geologic map titled Geologic Map of the Renton Quadrangle, King County, Washington, by D.R. Mullineaux (1965), indicates that the area of the subject site is underlain by modified land with fill (afrn) and recent alluvium associated with the nearby December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/tb -K£090396A2-Projew\2009°"196\KEIWP Page 4 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions Cedar River (Qac). Our interpretation of the sediments encountered at the subject site is in general agreement with the regional geologic map. 4.3 Hydrology Ground water was encountered at an average depth of approximately 6 feet across the site. This depth corresponds roughly to the water level in the nearby Cedar River. However, ground water depths reported during drilling may not represent stabilized ground water elevations that would be recorded in a properly constructed monitoring well. Ground water encountered in our explorations represents the regional unconfined ground water aquifer within the Renton basin. Ground water may be encountered in excavations that penetrate into the underlying alluvial soils. To our knowledge, no deep cuts are planned that will intersect the regional ground water aquifer. If such cuts will be made, significant ground water dewatering operations will be necessary. It should be noted that fluctuations in the level of the ground water may occur due to the time of year, variations in rainfall, and adjacent river levels. December JO, 2009 IPL/lb -KE090396112 -Projn/5120090396\KE\WP ASSOCIATED EARTH SCIENCES, INC Page 5 Renton Memorial Stadiwn Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SLOPE STABILITY HAZARDS AND RECOMMENDED MITIGATION Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat, and therefore the risk of landsliding is low. 6.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Sound Lowland with great regularity. Most of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the most recent 6.8-magnitude event on February 28, 2001 near Olympia Washington; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: I) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The nearest known fault trace to the project site is the Seattle Fault, located approximately .5 miles to the north. Recent studies by the U.S. Geological Survey (USGS; e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, pp. 71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington -Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault splay is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about I, 100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave-cut beach terraces along Alki Point in West Seattle and December JO. 2009 ASSOCIATED EARTH SCIENCES, INC. JPU1b -KE090396112 -Projects\20090396\KE\WP Page 6 Renton Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval and depth of loose/soft alluvium present within the site boundaries, the potential for surficial ground rupture is considered to be low during the expected life of the proposed structure. 6.2 Seismically Induced Landslides Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat to gently sloping, and therefore the risk of landsliding is low. 6.3 Liquefaction We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed, et al., 1985; and Kramer, 1996. Our liquefaction analysis was completed with the aid of LiquefyPro computer software Version 5 by Civi!Tech Corporation. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can. result in consolidation and/or lateral spreading of the affected deposit with accompanying surface subsidence and/or heaving. The liquefaction potential is dependent on several site-specific factors, such as soil grain size, density (modified to standardize field-obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.35g) used in our liquefaction analysis are in accordance with the required parameters set forth in the 2006 International Building Code (IBC). Based on the subsurface conditions encountered in our exploration borings EB-1 through EB-4, the estimated amount of liquefaction-induced settlement, through the depths explored, ranges from about 15 to 20 inches during a design-level event. It should be understood that several soil properties used in the liquefaction analysis are estimated based on published data and engineering judgment. It should also be understood that the alluvium encountered in our explorations extends below the depths explored, and that liquefiable soils may exist at depth. Therefore, these settlement estimates should be considered approximate and "worst-case scenarios" limited to the depths explored. In addition to liquefaction settlement, the site soils are also subject to consolidation settlement under the new static building loads (independent of seismic shaking). Therefore, we recommend that all building elements, including floor slabs and other structures, be supported on pile foundations. However, if the owner can assume the risk of potential liquefaction-induced settlements of this magnitude, the floor slab in a lightly loaded, uninhabited December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/rb -KE090396!12-Projem\'20090396\KE\WP Page 7 Renton Memorial Stadium Additions Remo11, Washington Subs,uface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations structure could be supported as a floating slab-on-grade. Pile foundations that extend to the minimum depths described in the "Design Recommendations" section of this report should reduce both consolidation settlement and seismically induced structure settlement to tolerable levels for new construction. Partial mitigation of the liquefaction risk could be provided by the use of a structurally reinforced mat foundation. The mat foundation would be subject to total and differential settlements that are considered greater than acceptable. The mat foundation would act as a "raft" below the structure to help reduce structural damage. Post-earthquake re-leveling may or may not be possible or practical, based on the settlement experience. A mat foundation will not mitigate consolidation settlement. We are available to provide more input on a mat foundation system, if requested. 6.4 Ground Motion Guidelines presented in the 2006 IBC should be used for structural design. Based on the exploration borings performed at the site, we interpret the subsurface conditions to correspond to a Site Class "F", as defined by Table 1613.5.2 of the 2006 IBC. Site Class "F" would apply to the site due to the potential for liquefiable soils. However, we anticipate that the period of vibration of the structure will be less than 0.5 second, which should be confirmed by the structural engineer. Therefore, we recommend using a Site Class "E" per Note b in Tables 1615.5.3(1) and 1615.5.3(2) of the 2006 IBC and Sections 11.4.7 and 20.3 of ASCE 7. Information presented by the USGS Earthquake Hazards Program indicates a spectral acceleration for the project area for short periods (0.2 seconds) of Ss = 1.438 and for a I-second period of S, = 0.492. 7.0 EROSION HAZARDS AND MITIGATIONS As of October I, 2008, the Washington State Department of Ecology (Ecology) Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring of site runoff for all sites I or more acres in size that discharge storm water to surface waters of the state. Although we anticipate that the proposed project will require disturbance of less than I acre, we provide in the following sections recommendations to address these inspection and reporting requirements, should they be triggered. The following sections also include recommendations related to general erosion control and mitigation. The TESC inspections and turbidity monitoring of runoff must be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of the construction. The weekly TESC reports do not need to be sent to Ecology, but should be Jogged into the project Storm Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the December JO, 2009 ASSOCIATED EARTH SCIENCES. INC. JPL!rb -KE090396tl2-Project1\20090J96\KElWP Page 8 Renton Memorial Stadium Additions Renton, Washington Subsu,face Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity equals or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the project best management practices (BMPs) should be modified to decrease the turbidity of storm water leaving the site. Changes and upgrades to the BMPs should be documented in the weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU, the results must be reported to Ecology via phone within 24 hours and corrective actions should be implemented as soon as possible. Daily turbidity monitoring is continued until the corrective actions lower the turbidity to below 25 NTU, or until the discharge stops. This description of the sampling benchmarks and reporting requirements is a brief summary of the Construction Storm Water General Permit conditions. The general permit is available on the internet'. In order to meet the current Ecology requirements, a properly developed, constructed, and maintained erosion control plan consistent with City of Renton standards and best management erosion control practices will be required for this project. Associated Earth Sciences, Inc. (AESI) is available to assist the project civil engineer in developing site-specific erosion control plans. Based on past experience, it will be necessary to make adjustments and provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to pr~ject planning and contractor implementation and maintenance. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1" through March 31 "), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Surface drainage control measures are also essential for collecting and controlling the site runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about 7 to 10 percent, depending on their flow length, should have properly constructed check dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within the ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent should be placed in a riprap-lined swale with the riprap properly sized for the anticipated flow conditions. Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe slope drain. AES! is available to assist the project civil engineer in developing a suitable erosion control plan with proper flow control. 1 http://www.ecy. wa. gov /programs/wg/ stormw ater /construction/constructionfinalpermit. pdf December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. ./Pl 11/J -KF.090.'J96A2 -P1o;ec1s\200'XJ396lK£\WP Page 9 Renton Memorial Stadiwn Additions Rell/011, Washington Suosurface Exp/ora1io11, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards a11d Mitigalions With respect to water quality, having ground cover prior to rain events is one of the most important and effective means to maintain water quality. Once very fine sediment is suspended in water, the settling times of the smallest particles are on the order of weeks and months. Therefore, the typical retention times of sediment traps or ponds will not reduce the turbidity of highly turbid site runoff to the benchmark turbidity of 25 NTU. Reduction of turbidity from a construction site is almost entirely a function of cover measures and drainage control that have been implemented prior to rain events. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt fencing is meant to be placed parallel with topographic contours to prevent sediment-laden runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed to cross contour lines without having separate flow control in front of the silt fence. A swale/berm combination should be constructed to provide flow control rather than let the runoff build up behind the silt fence and utilize the silt fence as the flow-control measure. Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a failure of the silt fence. Improperly installed silt fencing has the potential to cause a much larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing should be limited to protect sensitive areas, and swales should be used to provide flow control. 7. 1 Erosion Hazard Mitigation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: 1. Construction activity should be scheduled or phased as much as possible to reduce the amount of earthwork activity that is performed during the winter months. 2. The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground-cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water tnrbidity measurements are greater than the Ecology standards. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPlltb -K£090396A1 -Projeml20090396\KEIWP Page 10 Remon Memorial Stadium Additions Re/lion, Washington Subsuiface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations 3. TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing or timber harvesting, The recommended sequence of construction within a given area after clearing/timber harvesting would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 4. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 5. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 6. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 7, Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. During the period between October I" and March 31", these measures are required. 8. On-site erosion control inspections and turbidity monitoring (if required) should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. A discussion of temporary erosion control and site runoff monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, for the duration of project construction. December JO, 2009 ASSOCIATED EARTH SC1ENCES, INC. JPL/1b -KE090396A1 -Projem\200903961K£\WP Page 11 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotec/mical Engineering Report Geologic Hazards and Mitigations It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (BMPs) throughout construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. December IO, 2009 ASSOCIATED EARTH SCIENCES, INC. IPLl1b -K£090396A2 -Projeclr\20090396\KE\WP Page 12 Renton Memorial Stadium Additions Renton, Washington Subsuiface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommenda1ions IIL PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION The site contains some potential soil and foundation-oriented complications with respect to compressible soils, loose granular soils susceptible to liquefaction, and moisture-and disturbance-sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile-supported lower floor slabs except where the owner can tolerate the risk of liquefaction-induced settlements during a design level earthquake event. Buildings and floor slabs that will be inhabited or that store hazardous materials should be pile-supported. Loose surficial fill and native soils should not be used to support planned foundations. If any of the floor slabs will be "floated," they should be constructed on a minimum of 2 feet of approved structural fill compacted to 95 percent of ASTM:D 1557. Pavement or hardscaping support on existing soils is possible with some near- surface remedial improvements. Due to the possible presence of loose surficial soils, liquefaction hazards, and/or consolidation settlement, some settlement of non-pile-supported structures and paved areas, however, is anticipated. As mentioned previously, a structural mat foundation may be an alternative to a fully pile-supported structure, provided the risks of some post-construction consolidation settlement and possibly significant liquefaction-induced settlement can be accepted. We are available to discuss a mat foundation, if requested. 9.0 SITE PREPARATION Site preparation of planned building and road/parking areas that will not be supported by pile foundations should include removal of all existing buildings, foundation elements, utilities, asphalt, landscaping, debris, and any other surficial deleterious material that are not part of the planned project. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to demolition or stripping/ grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. The fill encountered in our explorations was generally in a loose condition. However, the density, thickness, and content of the fill across the site may be highly variable. We anticipate that any upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing, such as sidewalks or segmented paving units. However, there will be a risk of long-term damage to these surfaces December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL!tb-KE090396A2 -Projem\:!0090396\KElWP Page 13 Renton Memorial Stadi11m Additions Renton. Washington Subswface Exploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Preliminary Design Recommendations including, but not limited to, rutting, yielding, cracking, etc., if any uncontrolled loose fill or surficial loose soil is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement-sensitive, near-surface soils. Utilities founded above loose, uncontrolled fill are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend proof-rolling road and parking areas with a loaded tandem-axle dump truck to identify any soft spots. If construction is to proceed during wet weather, we recommend systematic probing in place of proof-rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. Some of the on-site fill and surface soils contain a high percentage of fine-grained material, which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. If the existing pavement will not be used for access and staging areas, consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). The existing pavement is in such poor condition that it may be necessary to augment the pavement with A TB if it will be used for construction access and staging. If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to December JO, 2009 JPL!rb -K£0'}()396A2 -Projec/Jl]00.90396\KE\WP ASSOCIATED EARTH SCIENCES, lNC Page 14 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnica/ Engineering Report Preliminary Design Recommendations receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H: IV (Horizontal: Vertical). The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-s~nsitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The on-site soils generally contained significant amounts of silt and are considered very moisture-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL!tb -KE090.196A2-Projectr\20090396\KE\WP Page 15 Renton Memorial Stadium Additions Renton, Washington 11.0 FOUNDATIONS Subsurface Exploration, Geologic Hazard. and Preliminary GeotecJmical Engineering Report Preliminary Design Recommendations To mitigate post-construction consolidation settlement and the effects of seismically induced liquefaction, a pile foundation system is recommended. For this project, we recommend the use of 18-or 24-inch-diameter augercast piles. The project structural engineer has asked that we also provide recommendations for the use of micropiles (for low-headroom installation) and pipe piles (for moderately-loaded structures). The following sections provide pile recommendations based on assumed loading conditions and soils encountered beneath the site. 11.1 Augercast Piles We recommend that the construction of piles be accomplished by a contractor experienced in their installation. Fill soils can have concrete, brick, wood, and other demolition waste in them, and soils of alluvial origin may have gravel lenses or large cobbles present in them. It may be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. If obstacles are encountered at depths where removal with a backhoe is not feasible, it might be necessary to modify the pile layout to replace piles that cannot be completed according to the original design. Observation of pile installation by AES! is important to verify that the subsurface conditions observed at pile locations are consistent with the observations in our subsurface explorations, and consistent with assumptions made during preparation of the recommendations in this report. The City of Renton will likely require such inspections of foundation piles. The augercast piles will gain support from end bearing and skin friction. Augercast piles are formed by drilling to the required depth with a continuous flight, hollow-stem auger. Fluid grout is then pumped down the hollow stem under pressure as the auger is withdrawn. Appropriately designed reinforcing steel cages are then lowered into the unset grout. A single reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater than the theoretical volume of the pile. Actual grout volumes for piles constructed through some types of fill and peat can be much more. The pile contractor should be required to provide a pressure gauge and a calibrated pump stroke counter so that the actual grout volume for each pile can be determined. Typically, a nine-sack, minimum 4,000 pounds per square inch (psi) grout mix is used for augercast piles. Once complete, the piles would then connect to a pile cap and grade beam support system for the building foundation. Typical allowable capacities for the augercast piles are given in Table I. Development of the design capacities presented in Table I requires a minimum overall pile length which extends 5 feet into the bearing layer encountered at EB-I and EB-2 between 49 and 57 feet depth. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/rb -KE090396A2-Pro;easl20090396\KE\WP Page 16 Renton Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Preliminary Design Recommenda1ions Allowable design axial compressive loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlement of the pile-supported foundations will generally be on the order of V2 inch. Table 1 Augercast Pile Recommendations Vertical Estimated Compressive Lateral Depth of Pile Diameter Length Capacity Capacity fixity Uplift Capacity (inches) (feet)'" (tons) (tons)"' (feet)'" (tons)'4' 18 54 50 10 14 15 24 54 80 10 17 20 o, Pile length based on EB-1 and EB-2 for bearing layer occurnng between 49 and 57 feet depth. Bearmg layer encountered at 43 feet in EB-3, but was not used for design. <2l Allowable lateral capacities are for fixed-headed conditions (incorporation into pile caps and grade beam system), and 1/, inch of deflection at the ground surface. Greater lateral capacities are possible for greater allowable detlections. '" The depth of fixity does not include the code-required 20 percent increase for reinforcing cage design. <41 Uplift capacity is based on minimum pile length of 54 feet. Piles with lateral spacing less than 6 pile diameters from another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity and the reduction factors presented below should be used. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. Based on the loose conditions of the soils through which the augercast piles are to be excavated, care should be taken in construction planning to allow grout time to set prior to drilling adjacent piles. Typically, 24 hours of set time is recommended for piles closer than 3 pile diameters or 10 feet, whichever is greater. The 24 hours can be reduced for adjacent piles drilled on different workdays. 11. 2 Group Effects Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity to account for group effects should he included in design. The effects of group performance should be considered where piles are spaced closer than 6 pile diameters center-to-center and are aligned in the direction of loading. Piles should not be spaced closer than 3 pile diameters December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/rb -KE090396A2 -ProjecJ.s\200903961KE\WP Page 17 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Repon Preliminary Design Recommendations center-to-center to achieve full vertical and uplift capacity. If piles are staggered in the x and y directions a minimum of 3 pile diameters, there is no reduction in lateral loading. For the determination of individual capacities for load application parallel to the line of spacing, the following spacing and reduction factors presented in Table 2 should apply. The last pile in a row can be assumed to develop the full lateral capacity. Table 2 Lateral Reduction Factors Pile Spacing Reduction Factor 6 diameters 1.0 5 diameters 0.8 4 diameters 0.6 3 diameters 0.4 11.3 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 200 pounds per cubic foot (pcf) • Coefficient of friction = 0.30 11. 4 Micropiles Micropiles are drilled and grouted reinforced piles typically having a diameter of 6 to 8 inches. They are mainly used as pressure-grouted friction piles to take tension and/or compression loads. The increasing popularity of micropiles stems from the combination of relatively small drilling equipment used for placement, allowing installation under limited-access and low-headroom conditions, and relatively high uplift and compression capacities that result from pressure grouting. Some systems use rotary-boring techniques only, rather than heavy percussion and pile-driving methods, thus reducing the risk of structural damage due to vibrations for installations inside or in close proximity to existing buildings. Several pile types and reinforcing systems are available. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL//b -KE090396A2 -Prop•cti\20090396\KElWP Page 18 Renton Memorial Stadium Additions Renton, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Repon Preliminary Design Recommendations The Gewi pile system consists of pile installation using open-or cased-hole drilling methods and a threaded bar (Gewi Bar) as the reinforcing element. In order to increase the grout to soil bond capacity of the pile, especially in cohesive soils, post-grout tubes are installed at the onter perimeter of the grout body and secondary pressure grouting is repeated until the required pressure or skin friction is achieved. From a geotechnical standpoint, there is no particular advantage to one micropile type versus another for this site. Decisions regarding the micropile system to be used for the site should include cost, availability of qualified micropile contractor within project schedule/time-frame, ease of installation, and other development-related factors. Based on the subsurface strata encountered at the site, it is our opm1on that the proposed micropiles would gain support from skin friction and would be capable of providing resistance against both uplift and compressive forces. The piles would provide suitable "tie-down" anchors for resisting uplift loads, including transient (wind) and seismic loads. For 6-or 8-inch-diameter micropiles, when drilled and subjected to repeated secondary pressure grouting as described above, a presumptive allowable "grout-to-ground" skin friction of 3,000 psf may be used for the portion of the micropile embedded within a "load zone" of dense, granular soils. Based on our explorations, we estimate that this load zone occurs between 49 and 57 feet below the existing ground surface. We recommend a minimum load zone embedment of 5 feet, resulting in a total micropile depth ranging between 54 and 57 feet below the existing ground surface. We recommend a minimum spacing of 5 feet center-to- center on the micrcipiles. The allowable skin friction mentioned above may be used for both uplift (tension) and compression loading. AES! is available to provide additional design recommendations for specific micropile loading configurations. The allowable skin friction is based on information obtained during our field exploration program and should be confirmed by installation of test piles and field-load testing. Prior to production micropile installation, a sacrificial micropile should be installed in the vicinity of the proposed piles using the same methods and procedures and to the same depth as the production piles. The sacrificial pile should be verification-tested in tension to 200 percent of maximum allowable seismic design load. Upon successful completion of the verification test, production micropile installation may begin. At least 5 percent of the production micropiles should be proof-tested to 125 percent of the static design load. 11. 5 Pipe Piles A deep foundation system consisting of small-diameter driven steel pipe piles is acceptable for foundation support where foundation loads are low to moderate. Pipe piles may consist of 6- inch-diameter pipe. The !BC recommends a maximum pile length of 30 diameters unless engineering judgment allows for modifications to this limitation based on site-specific soil December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUrb-KE090396A2 -ProjeaslW090396\KE\WP Page 19 Renton Memorial Stadium Additions Renwn, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Repo11 Preliminary Design Recommendations conditions, building type, and pile type. For a 6-inch-diameter pile, 30D equates to a maximum pile length of 15 feet. However, the pile depths anticipated for this project range up to 60 feet. In our opinion, 60-foot-long, 6-inch-diameter piles should perform adequately in compression provided the piles will not be expected to support greater column loads than 20 kips, as we have assumed. The soil conditions encountered in our explorations will provide adequate confinement of the piles ( even during a period of partial soil column liquefaction) so that "slenderness" is not considered a significant design issue. The piles should be galvanized steel pipe, driven with a suitable hydraulic hammer to the refusal criterion shown in Table 4. The following table provides required minimum hammer weights, refusal criterion, and allowable loads for pipe piles. Based on our explorations, pile lengths are estimated to be between 50 and 60 feet below the existing ground surface. Actual driven lengths are unpredictable and may be longer or shorter than the estimated range. Depending on the required foundation loads and equipment access, larger-diameter driven piling may also be used. AES! should be contacted for design recommendations if driven piling greater than 6 inches in diameter will be used. Table 4 Pipe Pile Design Parameters Pipe Minimum Refusal Allowable Diameter Wall Hammer Size Criterion1" Load1" (inches) Thickness (lbs) (seconds) (kips) 6 Schedule 40 1,500 15 20 "' Refusal 1s detmed as less than I mch of penetrauon m "X" seconds under constant dnvmg. "'Allowable load for 6-inch-diameter piles to be verified by load tests in accordance with ASTM:D 1145 "quick load test." Anticipated settlement of pipe pile-supported foundations should be less than 1/2 inch. Pile installation must be observed by AES! to verify that the design bearing capacity of the piles has been attained and that construction conforms to the recommendations contained herein. The City of Renton may also require such inspections. Lateral resistance can be derived from passive soil resistance against the buried portion of the foundation (i.e., the grade beam) or from the installation of batter piles. A passive equivalent fluid of 200 pounds per cubic foot (pct) can be used to account for lateral resistance. Lateral resistance for batter piles should be taken as the horizontal component of the axial pile load. Batter piles are typically installed at 1H:4V inclination. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPLltb -KE090196A1 -Prop!c/;\]0090196\KEIWP Page 20 Renton Memorial Stadium Additions Renton, Washington 12.0 FLOOR SUPPORT Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Repon Preliminary Design Recommendations As discussed earlier in this report, existing site soils are considered to be settlement-prone, and we therefore recommend that floor slabs be designed as structural slabs and supported on pile foundations. Where potentially large-scale, liquefaction-induced settlement can be tolerated, site soils can be used to support slab-on-grade floors, sidewalks, or other similar structures contingent upon adequate remedial preparation and understanding of uncertainties in settlement performance. Slabs, pavement, or segmented paving stones to be supported on grade should be supported on a 2-foot-thick structural fill mat. All fill beneath slabs, paving stones, or pavement must be compacted to at least 95 percent of ASTM: D 1557. The floor slabs should be cast atop a minimum of 4 inches of clean washed crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non-yielding condition prior to placement of capillary break material. It should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The impervious barrier should be placed between the capillary break material and the concrete slab. 13.0 DRAINAGE CONSIDERATIONS All exterior grade beams should be provided with a drain at least 12 inches below the base of the adjacent interior slab elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 14.0 PAVEMENT RECOMMENDATIONS The majority of the parking and access areas are planned for those portions of the site underlain by fill materials overlying loose/soft soils. Therefore, some remedial measures may be necessary for support of new pavement or for areas of hardscaping (e.g., paving stones). To reduce the depth of overexcavation required and to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric or geogrid reinforcement be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric or geogrids permit heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between relatively fine-grained surficial materials on the site and the load-distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL!tb -KE090396A2-Proje.cts\200903961KE\WP Page 21 Renton Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Repon Preliminary Design Recommendations tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proof-rolling) identifies weak areas, which can be improved prior to paving. After the area to be paved is stripped and recompacted to the extent possible, engineering stabilization fabric, such as AMOCO 2002 (or equivalent), should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free-draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proof-rolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proof-rolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 4 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5/s-inch crushed surfacing top course and 6 inches of 1 \/,-inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the potentially variable in-place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been completely finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AES! perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the pile foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUlb -K£0')():i'9&!]-Pro1ec11\10090.J96\KE\WP Page 22 Renton Memorial Stadium Additions Renton, Washington Subsutface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Rec01mnendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call: Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Jeffrey P/Laub, P.G., P.E.G. Project Engineering Geologist Attachments: Figure I: Figure 2: Appendix: December JO, 2009 Vicinity Map Site and Exploration Plan Exploration Logs JPU!b -KE090396A2-Pro}f!C/>120090396\KE\WP Kurt D. Merriman, P.E. Principal Engineer ASSOCIATED EARTH SCIENCES, INC. Page 23 REFERENCE: USGS TOPOI Associated Earth Sciences, Inc. VICINITY MAP RENTON MEMORIAL STADIUM ADDITION RENTON, WASHINGTON 2000 FEET FIGURE 1 DATE 11109 PROJ. NO. KE090396A "8 ! ] & I E ,ii .ll ]! REFERENCE: LPN ~ i Associated Earth Sciences, Inc. i ~ [I] ~ [wJ ffl .Je+.,:,-1'-~ + .. Jr'~< ,.,,,,_,:· ---.. 4,'-c' · · \---------------------------------ACCESS A~AO -;1, 11 / ----.._ __ ·---!=.-'.l,::i",~:.S-.::...ir«l.-ro -----j_]-i- \ ------·-·-< ·"· " , ' . . I """'~~ . , ( . ----------,---ffrL--• ,~ ··--·e --~--· -~ ·--··-. :'1', 1 ITTI , ~ii,-!ll::1l.:ill1lllj!IJJ~ -1----· I ' APPROXIMATE LOCATION . ! I --: I· ' '' -. t' '~~ \ OF EXPLORATION BORING ~ >'-• _' I ,i_ '; . I .. 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KE090396A APPENDIX ~ © i,j 0 0 N 0 z • © m • ro 0.. ~ 0 :;; 2° # 0 "' -" ·o (/) ,0 © C ·~ ~ C rr: C 0 ~ Well-graded gravel and GW gravel with sand, little to u. ¢1 no fines ~ ~ 0 0 o m ~~a~ o ~ Poorly-graded gravel Ll U) \t11o 0 o 0 o GP 0 -st' ~gggg and gravel with sand, ci o o o O o little to no fines ~zr~'~:~,~:P.,~-~----------~ g § a O a a~e Silty gravel and silty GM gravel with sand :E .E fil ~ "E .S ~ct~~Mtl---+-------------l • 0 • 0 ~ ;;;, • ,0 C ro (/J 0 "' C • ro ,. .c ro --. u. ,0 .5 ta~ m E =::i (/J ,0 ·s " _J Clayey gravel and GC clayey gravel with sand Well-graded sand and sw sand wilh gravel, little to no fines SP SM SC Poorly-graded sand and sand with gravel, little to no fines Silty sand and silty sand with gravel Clayey sand and clayey sand with gravel Silt, sandy silt, gravelly silt. ML silt with sand or gravel CL OL Clay of low to medium plasticity, silty, sandy, or gravelly clay, lean clay Organic clay or silt of low plasticity Terms Describing Relative Density and Consistency Coarse- Grained Soils Fine- Grained Soils Density SPT12)blows/foot Very Loose O to 4 Loose 4 to 10 Medium Dense 1 0 lo 30 Dense Very Dense Consistency Very Soft Solt Medium Stiff Stiff Very Stiff Hard 30 to 50 >50 SPT121 blows/foot o to 2 2 to 4 4 lo 8 8 to 15 15to30 >30 Test Symbols G = Grain Size M = Moisture Content A = Atterberg Limits C = Chemical DD = Dry Density K = Permeability Descriptive Term Boulders Component Definitions Size Range and Sieve Number Larger than 12" Cobbles Gravel Coarse Gravel Fine Gravel Sand Coarse Sand Medium Sand Fine Sand Silt and Clay 3" lo 12" 3" to No 4 (4 75 mm) 3" to 3/4" 3/4' to No 4 (4 75 mm) No 4 (4 75 mm) 10 No. 200 (0 075 mm) No. 4 (4.75 mm) to No 10 (2.00 mm) No 10 (2 00 mm) lo No 40 (0425 mm) No 40 (0.425 mm) to No 200 (0 075 mm) Smaller than No 200 (0 075 mm} 131 Estimated Percentage Moisture Content Dry -Absence of moisture. dusty, dry to the touch Trace Few Ut11e With Sampler Type Percentage by Weight <5 5 to 10 151025 -Non-primary coarse constituents: 2::_ 15% -Fines content between 5% and 15% Slightly Moist -Perceptible moisture Moist -Damp but no visible water Very Moist -Water visible but not free draining Wet -Visible free water. usually from below water table Symbols Blows/6" or portion of 6" Cement grout surface seat Elastic silt, clayey siit, silt 2 O" 00 MH with micaceous or Split-Spoon I " " SamplerT~ Description Benlonile seal diatomaceous fine sand or Sampler f---J.'!sillilt _______ -i (SPn Clay of high plasticity, CH sandy or gravelly clay, fat clay with sand or gravel Bulk sample ' 3 O" OD Split-Spoon Sampler 3 25" OD Split-Spoon Ring Sampler 3 O" OD Thin-Wall Tube Sampler (including Shelby tube} Organic clay or silt of o Portion not recovered (•) Filter pack Vwith : :· blank casing .· •. section ·_. Screened casing ·_. or Hydrotip ·.-with filler pack :. End cap OH medium to high (11 Percentage by dry weight ( 4 ) Depth of ground water plasticity f.:!l (SPn Standard Penetration Test ..L.--it/£ 'iEl--1---------1 (ASTM 0·1586) Peat, muck and other C3l In Genera! Accordance with .Y ATD = Al time of drilling 'SJ_ Static water level (date) >,g :c ~ ~ :fgg PT highly organic soils Standard Practice for DescripUon and Identification of Soils (ASTM D-2488) (SJ Combined uses symbols used for fines bel:vveen 5% and 15% ',l ! Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consislency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory test!f'lg unless presented herein. Visual-manual and/or laboratory classification §; methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System ~ Associated Earth Sciences, Inc. ~ f~[!J~[g~ ~------------------------------------------------------ EXPLORATION LOG KEY -· Associ.ited Earth Sciences, Inc. Exoloration Log_ ~- Project Number I Exploration Number I Sheet Cd w bJ ~ @ -' , KE090396A EB-1 1 of 2 -- Project Name Renton Memorial Stadium Ground Surface Elevation (fl) Location Beoton WA Datum ~I/ /I Driller/Equipment Geologic Drill/XL Date StarUFinish J J 14/09 J J /4109 Hammer WeighVDrop 14Q# I 30" Hole Diameter (in) 6" - ,. g C ~~ 1'l w u-0 "' -0 =~ "' "' Blows/Foot "' ~,, -' '" £ D. c. E <»-~ ~ f- C. s E ~ >-s~ "'0 ,; "' T ro (c)(/) ~al ~ 0 (/) 0 0 DESCRIPTION 0 10 20 30 40 , 2" asphalt. - '.4" gravel base. ___ I --AilUvYufll-----·----·-· I S-1 Sand and grave! over moist to wet, gray, si!ty fine SAND/fine sandy SILT. 7 A5 4 -5 2 !'. Gravel pushed sampler down -sampled at 10'. -10 I Wet, brownish gray, interbedded SILT and fine SAND, with trace organics. S-2 1 £2 1 Driller added mud at 11 1/2'. 1 I S-3 Wet, bluish gray, silty fine SAND, with lrace woody debris 3 A5 3 -15 3 S-4 Wet. bluish gray, SILT, with fine sand 0 A2 1 20 1 S-5 Wet, bluish gray, interbedded SILT and fine SAND. 3 • 4 -25 4 S-6 Wet, bluish gray, silty fine to medium SAND, with siltier zones. 2 A5 3 -30 3 I S-7 Same, wet with gravel and scattered organics 6 .. 19 11 -35 B I S-8 Wet, bluish gray, silty fine to medium SAND. 5 •1 8 -40 B I S-9 Same. wet with organic beds 3 ~,, 11 -45 10 Sampler Type (ST): [I] 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: JPL []] 3" OD Split Spoon Sampler (D & M) I] Ring Sample ¥ Water Level O Approved by: [ijj Grab Sample [ZI Shelby Tube Sample.!: Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exoloration Loa GB w ~ ~ @ Project Number I Exploration Number I Sheet -KE090396A EB-1 2 of 2 Project Name Renton M!>rnQrial Stadium Ground Surface Elevation (ft) Location Renton WA Datum Nil\ Driller/Equipment Geologic Drill/XL Date Start'Finish J 114/09 J 114/09 Hammer WeighVDrop 140# / 30" Hole Diameter (in) C" C ~. a € a u--~ ;;; -0 w"' w .c .0 =ID ..J;;; Blows/Foot w .c 1i "-E w-" ~ I- 1i s E ~ >, sE !! .2 t w T m (!) (I) .c Cl V) 0 ~ co DESCRIPTION <J i5 10 20 30 40 S-10 Wet, bluish gray, fine to medium SAND, with gravel, siltier zones and 3 •22 woody debris (root?). 7 " 50 Driller reports gravel at 49 1/2'. 15 ' ] S-11 Wet, bluish gray, GRAVEL, with sand and silt 36 36 79 -55 43 S-12 Wei, bluish gray, silty fine SAND interbedded with brown organic silt. 5 .... 5 -60 3 S-13 Moist, bluish gray, silty fine to medium SAND. 5 .a., 6 -65 9 S-14 Wet, bluish gray, fine to coarse SAND, with gravel 13 .ol.3; 18 70 -------------------------------"·-------18 Bottom of exploration boring al 70 feet -75 -80 I ! -65 -90 Sampler Type (ST): [IJ 2" OD Split Spoon Sampler (SPT) D No Recovery M -Moislure Logged by: JPL [IJ 3" OD Split Spoon Sampler (D & M) I] Ring Sample 'SJ_ Water Level () Approved by: ~ Grab Sample lZI Shelby Tube Sample.! Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exoloration Loa GB w Ea BZ] IH"'J Project Number I Exploration Number I Sheet -KE090396A EB-2 1 of 2 ----··· Project Name Renton Memorial Stadium Ground Surface Elevation (ft} Location Renton WA Datum "" Driller/Equipment Geologic Drill/XL Date Start/Finish l l 14/09 l 114/09 Hammer Weight/Drop 140#/ «" Hole Diameter (in) ~-- g C ~. 2 ~ 0-0 ~ • -0 rui • <O • ~ .0 _, "' Blows/Foot ~ 0. ~[ f-- 15. s E s:~ ~ ~ w • 0 • T ro C9 (/) ~m ~ 0 (/) 0 DESCRIPTION () 0 10 20 30 40 -·-··-- .. 2" asphalt. -,r·J~ray_!::_1. bas.~~ ------------------------~·---- Alluvium S-1 Moist, rust-stained brownish gray, SILT, with sand and gravel 2 "2 1 -5 1 "' S-2 Wet, rust-stained bluish gray, fine to medium SAND, with silt. 3 .. , 3 -10 3 Driller added mud at 13 1/2' S-3 Wet. bluish gray, silty fine SAND, inierbedded with silt 3 A5 3 -15 2 S-4 Wet, bluish gray, SILT, with very fine sand. 2 "2 1 r 20 1 S-5 Wet. brown, PEAT, interbedded with SILT, with woody debris 1 A4 2 f--25 Bluish gray sand in sampler tip. 2 S-6 Wet, bluish gray, SILT, with fine sand and woody debris 1 A4 2 r 30 2 S-7 Wei, bluish gray, fine to medium SAND, with siltier zones interbedded with 3 .. , brown, PEAT 2 35 6 S-8 Wet, bluish gray, SILT, with organics interbedded with fine to medium 4 A5 sand 2 -40 3 S-9 Wet, bluish gray, SILT, interbedded with fine to medium sand. 2 .. 3 -45 4 Sampler Type (ST): [D 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: JPL II] 3" OD Split Spoon Sampler (D & M) I] Ring Sample .,,_ Water Level () Approved by: llil Grab sample lZ) Shelby Tube Sample.!. Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exnloration Log ~ w;J w l\:,~s_:J ~ @ Project Number I Exploration Number I Shee1 KE090396A EB-2 2 of 2 Project Name Bi,olQD Memorial Stadium Ground Surface Elevation (ft} Location Renton WA Datum "Ill! Driller/Equipment Geologig Drill/XL Date StarVFinlsh j j/4/09,1 j /4/D9 Hammer Weight/Drop 140# / 30" Hole Diameter (in} ~" g C .; m m u-0 > a ;; -0 ID SE _g, ~~ =m Blows/Foot ID ~ 0. o. E -' m >--ID-~ ~ a. s E ~~ s~ 2 _g fil ID T m '-' Ul ~"' £ 0 U) 0 DESCRIPTION u 10 20 30 40 0 S-10 Wet, bluish gray, fine to medium SAND, with siltier zones 6 •1 Driller reports gravel at 49' 9 -50 Gravel in sampler tip 18 S-11 Wet, bluish gray, fine to coarse SAND, with gravel 5 •,o 15 -55 25 S-12 Same, wet 16 •,a 17 -60 11 S-13 Wet, bluish gray, silty fine to medium SAND. with sillier zones. 9 •22 11 r 65 11 S-14 Wet, bluish gray, fine to medium SAND, with gravel. 4 "14 5 f-70 -~------------------------.. -·-...... -9 Bottom of exploration boring at 70 fee1 f-75 f-80 f -85 I § N -90 Sampler Type (ST). [I] 2" OD Split Spoon Sampler (SPT) D No Recovery M -Moisture Logged by: JPL [[] 3" OD Split Spoon Sampler {D & M) [] Ring Sample 'Sl-Water Level 0 Approved by: ~ Grab Sample 0 Shelby Tube Sample.!. Water Level at time of drilling (ATD) ~ " I "' 0 w as w < Associated Earth Sciences1 Inc. Exoloration Log Cl] D GJ ~ IH'j Project Number I Exploration Number I Sheet . KE090396A EB-3 1 of 2 Project Name Renton Memorial Stadium Ground Surface Elevation (ft) ----··- Location Renjgn WA Datum "'' Driller/Equipment GeologiQ Drill/XL --~-Date Start/Finish l 115/09 l l 15109 Hammer Weight/Drop 140# I 30" Hole Diameter (in) _fl" ~· -------·-r--- C ~= • g • u-0 ;;; w -0 w~ w ,e Blows/Foot ~ ~n ~ 0. o. E ..... ~ ~ 15. s E ~~ ,: ~ 2 £! a; w T ro (!)<f) ~ <D @ 0 <n 0 DESCRIPTION 0 10 20 30 40 Grass sod. --... -Fill/ModifieCfGrOUncf--. ------------- I S-1 Moist, rust-stained ~ro_wnish gray, SI_LT, with sand _and organ_ics_. 1 "'s ---.. -· A1fi.iViU·111 ----------3 -5 2 !'. I S-2 Wet, rust-stained bluish gray, fine to medium SAND interbedded with silt 1 ... , and trace organics 1 -10 2 Driller added mud at 13'. S-3 Wet, bluish gray, silty fine SAND, with trace organics 4 ... , 4 -15 4 J S-4 Wet, bluish gray, silty fine to medium SAND ,,I 15 1 ~30 -20 15 S-5 Wei, bluish gray, fine to medium SAND, interbedded with silt 4 ... ~ 3 -25 5 S-6 Wet. b!uish gray, SILT, with sand beds and peat beds 2 " 2 -30 5 > ' ' S-7 Wet, bluish gray, fine to medium SANO, interbedded with silt and peat 3 ... , 1 -35 2 S-8 Wei, brown, PEAT, with beds of bluish gray silt 3 ... 3 -40 4 Driller reports gravel at 43' S-9 Wet, bluish gray, fine to coarse SAND, with grave! 30 48 '98 -45 40 Sampler Type (ST): OJ 2" OD Split Spoon Sampler (SPT} D No Recovery M -Moisture Logged by: JPL [I] 3" OD Split Spoon Sampler {D & M) I] Ring Sample 5l-Water Level () Approved by: [gJ Grab Sample 0 Shelby Tube Sample -Y Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exoloration Loq -- Exploration Number I Sheet GiJ w w ~ @ Project Number i . KE090396A EB-3 2 of 2 Project Name Renton Memorial Stadium Ground Surface Elevation (ft) Location Renton WA Datum "" Driller/Equipment Geologic Drill/XL Date StarVFinish 1115/09 1115/09 Hammer Weight/Drop 140# / 30" Hole Diameter (in) R" g C .; 2 ~ u-0 > ' ~ w -0 =·~ w !£ Blows/Foot w ~D ~ C. a. E ..J ~ ... w-:;; i C. s E ~ >, $~ :;; w T rn ('.) U) ~ iii /:l 0 (/) 0 DESCRIPTION () 10 20 30 40 ·-· S-10 Wet, bluish gray, GRAVEL, with fine to coarse sand. 13 .t.., 20 ... 50 25 S-11 Same, wet. 10 .t.24 12 ... 55 12 S-12 Wet, bluish gray, fine to medium SAND, interbedded with silt 4 .t.12 6 r 60 6 S-13 Wet, bluish gray, SILT, with fine sand. 2 .t., 3 f-65 Bottom 4" wet, brown, organic SILT, with woody debris 5 White, very fine SAND at sampler tip (tephra). S-14 Wet, bluish gray, SILT, interbedded with brown, PEAT, with woody debris. 7 .t.23 9 r 70 -. -14 Bollom of exploration boring at 70 feet r 75 80 r 85 90 Sampler Type (ST): [I] 2" OD Split Spoon Sampler (SPT) D No Recovery M -Moisture Logged by: JPL [I] 3" OD Split Spoon Sampler (D & M) I] Ring Sample SJ. Waler Level {) Approved by: [Ql Grab Sample 0 Shelby Tube Sample.! Water Level at time of drilling {ATD) z ~ 0 z Associated Earth Sciences, Inc. Exnloration Loa Q_J w @:;] ~ IH."'J Project Number I Exploration Number I Sheet . KE090396A EB-4 1 of 2 Project Name Renton Memori<1I Slad1um Ground Surface Elevation (ft) Location Renton WA Datum r..11r, ·--.. -- Driller/Equipment GeQIQgic Drill/XL Date StarVFinish J J 15109 1 J 15109 Hammer WeighVDrop 140# / 30" Ho!e Diameter (in) _fi"_, -' ~ g m u-0 ~: w -0 =ii w"' L D ...J,;; Blows/Foot L ci §" ~ w-~ ~ ci s E s~ 2 .Q w T m '"U) ~[!l 0 U) 0 DESCRIPTION 0 40 10 20 30 -· . -Fill/Modified Ground . --Afiu\/iUITI .. - S-1 Moist to wet. rust-stained bluish gray, Sil T, with organics and sand beds. 6 •s 3 -5 2 !'. S-2 Wet, bluish gray, fine SAND, interbedded with silt 1 .l.4 2 -10 2 Driller added mud at 13 1/2'. S-3 Wet, bluish gray, fine to medium SANO, with trace organics. B .,, 12 -15 13 S-4 Wet, bluish gray, SILT, with beds of fine to medium sand, with trace 3 •2 organics 1 f-20 I S-5 Wet. bluish gray, SILT, with fine sand and peat beds. 1 •• 2 -25 2 S-6 Wet, bluish gray, fine SAND, interbedded with silt, with trace organics and 2 .l.4 woody debris. 1 f-30 3 S-7 Wet, brown, PEAT, with woody debris inlerbedded with bluish gray, fine to 3 • coarse sand. 2 -35 ! 5 ' S-8 Wet, bluish gray, fine to medium SAND, interbedded with silt, with PEAT, 6 •24 woody debris and trace gravel. 9 -40 15 S-9 Wei, bluish gray, GRAVEL, with fine to coarse sand g ' 19 10 -45 g Sampler Type (ST): [I 2" OD Split Spoon Sampler (SPT) 0 No Recovery M -Moisture Logged by: JPL [I 3" OD Spill Spoon Sampler (D & M) I] Ring Sample ,j_ Water Level () Approved by: ~ Grab Sample IZ] Shelby Tube Sample!'. Water Level at time of drilling (ATD) 2 ~ w f-- ~ L 15 Associated E..1rth Sciences, Inc. Exnloration Log__ [&] w bd ~ IJf'J Project Number I Exploration Number l Sheet . KE090396A EB-4 2 of 2 Project Name Renton Memorial St~dium Ground Surface Elevation (ft) Location Renton WA Datum r..11A Driller/Equipment Geologic Drill/XL Date Start/Finish J J 15109 l 115/09 Hammer WeighVDrop 140#/30" Hole Diameter (in) g" g ~ ,; w w u-0 > a ;;; ID -0 =i~ ID !e Blows/Foot ID .c.c .c o_ o. E --' w >-~ ~ 0. s E ~~ s~ $ ..Q ~ ID T ~ <!Jen ,'l! CJ .c 0 en 0 6 DESCRIPTION () 10 20 30 40 S-10 Wet, bluish gray, silty fine SAND, interbedded with silt with fine sand 3 &5 2 -50 3 S-11 Wet, bluish gray, SILT, with fine to medium SAND beds and trace 3 ' organics 3 10 -55 7 S-12 Wet, bluish gray, fine to medium SAND, interbedded with silt, with trace 3 "'1 organics. 6 -60 White, very fine SAND at 59 1/2' (tephra) g S-13 Wet. bluish gray, silty fine to medium SAND, interbedded with silt. 6 ... , B r 65 Gravel in sampler tip B S-14 Wet. bluish gray, bedded GRAVEL, with sand 9 .i.34 15 -70 19 S-15 Wet, bluish gray, GRAVEL. 12 &34 17 -75 ---------------a,_ • ••• ---17 Bottom of exploration boring al 75 feet -80 -85 -90 Sampler Type (ST): [D 2" OD Split Spoon Sampler (SPT) D No Recovery M -Moisture Logged by: JPL I]] 3" 00 Split Spoon Sampler (0 & M) [] Ring Sample 'SJ_ Water Level (} Approved by: [ijj Grab Sample 0 Shelby Tube Sample!' Water Level at time of drilling (ATD) Fish and Wildlife Habitat and Standard Stream Study Report PREPARED FOR: Renton School District No. 403 7812 South 124th Street Seattle, WA 98178-4830 PROJECT: Renton Memorial Stadium Renton, Washington 210171.70 PREPARED BY: Theresa R. Dusek Natural Resources Ecologist Project Manager DATE: June 2010 Executive Summary This Fish and Wildlife Habitat and Standard Stream Study is based on the requirements of the Renton Municipal Code. Based on the information derived through site reconnaissance and readily available documents, the Cedar River is located adjacent to the west site boundary. Other than the Cedar River, priority habitats were not observed on or within 100 feet of the site. The ordinary high water mark (OHWM) of the Cedar River is located approximately 85 feet west of the project parcels at its nearest point. Below the OHWM of the river is a 5-to 10-foot wide area of Class 1, Riverine wetland. Work within 100 feet of the OHWM of the Cedar River includes planting of one Pacific Wax Myrtle (native to western Washington) and replacement of an existing fence. The Renton Memorial Stadium project proposes to retrofit the existing facility. The modification of the north viewing area is the only area where work is proposed in the 100-year floodplain !to the Cedar River, which is located approximately 250 feet west of the activity. The project area is within the 100-year floodplain, but outside of the riparian buffer zone (with the exception of planting four trees in an existing mowed grass area), as defined in Appendix 4, page 222 of the National Marine Fisheries Service Biological Opinion. Fish habitat function will not be directly or indirectly affected by the project, as work will occur in an area already altered and developed. Floodwater storage within the 100-year floodplain will not be lost according to the Coughlin Porter Lundeen Technical Information Report dated June 18, 2010. The project has been evaluated for indirect effects to the floodplain and will not require mitigation as (a) the project will not alter the volumes of stormwater reaching the river, and frequency, timing, and duration will not be altered from the existing conditions; (b) alterations to the bank of the Cedar River are not proposed; (c) the project is not located in an active channel migration zone based on King County maps; (d) the project will not interfere with the current natural exchange of flow between surface water, groundwater and the hyporheic zone; (e) wetlands are not proposed to be impacted; and (f) large woody debris will not be removed from the floodplain. Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 Table of Contents Section Page 1.0 Introduction ................................................................................................................... 1 2.0 Site Location and Project Description ............................................................................ 1 3.0 Document Review ........................................................................................................... 2 3.1 U.S. Fish and Wildlife Service National Wetland Inventory Map ...................................... 2 3.2 Soil Survey of King County Area, Washington ............................................................... 2 3.3 SalmonScape Stream Map ........................................................................................... 2 3.4 Renton Maps ............................................................................................................... 2 3.5 Floodplain Maps ........................................................................................................... 2 3.6 DNR and Fish and Wildlife Database Reviews ................................................................ 2 4.0 Site Reconnaissance ....................................................................................................... 3 4.1 Topography ................................................................................................................ 3 4.2 Fauna .......................................................................................................................... 3 4.3 Vegetation .................................................................................................................. 3 5.0 Cedar River and Associated Wetland ............................................................................. 3 6.0 Wetland and Fish and Wildlife Habitat Regulations ....................................................... 5 7.0 Conclusion ...................................................................................................................... 6 8.0 Closure ............................................................................................................................ 6 9.0 References ...................................................................................................................... 7 Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 Appendices Appendix A ESM Consulting Engineers Maps: Topo-01 to 05 Appendix B Bassetti Architects Site Plan and ESM Floodplain and Cross Section Maps Appendix C Shoreline Area Analysis Appendix D Wildlife Habitat Associations Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 1.0 INTRODUCTION AHBL, Inc. has completed this Fish and Wildlife Habitat and Standard Stream Study Report for the Renton Memorial Stadium parcels located at 406 Logan Avenue North, Renton, Washington (Appendix A). This report has been prepared to define the Cedar River buffer, and fish and wildlife habitat for alterations proposed on the site. 2.0 SITE LOCATION AND PROJECT DESCRIPTION The project is located at 406 Logan Avenue North, Renton, Washington, on Parcel Nos. 072305· 9053 (Stadium) and 072305-9085 (North Parking Lot) in the SE Quarter of Section 7, Township 23 N, Range OS E, W.M. (Appendix A). The existing site is approximately 14.45 acres. The total project work area is 3.51 acres. The existing use is a stadium and is to remain unchanged. Activities occurring onsite include football and soccer games, track and field meets, and similar events. Select landscaping, fencing, and utilities will be removed. Site improvements include plaza, landscaping, fencing, and utility upgrades. No improvements to the existing parking lots are planned. In the north portion of the site, the existing concession/restroom building and ticket booth (totaling approximately 857 square feet (SF)) will be demolished. The existing grandstands (approximately 4,596 SF, with a seating capacity of ±1,164) will receive enclosure, accessibility, and finish upgrades. There will be no increase in seating capacity. A new concession, restroom (approximately 2,250 SF), and field storage building will be constructed to the east. A new covered viewing area (approximately 2,800 SF) will be constructed to the west. After modernization, the increase in the area will be approximately 4,490 SF, from 8,175 to 12,665 SF. In the south portion of the site, the existing boiler building, ticket booth, and press box (totaling approximately 1,016 SF) will be demolished. The existing grandstands will receive a new press box and reconstruction of all spaces below the spectator seating. There will be no increase in seating capacity. Work will also include earthquake safety, exiting, energy, accessibility upgrades and new enclosure, mechanical and electrical systems. After modernization, the total building area will be reduced 786 SF, from 35,876 to 35,090 SF. In the west portion of the site, the existing fencing will be replaced. In the east portion of the site, the existing reader board and field storage building (approximately 825 SF) will be demolished. A new reader board will be constructed. Current uses of adjacent properties include the following: East: Existing Commercial, Parking, and Single-family Residential uses North: Parking and Renton Municipal Airport South: Renton Municipal Airport and Commercial West: Cedar River, Cedar River Trail, and Renton Municipal Airport Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 1 210171.70 mmm11 3.0 DOCUMENT REVIEW A review of readily available documents was conducted to characterize the site and surrounding area within 100 feet of the site. 3.1 U.S. Fish and Wildlife Service National Wetland Inventory Map The U.S. Fish and Wildlife Service National Wetland Inventory (NWI) Map of the Renton area does not identify wetlands on or within 100 feet of the site. It does show the Cedar River adjacent to the site. 3.2 Soil Survey of King County Area, Washington The Soil Survey of King County A!c'a, Washington, as depicted by the Web Soil Survey, was reviewed to determine the general nature of soils on the subject site. The site was determined to be mapped as urban soils. 3.3 SalmonScape Stream Map The Washington State Department of Fish and Wildlife SalmonScape Version 4 Map indicated that the Cedar River is located on the west boundary of the site. The Cedar River, located adjacent to the site, is listed as a low gradient, between O and 1 percent, large tributary in an unconfined channel that is a fish bearing stream. There are no documented fish blockage barriers between Lake Washington and the stream on the subject site. SalmonScape lists the portion of the creek adjacent to the site as containing Fall Chinook rearing habitat, Coho spawning habitat, documented presence of Sockeye salmon, documented presence of Bull Trout/Dolly Varden, and Winter Steelhead rearing habitat. Fall Chinook are federal Threatened species and state candidate species. Coho are a federal Species of Concern and a state candidate species. Bull Trout/Dolly Varden is a federal Threatened species and state Candidate species. Winter Steelhead is a federal Threatened species and state Candidate species. 3.4 Renton Maps The City of Renton Water Class Map identifies the Cedar River as a Class 1 Water. 3.5 Floodplain Maps According to Panel 53033C0977 F of the FEMA National Flood Insurance Program's Flood Insurance Rate Maps, a portion of the proposed project lies within a 100-year floodplain. The ESM Consulting Engineers Topo-02 Map dated March 23, 2010, shows the FEMA Flood Zones on the site. 3.6 Department of Natural Resources and Fish and Wildlife Database Reviews According to the Washington State Department of Natural Resources (DNR), Natural Heritage Information System website, updated July 21, 2009, no rare plants or high quality ecosystems are located in the specific township range and sections of the proposed project (Section 7, Township 23 North, Range OS East, W.M.). The Priority Habitat and Species Database information was not received prior to issuance of this report. Once the information is received, an update will be provided. other than the Cedar Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 2 mmm11 River, the riparian corridor and fish species that use the River priority habitats and species were not observed on or adjacent to the site. 4.0 SITE RECONNAISSANCE On June 22, 2010, Theresa Dusek visited the property to evaluate the site and surrounding area, and to evaluate (a) wildlife species typically associated with the vegetation cover types located on the site, and (b) a summary of proposed habitat alterations and impacts from grading, clearing of vegetation, habitat fragmentation, water quality alterations, or increases in human intrusion. The site visit included visual observation of the project site and, where possible, the surrounding area within 300 feet of the site for wetlands and fish and wildlife habitat areas. 4.1 Topography The topography of the project site and surrounding areas has been historically manipulated by historic construction of the Renton Memorial Stadium and associated facilities, construction of the berm (levee) between the site and the Cedar River, construction of an asphalt trail (Cedar River Trail), and local roads. Overall, the site is relatively flat with a 3-to 4-foot high berm between the site and the Cedar River (Appendix B). 4.2 Fauna Eastern grey squirrels (Sciurus carolinensis), canadian geese (Branta canadensisJ, mallards, marsh wrens (Cistothorus palustris), chickadees (Poecile atricapilla), nuthatch (Sitta canadensis), robin (Turdus migratorius), and osprey (Pandion haliaetus) were observed during the site visit. Abundant small fish, including salmonids, were observed along the edge of the Cedar River during the site visit. Threatened or endangered species were not identified on the site. Salmon species that are federally and state protected are located in the Cedar River located within 100 feet of the site. 4.3 Vegetation Vegetation on the site is dominated by mowed grass and landscape areas. Vegetation between the site and the Cedar River is dominated by mowed grass and landscape trees. A 5-to 20-foot wide area dominated by native vegetation, including willow, black cottonwood, red alder, and giant horsetail, is located along the Cedar River. Nonnative vegetation in the riparian area included Japanese knotweed, Himalayan blackberry, and reed canarygrass. Tr<ees and other vegetation on the site are not proposed to be impacted by the project. Maintenance of lawn areas and planting of trees is proposed as shown on the site plan in Appendix B. 5.0 CEDAR RIVER AND ASSOCIATED WETLAND The Cedar River flows in a northerly direction and the ordinary high water mark (OHWM) of the river is located approximately 85 feet west of the site. Two culverts discharge into the river from the site, including an 8-inch PVC pipe and a 12-inch concrete pipe (Appendix A). FEMA Flood Zones extend onto the northwest corner of the site, as depicted on the maps in Appendix A. The riverbed is comprised of a mixture of sand and gravel, and has a channel width of approximately 80 feet. During the site visit, water within the stream contained well-developed pools and riffles ranging from 1 foot to 8 feet deep. Large woody debris was trapped within the Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 3 mmm11 roots of trees along the edge of the channel. Abundant small fish, including salmonids, were observed during the site visit. Based on the use of the triple-parameter approach, defined within the Washington State Wetland Delineation Manual, wetland was identified below the OHWM of the Cedar River. The wetland and river OHWM are located, at the nearest point, approximately 85 feet west of the site. The wetland is a Riverine system dominated by willow, red alder, and black cottonwood trees for a width of 5 to 10 feet along the banks of the river near the site. Soils associate with the wetland are flood deposits composed of silt and sand at the surface, and gravelly sandy loam with redoximorphic features below the surface. Water in the wetland is controlled by the river. The function of the Cedar River and wetland buffer is based on the City of Renton Best Available Science Literature Review and Stream Buffer Recommendations prepared by A.C. Kindig & Company, dated February 2003. Class 1 stream buffers provide functions as defined in the following table. Cedar River Stream Riparian Buffer Functions near Renton Memorial Stadium Function Mechanism Water Quality Contaminants are removed by dispersed flow through the buffer; settling particulates and promoting infiltration/filtration of water. Nutrients are controlled by dispersed flow through the buffer and vegetation, through microbial action, and by cycling through plant and leaf litter. Fine sediment is removed by dispersed flow through the buffer; setting particulates and promoting infiltration/filtration of water. The berm between the site and river limit this to 11 low function. Food Leaves, vegetation litter, and terrestrial insects fall into the river as a food source for a food chain stretching from bacteria to algae to aquatic invertebrates to fish and other aquatic wildlife. The site is separated from the river by an asphalt trail and the berm, which limit this to a low function. Microclimate Riparian vegetation protects the river from climate changes caused from widespread development away from the stream, including soil and air temperature, humidity, and wind. The site is separated from the river by an asphalt trail and the berm, which limit this to a moderate function. Temperature and Shade Small scale shade keeps sun from water and soil, cooling stream and groundwater associated with the stream. The site is separated from the river by an asphalt trail and the berm, which limit this to a low function on the site and a moderate function on the river side of the berm. Human Access Limits human disturbance, lowering vegetation trampling leading to bare dirt banks. The Cedar River Trail limits this disturbance activity by providing a walking trail and access points. Rsh and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 4 mmm11 210171.70 Cedar River Stream Riparian Buffer Functions near Renton Memorial Stadium Function Mechanism Large Woody Debris Conifer's branches and trunks die and fall into the river creating habitat complexity, sorting of spawning gravel, trapping fine sediments, and creating substrate for algae/diatom growth. The area on the river side of the trail and berm has a moderate function, and the site side of the berm east of the trail has low functions. Channel Migration Natural meanders cut new channels and deliver spawning gravel and large woody debris to the river. The river is channelized through an urban area and has channel migration low function. Bank Stability Roots and vegetation prevent bank side erosion. This function is moderate to high along the banks of the river. Wildlife The buffer provides habitat for non-fish species. The existing condition of the buffer provides low to moderate functions for wildlife due to the trail, associated mowed grasses, and existing urban development. Table based on A.C. Kindig & Company and Cedarock Consultants, Inc., Best Available Science Literature Review and Stream Buffer Recommendations for the Citv of Renton. 6,0 WETLAND AND FISH AND WILDUFE HABITAT REGULATIONS Based on the information derived through site reconnaissance and readily available documents, the Cedar River is a shoreline in the city of Renton and a Class 1 Water in accordance with the Renton Municipal Code. The project is applying for a shoreline exemption for work occurring within 200 feet of the Cedar River. Work proposed in the 200-foot shoreline setback includes landscape maintenance of (a) 880 SF of lawn, (b) 2,725 SF of planting area, and (c) 50 SF of the concrete pedestrian plaza. In addition, 285.9 linear feet of fencing will be replaced. See Appendix C for the Shoreline Area Analysis Map. The river is documented as supporting Fall Chinook rearing habitat, Coho spawning habitat, Sockeye salmon, Bull Trout/Dolly Varden, and Winter Steel head rearing habitat. Fall Chinook are federal Threatened species and state candidate species. Coho are a federal Species of Concern and a state candidate species. Bull Trout/Dolly Varden is a federal Threatened species and state candidate species. Winter Steelhead is a federal Threatened species and state Candidate species. Other than the Cedar River, documented priority habitats were not observed on or within 100 feet of the site. The OHWM of the Cedar River is located approximately 85 feet west of the project parcels at its nearest point. Below the OHWM of the river is a 5-to 10-foot wide area of Class 1, Riverine wetland. Work within 100 feet of the OHWM of the Cedar River includes planting of one pacific wax myrtle tree and replacement of an existing fence. The project does not propose to impact the Cedar River, its associated wetland, or the 100-foot, code-required wetland and stream buffer. The Renton Memorial Stadium project proposes to retrofit the existing facility, with modification of the north viewing area being the only area where work is proposed in the 100-year floodplain to the Cedar River, which is located approximately 250 feet west of the activity (see Appendices Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 5 mmm11 A and B). The project area is within the 100-year floodplain, but outside of the riparian buffer zone (with the exception of planting four trees in an existing mowed grass area), as defined in Appendix 4, page 222 of the National Marine Fisheries Service Biological Opinion. Fish habitat function will not be directly or indirectly affected by the project, as work will occur in an area already altered and developed. Floodwater storage within the 100-year floodplain will not be lost according to the Coughlin Porter Lundeen Technical Information Report dated June 18, 2010. The project has been evaluated for indirect effects to the floodplain and will not require mitigation as (a) the project will not alter the volumes of stormwater reaching the river, and frequency, timing, and duration will not be altered from the existing conditions; (b) alterations to the bank of the Cedar River are not proposed; (c) the project is not located in an active channel migration zone based on King County maps; (d) the project will not interfere with the current natural exchange of flow between surface water, groundwater, and the hyporheic zone; (e) wetlands are not proposed to be impacted; and (f) large woody debris will not be removed from the floodplain. 7.0 CONCLUSION The project, as designed, does not propose to directly or indirectly impact the Cedar River, associated wetlands and buffers, or documented priority species or habitats, including salmon populations. Floodwater storage within the 100-year floodplain will not be lost according to the Coughlin Porter Lundeen Technical Infonmation Report dated June 18, 2010. 8,0 CLOSURE The findings and conclusions documented in this report have been prepared for specific application to this site. They have been developed in a manner consistent with that level of care and skill normally exercised by members of the environmental science profession currently practicing under similar conditions in the area. Our work was also performed in accordance with the terms and conditions set forth in our proposal. The conclusions and recommendations presented in this report are professional opinions based on an interpretation of information currently available to us, and are made within the operation scope, budget, and schedule of this project. No warranty, expressed or implied, is made. In addition, changes in government codes, regulations, or laws may occur. Because of such changes, our observations and conclusions applicable to this site may need to be revised wholly or in part. AHBL, Inc. ~Rl)~ Theresa R. Dusek Natural Resources Ecologist Project Manager TRD/lsk June 2010 Q :\2010\210171\WORDPROC\Reports\20100624 _Rpt_{Habitat_&_Stream )_ 210 171. 70. docx Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 6 mmm11 9,0 REFERENCES Bassetti Architects. 2010. Renton Memorial Stadium Renovation Site Plan. Seattle, Washington. April 5. Cooke, S. S. 1996. Wetland and Buffer Functions Semi-Quantitative Assessment Methodology, Draft User's Manual. Cooke Scientific Services. Seattle, Washington. Coughlin Porter Lundeen. 2010. Technical Information Report. Seattle, Washington. Cowardin, L.M., V. carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service Publication FSW/OSB-79/31. Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual. Technical Report Y-87-1, U.S. Army Waterways Experiment Station. Vicksburg, Mississippi. ESM Consulting Engineers, 2010. Renton Memorial Stadium Topo-01 through -05. Federal Way, Washington. March 23. FEMA. 2010. Floodplain Habitat Assessment and Mitigation Regional Guidance. Region 10. Hitchcock, C. and Cronquist, Arthur. 1973. Flora of the Pacific Northwest. University of Washington Press. Seattle, Washington. Hruby, T. 2004. Washington State Wetland Rating System for Western Washington-Revised. Washington State Department of Ecology Publication # 04-06-025. National Marine Fisheries Service. 2008. Endangered Species Act -Section 7 Consultation Final Biological Opinion and Magnuson-Stevens Fishery Conservation and Management Act Essential Fish Habitat Consultation. NMFS Tracking No.: 2006-00472. Reppert, R.T., W. Sigles, E. Stakhiv, L. Messman, and C. Meyers. 1979. Wetlands Values: Concepts and Methods for Wetlands Evaluation. Inst. for Water Resources, U.S. Army Corps of Engineers, Fort Belvoir, VA. Res. rpt. 79-RL United States Department of Agriculture, NRCS. 2006. Keys to Soil Taxonomy. Tenth Edition. Soil Survey Staff. United States Department of Agriculture, NRCS. 2009. Websoilsurvey. nrcs. usda .gov/ app/websoilsurvey .aspx. United States Department of Agriculture, Natural Resources Conservation Service (NRCS). 1995. Hydric Soils of Washington. 19 pp. United States Department of Interior, U.S. Fish and Wildlife Service (USFWS). 1997. National List of Vascular Plant Species that Occur in Wetlands: 1996 National Summary. A draft revision of: Reed, P.B., Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest (Region 9). U.S. Fish and Wildlife Service Biological Report 88 (26.9). Washington, D.C. Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 7 mmm11 United States Fish and Wildlife Service. 2010. National Wetland Inventory: www.fws.gov/nwi/wetlandsdata/googleearth.htm. Vepraskas, M.J. 1999. Redoximorphic Features for Identifying Aquic Conditions. Technical Bulletin 301. North Carolina Agricultural Research Service. North Carolina State University. Raleigh, North Carolina. Washington State Department of Ecology. 1997. Washington State Wetland Identification and Delineation Manual. Washington State Department of Ecology, Publication No. 96-94. Washington State Department of Fish and Wildlife. 2010. Salmonscape Maps. Fortress.wa.gov/dfw/gispublic/apps/salmonscape/default.htm. Washington State Department of Fish and Wildlife. 2008. Priority Habitats and Species List. Olympia, Washington. Washington State Department of Natural Resources. 2009. Washington Natural Heritage Information, Sections that Contain Natural Heritage Features. July 21. http://www.dnr.wa.gov/Publications/amp_nh_trs.pdf. Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 8 mmm11 Appendix A ESM Consulting Engineers Maps: Topo-01 to OS Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 . ' a '1 -~ \ ii· , ~ ~ • ...w • -"~~I ,-.,.,,,,.t<u., I ""'°AA 0,1qn~ NOIDNIHSV#. -·" Dul,JNUl&u,ii 1 ... 10 ffi=!:E WOO'IJ'°'l~WSll'M/1,1#, 101 {I) I e 1om.~"'.-~~ :i11 iulihllbN!I iNllihiNOO lib I I ~ 2 --ee~~--.....,ea-, ' ~ ! • ·, ip! ,.!,, !!'"-~~ I ". Id ( ~; I.ill .,r-oo~ l -~-IO.ID " il;c nol·'""&tilli l.oo.a,.,a,· E,l• 1 "!~ [!~ ,!nm: , .o!.ro,10 N g ~ '" ("'3) .n-11H! J ,.,,11,:1.10 " --,-- ., /.JA!IOS IJMJN008 V11n1av.1s 1v11::::10V113VII NO.LN31::::l _/ / ' / .L::lltl.LSIQ lOOH::>S NO.LN3tl / / / / / ,( :::!&i ,( ' I-C ~lL....,/'--~~~~~~~~~~~~--------' / HOOOl:I ~O All::> ! ' p ' g j n / .I/ II ~ i § ! 0 ' ! 6"' ' . 5 I ' a. 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' ' ! g ~ ~ : B ~~~Ii~ ' ' ' ' >< / AppendixB Bassetti Architects Site Plan and ESM Floodplain and Cross Section Maps Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 RENTON MEMORIAL STADIUM Site Plan April 12, 2010 LEGEND 0 ELECTRONIC MESSAGE BOARO G SOUTH I HOME SECURE PARKING e SOUTH I HOME TICKET BOOTH 0 SOUTH/ HOME ARRIVAL PLAZA e SOUTH I HOME TOILETS 0 SOUTH/ HOME CONCESSIONS G MAIN OFFICE/ SECURITY 0 SOUTH I HOME STORAGE 0 LOCKER ROOMS 0 SOUTH I HOME GRANDSTAND (ABOVE) CD WALKWAY G LANDSCAPE SCREENING G ORNAMENTAL FENCING G) FLAGPOLE & LONG JUMP VIEWING AREA G DETENTION POND G FIELD STORAGE G NORTH I VISITORTOILETS G) NORTH/ VISITOR CONCESSIONS G) NORTH /VISITOR TICKET BOOTH Ci) NORTH /VISITOR ARRIVAL PLAZA • NORTH/VISITOR GRANDSTAND e NORTH VIEWING AREA EBNOATH 0 20· 40' ,o· ~ bassetti/ i.,~~ arc/Ji/eels ~ff~ D!,Qil The only work taking place within the flood zone is the demolition of an existing bathroom building. The bathroom will be replaced with a flat viewing area. No flood storage will be lost. The removal of the bathroom will only increase the available flood storage. COUGHUNPORTEP.i.UNDEEN _,.,,.,.....__ ______ ', Base Flood Zone (Digitized from F.LRM.Map# 53033C0977 F Map revised May 161995) FIGURE 5 -FLOODPLAJN/FLOODWAY FEMA MAP Ordinary High Water Mark ~ I Renton Memorial Stadium King County W.,.lunr,ton t;i, C. \£S>-,'CBS\24~\0C :\Cla'S\o•·, H;\SR-01.a"'; P:cttoO. ~/2J/,:o,o ,o ,o ,~ Plol:oO ,, ·•'' "'"" rn m 0 -I 0 0 + ... 0 0 0 + "' 0 6-z<o I)>+ l:i> ~ 2 + 0 0 "' 0 ORDINARY HIGH WATER APPROXIMATE LOCATION) OF CONCRETE PATH I PROPERTY LINE [ ' I I I I I I I I I 8' CHAIN LINK FENCE] 7 I 200 SHORELINE SETBACK] J "' 0 :~ q "' u, u "' 0 199¢1 CONSULTING ENGINEERS LLC ~=:e~a~:~~s::.:ii~~~Su"o2·.o I ID I @} I 'fl I www.e5r'lc:vil.:::om ce.; E<-•'"'"'"O Pub1;0 Wo<'8 l,.ond Sun-e,mo P,ojoe\ ~ono,,,omoal ="'' !~::;::::~ '·""'""" :,.,.,,.,,_,..,, lood Plonn;n• l<,odosoo• hch,t•otu·, RENTON SCHOOL DISTRICT RENTON MEMORIAL STADIUM SHOREUN E PROFILE AppendixC Shoreline Area Analysis Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 \ \ \ \ ~-------- \ \ \ \ \ I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 0 \ \ \ \ \ \ \ \ \ LANDSCAPE MAINTENANCE LAWN PLANTED AREA CONCRETE PEDESTRIAN PLAZA REPLACEMENT FENCING 6'-0" SECURITY FENCING 8'-0" ORNAMENTAL FENCING WITH PIERS 117.0' FENCING 880 SF LAWN___.,, 2,725 SF PLANTED AREA--..-.::::::__ 650 SF CONCRETE--- PEDESTRIAN PLA2A 4,255 SF TOTAL AREA WITHIN PROJECT SCOPE AND WITHIN 200' OFFSET FROM RIVER 208.3 LF 6'-0" SECURITY __..-1 , IV,, FENCING ...---, l'.1 ~ QUANT. I UNIT I 77.6 LF 8'-0" ORNAMENTAL FENCING WITH PIERS -(!) z 880 Square Feet --------1:5. z 2,725 Square Feet ~ ~ 650 Square Feet ___: "' mll __ __, ' EB KEY PLAN SCALE: 1 "=800' ENLARGED AREA SCOPE OF WORK 200' OFFSET FROM RIVER 200' OFFSET FROM ORDINARY HIGH WATER (OHW) MARK OF CEDAR RIVER t PR<i>JEQT AREA BOU~DARY EA ~ j ' ~ """'"""'""'"' : STADIUM RENOVATION 208.3 I Unea,Feet I ~-4~' FEN~~ SHORELINE AREAA:AL ~S!S 776 I UneacFeet I ---------t"' SCALE.1 20 EB . ~ -- AppendixD Wildlife Habitat Associations Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Amphibians . · .. Tiger Salamander Ambystoma tigrinum Northwestern Salamander Ambystoma gradle Long-toed Salamander Ambystoma macrodactylum Cope's Giant Salamander Dicamptodon copei Pacific Giant Salamander Dicamptodon tenebrosus Olympic Torrent Salamander Rhyacotriton o/ympicus Columbia Torrent Salamander Rhyacotriton kezeri cascade Torrent Salamander Rhyacotriton cascadae Rough-Skinned Newt Taricha granu/osa Dunn's Salamander Plethodon dunni Larch Mountain Salamander Plethodon /arselli Van Dyke's Salamander Plethodon vandykei Western Red-Backed Salamander Plethodon vehiculum Ensatina Ensatina eschscholtzii Tailed Frog Ascaphus truei Great Basin Spadefoot Scaphiopus intermontanus Western Toad Bufoboreas Woodhouse's Toad Bufo woodhousii Pacific Chorus (Tree) Frog Pseudacris regilla Red-Legged Frog Rana aurora Cascades Frog Rana cascadae Oregon Spotted Frog Rana pretiosa Columbia Spotted Frog Rana /uteiventris Bullfrog Rana catesbeiana Reptiles· . Snapping Turtle Chelydra serpentina Painted Turtle Chrysemys picta Western Pond Turtle Oemmys marmorata Red-Eared Slider Turtle Trachemys scripta Northern Alligator Lizard Elgaria coerulea Southern Alligator Lizard Elgaria multicarinata Sagebrush Lizard Sceloporus graciosus Western Fence Lizard Sce/oporus occidentalis Western Skink Eumeces skiltonianus Rubber Boa Charina bottae Racer Coluber constrictor Sharptail Snake Contia tenuis Ringneck Snake Diadophis punctatus califomia Mountain Kingsnake Lampropeltis zonata Gopher Snake Pituophis catenifer Western Terrestrial Garter Snake Thamnophis e/egans Northwestern Garter Snake Thamnophis ordinoides Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian . .. CA/B GA/F GNF CA/B P/F CA/B GA/6 CA/B GNB CA/B GNF CA/B GNF P/F CA/B GNF CA/B GNF CA/B GNF CA/B GNF CA/B P/F CA/B GNB P/B GNB GNB GNB GNB GNB P/F GNB GNB P/6 GNB GA/F CA/B CA/B GNB GNF CA/B P/F CA/B CA/B GNF GNB CA/B GNB CA/B CA/F CA/B P/F CA/B GNF GA/B GNB GNF CA/B CA/B CA/B GNF CA/B GNF CA/B CA/F GA/B CA/F GNB CA/F CA/B CA/F GNR GNB GNB GNB GNB P/B P/B P/B GNB GA/B GA/6 GNB P/6 GA/B GNB GNB GNB GA/B GNB GNB GNB P/B P/6 P/6 P/6 P/6 GNB GNB GNB GA/B GNB GNB mmm11 Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Common Garter Snake Thamnophis sirtalis Western Rattlesnake Crotalus viridis . Mammals Virginia Opossum Dide/phis virginiana Masked Shrew Sorex cinereus Preble's Shrew Sorex preb/ei Vagrant Shrew Sorex vagrans Montane Shrew Sorex montico/us Water Shrew Sorex palustris Pacific Water Shrew Sorex bendirii Trowbridge's Shrew Sorex trowbridgii Merriam's Shrew Sorex merriami Pygmy Shrew Sorexhoyi Shrew-Mole Neurotrichus gibbsii Townsend's Mole Scapanus townsendii Coast Mole Scapanus orarius cauromia Myotis Myotis ca!ifomicus Western Small-Footed Myotis Myotis ci/io/abrum Yuma Myotis Myotis yumanensis Little Brown Myotis Myotis !ucifugus Long-Legged Myotis Myotis vo/ans Fringed Myotis Myotis thys,modes Keen's Myotis Myotis keenii Long-Eared Myotis Myotis evotis Silver-Haired Bat Lasionyderis nodivagans Western Pipistrelle Pipistre//us hesperus Big Brown Bat Eptesicus fuSClls Hoary Bat Lasiurus dnereus Spotted Bat Euderma macuiatum Townsend's Big-Eared Bat Corynorhinus townsendii Pallid Bat Antrozous pa//idus Eastern Cottontail Sy!vi!agus lloridanus Nuttall's (Mountain) Cottontail Sylvi/agus nuttil//ii European Rabbit Orycto!agus cuniculus Snowshoe Hare Lepus americanus Mountain Beaver Aplodontia rufa Least Chipmunk Tamias minimus Yellow-Pine Chipmunk Tamias amoenus Townsend's Chipmunk Tamias townsendii Red-Tailed Chipmunk Tamias rullcaudus Yellow-Bellied Marmot Marmota naviventris Columbian Ground Squirrel Spermophi/us columbianus California Ground Squirrel Spermophilus beecheyi Golden-mantled Ground Squirrel Spermophilus lateralis Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT lYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/B CA/B GNB CA/B GNB GNB . GNB CA/B GNB GNB P/B P/B GNB GNB P/B P/B GA/B P/B GNB CA/B GNB GNB CA/B CA/B GNB GNB CA/B GNB GNB GNB GNB GNB GNB GNB CA/B GNB GNB CA/B GA/B P/B GNB GNF P/B CA/F GNB CA/B GNF GNB GNB GNF P/B GNB GNB GNF P/B GNB CA/B GNF GA/B GNB GNF GNB GNB CA/B GNF P/F GNF P/F CA/B GNF CA/B GNB GNF GNF GA/F GNB GA/F GNB GNF P/B GNF CA/F P/B GNF GA/B P/B P/B GNB GNB GNB CA/B P/B GNB GNB CA/B GNB GNB GNB GNB P/B GA/B P/B GNB mmm11 Wildlife observed during the lune 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name cascade Golden-Mantled Ground Squirrel Spermophilus saturatus Eastern Gray Squirrel Sciurus carolinensis Eastern Fox Squirrel Sciurus niger Western Gray Squirrel Sciurus griseus Red Squirrel Tamiasdurus hudsonicus Douglas' Squirrel Tamiasdurus douglasii Northern Flying Squirrel G/aucomys sabrinus Northern Pocket Gopher Thomomys ta/pokies Western Pocket Gopher Thomomys mazama American Beaver castor canadensis Western Harvest Mouse Reithrodontomys mega!otis Deer Mouse Peromyscus manicu/atus Columbian Mouse Peromyscus keeni Bushy-Tailed Wocdrat Neotoma cinerea Southern Red-Backed Vole Clethrionomys gapperi Heather Vole Phenacomys intermedius Meadow Vole Microtus pennsy!vanicus Montane Vole Microtus montanus Gray-tailed Vole Microtus canicaudus Townsend's Vole Microtus townsendii Long-Tailed Vole Microtus /ongicaudus Creeping Vole Microtus oregoni Water Vole Microtus richardsoni Sagebrush Vole Lemmiscus cuttatus Muskrat Ondatra zibethicus Black Rat Rattus rattus Norway Rat Rattus norvegicus House Mouse Mus muscu/us Western Jumping Mouse Zapus princeps Pacific Jumping Mouse Zapus trinotatus Common Porcupine Erethizon dorsatum Nutria Myocastor coypus Coyote canis latrans Gray Wolf canis/upus Red Fox Vu!pes vulpes Black Bear UrsUs americanus Grizzly Bear Ursus arctos Raccoon Procyon !otor American Marten Martes americana Fisher Martes pennanti Ermine Mustela erminea Long-Tailed Weasel Mustela frenata Mink Mustela vison Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/B CA/B CA/B P/B GA/B P/B CA/B GA/B CA/B P/B GA/B GA/B CA/B GA/B GA/F CA/B P/F CA/B CA/B CA/B CA/B CA/B CA/B CA/B CA/B GA/B GA/B P/B CA/B CA/B P/B GA/B CA/B GA/B GA/B CA/B CA/B GA/B GA/B P/B CA/B P/B CA/B CA/B CA/B CA/B GA/B GA/B GA/B CA/B CA/B P/F P/B GA/B CA/B P/F CA/B GA/B GA/F GA/B GA/B GA/B P/B GA/B GA/B GA/B GA/F GA/F GA/B P/F GA/B CA/F CA/B CA/B GA/B P/B CA/B CA/B GA/B GA/B GA/B GA/F GA/B GA/B GA/F CA/F P/F CA/B mmmm Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Wolverine Gu!ogu!o American Badger Taxidea taxus Western Spotted Skunk Spilogale graci/is Striped Skunk Mephitis mephitis Northern River Otter Lutra canadensis Mountain Lion Puma conco!or Bobcat Lynxrufus Feral Horse Equus cabal/us Feral Pig Susscrofa Roosevelt Elk Cervus elaphus roosevelti Rocky Mountain Elk Cervus elaphus nelsoni Odocoi/eus hemionus Black-Tailed Deer columbianus Odocoileus hemionus Mule Deer hemionus Odocolleus virglnianus Columbian White-Tailed Deer leucurus Moose Alces alces Mountain caribou Rang/fer tarandus Birds . . .. Common Loon Gaviaimmer Pied-Billed Grebe Podilymbus podiceps Horned Grebe Podiceps auritus Red-Necked Grebe Podiceps grisegena Eared Grebe Podiceps nigrico/lis Western Grebe Aechmophorus occidentalis Clark's Grebe Aechmophorus c/arkii American White Pelican Pelecanus erythrorhynchos Double-Crested Cormorant Pha/acrocorax auritus American Bittern Botaurus lentiginosus Great Blue Heron Ardea herodias Great Egret Ardeaalba Snowy Egret Egretta thula Cattle Egret Bubulrus ibis Green Heron Butorides virescens Black-crowned Night-Heron Nycticorax nycticorax White-faced Ibis Plegadis chihi Turkey Vulture cathartes aura Greater White-Fronted Goose Anser albifrons Snow Goose Chen Ccaeru/escens Ross's Goose Chen rossii Canada Goose Branta canadensis Mute Swan Cygnusolor Trumpeter Swan cygnus buccinator Tundra Swan cygnus columbianus Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/F GA/B P/B GA/B GA/B P/B GA/B CA/B CA/B GA/B GA/F P/F GA/B GA/F GA/B GA/B P/F GA/B GA/B GA/F P/B GA/B GA/B GA/F P/B GA/B GA/B GA/F GA/B GA/B GA/F GA/B GA/B GA/F GA/B GA/B GA/F P/F GA/F . . CA/B GA/B CA/B CA/B CA/B CA/B CA/B GA/F GA/R P/B CA/B GA/R CA/F GA/B CA/B P/R CA/F P/F GA/B CA/F GA/B CA/F CA/F CA/B CA/F GA/F CA/B GA/B GA/F P/B GA/B CA/F CA/F CA/F CA/B P/B CA/B GA/B CA/B CA/F mmm11 Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Wood Duck Aixsponsa Gadwall Anas strepera American Wigeon Anas americana American Black Duck Anas rubripes Mallard Anas p/atyrhynchos Blue-Winged Teal Anas discors Cinnamon Teal Anas cyanoptera Northern Shoveler Anas clypeata Northern Pintail Anasacuta Green-Winged Teal Anascrecca Canvasback Aythya valisineria Redhead Aythya americana Ring-Necked Duck Aythya collaris Harlequin Duck Histrionicus histrionicus Bufflehead Bucephala albeola Hooded Merganser lophodytes cucullatus Ruddy Duck Oxyura jamaicensis Osprey (flying overhead) Pandion ha/iaetus White-Tailed Kite Elanus teucurus Bald Eagle (flying overhead) Haliaeetus /eucocepha/us Northern Harrier Circus cyaneus Sharp-Shinned Hawk Accipiter striatus Cooper's Hawk Accipiter cooperii Northern Goshawk Accipiter gentilis Red-Shouldered Hawk Buteo lineatus Red-Tailed Hawk Buteo jamaicensis Rough-Legged Hawk Buteo lagopus Golden Eagle Aquila chrysaetos American Kestrel Falco spatYerius Merlin Falco columbarius Gyrfalcon Falco rusticolus Peregrine Falcon Falco peregrinus Ring-Necked Pheasant Phasianus co/chicus Ruffed Grouse Bonasa umbel/us Blue Grouse Dendragilpus obscurus Wild Turkey Meleagris gal/opavo Mountain Quail Oreortyx pictus California Quail cal/ipepla califomica American Coot Fulica ameriama Sandhill Crane Grus canadensis Killdeer Charadrius vociferus Willet catoptrophorus semipalmatus Spotted Sandpiper Aditis macularia Upland Sandpiper Bartramia longicauda Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian P/F CA/B CA/B CA/B GA/B CA/B CA/B GA/B CA/B CA/B CA/B CA/B CA/B CA/B CA/B CA/B CA/B GA/B CA/B CA/B GA/B GA/B CA/B GA/R GA/F P/R GA/R GA/F GA/B GA/B GA/B P/B GA/B GA/F P/B GA/B GA/F GA/B GA/B GA/B GA/F GA/B GA/B GA/F GA/B GA/F P/F GA/F P/F P/F P/B P/F GA/B GA/F GA/B P/F GA/F P/F GA/F GA/F GA/B P/F GA/F GA/B CA/B CA/B GA/B GA/B GA/B P/B GA/B GA/B CA/B GA/B CA/B GA/B GA/B GA/F CA/B GA/8 GA/8 mmm11 Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Western Sandpiper catidris mauri Least Sandpiper ca/idris minutilla Baird's Sandpiper ca/idris bairdii Pectoral Sandpiper ca/idris melanotos Dunlin catidn's alpina Ruff Philomachus pugnax Heermann's Gull Larus heermanni Mew Gull Larus Canus Ring-Billed Gull Larus de/awarensis California Gull Larus califomicus Herring Gull larus argentatus Western Gull Larus occidentalis Glaucous-Winged Gull Larus g/aucescens Glaucous Gull Larus hyperboreus Common Tern Stema hirundo Forster's Tern Stema forsteri Black Tern Chlidonias niger Marbled Murrelet Brachyramphus marmoratus Rock Dove Columba livia Band-Tailed Pigeon Columba fasciata Mourning Dove Zenaida macroura Barn Owl Tyto alba Western Screech-Owl Otus kennicottii Great Horned Owl Bubo virginianus Snowy Owl Nyctea scandiaca Northern Pygmy-owl Glaucidium gnoma Spotted OWi Strix occidentalis Barred Owl Strix varia Great Gray OWi Strix nebulosa Long-Eared Owl Asiootus Short-Eared OWi Asio llammeus Common Nighthawk Chordeiles minor Common Poorwill Phalaenoptilus nutta/lii Black Swift Cypse/oides niger Vaux's Swift Chaetura vauxi White-Throated Swift Aeronautes saxatalis Black-Chinned Hummingbird Archilochus a/exandri Anna's Hummingbird Calypte anna Calliope Hummingbird Stellu/a calliope Rufous Hummingbird Se/asphorus rufus Allen's Hummingbird Selasphorus sasin Belted Kingfisher Ceryle alcyon Lewis's Woodpecker Melanerpes lewis Acorn Woodpecker Melanerpes formicivorus Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian CA/F CA/F CA/F CA/F CA/F GNF GNF GNF GNF GNF GNF GNF GNF GNF GNB GNF GNB GNF GNB GNF CA/F CA/F CA/B CA/R P/F CA/B P/F CA/B GNB GNB GNB GNB GNF GNB P/F GNB GNB P/F CA/B P/F CA/B CA/B P/B P/B P/B GNF GNF GNB GNF GNB GNB P/F GNF P/F GNB GNB GNB GNF GNB GNB GNF GNF CA/B GNB GNB GA/B P/F GNB GNB GNB GNB GNB GNF GNB GNB mmm11 Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Williamscn's Sapsucker Sphyrapicus thyroideus Red-breasted Sapsucker Sphyrapicus ruber Downy Woodpecker Picoides pubescens Hairy Woodpecker Picoides villosus White-Headed Woodpecker Picoides albok1rvatus Northern Flicker Colaptes auratus Pileated Woodpecker Dryocopus pileatus Olive-Sided Flycatcher Contopus cooperi Western Wood-pewee Contopus sordidulus Willow Flycatcher Empidonax trail/ii Hammond's Flycatcher Empidonax hammondii Black Phoebe Sayomis nigricans Say's Phoebe Sayomis saya Ash-Throated Flycatcher Myiarchus cinerascens Western Kingbird Tyrannus verticalis Eastern Kingbird Tyrannus tyrannus Yellow-Throated Vireo Vireo navifrons Cassin's Vireo Vireo cassinii Hutton's Vireo Vireo huttoni Warbling Vireo Vireo gilvus Red-eyed Vireo Vireo olivaceus Gray Jay Perisoreus canadensis Steller's Jay Cyanocitta stel/eri Blue Jay Cyanocitta cristata Western Scrub-Jay Aphe/ocoma califomica Pinyon Jay Gymnorhinus cyanocephalus Black-Billed Magpie Pica hudsonia American Crow Corvus brachyrhynchos Northwestern Crow Co,vus caurinus Common Raven Corvus corax Sky Lark Alauda arvensis Horned Lark Eremophila a/pestris Purple Martin Progne subis Tree Swallow Tachyclneta bico/or \£iolet-Green Swallow Ti!chydneta thalassina Northern Rough-Winged Swallow Stelgidopteryx serripennis Bank Swallow Ripilriil ripi!ria Cliff Swallow Petrochelidon pyrrhonota Barn Swallow Hirundo rostica Black-Capped Chickadee Poecile atricapilla Chestnut-Backed Chickadee Poecile rufescens Bushtit Psaltriparus minimus Red-Breasted Nuthatch Sitta canadensis White-Breasted Nuthatch Sitta carolinensis Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GA/B GA/B GA/B CA/F GA/B GA/B GA/F P/B GA/B GA/B GA/F GA/B GA/F CA/B GA/B GA/F GA/B GA/B GA/B GA/B GA/B P/F GA/B GA/B GA/B GA/B GA/F GA/B GA/B GA/F GA/B GA/B GA/B P/B GA/B P/B P/B GA/B GA/B GA/B GA/F GA/B P/B GA/B GA/B GA/B GA/B P/F GA/B GA/F GA/B GA/B GA/F GA/B P/F GA/B GA/F P/B GA/B GA/B GA/F GA/B GA/F P/B CA/F GA/B GA/B GA/F GA/B GA/F CA/F P/B GA/F P/B GA/F GA/B GA/F GA/B GA/F GA/B CA/F GA/B GA/F GA{B Pff GA{B GA{F GA/B GA/B GA/B GA/B GA/F GA{B GA{B GA/B mmm11 Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES Common Name Scientific Name Pygmy Nuthatch Sitta pygmaea Brown Creeper Certhia americana Bewick's Wren Thryomanes bewickii House Wren Troglodytes aedon Winter Wren Troglodytes troglodytes Marsh Wren Cistothorus pa/ustris Golden-Crowned Kinglet Regulus satrapa Ruby-Crowned Kinglet Regulus calendula Townsend's Solitaire Myadestes townsendi Swainson's Thrush Catharus ustulatus Hermit Thrush Catharus guttatus American Robin Turtlus migratorius Gray catbird Dumetel/a carolinensis Northern Mockingbird Mimus po/yglottos European Starling Stumus vulgaris Bohemian Waxwing Bombycil/a garrulus Orange-Crowned Warbler Vermivora celata Nashville Warbler Vermivora ruficapilla Yellow Warbler Dendroica petech/a Black-Throated Blue Warbler Dendroica caerulescens Yellow-Rumped Warbler Dendroica coronata Townsend's Warbler Dendroica townsendi Wilson's Warbler Wilson/a pusilla Western Tanager Piranga ludoviciana Spotted Towhee Pip110 macu/atus American Tree Sparrow Spize//a arborea Chipping Sparrow Spize//a passerina Clay-Colored Sparrow Spizella pa/Iida Song Sparrow Melospiza melodia Lincoln's Sparrow Melospiza lincolnii Swamp Sparrow Melospiza georgiana White-Throated Sparrow Zonotrichia albicollis White-Crowned Sparrow Zonotrich/a /eucophrys Golden-Crowned Sparrow Zonotrichia atricap,7/a Dark-Eyed Junco Junco hyema/is Lazuli Bunting Passerina amoena Red-Winged Blackbird Agelaius phoeniceus Western Meadowlark Stumel/a neglecta Xanthocephalus Yellow-Headed Blackbird xanthocephalus Great-Tailed Grackle Quiscalus mexicanus Brown-Headed Cowbird Molothrus ater Purple Finch Carpodacus purpureus Cassin's Finch Carpodacus cassinii Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 ASSOCIATION WITH HABITAT TYPE Upland Urban Forest, Shrub Wetland Environment Riparian GNB GNB P/F GNB GNF GNB GNB CA/B GNB CA/B GA/B P/F GNB GNF GNB P/F GNB GNB GA/B GA/F GA/B P/F P/B GNF GNB P/F GNF GNB GA/B P/B P/8 GNB GNF CA/B CA/B GNB GNF GNF GNF P/B P/B GNB GNB P/B CA/B P/B CA/F GNB GNB GNB GNB GA/B CA/B CA/F P/F CA/B GNF CA/F GNB GNF mmm11 ~ . ' .. Wildlife observed during the June 22, 2010 site visit on and adjacent to the site are highlighted below WILDLIFE SPECIES ASSOCIATION WITH HABITAT TYPE Upland Urban Common Name Scientific Name Forest, Shrub Wetland Environment Riparian House Finch Carpodacus mexicanus GNB GNF Red Crossbill Loxia ct11Virostra GA/B White-Winged Crossbill Loxia /eucoptera P/F Pine Siskin Carduelis pinus GNB GNF Lesser Goldfinch Cardue!is psa!tria P/F American Goldfinch Carduelis tristis GNB GNF Evening Grosbeak Coccothraustes vespertinus GNB GNF House Sparrow Passer domestkus GA/F GNF Adapted from the CD Matrix provided in Johnson, D.H. and T.A. O'Neil. 2001. Wildlife-Habitat Relationships in Oregon and Washington. Oregon State University Press. Corvallis. Definitions: CA -Closely Associated -A species is widely known to depend on a habitat for part of or all its life history requirements. A species exhibits a high degree of adaptability and may be supported by a number of habitats. GA p B F R 0 -Generally Associated - -Present -A species demonstrates occasional use of a habitat. -Breeds and feeds. -Feeds only. -Reproduces only. -Other, such as roosting, resting, hibernating, or cover. Fish and Wildlife Habitat and Standard Stream Study Report Renton Memorial Stadium 210171.70 mmm11 ENGINEERING REPORT Technical Infonnation Report Renton Memorial Stadium June 18, 2010 City of Renton Planning Division PREPARED FOR: Renton School District 300 SW 7th Street Renton, WA 98057 ( 425) 204-2300 PREPARED THROUGH: Bassetti Architects 71 Columbia Atreet, Suite 500 Seattle, WA 98104 Phone: (206) 340-9500 Contact: Colbi Cannon PREPARED BY: COUGHLINPORTERLUNDEEN 413 Pine Street, Suite 300 Seattle, Washington 98101 P: 206 / 343-0460 Contact: Sean Robertson, P_E_ -------------------------------------- Section TECHNICAL INFORMATION REPORT AND HYDROLOGIC ANALYSIS Renton Memorial Stadium Coughlin Porter Lundeen Project No. C090065-05 June 18, 2010 TABLE OF CONTENTS Page I. PROJECT OVERVIEW ................................................................................................................................................. I GENERAL DESCRIPTIOK .................................................................................................................................................... I EXISTING CONDITIONS ....................................................................................................................................................... 1 PRC>POSED DR/'l,.INAGE SYSTEM ........................................................................................•..............•..............•.....•....•.....•.. l II. CONDITIONS AND REQUIREMENTS SUMMARY ..................................................................................... 2 KlNG COUNTY SURFACE WATER MANAGEMENT DESIGN MANUAL CORE REQUIREMH,TS: .......................................... 2 SPECIAL REQUIREMENTS: .................................................................................................................................................. 2 PROJECT SPECIFIC REQUIREMENTS: ................................................................................................................................... 2 III. OFF-SITE ANALYSIS .......................................................................................................................................... 3 TASK 1 ·-STLOY AREA DEFINITION ANO MAPS................. . ........................................ 3 TASK 2 -RESOURCE REVIEW ............................................................................................................................................. 3 TASK 3 -FIELD INSPECTION ............................................................................................................................................... 3 TASK 4 -DRAINAGE SYSTEM DESCRIPTION ANO PROBLEM DESCRIPTIONS ...................................................................... 3 UPSTREAM ANALYSIS......................................................................................................... . ............................. 3 DOWNSTREAM ANAL YSJS .................................................................................................................................................. 3 TASK 5-MITIGATION OI' EXISTING OR POTENTIAL PROBLEMS ........................................................................................ 4 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ............................. 5 EXISTING SITE HYDROLOGY (PART A) .............................................................................................................................. 5 DEVELOPED SITE HYDROLOGY (PART B) .......................................................................................................................... 5 PERl'ORMANCE STANDARDS AND FLOW CONTROLS YSTEM (PARTS C AND D) ................................................................ 5 WATER QUALITY SYSTEM (PART E)....................................................... . ........................................... 6 STANDARD REQUIREMENTS ............................................................................................................................................... 6 SPILL COXTROL .................................................................................................................................................................. 6 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................................................................................... 8 STANDARD REQUIREMENTS (BASED ON KCSWDM AND SAO): ...................................................................................... 8 ON-SITE CONVEYANCE ...................................................................................................................................................... 8 VI. SPECIAL REPORTS AND STUDIES .............................................................................................................. IO VII. OTHER PERMITS ............................................................................................................................................... 11 VIII. CSWPPP ANALYSIS AND DESIGN ............................................................................................................ 12 STANDARD REQUIREMENTS ............................................................................................................................................. 12 IX. BOND QUANTITY, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ................... 13 X. OPERATION AND MAINTENANCE MANUAL .......................................................................................... 14 STANDARDMAINTENANCE .............................................................................................................................................. 14 COUGHLINPORTERLUNDEEN Renton Memorial Stadium King County Washington Figure 1 -TIR Worksheet -Section 1 Figure 2 -Site Location -Section 1 LIST OF FIGURES Figure 3 -Drainage Basins, Sub-basins, and Site Characteristics -Section 1 Figure 4 -Drainage Basin -Section 1 Figure 5 -Floodplain/floodway FEMA Map -Section 3 Figure 6 -SCS Soil Survey -Section 1 and Section 3 Figure 7 -Sensitive Areas Map -Section 3 LIST OFT ABLES Table 1 -Existing Site Conditions Area Breakdown .................................................................................................... 5 Table 2 -Developed Site Conditions Area Breakdown ............................................................................................... 5 COUGHLINPORTERLUNDEEN ii Renton Memorial Stadium King County Washington I. PROJECT OVERVIEW General Description The following Technical Information Report (TIR) provides the technical information and design analysis required for developing the Drainage and Temporary Erosion and Sedimentation Control Plan (TESC) for Renton Memorial Stadium. The stormwater design for the project was based on the requirements set forth in the 2009 King County Surface Water Design Manual (KCSWDM) (See Figure 1 -Technical Information Rq,ort Worksheet) and the City of Renton Amendments to the 2009 KCSWDM. Renton Memorial Stadium is located within the City of Renton, located at 405 Logan Ave N (See Figure 2 - Site Location). The site is in Section 07, Township 23 North, Range 5 East, Willamette Meridian. The area to be redeveloped is approximately 2.5 acres of an existing 14.44 acre site. The existing site consists of 11.28-acre impervious area and 3.16-acre pervious area; while the proposed conditions will consist of 11.25-acre impervious and 3.19-acre pervious. The site currently has a primary stadium and courtyard, south parking lot, rubberized track and astroturf field, north grandstands and bathrooms, and north parking lot. Soils for the area were mapped using the King County Soil Survey maps (See Figure 6 -SCS Soil Suruey). The proposed project consists of a new north ticket booth, bathrooms, and viewing area. The existing stadium will also be renovated. Associated site improvements include replacing the existing stadiums asphalt courtyard with concrete paving along with removing the existing north bathroom and ticket booth. An existing private parking lot to the east of the stadium will be reconfigured and part of the asphalt will be removed to create a landscape buffer next to Logan Ave. The total impervious area in the developed site will be less than the current conditions. The primary storm drainage for the site will not be disturbed. Roof drainage off the north buildings will drain to existing conveyance systems on site. New fire services will be installed to serve the new north building and the existing stadium. Sewer will be extended to the new north building and portions of the side sewers serving the stadium will be replaced. Existing Conditions The existing site has a large parking lot that takes up the entire south half of the site. The northern half of the site has a rubber track and astroturf field. A stadium sits along the south side of the track and bleachers sit along the north side. A small parking lot occupies the northeastern comer of the site. Runoff from the track, bleachers and small parking lot all discharges to a 12-inch pipe that discharges to the Cedar River just west of the track. The stadium and south parking lot discharge to a 24-inch pipe that discharges to the Cedar River just west of the south parking lot. (See Section 4, Figure 3 -Draina,;e Basins, Sub-basins, and Site Characteristics). No downstream analysis was preformed because the site discharges directly to the Cedar River. (See Section III). Proposed Drainage System The existing drainage system onsite will not be disturbed during the site improvements. Runoff from new and existing buildings will be connected back to existing drainage structures. Both direct discharge points to the Cedar River will remain the same. No new pollution generating surfaces will be added to the site; therefore no water quality mitigation will be installed as part of this project The site has direct discharge to the Cedar River, therefore under the 2009 KCSWDM the site is exempt from providing detention. (See Figure 3 -Draina,;e Basins, Sub-basins, and Site Characteristics). COUGHLINPORTERLUNDEEN 1 Renton Memorial Stadium King County Washington ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1. PROJECT OWNER AND PROJECT ENGINEER . Project Owner 12.E:r!'fot-1 Sc..ijoo<--DIST1<.1c..- Phone ('::fz..:S-) 'Z,o':j -2.300 Address 300 SW 7+" <>T R.~"+•,:, w A 'U, o 5 J Project Engineer S EA r:I R.o)»JZ-1,,: o,-'c Pf; Company Covff' 1,"" Pc,r-±4: (& 0 clu." Phone (Z.01.) ""''i '--o'f 1,V Part 3 TYPE OF PERMIT APPLICATION D Landuse Services Subdivison / Short Subd. / UPD D Building Services M/F / Commerical / SFR Clearing and Grading D Right-of-Way Use 0 Other . . PLAN ANDREPORT:JNFC>RMATION Part 5 . . .' ',' . ' .. '' . Technical Information Report Type of Drainage Review~/ Targeted (circle): arge Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS I . ·. Part 2 PROJECT LOCATION AND DESCRIPTION Project Name 12.EM1'o,-.> M 6M• DDES Permit# ...,r-/-'-'-'//"Jr.'-'--------- Location Township 2. 3 H Range _5~£ ____ _ Section __,,0~"1~---- Site Address 'i o S:-L.O Gitrt:' l'<VE: 1-l Part 4 OTHER REVIEWS AND PERMITS D Shoreline Management D DFWHPA 0 COE404 D DOE Dam Safety g FEMA Floodplain D COE Wetlands 0 Structural RockeryNault/ __ D ESA Section 7 D Other __ _ . . Site Improvement Plan (Engr. Plans) Type (circle one): @, Modified I Small Site Date (include revision dates): Date of Final: . Type (circle one): ""tsta'ndarci"> / Complex Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Annroval: 2009 Surface Water Design Manual 1/9/2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET -- Part? MONITORING REQUIREMENTS _-- Monitoring Required: Yes~ Describe: Start Date: Completion Date: -- Part 8 SITE COMMUNITY AND DRAINAGE BASIN -- Community Plan : -,-----'t..l-1--/''---'--., A-----,--;;,------------ Special District Overlays: _,:::__,...J=/A ___________________ _ Drainage Basin: l.--0 <..-1 ~fl-""~P..& )2./v,S,z_ Stormwater Requirements: (dEt? co1z._joi A-j&r:, :b;(l-E:P.) -- Part 9 ONSITE AND ADJACENT SENSITIVE AREAS _-.. D River/Stream --------- 0 Lake D Wetlands -----------0 Closed Depression -------- a(Floodplain GEDj),[k D Other ___________ _ --- Part-10 _SOILS -- ----- -_ D Steep Slope ---------0 Erosion Hazard -------- 0 Landslide Hazard------- 0 Coal Mine Hazard---~--- 0 Seismic Hazard -------- 0 Habitat Protection-------0 __________ _ ---- -- Soil Type Slopes Erosion Potential ur l 11 '-t.-J o--z-o(, L,,Ot-) • D High Groundwater Table (within 5 feet) D Sole Source Aquifer D Other D Seeps/Springs D Additional Sheets Attached 2009 Surface Water Design Manual 2 1/9/2009 -_ -- -_ - KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - Part 11 DRAINAGE DESIGN LIMITATIONS -----: ... REFERENCE LIMITATION I SITE CONSTRAINT 0 Core 2 -Offsite Analtsis 0 Sensitive/Critical Areas 0 SEPA 0 Other 0 0 Additional Sheets Attached -ParU2 TIR SUMMARY SHEET (provide one TIR Summarv Sheet per Threshold Discharne-Area)' ··: · _- Threshold Discharge Area: /name or descriotionl Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharae Locations: '/ Offsite Analysis i-J/ A Level: 1 / 2 I 3 dated: Flow Control r.! / Level: 1 / 2 / 3 or Exemption Number lincl. facilitv summarv sheet\ A Small Site BMPs Conveyance System t-J/A Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: -n3D Contact Phone: T~D After Hours Phone: Maintenance and Operation Responsibility: (Priva,0 , I Public If Private, Maintenance Loo Reouired: Yes/~ Financial Guarantees and Provided: ,,--·ye~ No Liabilitv Water Quality Type: Basic I Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet)J->/A or Exemption No. Landscane Manaoement Plan: Yes I No Soecial Reauirements-fas annlicable\ Area Specific Drainage f A Type: CDA I SDO I MOP/ BP/ LMP / Shared Fae. I None Reauirements /J. Name: Floodplain/Floodway Delineation Type: @ I Minor / Exemption / None 100-year Base Flood Elevation (or range): 30-17'- Datum: t,../ A-1) r-, ~~ Flood Protection Facilities Describe: f;J'/'i>f•t-'<, 1-f:;OGEc.<:" Source Control f->(f><. Describe landuse: (comm.lindustrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ~ Oil Control High-use Site: Yes/~ Treatment BMP: Maintenance Agreement Yes 1(:e~ with whom? Other Drainage Structures Describe: r-l /A Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS . . MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ta:"c1earing Limits .EJ' Stabilize Exposed Surfaces ~ Cover Measures iRemove and Restore Temporary ESC Facilities ~ Perimeter Protection Clean and Remove All Silt and Debris, Ensure D Traffic Area Stabilization Operation of Permanent Facilities 0 Sediment Retention ~ Flag Limits of SAO and open space 0 Surface Water Collection preser11ation areas D Other ~ Dewatering Control Dust Control D Flow Control Part 14. STORMWATER FACILITY DESCRIPTIONS (Note: Include Facilitv Summarv and Sketch) Flow Control TuneJDescriotion Water Qualitv T,me/Descriotion D Detention }-J / A-0 Biofiltration ~/k 0 Wetpool D Infiltration D Regional Facility D Media Filtration D Shared Facility D Oil Control D Flow Control 0 Spill Control BMPs D Flow Control BMPs D Other D Other 2009 Surface Water Design Manual 1/9/2009 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANAL YSJS . . D Drainage Easement fl /A D Cast in Place Vault D Covenant D Retaining Wall f-J/ A D Native Growth Protection Covenant D Rockery> 4' High 0 Tract 0 Structural on Steep Slope D Other 0 Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER . . I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ~A_ ~~&S--~L,?Jt,o Sianed!Date 2009 Surface Water Design Manua) 119/2009 5 COUGHLINPORTERLUNDEEN FIGURE 2 -SITE LOCATION I<enton M('morial Stadium King Counh VVashington FIGURE 3 -DRAINAGE BASINS, SUB-BASINS, AND SITE CHARACTERISTICS South Discharge -:·.ripe) 't' ..... North Basin COUGHLINPORTERLUNDEEN Renton t\frmon,il St,v.Eurn Kin:,_; Counl\ \.\',1"shington Basin Locations Surface Wa'Aef utility Comprehensive Plan Printed 1 0/16.12DW COUGHLINPORTERLUNDEEN 0 ,.;_(:-L,):, I•'.:'"'· •·I "'\,_·5:..!._:p 05 FIGURE 4 -DRAINAGE BASIN c::J~ City UINI& o~NV!el@IOnNeil -~Bl;d~ o:i- J:.:§ill Lae wa&1ng&a'I u;i: IITill]] Lnvtallhglcnwat D uJIM!l"Cdlr fV¥lf D•OMII lllmllil 5oo!; creeli Renton Memorial Stadium King County Washington II. CONDITIONS AND REQUIREMENTS SUMMARY This section will address the requirements set forth by the Core and Special Requirements listed in Chapter 1 of the KCSWDM. King County Surface Water Management Design Manual Core Requirements: l. Discharge at the Natural Location (1.2.1): All developed flows will be conveyed to the existing discharge points west of the proposed improvements. 2. Off-site Analysis (1.2.2): Refer to Sections III and JV. A Level 1 downstream analysis has not been performed because the site discharges directly to the Cedar River. 3. Flow Control (1.2.3): Refer to Section IV. The site has direct discharge to the Cedar River and is exempt from providing detention. See page 1-37 of the KCSWDM, table 1.2.3.B. That table states that the lower Cedar River is considered a major receiving water and direct discharge exemption applies to this site. 4. Conveyance System (1.2.4): Refer to Section V. Closed pipe systems and conveyance channels have been provided for on-site stormwater conveyance. 5. Erosion and Sedimentation Control (1.2.5): Refer to Section IX. The project will construct a series of sediment controls to address the specific conditions at the site. 6. Maintenance and Operations (1.2.6): Refer to Section XL The proposed storm drainage system will be owned, operated and maintained by the owner. 7. Financial Guarantees and Liability (1.2.7): The owner and contractor will obtain all necessary permits prior to the beginning of construction. The (projects name) owner will be responsible for required bonds. 8. Water Quality (1.2.8): Refer to Section JV.E. Water quality treatment is not required as part of this development because no pollution generating surfaces are being added or replaced. Special Requirements: Special Requirement #1. Other Adopted Area-Specific Requirements Section 1.3.1 • Critical Drainage Areas (CD As): Not Applicable • Master Drainage Plans (MDPs): There are no known master drainage plans covering this project site. • Basin Plans (BPs): The project is located within the Cedar River Basin Plan. • Lake Management Plans(LMPs): Not Applicable • Shared Facility Drainage Plans(SFDPs): Not Applicable Special Requirement #2. Flood Hazard Area Delineation, Section 1.3.2: See Figure 5 for 100-yr flood zone. No work affecting the flood storage will take place within the 100-yr flood zone. Special Requirement #3. Flood Protection Facilities, Section 1.3.3: Not Applicable Special Requirement #4. Source Controls, Section 1.34: Not Applicable Special Requirement #5. Oil Control: Minimal traffic is anticipated in this area. No oil control is required. Project Specific Requirements: COUGHLINPORTERLUNDEEN 2 Renton Memorial Stadium King County Washing ton There are no additional requirements for this portion of the project. Design and construction \•vill abide by requirements set forth in these documents and King County. COUGHLINPORTERLUNDEEN Renton Memorial Stadium 3 King County Washin!:,rton III. OFF-SITE ANALYSIS Task 1 -Study Area Definition and Maps The Renton drainage basin map was used to verify that the site was fully in the Cedar River drainage basin (See Figure 4 -Drainage Basin). Task 2 -Resource Review a) Adopted Basin Plans b) Floodplain/floodway (FEMA) Maps c) Off-site Analysis Reports d) Sensitive Areas Folio e) f) g) h) i) j) k) 1) Drainage Complaints and Studies Road Drainage Problems King County Soils Survey: Wetland Inventory Maps: Migrating Rivers Study DOE' s Section 303d List of Polluted Waters KC Designated Water Quality Problems Critical Drainage Area Maps: Task 3 -Field Inspection Cedar River Drainage Basin Site is within the 100-yr floodplain (See Figure 5) None available See Figures 7 -Flood Hazard None Available None Available See Figure 6 -SCS Soil Survey No Wetlands None Available Category 5 Waters No WQ Problems Not in Critical Drainage Areas. Site visits have been made to gather information including an analysis of the discharge from the site. This field visit took place Tuesday, February 9, 2010. There were some minor precipitation events during the week prior, with partly cloudy conditions and temperatures in the upper 40's (degrees F) on the day of the site visit. Please refer to Task 4, Downstream Analysis below for more information. Task 4 -Drainage System Description and Problem Descriptions The site has a maximum change in elevation of 2-feet. The high point of the site is at elevation 32 feet along the east edge of the property, with the low point of the site at approximately 30 feet at the west edge of the site. The site generally slopes to the west. The drainage path for this site is a combination of sheet flow and closed pipe conveyance. On-site soils are classified as Ur (Urban Fill) per King County Soil Survey maps (See Figure 6). Per the geotechnical analysis done the site soils consist mostly of "Till". See (soils report) in section VI for further information regarding the on-site soils. Upstream Analysis Logan Ave surrounds the east and south edges of the site and prevents offsite water from entering the site. North of the site is a Boeing air field that collects water on site and prevents offsite water from entering the site. All runoff from the west side of the site runs west into the Cedar River. There is no upstream water that enters the Renton Stadium site. Downstream Analysis The existing site slopes generally towards the west side of the school property. Runoff flows off site to the Cedar River through two discharge points. The track, north bleachers, and north parking lot all discharge directly to the Cedar River through a discharge point west of the field. The stadium and South parking lot discharge directly to the Cedar River through a discharge point west of the parking lot. (See Figure 3) COUGHLINPORTERLUNDEEN 3 Renton Memorial Stadium King County Washington Task 5 -Mitigation of Existing or Potential Problems The site discharges directly to the Cedar River. There are no known problems with the discharge pipes between the site and the River. The proposed development will decrease the net impervious area of the site, therefore runoff from the site will not increase. COUGHLINPORTERLUNDEEN 4 Renton Memorial Stadium King County Washington The only work taking place within the flood zone is the demolition of an existing bathroom building. The bathroom will be replaced with a flat viewing area. No flood storage will be lost. The removal of the bathroom will only increase the available flood storage. '•' • • • • • • ~~~ ~~7Z;.;_:C.,..;.·~ COUGHLINPORTERLUNDEEN ---------....~ ---..____ __ ---------- Base Flood Zone (Digitized from f.I.R.M. Map# 53033C0977 F Map revised May 16 1995) ----------.. __ ---------....... __ ---------------......_ ------~ ------------ FIGURE 5 -FLOODPLAIN /FLOODW A Y FEMA MAP ~ I ---------------------~ Redeveloped portion of the site is in red (2.Sac). ---,--~ Ordinary High Water Mark [ , I Renton Memorial Stadium King Counl y Washingtcm l'. S. DEPARTMENT OF AGRIClTL 1TRE SOIL CONSERVATION SERVICE COUGHLINPORTERLUNDEEN FIGURE 6 -SCS Soil Survey Site Soils Are (Ur) -Urban Land The Geotechnical report found mostly (Quaternary Alluvium) Soils onsite. These are generally Till Soils Renton Memorial Stadium King County Washington FIGURE 7 -SENSITIVE AREAS (FLOOD HAZARD) City of Renton Sensitive Areas Flood Hazard N I • ' ' ~. ·/-,.~ --~· '11 •.:..r-1, ···r• .J. _ ....... 1 ., Public Wo111s Department G. Z,nvl'IMfflM'I, Aanin4trstor TEclinical Service!; R. Mao.Onie, 0.Y~I prll'lte(j on May 2t. 2009 COUGHLINPORTERLUNDEEN ,; • ··~...., ., ' -··, I j'!,''·" '~-'-:,.,~ ~,) .. '.',,-! ~-' -·- u--- . -· --· ,· • "'~I Hazard Condition Flood Haz.ard Critical Infrastructure *-- Renton Memorial Stadium IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Existing Site Hydrology (Part A) The existing site totals 14.44 acres and consists of an existing Stadium, parking lots, landscaping, track and field, sidewalks, and ticket/bathroom buildings. Only 2.5 acres of the existing site will be part of the redevelopment project. The site slopes in a westerly direction with drainage described in Section III Downstream Analysis. These conditions are summarized in Table 1 below. Table 1 -Existing Site Conditions Area Breakdown Land Cover Area Description Impervious Area Pervious& Landscape Total Site 11.28 acres 3.16 acres 14.44 acres Building roof, driveway, parking lots, sport field Associated landscaping, north grass field Total site area Developed Site Hydrology (Part B) The developed site hydrology will decrease the amount of impervious area by 0.03 acres. A new north ticket booth/bathroom will be installed, but the existing north bathroom, ticket booth, and a portion of the private parking east of the stadium will be removed and replaced with pervious surface. This will result in no net gain in impervious area after the site development takes place. A summary of the basin information is shown in Table 2. Table 2 -Developed Site Conditions Area Breakdown Land Cover Impervious Area Pervious& Landscape Total Percentage of Impervious Area Area 11.25 acres 3.19 acres 14.44 acres 77.9% Description Building roof, driveway, parking lots, sport field Associated landscaping, north grass field Total site area Performance Standards and Flow Control System (Parts C and D) The site qualifies for direct discharge exemption per page 1-37 of the KCSWDM. Under the exemption a site is exempt from the flow control facility requirement if the area drains to major receiving water. The lower Cedar River is listed as major receiving water under table 1.2.3.B. a) As part of the exemption requirements the site is within% mile of the Cedar River. b) The conveyance system discharges to the ordinary high water mark through already existing pipes. c) The conveyance system was previously designed to handle the runoff from the site and there are no known problems. The proposed net impervious area wi11 not increase; therefore the runoff rates from the site will not increase. d) The discharge locations to the Cedar River are already adequately stabilized and have no know problems. e) The runoff from the site will not increase after this development. COUGHLINPORTERLUNDEEN 5 Renton Memorial Stadium King County Washington Water Quality System (Part E) Standard Requirements Under core requirement #8 a project must add or replace over SOOOsf of PGlS before water quality treatment is required. The proposed development is replacing over 25,0000 sf of impervious area, but all of the area is considered non pollution generating. Only roof and pedestrian walkways are being added or replaced on the north side of the track. On the south side of the stadium the impervious courtyard being replaced is located within a gated fence which is primarily used by pedestrians. On an occasion a bus may park in the courtyard during an event. On page 1-4 of the 2009 KCSWDM, it states that PGIS is considered a surface subject to "regular" vehicular use. Maintenance access roads and fenced fire lanes are not considered to be surfaces that are regularly used by vehicles. The courtyard being replaced is primarily used for pedestrian access to the stadium and is rarely used by vehicles. The courtyard is not regularly used by vehicles and therefore would not be considered a pollution generating surfaces under the definition in the 2009 KCSWDM. Because 5,000sf of PGIS is not being replaced or added the site is exempt from providing water quality for the proposed redevelopment. Spill Control Spill control is required for projects constructing or replacing onsite pipe systems that receive runoff from pollution-generating surfaces such as parking lots (1.2.4-G). There is no new pollution generating surface being added and existing parking lots will not be disturbed. Flow Control and Discharge Requirements The proposed project has direct discharge to the Cedar River. According to the KCSWDM page 1-37, sites that have direct discharge to the Cedar River are exempt from detention. COUGHLINPORTERLUNDEEN 6 Renton Memorial Stadium King County Washin1:,rtun V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN This section discusses the criteria that will be used to analyze and design the proposed storm conveyance system. Standard Requirements (based on KCSWDM and SAO): 1. Facilities must convey the 100-year flow without overtopping the crown of the roadway, flooding buildings, and if sheet flow occurs it must pass through a drainage easement. The existing drainage facilities are not being altered and have no known overtopping issues. 2. New pipe systems and culverts must convey the 25-year flow with at least 0.5 feet of freeboard. (1.2.4- 1). The new pipe systems were designed to convey the 25-year flow with at least 0.5 feet of freeboard. 3. Bridges must convey the 100-year flow and provide a minimum of two feet, varying up to six feet, of clearance based on 25% of the mean channel width. (1.2.4-2)(4.3.5-6). N/A This project does not propose a bridge. 4. Drainage ditches must convey the 25-year flow with 0.5 feet of Jreeboard and the 100-year flow without overtopping. (1.2.4-2). Drainage ditches will be designed to convey the 100-year storm event with 0.5 feet of free-board for this proposed development. 5. Floodplain Crossings must not increase tl,e base flood elevation by more than O.OI feet /41(83.C)] and shall not reduce the flood storage volume [37(82.A)]. Piers shall not be constructed in the FEMA floodway. [41(83.F.1)]. The only work being done within the floodplain is the removal of an existing bathroom. A flat viewing area will be kept at or below existing grades. No storage volume will be lost. 6. Stream Crossings shall require a bridge for class 1 streams that does not disturb or banks. For type 2 and type 3 steams, open bottom culverts or other method may be used that will not harm the stream or inhibit fish passage. [60(95.B)]. There are no stream crossings associated with the construction of this project. 7. Discharge at natural location is required and must produce no significant impacts to the downstream property (1.2.1-1). The project will discharge to the existing discharge location. There are two existing discharge points from this property. The proposed storm system will continue to discharge to those points. On-site Conveyance Existing Conditions: Storm water discharges from the property at two locations: the northwest and southwest corners of the property. Northwest: (See Section 3 and figure 3 for further information). Southwest: (See Section 3 and figure 3 for further information). COUGHLINPORTERLUNDEEN 8 Renton Memorial Stadium King County Washington Developed Storm system description: The developed sites conveyance system will not change from existing conditions. The renovated stadium will discharge to the storm system it currently discharges to. The north ticket booth and bathrooms will be removed and replaced with a new ticket booth and bathroom. This new building will have its roof downspouts connected to the existing conveyance system that the existing ticket booth's roof sheet flows to. KCRTS Modeling: Because the total site runoff will not increase no conveyance modeling has been done. Outfalls Energy dissipation is required for all outfalls, rock erosion protection at a minimum. (1.2.3-3). Existing energy dissipation has been provided at the outlet pipes. COUGHLINPORTERLUNDEEN 9 Renton Memorial Stadium King County Washington VI. SPECIAL REPORTS AND STUDIES 1. Geotechnical Engineering Report; Renton Memorial Stadium Additions Renton, Washington. Prepared by Associated Earth Sciences, Inc. on December 10, 2009. COUGHLINPORTERLUNDEEN 10 Renton Memorial Stadium King County Washington Geotechnical Engineering Water Resources Environmental Assessments and Remediation Sustainable Development Services Geologic Assessments As§ociated Earth Sciences, Inco Cgjfrao;y Ct16r 2.,7 ~an' o/Jert11c6 Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report RENTON MEMORIAL STADIUM ADDITIONS Renton, Washington Prepared for Renton School District c/o Greene-Gasaway Architects Project No. KE090396A December 10, 2009 Associated Earth Sciences, Inc. i-:"l r-::-:-1 ~ c-:::--:1 rµ;:;::J ~ LLJ ~ t{_J tl:.1 CelehrafiYJJ Ouer 231/ears of ~el"f!ice December 10, 2009 Project No. KE090396A Renton School District c/o Greene-Gasaway Architects P.O. Box 4158 Federal Way, Washington 98063 Attention: Mr. Calvin Gasaway Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geoteclmical Engineering Report Renton Memorial Stadium Additions 406 Logan A venue North Renton, Washington Dear Mr. Gasaway: We are pleased to present the enclosed copies of the above-referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers preliminary recommendations for the design and development of the proposed project. Our report is preliminary since project plans were under development at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ~~erri~an, P.E Principal Engineer KDM/lb KE090396A2 Projects\20090396\KE\WP Kirkland • Everett • Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT RENTON MEMORIAL STADIUM ADDITIONS Renton, Washington Prepared for: Renton School District c/o Greene-Gasaway Architects P.O. Box 4158 Federal Way, Washington 98063 Prepared by: Associated Earth Sciences, Inc. 911 5'h Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 December 10, 2009 Project No. KE090396A Renton klemorial Stadium Additions· Remon, Washim?ton Subswjace Exploration, Geologic Hazard, and Preliminmy Geoteclmical Engineering Report Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed additions to the Renton Memorial Stadium located at 406 Logan Avenue North in Renton, Washington. The site location is presented on Figure I, "Vicinity Map." The existing building locations and approximate locations of the explorations accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. In the event that any changes in the nature, design, or location of the improvements are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the aforementioned project. The study included drilling four test borings and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques, the type of suitable pile foundation, pile design recommendations, anticipated settlements, floor support recommendations, and site preparation and drainage considerations. This report summarizes our current fieldwork and offers geologic hazard mitigation and preliminary development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Rick Stracke of the Renton School District No. 403 (District). Our study was accomplished in general accordance with our scope of work letter dated October 20, 2009. This report has been prepared for the exclusive use of the District and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. December JO, 2009 JPL.lrb -KE090396t1:! -Pro1ec1,1?oa90396\KE\WP ASSOCIATED EARTH SCIENCES, INC Page I Renton Memorial Stadium Addi1ions Remon, Washing/On 2.0 PROJECT AND SITE DESCRIPTION Subswface Exploration, Geologic Hazard, and Preliminat)' Geotechnical Engineering Report Project and Site Conditions This report was completed with an understanding of the project based on preliminary discussions with the design team. The project site is the existing Renton Memorial Stadium, located at 406 Logan Avenue North in downtown Renton, Washington. The existing stadium includes a main stadium building at the south side and a grandstand structure at the north side, with paved parking to the northeast and south, and a synthetic athletic field and track between the stadium structures. A grassy discus/javelin area is located to the northwest of the stadium. Site topography is relatively flat within the areas proposed for construction. A roughly 6-foot- high berm with a jogging trail is located along the west side of the subject site. The Cedar River is located on the opposite side of this bertn, and flows northward toward Lake Washington. The proposed project will include a building addition(s) to the main south-side stadium building. The areas currently proposed for the building addition are covered with existing paved surfaces. The construction details have not yet been finalized by the design team; however, we anticipate that the addition will be constructed close to existing grades, and that hardscaping for the project may include segmented paving units. We also understand that a future addition is currently under consideration for the north grandstands, and that the scope of our subsurface exploration for this study included the areas adjacent to the north grandstand. 3.0 SUBSURFACE EXPLORATION Our field study included drilling four exploration borings with a trailer-mounted drill rig to gain subsurface information about the site, and collecting soil samples. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix to this report. The depths indicated on the boring logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features. The conclusions and recommendations presented in this report are based on the four exploration borings completed for this study. The number, type, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that December I 0, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -K£090396,12 -Projeus\20090396\KEIWP Page 2 Ren/On Memorial Stadium Additions Renton, Washington Subswjace Exploration, Geologic Hazard, and Preliminaiy Geotec/mical Engineering Reporl Project and Site Conditions time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3. I Exploration Borings The exploration borings were completed by advancing a 4.25-inch inside-diameter, hollow- stem auger with a trailer-mounted drill rig to depths ranging from 70 to 75 feet. Below the water table, the borings were successfully completed with little or no heaving conditions with water stabilization drilling techniques. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The borings were continuously observed and logged by an engineering geologist from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard, 2-inch outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary, 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. December JO, 2009 JPL/t/J -KE090396112 -Projeml10090396\KEIWP ASSOCIATED EARTH SCIENCES, INC Page 3 Remon Memorial Stadium Additions Renton, Washington 4. 1 Stratigraphy Fill/Modified Ground Subswface Etploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Project and Site Conditions Man-placed fill, consisting of silt or silty sand with gravel, was encountered below the grass sod in exploration borings EB-3 and EB-4 to depths of roughly 3 to 4 feet. The fill and the upper surface of the underlying alluvium are in a loose condition. Fill is also expected in unexplored areas of the site, such as the area surrounding and under existing paved areas, structures, and in the existing underground utility trenches. Due to their variable density and content, the existing fill soils are not suitable for foundation support. Quaternary Alluvium Sediments encountered beneath the asphalt and fill generally consisted of interbedded clean sand, silty sand, clayey and lean silt with occasional lenses of gravel, peat, and other organics scattered throughout the soil column. We interpret these sediments to be representative of recent and older alluvium deposited in former challilels of the Cedar River. The alluvium extends beyond the depth of our deepest exploration (75 feet). In general, the alluvium encountered in our explorations is very loose/soft to medium dense. Between roughly 49 and 57 feet at exploration borings EB-I and EB-2, the alluvium occurs in a dense condition, is relatively more granular, and contains abundant gravel. These sediments occurred in exploration boring EB-3 between roughly 43 and 53 feet. Exploration boring EB-4 differed slightly, as dense sediments were not encountered until approximately 68 feet below the ground surface, although a medium dense gravel lens was encountered at roughly 44 feet. The saturated soil in which "N" values do not exceed roughly 25 has a high potential for liquefaction-induced settlement. In addition, the abundant layers of very soft clayey and lean silt are subject to consolidation settlement under the new building loads. Therefore, structures will require deep pile foundations for support. In general, the soil where moisture content is within the compactable range is considered suitable for reuse as structural fill. It should be noted that where soils are above their optimum moisture content for compaction, their reuse as structural fill during all but the driest times of the year will be difficult. Existing alluvial soil was observed to contain silt and is considered moisture-sensitive. With appropriate remedial treatment, the soil, where moisture content is within the compactable range, may be considered suitable for support of slab-on-grade floors, hardscape, and paving. 4.2 Geologic Mapping Review of the regional geologic map titled Geologic Map of the Renton Quadrangle, King County, Washington, by D.R. Mullineaux (1965), indicates that the area of the subject site is underlain by modified land with fill (afm) and recent alluvium associated with the nearby December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/tb -KE090396A2 -Projects\20090396\KE\ WP Page 4 Re,uo,z Memorial Stadium Additions Renton, Washington S11bswface Exploration, Geologic Hazard, and Prelimina,y Geoteclmical Engineering Report Project and Site Conditions Cedar River (Qac). Our interpretation of the sediments encountered at the subject site is m general agreement with the regional geologic map. 4.3 Hydrology Ground water was encountered at an average depth of approximately 6 feet across the site. This depth corresponds roughly to the water level in the nearby Cedar River. However, ground water depths reported during drilling may not represent stabilized ground water elevations that would be recorded in a properly constructed monitoring well. Ground water encountered in our explorations represents the regional unconfined ground water aquifer within the Renton basin. Ground water may be encountered in excavations that penetrate into the underlying alluvial soils. To our knowledge, no deep cuts are planned that will intersect the regional ground water aquifer. If such cuts will be made, significant ground water dewatering operations will be necessary. It should be noted that fluctuations in the level of the ground water may occur due to the time of year, variations in rainfall, and adjacent river levels. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. f PUrb -KED90396A2 -Projewl200903961KEIWP Page 5 Renwn Memorial Stadium Additions Remon, Washington Subswface Etploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SLOPE STABILITY HAZARDS AND RECOMMENDED MITIGATION Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat, and therefore the risk of landsliding is low. 6.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Sound Lowland with great regularity. Most of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the most recent 6.8-magnitude event on February 28, 2001 near Olympia Washington; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: I) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6. I Surficial Ground Rupture The nearest known fault trace to the project site is the Seattle Fault, located approximately .5 miles to the north. Recent studies by the U.S. Geological Survey (USGS; e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, pp. 71-74; and Johnson et al., 1999, Acrive Tectonics of the Seattle Fault and Central Puget Sound Washington -Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault splay is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about I, 100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave-cut beach terraces along Alki Point in West Seattle and December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUrb-KE0903961I:!-P!Ojem\200903961KE\WP Page 6 Remon Memorial Stadium Additions Renton, Washington Subswface Explorarion, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mirigarions Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval and depth of loose/soft alluvium present within the site boundaries, the potential for surficial ground rupture is considered to be low during the expected life of the proposed structure. 6.2 Seismically Induced Landslides Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat to gently sloping, and therefore the risk of landsliding is low. 6.3 Liquefaction We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed, et al., 1985; and Kramer, 1996. Our liquefaction analysis was completed with the aid of LiquefyPro computer software Version 5 by Civi!Tech Corporation. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and/or lateral spreading of the affected deposit with accompanying surface subsidence and/or heaving. The liquefaction potential is dependent on several site-specific factors, such as soil grain size, density (modified to standardize field-obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal grnund acceleration of 0.35g) used in our liquefaction analysis are in accordance with the required parameters set forth in the 2006 International Building Code (IBC). Based on the subsurface conditions encountered in our exploration borings EB-I through EB-4, the estimated amount of liquefaction-induced settlement, through the depths explored, ranges from about 15 to 20 inches during a design-level event. It should be understood that several soil properties used in the liquefaction analysis are estimated based on published data and engineering judgment. It should also be understood that the alluvium encountered in our explorations extends below the depths explored, and that liquefiable soils may exist at depth. Therefore, these settlement estimates should be considered approximate and "worst-case scenarios" limited to the depths explored. In addition to liquefaction settlement, the site soils are also subject to consolidation settlement under the new static building loads (independent of seismic shaking). Therefore, we recommend that all building elements, including floor slabs and other structures, be supported on pile foundations. However, if the owner can assume the risk of potential liquefaction-induced settlements of this magnitude, the floor slab in a lightly loaded, uninhabited December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/lb -KE090J96!1:2 -Projew 1.200903961KE\ WP Page 7 Renton Memorial Stadium Addirions Remon, Washington Subswface Exploration, Geologic Hazard, and Preliminary Georechnical Engineering Report Geologic Hmards and Mitigations structure could be supported as a floating slab-on-grade. · Pile foundations that extend to the minimum depths described in the "Design Recommendations" section of this report should reduce both consolidation settlement and seismically induced structure settlement to tolerable levels for new construction. Partial mitigation of the liquefaction risk could be provided by the use of a structurally reinforced mat foundation. The mat foundation would be subject to total and differential settlements that are considered greater than acceptable. The mat foundation would act as a "raft" below the structure to help reduce structural damage. Post-earthquake re-leveling may or may not be possible or practical, based on the settlement experience. A mat foundation will not mitigate consolidation settlement. We are available to provide more input on a mat foundation system, if requested. 6.4 Ground Motion Guidelines presented in the 2006 !BC should be used for structural design. Based on the exploration borings performed at the site, we interpret the subsurface conditions to correspond to a Site Class "F", as defined by Table 1613.5.2 of the 2006 !BC. Site Class "F" would apply to the site due to the potential for Iiquefiable soils. However, we anticipate that the period of vibration of the structure will be less than O. 5 second, which should be confirmed by the structural engineer. Therefore, we recommend using a Site Class "E" per Note b in Tables 1615.5.3(1) and 1615.5.3(2) of the 2006 !BC and Sections 11.4.7 and 20.3 of ASCE 7. Information presented by the USGS Earthquake Hazards Program indicates a spectral acceleration for the project area for short periods (0.2 seconds) of Ss = 1.438 and for a I-second period of S, = 0.492. 7.0 EROSION HAZARDS AND MITIGATIONS As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring of site runoff for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Although we anticipate that the proposed project will require disturbance of less than 1 acre, we provide in the following sections recommendations to address these inspection and reporting requirements, should they be triggered. The following sections also include recommendations related to general erosion control and mitigation. The TESC inspections and turbidity monitoring of runoff must be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of the construction. The weekly TESC reports do not need to be sent to Ecology, but should be logged into the project Storm Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the December I 0, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL!tb -KE090396A2 -ProjecLtl]0090396\KElWP Page 8 Ren/on Memorial S1adiw11 Addi/ions Renton, Washington Subswface Exploralion, Geologic Hazard, and Prelimina,y Geozeclmical Engineering Report Geologic Hazards and Miligalions turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity equals or exceeds 25 nephelometric turbidity units (NTlJ) (Ecology benchmark standard), the project best management practices (BMPs) should be modified to decrease the turbidity of storm water leaving the site. Changes and upgrades to the BMPs should be documented in the weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTlJ, the results must be reported to Ecology via phone within 24 hours and corrective actions should be implemented as soon as possible. Daily turbidity monitoring is continued until the corrective actions lower the turbidity to below 25 NTlJ, or until the discharge stops. This description of the sampling benchmarks and reporting requirements is a brief summary of the Construction Storm Water General Permit conditions. The general permit is available on the internet'. In order to meet the current Ecology requirements, a properly developed, constructed, and maintained erosion control plan consistent with City of Renton standards and best management erosion control practices will be required for this project. Associated Earth Sciences, Inc. (AES!) is available to assist the project civil engineer in developing site-specific erosion control plans. Based on past experience, it will be necessary to make adjustments and provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to project planning and contractor implementation and maintenance. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October I" through March 31"), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Surface drainage control measures are also essential for collecting and controlling the site runoff Flow paths across slopes should be kept to less than 50 feet in order to reduce the erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about 7 to 10 percent, depending on their flow length, should have properly constructed check dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within the ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent should be placed in a riprap-lined swale with the riprap properly sized for the anticipated flow conditions. Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe slope drain. AES! is available to assist the project civil engineer in developing a suitable erosion control plan with proper flow control. 1 http://www.ecy. wa. gov /programs/wg/stormwater /construction/constructionfinalpermit.pdf December 10, 2009 JPL!t/J-K£090396t12 -PrVJfC/s\200903961KE\WP ASSOCIATED EARTH SCIENCES, INC Page 9 Rell/011 Memorial Stadium Additions Remon, Washington S116su,face Exp/oration, Geologic Hazard, and Pre/iminmy Geotechnica/ Engineering Report Geologic Hazards and Mitigatio11s With respect to water quality, having ground cover prior to rain events is one of the most important and effective means to maintain water quality. Once very fine sediment is suspended in water, the settling times of the smallest particles are on the order of weeks and months. Therefore, the typical retention times of sediment traps or ponds will not reduce the turbidity of highly turbid site runoff to the benchmark turbidity of 25 NTU. Reduction of turbidity from a construction site is almost entirely a function of cover measures and drainage control that have been implemented prior to rain events. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt fencing is meant to be placed parallel with topographic contours to prevent sediment-laden runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed to cross contour lines without having separate flow control in front of the silt fence. A swale/berm combination should be constructed to rrovide flow control rather than let the runoff build up behind the silt fence and utilize the silt fence as the flow-control measure. Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a failure of the silt fence. Improperly installed silt fencing has the potential to cause a much larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing should be limited to protect sensitive areas, and swales should be used to provide flow control. 7. I Erosion Hazard Mitigation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: l. Construction activity should be scheduled or phased as much as possible to reduce the amount of earthwork activity that is performed during the winter months. 2. The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground-cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. December IO, 2009 JPL/tb -KE090396A2 -Projec1s\10090396iKEIWP ASSOCIATED EARTH SCIENCES, INC Page 10 Rem on Memorial Stadium Additions Rento11, Washington S11bswface Exploration, Geologic Hazard, and Prelimina,y Geotechnica/ Engineering Report Geologic Hazards and Mitigations 3. TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing or timber harvesting. The recommended sequence of construction within a given area after clearing/timber harvesting would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 4. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 5. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 6. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 7. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. During the period between October I" and March 31", these measures are required. 8. On-site erosion control inspections and turbidity monitoring (if required) should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. A discussion of temporary erosion control and site runoff monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, for the duration of project construction. December JO, 2009 IPL/tb -KE090."i96111-Projeml20090396\K£l\VP ASSOCIATED EARTH SCIENCES, INC Page 11 Rell/on Memorial Stadium Additions Renton, Washington S11bswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Geologic Hazards and Mitigations It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (BMPs) throughout construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUI/J -K£090396A2 -Projeasl.?0090396\KE\WP Page 12 Renton Memorial Stadium Addi1ions Renton, Washi11gton S11bswface Explora1ion, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Preliminary Design Recommendations Ill. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION The site contains some potential soil and foundation-oriented complications with respect to compressible soils, loose granular soils susceptible to liquefaction, and moisture-and disturbance-sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile-supported lower floor slabs except where the owner can tolerate the risk of liquefaction-induced settlements during a design level earthquake event. Buildings and floor slabs that will be inhabited or that store hazardous materials should be pile-supported. Loose surficial fill and native soils should not be used to support planned foundations. If any of the floor slabs will be "floated," they should be constructed on a minimum of 2 feet of approved structural fill compacted to 95 percent of ASTM:D 1557. Pavement or hardscaping support on existing soils is possible with some near- surface remedial improvements. Due to the possible presence of loose surficial soils, liquefaction hazards, and/or consolidation settlement, some settlement of non-pile-supported structures and paved areas, however, is anticipated. As mentioned previously, a structural mat foundation may be an alternative to a fully pile-supported structure, provided the risks of some post-construction consolidation settlement and possibly significant liquefaction-induced settlement can be accepted. We are available to discuss a mat foundation, if requested. 9.0 SITE PREPARATION Site preparation of planned building and road/parking areas that will not be supported by pile foundations should include removal of all existing buildings, foundation elements, utilities, asphalt, landscaping, debris, and any other surficial deleterious material that are not part of the planned project. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to demolition or stripping/grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. The fill encountered in our explorations was generally in a loose condition. However, the density, thickness, and content of the fill across the site may be highly variable. We anticipate that any upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing, such as sidewalks or segmented paving units. However, there will be a risk of long-term damage to these surfaces December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPU1b -KE090396A2 -Projects\]0090396\KE\WP Page 13 Rentmz Memorial Stadi,rm Additions Renton, Washington Subswface Etploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Report Preliminary Design Recommendations including, but not limited to, rutting, yielding, cracking, etc., if any uncontrolled loose fill or surficial loose soil is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement-sensitive, near-surface soils. Utilities founded above loose, uncontrolled fill are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend proof-rolling road and parking areas with a loaded tandem-axle dump truck to identify any soft spots. If construction is to proceed during wet weather, we recommend systematic probing in place of proof-rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. Some of the on-site fill and surface soils contain a high percentage of fine-grained material, which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. If the existing pavement will not be used for access and staging areas, consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (A TB), The existing pavement is in such poor condition that it may be necessary to augment the pavement with A TB if it will be used for construction access and staging. If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field, 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to December 10, 2009 J PU!b -KE090396A :! -Projec/5120090396\KE\ WP ASSOCIATED EARTH SCIENCES, INC Page 14 Renton Memorial Swdium Additions Renton, Washington Subswface Explora1ion, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 15.57 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1.557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H: IV (Horizontal: Vertical). The contractor should note that any proposed fill soils must be evaluated by AES! prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-s~nsitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. The on-site soils generally contained significant amounts of silt and are considered very moisture-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction caJlllot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL!tb -KE09039M2 -Projf!CISl10090396\KEIWP Page 15 Renton Memorial Stadium Additions Ren/011, Washington 11.0 FOUND A TIO NS Subswface Exploratio11, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recomme11dations To mitigate post-construction consolidation settlement and the effects of seismically induced liquefaction, a pile foundation system is recommended. For this project, we recommend the use of 18-or 24-inch-diameter augercast piles. The project structural engineer has asked that we also provide recommendations for the use of micropiles (for low-headroom installation) and pipe piles (for moderately-loaded structures). The following sections provide pile recommendations based on assumed loading conditions and soils encountered beneath the site. 11.1 Augercast Piles We recommend that the construction of piles be accomplished by a contractor experienced in their installation. Fill soils can have concrete, brick, wood, and other demolition waste in them, and soils of alluvial origin may have gravel lenses or large cobbles present in them. It may be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. If obstacles are encountered at depths where removal with a backhoe is not feasible, it might be necessary to modify the pile layout to replace piles that cannot be completed according to the original design. Observation of pile installation by AES! is important to verify that the subsurface conditions observed at pile locations are consistent with the observations in our subsurface explorations, and consistent with assumptions made during preparation of the recommendations in this report. The City of Renton will likely require such inspections of foundation piles. The augercast piles will gain support from end bearing and skin friction. Augercast piles are formed by drilling to the required depth with a continuous flight, hollow-stem auger. Fluid grout is then pumped down the hollow stem under pressure as the auger is withdrawn. Appropriately designed reinforcing steel cages are then lowered into the unset grout. A single reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater than the theoretical volume of the pile. Actual grout volumes for piles constructed through some types of fill and peat can be much more. The pile contractor should be required to provide a pressure gauge and a calibrated pump stroke counter so that the actual grout volume for each pile can be determined. Typically, a nine-sack, minimum 4,000 pounds per square inch (psi) grout mix is used for augercast piles. Once complete, the piles would then connect to a pile cap and grade beam support system for the building foundation. Typical allowable capacities for the augercast piles are given in Table I. Development of the design capacities presented in Table I requires a minimum overall pile length which extends 5 feet into the bearing layer encountered at EB-l and EB-2 between 49 and 57 feet depth. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUrb -K£090196A2 -Projeasl20090396\KEIWP Page 16 Remon Memorial Stadium Additions Remon, Washington Subswface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations Allowable design axial compressive loads may be increased by one-third for short-term wind or seismic loading. Anticipated settlement of the pile-supported foundations will generally be on the order of 1/, inch. Table 1 Augercast Pile Recommendations Vertical Estimated Compressive Lateral Depth of Pile Diameter Length Capacity Capacity fixity Uplift Capacity (inches) (feet)'" (tons) (tons)''J (feet)''l (tons)''J 18 54 50 10 14 15 24 54 80 10 17 20 lll Pile length based on EB-1 a'nd EB-2 for bearing layer occurring between 49 and 57 feet depth. Bearing layer encountered at 43 feet in EB-3, but was not used for design. '" Allowable lateral capacities are for fixed-headed conditions (incorporation into pile caps and grade beam system), and 1/2 inch of deflection at the ground surface. Greater lateral capacities are possible for greater allowable deflections. "' The depth of fixity does not include the code-required 20 percent increase for reinforcing cage design. 141 Uplift capacity is based on minimum pile length of 54 feet. Piles with lateral spacing less than 6 pile diameters from another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity and the reduction factors presented below should be used. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. Based on the loose conditions of the soils through which the augercast piles are to be excavated, care .should be taken in construction planning to allow grout time to set prior to drilling adjacent piles. Typically, 24 hours of set time is recommended for piles closer than 3 pile diameters or 10 feet, whichever is greater. The 24 hours can be reduced for adjacent piles drilled on different workdays. 11.2 Group Effects Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity to account for group effects should be included in design. The effects of group performance should be considered where piles are spaced closer than 6 pile diameters center-to-center and are aligned in the direction of loading. Piles should not be spaced closer than 3 pile diameters December /0, 2009 ASSOCIATED EARTH SCIENCES, INC. JPL/tb -KE090396A 2 -ProJeCHl:20090396\KE\WP Page 17 Renton Memorial Stadium Additions Renton, Washing/On Subsurface Exploration, Geologic Hazard, and Prelimina,y Geotechnical Engineering Repon Preliminary Design Recommendations center-to-center to achieve full vertical and uplift capacity. If piles are staggered in the x and y directions a minimum of 3 pile diameters, there is no reduction in lateral loading. For the determination of individual capacities for load application parallel to the line of spacing, the following spacing and reduction factors presented in Table 2 should apply. The last pile in a row can be assumed to develop the full lateral capacity. Table 2 Lateral Reduction Factors I Pile Spacing I Reduction Factor l' 6 diameters 1.0 5 diameters 0.8 4 diameters 0.6 3 diameters 0.4 11.3 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 200 pounds per cubic foot (pct) • Coefficient of friction = 0. 30 11.4 Micropiles Micropiles are drilled and grouted reinforced piles typically having a diameter of 6 to 8 inches. They are mainly used as pressure-grouted friction piles to take tension and/or compression loads. The increasing popularity of micropiles stems from the combination of relatively small drilling equipment used for placement, allowing installation under limited-access and low-headroom conditions, and relatively high uplift and compression capacities that result from pressure grouting. Some systems use rotary-boring techniques only, rather than heavy percussion and pile-driving methods, thus reducing the risk of structural damage due to vibrations for installations inside or in close proximity to existing buildings. Several pile types and reinforcing systems are available. December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. IPL!rb -KE090396A2 -Projecll\20090396\KE\WP Page 18 Renton Memorial Stadium Additions Remon, Washington Subswface Explora1ion, Geologic Hazard, and Preliminmy Geoteclmical Engineering Repor/ Prelimina,y Design Reco1nmendations The Gewi pile system consists of pile installation using open-or cased-hole drilling methods and a threaded bar (Gewi Bar) as the reinforcing element. In order to increase the gront to soil bond capacity of the pile, especially in cohesive soils, post-grout tubes are installed at the outer perimeter of the grout body and secondary pressure grouting is repeated until the required pressure or skin friction is achieved, From a geotechnical standpoint, there is no particular advantage to one micropile type versus another for this site. Decisions regarding the micropile system to be used for the site should include cost, availability of qualified micropile contractor within project schedule/time-frame, ease of installation, and other development-related factors. Based on the subsurface strata encountered at the site, it is our opinion that the proposed micropiles would gain support from skin friction and would be capable of providing resistance against both uplift and compressive forces. The piles would provide suitable "tie-down" anchors for resisting uplift loads, including transient (wind) and seismic loads. For 6-or 8-inch-diameter micropiles, when drilled and subjected to repeated secondary pressure grouting as described above, a presumptive allowable "grout-to-ground" skin friction of 3,000 psf may be used for the portion of the micropile embedded within a "load zone" of dense, granular soils. Based on our explorations, we estimate that this load zone occurs between 49 and 57 feet below the existing ground surface. We recommend a minimum load zone embedment of 5 feet, resulting in a total micropile depth ranging between 54 and 57 feet below the existing ground surface. We recommend a minimum spacing of 5 feet center-to- center on the micropiles. The allowable skin friction mentioned above may be used for both uplift (tension) and compression loading. AES! is available to provide additional design recommendations for specific micropile loading configurations. The allowable skin friction is based on information obtained during our field exploration program and should be confirmed by installation of test piles and field-load testing. Prior to production micropile installation, a sacrificial micropile should be installed in the vicinity of the proposed piles using the same methods and procedures and to the same depth as the production piles. The sacrificial pile should be verification-tested in tension to 200 percent of maximum allowable seismic design load. Upon successful completion of the verification test, production micropile installation may begin. At least 5 percent of the production micropiles should be proof-tested to 125 percent of the static design load. 11. 5 Pipe Piles A deep foundation system consisting of small-diameter driven steel pipe piles is acceptable for foundation support where foundation loads are low to moderate. Pipe piles may consist of 6- inch-diameter pipe. The IBC recommends a maximum pile length of 30 diameters unless engineering judgment allows for modifications to this limitation based on site-specific soil December JO, 2009 IPL/lb -KE090396A2 -ProjeW\20090396\KE\WP ASSOCIATED EARTH SCIENCES, INC Page 19 Rento11 Memorial Stadium Additions Renton, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotec/mical Engineering Report Preliminary Design Recommendations conditions, building type, and pile type. For a 6-inch-diameter pile, 30D equates to a maximum pile length of 15 feet. However, the pile depths anticipated for this project range up to 60 feet. In our opinion, 60-foot-long, 6-inch-diameter piles should perform adequately in compression provided the piles will not be expected to support greater column loads than 20 kips, as we have assumed. The soil conditions encountered in our explorations will provide adequate confinement of the piles (even during a period of partial soil column liquefaction) so that "slenderness" is not considered a significant design issue. The piles should be galvanized steel pipe, driven with a suitable hydraulic hammer to the refusal criterion shown in Table 4. The following table provides required minimum hammer weights, refusal criterion, and allowable loads for pipe piles. Based on our explorations, pile lengths are estimated to be between 50 and 60 feet below the existing ground surface. Actual driven lengths are unpredictable and may be longer or shorter than the estimated range. Depending on the required foundation loads and equipment access, larger-diameter driven piling may also be used. AES! should be contacted for design recommendations if driven piling greater than 6 inches in diameter will be used. Table 4 Pipe Pile Design Parameters Pipe Minimum Refusal Allowable Diameter Wall Hammer Size Criterion co LoadC2l (inches) Thickness (lbs) (seconds) (kips) I 6 I Schedule 40 I 1,500 I 15 I 20 I OJ Refusal is detined as less than 1 inch of penetration in "X" seconds under constant dnving. <2J Allowable load for 6-inch-diameter piles to be verified by load tests in accordance with ASTM:D 1145 "quick load test." Anticipated settlement of pipe pile-supported foundations should be less than I/2 inch. Pile installation must be observed by AESI to verify that the design bearing capacity of the piles has been attained and that construction conforms to the recommendations contained herein. The City of Renton may also require such inspections. Lateral resistance can be derived from passive soil resistance against the buried portion of the foundation (i.e., the grade beam) or from the installation of batter piles. A passive equivalent fluid of 200 pounds per cubic foot (pct) can be used to account for lateral resistance. Lateral resistance for batter piles should be taken as the horizontal component of the axial pile load. Batter piles are typically installed at IH:4V inclination. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. JPUtb -KE090396t12 -Projem\10090196\KE\WP Page 20 Renron Memorial Stadium Additions Renton, Waslzi1zgt01l 12.0 FLOOR SUPPORT Subsurface Exploration, Geologic Hazard, and Preliminary GeotecJmical Engineering Report Preli1ninary Design Recomme11dations As discussed earlier in this report, existing site soils are considered to be settlement-prone, and we therefore recommend that floor slabs be designed as structural slabs and supported on pile foundations. Where potentially large-scale, liquefaction-induced settlement can be tolerated, site soils can be used to support slab-on-grade floors, sidewalks, or other similar structures contingent upon adequate remedial preparation and understanding of uncertainties in settlement performance. Slabs, pavement, or segmented paving stones to be supported on grade should be supported on a 2-foot-thick structural fill mat. All fill beneath slabs, paving stones, or pavement must be compacted to at least 95 percent of ASTM:D 1557. The floor slabs should be cast atop a minimum of 4 inches of clean washed crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non-yielding condition prior to placement of capillary break material. It should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The impervious barrier should be placed between the capillary break material and the concrete slab. 13.0 DRAINAGE CONSIDERATIONS All exterior grade beams should be provided with a drain at least 12 inches below the base of the adjacent interior slab elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 14.0 PAVEMENT RECOMMENDATIONS The majority of the parking and access areas are planned for those portions of the site underlain by fill materials overlying loose/soft soils. Therefore, some remedial measures may be necessary for support of new pavement or for areas of hardscaping (e.g., paving stones). To reduce the depth of overexcavation required and to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric or geogrid reinforcement be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric or geogrids permit heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between relatively fine-grained surficial materials on the site and the load-distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high December JO, 2009 ASSOCIATED EARTH SCIENCES, INC. J Pl/1b -KE090396,I? -Projects \:].0090.196\KE\ WP Page 21 Renton Memorial Stadium Additions Remon, Washington Subsu,jace Exploration, Geologic Hazard, and Preliminary Geotec/mical Engineering Report Preliminary Design Recommendations tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proof-rolling) identifies weak areas, which can be improved prior to pavmg. After the area to be paved is stripped and recompacted to the extent possible, engineering stabilization fabric, such as AMOCO 2002 (or equivalent), should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free-draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proof-rolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proof-rolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 4 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5 /s-inch crushed surfacing top course and 6 inches of 114-inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the potentially variable in-place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been completely finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AES! perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the pile foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. December 10, 2009 ASSOCIATED EARTH SCIENCES, INC. }Pl.fib -KE090396A] -Projcus\20090l96\KE\WP Page 22 Rento11 Memorial Stadium Additions Renton, Washi11gr011 S11bs111face Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Jeffrey PlLaub, P.G., P.E.G. Project Engineering Geologist Attachments: Figure I: Figure 2: Appendix: December JO, 2009 Vicinity Map Site and Exploration Plan Exploration Logs JPUtb -KE090396A2 -Pro)ect>\20090396\KEIWP Kurt D. Merriman, P.E. Principal Engineer ASSOCIATED EARTH SCIENCES, INC. Page 23 § j 1111 ... 00 ] REFERENCE: USGS TOPO! ~ ~ • Associated Earth Sciences, Inc. I Biilw~w;a 1111.11! ,,., { VICINITY MAP RENTON MEMORIAL STADIUM ADDITION RENTON, WASHINGTON N A 0 1000 2000 FEET FIGURE 1 DATE 11109 PROJ. NO. KE090396A il 'il ,ll ~ C • -~ "' i!l ~ § " n "' REFERENCE: LPN -----------------·· ----------------- +-------- 1 I -r,..:;~~ ,.~:-.,•_,,, .. jl '-' :!;-~!'-..: ~~ ,..~_._'[ / --------~..-,,:::-r~:c:;.-c,,.Jf<b.= ~,..... .... ~l ACCESS ROAD . . ' . ffi l )!_ 1 t/ l--:--:-·· =·:---~ . ~-;;:,;or~~~;,..,;;--_~ r------------------------. -------·-·--·cs___:ccc----: --m:_,:-1 •· I -ITT, ·1: ! I 1 -1·111 ~l~I I 1 ' ' :!J I I.' 'I 'I I I' I . •I -i I ~1]J I~ \ 1-;1 -•I 1 t" I I , · I I ' I i i ::-\ NOISCUS,AVELIN AREA !-·-1 , -1-r I T: i:·[ ·I T-· 1· 1; :__ !;,__ ; APPROXIMATE LOCATION ~-I I I i \ OF EXPLORATION BORING · EB-3 .• N .•• , •• ;;;-. AREA - \ TYP a , ... +- EB-4.... ' ' I I ' ,~-----·------_-"··, ----' _-'>;_ i:.,~: .. ;_{:~~-... -~r~-----£.. --~---~,~-----~-• ___ '·'.-.~.·--.-. ,-:~;;_-~c-~_;_~:-~-!'.: ~~"_::~' . ---' . . . ~ . L . ~--., -' f ~ I ! i . I I I l~~-=;:z.; --.,.-cc.-~ I I I ----r;--•9--~ -.. _::· l ;:i· ' "· eNTRANCe GATE -; . ,-;._' ! GATE·CA.GE E' 1, · ,~, .,, ;· ~ .. ; -: ti GRANOSTllh'.D ·-.. : . -I' NEW TICKET BOOTH , -/ / . -• ~.-1 ~ i -. • 1' ··•· ,-· STORAGE ~TflACK EQUIPMENT)-, r·-----"E~~~---/' __ " W:~c,s~'.:.:~~-,. 0 _ • __ • _ I ---i;;.,;:,.___ __j; -, ~· __ : •c __ .. ::: ~~~~,·~ . ~-=--= =--,cs.~,------J;, : t ·'·" -:c., ' \ ' ~~-- \\• '• \ ~-:f \ 'f \\ "\ I ' . \ c:,,,,-,, -1-=-1 ::\_ ;_:c;,:,;.:;_i,·i . . } .......... . --.. 7· \ / f )_.__:/f _::{::~ ~ ""::~:-~~;;;=~: J W' ... , \ i ' l r I I o·• • 1' I •,. I 1 ·-1c.;~EAS -----' :· .. ;.,, .\ {' _.! ] ' : 0,, ~C ti I I -1 1·~ -;P---~c .:" ·\ . ,1 . I I ,,, ' " I 1· 1111-----;-ri--~ ' .--. __ -. ·: • I ' I I ' I I o, ' I I -i I , . . ' ' I " , I " . • ' ' .. : , : : ,-· ,•· I I , ' I :,:;:,J .. ' .. I I ' ! ' ' ' I ' ' -~~~-..,.... ~.- '~~- . =\ i d 1-"' _.' ,·,' ,; __ -· · I' · j\·, ,4/.-......__ .. _!f ·-' ,_ .. ::-,,• --J- ,t--'., :.•-_,-;-'.!.1-'.Z '.c<: /o,;-, • =::.'-, -:: 1·. \ -----··_----_-!-L""''' . LI . . ' I ' I ' . ' I -• I ' I ' ' ' \ '.','1 ,,_ ·, I ..... ----, · I _ 1 I · · I I , I ,, . -I I ' I -·: I . ·--_--· ·'. ·, .• I I • --I I I I \ • \ y ' C I 1 ... lo-' ' ' • "1 "'' ! I _I ' \ ~-• ' I I ' • I -_L_ r-.. I ' I ' ., ' I T. . i 'h••·· .i. • I ] ., •-/ ,,, c·, t -.1 ·:r, I I I I , I ::1 I , ' ,- '.. • . ' I I I '""', _[" ,,1,1,,.1,, ( ~ :\: ~·· ,;,· · ' · • I I I 11 •lo II • ,o , • . . ~ ' i J__j__ 00 ' ,', , t-.• -·-· :'-~{~·>··=-~~.:::~~; ~~-· ' I i' ..... ••• --·---MAIN STADIUM ---BOILER ROOM ------- .-S TICKET BOOTH , .. - ii r-~ ' ) l -~·····-· .~ ., . ' ~-/ I/ /) ·'"-~~::-;;~~;-.'.-~ /' -----~-~~ ---' -_j1 ·-. _jj ,· I 8EB-1 ---- -TRACK -j;:. END ZONE I , I ' ,.-,~ "J•j I ,,-11 " N A 0 40 80 FEET .~ ~ :11 ~ Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2 ~ l-c;cJ I :· I i'r. I &? I ij-{-"'j RENTON MEMORIAL STADIUM DATE 11109 ~ ---RENTON, WASHINGTON PROJ. NO. KE090396A APPENDIX ~ ID cii 0 0 N 0 2 C 0 D ID C ]§ ID Ct'. ID ii; cii 0 0 N 6 z '!! ·o "' " ID C -~ Cl d, C u:: C .Q tl ~ :ii:::::::::: ~ ~.;::::::::: ~ (l) "if. ro > ~ 8 .~ \r11 -"' 0" Well-graded gravel and GW gravel with sand, little to no fines GP Poorly-graded gravel and gravel with sand, little to no fines Silty gravel and silty GM gravel with sand Clayey gravel and GC clayey gravel with sand Well-graded sand and sw sand with gravel, little to no fines SP Poorly-graded sand and sand with gravel, little to no fines ~ci1--h--+-+-----------I oz :e w Silty sand and O ~ ~ SM silty sand with ro • '#. o. ~ gravel Terms Describing Relative Density and Consistency Coarse- Grained Soils Density SPT(')blows/foot Very Loose O to 4 Loose 4 to 10 Medium Dense Dense Very Dense 10 lo 30 30 to 50 >50 Test Symbols G = Grain Size Fine- Grained Soils Consistency Very Sott Sott SPTt')blows/foot D to 2 2 to 4 M = Moisture Conten1 A = Atterberg Limits C = Chemical DD = Dry Density K = Permeability !vledium Stiff Stitt Very Stiff Hard 4 to 8 8 to 15 15 to 30 >30 Descriptive Term Boulders Component Definitions Size Range and Sieve Number Larger than 12" Cobbles Gravel Coarse Gravel Fine Grave! Sand Coarse Sand Medium Sand Fine Sand Silt and Clay 3" to 12" 3" to No 4 (4 75 mm) 3' to 3/4" 3/4" to No 4 (4 75 mm) No 4 (4 75 mm) to No. 200 (0 075 mm) No 4 (4.75 mm) to No 10 (2 DO mm) No 10 (2.00 mm) to No. 40 (0.425 mm) No 40 (0.425 mm) to No 200 (D 075 mm) Smaller than No 200 {O 075 mm) ~ lI:~Hfl--+-----------1 1---------- l 3 I Estimated Percentage Clayey sand and w D C ro "' SC clayey sand with gravel Percentage by --+-----------1 Component Weight Moisture Content Dry -Absence of moisture, dusty, dry to the touch Slightly Moist -Perceptible moisture Silt, sandy silt, gravelly silt, ML silt with sand or gravel CL Clay of low to medium plasticity, silty, sandy, or gravelly clay, lean clay Trace Few Little With <5 5 to 10 15 to 25 -Non-primary coarse constituents: .:::_ 15% -Fines content between 5% and 15% Moist -Damp but no visible water Very Moist -Water visible but not free draining Wet -Visible free water, usually from below water table Symbols Blows/6" or Sampler Type Elastic silt, clayey silt, silt 20"00 Organic clay or silt of low OL plasticity portion of 6" I SamplerT~ Description Cement grout surface seal MH with micaceous or Split-Spoon dlatomaceous fine sand or Sampler LJ--l-"s1,.,·1t ________ -l (SPn Clay of high plasticity, CH sandy or gravelly clay, fat clay with sand or gravel Organic clay or silt of OH medium to high plasticity Sulk sample " " " 3 O" OD Split-Spoon Sampler 3 25" OD Split-Spoon Ring Samp!er 3 O" 00 Thin-Wall Tube Sampler (including Shelby tube) o Portion no1 recovered Bentonite seal :: Filter pack with · blank casing · · section . Screened casing . -· or Hydrotip _ .. with 1ilter pack End cap (4) Depth of ground water .?, ATD = At time of drilling 'Sj_ Static water level (date) Standard Practice for Description (SJ Combined uses symbols used for fines between 5% and 15% and Identification of Soils (ASTM D-2488) 1l '------"=='--'------------'-------------------------------' ! Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size. and ~ p!asticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual-manual and/or laboratory classification :::::, methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System ~======================================= EXPLORATION LOG KEY I. ~ Associated Earth Sciences, Inc. ~ ~ ~~rn~~~ il ___________________________________________________ _ -- Associated Earth Sciences, lnc. Exoloration Loa GJ w [§] [fl @ Project Number I Exploration Number I Sheet . ' KE090396A EB-1 1 of 2 ' Project Name Renton Memorial Stadium Ground Surface Elevation (ft) Location Renton WA Datum WA Driller/Equipment Geologic Drill/XL Date Start/Finish l J 14/09 ll 14/09 Hammer Weight/Drop 140# I 30" Hole Diameter (in) R" C ~= ~ g ~ o-0 -;;; • -0 :::;;~ ID <O Blows/Foot • .c .c ..J .; .c Q. o. E ID--~ >-- C. s E ~ "' SE $ .9 ;;; ID T rn (:) (/) ~"' ,£ 0 (/) 0 DESCRIPTION u 10 20 30 40 0 -2" asphalt. r · 4" gravel. base .. -·-·. ..AifUVi'um· ----------- ' I S-1 Sand and gravel over moist to wet. gray, silty fine SAND/fine sandy SILT 7 .. 6 4 ~ 5 2 !'. Gravel pushed sampler down. sampled at 10'. ' >--10 I Wet, brownish gray, interbedded SILT and fine SAND, with trace organics. 1 I S-2 1 ""2 Driller added mud at 11 1 /2' 1 I S-3 Wet, bluish gray, silty fine SAND, with trace woody debris 3 .. 6 3 -15 3 I S-4 Wet, bluish gray, SILT, with fine sand 0 ""2 1 -20 1 I S-5 Wet. bluish gray, interbedded SILT and fine SAND. 3 .. ~ 4 -25 4 I I S-6 Wet, bluish gray, silty fine to medium SAND, with siltier zones. 2 ... , 3 -30 3 S-7 Same, wet with gravel and scattered organics 6 11 ' 19 -35 8 I S-8 Wet, bluish gray, silty fine to medium SAND. 5 •1j 8 1--40 8 S-9 Same, wet with organic beds 3 ol.21 11 ~ 45 10 Sampler Type (ST): [D 2" OD Split Spoon Sampler (SPT) D No Recovery M ~ Moisture Logged by: JPL [I] 3" OD Spli1 Spoon Sampler (D & M) I] Ring Sample 'ii. Water Level () Approved by: ~ Grab Sample lZl Shelby Tube Sample.!. Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exoloration Loa ~- I GJ CJ 5J [f] @ Project Number Exploration Number I Sheet ' KE090396A EB-1 2 of 2 -- Project Name Renton Memorial Stadium Ground Surface Elevation {ft) Location Renton WA Datum _t,J/ll Driller/Equipment Geologic Drill/XL Date Start/Finish J J /4109 J 114109 Hammer WeighVDrop 140# / 30" Hole Diameter (in) a" C -~ g ~ u-.Q ~: '" ID -0 ID Sf' © ~,, = ID Blows/Foot ~ 0. ~[ _, ~ f-©-~ ~ a. s E $~ ID O :;; ID T ro ('.) U) ~m ~ 0 U) a DESCRIPTION () 10 20 30 40 i5 S-10 Wet. bluish gray, fine to medium SAND, with gravel, siltier zones and 3 •22 woody debris (root?) 7 ~ 50 Driller reports gravel at 49 1/2'. 15 I:s-11 Wet, bluish gray, GRAVEL, with sand and silt. 36 36 H.79 -55 43 I I S-12 Wet. bluish gray, silty fine SAND interbedded with brown organic silt 5 •, 5 -60 3 ' ' ] S-13 Moist, bluish gray, silty fine to medium SAND. 5 •1 6 -65 9 S-14 Wet, bluish gray, fine to coarse SAND, with gravel. 13 A3j 18 -70 ---------------------------------·-----· . 18 Bottom of exploration boring al 70 feet ~ 75 I I I -80 -85 -90 Sampler Type (ST}: [D 2" OD Split Spoon Sampler (SPT) D No Recovery M • Moisture Logged by: JPL [D 3" OD Split Spoon Sampler (D & M} I] Ring Sample "l-Water Level () Approved by: IQJ Grab Sample 0 Shelby Tube Sample!'. Water Level at time of drilling {ATO) Associated Earth Sciences, Inc. Exoloration Lon G8 EJ b] ~ 1,-t"] Project Number I Exploration Number Sheet . KE090396A EB-2 1 of 2 - Project Name Renton Memorial Stadium Ground Surface Elevation (ft) Location Renton WA Datum ,...ii11. Driller/Equipment Geologic Drill/XL Date StarVFinish j J 14/09 J 114/09 Hammer Weighl/Drop 140# / 30" Hole Diameter (in) IS" C g! ~ 00 g 00 o-0 ;;; w -0 =~ w <D Blows/Foot w £ "5. £.o __, '" ,_ o. E w--~ 15. s E ~ >-5~ WO :;; w T "' t9 (/) ~ ai £ 0 (/) 0 6 DESCRIPTION u 10 20 30 40 2" asphalt. - 4'.' _ _gra_'!:el base. --· ---· Alluvium S-1 Moist. rust-stained brownish gray, SILT, with sand and gravel 2 •2 1 -5 1 lC S-2 Wet. rust-stained bluish gray, fine to medium SAND, with silt. 3 ... 6 3 -10 3 Driller added mud at 13 1/2' S-3 Wet, bluish gray, silty fine SAND, interbedded with silt 3 •s 3 -15 2 S-4 Wet, bluish gray, S1LT, with very fine sand. 2 •2 1 -20 1 I S-5 Wet, brown, PEAT, interbedded with SILT. with woody debris 1 A4 2 -25 Bluish gray sand in sampler tip. 2 S-6 Wet, bluish gray, SILT, with fine sand and woody debris 1 ... 4 2 -30 2 5~7 Wet, bluish gray, fine to medium SAND, with siltier zones interbedded with 3 ... brown, PEAT 2 -35 6 S-8 Wet, bluish gray, SILT, with organics interbedded with fine to medium 4 ... 5 sand_ 2 -40 3 " E " z I I Wet, bluish gray, SILT, interbedded with fine to medium sand. 2 S-9 3 A· -45 4 Sampler Type (ST): [D 2" OD Split Spoon Sampler (SPT) D No Recovery M ~ Moisture Logged by: JPL [D 3" OD Split Spoon Sampler (D & M) I] Ring Sample 'SJ_ Water Level I) Approved by: fQl Grab Sample [Z] Shelby Tube Sample l' Water Level at time of drilling (ATD) As~ociated E::th Sciences, In:.· r-Exp_loration Loa Project Number I Exploration Number I Sheet C±Jww~@ KE090396A EB-2 2 of 2 Project Name Renton Memorial Stadium Ground Surface Elevalion (ft} ----------- Location Renton WA Datum "'" Driller/Equipment Geologic Drill/XL Date StarUFinish ..1J 14109 J j/.1/09 Hammer Weight/Drop 140# / 30" Hole Diameter (in) ~" C ~ = m g m u-0 ;; -" -0 ;:::"fil w "' Blows/Foot w .en _, '" .c 0. o. E w-~ ~ r a. s E ~ " sE W O '" w T ro <!) U) i rn .c 0 U) 0 5 DESCRIPTION () 10 20 30 40 I S-10 Wet. bluish gray, fine to medium SAND, with siltier zones 6 ... 7 Driller reports gravel at 49' 9 -50 Gravel in sampler tip 18 I S-11 Wet, bluish gray, fine to coarse SAND, with gravel 5 15 '40 -55 25 ' I S-12 Same, wet 16 •28 17 -60 11 J S-13 Wet, bluish gray, silty fine to medium SAND, with siltier zones g •22 11 r 65 11 S-14 Wet, bluish gray, fine to medium SAND, with gravel 4 .ol.14 5 ~ 70 ------------------------------g Bo1tom of exploration boring at 70 feet I ~ 75 ~ BO f -85 -90 Sampler Type (ST). [I] 2" OD Split Spoon Sampler (SPT) D No Recovery MM Moisture Logged by: JPL [I] 3" OD Split Spoon Sampler (D & M) I] Ring Sample '.\,c Water Level () Approved by: [Ql Grab Sample 0 Shelby Tube Sample.!. Water Level at time of drilling (ATD) • D E ~ 0 Associated Earth Sciences, Inc. ' Exoloration LOCI Gu [J Q ~ @ Project Number I Exploration Number I Sheet ' KE090396A EB-3 1 of 2 i Project Name Renton M!;;morial Stadium Ground Surface Elevation (ft) Location Renton WA Datum "" Driller/Equipment Geologic Drill/XL Date Start/Finish 1115/09 lJ /5109 Hammer Weight/Drop 140# / 30" Hole Diameter (in) "" - C ~ = g C u-0 <I> -0 =·'fil <I> <D Blows/Foot .c ,0 _J ;;; .c "1i a. E ID-~ 3 "1i s E ~ >-sE $. _Q ID T ro C)U) 0 U) 0 !:: [ll DESCRIPTION (.) 10 20 30 40 Grass sod . ---· ...... ----------------------- Fill/Modified Ground S-1 Moist. rust.stained bro_wnish_gray, SILT, with sand and organ_ics_ 1 "s ---AtfUViu-lTl -. . --· ---.. -3 ,-5 2 "' S-2 Wet, rust.stained bluish gray, fine to medium SAND interbedded with silt 1 "3 and trace organics 1 ~ 10 2 Driller added mud at 13'. S-3 Wet, b!uish gray, silty fine SAND, with trace organics 4 "' 4 ~ 15 4 I S-4 Wet, bluish gray, silty fine to medium SAND 12 15 '30 I -20 15 I S-5 Wet. bluish gray, fine to medium SAND, interbedded with silt. 4 "s 3 -25 5 I S-6 Wet, bluish gray, SILT, with sand beds and peat beds 2 " 2 -30 5 S-7 Wet, bluish gray, fine to medium SAND, interbedded with silt and peat 3 "3 1 -35 2 ' S-8 Wet, brown, PEAT, with beds of bluish gray silt. 3 " 3 -40 4 Driller reports gravel at 43'. Wet. bluish gray, fine to coarse SAND, with gravel. 30 S-9 48 'BB -45 40 Sampler Type (ST): [] 2" OD Split Spoon Sampler (SPT) D No Recovery M -Moisture Logged by: JPL [] 3" OD Split Spoon Sampler (D & M) [I Ring Sample '¥. Water Level () Approved by: ~ Grab Sample 0 Shelby Tube Sample .f. Water Level at time of drilling (ATD) m ;;; <I> f- ii; .c iS I I Exoloration L_Q_g__~---~---------1 Exploration Number I Sheet Associated Earth Sciences, Inc. [=][][JEZ]@ Project Number KE090396A EB-3 2 of 2 --'----------- Project Name Renton Memorial Stadium ____________ _ Location Renton WA Driller/Equipment Geoloaic Drill/XL Hammer WeighVDrop ~14~0~#~1~3~0~"-------~ g C u- w -0 ~ .0 ~ ci o. E 1i s E ~~ ID T rn ('.)<JJ 0 (/) DESCRIPTION S-10 Wet, bluish gray, GRAVEL. with fine to coarse sand ~ 50 S-11 Same, wet -55 - S-12 Wet, bluish gray, fine to medium SAND, interbedded with silt -60 'T S-13 Wet, bluish gray, SILT, with fine sand ~ 65 Bottom 4" wet. brown. organic SILT, with woody debris White, very fine SAND at sampler tip (tephra). I S-14 Wet, bluish gray, SILT, interbedded with brown. PEAT, with woody debris. -70 I Bollom of explora1ion boring at 70 feet -75 -80 -85 0 ~ ~ 2 I Ground Surface EJevation (ft) Datum _o.'"ii,"e,_ ______ _ Date StarVFinish _j_1J5/09 1115109 Hole Diameter (in) _ff' --- 13 20 25 10 12 12 I ci 16 2 3 5 7 9 14 Blows/Foot 10 20 30 40 •24 •12 •a I •23 i ' i I j II D.-90 I "c--;:-'--",---=-L_~c-------------------------'-_J_j__L _ _j_ __ _,__J__J____l__L-1 ~ Sampler Type {ST): ~ OJ 2" OD Split Spoon Sampler {SPT) 0 No Recovery M -Moisture :S [I] 3" OD Split Spoon Sampler (D & M) I] Ring Sample 'l-Water Level (I Logged by: JPL Approved by: ~ ~ Grab Sample 0 Shelby Tube Sample .'.f. Water Leve! at time of drilling (ATO) ~.__ _______________ ..:;: ________________________________ _J ~ 0 N Associated Earth Sciences, lnc. Exnloration Loa GB [J EJ [£] @I Project Number I Exploration Number I Sheet '··::,~ ·_. KE090396A EB-4 1 ot 2 Project Name Renton Memorial Stadium Ground Surface Elevation (ft) Location Renton WA Datum r..11/\ Driller/Equipment Geologic Drill/XL Date StarVFinish 1 J 15/09 1115/09 Hammer WeighVDrop 140# / 30" Hole Diameter (in} C" I j: £ lu-g ~ " -0 =~ <1) <O Blows/Foot .C_o _, "' .c °' ~[ <1)-~ ~ a. s E 5[ 2 .Q <1) T m ('.) U) ~ OJ 0 (f) 0 DESCRIPTION 0 10 20 30 40 Fill/Modified Ground L -·-· ----AfiuViurTl ] S-1 Moist to wet. rust-stained bluish gray, SILT, with organics and sand beds. 6 &5 3 L 5 2 !'. 1 S-2 Wet, bluish gray, fine SAND, interbedded with silt 1 .... 2 ' 10 2 ] Driller added mud at 13 1/2' S-3 Wet, bluish gray, fine to medium SAND, with trace organics. 8 •2 12 '-15 13 ] S-4 Wet. bluish gray, SILT, with beds affine to medium sand, with trace 3 •2 organics 1 '-20 1 ' ] S-5 Wet, bluish gray, SILT, with fine sand and peat beds 1 .... 2 '-25 2 ] S-6 Wet, bluish gray, fine SAND. interbedded with sill, with trace organics and 2 A4 woody debris. 1 L 30 3 J S-7 Wet, brown, PEAT, with woody debris interbedded with bluish gray, fine to 3 ... coarse sand. 2 L 35 5 ' J S-8 Wet, bluish gray, fine to medium SAND, interbedded with silt, with PEAT, 6 A24 woody debris and trace gravel. 9 L 40 15 J S-9 Wet, bluish gray, GRAVEL, with fine to coarse sand g ' 19 I 10 L 45 g Sampler Type (ST) [D 2" OD Splil Spoon Sampler (SPT) D No Recovery M -Moisture Logged by: JPL [D 3" OD Split Spoon Sampler (D & M) I) Ring Sample 'SJ. Water Level () Approved by: ll1l Grab Sample IZ1 Shelby Tube Sample l' Water Level at time of drilling (ATD) J'l ~ <1) >- iii .c 6 "- Associated E.1rth Sciences, Inc. Exi:>loration Log G] [J 5J [:] @1 Project Number I Exploration Number I Sheet . KE090396A EB-4 I 2 of 2 "" Project Name Renton Memorial Stadium Ground Surface Elevation {ft) Location Renton WA Datum SI/A Driller/Equipment Geologic Drill/XL Date Start'Finish 1115/09 1 115/09 Hammer WeighUDrop 140# 130" Hole Diameter (in} C" C ~: w s w o-0 ;;; -0 "' se "' iEI =ii Blows/Foot "' ~ "" _, w f-m-~ ~ Q s E ~ >-s@" "'0 :u ID T ro C) OJ ~ ai ~ 0 U) 0 0 DESCRIPTION 0 10 20 30 40 I I S"10 Wet, bluish gray, silty fine SANO, interbedded with silt with fine sand 3 •s 2 -50 3 I S-11 Wet, bluish gray, S!LT, with fine to medium SAND beds and trace 3 organics 3 •10 -55 7 I I I I S-12 Wet, bluish gray, fine to medium SAND, interbedded with silt, with trace 3 •1 organics. 6 -60 White, very fine SAND at 59 112' (tephra) 9 I S-13 Wet, bluish gray, silty fine to medium SAND, interbedded with silt. 6 I •1 I Gravel in sampler tip 8 i -65 8 IT S-14 Wet, bluish gray, bedded GRAVEL, with sand 9 ... 34 15 70 19 I S-15 Wet, bluish gray, GRAVEL 12 ... 34 17 -75 " -17 Bollom of exploration boring at 75 feel -80 -85 -90 Sampler Type (ST): [O 2" OD Splil Spoon Sampler (SPT) 0 No Recovery M. Moisture Logged by: JPL [O 3" OD Split Spoon Sampler (D & M) I] Ring Sample 'Si-Water Level O Approved by: ~ Grab Sample IZJ Shelby Tube Sample 'f Water Level at time of drilling (ATD) VII. OTHER PERMITS This project will require a building permit from King County, Utility Develop Extensions for water from the Utility Department, and an NPDES permit from the Department of Ecology. The NPDES will include a SWPPP and a spill prevention and cleanup report (included in the SWPPP). See Section 8 for a copy of the SWPPP. COUGHLINPORTERLUNDEEN 11 Renton Memorial Stadium King County Washington VIII. CSWPPP ANALYSIS AND DESIGN This section lists the requirements that will be used when designing the TESC plan for this site. A copy of the Draft SWPPP has been included in this section on the following pages. The SWPPP will be finalized after a contractor is brought on board Standard Requirements Erosion/Sedimentation Plan shall include the following: 1. Facilities required include: Catch basin filter socks. (1.2.5-1). The project will provide sediment protection at the existing catch basins and maintain existing hardscaped areas until areas will be re- paved 2. Timing-For the period between November 1 through March 1 disturbed areas greater than 5,000 square feet left undisturbed for more than 12 hours must be covered with mulch, sodding, or plastic covering. A construction phasing plan shall be provided to ensure that erosion control measures are installed prior to clearing and grading. (1.2.5-1). Notes addressing each of these items have been placed on the civil engineering plans. 3. Planning-Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension, stake and flag clearing limits (1.2.5-1). The clearing limits have been indicated on the TESC plan. Notes addressing this item have been placed on the civil engineering plans. 4. Revegetation -Revegetate areas to be cleared as soon as practicable after grading. (1.2.5-1). Notes addressing this item have been placed on the civil engineering plans. COUGHUNPORTERLUNDEEN 12 Renton Memorial Stadium King County Washington Stormwater Pollution Prevention Plan For Renton Memorial Stadium Prepared For Northwest Regional Office 3190 -160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner Renton School District 300 SW 7th St Renton, WA 98057 Developer Renton School District 300 SW 7th St Renton, WA 98057 Operator/Contractor NIA Project Site Location 405 Logan Ave N, Renton Wa Certified Erosion and Sediment Control Lead NIA NIA SWPPP Prepared By Sean Robertson 413 Pihe St, Suite 300 Seattle, Wa, 98101 206-343-0460 Coughlin Porter Lundeen, Civil Project Engineer SWPPP Preparation Date 6121/10 Approximate Project Construction Dates December 20 I 0 July 2011 NIA NIA n n Contents 1 . 0 Introduction ............................................................................................................................... l 2.0 Site Description ........................................................................................................................ 3 2.1 Existing Conditions ........................................................................................................... 3 2.2 Proposed Construction Activities ...................................................................................... 3 3.0 Construction Stonnwater BMPs ............................................................................................... 5 3.1 The 12 BMP Elements ....................................................................................................... 5 3.1.1 Element# 1 -Mark Clearing Limits ................................................................ 5 3.1.2 Element #2 -Establish Construction Access ................................................... 5 3.1.3 Element #3 -Control Flow Rates .................................................................... 6 3.1.4 Element #4 -Install Sediment Controls .......................................................... 6 3.1.5 Element #5 -Stabilize Soils ............................................................................ 8 3.1.6 Element #6 -Protect Slopes ............................................................................ 9 3.1.7 Element #7 -Protect Drain Inlets .................................................................... 9 3.1.8 Element #8 -Stabilize Channels and Outlets ................................................ 10 3.1.9 Element #9 -Control Pollutants .................................................................... 11 3.1.10 Element #10-Control Dewatering ............................................................... 11 3. I. I l Element # 11 -Maintain BMPs ...................................................................... 12 3.1.12 Element #12-Manage the Project.. .............................................................. 12 3.1.12 Element #12-Manage the Project.. .............................................................. 15 3.2 Site Specific BMPs .......................................................................................................... 17 3.3 Additional Advanced BMPs ............................................................................................ 17 5.0 Pollution Prevention Team ................. i,,.,.,,.,.,:-:c ...................................................................... 19 5. l Roles and Responsibilities ............................................................................................... I 9 5.2 Team Members ................................................................................................................ 20 6.0 Site Inspections and Monitoring ............................................................................................ .21 6. l Site Inspection ......... , ........................................................................................................ 21 6.1.1 Site Inspection Frequency .............................................................................. 21 6.1.2 Site Inspection Documentation ...................................................................... 22 6.2 Stonnwater Quality Monitoring ...................................................................................... 22 6.2.1 Turbidity ........................................................................................................ 22 6.2.2 pH ................................................................................................................... 23 7.0 Reporting and Recordkeeping ................................................................................................ 25 7.1 Recordkeeping ................................................................................................................. 25 7.1.1 Site Log Book ................................................................................................ 25 The site log book is attached to this SWPPP ................................................................ 25 7 .1.2 Records Retention .......................................................................................... 25 ii n 7 .1.3 Access to Plans and Records .......................................................................... 25 7.1.4 Updating the SWPPP ..................................................................................... 26 7 .2 Reporting ......................................................................................................................... 26 7.2.1 Discharge Monitoring Reports ....................................................................... 26 7.2.2 Notification ofNoncompliance ...................................................................... 26 Appendix A -Site Plans ........................................................................................................ .31 Appendix B -Construction BMPs ......................................................................................... 32 Appendix C -Alternative BMPs ............................................................................................ 33 Appendix D -General Permit ............................................................................................... .35 Appendix E -Site Inspection Forms (and Site Log) ............................................................. .36 Appendix F -Engineering Calculations ................................................................................ .45 Appendix A Site plans • Vicinity map (with all discharge points) • Site plan with TESC measures Appendix B Construction BMPs • Possibly reference in BMPs, but likely it will be a consolidated list so that the applicant can photocopy from the list from the SWMM. Appendix C Alternative Construction BMP list • List of BMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms Appendix F Engineering Calculations (if necessary) • Flows, ponds, etc ... 111 Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SW PPP) has been prepared as part of the NP DES stormwater permit requirements for the Renton Memorial Stadium construction project in Renton, Washington. The site is located on the north side of Renton, due north of the interchange for Interstate 405 (I-405) and State Route 167 (Hwy 167). The existing site is a 14.44-acre lot with a track and field and associated stadium. There are parking lots on the north and south sides of the site. The proposed development consists of the renovation of the existing stadium along with removing the north bathroom and ticket booth and replacing them with new structures. The existing courtyard south of the stadium will be replaced with new concrete paving and landscaping will be installed around the east side of the track. Construction activities will include demolition, excavation, grading, relocation of onsite services/utilities, new concrete and asphalt paving. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 4. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 5. Prevent violations of surface water quality, ground water quality, or sediment management standards. 6. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee' s outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on June 21, 2010. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005) and in the Stormwater Management Manual for Eastern Washington (SWMMEW 2004). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are: • • Section I -INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. Section 2 -SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, • • Stormwater Pollution Prevention Plan and calculated stormwater flow rates for existing conditions and post- construction conditions. Section 3 -CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004). Section 4 -CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. • Section 5 -POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector • • Section 6 -INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to :IJe monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. Section 7 -RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. " Supporting documentation and standard forms are provided in the following Appendices: Appendix A -Site plans Appendix B -Construction' BMPs Appendix C -Alternative Construction BMP list Appendix D -General Permit Appendix E-Site Log and Inspection Forms Appendix F -Engineering Calculations 2 Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The proposed site is located just north ofl405 and highway 167 in Renton, Washington. A site vicinity map and coordinates are provided in Appendix A. The existing site is a 14.44-acre lot with a track and field and associated stadium. The proposed development consists of the renovation of the existing stadium along with removing the north bathroom and ticket booth and replacing them with new structures. The existing courtyard south of the stadium will be replaced with new concrete paving and landscaping will be installed around the east side of the track. The topography of the site and surrounding properties gently slopes to the west. Soils are classified as Till, Quartemary Alluvium. The site is well drained and groundwater lies approximately 6 feet below the surface. Runoff from the site generally drains from east to west to a series of catch basins. The catch basins convey runoff to a storm drain system that flows to either the northwest or southwest comers of the site where they discharge to the Cedar River. At the point of discharge, Cedar River is listed as a Category 5 polluted water of the state under the State's Clean Water Act Section 303( d) list, due to fecal coliform bacteria contamination, dissolved oxygen levels, and temperature. There are no critical areas on the site such as high erosion risk areas, wetlands, streams, or steep slopes (potential landslide area). The site does sit within a portion of the I 00-yr flood plain for the Cedar River. 2.2 Proposed Construction Activities The proposed development consists of the renovation of the existing stadium along with removing the north bathroom and ticket booth and replacing them with new structures. The existing courtyard south of the stadium will be replaced with new concrete paving and landscaping will be installed around the east side of the track. . No water quality or detention facilities are planned as part of this development. New sanitary, electrical, water and storm drain utilities will also be constructed. Construction activities will include site preparation, TESC installation, demolition of the existing north bathroom and ticket booth, excavation for retrofitting the stadium building foundations, asphalt/concrete paving, construction of a new ticket booth/bathrooms, and renovation of the 3 Stormwater Pollution Prevention Plan existing stadium. The schedule and phasing of BMPs during construction is provided in Section 4.0. The site disturbance to the site will be localized areas that require repaving and the construction of the new north bathroom/ticket booth. No TESC calculations are attached because of the minor disturbances. After the replaced north building is constructed and all new utilities are installed, the site will be graded and paved. A landscape buffer area will be constructed on the east side of the site. The following summarizes details regarding site areas: The following summarizes details regarding site areas: • • • • • • • • • • • Total site area: Percent impervious area before construction: Percent impervious area after construction: Disturbed area during construction: Disturbed area that;is characterized as impervious (i.e., access roads, staging, parking): 2-year stormwatet'funoff peak flow prior to construction ( existing): 10-year stormwater runoff peak flow prior to construction ( existing): 2-year stormwater runoff peak flow during construction: I 0-year stormwater runoff peak flow during construction: 2-year stormwater runoff peak flow after construction: I 0-year storm water runoff peak flow after construction: No stormwater flow calculations are provided in Appendix Fat this time. 4 14.44 acres 78.1 % 77.9 % 2.5 acres I acres NIA cfs NIA cfs NIA cfs NIA cfs NIA cfs NIA cfs Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1 -Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: • High Visibility Plastic or Metal Fence (BMP Cl03) Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 -Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: • No BMPs to be implemented 5 Stormwater Pollution Prevention Plan Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3 Element #3 -Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: • No BMPs to be implemented Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater perrnit(as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements ( e.g. discharge to combined sewer systems). 3.1.4 Element #4-lnstall Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: 6 Stormwater Pollution Prevention Plan • Storm Drain Inlet Protection (BMP C220) Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e:g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. The following BMPs will be implemented as end-of-pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end-of-pipe sedimentation controls. • Temporary Sediment Pond (BMP C241) • Construction Stormwater Filtration (BMP C25 l) 7 Stormwater Pollution Prevention Plan • Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element #5 -Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: • Temporary and Permanent Seeding (BMP Cl20) • Plastic Covering (BMP CI23) • Dust Control (BMP C 140) Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NP DES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater pennit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season{October I to April 30). Regardless of the time of year, all soils shall be stabilized at the end bf the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 8 Stormwater Pollution Prevention Plan 3.1.6 Element #6 -Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: • Temporary and Permanent Seeding (BMP CI20) Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7 -Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection • Excavated Drop Inlet Protection • Block and Gravel Drop Inlet Protection • Gravel and Wire Drop Inlet Protection 9 Stormwater Pollution Prevention Plan • Catch Basin Filters • Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) • Culvert Inlet Sediment Trap • Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or ifno BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 -Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be,tflken to prevent downstream erosion. The specific BMPs for ,' ', ,1, channel and outlet stabilizatioolthat shall be used on this project include: F • No BMPs tO be implement()d Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type I A, I 0-year, 24-hour recurrence interval IO Stormwater Pollution Prevention Plan storm for the developed condition. Alternatively, the I 0-year, I-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element #9 -Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Demolition: • • • Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C 140). Storm drain inlets vulnerabl~to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Concrete and grout: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element #10-Control Dewatering There will be no dewatering as part of this construction project. 11 Stormwater Pollution Prevention Plan 3.1.11 Element #11 -Maintain BMPs A11 temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached). Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 -Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • • • • • Design the project to fit the e,ilsting topography, soils, and drainage patterns. Emphasize erosion control rather than sediment control. Minimize the extent and duration o(the ,irea exposed . ,, __ , Keep runoff velocitieflowf Retain sediment on site . Thoroughly monitor site and maintain all ESC measures. • Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: (West Response) As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the fo11owing key project components: Phasing of Construction • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. 12 • Stormwater Pollution Prevention Plan Revcgetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162), Seasonal Work Limitations • • • From October I through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: D Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and D Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measnres. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment contrql BMfs; D Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and D Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SW PPP and scheduling the construction work. 13 Stormwater Pollution Prevention Plan Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: o Assess the site conditions and construction activities that could impact the quality of stormwater, and o Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of · the state. • The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. --- 14 • • • • • • • Storm water Pollution Prevention Plan Design the project to fit the existing topography, soils, and drainage patterns. Emphasize erosion control rather than sediment control. Minimize the extent and duration of the area exposed . Keep runoff velocities low . Retain sediment on site . Thoroughly monitor site and maintain all ESC measures . Schedule major earthwork during the dry season . In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction • • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: D Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and D Limitations on activities and the extent of disturbed areas; and D Proposed erosion and sediment control measures. 15 • • Stormwater Pollution Prevention Plan Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: D Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and o Activities where there is I 00 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring • All BMP{shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: o Assess the site conditions and construction activities that could impact the quality of stormwater, and D Assess the effectiveness of erosion and sediment control measures used to control the quality of storm water discharges. • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. 16 Storm water Pollution Prevention Plan Maintaining an Updated Construction SWPPP • This SWPPP shalJ be retained on-site or within reasonable access to the site. • • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shalJ be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 3.3 Additional Advanced BMPs The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May I to September 30 and the wet season is considered to be from October 1 to April 30. • • • • Install ESC measures: 2010 Install stabilized construction entrance: 2010 Begin clearing and grubbing: 2010December 2010 17 December December December • • • • • • • • • • • • • • • • • • • • • • • • • • Stormwater Pollution Prevention Plan 18 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • • • • • • Certified Erosion and Sediment Control Lead (CESCL) -primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. Resident Engineer -For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative Emergency Ecology Contact -individual to be contacted at Ecology in case of emergency. EmergencyOwner Contact -individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. Non-Emergency Ecology Contact -individual that is the site owner or representative of the site owner than can be contacted if required. Monitoring Personnel -personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 19 Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as mefubers of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion imd Sediment Control Lead (CESCL) N/A N/A Resident Engineer ' NIA-To be Determined NIA Emergency Ecology Contact i NI A-To be Determined - Emergency Owner Contact N/A-To be Determined - Non-Emergency Ecology Contact NIA-To be Detennined - Monitoring Personnel N/A-To be Determined - 20 Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for alJ on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring . For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs wilJ be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP Cl 60. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be exarriined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector wilJ evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. AIJ new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 21 Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Turbidity sampling and monitoring will be conducted during the entire construction phase of the project. Samples will be collected daily at the catch basin in the northwest comer of the site (CBS). If there is no flow in this catch basin, the attempt to sample will be recorded in the site log book and reported to Ecology in the monthly Discharge Monitoring Report (DMR) as "No Discharge". Samples will be analyzed for turbidity using the EPA 180.1 analytical method. The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the downstream receiving water body. If the 25 NTU.benchmark is exceeded in any sample collected from CBS, the following steps will be conducted: I. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. C,:C::':-0-'"-'::<' 2. Assess whether additional BMPs should be implemented, and document modified BMPs il};;tfie SWPPP as necessary. 3. Sample discharge daily until the discharge is 25 NTU or lower. If the'ful"bidity exceeds 250 NTU at any time, the following steps will be conducted: l. i[IN~,tify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue sampling daily until the discharge is 25 NTU or lower Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours, and implement those additional treatment BMPs as soon as possible, but within a minimum of 7 days. 3. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 22 Stormwater Pollution Prevention Plan 6.2.2 pH Sampling and monitoring for pH will occur during the phase of construction when concrete pouring will be conducted until fully cured (3 weeks from last pour) and discharges are documented to be below pH 8.5. Samples will be collected weekly at the sedimentation pond prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter and recorded in the site log book. The key benchmark pH value for stormwater is a maximum of 8.5. If a pH greater than 8.5 is measured in the sedimentation trap/pond(s) that has the potential to discharge to surface water, the following steps will be conducted: 4. Prevent ( detain) all discharges from leaving the site and entering surface waters or storm drains if the pH is greater than 8.5 5. Implement CO2 sparging or dry ice treatment in accordance with Ecology BMP C252. 6. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 23 Stormwater Pollution Prevention Plan 7 .0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • • Site inspections; and, Stormwater quality monitoring . For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. The site log book is attached to this SWPPP 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days ofreceipt ofa written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 25 Stormwater Pollution Prevention Plan 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 Reporting 7.2.1 Discharge Monitoring Reports [Prior to October 2008] If cumulative soil disturbance is smaller than 5 acres: Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. Of there was no discharge during a given monitoring period, the Permittee shall submit the form as required, with the words "No discharge" entered in the place of monitoring results. The DMR due date is 15 days following the end of each month. ,1ji-,-, '-'<;:",''-'T< 7 .2.2 Notification ofN'~ncompliance If any of the terms and conditions ~f the permit are not met, and it causes a threat to human health or the environment, the folllr!wing steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 26 Stormwater Pollution Prevention Plan 27 Stormwater Pollution Prevention Plan 28 Storm water Pollution Prevention Plan 29 Stormwater Pollution Prevention Plan Appendix A -Site Plans To Be provided By Contractor 31 Stormwater Pollution Prevention Plan Appendix B -Construction BMPs High Visibility Plastic or Metal Fence (BMP C103) Storm Drain Inlet Protection (BMP C220) Temporary and Permanent Seeding (BMP C120) Plastic Covering (BMP C123) Dust Control (BMP C140) Temporary and Permanent Seeding (BMP C120) (These Items can be found in the KCSWDM) 32 Stormwater Pollution Prevention Plan Appendix C -Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 -Mark Clearing Limits Element #2 -Establish Construction Access Element #3 -Control Flow Rates Element #4 -Install Sediment Controls Advanced BMPs: Element #5 -Stabilize Soils Element #6 -Protect Slopes Element #8 -Stabilize Channels and Outlets Element #10 -Control Dewatering Additional Advanced BMPs to Control Dewatering: 33 Stormwater Pollution Prevention Plan Appendix D -General Permit To be obtained by the Contractor • 35 Stormwater Pollution Prevention Plan Appendix E -Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: 1. locations of BMPs inspected, 11. locations of BMPs that need maintenance, iii. the reason,maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. 36 Storm water Pollution Prevention Plan h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SW PPP and the NP DES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. 1. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. D 37 Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL #: Date: Time: Inspection Type: o After a rain event o Weekly o Turbidity/transparency benchmark exceedance o Other Weather Precipitation Since last inspection Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning YN JYNNIP Element 2: Establish Construction Access BMP: Location BMP: Location Inspected Functioning YN JYNNIP Inspected y N Functioning ,Y N NIP 38 In last 24 hours Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 3: Control Flow Rates BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning YN IYNNIP Element 4: Install Sediment Controls BMP: Location BMP: Location BMP: Location BMP: Location BMP: Location Inspected Functioning y N I y N NIP Inspected y N Functioning I y N NIP Inspected Functioning YN IYNNIP Inspected y N Inspected y N Functioning IY N NIP Functioning I y N NIP 39 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 5: Stabilize Soils BMP: Location BMP: Location BMP: Location BMP: Inspected y N Inspected y N Inspected y N Functioning I y N NIP Functioning I y N NIP Functioning I y N NIP Location Inspected Functioning y N I y N NIP Element 6: Protect Slopes BMP: Location BMP: Location BMP: Location Inspected y N Inspected y N Inspected y N Functioning IY N NIP Functioning I y N NIP Functioning ffi 40 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 7: Protect Drain Inlets BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning y N I y N NIP BMP: Location Inspected Functioning y N I y N NIP Element 8: Stabilize Channels and Outlets BMP: Location BMP: Location BMP: Location BMP: Location Inspected Functioning y N I y N NIP Inspected Functioning y N I y N NIP Inspected Functioning y N I y N NIP Inspected y N Functioning I YI NI NIP 41 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Element 9: Control Pollutants BMP: Location BMP: Location Inspected y N Functioning IY N NIP Inspected Functioning y N I y N NIP Element JO: Control Dewatering BMP: Location BMP: Location BMP: Location Inspected y N Functioning !Y N NIP Inspected Functioning y N I y N NIP Inspected Functioning y N I Y N NIP 42 Stormwater Pollution Prevention Plan Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Problem/Corrective Action Stormwater Pollution Prevention Plan Stormwater Discharges From the Site Observed? Problem/Corrective Action y [ill Location Turbidity ~ Discoloration Sheen Location Turbidity Discoloration Sheen 43 Stormwater Pollution Prevention Plan Water Quality Monitoring Was any water quality monitoring conducted? D Yes D No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? D Yes D No - If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone#: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? D Yes D No If photos taken, describe photos below: 44 Stormwater Pollution Prevention Plan Appendix F -Engineering Calculations No calculations required at this time 45 IX. BOND QUANTITY, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A Bond Quantity Worksheet has been included in this section on the following pages. A Facilities Summaries Sheet has not been included in this section because there are no water quality or flow control devices being installed as part of this project. A Declaration of Covenant has not been included in this section because there are no water quality or floor control devices being installed as part of this project. COUGHLINPORTERLUNDEEN 13 Renton Memorial Stadium King County Washington Site Improvement Bond Quantity Worksheet Web date: 12/0212008 tQ King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 206-296-6600 TTY 206-296-7217 Project Name: Renton Memorial Stadium Location: 405 Logan Ave N, Renton Wa Clearing greater than or equal to 5,000 board feet of timber? ~~~~~~ yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 X no Site Improvement Bond Quantity Worksheet (Section 9).xls For alternate formats, call 206-296-6600. Date: 6/18/2010 Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 02/12/02 Version: 11/26/2008 Report Date: 6/22/2010 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 '·,, . ,,,,,,.,. -:::i,' I i' ·'li'B' , ... ! .. ::. . . . .• • : • : / ' ,, •• ·.. 1, .. Refet1111c;etf ;; ; . ., ,Uri It . Quantitv EROSION/SEC> .. mint .. · .. lllt1J11ber . ;;; , ···· ,i · I ? Backfill & compaction-embankment ESC-1 Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) Ditching ESC-4 Excavation-bulk ESC-5 Fence, silt ESC-6 SWDM 5.4.3.1 Fence, Temporary (NGPE) ESC-7 Hydroseedinq ESC-8 SWDM 5.4.2.4 Jute Mesh ESC-9 SWDM 5.4.2.2 Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 Mulch, bv machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 Piping, temporary, CPP, 6" ESC-12 Piping, temporary, CPP, 8" ESC-13 Piping, temporary, CPP, 12" ESC-14 Plastic coverinq, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 Rip Rap, machine olaced; slopes ESC-16 WSDOT 9-13.1 (2) Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 Sediment pond riser assemblv ESC-19 SWDM 5.4.5.2 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 Seeding, by hand ESC-22 SWDM 5.4.2.4 Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 TESC Supervisor ESC-25 Water truck, dust control ESC-26 SWDM 5.4.7 INRITE,,.lllial'l'EMlll **"" lsee """& 91,'., ·• •:. ·, ,-,E .. .... Catch Basin Filter Socks Page 2 of 9 SitP lrnpP''"O:mPnt Bonrl Qll!:mtity \J\lorkc,h,c,et /C'"'!ctinn 9).l'lc::: $ 5.62 CY $ 67.51 Each $ 85.45 CY 10 $ 8.08 CY $ 1.50 CY $ 1.38 LF $ 1.38 LF $ 0.59 SY 800 $ 1.45 SY $ 2.01 SY $ 0.53 SY $ 10.70 LF $ 16.10 LF $ 20.70 LF $ 2.30 SY 100 $ 3908 CY $ 1,464.34 Each $ 2,928.68 Each $ 1,949.38 Each $ 17.91 LF $ 68.54 LF $ 0.51 SY $ 6.03 SY $ 7.45 SY $ 74.75 HR 1 $ 97.75 HR 1 ;;, ', ·.,·.,_,_ . ., t•,•••, ··, • ,. . . .............. ·.· • .. $ 300.00 Each 10 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESCTOTAL: COLUMN: . .i.~~l#i<il!• ,;,, .:m,,, ? • ,. . . Ucation~..i,f: · .; :;; . . ···,'.-, ., ... 1 855 1 472 1 230 20 1495 10 978 '.,,//'" ..... ·· .. ,. .. ····· 1 3000 $ 7,029.00 $ 2,108.70 $ 9,137.70 A Unit prices updated• 02/12/02 Version: 11/26/2008 Renart Date: 6/2212010 Site Improvement Bond Quantity Worksheet Web date: 12102/2008 vc I I I Unit liiENERALJT . < T.2 F ' Backfill & Compaction-embankment GI· 1 $ 5.62 CY Backfill & Compaction-trench GI -2 $ 8.53 CY Clear/Remove Brush, by hand GI· 3 $ 0.36 SY Clearina/Grubbina/Tree Removal GI· 4 $ 8,876.16 Acre Excavation -bulk GI -5 $ 1.50 CY Excavation -Trench GI· 6 $ 4.06 CY Fencinq, cedar, 6' hiah GI· 7 $ 18.55 LF Fencinq, chain link, vinyl coated, 6' hin GI· 8 $ 13.44 LF Fencina, chain link, aate, vinvl coated, GI -9 $ 1,271.81 Each Fencina, solit rail, 3' hioh GI -10 $ 12. 12 LF Fill & comoact -common barrow GI -11 $ 22.57 CY Fill & compact -qravel base GI· 12 $ 25.48 CY Fill & compact -screened topsoil GI -13 $ 37.85 CY Gabion, 12" deeo, stone filled mesh GI -14 $ 54.31 SY Gabion, 18" deeo. stone filled mesh GI -15 $ 74.85 SY Gabion, 36" deeo, stone filled mesh GI -16 $ 132.48 SY Gradina, fine, bv hand GI -1 $ 2.02 SY Grading, fine, with nrader GI -18 $ 0.95 SY Monuments, 3' lonQ GI -1 $ 135. 13 Each Sensitive Areas Siqn GI· 2 $ 2.88 Each Soddinq, 1" deep, sloped oround GI· 21 $ 7.46 SY Survevino, line & orade GI -22 $ 788.26 Dav Survevina, lot location/lines GI· 2: $ 1,556.64 Acre Traffic control crew ( 2 flanr,ers l GI· 2• $ 85.18 HR Trail, 4" chinned wood GI -25 $ 7.59 SY Trail, 4" crushed cinder GI· 26 $ 8.33 SY Trail, 4" top course GI· 27 $ 8.19 SY Wall, retainina, concrete GI· 28 $ 44.16 SF Wall, rockery GI· 29 $ 9.49 SF Page 3 of 9 SUBTOTAL *KCC 27 A authorizes only one bond reduction. Site Improvement Bond Quantity Worksheet (Section 9).xls I · Future Public Private Quantity Completed ' Improvements (Bol\d Reduction)" ~~~~!!!!;!.--+---,----'----...J·• .Quant. Quant. Cost Quant. C<>s! Cost . ' ' 80 5000 2000 100 1000 682.40 1,800.00 3,000.00 3/85.00 950.00 10,217.40 Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 6/22/2010 Site Improvement Bond Quantity Worksheet l'rivam< Quant. 28.00 SY 15.00 SY 7.00 SY 67.50 SY RI -5 $ 30.03 LF Barricade, tvne Ill ( Permanent ) RI -6 $ 45.05 LF Curb & Gutter, rolled RI -7 $ 17.00 LF Curb & Gutter, vertical RI -8 $ 12.50 LF Curb and Gutter, demolition and discos IRI -9 $ 18.00 LF Curb, extruded asohalt RI -10 $ 5.50 LF RI -11 $ 7.00 LF RI -12 $ 1.85 LF RI -13 $ 1.69 LF Sealant, asphalt RI -14 $ 1.25 LF Shoulder, AC, ( see AC road unit price RI -15 $ -SY Shoulder, aravel, 4" thick RI -16 $ 15.00 SY Sidewalk, 4" thick RI -17 $ 35.00 SY Sidewalk, 4" thick, demolition and disno RI -18 $ 29.50 SY Sidewalk, 5" thick RI -19 $ 38.50 SY $ 37.50 SY $ 85.28 Each RI -22 $ 5.82 Each for crosswalk : RI -23 $ 2.38 SF Striping, 4" reflectorized line RI -24 $ 0.25 LF Page 4 of 9 SUBTOTAL "KCC 27A authorizes only one bond reduction. Site Improvement Bond Quantitv Worksheet (Section 9).xls Web date: 12/02/2008 Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 6/22/2010 Site Improvement Bond Quantity Worksheet Unit ROAD SURFACING ,.;(4fR~¥!:~,~pas~ & 1_.5" top course) For '93 KCRS ( tl.tl"R~5"~~~;{,!l,J¢p~u~seJ For KCRS '93, (additional 2.5" base) adi RS -1 I $ 3.60 I SY AC OverhaY. 1.5" AC_ I RS -21 $ 11.25 I SY AC Overlay. 2" AC !RS_ :_3-U 15.00 I SY AC Road, 2", 4" rock, First 2500 SY I RS -41 $ 21.00 I SY ACRoad,2",4"rock,Qty.over2500SYJRS-5J $ 19.00I SY AC Road, 3". 4"_rock, First 2500 SY J RS -61 $ 23.30 I SY AC Road~ 4" rock. Qty. over 2500 S)jRS 0 _7_[_j_ 21.00 I SY AC Road, 5", First 2500 SY J RS -BJ $ 27.60 I SY AC Road, 5", Qty. Over 2500 SY I RS -91 $ 25.00 I SY AC Road~ First 2500 SY ~s -1 AC Road, 6", Qty. Over 2500 SY ~S -1 Asphalt Treated Base, 4" thick fS -1; Gravel Road"" 4" rock. First 2500 SY ~S -1 Gravel Road, 4" rock, Qty. over 2500 S~S -1 PCC Road1 5", no base, over 2500 SY ~S -1 PCC Road, 6", no base, over 2500 SY ~S -1 Thickened Ed~e ~S -1 Page 5 of 9 *KCC 27A authorizes only one bond reduction. $ 33.10 $ 30.00 $ 20.00 $ 15.00 $ 8.50 $ 27.00 $ 25.50 _$ __ 8.60 SUBTOTAL Site Improvement Bond Quantity Worksheet (Section 9).xls SY SY SY SY SY SY SY LF PTlv.lQ lmprovemenlls Quant. Cost - Vveo date: 12/02/2008 Boiid Reduction* •· 1,Qtl~nt,I Cost Unit prices updated: 02112102 Version: 11126108 Report Date: 6/2212010 I Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 DRAINAGE (Cei>'••I:o~\i!lli••li!ilill\i~1ijflli!••.,;11!2& e®i~atent}.•, Access Road, R/0 D-1 $ 21.00 SY Bollards -fixed D-2 $ 240.74 Each Bollards -removable D -3 $ 452.34 Each * (CBs include frame and lidl CB Type I D-4 $ 1,257.64 Each CB Tvne IL D-5 $ 1,433.59 Each CB Tvpe II, 48" diameter D-6 $ 2,033.57 Each for additional deoth over 4' D-7 $ 436.52 FT CB Type It, 54" diameter D-8 $ 2,192.54 Each for additional depth over 4' D-9 $ 486.53 FT CB Tvne II, 60" diameter D -10 $ 2,351.52 Each for additional depth over 4' D -11 $ 536.54 FT CB Tvne II, 72" diameter D -12 $ 3,212.64 Each for additional depth over 4' D-13 $ 692.21 FT ThrouQh-curb Inlet Framework (Add) D -14 $ 366.09 Each Cleanout, PVC, 4" D -15 $ 130.55 Each Cleanout, PVC, 6" D -16 $ 174.90 Each Cleanout, PVC, 8" D -17 $ 224.19 Each Culvert, PVC, 4" D -18 $ 8.64 LF Culvert, PVC, 6" D -19 $ 12.60 LF Culvert, PVC, 8" D -20 $ 13.33 LF Culvert, PVC, 12" D -21 $ 21.77 LF Culvert, CMP, 8" D -22 $ 17.25 LF Culvert, CMP, 12" D-23 $ 26.45 LF Culvert, CMP, 15" D-24 $ 32.73 LF Culvert, CMP. 18" D -25 $ 37.74 LF Culvert, CMP, 24" D -26 $ 53.33 LF Culvert, CMP, 30" D -27 $ 71.45 LF Culvert, CMP, 36" D -28 $ 112.11 LF Culvert, CMP, 48~ D -29 $ 140.83 LF Culvert, CMP, 60" D -30 $ 235.45 LF Culvert, CMP, 72" D -31 $ 302.58 LF Page 6 of 9 SUBTOTAL ""KCC 27A authorizes only one bond reduction. Site Improvement Bond Quantity Worksheel (Section 9).xls Private ~or cl,1i,,,rt·~-l~!l~~~ .... Y"1!!<!, ..... umtl perter,$<! PVC ~ $,lm,!.prip/,~~i~i&l:plijm1mm I I I I I 2 680 1,257.64 349.80 8,568.00 10,175.44 Unit prices updated: 02/12102 Version: 11126/08 Report Date: 6/22/201 O Site Improvement Bond Quantity Worksheet \rveu date· 12/0.::!.::u08 ~. " IU.!;_0 Culvert, Concrete, 8" D -321 $ 21.02 I LF Culvert, Concrete, 12" D -331 $ 30.05 I LF Culvert, Concrete, 15" D -341 $ 37.34 I LF Culvert, ~(}~~r~_._ 18" D -351 $ 44.51 LF Culvert, Concrete, 24" D -361 $ 61.07 I LF Culvert, Concr_E;!_t~.!. 30" D-371$ 104.181 LF Culvert, Concret~c 36H D -381 J;_ 137.63 I LF Culvert, Concrete, 42" D -391 $ 158.42 I LF Culvert, Concrete, 48" D -40 $ 175.94 LF Culvert, CPP, 6" D -41 $ 10.70 LF Culvert, CPP, 8" D -42 $ 16.10 LF Culvert, CPP, 12" D -43 $ 20.70 LF Culver\ CPP, 15" D -44 $ 23.00 LF CulvertSPP, 18" D -45 $ 27.60 LF Culvert, CPP, 24" D -46 $ 36.80 LF Culvert! CPP, 30" D -47 $ 48.30 LF Culvert, cpP, 36'' D -48 $ 55.20 LF Ditching D -49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D -50 $ 25.99 LF French Drain (3' depth) D -51 $ 22.60 LF Geotextile, laicl_ l~t!"Bnch, polypropylene D -52 $ 2.40 SY Infiltration .e_ond testing D -53 $ 74.75 HR Mid-tank Access Riser, 48" dia, 6' deepl D -54 $ 1,605.40 I Each Pond Overflow S.e_illway J D -55 J;_ 14.01 I SY Restrictor/Oil Separalor, 12" D -56 $ 1,045.19 I Each Restrlctor/Oil Separator.!. 15" D -57 $ 1,095.56 Each Restrictor/Oil Se.e.arator, 18" D -58 $ 1,146.16 Each Riprap, placed D -59 $ 39.08 CY Tank End Reducer (36" diameterl D-60 $ 1,000.50 Each Trash Rack! 12" D -61 $ 211.97 Each Trash Rack~ 1 s~ D -62 $ 237.27 Each Trash Rack, 18" D -63 $ 268.89 Each Trash Rack, 21" D -64 $ 306.84 Each Page 7 of9 SUBTOTAL ~KCC 27A authorizes only one bond reduction. Site Improvement Bond Quantity Worksheet (Section 9).xls future Public Private Bond Reduction• Rolitl lmprov,jment& & Driliriaga Facllitlff Quant. Qua_ru; Cost . Cost Complet1 Cost Unit prices updated: 02112/02 Version: 11/26/08 Report Date: 6/22/2010 Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 No. 2" AC, 2" top course rock & 4" borrow PL -1 $ 21.00 SY 2" AC, 1.5" too course & 2.5" base cou PL -2 $ 28.00 SY 4" select borrow PL -3 $ 4.55 SY 1.5" top course rock & 2.5" base course PL -4 $_ 11.41 SY Lum_e Sum Such as detention/water WI -1 Each Wl-2 SY WI -3 CY Wl-4 LF Wl-5 FT WI -6 WI -7 WI -8 Wl-9 Wl-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: GRANDTOTAL: COLUMN: Page 8 of 9 *KCC 27A authorizes only one bond reduction. Site Improvement Bond Quantitv Worksheet (Section 9).xls " relooiitii>n.<:OS!s.mus!l>e. aC!lOi B l;!Q!\d Reducllon' ied bl'tan~~-Utilltfs Cost Stateni.-111 C 20,392.84 6,117.85 26,510.69 D E Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 6/22/2010 Site Improvement Bond Quantity Worksheet Web date: 12/0212008 Original bond computations prepared by: Name: Sean Robertson Date: 6/18/2010 PE Registration Number: 46000 Tel.#: 206-343-0460 Firm Name: Cou.9.hlin Porter Lundeen Address: 413 Pine St, Suite 300, Seattle 98199 Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right-of-Way Improvements Future Public Road Improvements & Drainage Facilitie Private Improvements Calculated Quantity Completed Total Right-of Way and/or Site Restoration Bond·/ .. (First $7,500 of bond* shall be cash. Performance Bond• Amount (A+B+C+D) = TOTAL Reduced Performance Bond* Total*** Maintenance/Defect Bond· Total NAME OF PERSON PREPARING BOND· REDUCTION: (A) (B) (C) (D) $ $ $ $ PERFORMANCE BOND• AMOUNT 9,137.7 26,510.7 (A+B) $ 9,137.7 (T) $ 35,648.4 M1mmum bond; amount 1s $1000 BOND· AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY••• (E) $ T x 0.30 $ 10,694.5 (T-E) $ 35,648.4 Use larger of Tx30% or (T-E * NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County. 0 NOTE: KCC 27 A authorizes right of way and site restoration bonds to be combined when both are required. OR Date: PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND' (B+C) x 0.25 = _$;::._ ______ _ The restoration requirement shall include the total cost for alt TESC as a minimum, not a maximum. In addition. corrective work, both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. *** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be ! $ 26,510.7 ! (C+D)-E REQUIRED BOND' AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY ODES Page 9 of9 Check out the DOES Web site at www.kingcountv.gov/permits Site Improvement Bond Quantity Worksheet (Section 9).xls Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 6/22/201 O X. OPERATION AND MAINTENANCE MANUAL Standard Maintenance Per standards set forth in the King County Surface Water Design Manual, the owner will maintain facilities. Sections of the King County Storm Water Management Design Manual outlining the Operations and Maintenance of these facilities have been included in this section on the following pages. COUGHLINPORTERLUNDEEN 14 Renton Memorial Stadium King County Washington • MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES AT RENTON MEMORIAL STADIUM NO. 1 · CATCH BASINS Maintenance Component General Defect Trash & Debris (Includes Sediment) Structure Damage to Frame and/ or Top Slab COUGHLINPORTERLUNDEEN Conditions When Maintenance is Needed Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1 / 3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Corner of frame extends more than 3 / 4 inch past curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1/ 4 inch (intent is to make sure all material is running into basin) . Frame not sitting flush on top slab, i.e., separation of more than 3 / 4 inch of the frame from the top slab. 16 Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Renton Memorial Stadium King County Washington NO. 1 -CATCH BASINS (CONTINUED) Maintenance Defect Condition When Maintenance is Results Expected Components Needed When Maintenance is Performed. Cracks in Basin Cracks wider than 1 / 2 inch and longer Basin replaced or Walls/ Bottom than 3 feet, any evidence of soil repaired to design particles entering catch basin through standards. cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer No cracks more than than 1 foot at the joint of any inlet/ 1/ 4 inch wide at the outlet pipe or any evidence of soil joint of inlet/ outlet particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 inch or Basin replaced or Misalignment has rotated more than 2 inches out of repaired to design alignment. standards. Fire Hazard Presence of chemicals such as natural No flammable gas, oil and gasoline. chemicals present. Vegetation Vegetation growing across and No vegetation blocking blocking more than 10% of the basin opening to basin. opening. Vegetation growing in inlet/ outlet pipe No vegetation or root joints that is more than six inches tall growth present. and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present 1/2 cubic foot per three feet of basin other than surface film. length. Catch Basin Cover Not in Cover is missing or only partially in Catch basin cover is Cover Place place. Any open catch basin requires closed maintenance. Locking Mechanism cannot be opened by on Mechanism opens with Mechanism maintenance person with proper tools. proper tools. Not Working Bo] ts into frame have Jess than 1 / 2 inch of thread. ' Cover Difficult One maintenance person cannot Cover can be removed to Remove remove lid after applying 80 lbs. of lift; by one maintenance intent is keep cover from sealing off person. access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design Unsafe misalignment, rust, cracks, or sharp standards and allows I COUGHLINPORTERLUNDEEN Renton Memorial Stadium 17 King County Washington • ' Metal Grates (If Applicable) Trash and Debris Damaged or Missing. edges. Grate with opening wider than 7 /8 inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO. 2 -ENERGY DISSIPATERS Maintenance Components Manhole/ Chamber Defect Worn or Damaged Post. Baffles, Side of Chamber Other Defects COUGHLINPORTERLUNDEEN Conditions When Maintenance is Needed Structure dissipating flow deteriorates to 1/2 or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. See "Catch Basins" Standard No. 4 18 maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results Expected When Maintenance is Performed. Replace structure to design standards. See "Catch Basins" Standard No. 4 Renton Memorial Stadium King County Washington NO. 3 -FENCING Maintenance Defect Components General Missing or Broken Parts Erosion Wire Fences Damaged Parts Deteriorated Paint or Protective Coating COUGHLINPORTERLUNDEEN Conditions When Maintenance is Needed Any defect in the fence that permits easy entry to a facility. Erosion more than 4 inches high and 12-18 inches wide permitting an opening under a fence. Post out of plumb more than 6 inches. Top rails bent more than 6 inches. Any part of fence (including post, top rails) more than 1 foot out of design alignment. Missing or loose tension wire. Extension arm missing, broken, or bent out of shape more than 11/2 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy. 19 Results Expected When Maintenance is Performed Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1- 1/2 inches. Top rail free of bends greater than 1 inch. Fence is aligned and meets design standards. Tension wire in place and holding fabric. Extension arm in place with no bends larger than 3 / 4 inch. Structurally adequate posts or parts with a uniform protective coating. Renton Memorial Stadium King County Washington " i NO. 4 · GATES Maintenance Defect Conditions When Maintenance is Component Needed General Damaged or Missing gate or locking devices. Missing Members Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. Openings in See "Fencing" Standard No. 7 Fabric NO. 5 -CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Component Needed Pipes Sediment & Accumulated sediment that exceeds Debris 20% of the diameter of the pipe. Vegetation Vegetation that reduces free movement of water through pipes. Damaged Protective coating is damagedi rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Open Ditches Trash & Trash and debris exceeds 1 cubic foot Debris per 1,000 square feet of ditch and • slopes. Sediment Accumulated sediment that exceeds 20 % of the design depth. Vegetation Vegetation that reduces free movement of water through ditches. COUGHLINPORTERLUNDEEN 20 Results Expected 'When Maintenance is Performed Gates and Locking devices in place. Hinges intact and lubed. Gate is working freely. Gate is aligned and vertical. Stretcher bar, bands and ties in place. See "Fencing" Standard No.7 Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches . Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. Renton Memorial Stadium King County Washington Catch Basins Debris Barriers (e.g., Trash Rack) Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). See "Rain gardens" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 4 See "Debris Barriers" Standard No.5 NO. 6 · GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Component Needed General Weeds Weeds growing in more than 20% of (Nonpoisonou the landscaped area (trees and shrubs s) only). Safety Hazard Any presence of poison ivy or other poisonous vegetation. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Trees and Damaged Limbs or parts of trees or shrubs that Shrubs are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. COUGHLINPORTERLUNDEEN 21 See "Rain gardens" Standard :\fo. 1 Replace rocks to design standards. See "Catch Basins" Standard No. 4 See nDebris Barriers" Standard No. 5 Results Expected When Maintenance is Performed Weeds present in less than 5 % of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5 % of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. Renton Memorial Stadium King County Washint,11:on • II NO. 7 -ACCESS ROADS/ EASEMENTS Maintenance Defect Condition When Maintenance is Component Needed General Trash and Trash and debris exceeds 1 cubic Debris foot per 1,000 square feet i.e., trash and debris would fill up one standards size garbage can. Blocked Debris which could damage vehicle Roadway tires (glass or metal). Any obstruction which reduces clearance above road surface to less than 14 feet. Any obstruction restricting the access to a 10 to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. Road Surface Settlement, When any surface defect exceeds 6 Potholes, inches in depth and 6 square feet in Mush Spots, area. In general, any surface defect Ruts which hinders or prevents maintenance access. Vegetation in Weeds growing in the road surface Road Surface that are more than 6 inches tall and less than 6 inches tall and less than 6 inches apart within a 400-square foot area. ' COUGHLINPORTERLUNDEEN 22 Results Expected When Maintenance is Performed Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet high. Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 inches. Renton Memorial Stadium King County Washington