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Home My WebLink About03256 - Technical Information Report , ENGINEERING REPORT Technical Informafion Report I , Kennydale Elementary ¢3 Z'S'� Mazch 28,2005 I ��.�� ! . i , � i PREPARED FOR: Renton School District�#403 1220 No.4�St. Renton,WA 98055 Mr. Rick Stracke �� `''. � _ PREPARED THROUGH: �4 �� McGranahan Architects � 2111 Pacific Avenue#100 � �' �^>�`Y Tacoma,Washington 98402 Mr. Tom Marshall 26577 ��'IST�� % �'�''AfslO�L� PREPA�RED BY: Z lOS �OUGHLINPORTERLUNDEEN 413 Pine Street,Suite 300 EXPIRES Ot/23/2006 Seattle,Washington 98101 Phone: (206)343-0460 ' �OfL,�� Contact: Mr.Tim Brockwa3�,P.E. ��C V M�2 g � �� B� TECHNICAL INFORMATION REPORT Kennydale Elementary Coughlin Porter Lundeen Project No. C040055-02 March 28,2005 TABLE OF CO�ITE�ITS Section Page , I. PROJECT OVERVIEW...........................................•--..................:......................................................................1 GeneralDescription............................:...........................................................................................................................1 ExistingConditions.........................................................................................................................................................1 ProposedDrainage System...........................................................................................................................................2 II. CONDTI'IONS AND REQUIIZEMENT'S SUMMARY...................................................................................2 King County Surface Water Management Design Manual Core Requirements:.................................................2 SpecialRequirements:....................................................................................................................................................3 ProjectSpecific Requirements:......................................................................................................................................3 III. OFF-SITE ANALYSIS.........................................�--•--...........................................................................................4 Task 1-Study Area Definition and Maps..................................................................................................................4 Task2-Resource Review..............................................................................................................................................4 Task3-Field Investigation............................................................................................................................................4 Task 4-Drainage System Description and Problem Screening..............................................................................4 IV. SITE HYDROLOGY...................................................................................:.........................................................7 PartA-Existing Site Hydrology..................................................................................................................................7 PartB-Developed Site Hydrology................................................................................................... .........8 .................. PartsC and D-Hydraulic Analysis.............................................................................................................................8 PartE-Water Qualify....................................................................................................................................................9 StandardRequirements.................................................................................................................................................9 V. CONVEYANCE SYST'EM ANALYSIS AND DESIGN...............................................................................11 Standard Requirements(based on KCSWDM):.......................................................................................................11 On-site Conveyance......................................................................................................................................................12 VI. SPECIAL REPORTS AND STUDIES..............................................................................................................12 VII. BASIN AND COMMUNTI'Y PLAN AIZEAS................................................................................................12 BasinPlan(1.3.4-1)........................................................................................................................................................12 CommunityPlan(1.3.4-1)............................................................................................................................................12 VIII. OTHER PERMITS..............................................................................................................................................12 IX. EROSION AND SEDIIv1ENTATION CONTROL DFSIGN........................................................................13 StandardRequirements...............................................................................................................................................13 X. BONDS........................................................................................••-••••..................................................................14 XI. MAINTENANCE AND OPERATTONS MANUAL....................................................................................14 StandardMaintenance.................................................................................................................................................14 COUGHLINPORTERLUNDEEN Kenn}'dale Elementarv School i Renton,�ti'ashuigton LIST OF FIGURES FIGURE Figure 1-Vicinity Map Figure 2-Existing Site Drainage Map Figure 3-Proposed Drainage System Figure 4-Wetland Map Figure 5-Seismic Hazards Area Map Figure 6-Streams and 100 yr Flood Plains Map Figure 7-Landslide Hazards Area Map Figure 8-Erosion Hazard Area Iv1ap � LIST OF TABLES Table 1-Existing Site Conditions Area Breakdown.....................................................................................................7 Table 2-Developed Site Conditions Area Breakdown................................................................................................8 Table3-Suinmary of Detention Vault............................................................................................................................9 Table4-Summary of Detention Pond............................................................................................................................9 Table 4-Summary of Water Quality Biofiltration System.........................................................................................10 Table 5-Summary of Water Quality Vault System....................................................................................................10 APPENDICES APPENDIX Appendix A Figures ' Appendix B Supporting calculations • Detention • Water Quality • Conveyance Analysis • T.E.S.C.(not provided at this time) ' Appendix C Geotechnical Report Appendix D Operations and Maintenance Manual(not provided at this tirne) , COUGHLINPORTERLUNDEEN Kenn}'dale Elementary School ii Penton,�'�'ashington I. PROJECT OVERVIEW General Description The following Technical Information Report(TIR)provides the technical information and design analysis required for developing the Drainage Plan and Temporary Erosion and Seclimentation Control Plan(TFSC) for Kenn}'dale Elementary School. The design for Kennydale Elementary was based on the requirements set forth in the 1998 King Couniy Surface VVater Design Manual(KCSWDM}. , Kenn�Tdale Elementary School is located at 1700 NE 28�Street in Renton,Washington(see Figure 1- Vicinih� Map and Figure 2-Area Mc�p). The school is in Renton,King County in Section SW 32,Township 24N,Range 5E,Willamette Meridian,and is located within the Lake Washington and May Creek Drainage Basins. The existing school consists of two buffdings,surrounded by parking to south,paved play areas to the north and east,and play fields on the northern portion of the site. The terrain is fairly flat,falling generally north and east. The Renton School District is proposing the removal of the existing Kennydale Elementary School and related utilities followed by the construction of an entirely ne�v school within this site,along with associated parking,infrastructure. The existing structure�vill not remain operational during the construction project. The District is proposing to construct a new two-story elementary school along with associated parking lots, bus loading areas,hardscape play,and a service yard. The existing play field will not be altered as part of this project. The total developed site area for the project is approximately 6.6 acres. The proposed building has a footprint of approximately 37,500 square feet. The new building,parking areas and site improvements will add approximately 26,600 square feet of impervious area to the site. The drainage basin split on the project site necessitates fl1e design of two separate stormwater conveyance, treatment,and storage systems. Stormwater runoff within the Lake Washington Basin will sheet flow to a combined water quality and detention pond at the south west corner of the site. Two separate water quality systems�rill be constructed for the May Creek Basin. The storm water runoff from the southeast parking lot will be routed to a biofiltration stirale at the southeast corner of the site. Stormwater from the northwest service yard will be routed to a water quality vault to the north. Both of these systems,and the remainder of the collected runoff from the May Creek portion of the site,will be routed to a single detention vault The roof downspouts will bypass the water quality vault and discharge directly to the detention vauIt. The discharge point for the May Creek Basin��ill an existing catch basin located in Kerule��ick Place NE. Existing Conditions The existulg Kennydale Elementary School occupies approxunately 6.64 acres and consists of the elementary school and associated structures,playfields,and impervious parking lots and play areas. There are presently no stormwater detention or water quality facilities on the site. The project is located along a localized geographic divide,which separates the property into two drainage basins,both of which ultimately drain to Lake Washington through different routes. The western portion of the site,approximately 1.2 acres,drains west,across I-405 and along surface streets west of the freeway and then ultimately down a ravine which drains below Lake Washington Boulevard,the Gene Coulon Park property and then enters Lake Washington. The eastern and northern portion of the site,approxunately 5.5 acres,drains north,through the existing school site,across Kennewick Place NE and then through a tight line system owned by the City of Renton that discharges to May Creek. (See Esisting Site Drainage Map). COUGHLINPORTERLUNDEEN Kennydale Elementary School 1 Renton,41'ashington Proposed Drainage System The proposed Kennydale Elementary School will consist of the building,parking lots,and hardscape play areas. Drainage unprovements will include curbs and catch basins on-site to direct flows to either the Lake ' Washington Drainage Basin or the May Creek Drainage Basin. For the west basin,flow control per City Standards and the KCSWDM will be provided in an open detention pond. The pond will also provide the required water quality treatrnent,having the water quality pond starage provided below the detention. This partion of the pond will have water in it at all times,although some water depth flucivation may occur during dry periods. , The athletic field area of the eastern portion of the site will remain undisturbed. The remainder of this basin , which contains the buildings,the hardscape play and the parent(east)drop off parking lot will flow first to a biofilfration swale,and then into the detention vault located beneath the hardscape play area. The service yard area north of the school building will have its own water quality storage vault far treatrnent. Following the treatrnent and detention all flows from the developed portion of the eastern basin will be released at allotirable flow levels into the existing conveyance system in Kennewick Place NE. The detention vault has been sized to meet all of the requirements of the KCSWDM Section 3.3.2 Leve12 flow control. The flow duration frequencies discharging from the detention facility will be at or below the peak flow rates of the existing basin for all storm events modeled between and including one-half of the two- j year storm and up to the 50-year storm. I� II. CONDITIONS AND REQUIREMENTS SUMMARY �I T'his section will address the requirements set forth by the Care and Special Requirements listed in Chapter 1 of the KCSWDM. King County Surface Water Management Design Manual Core Requirements: 1. Discharge at a natural location(1.2.1): The existing and proposed discharge points are concurrent. Developed flows from the Lake Washington Drainage Basin ti�ill be conveyed to the e�dsting storm system to the west across I-405. Developed flows from the May Creek Drainage Basin will be conveyed to the existing catch basin located in Kenneti�ick Place NE. Please refer to Appendix B for this information. 2. Off-site Analysis(1.22): This subject is covered in Sections III and IV. A Leve11 downstream analysis has been performed. 3. Flow Control(1.2.3): One detention vault,designed per the Stream Erosion protection(Leve12)standard,will provide flow control for the May Creek Drainage Basin. One detention pond,designed per the 1990 King County SBUH standard,will provide flow control for the East Lake Washington Drainage Basin. This subject is addressed in Section IV. 4. Conveyance Facilities(1.2.4): This information and calculations are presented in Section V. Closed pipe systems and one biofiltration s��ale have been provided for on-site stormwater conveyance. COUGHLINPORTERLUNDEEN Kennt•dale Elementan�Schoo] 2 Renton,�ti'aslungton _ _ _ _ _ _ __ 5. Ternporary Erosio�r,/Sedimentation Control(1.2.5): The project will construct a series of sediment controls to address the specific conditions at the site. Further detail is presented in Section IX. 6. Mai�itenance and Operation (1.2.6): Tfie proposed storm drainage system will be owned,operated and maintained by the owner. A maintenance and operation manual can be found in Section XI of this report. (not included at this time) 7. Financial Guarantees and Liability(1.2.7): The owner and contractor will obtain all necessary permits prior to the begituung of construction. The owner will be responsible for required bonds. , 8. Water Quaiit�J(1.2.8): This project will provide one water quality biofiltration swale,one water quality vault,and one �tirater quality ti�et pond on the site,designed in accordance with the KCSVVDM. Special Requirements: Special Requirement#1. Other Adopted Area-Specific Requirements Section 1.3.1 • Critical Drainage Areas(CDAs):Not Applicable • Master Drainage Plans(IVfDPs):There are no known master drainage plans covering this project site: • Basin Plans(BPs):The project is located within the May Creek Basin Plan and the East Lake Washington Basin Plan. T'here are no area specific drainage review thresholds for this area. • Lake Management Plans(LMPs):Not Applicable • Shared Facility Drainage Plans(SFDPs):Not Applicable Special Requirement#2. Floodplain/Floodway Delineation,Section 1.3.2: __ This project is not within a designated flood plain. Special Requirement#3. Flood Protection Facilities,Section 1.3.3: Not Applicable Special Requirement#4. Source Control,Section 1.34: A modem,covered and solid bottomed(no leaks)garbage dumpster will be provided by the City's solid waste provider to this site. Renton School District will coordinate with the provider to emphasize the need for properly covered and sealed dumpsters for use on the site. Special Requirement#5. Oil C�ntrol: Traffic is anticipated in this area. One biofiltration swale one water quality vault,and one water quality wet pond are being provided for water quality and will adequately treat all runoff as required by the KCSWDM for oil and any other naturally occurring pollutants. Project Specific Requirements: There are no project specific requirements. COUGHLINPORTERLUNDEEN Kennydale Elementary School 3 Renton,Washington III. OFF-SITE ANALYSIS Task 1 - Study Area Definition and Maps See Figure 2 for drainage sub-basins,dischazge points from the site and other related information. Task 2 -Resource Review a) Adopted Basin Plans May Creek Basin does not have an adopted basin plan East Lake Washington Basin-none b) Basin Reconnaissance Sum.mary Reports: See Attached appendices c) Critical Drainage Area Maps: Not in critical Drainage areas. d) Floodplain/floodway(FEMA)Maps: Site not in 100-yr Floodplain e) King County SoiLs Survey: Soils information has been included. � Wedand Inventory Maps: See`Sensitive Areas Folio'. g) Sensitive Areas Folio: Site is not within any sensitive areas. Task 3 -Field Investigation A site visit has been made to the project site to gather information including a Leve11 Downstream Analysis. Please refer to the discussion below. Task 4 -Drainage System Description and Problem Screening Upstream Drainage Review The Kennydale School site is located near the high point of the surrounding terrain. The NE 30�Street and Kennewick Place NE grades are lower than the site to the north and east. I-405 is also lower than the site to , the west. To the south the ground is higher than the Kennydale site,but flows from this direction enter the conveyance system in NE 28�Street and are conveyed w�est as described below. No upstream flows therefore enter the school property. Level l Downsiream Drainage Review North drainage: On July 215�2004 the following observations were made while researching the downstream drainage ', towards the north of Kennydale Elementary School. The weather was good and the temperature was ', approximately 85 F. T'he exploration started at about 1:30 and ended around 5:30. , We began our field investigation at the downstream end of the eastern basin,north of Kenn}�dale Elementary ', approxunately a quarter mile,near May Creek and Jones Road. After reviewing City records it was assumed that there were two drainage pipes in the ravine that discharge flows from Kennewick Place NE into the creek below. After crossing to the south side of May creek we began following the drainage course upstream. At the point of our crossing,the Creek has built up a sediment and rock bar and turns to flow more easterly,towards Jones Road before turning west again,parallel to the road. This sediment bar is likely a result of the bend in the Creek causing the sedunent to fall out. This baz did not appear to be deposited hom any side channel and there was no side channel present in this vicinity. The lower discharge of the �, drainage course into May Creek occurs approximately 50 yards downstream of where we first crossed May � COUGHLINPORTERLUNDEEN Kennydale Flementary Schoo] �I 4 Renton,4Vashington Geek. At this point the flows w�ere approxunately 1 to 2 inches deep and 18 to 24 inches wide,flo�ring clear and steady. This side channel from the ravine discharges through the bank of May Creek through dense vegetation. No sediment plume or sediment bar development was visible in May Creek at this point. This area upland of May Creek is very broad and flat,and it took some effort to locate the actual drainage course. We continued upstream,to where the ravine begins and the drainage course is more defined and constrained in this steeper terrain. Flows were consistent��ith those seen below,and were approximately 1 to 2 inches deep,l2 to 18 inches ti�ide and steadily flowing. The channel here was cobbled on the bottom, with no visible evidence of instability or incising. We were unable to get close to the western drainage pipe that apparently was the former discharge from Kennewick Place. The vegetative gro�rth surrounding l�iay creek and the ravine was thick and well established. Traversing the ravine was difficult due to the thick vegetation and steep slopes. Along the base of the ravine and approximately 10 yards past a large tree fall it was impossible to maneuver as the area was approximately 2-feet deep highly organic wet soil(dark brown,siliy)surrounded by extremely steep slopes. From this point it was impossible to continue further upstream. This bar of organic material may have migrated down the ravine from the apparently former culvert discharge from Kennewick Place. The dark color and fine texture of this sediment resembled urban roadway sedunent accumulation and not channel sediments from erosion. The discharge pipe was not able to be located from the bottom of the ravine but appeared from the City drainage map to be approximately 50 feet further upstream,and several feet above the floor of the ravine. Along this reconnaissance no undercutting or incision was visible in the channel. Minor migration of sediment was visible as would be expected from a native channel in steep terrain transitioning to flat. We then attempted to find the discharging runoff in the ravine was from the top of the ravine just off of Kennewick Place NE. The President of the homeo��ner's association for the townhouses above the ravine provided us with some background of the system in the area and was aware of a 24-inch CMP that discharged flow onto a bed of rocks in the ravine. The CMP�vas located and appeared to Ue the previous main discharge into the ravine and down toward May creek. From along the condominium property edge another attempt to locate the pipes�vas made. We traversed down the slope but again the slopes were too steep to get do�vn to the point of the culvert and the thick vegetation hid the ground causing unsure footing. The pipe�vas never located from above the ravine. Following this field�tiralk and after further investigation with City records staff,H-e were able to determine that a flow splitter or diversion siructure was added upstream of the former ravine discharge point,rvith a pipe runnulg down the side of the hill above May Creek and discharging at the base. We did not encounter this pipe in our investigation,however it appears that this was a City installed diversion in order to likely unprove staUility in the ravine and prevent erosion that the former culvert likely caused due to its position high above the Uase of the ravine and the steepness of the ravine itself. Wesf drainage: August 6�2004 the��eather�vas in the lo�v 70's and it�vas raining all morning long. Arrival onto the site was at 1:30 and ended at 4:00. It rained periodically during Ehe site visit. The runoff in the Kennydale Elementary School's western basin crosses in a 12 inch pipe beneath I-405 and then enters the City street conveyance system west of the freeway. City records show the pipe beneath the freeway entering the conveyance system in NE 28�Street near Meadow Avenue Narth. VVest of this point, the piped roadway system discharges into the upper portion of a ravine at the vicinity of Meadosv Place North. It is unclear from City maps,but the flows appear to continue further west,perhaps from a flow- spliiter to the corner of Park Avenue and NE 28�. From this location,the ravine was inaccessible due to the overgrown vegetation in the ravine. Further downstream on 26�Street,in a recenfly developed area,a bridge or very large box culvert crosses the ravine and stream. Again the entire area is overgrown with vegetation and the creek was inaccessible. The creek was visible on the upstream side of the bridge,and there were no apparent signs of sediment deposit,indicating apparent stability upstream of this point. No ; erosion or incision was visiUle at this location either,and the large culvert clearly has sufficient capacity for COUGHLINPORTERLUNDEEN Kennydale IIementary School 5 Renton,Y1'ashington any anticipated tlo��s. 1 he banl:leauu�b�iu�.n tu tile ravin�ali alung its slcies is very stee}�,rou�hly a ;>_:1 ��r steeper slope and in some flatter places a 1:1 slope. There is silt fence on the north and south sides of the road near the bridge,apparently for the ongoing construction in the development. The decision was ma; to approach the ravine from below wherever access could be found,find any other constrictions or culve and assess the ravine for stability at these locations. Upstream from Lake Washington Blvd at the ravine crossing there is a large culvert which was covered with dense blackberries and was inaccessible. Along the north side of this ravine is a utility access road, extending a few hundred feet upstream along the base of the north slope of the ravine. Roughly 300 feet from Lake Washington Blvd we located a 48"CMP culvert. No signs of erosion or bank cutting were present and there was Iittle sign of sediment accumulation no sign of significant flooding in the area above the culvert. There is currently silt fence along the north bank of the creek,associated with the house construction and utility installation occurring to the north. There were also signs of recent track-hoe work in the azea. Upstream of this culvert there was approxunately 50 feet of visible channel that was well established, approximately 2 to 3 feet wide and appeared staUle and clean along the channel bottom. No incision or ' evidence of instability was observed. Due to vegetation on both sides of Lake Washington Blvd,both the downstream end of the road culvert and the upstream end of the railroad culvert were inaccessiUle. On the downstream side of Lake Washington Blvd,on the west side of the railroad tracks we were able to locate a 24"concrete culvert. The flow at this location was approximately 2-3"deep and 18-24"wide. No scouring or undercutting below or around the culvert was present. Below this culvert the flow crosses into Gene Coulon Park,in an area of trees and grasses,and widens to approximately 4 to 5 feet. Minar evidence of streambed gravels being pushed around by peak flows was present,but no visible signs of instability were noted. Flotirs then continue to widen, reaching over 8 feet tiride as they cross beneath the Park walkway at a wooden elevated walk�vay,through dense canary grasses. Further downstream approximately 30 to 50 feet the runoff reaches the edge of Lake Washington. At this location there is a very stable sand bar from deposits carried downstream and no other signs of instability or erosion at the shareline itself. It appears that a series of Iogs has been anchored at this point to perhaps cause the sediment to fall out through the stilling of flo�>s before they enter the lake. The sand bar appeared to have been there for some time and did not appear to be recently developed,as it did not settle under weight and was very compact It is possible however that this is the result of wave action from the Lake. COUGHLINPORTERLUNDEEN Kennvdale Elementarp School 6 Renton,6b'ashington IV. SITE HYDROLOGY This section describes the conditions that contribute to the storm water runoff values and mitigation efforts proposed for the site. Part A - Existing Site Hydrology The existing site hydrology consists of an existing school and associated improvements. There are existing established storm water runoff conveyance lines,however,there are no control or water quality treatment facilities on the site. The total site area is 6.64 acres. The existing site conditions are sho��n in the attached Existing Site exhibit,from a documented field survey. The site occurs on a natural topographical ridge, which separates the property into t��o drainage Uasins,both of which ultimately drain to Lake Washington through different routes. The western portion of the site,approximately 1.2 acres,drains west,across I-405 and along surface streets west of the freeway and then ultimately down a ravine which drains below Lake Washington Boulevard,the Gene Coulon Park property and then enters Lake Washington. The eastern and northem portion of the site,approximately 5.5 acres,drains north,through the existing school site,across Kennewick Place NE and then through a tight line system owned by the City of Renton that discharges just aUove and to May Creek. The May Creek portion of the site contains an existing play field that will remain undisturbed during this project and therefore will not be accounted for in the detention and water quality system design and analysis,as shown in the Developed Site exhibit. The field contains approximately 1.84 acres. The disturbed portion of the May Creek Basin is 3.6 acres. A small portion of the East Lake Washington Drainage Basin will not be developed in this project so that portion will not be accounted far in water quality and detention calculations,as shown in the Developed Site exhibit.. The existing site conditions are sununarized in Table 1 belo�v. Table 1-Existing Site Conditions Area Breakdown Drainage Basin Land Cover Area(acres) Description Lake Washington Impervious Area 0.848 Parking lots,concrete�valks Pervious Area 0.039 Landscaping Total 0.89 l�fa}'Creek Impervious Area 1.93 Buildings,parking lots,hardscape play Pervious Area 1.67 Landscaping,athletic fields Total 3.60 Total Disturbed Site 4.49 Field Basui Total 1.84 Athletic Fields,concrete walks Undisturbed Lake Washington Total 0.31 Grass,concrete�valks Total Site 6.64 Existing Kennydale Elementary Site COUGHLINPORTERLUNDEEN Kennt dale Elementan�School , 7 [�enton,�h'ashington Part B - Developed Site Hydrology The existing basin split on site will be maintained to the greatest extent possible. bti'here grading on the proposed site does not allow certain azeas to drain to their respective basin,an equivalent area basin swap will be made. A comparison of Table 1 and Table 2 will reveal that the developed condiiion provides a reduction of the impervious area within the East Lake Washington Drainage Basin. However,due to the proposed grading and drainage system on the site,an equivalent area swap could not be entirely preserved. The proposed system will add approxunately 0.33 acres to the East Lake Washington Drainage Basin. This added area is not included in the alloti�able discharge calculations,however. This will ensure that although a minor Uasin transfer is proposed,discharging stormwater runoff rates will remain less than or equal to the existing allowable release rates,consistent with the 1990 SBLJH KCSWDM detention standard. The currently developed athletic fields in the May Creek basin at the north end of the Kennydale school site and a small portion of the East Lake Washington Drainage Basin along the freeway wall will not be developed in this project so those portions of the site will not be accounted for in�vater quality and detention calculations. Please refer to the Developed Site exhibit for this information. The developed site conditions are summarized in Table 2 belo�v. Table 2-Developed Site Conditions Area Breakdozv�t Drainage Basin Land Cover Area(acres) Description Lake Washington Impervious Area 1.01 Parking lots,concrete�vallcs Peroious Area 0.21 Landscaping Total 1.22 h4ay Creek Impervious Area 2.38 Buildings,parking lots,hardscape play Pervious Area 0.89 Landscapulg,ath]etic fields Total 3.27 Total Disturbed Site 4.49 Field Basin Total 1.84 Existing athletic Fields,concrete walks Undisturbed Lake Washington Total 0.31 Grass,concrete walks Total Site 6.64 Existing Keiulydale Elementary Site Parts C and D -Hydraulic Analysis The proposed drainage s}'stems for the ne�v developed condition of the site will consist of sheet flo�v across asphalt pazking to a water quality/ detention pond and a conveyance system,a biofiltration swale,a water quality pipe,and one detention vault The detention vault is centrally located on the eastem side of the site. The vault has the capacity to detain 11,000 cubic feet of storm��ater runoff. COUGHLINPORTERLUNDEEN Kennt dale Elementarr School 8 Renton,��'ashulgton The storm water detention vault has been designed and analyzed per the King County Runoff Time Series Leve12 Flo��Control standard as required in the May Creek basin. A Level 2 facility is designed to release stormwater runoff generated from developed site condiiions at durations that do not exceed the durations from one-half of the two-year and up to the 50-year storms under the e�dsfing site conditions,per the 1998 KCSWDM. A summary of the detention facility is shown in Table 3 below. Table 3-Surnman o Deterrtion Vault Prop.Detention Vault Value Live Stora e De th 5.0 feet Bottom Elevation 231.0 Max W.S.Elev.* 236.09 Overflow Elevation** 236.0 Volume Provided* 11,000 cf *Maximurn zoater surface elevafion during100-year overflow LeUe12 event. **Maximurn overflaco water surface elevafion assuming all orifices are ptugged. The combined storm�vater water quality/detention pond in the East Lake 4Vashington basin has been designed and analyzed per the 1990 King County Manual-SBUH method matching the developed 2,10, and 100 year peaks with the existing respective return period peaks and allowing for a 30% factor of safety. The intent is to protect flow carrying capacity and limit erosion within the dow�nstream conveyance system. A summary of the detention facility is sho�vn in Table 4 below. Due to the small size and nature of the development in the East Lake Washington Drainage Basin,the size of the detention pond is controlled by the volume necessary for the water quality storage. The five storage(detention)provided in the pond is oversized for this development. Table 4-Summa o Detention Pond Prop.Detention Pond Value Live Stora e De th 1.25 feet Bottom Elevation 234.75 M�W.S.Elev.* 236.00 Overflow Elevation** 236.00 Volume Re uired 1009.0 cf Volume Provided* 4135.0 cf *Maxirnum water surface eIevafion during nuiximum LeUel 1 evenf. **11�1aximum oz�erflozv water surface ele��ation assurning all orifices are plugged. Part E-Water Quality Standard Requirements There are three levels of�vater quality facilities defined ui Ehe 1998 Surface 4t%ater Desib 1�lanual in the Water Quality Applications Map. These levels are as follows: 1. Basic Water Qualih�Treatment Areas 2. Sensifive Lake Trec�tmentAreas 3. Reginrrall�Sigriificant Sfream Reach Treahne�tt Areas COUGHUNPORTERLUNDEEN Kennydale Elementar}�School 9 Renton,t-Vashington This project will provide water quality in accordance with basic water quality requirements of the KCSWDM (section 6.5.52).The access drives and parking lots will be subject to vehicular traffic and will therefore require basic water quality treatrnent. Water quality will be provided through one biofiltration swale and one water quality vault. In order to allow the use of a biofiltration swale on the heavily constrained site it was necessary to limit its size. To achieve this,the non-pollution generating surfaces of the building roof, hazdscape play areas,fire access drive(gated,low use) are routed directly to the detention vault,bypassing the biofiltration swale. Table 4-Summan�of Water Qualii�j Biofiltration System Water Quality System BiofiltraHon Swale Pervious Area 0.18 acres Impervious Area 0.63 acres Total Area 0.81 acres Water Quality F1ow 0.179 cfs The water quality vault has Ueen designed to treat the stormwater runoff from the service area on the north side of the proposed school building. The required water quality volume was determined from basic tiret pond sizing and an equivalent volume was used to size the wet vault. 12 inches of sediment storage will be provided in the vault. See Table 5 below for water quality vault information. Tabie 5-Surnmary of Water Quality Vault S�stern Water Quality System WQ Vault Pervious Area 0 acres Impervious Area 0.337 acres Total Area 0.337 acres Required W/Q volume 1,552 CF Provided W/Q volume 1,575 CF Vault Storage Dimensions 4.5'H x 35'L x 10'W WQ Depth 4.5 feet The dead storage volume in the combination water quality/ detention pond has been sized per the basic pond requirements in King County. The pond will consist of one cell with one foot of sediment storage provided. Pond side slopes will Ue 2.5:1. T'he length to width ratio at mid depth will exceed the 3 to 1 length to width ratio required in the drainage code. Per Figure 6.4.1B in KCSWDM,an intemal berm is not required for ponds with a length to width ratio greater than 4:1. The Kennydale water quality pond has a mid depth length to width ratio of approximately 5:1,and therefore,a berm will not be provided. The pond as designed is relatively small by KCSWDM standards. The surface area of the bottom of the pond is less than the threshold of 1500 sf,and therefore does not require ramp access to the bottom of the pond. (1998 SWDM ch.5.3.1-Access Requirements p.5-21)Also,this pond could be considered a small deep pond in which the trackhoe could park on the pond slope to remove sediment. A ramp would not be required in this situation. The wet pond sizing calculations can be seen in Appendix B. A sum.mary of the water quality pond is provided in Table 6 beIo�v. COUGHLINP�RTERLUNDEEN Kenn}'dale Elementary School 10 Renton,4Vashingtoi? Table 6-Summary of Water Quality Pond Water Quality System WQ Pipe Pervious Area 021 acres Impervious Area 1.01 acres Required W/Q volume 4,930 CF Provided W/Q volume 7620 CF Pond Cell Top Dimensions 10�feet x 29 feet WQ Depth 4 feet 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): 1. Facilities»t:cst convey the 100-Jear flow zvithout overtopping the crown of the roadway,flooding buildings,and if sheet flow occurs it must pass through a drainage ease»ient. The detention facilities have been designed to convey the 100-year developed flo�v or direct overflows away from buildings and within street gutters capable of handling the flow. 2. New pipe syste»is and culverts must convey tlie 25-�ear flow with at least 0.5 feet of freeboard (1.2.4-1). The conveyance systems have been designed to convey the 25-yeaz flow with at least 0.5 feet of freeboard. Calculations are included in Appendix B. 3. Bridges must convey the 100-year flozv and provide a minimum of tzuo 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 fnust convey the 25-year flow with 0.5 feet of freeboard and the 100-year flow without overtopping. (1.2.4-2). There aze no drainage ditches for this proposed development or in the proposed I frontage improvements. , 5. Floodplain Crossings must not increase the base flood elevation by fnore than 0.01 feet(41(83.C)J and I shall not redtcce the flood storage volume[37(82.A)]. Piers shall not be constn�cted in the FEMA floodway. [41(83.F.1)]. There are no floodplain crossings associated with the construction of this projeck 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 hantt the stream or inhibit fish passage.(60(95.B)]. T`here are no stream crossings associated�vith the construction of this project. 7. Discharge at natural locc�tion is required and produce no significarrt impacts to the doumstream propertJ(1.21-1). T'he project will discharge to the existing discharge location. A map sho��ing the specific e�dsting discharge location is included in Appendix B(Figure Bl on page B49),along�vith calculations proving that the proposed discharge location will not worsen any existing conveyance problems that may exist downstream hom the site. A minor shift from the May Creek basin to the East Lake Washington basin of less than 0.5 acres is requested. Detention and release rates,however,are sized to match those from the original basin size,not the increased basin. COUGHLINPORTERLUNDEEN Kenn}'daleElementan School ll Renton,Washington On-site Conveyance The on-site conveyance system will consist of Type 1 and Type 2 catch basins,six,eight and 12-inch conveyance lines,one biofiltration s�vale,a storm�vater detention pond,and a stormwater detention vault. The capacity of the on-site lines was evaluated using the Rational Method and a Mannuig's-based conveyance spreadsheet. If pipe capacity is questionable,energy grade elevation will be evaluated using the Direct Step Backwater Method. The conveyance system has been designed to provide adequate slopes and sizes. Refer to Appendix B for conveyance calculations. Outfalls Energy dissipation is required for al1 outfalls,rock erosion protection at a minimum. (1.2.3-3).The conveyance system proposed will discharge directly to the public storm system where energy dissipation will not be provided. The biofiltration swale will be provided with rock armor at all outfalls hom pipes. VI. SPECIAL REPORTS AND STUDIES 1. No special reports included. VII. BASIN AND COMMUNIT'Y PLAN AREAS Basin Plan(1.3.4-1) There are no basin plans that will impact this site. Cominunity Plan(13.4-1) I There are no community plans that will impact this site. , VIII. OTHER PERMITS An 1�TPDES permit�vill be required for this project. COUGHLINPORTERLUNDEEN Kennydale Elementary�School , 12 P.enton,l'�'ashington IX. EROSION AND SEDIMENTATION CONTROL DESIGN This section lists the requirements that will be used when designing the Temporary Erosion and Sedvnentation Control plan(TFSC plan)for this site. Standard Requirements Erosion/Sedimentation Plan shall include the following: 1. FaciIities required include:stabilized constncction entrance,sedi»lentation pond,interceptor swales, filter fabric fencing. (12.5-1).The project will provide two consiruction entrance/exits,truck�vheel washes,filter fabric fencing,a sediment pond,slope stabilization,catch basin protection and interceptor swales. 2. Timing-For the period beizveen November 1 through March 1 disturbed areas greater than 5,000 square feet left u�edisturbed for more than 12 hotcrs must be covered with mulch,sodding,or plastic coveri�:g. A � construction phasing plan shall be provided to ensure that erosion control rneas:cres 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. Plamting-Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension, stake and flag clearirig 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. Re-vegetatiori-Re-vegetate areas to be cteared as soon as practicable aftergrading. (1.2.5-1). Notes addressing this item have been placed on the civil engineering plans. The TESC plan for this project has been designed to protect off-site properhies as well as to min;mi�P{�e quantity of sediment-laden water that enters the public storm system. The following BMI''s will be included on the T'ESC plan for this project. • Clearly delineated clearing limits staked prior to any construction activity. • Stabilized construction entrances with a wheel washing station for trucks exiting the site. All material that is tracked off the site will be cleaned by sweeping. • Catch basin protection will be used on all eacisfing and future catch basins as they are installed, to reduce the amount of secliment that can enter the storm system. • Cover measures will be implemented for disturbed areas greater than 5,000 square feet in accordance w�ith the King County standards. • Temporary sedunent ponds will be included to allow the opportunity for sediment to settIe out of onsite runoff prior to discharging from the site. The ponds will be excavated at the locations of the final permanent storm water ponds,per Appendix D.4.5.s of the KCSWDM. T'he sedunentation pond surface will be sized based on the 2-year flows from the graded site,and will comfartably fit within the limits of the permanent ponds. This will allo�v final excavation at project close to be minimi�ed. All construction debris will be prompfly removed from the site to minimi�e demolition and construction impacts to the site. The contractor�vill implement additional SMP's as required or recommended by the City of Newcastle inspectors or other agencies as required. This will help prevent demolition and construction debris,waste material,fuel,oil,lubricants and other fluids from entering the public storm system. These measures are shown on the TESC plan sheets sho�vn in the drawings set. COUGHLINPORTERLUNDEEN Kennydale Elementary School 13 Renton,41'ashington X. BONDS Bond Quantity Worksheets Bond quantity worksheets will be included in this section. XI. MAINTENANCE AND OPERATIONS MANUAL Standard Maintenance Per standards set forth in the King County Surface Water Design Manual,fl1e owner tirill maintain facilities. Sec.�tions of the King County Storm Water Management Design Manual outlining the Operations and Maintenance of these facilities will be included in Appendix D. (not included in this report) � COUGHLINPORTERLUNDEEN Kenny�dale Flementary School 14 Renton,VUaslungton APPENDIX A � Figure 1-Site Area Map Figure 2-ExisHng Site Drainage Map Figure 3-Proposed Drainage System Figure 4- Wetland Map Figure 5- Seismic Hazards Area Map Figure 6-Streams and 100 yr Flood Plains Map Figure 7-Landslide Hazards Area Map Figure S-Erosion Hazard Area Map � COUGHLIN PORT'ER LUNDEEN Kennydale Elementary COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION �'MAPQ�EST,._ = T 200m� �,`� f� N_3&ttt St " � r`: _ ° Ne 35tft Pj Q�g00 � ' ` Se 89�� ..� � ,Z:` N 35th St � F � Ne�34th Pt �.; �O --- _--- ,:,�'' N 3 4 t h S t � 2 ' S $e 90th St �''d� --_ __.__-_a , � N� 33id P1 `'`,a .j ' e - I ' �� d X� � , �, ___•c--' : E: —Kerihjr�ale; 3� -. ., ,� S �� ; ' `' � _� -._-0--.__._..�. 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' � � i � D on► 10 � : � . ,. ; �, N 24th St Ne 24ttt St__ _� �>�_--,a � � � ; �' � -�� " .�� , ' ., : aE�,;�� ' � ---- �- � ��`�3,,�`� � I �� .� �� 4 �� . : �� _ I } t ,+'t �..�:� . . .,� � � �� . . . � �.� _ � fD � ,{ q � Q o.._._�_..._ �'; t � ��` � !� Z � �� 1� f � � � � r ��.� , � Z' 1D I �< I � �Fri�� +� �Z o '� � > �-� ��;�"- cs j< � s 1 a � K + -,"2 i�i-� Z �20�1$� �.�� o ;Z o �. � 2009 Ma tiuest.com, tnc:;�2044_�VTEQ a � � I i C C N � � W O d C L � U O O N � Figure f - Site Area Map � �� : PROJEC�: Kenny_dale Elementary School _ DESIGNED �Y: sas DPTE: _ 12-09-04 __ PROJECT N0. C040055-02 GLIENT: Renton School District CHECKED BY: tbb SHEET OF 413 PINE STREET-SUITE 300 SEATTLE,WA 9810 t P: 206/343-0460 F: 206/343-569 I COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Undevebped Lake Wa Bas� Field Basin - _o= < � �, �� Pervious 028 Acres Total 80104A si � Imper' �-0.03—`Acres Pervious 1.75 Acres _ :� N�a��•. �,�;� `,� Impervious O.OS6Acres � o h}0 ry}�.�" ` �� Z" � . � Ez Lake Wa Basn(for des'gn) — — � — . "`_�-�� Total 52280.0 sf 0 25 SD 100 ��!�''�`��'�` �� _ 4 . s::;,. ��- %ri � � Pervious 0.039 Acres SCALE 1'=100' � " �`�.� '` hnpervious 0.848 Acres i � � � � �� Ez May Creek Ba�n(for design) 't �4 �� F� � Total 15673675 sf Drainage Ba�n Pervious ts� Acres , J "'"�' Impervious 1.93 Acres t 1 p �, 4 ' � EX BASEBALL FIELD Total Site 6.64 Acres ;, � 'sting ouna� : �� ..,ez •.� ;: 1"1 ,, To May(�eek ; �, : Ezisting OuffaA i= Undeveloped Lak�Wa Dra�age easin ��.�, ::, � I� � Draine� e Bas � To May Creek 9 � \ � W �anage Basin � � ,� � j �, . ,_� =�� - . - - - - - - - ` . � _ I` � ;� `,,\.. `��. � � May Creek �� +6' � i �'e'rie� O �; , F Drainage Basin `,`;�, £ __ �. °� - � EX LAY SHED ��. � , � � 'F�` �,�1 ° ,�-` ' � tfi"�.� ,.��I 4� e %� Z \ :'' \ �', �1 m s i ,�,� :�'..L..,.. z,.. ,J _ � r•- ,6 j � ,i .r s�'r� �1 , �y � • � ' �._a>a--�,,, \ ill6 ��.� 'g��1 0 0000 _ ..+-LfZ.'_ -, �•� ' � s �°� � n o �. - .._. �pC+^�2u- .� L.F�� ' _ 18. Q . '.1.r,i' V�'`s` i ��4 P.� aSh� ,� _ L, ` ,�1 0 : � D'�ain - .,�ti� . ,. `��.. - i _. 'o_��. , ��...� ,� ' , � . � - � ��: ' _z.,--- . _ I - __ • r-- DNDE X P LOT . � �''� � -- � �I . . � , ,�,�- o,Z RARKIIVG LOT -,9,�- , _F '�o° 'S� - _�,Z_ ---0,Z _.t -�,. ❑ 51' � �- � i � _� ; �` - rr 3 —� �� 9�_ 3 6{/'��IY.}�•. `v .J• ' -'4yZ � J - _ " I ��.rr�\.. i ti ti ti' � � 2 U1 _ ,�L I ."&b>. ''� t — � ' – U � '. ` �8t/r3t e i - —� 0 .`- � � �� ,*�.:. _ - � ''�' , _ -.. �'-� � � � � `� Ezisting Outfal To �, .... �` �, � East Lake Washington - - � N Drainage Basin � Figure � - Existing Conditions ' T � � � PROJECT: Kennydale Elementary School DESIGNED 9Y: sas DATE: 12-09-04 PROJECT N0, C040055-02 CLIENT: Renton School District CHECKED BY; tbb SHEET OF ' 413 PINE STREET-SUITE 300 SEATTLE,WA 98101 P: 206/343-0460 F: 206/343-569 I COUGHLIN P�RTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Undeveloped Lake Wa Basin Field Ba�n \ � n � Q: ,�, �� Pervious 0.28 Acres Total 80104.0 si �`—. Im er " ' . Acres Pervious 1.75 Acres _ ti` x�a'x•�ma � '_ �T1�2NIOUS 0.086 Acres .- : co ry�� ry'b � — ._23`_ _.,. Prop Lake Wa Ba�n(for design) o ZS So ,� ��3�, x� . Total 52280.0 sf � •�-°� -.\ Pervious 1.011 Acxes SCALE 1'=100' -� "� ��.. , Impervious 0213 Acres 4 6 �� ' ��S Prop�lay Creek Basn(for des�) " ,�� "�I Field �'� Total 156736.75 sf l� ;� �I Drainage Basin P�rviouus 0.89 Acres � r"� �'`' Impervious 228 Acres ' �� E�BASEBALL FIELD � ' Total site 6.64 Acres J \ xisting Outtall � . --Z.z_. �. !�� Undevelo Lak� Wa To May Creek � � , ' � �'d � , Dranage Ba�n ��,�;_<. Proposed Outfatl i; � �. : '.. � ; � Df$Iflage 883I1 � . To May Creek � Drainage Basn aY I �� ` . \ ..-.L` 1 �.....� _ _ _ F• f . t�l \\ ' _ --' • , I -.- =�. o.�"` __ , b � � �! �E, �o .�� .,�'oPos� , "'..%', � �\ � , � , ��'.i�ay.Cre�l� h � �� IE ,' \� �� . ` � �-- � I�'-�i1a��B&�at �;i ` , , �I � \ y '' � ��, � .F\ ' � � �. \ ppp�� 777��,,,�/-/x�p�g '//,��L/� �\ ie ,�s± .��1�--Nf1CH�.' ii � i':,� ( ' •r-�.• � iu � �� : Q '\ e� � - � r 1 �ir.�� ,� CO ` '� ` -=, 1 �/ Z �,,,�. , ,\ _ �t .rn �� ['; ` , ��ia !� l. l; . �. r'� '/ ,� --, --- - �{ `\ _ -- .� �a, . `•. . ` . � . Y : � ' __' . __ i .� " �" P �USED--BUILDINCi- � : , , - --- --- - - ------- --"��-o.Z�, � 19'(6` �l8 r `\ . . ZtZ-- \ _" � \�4 •" :�� 25 : . ,�, . � 4� t ` � __' I \ ,x��. N .F .` • .� �. I \�\ �,a r � `Propos�d- — '-�.� �� ;.. ' �� . �'� st ake�Vashmgto _� �� L � �� `� - � ,� ; ' ' - �-. ' 1 '� \\ �\\ , - _,� i � � � � c I I '�„ / • ; �-�. � M �� K _ _ -.. r\- �\ 1r .._ a� I I . .o"t '�` ' ' i�'t 'I��. – e�s�– . . �� I ��' �� . _.... � � � ; � PAF�CIN�L�� - ,�--- __I_ ,.;-_. -PARK�IG LOT.,� �"'� "� a ; . I � u; y -:' �'� � ' �..'I :, tl�� . . . ..t � � '2sz - --c�z � �- .: _ . :.I. �, f _ ' . . ...i... ', -Y� -C „ _ � >>_ �e I . a> °, a.` � �� ti ,�4h2`� " .�1 �- nz � 2 - _ U a ' ' -`18th"Sf/��,+ - � i -. _ � -;�;: , -c �� ^2e' r . – —. ...�. jtYa� ' , � ��...1 �� Proposed Outfall To g East Lake Washington �- "' Dranage Basin � Figure 3 - Developed Conditions T � � � PROJECT; Kennydale Elementary School DESIGNED BY: sas QATE: 12-09-04 I PROJECT N0. 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J �� r ,� .o - 1 � ' ,�. ...1.. � .. � � .. ,w.� `�� ,�i'. .5Y� _'p�i -j ' l,fi, _�� i `.7:. �_.. ... . \ _.. �� y�� . �'�1.� ,. , �`5�,1 _ _ -j�'t. �� -- '11,��-.I�� y��t ��i"1'.-J��?-.r��. � :� �'r T�. f .— W � �-, � � i � F�� .�2.'�� J 1-�i- ��' .;1 7� I,;�*., r , , .� t ' , � � �, � � f .,?. n w� TY� 5� - t' r �LX,. � (^ ��' r ro �'1 ,n.,r'°�� i'; , _ `� N• U ;J� � = ,r U � :!;t� S,m �.�" + 0 � �n.. '�-{`g 0 i� . U � � , G P N Y r i � 8 r �� ; � . ra r _ _ - II I CONVEYANCE SYSTEM ANALYSIS AND SIZING TABLF,USIN(i'PHE RATIONAL METIIOD Location Sub Area C C'A Sum Tc i(K) I(R) '='O(R.)''": Pipc Typ. Slope Q(F) V V L Tt %d/D ! Basin (ac) C'A (min.) (af'.s.) - (in.) n (ft.ft.) (pipe (pipe (at (ft.) (min.) I From '1'o Number full full) Q(R)) CB9 CB 10 9 O.IR 0.90 016 0.16 63 0.80 2J3 0.44 �{ 0.014 1.0% 1.13 3.24 2.99 110 0.6 44.00% CB IO CB 11 10 0.10 0.90 0.09 0.25 6.9 0.7G 2.57 U.65 � O.Ol4 I.0% 1.13 3.24 3,32 70 0.4 SS.00% Cli I 1 CB 12 I1 0.06 0.90 0.06 031 7.3 0.73 2.49 0.78 12 0.014 1.7% 4.33 5.51 4.11 70 0.3 29.00% CB 12 CB 13 12 0.28 0.86 0.24 0.55 7.5 0.71 2.43 1.34 12 0.014 1.4% 3.92 4.99 4,49 93 03 40.50% CB 13 Vault CB 13 U37 0.73 0.27 0.82 7.9 0.69 2.36 1.94 12 OA14 1.0% 3.32 4.23 438 10 0.0 55A0% CH 1 CB 2 CB 1 0.02 0.48 0.01 0.01 63 0.80 2.73 Q.Q3 6 0.014 1.0% 0.52 2.65 1.57 65 0.7 16.00% CB 2a CB 2 CB 2a 0.1 R 0.86 0.15 0.15 7A OJS 2.56 0.39 r; 0.014 1.0% 0.52 2.65 2.92 26 0.1 65.00% Cll 2 CB 3 C13 2 0.13 0.79 0.10 0.27 7.1 0.74 2.52 0.68 8 0.014 O.R% 0.97 2.78 3.05 75 0.4 61.05% C13 3a CB 3 CB 3u 0.01 0.25 0.00 0.00 63 O.RO 2.73 0.01 6 0.014 2.4% 0.81 4.13 2.05 45 0.4 5.00% CB 36 CB 3 Ci3 36 O.19 0.82 0.15 0.15 63 0.80 2.73 (1.4? x 0.014 2.6% 1.81 5.19 4.23 42 0.2 32.50% CB 3c CB 3 CB 3c 0.07 0.67 0.04 0.04 6.3 0.80 2.73 0.12 �� 0.014 4.0% 1.04 5.30 3.59 31 0.1 23.00% CB 3 CB 4 3 0.18 0.86 0.15 0.62 7.5 0.72 2.43 1.52 I 2 0.014 0.8°/n 2.87 3.65 3.6R l08 0.5 52.00% CB 4a CA 4 CB 4a 0.14 0.52 0.07 0.07 63 0.80 2.73 U?0 8 OA14 3.2% 2.01 5.76 3.70 42 0.2 21.00°/a CB 4 CB 5 4 0.37 0.82 030 1.00 8.0 0.69 233 2.33 I2 UA14 0.8% 2.87 3.65 4.10 148 0.6 G8.00% CB 5 IIioswale 5 0.00 0.00 0.00 1.00 S.6 0.65 223 2.22 - 12 0.014 1.0% 3.32 4.23 4.52 7 OA 60.00% Bioswale CB 6 Bioswale 0.00 0.00 0.00 1.00 8.7 0.65 222 �22 12 0.014 1.0% 3.32 4.23 4.51 40 0.1 60.00% CB 6 CB 7 6 0.05 0.90 0.05 1.04 8.8 0.65 220 ?.30 1 Z 0.014 1.0% 332 4.23 4.57 100 0.4 61.00% I CB 7 Vault 7 0.18 0.83 0.15 I.20 92 0.63 2.14 2.56 I2 0.014 0.9% 3.15 4.01 4.50 53 0.2 6R.00°/a SW roof NW roof SW roof 035 0.90 031 0.31 63 0.8U 2.73 (�.SS R 0.014 1.0% 1.13 3.24 3.56 94 U.4 65.00% NW roof NE roof NW roof 0.08 0.90 0.08 039 6.7 0.77 2.6� I.02 " 8 0.014 1.0% 1.13 324 3.67 115 0.5 74.00% NE roof Vault NF,roof 0.13 0.90 0.12 0.51 7.3 0.73 2.49 127 `i 0.014 LS°/ 1.38 3.)5 4.48 81 03 75.50% Vault CB 8 Vault 0.00 0.00 OAO 0.00 63 0.00 O.Oo U.72 12 0.014 LO% 332 4.23 3.32 30 0.2 32.00% CB 8 F.x CB out 8 0.00 0.00 0.00 O.UO 63 0.80 2.73 U.7z 12 0.014 LO% 332 4.23 332 24 0.1 32.00% Pro�ecr. enny a e ementary oo R= �� P(R}= },g� Ca cs by: i3. . lo No: C040U55-02 i.ocation: Renton Washin ton Date: 3/28/2005 Pa e 1 Kennydale Elementary Conveyance Analysis-25 Year 3/28/2005 � - - I CONVEYANCE 3Y5TF,M ANAI,YSIti AND SV".IN(1 I A131J[UtiING"fHE KA'fIONAL M�THOD Location Sub Area C C'A Sum Tc i(R) I(R) (J(R) Pipc Typ. Slope Q(F) V V L Tt %d/D Basin (ac) C•A (min.) (c.f.s.} ' (in.) n (ft.ft.) (pipe (pipe (at (ft.) (min.) From To Number full) Full) Q R) CB9 CB 10 9 O.1R 0.90 0.16 0.16 6.3 0.80 3.14 0.51 8 OAl4 I.0% 1.13 3.24 3.10 1l0 0.6 47.50% CB 10 CB 11 10 0.10 0.90 0.09 0.25 6.9 0.76 296 O.�S 3 0.014 1.0% 1.13 3.24 3.44 70 03 60.00% CII I1 CB l2 11 0.06 0.90 0.06 031 72 0.74 2.87 0.89 12 0.014 1.7% 433 5.51 43l 70 0.3 31.00% CB 12 CB 13 12 028 0.86 0.24 0.55 7.5 0.72 2.80 1.5�3 12 U.014 1.4% 3.92 4.99 4.64 93 0.3 44.00% CB 13 Vuult CB l3 037 0.73 0.27 0.82 7.8 0.70 2.72 ?..2i 1Z 0.014 1.0% 332 4.23 4.54 10 0.0 60.00% i CB 1 CB 2 CB I 0.02 0.48 UAI OA1 6.3 0.80 314 Q.04 (i 0.014 LO% 0.52 2.65 1.65 65 U.7 17.00% CB 2a CB 2 CB 2a 0.18 0.86 0.15 0.15 7.0 0.75 2.94 0.45 G 0.014 1.0% 0.52 2.65 2.99 26 0.1 72.00% CB 2 CB 3 CB 2 0.13 0.79 0.10 0.27 7.1 0.74 290 0.78 8 O.U14 0.8% 0.97 2J8 3.10 75 0.4 68.00% CB 3a C13 3 CB 3a 0.01 025 0.00 0.00 63 0.80 3.14 0(11 6 0.014 2.4% 0.81 4.13 235 45 0.3 5.00% CB 3b CB 3 CB 3b 0.19 0.82 0.15 0.15 63 0.80 3.14 0.4R R 0.014 2.G% 1.81 5.19 438 42 0.2 35.00% I CR 3c CB 3 CB 3c 0.07 0.67 0.04 0.04 6.3 0.80 3.l4 0.14 G 0.014 4.0% 1.04 5.30 3.66 31 0.1 25.00% CI3 3 CB 4 3 0.18 0.86 0.I S 0.62 7.5 OJ2 2.R0 1 JS I 2 0.014 0.8% 2.87 3.65 3.78 l08 0.5 57.00% CB 4a CA 4 CH 4a 0.14 0.52 0.07 0.07 63 0.80 3.14 0?3 3 0.014 3.2% 2.U1 5.76 3.97 42 0.2 22.00% CB 4 CB 5 4 037 0.82 0.30 1.00 8.0 0.69 2b9 2.(i9 12 0.014 0.8% 2.87 3.65 4.14 148 0.6 77.00% i CII5 Bioswale 5 0.00 0.00 0.00 I.00 8.6 0.66 2.57 2.56 12 0.014 1.0"/0 3.32 4.23 4.70 7 0.0 65.50% ' IIioswale CA 6 Bioswale 0.00 0.00 0.00 1.00 8.6 0.66 2.56 2.Sti l2 0.014 1.0% 332 4.23 4.69 40 0.1 65.50% CD 6 CB 7 6 0.05 0.90 0.05 L04 SJ 0.65 2.53 2.65 l2 OA14 1.0% 332 423 4.73 100 0.4 67.00% CII7 Vatdt 7 O.IR O.R3 0.15 1.20 9.1 0.63 2.47 29G 12 0.014 0.9% 3.15 4A1 4.55 53 0,2 77.00% SW roaf NW roof SW roof 0.35 0.90 031 031 63 0.80 3.14 0.�>R 8 0.014 1.0% 1.13 3.24 3.64 94 0.4 72.00% NW roof NG roof NW roof 0.08 0.90 0.08 039 6.7 0.77 3A(1 1.17 3 0.014 1.0% 1.13 3.24 3.34 1 IS 0.6 99.90% NE roof Vault NE roof 0.13 0.90 0.12 0.51 7.3 0.73 2.85 1.d5 A 0.014 1.5°/a L38 3.95 4.15 81 0.3 99.90% Vault CA 8 Vault 0.00 0.00 0.00 0.00 63 0.00 O.OI) 1.37 12 0.014 1.0% 3.32 4.23 4.00 30 0.1 45.00% CB S Ex CB out 8 0.00 0.00 0.00 0.00 63 0.80 3.14 I.37 12 0.014 1.0% 332 4.23 4.00 24 0.1 45.00% Pro�ect: enny a c �ementary oo R= P R= �,QQ Calcs by: B.S.B Job No: C040055-02 Location: Renton Washin on Date: 3/28/2005 Pa e 1 Kennydale Elementary Conveyance Analysis-100 Year 3/28/2005 APPENDJX B ' COUGHLIN PORTER LUNDEEN Kennydale Elementary � � �1�1c�:1:;�`Ii � �i�tit �_�lic��l��ili��ll� COUGHLIN PORTER LUNDEEN Kenn`�dale Elemeiltary � Kennydale Elementary School - Level 2 Detention Vault Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 100 .00 ft Facility Width: 20.00 ft Facility Area: 2000 . sq. ft Effective Storage Depth: 5 .00 ft Stage 0 Elevation: , 231.00 ft Storage Volume: 10000. cu. ft i Riser Head: 5.00 ft ' Riser Diameter: 12.0� inches �� Number of orifices: 3 ', Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.75 0.459 2 2.25 3 .00 0.405 6. 0 3 3.25 2.50 0.224 6.0 T�p Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 231.00 0. 0.000 0.000 0.00 0.03 231.03 60. 0.001 0.035 0.00 0.06 231.06 120. 0.003 0.049 0.00 0.09 23Z.09 180. 0.004 0.060 0.00 0.11 231.11 220. 0.005 0.069 0.00 0.14 231.14 280. 0.006 0.078 0.00 0.17 231.17 340. 0 .008 0.085 0 .00 0.20 231.20 400. 0 .009 0.092 0.00 0.23 231.23 460. 0 .011 0.098 0.00 0.26 231.26 520. 0 .012 0.104 0.00 0.36 231.36 720. 0 .017 0.123 0.00 0.46 231.46 920. 0.021 0. 139 0.00 0.56 231.56 1120. 0.026 0. 153 0.00 0.66 231.66 1320. 0.030 0.166 0.00 0.76 231.76 1520. 0.035 0.179 0.00 0.86 231.86 1720. 0.039 0.190 0.00 0.96 231.96 1920. 0.044 0.201 0.00 1.06 232 .06 2120. 0.049 0 .211 0.00 1.16 232 .16 2320. 0.053 0 .221 0.00 1.26 232.26 2520. 0.058 0 .230 0.00 1.36 232.36 2720. 0.062 0.239 0.00 1.46 232 .46 2920. 0.067 0.248 0.00 1.56 232.56 3120. 0.072 0.256 0 .00 1.66 232 .66 3320. 0.076 0.264 0.00 1.76 232.76 3520. 0.081 0.272 0.00 1.86 232.86 3720. 0.085 0.280 0.00 1.96 232.96 3920. 0.090 0.287 0.00 2 .06 233 . 06 4120. 0.095 0.294 0.00 2_16 233 .16 4320. 0.099 0.301 0.00 2 .25 233 .25 4500. 0.103 0.308 0.00 2 .28 233 .28 4560. 0.105 0 .312 0.00 , 2 .31 233 .31 4620. 0.106 0.321 0.00 2 .34 233.34 4680. 0.107 0.335 0.00 2 .38 233.38 4760. 0.109 0.352 0. 00 2 .41 233 .41 4820. 0.111 0.374 0.00 2 .44 233 .44 4880. 0.112 0.399 0.00 2 .47 233 .47 4940. 0. 113 0.427 0 .00 2 .50 233 .50 5000. 0.115 0.446 0.00 2 .60 233.60 5200. 0.119 0.475 0.00 2.70 233 .70 5400. 0.124 0.501 0.00 2 .80 233 .80 5600. 0. 129 0.524 0.00 2 .90 233 .90 5600. 0.133 0.546 0 .00 3 .00 234_00 6000. 0.138 0.567 0.00 3 .10 234.10 6200. 0.142 0.586 0.00 3.20 234.20 6400. 0.147 0 .605 0.00 3 .25 234.25 6500. 0.149 0.614 0.00 3 .28 234 .28 6560. 0.151 0.620 0.00 3 .30 234.30 6600. 0.152 0.629 0.00 3 .33 234.33 6660. 0 .153 0.642 0.00 3 .35 234.35 6700. 0.154 0.657 0.00 3 .38 234.38 6760. 0.155 0.675 0. 00 3 .41 234 .41 6820. 0.157 0.697 0.00 3 .43 234 .43 6860. 0 .157 0.718 0.00 3 .46 234.46 6920. 0 .159 0.727 0. 00 3 .56 234 .56 7120. 0.163 0.760 0. 00 3 .66 234 .66 7320. 0.168 0.790 0. 00 3 .76 234 .76 7520. 0.173 0.818 0.00 3 .86 234 .86 7720. 0.177 0.845 0.00 3 .96 234.96 7920. 0.182 0.870 0.00 4 .06 235.06 8120. 0.186 0.894 0.00 4 .16 235.16 8320. 0.191 0.917 0. 00 - 4 .26 235.26 8520. 0.196 0.939 0.00 4.36 235 .36 8720. 0.200 0. 961 0.00 4 .46 235.46 8920. 0.205 0.982 0.00 4 .56 235.56 9120. 0.209 1.000 0.00 4 .66 235.66 9320. 0.214 1.020 0.00 4 .76 235.76 9520. 0.219 1.040 0 .00 4 .86 235.86 9720. 0.223 1.060 0.00 4.96 235 .96 9920. 0.228 1.080 0.00 5.00 236.00 10000. 0.230 1.090 0.00 5 .10 236.10 10200. 0.234 1.410 0.00 5 .20 236.20 10400. 0.239 1.990 0.00 5 .30 236.30 10600. 0.243 2 .740 0.00 5 .40 236.40 10800. 0.248 3 .550 0.00 5.50 236.50 11000. 0.253 3 .850 0.00 5.60 236.60 11200. 0.257 4.120 0.00 5 .70 236.70 11400. 0.262 4.370 0.00 5 .80 236.80 11600. 0.266 4.610 0.00 5 .90 236.90 11800. 0.271 4.830 0.00 6 .00 237 .00 12000. �.275 5.040 0. 00 6.10 237.10 12200. 0.280 5.240 0.00 6.20 237.20 12400. 0.285 5.430 0.00 6.30 237.30 12600. 0.289 5.610 0.00 6 .40 237.40 12800. 0.294 5.79� 0.00 6 .50 237.50 13000. 0.298 5.960 0.00 6.60 237 .60 13200. 0.303 6.130 0.00 6.70 237.70 13400. 0.308 6.290 0.00 6.80 237 .80 13600. 0.312 6.45Q 0 .00 , 6.90 237 . 90 13800. 0.317 6.600 0 .00 I 7.0a 238 .00 14000. 0.321 6.750 0.00 , Hyd Inflow Outflow Peak Storage Target Calc Stage Ele'v (Cu-Ft) (Ac-Ft} 1 1.54 1.30 1.37 5.09 236.09 10177. 0.234 2 0.93 ******* 0.72 3.43 234.43 6857. 0. 157 3 0. 83 ******* 0.74 3.50 234.50 7000. 0. 161 4 1.10 ******* 0.69 3.41 234.41 6813. 0.156 i 5 0.78 ******* 0.61 3.22 234.22 6442. 0.148 ' 6 0.90 ******* 0.56 2.98 233 .98 5959. 0.137 7 0.66 ******* 0.30 2.18 233.18 4364. 0.100 8 0.75 ******* 0.29 2.07 233.07 4140. 0.095 ---------------------------------- Route Time Series through Facility Inflow Time Series File:developed.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.54 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.37 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 5.09 Ft Peak Reservoir Elev: 236.09 Ft Peak Reservoir Storage: 10177 . Cu-Ft . 0 .234 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % � � 0.011 52113 84.985 84.985 15.015 0.150E+00 0.031 3148 5.134 90.119 9.881 0.988E-01 0.052 1562 2.547 92.666 7.334 0.733E-01 0.073 1018 1.660 94.326 5.674 0.567E-01 0.094 898 1.464 95.791 4 .209 0.421E-01 0.115 649 1.058 96.849 3 .151 0.315E-01 0.135 485 0.791 97.640 2.360 0.236E-01 0.156 441 0.719 98.359 1.641 0.164E-01 0.177 263 0.429 98.788 1.212 0.121E-01 0.198 173 0.282 99.070 0. 930 0.930E-02 0.219 133 0.217 99.287 0.713 0.713E-02 0.240 124 0.202 99.490 0.510 0.510E-02 �.260 72 0.117 99.607 0.393 0.393E-02 0.281 72 0.117 99.724 0.276 0.276E-02 0.302 56 0.091 99.816 0.184 0.164E-02 0.323 21 0.034 99.850 0. 150 0.150E-02 0.344 10 0.016 99.866 0.134 0.134E-02 0.364 7 0.011 99.878 0.122 0.122E-02 0.385 4 0.007 99.884 0. 116 0.116E-02 0.406 3 0.005 99.889 0.111 0.111E-02 0.427 7 0.011 99.901 0.099 0.995E-03 0.448 5 0.008 99.909 0.091 0.913E-03 ii 0.469 7 0.011 99.920 0 .080 0.799E-03 0 .489 10 0.016 99.936 0.064 0.636E-03 0 .510 6 0.010 99.946 0.054 0 .538E-03 0 .531 6 0.010 99.956 0.044 0 .440E-03 , 0.552 1 0.002 99.958 0.042 0.424E-03 0.573 8 0.013 99.971 0.029 0.294E-03 0.593 4 0.007 99.977 0.023 0.228E-03 0.614 6 0.010 99.987 0.013 0.130E-03 0.635 2 0.003 99.990 0.010 0.978E-04 0.656 0 0.000 99.990 0.010 0.978E-04 0.677 2 0.003 99.993 0.007 0 .652E-04 0.698 2 0.003 99.997 0.003 0.326E-04 0.718 1 0.002 99.998 0.002 0. 163E-04 0.739 0 0.000 99.998 0.002 0. 163E-04 Route Time Series through Facility Inflow Time Series File:developed.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.54 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.37 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 5.09 Ft Peak Reservoir Elev: 236.09 Ft Peak Reservoir Storage: 10177. Cu-Ft . 0 .234 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS . � � � 0.011 52113 84.985 84.985 15.015 0.150E+00 0.031 3148 5.134 90.119 9.881 0.988E-01 0.052 1562 2 .547 92 .666 7.334 0.733E-01 0.073 1018 1.660 94.326 5.674 0.567E-01 0.094 898 1.464 95.791 4.209 0.421E-01 0.115 649 1.058 96.649 3.151 0.315E-01 0.135 485 0.791 97.640 2.360 0.236E-01 0.156 441 0.719 98.359 1.641 0.164E-01 0.177 263 0.429 98.788 1.212 0.121E-01 0.198 173 0.282 99.070 0.930 0.930E-02 0.219 133 0.217 99.287 0.713 0.713E-02 0.240 124 0.202 99.490 0.510 0.510E-02 0.260 72 0.117 99.607 0.393 0.393E-02 0.281 72 0.117 99.724 0.276 0.276E-02 0.302 56 0.091 99.816 0.184 0.184E-02 0.323 21 0.034 99.850 0.150 0.150E-02 0.344 10 0.016 99.866 0.134 0.134E-02 0.364 7 0.011 99.878 0.122 0.122E-02 0.385 4 0.007 99.884 0.116 0.116E-02 0.406 3 0.005 99.889 0.111 0.111E-02 0.427 7 0.011 99.901 0.099 0. 995E-03 0.448 5 0.008 99.909 0.091 0.913E-03 0.469 7 0.011 99.920 0.080 0.799E-03 0.489 10 0.016 99.936 0.064 0.636E-03 0.510 6 0.010 99.946 0.054 0.538E-03 0.531 6 0.010 99.956 0.044 0.440E-03 0.552 1 0.002 99.958 0.042 0.424E-03 0.573 8 0.013 99.971 0.029 0.294E-03 0 .593 4 0.007 99.977 0. 023 0.228E-03 , 0.614 6 0.010 99.987 0.013 0. 130E-03 0.635 2 0.003 99.990 0.010 0.978E-04 0.656 0 0.000 99.990 0.010 0.978E-04 0.677 2 0.003 99.993 0.007 0.652E-04 0.698 2 0.003 99.997 0.003 0.326E-04 0.718 1 0.002 99.998 0.002 0.163E-04 0.739 0 0.000 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: existing.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance -- - Cutoff Base New �Change Probability Base New �Change 0 .321 I 0.25E-02 0 .15E-02 -40.3 I 0.25E-02 0 .321 0.285 -11.2 0.357 I 0. 19E-02 0.13E-02 -32 .8 I 0.19E-02 0.357 0.301 -15.6 0.393 � 0. 13E-02 0.11E-02 -17. 1 I 0. 13E-02 0.393 0.344 -12 .4 0 .429 � 0.98E-03 0.98E-03 0. 0 � 0.98E-03 0.429 0.429 0.0 0.466 � 0.65E-03 0.82E-03 25 . 0 � 0.65E-03 0.466 0.488 4.9 0.502 I 0.55E-03 0.59E-a3 5 .9 I 0.55E-03 0.502 0.5Q4 0.5 Q.538 � 0.41E-03 0.44E-03 6.0 � 0.41E-03 0 .538 0.556 3 .4 0.574 � 0.26E-03 0.29E-03 12 .5 � 0.26E-03 0.574 0.5B4 1.6 0.611 � 0.20E-03 0.13E-03 -33 .3 � 0.20E-03 0.611 0.603 -1.3 0.647 ( 0.13E-03 0.96E-04 -25.0 � 0. 13E-03 0 .647 0.619 -4.4 0.683 � 0.65E-04 0.49E-04 -25.0 I 0.65E-04 0.683 0.681 -0.3 0.720 I 0.49E-04 0.16E-04 -66.7 I 0.49E-04 0.720 0.693 -3 .6 0.756 I 0.33E-04 O.00E+00 -100.0 � 0.33E-04 0 .756 0.716 -5.2 Maximum positive excursion = 0.033 cfs { 7.4�) occurring at 0.446 cfs on the Base Data:existing.tsf and at 0.479 cfs on the New Data:rdout.tsf (��L� �� Maximum negative excursion = 0.068 cfs (-18.1�) LF„E� Z occurring at 0.376 cfs on the Base Data:existing.tsf �[,Ct�V��^'�� and at 0.308 cfs on the New Data:rdout.tsf , EXISTING.PKS Existing Peak Flows Flow Frequency Analysis Time Series File:existing.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.640 6 2/09/O1 2:00 1.30 1 100.00 0.990 0.513 8 1/05/02 16:00 0.791 2 25.00 0.960 0.771 3 2/27/03 7:00 0.771 3 10.00 0.900 0.544 7 8/26/04 2:00 0.678 4 5.00 0.800 0.658 5 10/28/04 16:00 0.658 5 3.00 0.667 0.678 4 1/18/06 16:00 0.640 6 2.00 0. 500 0.791 2 10/26/06 0:00 0.544 7 1.30 0.231 1.30 1 1/09/08 6:00 0. 513 8 1.10 0.091 Computed Peaks 1.13 50.00 0.980 Page 1 � DEVELOPE.PKS Developed Peak Flows Flow Frequency Analysis Time series File:developed.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.776 6 2/09/O1 2:00 1. 54 1 100.00 0.990 0.663 8 1/05/02 16:00 1.10 2 25.00 0.960 0.933 3 12/08/02 18:00 0.933 3 10.00 0.900 0.752 7 8/26/04 2:00 0.897 4 5.00 0.800 0.897 4 10/28/04 16:00 0.828 5 3.00 0.667 0.828 5 1/18/06 16:00 0.776 6 2.00 0. 500 1. 10 2 10/26/06 0:00 0.752 7 1.30 0.231 1. 54 1 1/09/08 6:00 0.663 8 1.10 0.091 Computed Peaks 1. 39 50.00 0.980 Page 1 I , Detention Pond Calculations I COUGHLIN PORTER LUNDEEN Kennydale Elementary , 3/24/05 1 :40 : 13 pm Coughlin, Porter, Lundeen Inc . page 1 Kennydale Elementary School Lake Washington Drainage Basin 3-23-05 Combination Pond (Detention) --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY ' BASIN ID: devl00yr NAME: Developed Conditions 100-Year SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 21 Acres 1 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 � TC. . . . . 10 . 00 min 6 . 30 min ABSTRACTTON COEFF: 0 .20 PEAK RATE: 0 . 95 cfs VOL: 0 . 36 Ac-ft TIME: 480 min BASIN ID: devl0yr NAME: Developed Conditions 10-Year SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .22 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 .21 Acres 1 . 01 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 10 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 69 cfs VOL: 0 . 26 Ac-ft TIME : 480 min BASIN ID : dev2yr NAME: Developed Conditions 2-Year SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .22 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 21 Acres 1 . 01 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 10 . 00 min 6 . 30 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 0 . 46 cfs VOL: 0 . 17 Ac-ft TIME : 480 min BASIN ID : exl00yr NAME: Existing Conditions 100-Year SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 89 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AR.EA. . : 0 . 04 Acres 0 . 85 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 10 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 71 cfs VOL: 0 .27 Ac-ft TIME: 480 min � 3/24/05 1 : 40 : 13 pm Coughlin, Porter, Lundeen Inc . page 2 I' Kennydale Elementary School Lake Washington Drainage Basin 3-23-05 Combination Pond (Detention) BASIN SUMMARY BASIN ID: exl0yr NAME : Existing Conditions 10-Year SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 89 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 04 Acres 0 . 85 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 10 . Q0 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 52 cfs VOL: 0 . 19 Ac-ft TIME: 480 min BASIN ID: ex2yr NAME: Existing Conditions 2-Year SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 89 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 04 Acres 0 . 85 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 98 . 00 TC. . . . . 10 . 00 min 6 .30 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 35 cfs VOL: 0 . 13 Ac-ft TIME: 480 min � 3/26/05 5 : 52 : 1 pm Coughlin, Porter, Lundeen Inc . page 1 Kennydale Elementary School Lake Washington Drainage Basin 3-23-05 Combination Pond (Detention) --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. LWPond2 Description: Lake WA Drainage Basin POND 2 Length: 38 . 00 ft . Width: 18 . 00 ft . Side Slope 1 : 2 Side Slope 3 : 2 Side Slope 2 : 2 Side Slope 4 : 2 Infiltration Rate : 0 . 00 min/inch STAGE <----S1�URAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE �----5'PORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 234.75 D.0000 0.0000 235.20 330.97 0.0076 235.70 755.45 0.0173 236.20 1244 0.0285 234.80 34.481 0.0008 235.30 410.97 0.0094 235.80 847.85 0.0195 236.25 1296 0.0298 234.90 105.14 0.0024 235.40 493.38 0.0113 235.90 942.83 0.4216 235.00 178.08 0.0041 235.50 578.25 0.0133 236.00 1040 0.0239 235.10 253.35 0.0058 235.60 665.60 0.0153 236.10 1141 0.0262 � .� �s}-ri'io� a t= �jr��=� i � L�.�<��--=- 3 s.o n��_ _ --_Y°�-�� - ' t��a� = r°.. � k►.3 - 23.� �- 1GP Q��"'E"(S�o.�1S, -� �G,,.:A� �:,,__�Ns,o.�s a� ��a � .T ��n�� = I� :��- ��-rr� = 3�.� � � �-�c�f^r,o+�i �a,.r4 Z3v�'_ !'�c�� 6-,�/r f� �� •�-o E:.;,+�rF« �JA-��TY �.v�.�ww=�+-�rS ►N-�s �s ,A� t�`3�^''i-� P�.r o �7tZ��G•- � a C��1A�.T`f � �'� �'ro tZ.4-GrE i-l-%� C��`f��'`�Efl ,�'7`�� i'i-�� ..i,l-'�-� _2 E -�F �b�a� 5� `Cc. � 3/24/05 1 :40 : 14 pm Coughlin, Porter, Lundeen Inc . page 4 Kennydale Elementary School Lake Washington Drainage Basin 3-23-05 Combination Pond (Detention) --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. OR/WEIR Description: ORIFICE W/WEIR Structure : PondOr2 Structure: Structure : PONDWEIR Structure : Structure : STAGE <--DZSCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <-DISCHARGE---> (ft? ---cPs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------ 234.75 0.0000 235.20 0.3366 235.70 0.5592 236.20 0.7951 234.80 0.1122 235.30 0.3721 235.80 0.6145 236.25 0.8047 234.90 0.1943 235.40 0.4268 235.90 0.6706 235.00 0.2509 235.50 0.4766 236.00 0.7220 235.10 0.2968 235.60 0.5169 236.10 0.7647 � � ` , 3/24/05 1 :40 : 16 pm Coughlin, Porter, Lundeen Inc . page 5 Kennydale Elementary School Lake Washington Drainage Basin 3-23-05 Combination Pond (Detention) LEVEL POOL TABLE SUMMARY MATCH INFLAW -STO- -DIS- <-PEAK-> STORAGE c--------DESCRIPTION---------> (Cfs) (cfs) --id- --id- <-STAGE> id VOL (Cf) 2-year ... ........ ............ 0.35 0.46 LWPond2 OR/WEIR 235.23 13 355.50 cf 10-year .......... ............ 0.52 0.69 LWPond2 OR/WEIR 235.59 14 659.31 cf 100-year . .................... 0.71 0.95 LWPond2 OR/WfiIR 235.97 15 1013.40 cf � f' �, ' � ,i�� r<�`�_�,�;� ��,�. �;�� _��1:�_��' �t�� .� COUGHLIN PORTER LUNDEEN Kennydale Elementary � COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION � BASIC BIOFILTRATION SWALE CALCULATIONS Size Swale for biofiltration function: Use Manning's Equation to Verify Swale Capacity: Where: Q = Flow, cfs SUMMARY A= Cros-sectional area of flow,sq ft. Base Width= 10.0 ft s= Swale slope, ft/ft. Side Slope= 3 ft:ft n= Manning's roughness coefficient Swale Length = 100 ft y= Flow height, ft. WQ Depth= 0.17 ft b= Swale base width,ft. (50ft max.) 100-yr Depth = 0.30 ft z= Side slope,ft:ft. Total Depth= 1.30 ft Hr= Hydraulic Radius, ft. Given: Base Width: b= 8.00 2' < b< 10', if b> 10', see 1988 KC Side Slope: z= 3 Surface Water Design Manual, 6.3.1 (] (design flow) Q= 0.259 Q,,,,o=60% 2-YR KCRTS DEV. (15-min.time step) Design Flow Ht y= 0.167 For design only y=2"or 4"; depending on site conditions Manning's"n" n= 0.2 For design only Swale Slope s= 1.0% slope must be between 1%-6% Swale Length L= 100 For design only Usin Mannin 's E uation: A= �b+z'Y)*Y A= sf Hr=A/((b)+(2'y"(1+z^2)^.5)) Hr= ft Q(d)=(1.49'A"(Hr)^0.667`(s)^0.5}/n Q(d)= �: cfs> �:µ5�0�j Modify base(b) until Q(d)>Q(wq) Check Veloci for Biofiltration Function: V= Q/A V=��t��fps< 1 Verify Velocity less than 1.0 fps Reauired Lenqth of Swale: Hydraulic residence time t ` 540's V 0.22;fps L = VWQ*540 ��ea=:-' 116.74'ft Verify Length greater than 100 ft. Bioswale length (site dependant) �51��- �_, ft. Verify Allowable Length >= Required Length If the proposed site does not have sufficient room to provide the required biofiltration swale len th, reduce swale len th and increase bottom width to provide an e uivalent to area. Required Biofiltration Area: Water Surface Area at Design Depth 'A rop; _(b+2;z'Y)*L Rw A roa= sf ' Project: Kennydale Elementary Gesigned By: BSB Date 2/23l05 Project No. C04-0055-02 Client: McGranahan Checked By: TBB Sheet 1 of 2 r Water quality 2-23-05.x1s COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURALAND CIVIL ENGINEERING CORPORATION BASIC BIOFILTRATION SWALE CALCULATIONS Adiust Swale Lavout to Fit Site if L< 100ft.or<Allowable Lenqth bf= increase of bottom width br= 2.00 ft Lf= reduced swale length �r=,.;: 100 ft '4 ropp+�l=�bt+bswa�e)*�r A roP�r+�� ' ',110Q.D sf> m Modify base(bf) until A,�'A,�,c�*�> New Bottom Width: b �' 10.OQ`ft Usinq Mannina's Eouation: A =(b+z'y)*y A= sf Hr=A/((bJ +(2'y'(1+z^2)^.5)) Hr= ft Q(d)=(1.49•A*(Hr)^0.667"(s)^0.5)/n Q(d)= cfs> � �-;� Verify Q(d)>Q(wq) Check Velocitv for Biofiltration Function: V=Q/A V= fps< 1 Verify Velocity less than 1.0 fps Analvze Swale for Convevance Capacitv&Velocitv Given: Base Width: b � � 10 OD;ft � Side Slope: z • 3:: Q�� Q,�- , p,g79�cfs Q� = 100-YR 24 HR DEV. Manning's"n" n= 0.2 Check table 4.4.1 B in KCSWDM Swale Slope s="=;�'�` � Using Manning's Equation: By Trial& Error y= 0.30 ft Flow height _(b+z'Y)`Y A= sf Hr=A/((b) +(2'y'(l+z^2)^.5)) Hr= ft � Q =(1.49"A*(Hr)^0.667'(sl)^0.5)/n Q��= cfs> � r' Verifyi2��>Q(d) � Check Veloci V= Q/A V= � fps< 3.0 Verify Velocity is less fhan 3.0 fps Reauired Depth of Swale Includinct Freeboard Total Depth(TD) = 100yr design depth + 1 foot TD= ft Top Width (TVIn = b+(2"(z*TD) TW= ft Re uired Land Area Area of water surface af freeboard= L*TW �,�_ ` sf ' I '' -��.�� 1 - Froject: Kennydale cEe�nentary C�esigned By: B�B �a+e 2123105 Project No. C04-0055-02 Client: M1cGranahan Checked By: TBB Sheet 2 of 2 , Water quality 2-23-05.x1s BIOSWALE.PKS KENNYDALE ELEMENTARY SCHOOL � BIOSWALE DESIGN 2/23/05 h�°' OF THE Z-YEAR STORM19 = 4t'ATER QU4i..ITY DESIGN FLOW � iow t=requency ar�a iys � � Time series File:bioswale.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.432 6 8/27/Ol 18:00 1.30 1 100.�0 0.990 0.304 8 1/05/02 15:00 0.916 2 25.00 0.960 0.916 2 12/08/02 17:15 0.601 3 10.00 0.900 0.348 7 8/23/04 14:30 0.513 4 5.00 0.800 0.510 5 11/17/04 5:00 0. 510 5 3.00 0.667 0.513 4 10/27/05 10:45 .432 6 2. 0.500 �.601 3 10/25/06 22:45 0.34 7 1.3 0.231 1.30 1 1/09/08 6:30 0.304 8 1.10 0.091 Computed Peaks 1.17 50.00 0.980 � �o`� x O. '-(3 Z �5 - C� . 25� � rj f C75�..r?rt�F_ l�`h'�'� C.XJ�FL"�'rJ �FS I (s1�( FLU�•? CI S - r�n i rr T�',,,�,� S-r-�P) - Pa�� 1 , Water Quality Vault Calculations � , '� _ i _; ,. , COUGHLIN PORTER LUNDEEN Kennydale Elementary , COUGHLINPORTERLUNDEEN , A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION King County Water Quality Calculation Cover Sheet Water Quality Menu: Basic (from King County Water Quality Applications Map) Water Quality Treatment Method: Wet Pond Rain T e Data: Soil T e Data From KCSWDM Figure 3.2.2.A page 3-22 From SCS Soils Map Rainfall Region: SEATAC SCS Soils Type: Scale Factor: From Table 3.2.2.B From KCSWDM Figure 6.4.I.A SCS Soil Group: Mean Annual Storm: 0.47 KCRTS Soil Group: Site Areas Total Site Area: Existin Conditions Pro osed Conditions Till Forest (acres) Till Forest (acres) Till Pasture (acres) Tifl Pasture (acres) 7i11 Grass (acres) Till Grass (acres) Outwash Forest (acres) Outwash Foresi (acres) Outwash Pasture (acres) Outwash Pasture (acres) Outwash Gross (acres) Outwash Grass (acres) Wedand (acres) Wetlond (acres) Impervious (acres) Impervious 0.337 (acres) �� ) � �� Total� acres Total acres , Flow Data I�I Existin Conditions Pro osed Conditions �', Rank Return Flow Flow Rank Return Flow Flow Period I hr 15 min Period (I hr) (15 min) I I 00 I I 00 0.979 2 25 2 25 0.748 3 I0 3 I0 0.537 ' 4 5 4 5 0.442 ', 5 3 5 3 0.419 ' 6 2 6 2 0.395 ' 7 I.3 7 I.3 0.3 I 8 8 I.I 8 I.I 0.276 Project: Kennydale Elementary Designed By: BSB Date 3/2b/05 Project No. C0:-0055-02 Cliznt: McGran�han Checked By: TBB Sheet I of 5 , Water quality Vault 3-10-05.x1s COUGHLINPORTERLVNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION I Wet Vault Sizing 1) Indentify Required Wet Pool Volume Factor(f) Based on Water Quality Menu f = 3 2) Determine Rainfall (R)for Mean Annual Storm Determined from Figure 6.4.1A(attached) R = ,#�` �� 3) Calculate Runoff(V,)from Mean Annual Storm V� _ (0.9A + 0.25A,�+0.10A�+0.01Aa)x(R/12) (6-13} where: V, = 517 volume of runoff from mean annual storm (cubic feet) Ai = 14680 area of impervious surFace(square feet) A�9 = 0 - area of till soil covered with grass(square feet) A� = 0 area of till soil covered with forest(square feet) Aa = '0 area of outwash soil covered with grass or forest(square feet) R/12 = �,0392 rainfall from mean annual storm (feet) 4) Calculate wetpool volume(Vb). Vb = f x V� (6-14) where: Vb = 1,552 �vetpool volume(cubic feet) f = 3 volume factor from Step 1 V, = 517 runoff volume(cubic feet)from Step 3 5) Determine wetpool dimensions. Determine the wetpool dimensions satisfying the design criteria Geometry 1) Wetpond Shall be two cells seperated by a baffle or Berm 2) Wetponds with a volume less than 4,0�0 cubic feet may be one cell. Number of Wet Vault Cells Provided: 1 I 3) Sediment Storage shall be provided in the first cell-Minimum depth 1 foot Depth of Sediment Storage: ��:. 4) Depth of First Cell 4.5 4-8 ft ' 5) First Cell Top Length 35 ft First Cell Top Width 10 ft First Cell Bottom Length 26 ft First Cell Bottom Width 10 ft First Cell Top Area , 350 ,sq ft First Cell Side Slope 0 1 First Cell Bottom Area ', 264 sq ft Area at Top of Sediment Storage ' 3�0 sq ft First Cell Dead Storage Volume 1575 cu ft Project: Kennydale Elementary Designed By: BSB Date 3l26105 Project No. Client: RSD Checked By: TBB Sheet 1 of I � Water quality Vault 3-10-05.x1s COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNiJAL STORM IN INCHES(FEET) ST 1.0/ LA 1.2 ST 1.1 - ST 1.0 � 0.8 LA. 0.9 � 1.0 �'_-�s-. ;{r //, t'- r1!. y^,�yy . . � .,.a�d.,,, x. .1'�/ > >�, ��(�` ; ' j�f %"r ,j `.,� - I - 3 (t r% r i _ r_1 �":a- � ��J r,C J. F: ��.-f� �� ! .�l�. � � K� r _. I j/, � J `�.vr� �i�x --1rv6 b. � i t1 �_,�/� , � /. ,i, � }�` . f `�' , �� r f.,�, � 4 0, �- �� {� / : � �.t��,t,!�,- r �, e i�'� r,f � _�gj 3_,�`;�J��`i, ' 'o s��= Y ��w� l,�� ., ; /%� � �� r �.r;"�, ., `�Tat � % r � N ��` ._ p� ��q��/ �� .:r / \ �y �• � � � �/ r`t 1 /S�-`k /- ' us r�t s.1 'r� ,#T ��* %�� r �;� �� ,i f� �i f r l / �? } � -� f 1I i, ' F +� �3c.,.,, I ,,1' � �ii � "f�� . '/f�i I%r 'T yy :.3'�. K C �! dL M �=:: ,.. � 17 . r � .:, S 1, � �'% % � 1 � J i c.'� " a ; � � � I: x� f � �_ . .�e �,I//�� C. , � 9 "'i� +'[•. i .: rT ay!/_I; ' �3'�� 3� --/i��.� ' 1j�� ,� .�anr. t 3y c � -�'s�'� r � }:: �f '��i Q z `� B �.. �� / i �\+ I � "'�{ � , ��' r I � 8 I� �:- � { 5 ^�� 3'] 5 � ��_ �l . M �[ a ' r,,J� /� � t� ��..� x �0:. f i O P -,�#„�.:�-��' �/ V.� �' , � . . . ` 'y�/f �t'..� i �_�� / . � � ' . e 0:54• •7`,�ld � f :;�,�sj• (0.045') �e� ' n1.b�� 0.47• ....�.�e.... �1 (0.039') � ° . L�7 lncoFparated Area r �_1i :�.� River/Lake 0.47' �, — MajorRoad •- (0.039'} 0.52" (O.Q43' �0'65" NOTE:Areas east of the eastemmost isopiwial should use 0.65 �.56' (0.054`) inches unless raiMali data is ava�abie for the locabon of irrierest (0.047') �The msen unud slo�m fa a wncaphial stam taud � � . . 67l avi8ci91he arrr+d p�ecipiatim by IM bfal rwn6er . � . ' . . . af sEorm ava�ts P�Y� . result,generates large amounts of runoff. For this application,dll so�7 types include Buckley and bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain a[ a shallow depth(less than 5 feet)by glacial ull. U.S.Soil Conservadon Service(SCS)hydrologic soil groups that are classified as till soils include a few B,most C,and all D soils. $ee Chapter 3 for classificarion of speci5c 5C5 soil rypes. � . Fi ure 6.4.1 A - Preci itation for Mean Annual Storm Event Projecc: Kennydale Elementary Designed By: BSB Date 3/26/05 Project No. C04-0055-02 Client: McGranahan Checked By: TBB Sheet 3 of 5 � Water quality Vault 3-1Q-05.x1s Water Quality Pond Calculations i COUGHLIN PORTER LUNDEEN Kenny-dale Elementary �� COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Wet Pond Sizing 1) Indentify Required Wet Pool Volume Factor(f) Based on Water Quality Menu -- f = 3 2) Determine Rainfall (R)for Mean Annual Storm Determined from Figure 6.4.1A(attached) !, R = '0.47 ' 3) Calculate Runoff{V�)from Mean Annual Storm V� _ (0.9A; +0.25A,�+0.10A�+0.01Ao)X(R/12) (6-73) , where: V� = 1,643 volume of runoff from mean annual storm (cubic feet) A� = 44039 area of impervious surface(square feet) At9 = 9278.28 area of till soil covered with grass (square feet) A� = 0 area of till soil covered with forest(square feet) � Aa = 0 area of outwash soil covered with grass or forest(square feet) ', R112 = 0.0392 rainfall from mean annual storm(feet) 4) Calculate wetpool volume(Ve). Vb = f x V, (6-14) where: Vb = 4,93Q wetpool volume(cubic feet) f = 3 volume factor from Step 1 V� = 1,643 runoff volume (cubic feet)from Step 3 5) Determine wetpool dimensions. Determine the wetpool dimensions satisfying the design criteria Geometry 1) Wetpond Shall be two cells seperated by a baffle or Berm 2) Wetponds with a volume less than 4,000 cubic feet or greater than 4:1 length to width ratio may be one cell. Number of Wetpond Cells Provided: a 3) Sediment Storage shall be provided in the first cell-Minimum depth 1 foot Depth of Sediment Storage: #4=��``1 f{;!;: 4) Depth of First Celf 4 4-8 ft 5j First Cell Top Length 105 ft First Cell Top Width 29 ft I First Cell Bottom Length 85 ft ', First Cell Bottom Width 9 ft � First Cell Top Area 3045 sq ft '� First Cell Side Slope 2.5 :1 First Cell Bottom Area 765 sq ft ', Area at Top of Sediment Storage 765 sq ft � First Cell Dead Storage Volume cu ft ', Project: Kennydale Elementary Designed By: BSB Date 1/17/05 Project No. C04-0055-02 Clienr McGranahan Ghecked By: TBB Sheet I of I a.�lJGI-ii.iFIPORTERL�TiDEEi�i j Wet Pond Permit 1-16-05.x1s ' - —� ; Conveyance Analysis COUGHLIN PORTER LUNDEEN Kennydale Elementary � Kennydale Elementarv School Catcie Basin Suh-ha.rin Areas Sub- 7btal Asphalt/Cuncrcte Rouf Ciadcr Sand/Inficld iNix Crass roresl Corttposite Iiasin Area� Arca Arca Arca Arca Area Area C Value (Acre�) (.Sy. FG),C=0.90 (.Sq. Ft),C=0.90 (.Sy. Ft),C=0.90 �sy. rr.�,c=a3n (.S .F't),C=0.25 (Sy.Fr.),C=0.15 CI313 0.:37 11,891 a,l4a U.;73:.:: C13 12 0:28:: 11,383 73G U:$G::: CB Ii O;IIS::.: 2,799 :�:j.n;90>:.:.: CI310 (�;lfl:.:: 4,477 .:::U;19:::: CI3 9 0:18:: 7,822 Q9Q�:� cx s a:oa:: :::a.�o:: : Ct;7 0:.1:8:,: 3,939 3,202 797 ::.:U:$3::.:.:; ('B 6 ::4.a5::: 2,209 >::0;90:.>:.: CI3 5 D:00:: :fl;00:;>: CB 4a 0:14:�:� 2,529 3,463 �::�:O:S?�>:' CB 4 6.3.�::.: 9>330 4,802 1,879 :.:.U;82:;:_:.: ('I3 3c Q:0'}::: 1>875 1,053 :::::(1;6'7:::: C133b 014:: 7,080 1,030 ;:(T;$2::: CI33a O.Q1:: 479 >Q:25»:: CI33 d:,l&:;:; 4,955 2,372 474 �:�':O:A6::;:;:. c'.13 2a �;:I$:::: 4,955 2,372 474 :::�;$6:::: CI3 2 i�.:13.':: 4,787 938 :;:4:79:�::: CB 1 U_02:: 374 686 �::0_48»> �:�:��:00:�:�:�: SW ruuf_ Q:;35:: 15,125 :•:>0:4Q:::: NW roof (�,(38:: 3,662 :�::090�::�: I Nf roof 0.]3 :: 5,796 �::-fl:90:::: I 'I'orals 3:15:: 79,652 39,206 18,211 Kennydale Elementary School Conveyance Analysis 3/26/2005 - - -� APPENDIX C Geotechnical lteport '� � ' � , , COUGHLIN PORTER LUNDEEN Kenn�rdale Elementary , , w , � , ; C4.��V�� MAY 2 0 2004 :��'i�{-,;�tc ��>. . . � 7 '�'`S � 1�rY'P-� . . '�.p .� . McGF�ANHHAN� �¢ �►SS4CIate� , - _ � a 1�'t �1 Geotechnical Engineering � S c i e n e e s �. �,.��:-�:�� Inc . �� - - , � - . . �. � �_ � . .t._ , �.� � � ��-. � � . , _ �� ~ ��~ �'``�' ` Subsurface Exploration, Geologic Hazards, and Preliminary Geotechnical Engineering_Report � Water Resources � - � - � y,�� ,-W� - PROPOSED REPLACEMENT x-� �. � � , � : -Y`� .�;�;�., �"� OF KENNYDALE � : . �. .X � , �:� ' �7,, � - ELEMENTARY SCHOOL . - :n� -_:�, . ��'�` �" Renton, Washington ,,,,_�,.� . �� .. ��,� . Solid and Hazardous Waste � Prepared for �-wr��:_..�. Renton School District �..._ _ -, r�� c/o, ::� .- � - y :�� ; Greene Gasaway Architects;�P.L.L.C. _ .��_ - .-:-:-��..�.,�..� - � ' Project No. KE03330A Ecological/Biological Sciences � � October 7, 2003 � � tu � � �� s � . '-.' ._r._ . � _ :,nr' �', . ' c_� _�g y Geologic Assessments � i - ` � _ Associated Earth Sciences, Inc. � � � � � I October 7, 2003 Project No. KE03330A , Renton School District ; c/o Greene Gasaway Architects, P.L.L.C. P.O. Box 4158 - I Federal Way, Washington 98063 I � I � - � � Attention: Mr. Calvin Gas�way ! Subject: Subsurface Exploration, Geologic Hazards, and - ' I�'� Preliminary Geotechnical Engineering Report � Proposed Replacement of Kennydale Elementary School � 1700 NE 28`� Street Renton; Washington 'i Dear Mr. Gasaway: � - I We are pleased to present these copies of the referenced report. This report summarizes the results of our subsurface exploration, geologic hazards, and geotechnical engineering siudies ^ I and offers recommendations for the preliminary design and development of the proposed project. Our recommendations are preliminary in that project plans are still under , development at the tune of this report. - ` We have enjoyed working with you on this study and are conf'ident 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 ca1L . Sincerely, ! ASSOCIATED EARTH SCIENCES, INC. Kirkland, �'Vashington i � � ' Kurt D. Merriman, P.E. Principal Engineer KDM/ldlsn � KE03330.42 Projec!s',2003330`,KE'R'P-W2K � 41 I riftH P,venue,Suite I C�0 • Y.irklarc. `�N,�98C;33 • °hc�e 4?5 c�"-'?C�I • -ar:4�5��-54�� r . . � � ' _. SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT , PROPOSED REPLACEMENT �F � KENNYDALE ELEMENTARY SCHOOL Renton, Washington Prepared for: � Renton School District ; c/o Greene Gasaway Architects, P.L.L.C. ' P.O. Box 4158 � Federal Way, Washington 98063 Prepared by: , Associated Earth Sciences, Inc. 911 5�' Avenue, Suite 100 Kirkland, Washington 98033 � 425-827-7701 Fax: 425-827-5424 i i October 7, 2003 ' Project No. KE03330A � i ,i , - Subsurface Exploration, Geologic Hazards, Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS j 1.0 INTRODUCTION � This report presents the results of our subsurface exploration and preliminary geotechnical ' engineering study for the proposed replacement of the Kennydale Elementary School located at 1700 NE 28 Street,_Renton,,Washington. The location of the existing Kennydale Elementary ,� School is shown on the Vicinity Map, Figure 1, included with this report. Our � recommendations are preliminary in that project plans are still under development at the time , of this report. The existing site features and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 2. Once a site development plan is available, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, and additional recommendations � presented as necessary. Additional subsurface explorations may be recommended once site development plans are finalized. 1.1 Purpose and Scope � The purpose of this study was to provide geologic and geotechnical design recommendations to be utilized in the preliminary design of the project. Our study included a review of available geologic literature, drilling exploration borings, and perfornung geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water. Geologic hazard evaluations and geotechnical engineering studies were completed to establish preliminary recommendations for the type of suitable foundation, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, floor support recommendations, drainage considerations, and flexible pavement design. This report summarizes our current fieldwork and offers hazard mitigation and preliminary development recommendations based on our present understanding of the project. We recommend that our office be allowed to review project plans as they near completion to verify that our geotechnical recommendations adequately address the project design. 1.2 Authorization � Our work was completed in general conformance with the scope of work and cost presented in our proposal for the project dated June 17, 2003. We were authorized to proceed by Mr. ' Calvin Gasaway, Greene Gasaway Architects, P.L.L.C. This report has been prepared for the exclusive use of the Renton School District, Greene Gasaway Architects, P.L.L.C., and their � 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 ��-as � October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. , b4T/ld,isn-KE03330A2-Projects12003330!KEIV.P-W2K Page 1 i ' . - Subsurface Exploration, Geologic Hazards, Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report Renton, Washington Project and Site Conditiorrs I' prepared. No other warranty, express or implied, is made. Our observations, findings, and opinions are presented as a means to identify and reduce the inherent risks to the owner. 2.0 PROJECT AND SITE DESCRIPTION ' This report is based on verbal information provided to us about this new project, as received from Greene Gasaway Architects, P.L.L.C. At the time this report was written, a new school building or buildings are planned to occupy the approximate location of the existing building and possibly the area within the southeast portion of the site. The existing playfield will i remain and be used by the new school. Site development will also include new parking lots, fire lanes, bus lanes, and related utilities. We assume that the floor elevations of the new building or buildings would be similar to that of the existing grades and that no basements are anticipated. Conventional concrete and masonry construction methods are assumed, with light to moderate structural loads. For the purposes of this report, column loads on the order of 150 kips and wall loads of 3 to 5 kips per lineal foot are assumed. The project site is that of the existing Kennydale Elementary School located at 1700 NE 28�' Street, Renton, Washington. The existing school consists of several buildings clustered at the southwest part of the site, with a new athletic field to the north and east, and parking lot and driveway areas on the south. The existing two-story main school building and the single-story gym are of masonry block construction. The three existing portable classrooms are single- story wood-frame structures. The site is relatively level and is situated a few feet higher in elevation than adjacent NE 30`� Street. A rockery flanks the site along portions of the north and east property boundaries. Overall vertical relief across the site was visually estimated at less than 10 feet. 3.0 SUBSURFACE EXPLORATION Our field study included drilling 12 exploration borings and performing a geologic hazard reconnaissance to gain surface and subsurface information about the site. The various types of sed'unents, as well as the depths where characteristics of the sediments changed, are indicated ' on the exploration logs presented in the Appendix. The depths indicated on the logs where ' conditions changed may represent gradational variations between sediment types in the feld. If changes occurred between sample intervals in our exploration borings, they were � interpreted. Our explorations were approximately located in the field by measuring from known site features shown on the site plan provided by Greene Gasaway Architects, P.L.L.C. � Approximate exploration locations are sho��n on the attached Site and Exploration Plan, Figure ' 2. October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. � ,b1T/!d/sn-KE03330A2-Projects120033301KEI NT-W2K Page 2 - Subsurface Exploration, Geologic Hazards, �I Proposed Replacement of Kerarydale Eletnentary School and Preliminary Geotechnical Engineering Report � Renton, Washington Project and Site Conditions The conclusions and recommendations presented in this report are based on the 12 exploration , borings completed for this study. The number, location, and depth of the explorations were completed within site and budget 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 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. If variations are observed at that time, it may be necessary to re- ' evaluate specific recommendations in this report and make appropriate changes. I 3.1 Exploration Borings I The exploration borings were completed by advancing a hollow-stem auger with a track- mounted drill rig. During the drilling process, samples were obtained at generally 5-foot depth � intervals. The exploration borings were continuously observed and logged by a geotechnical �� engineer from our fum. The exploration logs presented in the Appendix are based on the field i logs, drilling action, and inspection of the samples secured. Disturbed but representative samples �;-ere obtained by using the Standard Penetration Test � procedure in accordance with 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 exploration 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 and visual reconnaissance of the site. As shown on the field logs, the exploration borings encountered a silry sand with gravel in a dense to very dense, moist to wet condition ' interpreted as till which is considered to be suitable support strata. In each of the explorations, the till «�as co��ered by 2 to 13 feet of weathered till, recessional deposit soil, existing fill or October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. ,I' MT/ld,�sn-KE03330A2-Projects12C03330lKEIWP-W2K Page 3 I 1 . Subsurface Exploration, Geologic Hazards, ; Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report � Renton, Washington Project and Site Conditions � topsoil consisting of a mixture of silts and sands in a generally loose to medium dense, moist to wet condition. 4.1 Soil Conditions Existing Fill Fill was encountered in exploration borings EB-1, EB-2, EB-3, EB-4, EB-8, and EB-10 to a ' depth of 7.5, 5, 5, 3, 2, and 3 feet, respectively. The fill consists of a mixture of silts and sands in a generally loose to medium dense, moist to wet condition. The existing fill was , probably placed at the time the school was constructed. Since the quality, thickness, and compaction of the fill materials is relatively low or variable, the fill is considered unsuitable for structural support without remedial improvement. Additional exploration, delineation, and � evaluation of the existing site fills may reveal material consistency and density suitable for the � support of pavements and slabs with reasonable remedial improvement. For planning, the fill should not be considered suitable for foundation support in its present condition. � RecessionalOutwash ! Exploration borings EB-4, EB-9, EB-10, EB-11, and EB-12 encountered between 4'/z and 13 feet of sandy soil in a loose to medium dense, moist to wet condition interpreted as recessional outwash. The recessional deposits accumulated in meltwater streams during the retreat of the ; Vashon age glacier from the region. Based on its relatively low density the recessional deposit soil is not considered suitable for direct support of structures without remedial improvement. , The recessional deposit soil should be suitable for pavement support after reasonable remedial work is conducted. Till . Below the fill/recessional outwash soil, our exploration borings encountered silty sand with ; gravel interpreted as till. The upper portion of the till encountered (to a depth of 7.5 feet, � maximum) was observed to be in a weathered, medium dense condition. Unweathered till was observed to be in a dense to very dense condition. The weathered till and the upper portion of ' the unweathered till was observed to be moist to wet. Till was deposited at the base of an active continental glacier and was subsequently overridden and compacted by the weight of the overlying glacial ice. Till soils rypically possess high strength and low compressibility ; characteristics that are favorable for structural support. Till soils typically contain a substantial fine-grained soil fraction, which makes them moisture-sensitive and susceptible to disturbance , when wet site or weather conditions exist. October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. , MT/Id/sn-KE03330A2-Projects120033301KEI RP-R2K Page 4 ! l , Subsurface Exploratian, Geologic Hazards, Proposed Replacemenl of Kennydale Elementary Scliool and Preliminary Geotechnical Engineering Report � Renton, Washington Project and Site Conditions 4.2 Hydrology Relatively high moisture contents were observed for soil at or near the contact between the surface soils and the underlying till in all but exploration borings EB-1, EB-5, and EB-6. This high moisture was interpreted to represent a perched ground water condition where downward infiltration of surface water is impeded by lower permeability, dense till at depth. It should be noted that the exploration borings were completed near the middle of a relatively dry summer following a drier than normal spring and winter. Ground water levels are expected to be : higher and the amount of ground water is expected to be greater during and following the wetter winter and spring seasons. The quantity and duration of flow from an excavation face that pierces the perching layer will depend on the soil grain size, topography, and season. Ground water conditions should also be expected to vary in response to changes in seasonal precipitation, on- and off-site land usage, and other factors. 4.3 Site Infiltration ' Infiltration testing has not been conducted as part of our scope of work. Based on our � observation of strata encountered at the site, the recessional outwash soil encountered in EP-4 located within the western portion of the site and in EP-9, EP-10, EP-11, and EP-12 located ' within the eastern portion of the site is the only strata that might allow infiltration for site drainage disposal. The till encountered at the site is considered impermeable from an , infiltration standpoint. Once you have deternuned the approximate area for your drainage pond(s)/vault(s), we can conduct infiltration testing and provide recommendations regarding the soil infiltration rate, ground water mounding, and downstream "fate" analysis. , October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. , ,'�1T.Qd,•'sn-KE033j0A2-Projects120033?0',KPI R�P-R'2K Page 5 - Sul�surface Exploration, Geologic Hazards, ; Proposed Replacement of Kennydale Elementary School and Preliminary Geoteclznical Erigineering Report � Renton, Washington Geologic Hazards and Mitigations IL GEOLOGIC HAZARDS AND NiITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground and surface water conditions as observed and discussed herein. The discussion will be ' limited to seismic issues, landslides or mass-wasting, and erosion, including sediment transport and should be considered preliminary. _ _ 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Sound Lo��land with great regularity. The vast majority 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, 20Q1 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: 1) 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. 5.1 Sur�cial Ground Rupture The nearest known fault trace to the project site is the Seattle Fault mapped approximately 5 to 6 miles to the north of the site. 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 i 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 1,100 years ago Iwhen 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 Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement � along these fault systems is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture is considered to be lo«� during the expected life of the proposed structure. OctoUer 7, 2Q03 ASSOCIATED EARTH SCIENCES, INC. , MT/!d'sn-KE03330A2-Projects120033301KE4R�P-4t2K Page 6 i - � � I ' ' Subsu ace Ex loration, Geologic Hazards, rf P Proposed Replacement of Kenrrydale Elementary School and Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigaiions I 5.2 Seismically Induced Landslides The potential risk of damage to new stxuciures by a seismically induced landslide is considered to be low due to lack of steep slopes on the project site. � 5.3 Liquefaction Liquefaction is a process through which unconsolidated soil loses strength as a result of vibratory shaking, such as that which occurs during a seismic event. During normal conditions, the weight of the soil is supported by both grain-to-grain contacts and by the � pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking I � can disrupt the grain-to-grain contact, increase the pore pressure, and result in a decrease in �'' soil shear strength. The soil is said to be liquefied v��hen nearly all of the weight of the soil is 'i � supparted by pore pressure alone. Liquefaction can result in deformation of the sediment and '� settlement of overlying structures. Areas most susceptible to liquefaction include those areas I, underlain by non-cohesive silt and sand with low relative densities, accompanied by a shallow ��, � water table. �I , The encountered stratigraphy has a low potential for liquefaction due to high density of most of I ' the site soils, and typically high silt content. We did not complete a rigorous liquefaction ' analysis and none is recommended. ' i 5.4 Ground Motion ' The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16-2 in the 1997 edition of the Uniform Building Code (UBC). This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of seismic activiry in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines. This seismic zone factor for this site should be used «ith soil type Sc. � Alternatively, guidelines presented in the 2000 International Building Code (IBC) may be used. Information presented in Figure 1615(1) indicate a mapped spectral acceleration for short periods of SS = 1.5. Information presented in Figure 1615(2) indicates a mapped spectral �, acceleration for 1 second period of S� = 0.5. Based on the results of subsurface explaration and on an estimation of soil properties at depth utilizing available geologic data, Site Class "C" � in conformance with Table 1615.1.1 may be used. Site coefficients Fa = 1.0 and F� = 1.3 in conformance with IBC Tables 1615.1.2 (1) and 1615(2), respectively, may be used. October 7, 2003 ASSOCIATED EARTH SCIEArCES, I�VC. � A1T/Id/sn-KE0333GAZ-Projects120033301KE'�R'P-64"1K Page 7 Subsurface Exploration, Geologic Hazards, ' Proposed Replacement of Kenrrydale Elementary School and Preliminary Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations 6.0 EROSION HAZARDS AND MITIGATION To mitigate and reduce the erosion hazard potential and off-site soil transport during and post- construction, we recommend the following: 1. No water should be directed to flow over cuts/slopes during construction activities. 2. All storm water from impermeable surfaces should be tightlined into an approved storm water drainage system or temporary storage facilities and should never be allowed to flow over site cuts/slopes. ' 3. To reduce the amount of soil transport during site grading, silt fences should be placed along the lower elevations of the construction area. � 4. Construction should proceed during the drier periods of the year, if possible, and disturbed areas should be revegetated as soon as possible. 5. Ground water seepage should be anticipated during site grading. Seepage should be controlled and tightlined into a suitable collection system and disposed of into an � approved storm water drainage system or temporary storage facility. Specific seepage recommendations related to erosion and/or slope stability hazards are best developed in i the field at the time of construction, when the actual seepage conditions can be observed. 6. Soils which are to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of straw bales/silt fences. Soils excavated for , foundation walls should not be placed on sloped areas or within 15 feet of the crest of a � temporary cut. � � ' I , � I � � i October 7, 2003 ASSOCIATED EARTH SCIENCES, IA'C. I � MT/Id/sn-KE03330A2-Projec1s120033301KEIWP-W1K Page 8 i i � Subsurface Exploration, Geologic Hazards, Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report , � Rentorz, Wasliington Preliminary Design Recor�zmendations III. PRELIMINARY DESIGN RECOMMENDATIONS 7.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the proposed project is compatible with this site provided the recommendations contained herein are properly followed. The depth to bearing soils is expected to vary across the site from near the ground i surface to as deep as 7.5 feet. The foundation bearing strata can be assumed to be either the �, undisturbed till or the recessional outwash sand following recompaction. The till soils were �,, , encountered near surface within EB-5, EB-6, EB-7, and within 2 feet of ground surface in EB- ', 8. Elsewhere on the site, the depth to till soil ranges between 5 and 13 feet below existing I ground. Fill soils were encountered to depths of 2 to 7.5 feet below the existing surface. The ' fill is not suitable for foundation support. The recessional outwash is a suitable bearing , ' stratum only after recompaction as recommended in this report. With the exception of the soil in exploration pits EP-1, EP-5, and EP-6, relatively shallow perched ground water was ' encountered near the contact between the till and overlying soil. Reuse of the higher moisture ' soil encountered near the soil/till contact as structural fill during all but tl�e driest times of the ' , year may be difficult. Conventional shallow foundations and slab-on-grade floors may be used with normal site preparation procedures where suitable foundation bearing soils are encountered near foundation , elevation. Careful site development planning will be required to identify fill soils that require removal and outwash soils that only require recompaction. The unsuitable fill soil must be ! removed from beneath planned foundations, floor slabs, and any other settlement-sensitive structures. An alternative to fill removal would be to use short aggregate piers (GeopiersTM) ar rock trenches to support building foundations through areas underlain by existing fill soils. Due to_the limited and variable thickness of existing fills, these alternatives are probably not ' warranted. We can provide specific recommendations for these alternatives if requested. The following report sections present our specific geotechnical site development recommendations. 8.0 SITE PREPARATION i All foundations, paving, and other structures that exist under the planned building and pavement areas should be removed. Any buried utilities should be removed or relocated if ! they are under the proposed buildings. The resulting depressions should be backfilled with structural fill as discussed under the Structural Fill section. In development areas that are � currently occupied by landscaping, all vegetation and topsoil should be removed during site ' preparation. October 7, 2003 ASSOCIATED EARTH SCIE�1'CES, INC. � MT/!d/sn-KE03330.A2-Projects120033901KEV WP-R2K Page 9 i I - ; Subsurface Exploration, Geologic Hazards, � Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Repon , � Renton, Washington Preliminary Design Recotnmendatiorts i � Excavations to achieve design building subgrades should then be completed. The exposed subgrade soils should be evaluated. Where exposed, the existing fill soil should be removed to expose either recessional outwash soils or firm, unyielding till. The removal of existing unsuitable soil should extend laterally beyond the building footprint a distance equal to the depth of unsuitable soil below planned foundations or floor slab. For example, if unsuitable soil extends 3 feet below planned foundations at a given point, the overexcavation lateral limit should extend 3 feet beyond the building.%If recessional outwash soils are encountered after existing fill removal, the surface of the outwash soils should be compacted to 95 percent � relative compaction as recommended in the Structural Fill section of this report. If till soils are encountered after existing fill is removed, no further excavation or compaction is required. Once suitable native soils have been reached, structural fill can be placed to restore the design building subgrade elevation. Far pavement areas, complete existing fill removal is not required. Once a subgrade elevation has been established, the surface of the subgrade should ; be proof-rolled with a loaded dump truck. Any soft or loose areas should be removed to ' expose a suitable, firm condition and the overexcavation backfilled with properly compacted structural fill. This procedure should be completed subsequent to site stripping and prior to placing new fills to raise site grades. Structural fill material should be selected and placed in accordance with recommendations in the Structural Fill section of this report. , � If construction will occur during winter weather conditions, we recommend that the upper 6 to � 12 inches of the building pad consist of railroad ballast, crushed concrete, or sand and gravel that contains less than 5 percent passing the U.S. No. 200 sieve, based on that fraction passing � the U.S. No. 4 sieve. The purpose of this select fill is to provide a working surface that is ' compatible with moderately wet site and weather conditions. Depending on field conditions, geotextile fabric, such as Mirafi SOOX or equivalent, might be needed beneath areas where heavy traffic is expected. � In our opinion, stable construction slopes should be the responsibility of the contractor and � should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the existing fill/recessional outwash soil can be made � at a slope of 1.5H:1V (Horizontal:Vertical). Temporary, unsupported cuts in till can be made i at a slope of 1H:1V or flatter. These slope angles assume that ground water seepage is not strong enough to reduce slope stability and that surface water is not allowed to flow across the � temporary slope faces. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles will be required. As is typical with earthwork � operations, some sloughing and raveling may occur and cut slopes may have to be adjusted in ' the field. In addition, WISHA/OSHA regulations should be followed at all times. We should ' be allowed to review excavation cut slopes greater than 8 feet in height. Permanent cut slopes ; should be no steeper than 2H:IV. Some of the on-site soils contain a high percentage of fine-grained material, which makes them j moisture-sensitive and subject to disturbance when wet. The contractor must use care during October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. ,I MT/!d/sn-KE03330A2-Projects120033301KE1WP-R2K P3ge 1� { � Subsurface Exploration, Geologic Hazards, , Proposed Replacement of Kenrrydale Elementary School and Preliminary Geotechnical Engineering Report Renton, Washington Preliminary Design Recomntendations I ' 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. To the extent that it is possible, we recommend that the existing paving along the west or north j portion of the site be used for construction staging. If the existing pavement cannot be used for construction staging, we recommend that crushed rock fill be considered in construction sta in areas to form a workin surface. If crushed rock is to be used for the access and g g g i staging areas, it should be underlain by engineering stabilization fabric such as Mirafi SOOX or equivalent 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. I 9.0 STRUCTURAL FILL � Structural fill will be necessary to establish desired grades and to provide a uniform subgrade below new floor slabs and pavement areas. All references to structural fill in this report refer to subgrade preparation, fill rype, 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. Building areas should be evaluated after site stripping. Existing fill soils should be overexcavated to expose either outwash soils or till. Below pavements, the stripped subgrade � should be proof-rolled and loose or soft areas overexcavated to expose firm subgrade soils. After stripping, excavation, and any required overexcati�ation has been performed to the ' satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted to 95 percent of the modified Proctor maximum densiry using ASTM:D 1557 as the standard or to a firm unyielding condition. If the subgrade contains 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 i with washed rock or quarry spalls to act as a capillary break between the new fill and the wet ; subgrade. V�'here 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 October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. .�ITild.is�:-KE03330A2-Pro,�ects120033301Y,EIWP-W2K Page 11 �, i j � . Subsurface Exploration, Geologic Hazards, Proposed Replacement of Kennydale Elementary Scliool and Preliminary Geotechnical Engineering Report , ^ Renton, Washington Preliminary Design Recornmendatiorzr � 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 or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum � di5tance of 3 feet beyond the location of the peruneter footings or roadway edge before sloping down at an angle of 2H:1V. ! The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of � the material 72 hours in advance of filling activities 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 S percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. The on-site till and outwash soils generally contained substantial amounts of silt and are considered highly moisture-sensitive. These materials are acceptable for use as fill provided they are placed and compacted at a moisture � content that allows for the minimum specified compaction presented in this report. Reuse of , ' till soils during wet site or weather conditions is expected to be difficult or impossible due to high silt content and moisture sensitivity. The outwash soils should perform better under a � wider range of moisture contacts than the siltier till soils. Use of moisture-sensitive soil in structural fills should be lunited to favorable dry weather conditions. A portion of the existing � fill/recessional outwash soil on-site was observed to have elevated moisture content and may i not be considered suitable for use in structural f11 applications. Free-draining fill can be used in wetter site and weather conditions under a wider range of moisture conditions than the on-site soils. 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 and containing at least 25 percent greater than the No. 4 sieve. In � dry weather, inorganic on-site soils can be used as structural fill if they are cleaned of woody debris and oversized rocks. i We recommend that during construction, traffic across exposed site soils should be kept to a , minimum during and after storm events, until the surface drains. When these materials are ' «�et, it may result in disturbance of the otherwise firm stratum, requiring removal and replacement of disturbed soils. If wet weather construction is expected, construction access iand staging areas should be protected as described in the Site Preparation section of this report. j A representative from our firm should inspect the stripped/overexcavated 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 October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. � MT/Id/sn-KE03330A2-Projects120033301KE{WP-W2K Page 12 i - Subsurface Exploration, Geologic Hazm-ds, Proposed Replacement of Kennydale Elementary ScJiool and Preliminary Geotechnical Engineering Report Renton, Washington Prelimir2ary Desigrt Recommendations 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. ! 10.0 FOUNDATIONS Spread footings may be used for building support when founded on suitable till, recompacted ' outwash soils, or structural fill placed as previously discussed. To limit differential settlements between footings that bear on structural fill or outwash soils and those that bear on dense till, we recommend that an allowable foundation soil bearing pressure of 2,500 pounds per square foot (psfl be utilized for design purposes, including both dead and live loads. If higher bearing ressures are needed a value of 5 000 sf ma be used in areas where all footin s are laced , , Y — g P P P i entirely on dense till. An increase of one-third may be used for short-term wind or seismic � loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection; interior footings require only 12 inches burial. However, all footings must penetrate to the prescribed bearing stratum and no footing should be founded in or above loose, organic, or existing fill soils. � It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing ar intersect a filled area which has not been compacted to at least 95 percent of ASTM:D-1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 3/a inch or less. However, disiurbed soil not removed from footing excavations prior to footing ' placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. The � governing municipality may require such inspections. Perimeter footing drains should be I provided as discussed under the section on Drainage Considerations. � ; 11.0 LATERAL WALL PRESSURES � Walls that are free to yield laterally at least 0.1 percent of their height should be designed � using "active" equivalent fluid pressures. Fully restrained, rigid walls that cannot yield should ' be designed using "at-rest" equivalent fluid pressures. The following table provides appropriate active, at-rest, and passive equivalent fluid pressures (and associated friction , coefficients) for the anticipated project wall design conditions. October 7, 2003 ASSOCIATED EARTH SCIENCES, I�VC. � MT/ld.�sn-KE03330A2-Pro,�ecis!2J033301KEIWP-A'2K Page 13 i � , Subsurface Explorarion, Geologic Hazards, Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report � Renton, Washington Preliminary Design Recommendations Active Equivalent At-Rest Passive F1uid Equivalent Equivalent Bacl:slope Conditions Pressure Fluid Fluid Friction Rock/Soil Type (Horizontal:Vertical) (pcfj* Pressure ( cf� Pressure (pc� Coefficient Till Horizontai 30 50 350 0.35 Till 2H:1V maximum 60 75 350 0.35 Structural fill or Horizontal 35 55 300 0.30 outwash soils Structural fill or 2H:1V ma�cimum 65 80 300 0.30 outwash soils *pcf= pounds per cubic foot All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Where cast- in-place retaining walls face structural fill, the backfill should consist of on-site or imported granular fill, compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the wall. A lower compaction may result in settlement of slab-on-grades or other improvements placed above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground (where not indicated) must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. ; It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1-foot-wide washed gravel blanket drain, which is continuous with the perimeter footing drain and extends to within 1 foot of the ground surface. Lateral loads can be resisted by friction betwe�en the foundation and the till, supporting structural fill, or by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the minimum passive resistance shown in the table for footings cast against structural fill. The presented values are allowable and include a safety factor of at least 1.5. � 12.0 FLOOR SUPPORT Slab-on grade floors should be constructed above either recompacted outwash soils, new structural fill, or above till as described in the Site Preparation section of this report. All fill beneath the slab must be compacted to at least 95 percent of ASTM:D 1557. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. II , MT/!d/sn-KE03330A2-Projects120033301KE1WP-W2K Page 14 ! � , - Subsurface Exploration, Geologic Hazards, _ Proposed Replacement of Kennydale Elementary School and Prelirninary Geotechnical Engineering Report Renton, Washington Preliminary Design Recommendations , capillary break. Areas of slab subgrade that are disiurbed (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. The American Concrete Institute recommends placing a 2-inch layer of clean sand above the vapor barrier to protect it from damage and aid in curing of the concrete. If this sand layer is used, it must be protected from precipitation or allowed to thoroughly dry out prior to pouring the concrete slab. 13.0 DRAINAGE CONSIDERATIONS It is possible that ground water or seepage may be encountered at depths required for normal ' construction during the wetter months of the year. Therefore, the contractor should be prepared to provide temporary storm water collection, storage, and disposal mechanisms as necessary prior to site work and during construction. All retaining and footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of � the perforations in the pipe should be set at the bottom of the footing at all locations and the drain collectors should be constructed with su�cient gradient to allow gravity discharge away from the building. In addition, all retaining walls and modular block walls should be lined with a minimum 12-inch-thick washed gravel blanket provided to within 1 foot of the top of wall, and which ties into the footing drain. Modular block walls if used should also be provided with chunney drains. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid, tightline drain. In pla.nning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. � 14.0 PAVEMENT RECOMMENDATIONS At this time, site layout has not been completed sufficiently to determine what types of soil are likely to be encountered at planned pavement subgrades. Pavement subgrade can consist of either recompacted existing fill, recompacted outwash soils or till. Pavement design will , depend to some extent on the soil that exists beneath the area to be paved. If paving is planned above areas of existing fill/recessional outwash soil we recommend that the subgrade be proof- rolled to expose soft areas and then compacted to 95 percent compaction after the removal and ; repair of soft areas or organic soils. � The areas to be paved should be proof-rolled with a loaded dump truck or other suitable � equipment under the observation of the geotechnical engineer. Any soft, loose, or yielding October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. � A9T/ld.isn-KE03330.92-Pro,�ecrs120033301KE1 W'P-u'2K Page i s � i � • , � Subsurface Exploration, Geologic Hazards, _ Proposed Replacement of Kennydale Elementary School and Preliminary Geotechnical Engineering Report � Renton, Washington Preliminary Design Recommendations I areas or significantly organic soils identified by proof-rolling should be repaired prior to further work. After proof-rolling, paving subgrades should be compacted to 95 percent of the modified Proctor m�imum dry density as determined by ASTM:D 1557 and to a firm, unyielding condition. Following subgrade preparation, we recommend a passenger car pavement section consisting of a 2'/z-inch compacted a�halt paving above a 4-inch compacted � crushed rock base. In areas where buses, garbage trucks, fire trucks, delivery trucks, or other , .._._----------�----;_ �heavy vehicles will be driven or parked, we recommend a paving section consisting of 4 inches of asphalt paving above 6 inches of crushed rock base. S�:�-r - Pavement thickness design is a compromise between higher initial cost with longer design life and lower maintenance, and lower initial cost with higher maintenance requirements and shorter design life. The recommended pavement sections are intended to provide a 20-year service life with normal maintenance. Normal maintenance rypically includes periodic sealing, i and at least one renovation that includes repair and overlay of damaged areas. � 15.0 PROJECT DESIGN AND RECOMMENDATIONS FOR FURTHER STUDY � � At the time of this report, site grading, structural plans, and construction methods have not f been finalized and the recommendations presented herein are preluninary. We are available to provide additional geotechnical consultation and exploration as the project design develops and � possibly changes from that upon which this report is based. We recommend that AESI j 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 i during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field j 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. i � I � � i � October 7, 2003 ASSOCIATED EARTH SCIENCES, INC. ,i MT/Id/sn-KE03330A2-Projects12003330iKEIWP-W2K Page 16 ; . Subsurface Exploration, Geologic Hazards, ' Proposed Replacenaent of Kennydale Elementary School and Preliminary Geotechnical Engineering Repon ( Renton, Washington Preliminary Design Recommendations i �� 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 ME R,�. � �F w�sy��V� ,��'�,�` , o�z y. `� l03 � , ' f I � R�� , � �S/ONAL , � 1 ' lOtAie,�.�,4a,p'V•,�' 1.�,�, El(PIRES ��/20/� ; � Maire Thornton, P.E. r . erriman, P.E. Senior Project Engineer Principal Engineer ;- ; '' 'I Attachments: Figure 1: Vicinity Map , Figure 2: Site and Exploration Plan i Appendix: Exploration Logs � � October 7, 2003 ASSOCIATED EARTH SCIE11'CES, INC. �� MT,'Id/sn-KE03330,92-Projects12003330!KE'l��P-l�'=K Page 17 � F�i W a a � _ ---_ . _ __. ___ . .---- _ _- -- __ __ . _ ----- ----- --- -- -- -� ._.�.�— , , , --c�- -- ` p ` /j�� F �-:. / �f I ! ..��7 �� '' r �7d Sx8110� - lI t � .� lv �� i.,1 �.t' ! `II �•P. )I � �� . , / •�� -1(� - 1� i� ,}� �„r. �� r �) ��_ "�s-..I/y �,/�y (� a :�:/r`y '}�'�i� J �l� •�;r �,\�.'�-=�..� ' ��T. 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',� �Y �� I �� k� �-�.` \ '� � �� { �`�� _ . �� ;�� ,:\ ► i '` � -- �,� � \- y .�,� - '�,� - t I � ` _J �.°`�\ , .,, '_ I � � � i � � ` � F , •SE�..,_ + I�� ,i � �r-a ��. � ' �� .`\�\\ �- -' 2 � _ / ,., `+ f 1 � �� -- j� i� � ! ... „� � . � ��f 23'fV ^`� . �.. ,y � �f , .,� ..., _ ,/ ,,�^ '~"`'�. / � •�,,-�` �, -_� _ 2 n � ,_ . , .._,-.. � �. � '` � �� ,." \ G+ � ,L ' - � ` � �i � v��'.�`� � � � . � T � � ,� .� , -.......,ti ,�^ . �• _ .___.....-' � t �' ..� � /% .� \ `.� \ .�..��`� 4 .-};N .� . �`•`�� „a� • Kennydale Li ns , � u " �o . , . , I � � � 1 ti. + ''t I 1 t V i �1'� � m %' Palk - -�•.� _,__./ � ��+\ a �y �a �y i� �)�� \�5�`\� �. U T..lY ;; i �, � '' I, .� . . , � � . . ".�" . r i�\�� .:o � 1�1 �- �. t; e J' ' \�� 0 1 � �.. t\ - _ � � .� ;� � •t�a � :�� ,,,,� r; ;'.� i o �;bt �`. �` , .•�., . __ . /,1 ` '�'�I .r"•`v'. ;�\ � �-�, ' �� w . � �� ! . �' =' t �� ` L..r r �i�.( � �•� �� +n , � 1� ! - �+�1,�� S ' Lz =�`�a` �.' • i h . , y � �\� �� m, . � , � . 4. �`Y � �,� l? �„�; �yl ' i`.a� � �4 . � z. Gr vel� a. ��-�h��•`'�.`~ j ., �� j i (( /` '1• . ;' � ,_'�( t, N�� ,8� � `��''i C ..�^._. ,`��Q �` �:�' P�Pi��..r!.....,i , a. ,� �.�.i..��-��,��. •�--" .� --�:.-._. � _ �-��.=--r�--�;—._.._�.�f.�r.-, � � _ . -I i� /� �� 1� G!'T � ��fi��: ��;`�� , ; � r �� r;�� ;" � ,,� � `c 1 � . ; ` �' �� y�= ry . . ry . ,I� ., ��'1' �_� l• f� � ,. w�, q,�C�f, ,C��: � TN MN 0 1/2 1 MILE '> 0 1000 FEET 0 500 m f 000 m 0 18`/,° � � Printed hom TOPOI�1998 Wildflowac Productions(www.topa.wm) 0 E m m �' Associated Earth Sciences, Inc. FIGURE 1 � VICINITY MAP o � � � � � KENNYDALE ELEMENTARY DATE OS/03 u RENTON, WASHINGTON PROJ.N0. KE03330A i — O — •• — .. _ .. � , � _ .. .�, _ . i i . .r ; _ .. _ .. _ .. _ .. _ .. _ .. _ .. _ .. _ , � ' EB-1 ' • � � � � i � : , : � � • � .' � � � EB-4 . : : t Existing i � i • Main Building � : � i � i • : � i � i • � � i � i • � � • i � � ' EB-5 ' i • � Existing -�i . � ' Gymnasium ' , . � � Ex�sting Play Shed • � � EB-3 � . : i �' i � . . : ; � � �EB-6 i � — �� EB-2 ,' � � . . i N / ' � � � � � • Z Existing Porfables / � ' I � � � , � � EB-7 � . � ' � � EB-10 � ' � I • � ' i EB-12 ' ' ' : � ► . ' i � •' � ,. . � � . � ,. i • ' � � EB-11 EB8 � �' . �`GKP�e�e��/ .. � . : � � •' Ke��e � .• , � . '� . '' r � ' � . . • � EB-9 . •' ' .. ` � . � '' i • � ..� • � � .. i � •• . ' � ,. � � � .. � ,. .' . . � / � � LEGEND � N � EB-9 � Approximate location of exploration boring ' NO SCALE Reference: Map supplied by dient d a Associated Earth Sciences, ��. SITE AND EXPLORATION PLAN Fi�uRE 2 . � � � � � KENNYDALE ELEMENTARY SCHOOL DATE 08/03 ,� RENTON,WASHINGTON PROJ.NO. KE03330A � � I � °o � Weil-graded gravel and Terms Describing Relative Density and Consistency , ,' � � 000a Gw gravel with sand,litt(e to Densi SPT�blows/foot � ' N � LL o no fines Very Loose 0 ta 4 Coarse- Loose 4 to 10 °' `0 ' �°o°o� Poorly-graded gravel Grained Soi�s ; ° °' ��o�o� Medium Dense 10 to 30 , � � � w o 0 0 0 o GP and ravel with sand, Test Symbols o Q o o g Dense 30 to 50 0 0 0 0 0 o p little to no fines Very Dense >50 G =Grain S¢e N o z �o°o° �Z� M = Moisture Content Z ,� o , o Consistency SPT blows/foot A=Atterberg Limits � � � Silty gravel and Silty Very Soft 0 to 2 C=Chemical � s � � e ° s D GM gravel with sand Fine- Soft 2 to 4 dD= Dry Densiry m m � � Grained Soils Medium Stiff 4 to 8 K=Permeability C 0 � LL � g � o Sllff 8 t0 1 S � � N � Clayey gravel and very Stiff 15 to 30 o � M GC clayey gravei with sand Hard >30 � � Component Definitions L o Well-graded sand and Descriptive Term Size Range and Sieve Number m U � SW Sand with gravel,little Boulders Larger than 12" `o � ; : to no fines Cobbles 3'to 12' � � ' � y " '�'�'�'�'� Gravel 3"to No.4(4.75 mm) ' `� m ^ ��'��'•� Poorly-graded sand Coarse Gravel 3"to 3/4• � � �. .•:.-: -. � c�� ---�• SP and sand with gravel, Fine Gravel 3/4'to No.4(4.75 mm) � � v little to no fines � �, Sand No.4(4.75 mm)to No.200(0.075 mm) � � � z Coarse Sand No.4(4.75 mm)to No. 10(2.00 mm) � � Silty Sand and Medium Sand No. 10(2.00 mm)to No.40(0.425 mm) � ° � y :. .: - SM silty sand with Fine Sand No.40{0.425 mm)to No.200(0.075 mm) 0 v o a � .� gravel Silt and Clay Smaller than No.200(0.075 mm) � LL .. � � � sc �layey sand and �3�Estimated Percentage Moisture Content � ^�� := . � clayey sand with gravel Percentage by Dry-Absence of moisture, `� Component dusty,dry to the touch Weight Silt,sandy silt,gravelly silt, Trace <5 Slightly Moist-Perceptble �, o ML silt with sand or ravel Few 5 to io moisture � � g Little 15 to 25 Moist-Damp but no visible in H � � With -Non-primary coarse water o fD � Clay of low to medium constituents: > 15% Very Moist-Water visible but � v � plastiCity; silty,sandy,or -Fines content between not free draining z � = C� 5%and 15% Wet-Visible free water,usual N y E gravelly clay, lean clay �' y � _, // from below water table � N� == Organic clay or silt of lo�.v Symbols � � — oL plasticity Blows/s'or � _— Sampler portion of 6' Cement grout � — — o — Type / surtace seal Elastic silt,clayey silt,silt Z.0'OD � Sampler Type o with micaceous or u DeScription 6entonite o �, MH Split-Spoon m c�> seal � o diatomaceous fine sand or Sampler 3.0"OD Split-Spoon Sampler :•Filter ack with �, ;,� Silt (SPI� P `—° � Cla of hi h lastiCi 3.25"OD Split-Spoon Ring Sampler �a� ; :=blank casing in U o Y 9 P tY• •: secCan ,n Bulk sam le � � _ C�„� sandy or gravelly clay,fdt P 3.0'OD Thin-Wall Tube Sampler '= Screened casing •� N � clay with sand or gravel � (including Shelby tube) .`or Hydrotip � :•with filter pack � — a Grab Sample � •— i��i� • End cap c � �%�% Organic clay or silt of o Portion not recovered � i `L J ;i;i; aH medium to high �,� �a� i�,i� Percentage by dry weight Depth of groundwater ' ��i�� plastiCity �2� (SPI�Standard Penetration Test (ASTM D-1586) 1 ATD=A[time of drilling ,,� Peat, muck and other �31 � Static water level{date) � �, In General Accordance with � o, o,�o pT highly organic Soils Standard Practice for Description �5� Combined USCS symbols used for = O and Identification of Soils(ASTM D-2488) fines beNveen 5%and 15% Classifications of soils in this report are based on visual field and/or laboretory observaGons,which include densitylconsistency,moisture condition,grain size,and � plasGcity estimates and should not be construed to imply field or laboratwy testing unless presented herein.�sual-manual and/or laboretory classification � me[hods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. � a � �. Associated Earth Sciences, I(1C. FIGURE �' � � � � � Exploration Log Key a-� � � a Associated Earth Sciences, Inc. EX loration Lo � � � � � Project Number Exploration Number Sheet KE03330A EB-1 1 of 1 Project Name Kennydale Elementary Ground Surface Elevation(ft) � Location RentOn. WA Datum NIA Driller/Equipment Davies Driiling /HSFA Date Start/Finish �/1�i/Q3r$/1.5/�f)fl:� Hammer Weight/Drop 140#/30�� Hole Diameter(in) c a> w � N U� O � � y °' L� —� � N Blows/Foot � � S � `° T �E� o a� � T � C9 v� o @ m t DESCRIPTION � � �0 20 3o ao ° Fill 15 S'� Damp,yellow-brown,SILTY fine SAND(SM),rounded gravel. 8 �14 Damp,brown,SILTY fine SAND(SM),few fine rounded gravel. 6 � 5 S-2 Moist,dark brown,SILTY fine to medium SAND(SM),few grounded Z �3 gravel,few organics. � � ------------- -------------- Till �� Moist,blue-gray,SILTY SAND,trace rounded gravel(SM),trace orange � S-3 oxidation. 27 77� i" ol i 15 Moist,blue-gray, SILTY SAND,trace rounded gravel(SM),trace orange p� S-4 pxidation. 22 72l 1" 1 i Bottom of exploraGon boring at 16.5 feel 20 25 I I i 30 � I 0 35 n N N W E w n v i � ' a c� o Sampler Type(ST): � Q 2"OD Split Spoon Sampier(SPT) � No Recovery M-Moisture Logged by: MT , o m 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Level Q Approved by: u 0 Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) < Associated Earth Sciences, Inc. EX loration Lo � � � � � Project Number Exploration Number Sheet KE03330A EB-2 1 of 1 , Project Name Kennydale Elementary Ground Surface Elevation(ft) Location Renton. WA Datum N/A ' DrilledEquipment Davies Drilling/HSFA Date Start/Finish �/15/Q:�R/15/�flo:� Hammer WeighUDrop 140#/30° Hole Diameter(in) i c m � � m L� o > �p v, °' �,� � � Blows/Foot � a S E @>, a� 3 � � T � U� �o mm s DESCRIPTION � � �0 20 3o ao � Fill � S-� Damp,brown,SILTY SAND,few rounded gravel(SM),mottled,orange 2 �s oxidation. � � Moist to wet, brown to dark brown,SiLTY SAND(SM),few rounded gravel, mottled. i 5 ------------ WeatheredTill ------------ S-2 Wet to saturated,gray,SIL7Y fine to medium SAND(SM),few rounded i 7 �� i gravel,large cobble encountered at 7'. a ------------------------- i Till � 10 S-3 Wet,gray,SILTY fine to coarse SAND,few fine gravel(SM),orange 15 � a oxidation. 33 i ! 15 S� Moist,gray,SILTY fine to coarse SAND(SM),few fine gravel. � , 50/5" I Bottom of exploration boring at 16 feet 20 ( � I ' 25 I I I 30 � � � 0 35 N I Cj I � d E v n m � � a � o Sampler Type(ST): M m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT , o � 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level Q Approved by: � w � Grab Sample � Shelby Tube Sample 1 ��ater Level at time of drilling(ATD) 4 � ,Associated Earth Sciences, Inc. EX loration Lo � � � � � � Project Number Exploration Number Sheet i KE03330A EB-3 1 of 1 ; Project Name Kennydale Elementary Ground Surface Elevation(ft) Location Renton. WA Datum N/A ' Driller/Equipment Davies Drilling/ HSFA Date StartlFinish _,$/15((13,Rl151�(1�3 � Hammer Weight/Drop 140#/30�� Hole Diameter(in) � � � c a� � � � U p � � CD N BIOWS/FOOt � � a �'E °�n�J 3 Q S E f6 >, �E � o a� o T � c��n o m m t DESCRIPTION � � �0 20 3o ao ° Fill 2 S'� Moist to wet,brown-gray,fine to medium SAND(SP),orange oxidation, s •� �I round gravel fragments in tip of sampler. 7 I5 ------------ WeatheredTill ------------ S Z Moist to wet,gray,fine to medium SAND(SP),orange oxidation,mottling. i 5 � _ 8 7 I 9 I ' 10 S-3 ---------------Till -------------- 45 �/ w Wet to moist,blue-gray,fine to coarse SAND,few rounded gravel(SP) I I 15 g_q Moist,blue-gray,fine to coarse SAND(SP). t3 , 5 15. " 50! " � Boriom of exploration boring at 16 feet i I 20 I25 � � 30 � I 0 35 0 i N � N I a E d S d � I a ( c7 o Sampler Type(ST): � � 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: MT ,, c � 3"OD S lit 5 oon Sam ler D&M Rin Sam le SZ Water Level Approved by: ti( o P� P P � ) � 9 P �) / ) � � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) a ' , ,Associated Earth Sciences, Inc. EX loration Lo � � � � � i Project Number Exploration Number Sheet I KE03330A EB-4 1 of 1 Project Name Kenn�dale Elementary Ground Surface Elevation(ft) Location Renton. WA Datum N/A � DrillerlEquipment Dav'tes Driiling/ HSFA Date StarUFinish g�,SCp��gf15/�QQ3 Hammer WeighUDrop 140#/30�� Hole Diameter(in) c a� ..'�. w t/f U p 0 p�j (D � " °' L� —a� J N BIOWSIFOOt I— n S E � a �� o d o T � �� o � m � DESCRIPTION � � �0 20 3o ao ° Fill 3 . S-1 Damp to moist,yeliow-light gray,SILTY fine to medium SAND(SM),slight 4 orange oxidation. 4 ------------------------------- Recessional Outwash 5 Damp to moist,yellow-light gray,SILTY fine to medium SAND(SM). q S-2 4 9 , 5 ------------------------------- Tiil � �� Moist to wet,brown-gray,SILTY fine to medium SAND(SM). _ » S-3 15 � 25 i i 'I 5 � , S'4 No rec v �� " Bottom of exploration boring at 15.5 feet 20 ; 25 � i � 30 � I 0 35 + N I � N N E , v a � � � a � i o Sampler Type(ST): � m 2"OD Split Spoon Sampler(SPT) Q No Recovery M-Moisture Logged by: MT , o m 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Level Q Approved by: � W � Grab Sample 0 Shelby Tube Sample Z Water Level at time of drilling(ATD) � i Associated Earth Sciences, inc. EX loration Lo � � � � � Project Number Exploration Number Sheet KE03330A EB-5 1 of 1 � Project Name Kennydale Elementary Ground Surface Elevation(ft) Location Renton, WA Datum N!A � Driller/Equipment Davies Driliing/HSFA Date Start/Finish R��m��1�5/�pn� Hammer Weight/Drop 140#/30� Hole Diameter(in) c a� w � � U— O > ` tn L,�p � � —� � � Blows/Foot � n S E `6 E, �a� o a`� , o T �m c�cn o @ m L ` DESCRIPTION v � 10 20 30 40 � Weathered Till g S-� Damp,brown-gray,SILTY SAND(SM),few fine gravel. �a �33 ; �s -------------- ------------- j Till 5 S 2 Damp to moist,gray,SILTY SAND,few fine gravel(SM). �f sol " � �� Damp to moist,gray,SILTY SAND,few fine gravei(SM). �p S-3 �g 5q 35 � 15 Dam to moist, ra SILTY SAND,few fine ravel SM �s S-4 P 9 Y� 9 � )• � 50� • Bottom of expbration boring at 16 feet 20 � 25 � 30 I 0 35 N � N N E m u � d [7 o Sampler Type(ST): o m 2"OD Split Spoon Sampler(SPT} � No Recovery M-Moisture Logged by: MT � o � 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Level Q Approved by: � � � Grab Sample � Shelby Tube Sample 1 Wa;er Level at time of drilling(ATD) � , Associated Earth Sciences, Inc. EX loration Lo ' � � � � � Project Number Exploration Number Sheet , KE03330A EB-6 1 of 1 Project Name Kennydale Elementary Ground Surface Etevation (ft) Location Renton WA Datum N/A Driller/Equipment Davies Drilling /HSFA Date StarUFinish R/1�/Q3�R/15l�(]03 Hammer Weight/Drop 140#/30" Hole Diameter(in) c a� � � N U— O > � (n °' L� � °' � Blows/Foot � w a aE �'a� 3 a S E `� >, o T � �� o � m .�.�. DESCRIPTION " � �0 20 30 40 ° Weathered Till q S-1 Damp,yellow-brown,SILTY SAND,trace organic,trace rounded gravel. s �1 � s ------------------------------- Till 5 Damp to moist,brown to light brown,SILTY fine to medium SAND(SP). �q S-2 13 � � 10 S_3 Moist,gray,fine to medium SAND(SP),trace silt,trace rounded gravel. o�, sol " , 15 S-4 Moist.blue-gray,SILTYSAND(SM),trace rounded gravel. 24 �/ . Bottom of expioration boring at 16 feet 20 25 I 30 0 35 N � N � N E v n w uJ a cU o Sampler Type(ST): � � 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: MT , o m 3"OD Split Spoon Sampier(D&M) � Ring Sample SZ Water Level() Approved by: � � � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) a ' , �lssociated Earth Sciences, inc. Ex loration Lo � � � � � Project Number Exploration Number Sheet KE03330A EB-7 1 of 1 Project Name Kennvdale Elementary Ground Surface Elevation(ft) I Location Renton. WA Datum N/q ' DrilledEquipment Davies Drilling/HSFA Date Start/Finish �I�SI(�3,��l�np� Hammer WeighVDrop 140#/30" Hole Diameter(in) c a� w � v) U Q ,O > � ln � a a� �,� � N Blows/Foot � � S @ `� � �E a? o a� C�tn � t � T � DESCRIPTION � � m �0 20 3o ao ° S-1 �L4�in�angula�r-�-vel-------------------- 5 Weathered Till 5 �o Moist to wet,yellow-brown to gray,SILTY fine to coarse SAND(SM},few 5 fine gravel. 5 Wet,yellow-brown to gray,SILTY fine to coarse SAND(SM),few fine q S'2 gravel. � 5 � 8 ; 13 --------------------- Til I �� Saturated,gray,medium to coarse SAND(SP)to SILTY SAND,few fine 20 S-3 gravel(SM),orange oxidation. �g 50 31 i i �5 Saturated,gray,medium to coarse SAND(SP)to SILTY SAND,few fine �g S'4 gravel(SM),orange oxidation. 25 75l 1" ' o! Bottom o(expbration boring at 16.5 feet � i 20 � 25 � i ; 30 I I i 0 35 N �I ' N u � E u m y a � o Sampler Type(ST): o m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT , m � 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level() Approved by: � w 0 Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) Q i � ; � Rssociated Earth Sciences, Inc. EX �OI"atlOtl LO � � � � � Project Number Exploration Number Sheet ' KE03330A EB-8 1 of 1 Project Name Kennydale Elementa� Ground Surface Ele�ation(ft) � Location Renton WA Datum N/A �r Driller/Equiprnent Davies Drilling / HSFA Date StarUFinish �/151��R/15J2(1Q� � Hammer Weight/Drop 140#/30° Hole Diameter(in) c a� � L a a� �,� J � Blows/Foot � i a S E � �, i�� o a� , o T in �� `° m L DESCRIPTION " � �0 20 30 40 ° ' Fill �5 I ; S-� 112"minus, rounded gravel(3"thick). �s 31 ' Moist,red-brown,SILTY fine SAND{SM}. , �2 ------------------------------- Till � i I� 5 Moist to saturated,gray,SILTY fine to medium SAND{SM)to fine to g S-2 medium SAND with trace of silt,few r�unded gravel(SP). = 15 ao 25 � �� Saturated,gray, SILTY fine to medium SAND(SM)to fine to medium �p S-3 SAND with trace of silt,few rounded gravel(SP). 15 �4 3D j 15 g� Moist, gray,SILTY fine io medium SAND(SM}to fine to medium SAND 16 II with trace of silt few rounded ravel SP. / 50l " Bottom of exploration boring at 16 feet � 20 25 � � 30 � I 0 35 N � � N m E m a � � � a c? � o Sampler Type(ST): � � 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT , � � 3"OD Split Spoon Sampler(D&M) � Ring Sample SZ Water Level() Approved 6y: � w � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) a i ' , , 'F;ssociated Earth Sciences, Inc. EX loration Lo � � � � � Project Number Exploration Number Sheet KE03330A EB-9 1 of 1 Project Name Kennydale Elementary Ground Surface Elevation (ft) � Location Renton, WA Datum N(q Drilier/Equipment Davies Drilling /HSFA Date Start/Finish $J1�i/Q3,$/1�/��:i Hammer WeighUDrop 140#/30�� Hole Diameter(in) � U— O > ' tn � ° L� —�� N Blows/Foot � n S E m� �Q�� 3 p T rj �� o � m � DESCRIPTION � � �0 20 3o ao ° Recessional Outwash 5 S-1 Damp,light brown,SILTY fine SAND(SM),trace root hairs g � 8 �o I i � 5 S 2 Damp,yeilow-brown,SILTY fine to medium SAND(SM). q - s t2 s 10 S-3 Damp to wet, light yellow-brown,SILTY fine SAND(SM),orange oxidation. = 6 . - 5 72 7 ------------------------------- Till �5 Moist to wet,blue-gray,SILTY fine to coarse SAND(SM). 14 S-4 29 56 27 20 g_5 Moist,blue-gray,SILTY fine to coarse SAND(SM). 26 15. " 50/ .5" Bottom of exploration boring at 21 feet 25 I 30 0 35 N � N � E w m � a c� o Sampler Type(ST): � � 2"OD Split Spoon Sampier(SPT) � No Recovery M-Moisture Logged by: MT �, , m m 3"OD Split Spoon Sampler(D& M) � Ring Sample � Water Level O Approved by: �/( �n 1 V1+ater Level at time of drilling(ATD) ' � �„ � Grab 5ampie 0 Shelby Tube Sample - a , 'Associated Earth Sciences, Inc. EX loration Lo �� Project Number Exploration Number Sheet i KE03330A EB-10 1 of 1 Project Name Kennydale Elementary Ground Surface Elevation(ft) Location Renton. WA Datum N/A Driller/Equipment Davies Drilling/ HSFA Date Start/Finish �/15/nR,$f15/�(1(L•'� Hammer WeighUDrop 140#/30�� Hole Diameter(in) c a� w � N U— O > ` v7 °� -�� -� � BIOWS/FOOt I- o. S E `� a �n� o a� � � C7� � m L � T �' DESCRIPTION " � m �0 20 3o ao ° Fill 4 S-'� Damp,light brown,SILTY fine SAND(SM). 10 �2 15 Recessional Outwash ---------- 5 Moist,yellow-brown,SILTY fine to medium SAND(SM),orange oxidation, 4 S-Z mottling. 7 ��4 ' 7 i �� Saturated,olive-brown,fine SANDY SILT(ML)to SILTY fine to medium q ' S-3 SAND{SM). i 5 11 6 ------------------------------- Till 15 Wet, blue-gray,SILTY fine to coarse SAND,few rounded gravel(SM). 13 ! S-4 � ss 39 20 Moist,blue-gray,SILTY fine to coarse SAND,few rounded gravel(SM). �q S-5 3� 75 44 i Bottom of exploration boring at 21.5 feet 25 i � 30 i I �I � 0 35 N M N � `a• a E m a v N 'a c� o Sampler Type(ST): m � 2"OD Split Spoon 5ampler(SPT) � No Recovery M-Moisture Logged by: MT � o m 3"OD Split Spoon Sampler(D&M) � Ring Sampie SZ Water Level() Approved by: �lA � L Water Level at time of driilin ATD j/� w � Grab Sample a ShelbyTube Sample-- 9� � Q � s�ssociated Earth Sciences, Inc. EX loration Lo �� Project Number Exploration Number Sheet � KE03330A EB-11 1 of 1 Project Name Kennydale Elementar�r Ground Surface Elevation(ft) i �ocac;on Renton. WA Datum N/A Driller/Equipment Davies Drilling/HSFA Date StartlFinish �/�5��3,8/15/�� Hammer WeighUDrop 140#/ 30�� Hole Diameter(in) ,� � U— O > in °' L� a� —� �n BIOWS/FOOt � d— p T � � � �o � m � C�� t DESCRIPTION � � io 20 30 4D ° Recessional Outwash S-1 Damp,yellow-brown,fine SANDY SILT(ML)to SILTY fine SAND(SM). 4 � 3 5 S 2 Moist,yeliow-gray,SILTY fine SAND/SANDY SILT(SM-ML). g - g 1 � � � ------------------------------- rn ' �� Saturated,yellow-gray,SILTY fine to medium SAND,few fine gravel(SM), g � S-3 orange oxidation. � �Z 31 1s r 15 Moist,blue-gray,SILTY fine to medium SAND(SM),trace fine gravel, 19 S-4 slight orange o�dation. 33 75 � 42 Bottom of exploration boring at 16.5 feet i I 20 i � ' 25 � � � i 30 0 35 N . � N m a , E m m � ' a c9 o Sampler Type{ST): o � 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT ' m m 3"OD Split Spoon Sampler(D&M) � Ring Sample Q Water Cevel() Approved by: 1�� /`� LL � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) a i � , Associated Earth Sciences, Inc. EX loration Lo � � � � � Project Number Expioration Number Sheet KE03330A EB-12 1 of 1 Project Name Kennydale Elementary Ground Surface Elevation(ft) Location Renton. WA Datum ►v/Q Driller/Equipment Davies Drilling /HSFA Date Start/Finish R/15/�:�,fi/1.ril7fl(1� Hammer WeighUDrop 140#/30�� Hole Diameter(in) � N L� O > � i/1 "' � —� � N Blows/Foot � , p T � � � �o � m � �� t DESCRIPTION � � �0 20 3o ao ° Topsoil 5 S-� YgIIQ.w=brgwn SILTY_fin�SAND�SM)root hairs. __________ �3 � e Recessional Outwash 5 Moist,brown to gray,SILTY fine to coarse SAND,few gravel(SM),orange oxidation, mottling. 5 Moist,brown to gray,SILTY fine to coarse SAND,few gravel(SM),orange 3. S'2 oxidation,mottling. 4 � 3 �� Saturated,brown to gray,51LTY fine to coarse SAND,few gravel(SM), 4 S-3 orange oxidation,mottling. i 5 �t �o i , ' rn � � ' 15 Wet,gray,SILTY fine SAND(SM),few fine gravel. 3� I� S-4 � , �� ^ 20 g_g Moist,blue-gray.SILTY fine to coarse SAND(SM),few fine gravel. � r soi ^ Boriom of exploration boring at 21.5 feet 25 30 I I , � I 0 35 N I � N N E w v � i � a c� o Sampler Type(ST): o m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MT � m m 3"OD Split Spoon Sampler(D&M) � Ring Sample S? Water Level() Approved by: n� / � � � Grab Sample � Shelby Tube Sample 1 Water Level at time of drilling(ATD) APPENDIXD OperaHons and Maintenance Manual-Not included at this time. , j COUGHLIN PORTER LUNDEEN Kennydale Elementary �