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Home My WebLink About03257 - Technical Information Report .1� � cl�l-� ( �o�J ��`� �� Zao� �2-3 2��- ENGINEERING REPORT Teclznical Inforniation Report and Hydrologic Anc�l�sis Renton Technical Coilege Maintenance/Cl oom Building � February 17, 06 �_; ___. E � ( ( y PREPARED FOA: Renton Technical College 3000 NE 4th Street Renton,WA 98056-4195 Phone: (425)235-5839 Mr.Barry Baker PREPARED THROUGH: S.M. Stemper Architects 4000 Delridge Way SW Suite 200 �� C. A Seattle,WA 98106 �q�. �� 0� Phone: (206)624-2777 ��, � Mr.jerry Osborn !� �� - �- I3REPARED BY: � ZJ5?7 � � o� <��.�� ,�w Couglrliai Porter Ltcncteen ASS��',�L Y�G� 413 Pine Street,Suite 300 �/ O 6 Seattle,Washington 98101 � ��, EXPIRES Ot/23/20�8 Phone: (206)343-0460 �FRENTOnr Mr.Keith Kruger,P.E. E C E�y E� MAR 15 2� 8��NGDtV1�ON � _ - Technical Information Report Maintenance/Classroom building Renton Technical College Coughlin Porter Lundeen Project No.C990308-05 February 17,2006 Table of Contents Section Page I. PROJECT OVERVIE`V............................................................................................................................1 GENERALDESCRIPTION...........................................................................................................................................1 EXISTING DRAINAGE AND S1TE CONDITIONS...........................................................................................................1 PROPOSEDDRAINAGE SYSTEM................................................................................................................•••.............2 II. PRELI'VIIl�'ARY CONDITIONS...............................................................................................................3 COxEREQuIREyErtTS.............................................................................................................................................3 SPECIALREQUIREMENTS.........................................................................................................................................3 III. OFF-SIT'E ANALYSIS...............................................................................................................................5 IV. SITE HYDROLOGY A1�iALYSIS AND DESIGN..................................................................................6 ' STORMRCJNOFF CONTROL ANALYSIS......................................................................................................................6 WATERQUALITY ANALYSIS....................................................................................................................................6 V. CONVEYAI�CE Ai�1ALYSIS.....................................................................................................................7 VI. SPECIAL REPORTS AND STUDIES......................................................................................................8 VII. -- BASIN AND CO1VI1�1LT1VITY PLANNING AREAS................................................................................8 VIII. OTHER PERMITS.....................................................................................................................................8 IY. TEMPORARY EROSION AIVD SEDIlV1ENT COl�"TROL...................................................................8 X. BO,'�iD QUAI\TITY WORKSI�EET.........................................................................................................9 XI. �IAI�TTENA'VCE:�1��OPERATIONS 11��.'VL1AL................................................................................9 COUGHLIN PORTER LUNDEEN i February 17,2006 P:�Re�itat Tedniical Celiege-Mainte��a�tce Classroom Buildiiig ti T.I.R�Ne�u T.I.R�TIR_Report.doc �, Figures FIGURE 1-TIR WORK.SHEET FIGURE 2-VICINITY MAP FIGURE 3-SCS SOILS 11�iAP-KING COUNTY AREA SHEET#11 FIGURE 4-REDUCED USGS TOPOGRAPHY MAP FIGURE 5-EXIST'ING SITE CONDITIONS FIGURE 6-PROPOSED SITE CONDITIONS FIGURE 7-DEMOLITION AND TEMPORARY EROSION&SEDIlI�NT CONTROL PLAI\'S (Not Included at'This Time) FIGURE 8-CITY OF RENTON STOR1�7 SYSTEM MAP Appendix APPENDIX A-STORM RUNOFF CONTROL AND T.E.S.C.CALCULATIONS APPENDIX B-GEOTECH1vICAL EXPLORATION � � COUGHLIN PORTER LUNDEEN ri February 17,2006 P:�Renton Tec/nticnl College-Mairiterm�tce CTassromn Building`T.I.R�Neu�T1.R�TIR_Reqort.doc i I i I. PROJECT OVERVIEW I General Description The following Technical Information Report(TTR)provides the technical information and design , Uackground required for developing the Drainage and Temporary Erosion and Seciimentation , Control(TESC)Plan for the project. The design for the new Maintenance/Classroom Building at ' Renton Tecluucal College will be based on the requirements set forth in the 1990 King County !, Surface Water Design Manual(KCSWDM). The proposed Maintenance/Classroom Building is located within the Renton Technical College campus,located at 3000 Northeast 4�Street in Renton,Washington(see Figure 2-Site Vici�tihj May). The project site is in the north portion of the campus,west of Kirkland Avenue Northeast,and south , of Northeast 7�Street. It is within the Lower Cedar River Community Basin and Drainage Sulr basin. I The site currently consists of a sloped landscaped area that sloped doivnhill from the east to the ' west. An existing day care is d'uecfly east of the site and a parking lot is directly west of the site. The development involves clearing and excavating the site for construction of a two-story,11,088 square-foot building. Additional improvements include repairing parking lot surrounding the west part of the building,concrete sidewalks,landscaping,and associated utilities. The project will provide storm water runoff control per the 1990 King Couniy Surface Water Drainage Manual(KCSWDM)and City of Renton Engineering Standards. Surface water runoff I from ne�v rooftop areas and�valkrvays will be collected into an onsite infiltration system. Runoff treatment will not be provided for this project since the new impervious pollution-generating surface is less than one acre,per section 1.3.5 of the 1990 KCSWDM. This development will replace approximately 6,500 square feet of pollution-generating impervious surface., � W..�., c��--�C,L�.� �.,.�-�.t w-�� ,;,,� -( 1 � Existing Drainage and Site CondiHons ��e�c�� r}�� Soov �F- o� N e`' '"s'"��0'�' 't`�"' „��c� -� U.�� . �,�� . V S-� The project site consists of approximately 0.34 acres of the north portion of the Renton Technical College campus. The site is cunently comprised of landscaped areas,asphalt parking areas,and concrete sidewalks(see Figure 5-Existing Site Co�iditions). The project site lies within the Lower Cedar River Sub-basin of the Cedar River Drainage Basin. The site slopes from east to west at approximately 25%with a 20-foot elevation change. This slope is defined as a"protected slope" under the King Couniy sensitive area folio. Storm water discharges through a private storm system along the western edge of the campus. Runoff is then routed to the public storm system in Kirkland Avenue Northeast. COUGHLIN PORTER LUNDEEN 1 FeUruary 20,2006 Proposed Drainage System The proposed project will add a new two-story,11,088 square-foot Uuilding with associated parking and landscaping area. Surface runoff generated from the rooftop of the proposed building, walkways,and landscaped areas will be collected and routed to the underground infiltration chamUers. Storm water runoff will infiltrate for storms up to and including the 100-year design storm event(see Fig-i�re 6-Proposed Site Conditio�is}. COUGHLIN PORTER LUNDEEN 2 Februar��17,?006 II. PRELIMINARY CONDITIONS Core Requirements This section will address the requirements set forth by the Core Requirements listed in Chapter 1 of the 1990 King County Surface Water Desi�Manual(KCSWDM). 1. Discharge at the Nafiuml Locatirni(1.21)-All storm runoff from developed site areas will be infiltrateci onsite for storm events up to and including the 100-year storm event 2 Off-Site A�tal�sis(1.22)-A Level l off-site analysis is disc��ed in the"O/�Site Aru�l�sis"section of this report 3. Riawff Crnttrol(1Z3) Pertk Rate Rintoff CrnttroL•An underground infiltration gallery has been designed fio provide mfiltration for runoff generated by storms up to and'mcluding the 10(3-ye�r design storm event T11is subject is addressed in the"Storm runoff Control Analysis"section of this report 4. Crn:veymtce Facilities(1.2�-This subject is covered in the"Cmizaeym2ce A�wlysis"section of this report 5. ErosirnySedinrattatirnt Control Plan(1.25)-This project will uistrll a series of tiemporary erosion and sediment control Best Management Practices(BMP"s)related to spE�cific conciitions on-site. This subject will be addressed in the"Temporan�Erosion and Sedn��it CrnttroP'section of this report 6. Mair�tenance artd Operafiion(1.26)-The proposed on-site storm drainage system will be o�ti��ed, operated,and main�umeci by Renton Technical College. A Maintenance and Operation�fanual is included in Section XI of this repork 7. Brn:�s a�ui Liabilii�j(1.2�-The Ocvner and Contractor w•ill obtain all ilecessary permits prior to the begnuung of construction. Special Requirements This section will address the requirements set forth by the Special Requirements listed in Chapter 1 of the 1990 King County Surface Water Design Manual(KCSVVDM). 1. Critical Drainage Areas(1.3.1)-The project site is not located in a Critical Drainage.�rea. 2 Crnxpliance zuith an Fxi_stntg119aster Drairrczge Pla�t(1.3.2?-The project site is not located�ti-ithin an Existing Masfier Drainage Plar►. 3. Crnzditi�ts RerJ��iring a Master D�ni�u�ge Pl�zn(1.3.3)-The project does not rec{uire a�laster Drainage P1�1n. 4. Adopted Basiii or Cm�n�ttciiihj Plm:s(1.3.4)-The project site is located u�d�e Lo��er Cedar River sut� Uasin w�ithin theCedar River T�r�in��e Rasin. T}�e��rojc ct i5 also located in the Lo�ver Cedar River Conununitv Basm. CUUGHLIi'V 1'U1L1Elt LU:Vll�.�,N 3 February�17,�006 5. Special Water Qtralihj Crntirols(1.3.5)-Less than one acre of new imperviot�s pollution-generating area w-ill be developeci as part of this project Therefore,�vater quality treatrnent w-ill not be provided for this project. 6. Coalescing Plate Oil/GVater Separators(1.3.6)-Since the project site area consists of less than 5 acres of new impervious area that is subject to petroleum storage;high vehicular use(more than 2,500 trips per day);and/ar heavy equipment use,storage or maintenance;this requirement does not apply. 7. Closed Depressirnzs(1.3.�-There are no closed depressions on or downstream of the project development Therefore,the project is not sul}ject to this requirement 8. Lise of LaDces,Wetlands or Ciosed Depressirn�s forPeak IZate Rratoff Crnitrol(2.3.8)-The project iti-ill not use lal:es,weflands,or closed depressions for peak rate runoff control. 9. Delnieatirni of 100-YearFloodplriirr(1.3.9)-The project is not located wzthin a designated lOQYR floodplain. 10. Flood Protectirnt Facilities far Class 1 arui 2 Sfirear�ts(1.3.10)-There are no streams and e�dsting or proposed flood protection facilities within the praject site. 11. Geotechnicai Arral fsis mu1 Report(1.3.11)-A geofiechnical analysis and report addressing infiltration, excavation,and slope stability is included in Appendix A of this report 12. Soil Aru�l�sis cuui Report(1.3.12)-Soils in the area have been mapped as ulcticated by the Soil Conservation Service,1973 King County SoiLs Report Also includeci m Appendix B is a geotechnical engineering report prepareci by Associated Earth Sciences Inc.(dated October 10,2005)for the project sibe. I COUGHLIN PORTER LUNDEEN 4 Februarn'1%,2006 III. OFF-SITE ANALYSIS i Upstream Analysis �� The current day care located east of the site collects any runoff upstream of the site. All stormwater �i is then conveyed into a closed pipe system through roof drains. Surface water is then conveyed east i through an 8-inch storm line located just north of the proposed Uuilding. Downstream Analysis The project site is located within Lower Cedar River Drainage Basin. Existing land cover consists of approximately 0.34 acres of landscaped and parking areas. Storm water runoff sheet-flows to catch basins located in the parking lot east of the project site. The onsite storm system then discharges to the 18-inch storm main ruruling parallel to Kirkland Avenue NE(See Figure 8-City of Renton Storm System Map). i COUGHLII`T PORTER LUNDEEN 5 February 17,2006 IV. SITE HYDROLOGY ANALYSIS AND DESIGN Storm Runoff Control Analysis The drainage system for the project site was designed in accordance with the 1990 King County Surface Water Design Manual(KCSWDM). The peak runoff rates for the hydraulic design were determined using the Santa Barbara Urban Hydrograph(SBUH)Method with 24-hour Type 1-A rainfall distribution. The hydrologic computer program Watenoorks Version 4.09 was used to develop and manipulate design hydrographs(see Appendix A for storm water calculations). Storm runoff control will be achieved through underground infittration chambers,Stori�itedz Systems. Impervious areas,including rooftop,paving,and sidewalk and pervious areas for the proposed site conditions are shown in the following table: � Table 1: Pro osed Draina e Basin Areas � �/` Land Cover Area acres � � Im rvious Area ac 0.30 � G-f Pervious Area ac 0.04 Total Area ac 0.34 The infiltration chambers are designed to infiltrate the 100-year design storm event under developed conditions. T'he infiltration rate used to design the infiltration chambers was determined by a study conducted by Associated Earth Sciences,Inc. The design infiltration rate is 2 inches/hour. The required starage volume is 1,825 cubic feet. The proposed infiltration system is designed to provide 1,878 cubic feet of storage volume with 24 chambers,including washed gravel surrounding the chambers. The 1990 King Couniy Surface Water Design Manual requires that the design infiltration rate be reduced by 50% prior to the ir�filtration analysis. However,geotechnical analysis indicates that 2 inches/hour is an appropriate rate for the design life of the infiltration system,and incorporates the factor of safety. This system will be augmented with a gravel drain extending from the bottom of the infiltration system to a more permeable layer. A geotechnical memorandum outlining these conclusions is included in Appendix B. Water Quality Analysis Less than one acre of new pollution-generating impervious surface is proposed as part of this development. Therefore,no water quality treatment ti-i11 be provided for this development. COUGHLIN PORTER LUNDEEN 6 Februar}�17,2006 � V. CONVEYANCE ANALYSIS The proposed conveyance system consists of downspouts connected directly to the proposed , infiltration chamUer;runoff from landscape areas will be collected and routed to the infiltration , ' system. The conveyance system will be analyzed far up to the 25-year/24-hour design storm event. i Pipe capacity will be deterinined through Manning's Equation by a program called HHCalc. The ', Rational Method will be used to determine peak flow rates. , I � I I � COUGHLIN PORTER LUNDEEN 7 February 17,2006 VI. SPECIAL REPORTS AND STUDIES For additionaI geotechnical information,please reference the October 2005"Geotechnicnl Report Mainf�iance/CIassroom building(Building N)-Renton Technical college"prepazed by Associated Earth Sciences,Inc.911 Fifth Avenue,Suite 100 Kirkland,WA 98033. VII. SASIN AND COMMUNITY PLANNING AREAS T'he project is located within the Lower Cedar River Basin and Lower Cedar Community Plan. There are no restrictions from either the Basin or the Community plan that effect the proposed drainage design for the project. VIII. OTHER PERMITS No additional permits are required for the project IX. TEMPORARY EROSION AND SEDIMENT CONTROL To minimize the amount of sediment laden water from leaving the site during the construction process,a temporary erosion and seciimentation control(TESC)plan has been designed for this � project in accordance�vith KCSWDM. The T'ESC plan indicates the minimum necessary measures that the contractor shall unplement during the construction process. Best Management Practices (BMI''s)are defined as physical,structural and/or managerial practices that,when used in combination,prevent or reduce pollution of�vater caused by construction activities. The TE.SC plan for the proposed project has been designed to protect off-site properties as well as minimize the quantity of sectiment-laden water from entering the public storm system. The following BMI''s will be included on the T'ESC plan for this project � To ensure that the disturbance of the site is limited to the development area,the clearing limits will be clearly staked prior to any clearulg or grading as shown on the TFSC plan. O Catch basin protection will be used on existing and future catch basins to reduce sediment-laden I water from entering the existing storm system during construction. ❑ Cover measures such as mulch,seeding,or plastic sheeting will be implemented for ciisturbed areas greater than 5,000 square feet in accordance with the City of Renton Standards. ❑ Temporary sed'unent storage tanks are included to allow sediment to settle out of onsite runoff �!, prior to discharging from the site. I ❑ All construction debris will Ue promptly removed from the site to minimize demolition and construction unpacts on the site. The contractor shall i�plement additional BMI''s as required and/or recommended by the City of Renton inspector or other agencies as required to prevent demolition and construction deUris,waste material,fuel,oil,lubricants,and other fluids from entering the public starm system. COUGHLIN PORTER LUNDEEN 8 February-17,2006 X. BOND QUANTITY WORKSHEET A Bond Quantity Worksheet w�ill be included in later submittals. XI. MAINTENANCE AND OPERATIONS MANUAL See attached Maintenance and Operations Manual. � COUGHLIN PORTER LUNDEEN 9 February 17,2006 MAINTENA:�ICE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES RENTON TECHNICAL COLLEGE - MAINTENANCE/CLASSROOM BUILDING N0. 1 -INFILTRATION Maintenance Defect Conditions When Maintenance Results Expected When � Component Is Needed Maintenance Is Performed General Trash&Debris Any trash and debris which exceed 1 cubic foot Trash and debris Geared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, i there should be no visual evidence of dumping. ' Storage Area Sediment A percolation test pit or test of facility indiqtes Sediment is removed and/or facility facility is only working at 90%of its designed is cleaned so that infiltration system capabilities. If two inches or more sediment is works according to design. present,remove. Sump Filled with Any sediment and debris-filling vault to 10%of Clean out sump to design depth. Sediment and Debris depth from sump bottom to bottom of outlet pipe (If Applicable) or obstructing flow into the connector pipe. Rock Filters Sediment and Debris By visual inspecUon,little or no water flows Replace gravel in rock filter. through flter during heavy rainstorms. Settling Ponds and Sediment Remove when 6"or more. Vaults � Infiltration VaulU Sediment Tanks:Sediment depth exceeds 6-inches in No sediment deposits in tank Tank Accumulation in Vault depth. bottom. Trash and Debris Trash and debris accumulated in tank,vault,or Trash and debris removed from Accumulation connecfing pipe. Includes floatables and non- each facility. floatables. I Access Cover Cover cannot be opened or removed,especially Cover repaired or replaced to proper Damaged/Not by one person. working speafiqtions or replaced. Working Tank or Vault Tank:Joints between tank sections failing,such Tank replaced or repaired to design Structure Damaged that leakage occurs and.or material being speafications. washed through into facility;or maintenance/ inspection person determines the tank is not structurally sound. Tank or Vault Vault:Cracks wider than 1/2-inch and any Tank replaced or repaired to design Structural Damage evidence of soil particles entering the structure specifications. through the cracks,or maintenance inspecUon personnel determines that the vault is not structurally sound. Note: Sediment accumulation of more than.25 inches per year may rndicate excessive erosron is occurring upstream of the facility or that conveyance systems are not being properly maintarned. The contnbuting drainage area should be checked for erosion problems or inadequate maintenance of conveyance systems if excessive sedimentation is noted in an infiltration facility. Check fwice a year during frrst 2 years of operation;once a year thereafter. Clean manho/es/catch basins,repair damaged inlets/out/ets, c/ean trash racks. Gperations and iviainienance Ylanuai 1 Maintenance Classroom Building—ltenton Technical College MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.2-CATCH BASINS �� _ Maintenance Defect Conditions When Maintenance is Needed Results Expected When � Component Maintenance is performed ' General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch �I depth from the bottom of basin to invert the lowest basin. � pipe into or out of the basin. I Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of '�' more than 1/3 of its height. trash or debris. � Dead animals or vegetation that could generate No dead animals or vegetation I odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). ' Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch (intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to ', Bottom any evidence of soil particles entering catch basin design standards. ' through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleU outlet pipe or any evidence wide at the joint of inlet/outlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settJed more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blodcing opening 10%of the basin opening. to basin. ' Vegetation growing in inleVoutlet pipe joints that is No vegetation or root growth ', more than six inches tall and less than six inches present. , apart. Operations and I�4aintenance Manuai 2 Maintenance Classroom Building—Renton Technical College MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAI�IAGE FACILITIES NO.2 -CATCH BASINS (CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Pollution Nonflammable chemiqis of more than 1!2 cubic foot No pollu6on present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any open Catch basin cover is Gosed catch basin requires maintenance. Locking Mechanism Mechanism qnnot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools. Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficuit to One maintenance person cannot remove lid after One maintenance person can Remove applying 80 Ibs.of lift;intent is keep cover from remove cover. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards ' Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design {If Appiicable) standards. I Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO.3-CONVEYANCE SYSTEMS (PIPES) Maintenance Defect Conditions When Maintenance is Needed Resuits Expected When Component Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetatlon removed so water , through pipes. flows freely through pipes. Damaged Protective coaUng is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Catch Basins See"Catch Basins:Standard No.3 See`Catch Basins"Standard No.2 Operations and Maintenance Manual 3 Maintenance Classroom Bui]ding-Renton Technical College MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.4-GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Areas Gear of litter. within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrubs in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. 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Iit� � i i�ii��, . . . . . . . . . - �� . „ - „ : , . : , � � i ' • � 1 �i� � l� - � I APPENDIX A Storm Runoff Calculations COUGHLIN PORTER LUNDEEN February 17,2006 2/14/Q6 5 : 54 : 59 am Coughlin, Porter, Lundeen Inc . page 1 Renton Tech. main/class bldg. _ SC-740 STORMTECH CHAMBERS BASIN SUMMARY BASIN ID: DEVl • 2-YR DEVELOPED SITE SBUH METHODOLOGY ``�--� TOTAL AREA. . . . . . . : 0 . 34 Acr BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : A PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 00 Acres 0 . 34 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . : 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 70 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2500 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s: 0 .2500 4ZD = PEAK RATE: 0 . 14 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: DEV2 NAME: 10-YR DEVELOPED SITE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 34 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 00 Acres 0 . 34 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTR.ACTION COEFF: 0 .20 TcReach - Sheet L: 70 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2500 impTcReach - �heet L: 100 . 00 ns: 0 . 0110 p2yr: 2 . 00 s: 0 .2500 QioQ = PEAK RATE : 0 .20 cfs VOL: 0 . 08 Ac-ft TIME: 480 min BASIN ID: DEV3 NAME: 100-YR DEVELOPED SITE SBUH METHODOLOGY TOTAL AREA. . . . . . . : � . 34 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP ' PRECIPITATION. . . . : 4 . 00 inches AREA. . : 0 . 00 Acres 0 . 34 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L: 70 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2500 impTcReach - Sheet L: 100 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 2500 C�tooD ' PEAK RATE: 0 .28 cfs VOL: 0 . 11 Ac-ft TIME : 480 min 2/14/06 5 : 54 : 59 am Coughlin, Porter, Lundeen Inc . page 2 Renton Tech. main/class bldg. SC-740 STORMTECH CHAMBERS HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0 . 036 440 2190 cf 0 .34 2 0 . 036 320 3294 cf 0 .34 3 0 . 036 170 4647 cf 0 . 34 L�Z N Flc-T�i A�T�oN iZF1-'t E 2/14/06 5 : 54 :59 am Coughlin, Porter, Lundeen Inc . page 3 Renton Tech. main/class bldg. SC-740 STORMTECH CHAMBERS --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. SC-740 Description: 23 CHAMBERS W/ 12IN ROCK BASE STAGE <----STORAGE----� STAGE �----STORAGE----> STAGE <----STORAGE----> STAGE c----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- {ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 60'�'(0l'� � 340.50 0.0000 0.0000 341.55 341.00 0.0078 342.62 1041 0.0239 343.70 1613 0.0370 �F s T��7 F 340.55 16.072 0.0004 341.63 396.33 0.0091 342.71 1092 0.0251 343.79 1644 0.0377 340.63 43.296 0.0010 341.71 451.67 0.0104 342.79 1141 0.0262 343.67 1674 0.0364 340.71 70.520 0.0016 341.79 507.00 0.0116 342.87 1188 0.0273 343.95 1705 0.0391 . 340.80 97.744 0.0022 341.B8 562.33 0.0129 342.96 1235 0.0284 344.04 1734 0.0398 340.86 124.97 0.0029 341.96 617.34 0.0142 343.04 1282 0.0294 344.12 1760 0.0404 340.96 152.19 0.0035 342.04 672.00 0.0154 343.12 1330 0.0305 344.20 1785 0.0410 341.05 177.82 0.0041 342.13 726.66 0.0167 343.21 1375 0.0316 344.28 1811 0.0416 341.13 202.22 0.0046 342.21 761.32 0.0179 343.29 1417 0.0325 344.37 1837 D.0422 341.21 226.62 0.0052 342.29 635.98 0.0192 343.37 1460 0.0335 344.45 1863 0.0428 341.30 251.02 0.0058 342.38 888.54 0.0204 343.45 1502 0.0345 344.50 1878 0.0431 341.38 275.43 0.0063 342.46 939.32 0.0216 343.54 1545 0.0355 To9. oF SToRAGa� 341.46 299.83 0.0069 342.54 990.11 0.0227 343.62 1582 0.0363 Ue�u M_ I 87 g L� 2/14/06 5 : 54 : 59 am Coughlin, Porter, Lundeen Inc . page 4 Renton Tech. main/class bldg. SC-740 STORMTECH CHAMBERS --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE DISCHARGE LIST ID No. SC-740 Description: 23 CHAMBERS W/ (2IN/HR) INFIL STAGE c--DISCHARGE---� STAGE <-DISCHARGE---> STAGE <--DISCHARGE---> STAGE �--DISCHARGE---> (Pt) ---cfa-- ------ (ft) ---cfs-- ------ (ft) ---cfs-- ------ (ft) ---cfs-- ------- 340.50 0.0360 341.55 0.0360 342.62 0.0360 343.62 0.0360 340.55 0.0360 341.63 0.0360 342.71 0.0360 343.70 0.0360 340.63 0.0360 341.71 0.0360 342.75 0.0360 343.79 0.0360 340.71 0.0360 341.79 O.D360 342.79 0.0360 343.87 0.0360 340.80 0.0360 341.88 0.0360 342.87 0.0360 343.95 0.0360 340.68 0.0360 341.92 0.0360 342.96 0.0360 344.00 0.0360 340.96 0.0360 341.96 0.0360 343.04 0.0360 344.04 0.0360 341.00 0.0360 342.04 0.0360 343.12 0.0360 344.12 0.0360 341.05 0.0360 342.13 0.0360 343.17 0.0360 344.20 0.0360 341.13 0.0360 342.21 0.0360 343.21 0.0360 344.28 0.0360 341.21 0.0360 342.29 0.0360 343.29 0.0360 344.37 0.0360 341.30 0.0360 342.33 0.0360 343.37 0.0360 344.45 0.0360 341.38 0.0360 342.38 0.0360 343.45 0.0360 344.50 0.0360 341.46 0.0360 342.46 0.0360 343.54 0.0360 341.50 0.0360 342.54 0.0360 343.58 0.0360 2/14/06 5 : 55 : 1 am Coughlin, Porter, Lundeen Inc . page 5 Renton Tech. main/class bldg. SC-740 STORMTECH CHAMBERS LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE , �--------DfiSCRIPTION---------� (cfa) (cfs) --id- --id- <-STAGE> id VOL (cf) 2-YEAR .•......... . ........... 0.00 0.14 SC-740 SC-740 341.55 1 345.01 cf 10-YEAR ...................... 0.00 0.20 SC-740 SC-740 342.37 2 886.81 cf 100-YEAR ...... .... ........... 0.00 0.28 SC-740 SC-740 344.33 3 1824.75 cf �� L7 T a P o F ST o 6�-P•c.1 E Co'_ 3�'��`� Number of chambers- 23 � Voids in the stone(porosity)- 0.40 StormTech� Base of Stone Elevati�n- �,•�„r�•� Subsurtace Stormwater Management" StormTech SC 740 Incremental Storage Volumes Height of ncrementa ncrementa ncrementa umu ative umu ative Infiltration System(in) Chamber(ft3) Stone(ft3) Ch 8�St(ft3) Chamber(ft3) System(ft3) Elevation Rate(cfs) 48 0 1.13 1.13 81.66 1878 344.50 0.036 47 0 1.13 1.13 80.53 1852 344.42 . 0.036 46 0 1.13 1.13 79.41 1826 344.33 0.036 45 0 1.13 1.13 78.28 1800 344.25 0.036 44 0 1.13 1.13 77.15 1775 344.17 0.036 43 0 1.13 1.13 76.03 1749 344.08 0.036 42 0.05 1.10 1.16 74.90 1723 344.Q0 0.036 41 0.16 1.06 1.22 73.74 1696 343.92 0.036 40 0.28 1.01 1.30 72.52 1668 343.83 0.036 39 Q.60 0.89 1.49 71.22 1638 343.75 0.036 38 0.80 0.81 1.61 69.73 1604 343.67 0.036 37 0.95 0.75 1.70 68.12 1567 343.58 0.036 36 1.07 0.70 1.77 66.42 1528 343.50 0.036 35 1.18 0.65 1.84 64.65 1487 343.42 0.036 34 1.27 0.62 1.89 62.82 1445 343.33 0.036 33 1.36 0.58 1.94 60.93 1401 343.25 0.036 32 1.45 0.55 2.00 58.99 1357 343.17 0.036 31 1.52 0.52 2.04 56.99 1311 343.08 0.036 30 1.58 0.49 2.08 54.95 1264 343.00 0.036 29 1.64 0.47 2.11 52.88 1216 342.92 0.036 28 1.70 0.45 2.15 50.76 1168 342.83 0.036 27 1.75 0.43 2.18 48.62 1118 342.75 0.036 26 1.80 0.41 2.21 46.44 1068 342.67 0.036 25 1.85 0.38 2.24 44.23 1017 342.58 0.036 24 1.89 0.37 2.26 41.99 966 342.50 0.036 23 1.93 0.35 2.29 39.73 914 342.42 0.036 22 1.97 0.34 2.31 37.44 861 342.33 0.036 21 2.01 0.32 2.33 35.13 808 342.25 0.036 20 2.04 0.31 2.35 32.80 754 342.17 0.036 19 2.07 �.30 2.37 30.44 700 342.08 0.036 18 2.10 0.28 2.39 28.07 646 342.00 0.036 17 2.13 027 2.41 25.68 591 341.92 0.036 16 2.15 0.27 2.42 23.27 535 341.83 0.036 15 2.18 026 2.43 20.85 480 341.75 0.036 14 2.20 0.25 2.45 18.42 424 341.67 0.036 13 2.21 0.24 2.45 15.98 367 341.58 0.036 12 0 1.13 1.13 13.52 311 341.50 0.036 11 0 1.13 1.13 12.40 285 341.42 0.036 10 0 1.13 1.13 11.27 259 341.33 0.036 9 0 1.13 1.13 10.14 233 341.25 0.036 8 0 1.13 1.13 9.02 207 341.17 0.036 7 0 1.13 1.13 7.89 181 341.08 0.036 6 0 1.13 1.13 6.76 156 341.00 0.036 5 0 1.13 1.13 5.64 130 340.92 0.036 4 0 1.13 1.13 4.51 1 Q4 340.83 0.036 3 0 1.13 1.13 3.38 78 340.75 0.036 2 0 1.13 1.13 2.26 52 340.67 0.036 1 0 1.13 1.13 1.13 26 340.58 0.036 Total Chamber Storage= 45.9 ft Chamber Bed Area= 777 ft2 Infiltration Rate(k)_ ��'2:;� 'T in/hr SECTION 3.2 RUNOFF COMPVTATION AND ANALYSIS MEINODS FIGURE 3.2.1.A 2-YEAR 24-HOUR ISOPLUVIALS } ��— � -- .� +�� 6NONOqISHCOUNTY �_ `/� 0� icoc ��; y KING COUNTY � J� _ �""-._ l '� .�j —� 1 �' - n �� ? _v(~•`� � •S '� ! ,-j ` ,. --F_^� ' �'.�. �7 �'� - = ``� _� � t ^Y�+�'t .� �I r � x ' / �6' �� '- y y 1 � � �` � ! �,> Y�' C!1 • 7� ! �'tsFin�t ; ��.�+'a :� — _j a�.� � =� .� .��,�.o �� j � � 8 � a - s, � �D� � ��• r s ;::a � _ , _� � N N GD : . ;, � , � ;.;. cy � ,�,, � _:�' � :°f ` ��:^�-� � . 2 0 � - a �: �;� `` 1"` � �:. ry o 2 _ , ,` ;. _ `�. �� r ��. �. � - A� ; } , t. if =. «., 5, 1 ; 2 .. .AaF ._: � � .. .� � �� 1 �y i � -t f. ..! ^ V'• \� m .:1 � _ _ . - ."ti : \r_,,. _ �'�s _ � , ..r, � `� _ `. � .'`4 I _ i. - - ��- � rf `•- `'- `� �_ f � aui� _ �.� _ _ rat+: ��,— j �;�-..:� � � _ ' ; �. -' - — �J _� f .-� � i y` � - � ' C�� l' \� , �f _ - J I J �.i �� .\ , } - . — _ \ � . 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Gw rave!with sand, Gttle to Densi SPTmhlows/foot 0 0 9 m c 'o� no Gnes Coarse- Very Loose D to 4 � °7 �` Loose 4 l0 10 °' i° > �°o°o° Poorly-graded gravei Grained Soils M�um De�se 1010 30 °' �u, '�o 0 0 0 o GP Test Symbals and gravel with sand, Oense 30 l0 50 o � � °o'o� G =Grain Size , , , litt(e to no fines Very Dens� >50 ��" � °'�°° M=Moisture Content Z ,� o , a�o Consistency SPT��blows/foot q=Al�erberg Limils Silry grave{and silly � � � . G� Very Sofl 0 l0 2 C=Chemical o t � � grauet with sand Fine- � „ _ �_ Sofl 2 fo 4 DD =Dry Density c, m :° c Grained Soils ��um Sliff 4 l0 8 K =Permesbilily C 0 d LL � � � : s�� B to 15 � � � Clayey grave!and very S��H t5 to 30 _ � `" �� ctayey gravel with sand Hard >30 o R ,� � Camponent Defini�ions L o Well-graded sand and DescriAtive Term Size Range and Sieve Number m � gyy sand wifh gravel,(ittle Boulders Larger Ihan 12 ` � to no fnes o i; m : cobbres 3'�01 r � � , m u. :•:-:•:::: � • Grave! 3'to No.4(4.75 mm) "—' � � ;':''-�'-' Poorly-graded sand Coarse Gravel 3'to 3/a• � ci� W•'�'-='•'� sP and sand wilh gravel, Fine Grave! 3/4'�o No.4(4.75 mm) m o � little lo na tnes c m Sand No.4(4_75 mm)lo No.200(0.075 mm) � �Z _ Coarse Sand No.4(4.75 mm)to No.10(2.OQ mm) '" Silly sand and Med'iurn Sand Na 70(2.00 mm)to No.40(0.425 mm) � o � „ � 5 M Sllly Sand wilh Fine 5and No_40(0.425 mm)lo No.200(0.075 mm) v o�- LL ._- � gravel 5ilt and Clay SmaNer Ihan No.200{0.075 mm) u� � � � sc Clayey sand and �3�Estimated Percentage Moisture Content � '`" • ciayey sand with gravel Percentaqe 6y Dry-Absence of mois�ure, "� Component W�g� dusty,dry lo the touch Silt,sandy silt,gravelly sill, Trace <5 SGghty Mast-Perceptble m � ML silt wilh sand or gravel Few 510'!0 moisture m � Lit11e 15 to 25 Moisl-Oamp bul no visd�le Q �L Wilh -Non-primary coarse wrater - o � Clay of 1ow to medium constituenls: > 15X Very Moist-Water visible but `'� U � -Finps conten!belween not Iree draining ' o �� plasticity;silty,sandy,or Z 'c° = CL grevelly Clay,lean day 5°6 and 15% Wet-VsPble(ree waler,usually m � E trom below waler 1a61e a �Q =— Organic clay or silt of low Symbo(s � � _— o� plasticity Btows/5'or � = Sampler portion of G Cemern grout o = Type suriace seal Elaslic silt,clayey silt,silt 2 o„� � Sample�Type e wilh micaceous oc : � Oesaip6on Benlonle o „ MH Spfit-Spoon , (�) seal u� o diatomaceous fine sand or 5ampler 3.0•oo SpGt-Spoon Sampler _ -:��, a�,,,,;w • v�� : P a- �o silt (S� 3.25'OD SpGt-Spoon Ring Sampler �.� : -• blank casing �, �o Clay of high plasGaty, : sed'ion d c� CH sancfy or graveUy ctay,fat Budc sample 3.a"OD Thin-Wa9 Tube 5ampler "�Sueened casing � fO E clay with sand or gravel � (ncle�d'mg Shelby lube) �`«Hydrotp ` �"J Grab Sample :•with ilter pack C� ��o � Q �f;� Organic clay or silt of o Port;on nol recovered � E�`�P 'L J ;;�;;� aH medium to high �>> 4 i��i� Peraentage hy dry weight ��De lh of raund water �i��r� plasticity � (SPT}Standard PenelrationTest p 9 (ASTM D-1586) 1 ATD=At lime of dr0fing >.`—' Peat,muck and other r� y. 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'�i5�7 eiL'�„'r.k�MYv idt ,�,� ... ,fi3 ., � m � NO SCALE ��--s y FIGURE 1 � Asaoociated Earth Sciences, Inc. VICINITY MAP a � �� f� � � PROPOSED MAI REN ON,WASHINGl'ON OOM BUILDING DATE 90/05 N � PROJ.NO. KE05606A 0�� Proposed Maintenance/Classroom Building (Ba�ilding N) Subsurface Exploration, Geologic Hazards, Renton Teclinical College m:d Preliminmy Geotechnical Engi�:eering Report Renton, Washington Preliminary Design ReconUnendations If footings are placed on suitable advance outwash sediments and then backfilled, the top of the compacted backfill must be horizontal and extend outward from the footing for a minimum lateral distance equal to three times the height of the backfill before tapering down to grade. With backfill placed as discussed, footings may be designed for passive resistance against lateral translation using an equivalent fluid equal to 250 pcf and the truncated pressure diagram discussed above. Passive resistance values include a factor of safety equal to 3 in order to reduce the amount of movement necessary to generate passive resistance. The friction coef�cient for footings cast directly on undisturbed, dense outwash sediments or structural fill may be taken as 0.35. This value includes a safety factor of at least 1.5. 14.0 FLOOR SUPPORT The slab-on-grade floor may be founded on structural fill or unweathered outwash sediments. The floor should be cast atop a minimum of 4 inches of washed pea gravel to act as a capillary break. It should also be protected from dampness by a minunum 10-mil-thick vapor retarder , membrane. 15.0 DRAINAGE CONSIDER.ATIONS ' All retaining and perimeter footing walls should be provided with a drain at the footing ' elevation. Drains should consist of minimum, 6-inch-diameter, rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be at least 12 inches below the bottom of the floor slab, and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Footing drains should be provided with cleanouts to allow periodic future , cleaning/maintenance. � '�, All retaining walls should be lined with a minimum, 12-inch-thick, washed gravel blanket to � within 1 foot of the top of the wall and which ties into the footing drain. Less permeable on- site soil may be used as a cap over the gravel. Filter fabric should be placed over the gravel prior to soil cap placement to reduce the potential for migration of fines into the wall drain. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In pianning, exterior grades adjacent to walls should be sloped downward away from the strncture (minunum 2 percent slope) to achieve surface drainage. � ^�tohe;1�, 2'�'�JS ASS�CI.4TED�d.ATI�7 SCfET,'CE� L':'�. MT/!d-K605606A2-Projecfs120056061KE1WP Page 21 Proposed Mainte�uuzce/Classroom Building (Bccilding 1� Subsccrface Explor•atior:, Geologic Hazards, Re�iton Tecl:nical College and Prelinii�tary Geotech�:ical Engi�ieeririg Repon Reriton, Washington Preliminary Desig�t Recolru�tendntions amount of fine-graiiied material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. An AESI representative should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure unifomuty or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. 12.0 FOLTNDATIONS Spread footings may be used for building support when founded direcdy on suitable outwash soil or on structural fill placed as previously discussed. Footings founded an suitable outwash sand or on structural fill above the outwash sand may be designed for an allowable foundation soil bearing pressure of 2,500 pounds per square foot (ps fl, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Based on the anticipated dense condition of the granular soils at the base of the excavation along the east perimeter of the proposed structure, a higher allowable bearing capacity of 6,000 psf may be used in design of the footing for the eastern retaining wall. All foundations must penetrate to � the prescribed bearing stratum and no foundations should be constructed in or above loose, organic, or existing fill soils. In addition, all footings must have a minimum width of 18 inches. Perirneter footings should be buried at least 18 inches below lowest adjacent grade for frost protection; interior footings require only 12 inches buriaL Considering the granular nature of the site soils, settlements are expected ta be small and occur rapidly during the initial application of dead load. Anticipated settlement of footings founded as described above should be on the order of �Y4 inch with differential movement about half of that total. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. Installation of settlement-sensitive surfaces should be delayed as long as practical. A1T 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 City of Renton rnay require such inspections. F�iim�t�r foGting drains shauld he pravided, a� � discussed under the secrion on Drainage Considerations. � that the area bounded b lines extendin downward at 1H:1V from an It should be noted y g y , footing niust not intersect another foodng or intersect a filled area that has not been compacted i� ASSOCIAT'ED EARTH SCIENCES INC. I pct�her 1�, 2005 . tirrne-xEos6osAz-pro;e�rsiaoos6oeucEiwP Page 19 Proposed Maintena�:ce/Classroom Building (Building 1� Subsurface Exploration, Geologic Hnzards, Renton Technical College mid Prelilninary Geotechnical Engineerilig Report Renton, Washington Prelimina�y Design Reconunendations below the level of excavation, the 60 pcf may be considered to act only over the diameter of the grouted soldier pile section. The use of active pressure for the shoring system assumes sufficient deformation if the soil occurs to develop an active condition-- typically on the order of 0.001 to 0.002 times the height of the excavation. Any settlement-sensitive structures should be set back a minimum horizontal distance equal to the shoring wall height so that wall deflectionslsoil movement do not impact adjacent foundations. A combination of temporary 1.SH:1V slopes and shoring may be utilized to reduce the overall height of shoring. Once the shoring/slope configuration is developed, AESI should be consulted to review the design pazameters, as necessary. 10.2 Shoring Wall Passive Earth Pressure The soldier piles must be located a sufficient depth below the base of the excavation to provide adequate lateral resistance to horizontal loads. The lateral resistance may be computed on the basis of passive pressure in the form of an equivalent fluid equal to 300 pcf. The upper 2 feet of passive soil resistance should be ignored due to disturbance. This pressure may be considered to be acting against twice the diameter of the grouted soldier pile section. Piles should extend at least 10 feet below the excavation level. , 10.3 Shoring Inspections Shoring installation should be observed by a representative of AESI to verify that subsurface conditions are as anticipated and that the shoring elements are installed in conformance with the shoring plan. Inspections should include pile installation, excavation and lagging placement, lagging backfill, and drainage. Survey monitoring of the piling and adjacent structures may also be required. 10.4 Tiebacks Tieback anchors may be used to aid in resisting lateral loading on the shoring system. A tieback system consists of drilling behind the soldier pile wall at an angle to the horizontal and installing rods or cables with a grout anchor. The anchor loads are transmitted to the surrounding soil by side friction or adhesion with the soil. If requested, recommendations for design and testing of tieback anchors can be provided. 11.0 STRUCTURAL FILL Structural fill will be necessary for wa11 backfill, utitity backfill, and beneath hardscape. All refereiices to structural fill in this report refer to subgrade preparation, fill type, placement, uctober i u, Zvu.S ASSOCIATED EARiri SCiBNCES, IivC. MT/!d-KE05605A2-Projeccs110056061KE1WP P1ge 17 Proposed Mairite�iance/Classroom Buildiltg (&uildi�tg N) Subsurface Exploration, Geologic Hazards, Renton Technical College cmd Prelimuiary Geotechnical Engineering Report Renton, Washirigton Preli�ninary Design Recommendatio�u closer than 5 feet from existing structures such as light poles/hardscape to remain. To reduce the potential for loose, unstable zones on the cut face, we recommend that the surface be recompacted using a backhoe-mounted plate compactor ("hoepac") as the excavation proceeds. Compaction should be performed under the observation of a representative of AESI. As is typical with earthwork operations, some sloughing and raveling may occur and cut slope gradient may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Where space limitations result in temporary cuts steeper or higher than recommended herein, shoring will be require�. The actual location and configuration of the temporary cut will factor into determination of how much and where shoring will be required. Recommendations are presented in the Shoring - Soldier Pile Walls section of this report. 9.2 Erosion/Piping Protection for Temporary Cuts Cuts in sandy advance outwash sediments may be prone to localized erosion due to seepage if encountered. During earthwork, areas determined by the project geotechnical engineer or geologist to be potentially unstable due to seepage/erosion may require removal of the unstable/saturated soil and placement of a stabilizing rock blanket. If necessary, a rock blanket would typically consist of a minimum, 2-foot-thick prism of 2- to 4-inch-sized crushed quarry rock embedded in the seepage zone. A layer of filter fabric (Mirafi 140N, or equivalent) - should be provided between the rock and the subgrade soil to prevent the migration of fines . through the rock. The requirement for and extent of rock protection for seepage zones can be determined in the field during site earthwork as seepage areas are exposed. In general, late, dry season construction is anticipated to minimize the seepage quantities and the requirements for erosion/piping protection. 9.3 Site Disturbance A portion of the on-site soils contains a high percentage of fine-grained material, which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site prepararion 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. Consideration should be given to protecting any unpaved access and staging areas with an apprapriate section of crushed rock or asphalt treated base (ATB). If crushed rock is used for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equigme��, thus red�lcing �e asne��t �f crushed r�ck re1»sed. YY P FP.��,17e��t rt,?t at least 1�? inches of. rock be placed over the fabric; however, due to the variable nature of the near- n�tQHQr��, ?nng A.c.cn��a��EAR_�H sG1ENCES, IN�_ MT/!d-KE05606A2-Projects12005606IK61WP Page 15 Proposed Maintenance/Classroom Biuldiiig (Building 11� Subsurface Exploration, Geologic Hazards, , Renton Technical College and Preliminary Geotechrucal Engineeri�ig Report Rentan, Washington Geologic Hazards and Mitigations S. At the end of each workday, disturbed areas should be sloped to drain into a storm conveyance and seal-rolled to promote surface drainage. 9. A temporary, rock-surfaced construction entrance and staging areas should be established early in the project sequence. , 10. All storm water from impermeable surfaces, including driveways and roofs, should be �I tightlined into approved facilities and not directed onto or above steeply sloping areas. I 11. As much of the natural vegetation on the slopes as is possible should be left intact during construction. Sloping areas without sufficient vegetation and areas stripped of vegetation during construction should be planted as soon as possible or otherwise protected. 12. Erosion control measures should be inspected regularly and maintained/improved as necessary to maintain function. 13. The surface of the slopes to remain adjacent to the proposed building and associated hardscape should be scarified, moisture-conditioned as necessary, and compacted. The resulting slope gradient should be as uniform as possible and should match that of the surrounding areas. 14. Regular pest control services should be employed to maintain the site free of burrowing rodents. Associated Earth Sciences, Inc. (AESI) would be available to provide site-specific recommendations upon request. We recommend that an erosion control inspector or the geotechnical engineer make on-site inspections as needed to monitor performance of the erosion control system. In this way, site-specific recommendations, modifications, and construction sequencing decisions can be made during the construction phase. October 10, 2005 ASSOCIATED EARTH SCIENCES,INC. narae-xEossnr�na-r�o�e�,siaoosso6iKEiwP Page 13 Proposed Maintericuzce/Classroom Building (Building 11� Subsurface Exploratian, Geologic Hazm ds, Renton Technical College cutd Preliminary Geoteclinical Engilleering Report Renton, Washington Geologic Hazards c�nd Mitigatio�u The second type is termed Debris Slump or Debris Flow and usually involves the upper few feet of the regolith. This rype of slide is very dependent on local drainage patterns and the resulting moisture content of the soils. Based on the site stratigraphy and visual geologic reconnaissance, the slope areas appear to be more susceptible to a shallow debris flow due to the presence of the medium dense outwash soil encountered below the surficially disturbed fi11/topsoil horizon. A slope stability analysis was beyond the scope of this study, and therefore the stability risks cannot be quantified by this study. However, it is our opinion, based on previous similar studies and similar slope and soil types, that the seismic and static factors of safety would lie within generally accepted limits and that the deep-seated landslide risks on the site are low under both static and seismic conditions. The proposed development should not increase the risk of deep-seated movements provided the recommendations presented in this report are followed. As discussed earlier in this report, proposed development will eliminate the existing slope within the building area and will eliminate the potential risk of landslides affecting the proposed structure. Slopes will remain north and south of the proposed structure and adjacent to pedestrian walkways. Based o� observed evidence of weathering and disturbance due to burrowing rodents, it is our opinion that shallow movement on the slope areas to remain north and south of the proposed structure presents a low risk under current site conditions. Since local drainage, slope steepness, slope height, and vegetation cover largely influence the shallow stability and soil erosion, the planned development will require specific mitigation measures to avoid increasing the shallow earth movement risk. These mitigations include controlling runoff, establishing vegetation cover, and following the recommendations as outlined in this report. In our opinion, by following these recommendations, the. risk of shallow eazth movement on the site or on surrounding properties will not be increased by the proposed construcdon. 7.0 EROSION HAZARDS AND MITIGATION ' As defined by the City of Renton, "Erosian hazard areas are ident�;fied by the presence of �I vegetative cover, soil texture, slope, and rainfall patterns, or human-induced changes to such �' characteristics which create site conditions which are vulnerable to erosion. Erosion hazard areas are classified as having moderate to severe, severe, or very severe erosion potential by the Soil Conservation Service, United States Department of Agriculture (USDA). " Soils in the vicinii�,� of the project are mapped by the USDA as Alderwood gravelly sandy loasn '� on slopes of 6 to 15 percent. Site-specific information from our explorations is in general I� agreement with the USDA mapping. Some.areas of Alderwood soils on slopes of 15 to 30 percent may be encountered, but are not mappable at the USDA map scale. Surface runoff and erosion hazards soil characteristics of these soil types are presented in Table 4. October 10, 2005 ASSOCIATED EARTH SCIENCES,INC. II MTIId-KE05606AZ-Projectsl?0056061KEIWP Page 11 �I .Proposed Mainte12m1ce/Classroonz Building (Buildirig NJ Slibsttrface Exploratio�2,.Geologic Hazards, Renton Technical College and Preliminmy Geotechnical Engirteering Repor7 Renton, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AIVD MITIGATIONS The following discussion of potential geologic hazards is based on the geolog-ic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide or mass wasting, and erosion, including sediment transport. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these I� events are small and are usually not felt by people. However, large earthquakes do occur as evidenced by tUe 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001 6.9- ', magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicates that an earthquake of the ' magnitude between 5.5 and 6.0 is likely within a given approximate 20-year period. Generally, there are four types of potential geologic hazards associated with large seisrnic events: 1) surficial ground rupture; 2) liquefaction; 3) ground motion; and 4) seismically induced landslides. The potential for each of these hazards to adversely impact the proposed ',I project is discussed below. I 5.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub-crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial faulting or earth rupture as a result of seismic activity has been documented to date within at least 5 miles of the site. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low, and no mitigations are necessary. 5.2 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, Extrerne vibratory shaking 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 when nearly all of the weight of the soil is supported by pore pressure alone. Liquefaction can result in deforrnation of the sediment and sPttlemPnt ^f OVCI�y1L�b St!'»Ctures. ArP�s IrlO�t �»c�prl�?�� i0 �lz»Pfa,t�nr� Lnrl�iciP �1�Se 3IPac underlain by coarse silt and sand with low relative densities accompanied by a shallow water table. Qcr��or 1(1 ?nns �_ccn��,��ED�AItTN_�S�IE_NCE�s,�r_r., MT/Id-KEOS60bA?-ProjecrsL005606tKElWP Page 9 Proposed Maintenance/Classroom Building (Buildi�tg 1� Subsurface Fxploration, Geologic Hazaf'ds, Renton Technical College and Prelimi�2ary Geotechnical Engineering Repon Renton, Washington Project and Site Conditions ground surface. Where encountered during our exploration, the Vashon recessional outwash sediments extended to depths in excess of the maximum depth explored. 4.2 Hydrology No ground water/seepage was encountered in our explorations. It should be noted that fluctuations in the level of the ground water may occur due to the time of the yeaz, variations in rainfall, irrigation, on- and off-site land usage, and other factors. 4.3 Site Infiltration The Ecology Manual defines three methods for determi.ning long-term infiltration rate. The methods are identified in the following paragraphs and results, as related to the project site, are presented. Method 1 The results of grain size analyses conducted on soil samples obtained from IP-1 excavated in the vicinity of the proposed storm water facility indicate a silt content ranging between O.b and 4.7 percent. Using the United States Depart�nent of Agriculture (USDA) Textural Triangle presented as Figure 7.1 in the Ecology Manual, the texture of the samples tested is determined to be sand. Using this texture classification in conjunction with Table 7.1 in the Ecology Manual, an estimated long-term (design) infiltration rate of 2 inches per hour, which includes a correction factor (C� of 4, is considered appropriate for site soils. Method 2 The second method, Method 2, presented in the Ecology Manual, allows estimation of long- term (design) infiltration rate directly from soil gradation data. This method requires a determination of the effecti�e size of the grains comprising the soil. The effective size (D�o) is defined as the size corresponding to 1Q percent on the grain size curve. The effective size of soil within samples obtained from the site ranges from approximately 0.15 millimeter (mm) (IP-1 at 7 to 10 feet) to 0.25 mm (IP-1 at 5 to 7 feet). Using the effective size determined for samples tested and Table 7.2 presented in the Ecology Manual, the corresponding estimated long-term (design) infiltration rate for site soil ranges from 2 to 3.5 inches per hour. Method 3 , As described in Section 3.3 Infaltration 7'esting, a PIT was conducted in general conformance wi�h MPthn�l � YrPc�r�tPrl in thP F�nlna Maniial, T�iP r@ci�ltc nf thP tPgt iPrli��tPri a� infiltrarion rate of 14.6 inches per hour. Qr�nhar jn� 2!?OS A.S.SQGIA_T�n_F.ARTF7 S'l.'IF1V(.'_F.s j]Vf; MT/ld-KE056�6A1-Pinfeust20056061KEIWP PSge 7 Proposed Maintena�:ce/Classroom Building (Building N) Subsurface�Yploration, Geologic Hazards, Renton Technical College and Preliminary Geotechnical Enginee�ing Report Reraon, Washington Project cuid Site Co�tditio�zs recovered from the exploration were transported to our laboratory for further visual classification and testing, as necessary. AlI infiltration test data was recorded by hand in the field and subsequently transferred to an electronic spreadsheet to allow more accurate and consistent infiltration rate calculations. The infiltration testing results are summarized below in Table 1. The infiltration rate measured during the constant head test was equal to or slightly greater than the rate measured during the falling head test. This is typical and is reflective of the decreasing head in the pit below that maintained during the constant head test. Table 1 Summary of Infiltration Testing Results Infiltration Rate Constant Head Test Falling Head Test Test No. ��1> ��n� IP-1 14.6 12 �'� in/hr = inches per hour 3.4 Laboratory Testing In order to provide a preliminary infiltration rate estimate based on published correlation to sflil grain size, samples were submitted for mechanical grain size analysis testing in accordance with ASTM:D 1140. A sumtnary of preliminary testing results is provided below in Table 2. Table 2 Summary of Laboratory Testing Results Percent Silt Infiltration Pit Sample Depth (°k passing No. (feet) Soil Type No. 200 sieve) IP-1 0 - 5 SAND, trace silt 2.9 IP-1 5 - 7 SAND, trace siIt 2.8 IP-1 7 - 10 SAND, trace silt 4.3 October 10, 2005 ASSOCIATED EARTH SCIENCES,INC. i MT/!d-KE05606A1-Projeus120056061KE1WP Page 5 Proposed Maintenmice/Classroom Building (Building 11� Subsurface Exploralion, Geologic Hazards, Re�itan Technical College and Preliminary Geotechnical Engineering Reporl Renton, Washington Project and Site Conditions 3.0 SUBSURFACE EXPLOR.ATION Our �eld study included drilling one exploration boring, excavating one exploration pit, performing infiltration testing, and conducting a geologic and geologic hazard reconnaissance to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment rypes in the field. If changes occurred between sample intervals, they were interpreted. Our explorations were approximately located in the field by estimation from known site features shown on the site plan provided to us. The conclusions and recommendations presented in this report are based on subsurface conditions revealed in the exploration boring and exploration pit completed for this study. The number, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions 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. 3.1 Exploration Boring The exploration boring was completed by advancing a 33/s-inch, inside-diameter, hollow-stem auger with a track-mounted drill rig. During the drilling process, samples were obtained at generally 2.5- or 5.0-foot-depth intervals. The boring was continuously observed and logged by a geotechnical engineer from our firm. The exploration log presented in the Appendix is based on the field log, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch, outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the reiative c�nsis+_ency of cc►hesive seils; these val»Ps arP p1_otted on the attached boring log. OctQ�+er 10, 2MJ5 � ASSOCIATED EARTFI.sCIFN.rES, INC. MT/!d-KE05606A?-Projeus120056061KBlWP P3ge 3 Proposed Maintenance/Classroom Building (Building 1� Sctbstcrfnce�rploratio�t, Geologic Hazards, Rento�i Technical College a�ul Preliminary Geotecl�nical Engineering Repart Renton, Waslzington Project c�nd Site Coliditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards, and preliminary geotechnical engineering study for the proposed Maintenance/Classroom Building (Building N) within the Renton Technical College campus located at 3000 NE 4`'' Street, Renton, Washington. The general location of the site is depicted on the Vicinity Map, Figure 1. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 2: Our recommendations are preliminary in that site grading, structural plans, and construction methods have not been finalized at the time of this report. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. , 1.1 Pu ose and Sco e I rP The purpose of this study was to provide subsurface data to be utilized in the prelirninary 'i design and development of the subject project. Our study included a review of available �, geologic literature, excavating an exploration pit, drilling an exploration boring, and I performing geologic studies to assess the type, thickness, distribution, and physical properties �i of the subsurface sediments and shallow ground water conditions. Infiltration testing was ', conducted within the exploration pit. Geologic hazard evaluations and geotechnical �, engineering studies were also conducted to determine suitable geologic hazard mitigation � I tech.niques, the type of suitable foundation, allowable foundation soil bearing presswes, ' anticipated settlements, temporary slope/shoring recommendations, basemendretaining wall lateral pressures, floor support recommendations, and drainage considerations. This report , summarizes our current f eldwork and offers hazard mitigation, development, and infiltration ' recommendations based on our present understanding of the project. 1.2 Authorization Authorization to proceed with this study was granted by Ms. Sally MacGregor of S.M. Stemper Architects, PLLC. Our study was accomplished in general accordance with our proposal letter dated August 25, 2005. This report has been prepared for the exclusive use of Renton Technical College, S.M. Stemper Architects, PLLC, 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 e�gineeri��g g�alogY p:��:c�s in effe�t in this ar�� at 1�e ti.*ne eu: r�port v:�� gr�gared. I�1� other warranty, express or implied, is made. It must be understood that no recommendations Qctob�r 10, 2G'OS AScnCltl.TED Fr1R_TH SCIEN.CE•S, �lvr�, MT/!d-KE05606A3-Projects12f1056061KE1WP P3g0 1 A�ssociated Earth Sciences, Inc. . � � � � ' � ` October 10, 2005 Project No. KE05606A , � _ - _ Renton Technical Co�lege � _ c/o S.M. Stemper Architects, PLLC 4000 Delridge Way�SW, Suite 200 . Seattle, Washington 98106 Attention: Ms. Sally MacGregor � . "Subject: Subsurface Exploration, Geologic Hazards; and Preliminary Geotechnical Engineering Report " Proposed Maintenance/Classroom Building (Building 1� � Renton Technical College , _ - 3000 NE 4'� Street Renton, �Vashi.ngton Dear Ms. MacGregor: � .We are pleased to present the enclosed copies of the above-referenced report. This report summarizes tlie results of our subsurface exploration, geologic hazards, and preliminary � � geotechnical engineering study and offers recommendations for the preliminary design and development of the proposed project. Our recommendations are preliminary in that site grading, structural plans, and construction rriethods have not been finalized at the time of this I report. � � _ i We have enjoyed. working with you on this study and are confident that the recommendations . � presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of addirional help to you, please do not hesitate to call. � � Sincerely, ' ASSOCIATED EARTH SCIENCES,�INC. � � j Kirkland, Washington _ ; � , . . . I Kurt D. Merriman, P.E. - Principal Engineer � � - _ KDMAd-KFA5606A2-Projeas120056D61KE\WP , • 9 I I RRh Avenue,Suite 100• IGrkiand..`NA 98Q33 •Phone 425 827-7701 •Fax 425 827-5424 - �1'u E;� /�E-Ctf�'�]0 . / - '7�9' Q CYl tYrli�i.'}� � 9� l /�0.O!2 IS7O,C43.7 ' � ` ' � . / � � GiQ�]!L7 � /�C C!;�ti:`�_3 �� f � �� / -� � , � � � / � `\ \ / _`_''�� ,N� / ' .� ,\-E� f aKp/OHZ i �� i � .,�x i E� G mF � � � f � � . / 1 �Gp �p�C�j r � � ,i / V`1 � � �� {�' �s� � � � i � � t � � i i vlts�r � � �` r�a\ � i � �' �� aumos ' � � � /y,� � �,.�P�°Y �F+�°ri��t�� f t� � / ``�� Y�N°� �WN � � � . . /a�r�c.�o�fisua � ��y,. e.-mct � �� r G / I /- � �` -� ► � _�--- _ -�� e �:� � c� � rr� � -�--,� � `-�� \� ' � � PRQ)`CI �LQ {4TION � � � � , � `. � � �g �OF EXP`O TfC3N�,Q�ING � ,v-.,�/-IO �i y� ' � � � ` � �� —y}y ¢ �cca �— � . 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Ya�s� � I � ---�«-- �,�„°5�� AF,.�pXtMAj �OCA ION��` �� c��.,��`�`�-�; ' a � y -dN P . � �;�;�'�� ;_ ''�� t � .� - , . � ucP � � �`.� �� `��,,,�-�`;�\� + a � �� , �� . . � A°"`T me�,uzs � � `'� -.�3� �.��. 1� rar av c nwou0-wx mur � o�.aua �� . . . pi � F�-79.7 � � � ar�sac� / $ � �m m g°^�m�° `p �. ��\��````;\ � 1�! � / � m� 1 � � �.:�'fueo.axa � � �nc�nvrenom �� \��`��\, �� ` \ . r m� -`y�un �e+ec� ------ — — -- � �` �`�`�` ` i_ � � E r,r-t�}M2R /�� ,� � �� mysx� \ �(� \ \ � � � �� . . , . k � '� � 6�� ; "�i— . I �. ,r �, c zc �o m Reference: PACE � ,�Y,��,� � �.��w� `'\ I �` fEEr r--UGP\` � c c 0 5 Associated Earth Sciences, Inc. SITE AlVD EXPLORATI4N PL�N F'�uR� 2 o �` o � � � � � PR4PC�SED M4!NTE�!?NCE AND CL.4��RGOF"BL'lLD�NG j ca,r� �0�05 � � RENTON, WASHINGTON ' � I PROJECT NO. KE05606A 1 Associated Earth Sciences, Inc. G@O�O ic & Monitorin Well Construction Lo � � � � � Project umber Well Num er Sheet KE05606A EB-1 1 of 1 Project Name Renton Technical College Location Renton, WA Elevation(Top of Well Casing) Surface Elevation(ft) Water Level Elevation Date Start/Finish Al1�/flF q/1:�1f1� DrillinglEquipment DaVI@5 DfIIII�C� Hole Diameter(in) � Hammer Weight/Drop 140#/30" L m V O 9 �� W �� 7` � WELL CONSTRUCTION T 0° ��' DESCRIPTION Surface Monument 15 Fill 14 Moist,dark brown to light brown,silty SAND,roothairs. Cement 14 -------- --------------------- Outwash Bentonite 5 � Moist,gray,fine SAND/coarse SAND,stratified. tz 12 �� Well Screen 7 Moist,gray,fine SAND/coarse SAND,stratified. a 19 15 ' � y Moist,gray,fine SAND/coarse SAND,strat�ed. tz t5 Zp End Cap � Moist,gray,fine SAND/coarse SAND,stratified. 24 30 Boring terminated at 21.5 feet on 9l13/05 No ground water. 25 30 � 35 � 0 c� c� z � 0 m � a ��' Sampler Type(S17_ m 2"OD Split Sp�an Sa�pler(SPT) Q No R�:.avery ti1 - Arioisture Logged by: iviT � m 3"OD Split Spoon Sampler(D 8 M) � Ring Sample � Water Level p Approved by: , � e Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling(ATD) LOG OF INFILTRATION PIT NO. IP-1 � � This log is part of the report prepared by Associated Earth Sciences, Inc.(AESI)for the named p,roject and should be II� � read together with that repor�for complete interpretation.This summary applies only to the location of this trench at the � time of excavation.Subsurface condifions may change at this location with the passage of time.The data presented are p a simplfication of actual conditions encountered. DESCRIPTION I� ______ 2 1/2"to 3"Asphalt Concrete on surface over 1"thick Fine Crushed Gravel _ � ' Oufinrash 1 2 Medium dense, damp, light brown, silty fine SAND, slight stratification. 3 ----------------------------------------------------- 4 Medium dense, damp, light brown, fine to medium SAND, slight stratification. 5 6 � Medium dense, moist�li ht brown, sil fne SAIVD. -------- -- �— — —�--------------------------------' 8 Medium dense, damp, light brown, fine to medium SAND, slight stratification. 9 10 Bottom of exploration pit at depth 10 feet 11 No ground watedseepage. No caving. 12 13 14 15 16 17 � 18 19 � 0 0 � Renton Technical College MaintenancelClassroom Building B o Renton, WA � d Associated Earth Scie��es, Ii�C. Project No. KE05606A � Logged by: MT �� Approved by: � 9/26/05 U Y