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Home My WebLink About03405 - Technical Information Report HONEYDEW SCNOOL TECHNICAL INFORMATION REPORT JUNE,2007 JOB N0:246-014-005 Prepared for I' GASAWAY ARCH ITECTS PO BOX 4158 Fe de ra l Way. WA 98063 Submitted by ESM Consutting Engineers. LLC 33915 1�Way South. Suite 200 Federal Way, WA 98003 253.838.6113 tel 253.838.7104 fax �� - � � 1 v! t- www.esmcivil.com . ; . 2�07 ,-�� ,�r r-.. ,. 3y o5 TECHNICAL INFORMATION REPORT FOR Honeydew School Prepared for. Gasaway Architects PO Box 4158 Federal Way, WA 98063 Prepared by: ESM Consuiting Engineers I 339151�Way South, Suite 200 Federal Way, WA 98003 .tr��.�'�� . �,�oF t�xis,��o� . � � ; Q ��s� � �oivati �6/� � �s �0. 16! June, 2007 Job No. 1263-014-006 TABLE OF CONTENTS 1. Project Overview............................m......_......_.................................................................................................. 4-11 Fgure 1 TIR Worksheet Figure 2 Site Location 2. Conditions and Requirements Summary_............_......._...._.__._._........_._._.......__......_ 11-12 3. Off-Site Analysis..........._.._...._._...._.._..........._..._._..........._..............._.............................._._._...._._._..._.... 13-16 Task 1 Study Area Definition and maps Task 2 Resource Review Task 3 Feld Inspection Task 4 Drainage System Description and Problem Description Task 5 Mitigation of Existing or Potential Problems 4. Row Control and Water Quality Facility Analysis and Design................_._._ 17 Part A Existing Site Hydrology 5. Conveyance System Analysis and Design._._......................._..._._._._._.._._..............._._ 18-24 6. CSWPPP Analysis and Design..._.............._._...._........._.._._.........._._..._......._._.._............._......_ 25 6. Special Reports and Studies_._.__..._...._._...._._..._._....._...._..........__..__._...._._._..._._......_._ 25 7. Other Permits....._.................._....._._._._.._._....._._._._._._................_...._...._._.__._....._...._............._........... 25 9. Bond Quantities, Facility Summaries and Declaration of Covenant_..... 25 Bond Quantities Worksheet 10. Operations and Maintenance............................................................_......._..........._._._......_...._._.. 25 Appendices AppendicesA ........................................................_..............................................................................Soils Report 1. Project Overview , The scope of the project is to update the existing Honeydew Elementary School, portable buildings, parking areas, school bus drop off/pick-up areas and some play equipment areas. The existing site's address is 800 Union Avenue NE in Renton, Washington. The site is generally at the corner of Union Avenue NE and NE 8th Street on two tax parcels, 1023059007 and 1023059121, Section 10, Township 23 North, Range 5 East WM I The site generally slopes from north to south with all slopes under 5%. The site is in the overall Lower Cedar River/Lake Washington drainage basin, and is tributary to the Maplewood Creek basin. There are generally three on-site drainage subbasins on the site with all combining at or before NE 5th Street and Union Avenue NE. Portions of the west section of the site along with the building drains to Union Ave NE and drains south in this street The middle of the site drains south � across NE 8th St and down a private drive and backyards over to Vashon Ave. NE. 'i The rest of the site drains to NE 8th St and south in a closed system though a subdivision and into a wetland area about a block south of the site. This is where it connects with the middle subbasin. They both continue south in a wetland corridor connecting with the first subbasin at the intersection with Union Ave. NE. about 1,500 feet south of the site. (See downstream analysis section and overall basin map). The underlying soils are generally AgC or Alderwood gravelly sandy loan, or a "C" j SCS Hydrologic Soil Group, or a 'Till" KCRTS Soil Group. Also see the geotechnical I report and its test pit information. , The project's two parcels contain about 11.94 acres. The existing site is covered , with about 178,676 s.f. or 4.1 acres of impervious surfaces which includes the main building which covers about 1.24 acres. This equals about 34% of the site is covered with impenrious surfaces. , The proposed improvements will actually reduce the amount of impervious surface I on the site. The final area covered with impervious surfaces will be about 169,460 s.f. or 3.89 acres, or a reduction of about 0.21 acres. This would reduce the on-site impervious surface cover by about 9,216 s.f. or 0.2116 acres or about 32.6% of the overall site. Additionally, the proposal will replace about 20,000 s.f. (0.46 acres) of impervious pavement with new penrious pavement which will further reduce the amount of impervious surfaces on the site down to about 29% of the site. This project also proposes to improve the existing frontage road, NE 8th Street There is about 1,360 s.f of existing impenrious surface which will be converted to grass areas and about 6,850 s.f. which will be converted to impervious from a grass surface. 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner Renton School District Project Name Honeydew School Improvements Phone 425-204-2300 DDES Permit# Address 300 SW 7TH ST Location Township 23 N. Renton,WA 98005 Range 5 E. Project Engineer Steve Kelly Section �o Company ESM Consufting Engineers Site Address 8�Union Ave. NE Phone 253-838-6113 Renton,WA 98005 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ❑ Landuse Services ❑ DFW HPA ❑ Shoreline Subdivison / Short Subd. / UPD ❑ COE 404 Management ❑ Building Services ❑ DOE Dam Safety � Structural M/F/Commerical / SFR RockeryNaulU ❑ Clearing and Grading ❑ FEMA Floodplain ❑ ESA Section 7 0 Right-of-Way Use ❑ COE Wetlands 0 Other�rading, New pavement,concrete,etc � Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted / Type (circle one): Ful / Modified / (circle): Large Site Small Site Date (include revision 1/07 Date (include revision 6-07 dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of A roval: 3005 Surface VJater Design Manual 1/1/0� 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : City of Renton Special District Overlays: Drainage Basin: Maplewood Creek Basin/Lower Cedar River/Lake Washington Stormwater Requirements: None Proposed, Reducing Some Existing Impervious Surfaces Part 9 ONSITE AND ADJACENT SENSITlVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard � Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ Part 10 SOILS Soil Type Slopes Erosion Pote�tial AgC Alderwood 0-5% Medium ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2005 Surface Water Design Manual l/1/05 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS � REFERENCE LIMITATION /SITE CONSTRAINT ❑ Core 2—Offsite Analvsis None ❑ Sensitive/Critical Areas None ❑ SEPA ❑ Other D ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet er Threshold Dischar e Area Threshold Discharge Area: name or descri tion Maplewood Creek � Core Requirements(all 8 apply) Dischar e at Natural Location Number of Natural Dischar e Locations: Three Offsite Analysis Level: �/ 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number None/Existing incl. facilit summa sheet Small Site BMPs Conveyance System Spill containment located at: Swales Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: rivate / Public en on c oo is ric If Private, Maintenance Lo Re uired: Yes /No Financial Guarantees and Provided: Yes / No Liabilit Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog {include facility summary sheet) or Exemption No. None/Existing Landsca e Mana ement Plan: Yes / o S ecial Re uirements as a licable Area Specific Drainage Type: CDA/SDO/MDP/ BP/LMP/Shared Fac./None Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: one Source Control Describe landuse: None (comm./industrial landuse) Describe any structural controls: 2005 Surface Water Design Manual 1/1/OS 3 i KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Controi High-use Site: Yes No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Draina e Structures Describe: � Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Clearing Limits � Stabilize Exposed Surfaces ❑ Cover Measures ❑ Remove and Restore Temporary ESC Facilities � Perimeter Protection � Clean and Remove All Silt and Debris Ensure ❑ Traffic Area Stabilization Operation of Permanent Facilities ❑ Sediment Retention ❑ Flag Limits of SAO and open space preservation areas ❑ Surface Water Control ❑ pther ❑ Dust Control , � Construction Se uence Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facilit Summa and Sketch Flow Control T e/Descri tion Water Qualit T e/Descri tion ❑ Detention ❑ Biofiltration ❑ Infiltration ❑ Wetpool ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control ❑ Small Site BMPs ❑ Spill Control ❑ Other None ❑ Small Site BMPs � Other Swales 2005 Surface Water Design Manual 1/1/OS 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant � Rockery>4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. 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Flow Control and Water Qualitv Facilitv Analvsis and Desictn ; � No flow control or water quality facilities are proposed. The following is the estimated flow from each of the drainage basin on the site, see On-Site Drainage � Basin Map. � Existinq discharqe flows ', Basin BASiN A BAS1N B BAS1N C BASIN D BAS1N E TOTAL � (CFS} {CFS) �CFS} (CFS ) (CFS} (CFS) 2-year 0.059 0.502 0.326 0.268 0.257 1.412 10-year 0.071 0.604 0.394 0.499 0.332 1.900 25-year 0.082 0.709 0.475 0.617 0.388 2.271 � 100-year` 0.142 0.993 0.637 1.15 0.677 3.599 Basin A: ' Flow Frequency Analysis ! Time Series File:eba.tsf Project Location:Sea-Tac ---P.nnual Peak Flow Rates--- -----Flow Frequenc;r Aralysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.067 5 2/09/O1 2:00 0.142 1 100.00 0.990 0.050 7 1/OS/02 16:00 0.082 2 25.00 0.960 � 0.082 2 2/27/03 7:00 0.071 3 10.00 0.900 i 0.048 8 6/26/04 2:00 0.069 4 5.00 0.800 0.059 6 10/26/04 16:00 0.067 5 3.04 0.66? 0.071 3 1/18/06 16:00 0.059 6 2.00 0.500 0.069 4 10/26/06 0:00 0.050 7 1.30 0.231 0.142 1 1/09/08 6:00 0.048 8 1.10 0.091 Computed Peaks 0.122 50.00 0.980 Basin B: Flow Frequency Anal}�sis Time Series File:ebb.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates-- -----Flow .requeacy Analysis------ Flow Rate Rank Time of Peak - - Feaks - - Rank Retura Prob (CFS) (CFS) Period 0.502 6 2/09/O1 2:00 0.993 1 100.00 0.990 0.429 8 1/OS/02 16:00 0.709 2 25.00 0_960 0.604 3 12/08/02 18:00 0.604 3 10.00 0.900 0.487 7 8/26/04 2:00 0.581 4 5.00 0.800 0.581 4 10/28/04 16:00 0.535 5 3.00 0.667 0.535 5 1/18/06 16:00 0.502 6 2.00 0.500 0.709 2 10/26/06 0:00 0.487 7 1.30 0.231 0.993 1 1/09/OB 6:00 0.429 8 1.10 0.091 Computed Peaks 0.898 50.00 0.960 Basin C: Flow Frequency Analysis Time Series File:ebc.tsf iProject Location:Sea-Tac i ---Annual Peak Flow Rates--- ----Flow Frequency Fnalysis----- ' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Frob (CFS) (CFS) Period 0.325 7 2/09/O1 2:00 0.637 1 100.00 0.990 I 0_283 8 1/OS/02 16:00 0.475 2 25.00 0.960 j 0.394 3 12/08/02 18:00 0.394 3 10.00 0.900 17 �� ....,..�. ...,.» ��.a. Yffr q ° _ � � � �--� �- � . . ..... .e. �. � o,..... , ..... � o � $� _ �.� .-��a: • � � `� � 0 .o�� ;- oc .� . , �-. , �', �-- � z -�� Bas� n � � ,� u, _ � . , .ai.v e O � ._:�. �= o v m � � . � _� i J � � � � i � � � � � . ; o �..� g = W � � ` i B � � . .�rra:° U � � s' � � � r...�„ l ..�. }. �.� p z � (� 1 �` ' � �-- ' - O z 0 � �- � Bas� n D � � � � r w O ; '�^=—H . � "I � I � � _ c> � ,� ...� � � � � _ ;� B a S I n G--n � � .�.� �<<: .� --.� � �:.�:r a: �:' ..o.. � � �w, u<<, ..,,~�a. ..:~,�w. ".��a� _ ^� o � ::��. }� °°� � S�.s�wn HO �� un/ms �i M � '. . �� M �� i!vr� ' �' i.as�t�• •ns n ; v w� : °=.i.�rar<<� �� .; .:: : . ..:. .. .._.... .c.�s�f o�t : s p t�M�l �/O�� _ .�� -:� ::. ,.. _. , Gti� ywov � � r�Y 'y�� S.YY P�T[ "tl�1 ii 146 � �`.4._,: [�ss!e�[ ��f e�• ��stp 4 eI• <•�e K A f S w• �e^-��.. <�fT�f o�i( �+Yf�!O�3 � +s.�f w[f �e o V .�r a.. V � oa f� v es mm�� !P i� J � m N� V � m��o n < < �n L � <��f>t r�i�r�i P� E I y � _.�� c a i � � I � _ '< on W ; � a o � u � W � �'� n vv O r>wr Z OmU JJ ] � � N �I � � � Z m Q u r"w'. .. W N M � ' o �� o i O da im..#.neivas ` ` Z 7� P� ^ o ' BASIN AREA € ACRES ; IMPERVIOUS SURFACE GRASS AREAS — �,Q ;,� � BASIN A ; 19,974 SF j 0.4585 ACRES ; 7,462 SF � 12,512 SF � 33 � N� o � = BASIN B 100 598 SF � 2 3094 ACRES � 83,902 SF : 16 696 SF � W 3 = o 0 ' BASIN C 61,280 SF � 1 .4068 ACRES ? 56 625 SF _ 4,655 SF o � m •� Ja a B A S I N D 23 6 9 8 3 S F = 5 4 4 0 4 A C R E S � 0 S F 2 3 6 9 8 3 S F " �LL �, o � � N� _L�ASIN E 101 .644 SF � 2.3334 ACRES � 30,687 SF __ : 70 957 SF � ; � � �0 178,676 SF __ 341 ,503 SF � ; .�Y � � ; � 4.1018 ACRES " 3 � � + " 7.8398 ACRES : P; � Z W� o �� ! � � -a Z ; o ' _-- o �a' o � a 5. Convevance Swstem Analvsis and Desiqn Convevance Analvsis The discharge from the site will generally stay the same as the existing conditions. Drainage Basin A and B will continue flowing to Union St The parking area in Basin B will continue flowing overland to the new swale, then to a new CB in the street and into the existing conveyance system to Union Street Drainage Basin C will continue to flow south, first to a new swale and then into the new conveyance system along NE 8th Street Part of this basin will also incorporate penrious pavement Originally the flows went down a driveway or Vashon PI. NE. The new system will collect flows along the north side of NE 8th Street and direct it in a new conveyance system to an existing CB in Vashon PI. NE about 100 feet south of NE 8th Street The flows from this sub-basin had originally merged in Vashon PI. NE. This layout will eliminate flows down the private driveway. Basin D and E will not be changed. The conveyance system for Basin C (the basin where there is changes) includes 8" onsite lines and 8"-12" lines off-site. Since most of the system is shallow, ductile iron pipe will be used. Using an 8" ductile iron pipe with a minimum slope of 0.5% allows about 0.93 cfs to flow though it Using a 12" ductile iron pipe with a minimum slope of 0.5% allows about 2.73 cfs to flow though it (See FlowMaster Printouts). The maximum flow off Basin C under a 100 year event (per KCRTS) is 0.637 cfs, which will easily flow though this system. zo 8" Ductile Pipe Project Description '�� ;" <.�. g '��` ` � .�T�F Friction Method Manning Formula . . Solve For Discharge Input Data ;_ �� -; . � �� _ . _ _k. _. .. _ _=v,�..,�:_...� _.o�_. __ . ...._,_ .,,...: _ __ ' �-�. : , � Roughness Coefficient 0.012 ' Channel Slope 0.00500 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft _-�,� - ReSUI�S � ..,.,.. .,. , _ _ _ , ,�z� . .. .. . . .. .... . _. . . _ . < .. _ Discharge 0.93 ft'/s Flow Area 0.35 ft' Wetted Perimeter 2-10 ft Top Width 0.00 ft Critical Depth 0.46 ft Percent Full 100.0 % Critical Slope 0.00757 ft/ft Velocity 2.65 ft/s Velocity Head 0.11 ft Specific Energy 0.78 ft Froude Number 0.00 Maximum Discharge 1.00 ft'/s Discharge Full 0.93 ft'/s Slope Full 0.00500 ft/ft Flow Type SubCritical � �� - r GVF Input Data o� �� . . _. ne„ ,.� , _._ �. . ,,,� �,._ . �. -�. ,>_�._ , _ _ �...� _ _. ,. � Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 , , , GYF�ttf��Data � � ; x, . > .1-. .�.., e..,.. , w._.,�. ..., ,., . t.. . , . ..... .,:. ..,. - - Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 °/, Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ftls Upstream Velocity Infinity ff!s Bentley Systems,Inc. HaesUd Methods Solution Center Bentley FlowMaster [08.01.066.00] 61612007 1123:34 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +��203-755-1666 Page 1 of 2 8" Ductile Pipe � � ... < : . �. , GVF Oi�tput Da�a�`� � = �� - Normal Depth 0.67 ft Critical Depth 0.46 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00757 f�/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 616l2007 11:23:34 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +�_y03-755-1666 Page 2 of 2 12" Ductile Pipe . � � Project Descr►p�on �� r _ Y ' _,�, " U�. � , b � .�;�N " �. � . , ,x z�� < ,� � ' _ � � .... � . ..._ �. .. _ . . __. . _� �€��.��`t'��_, �3,_ _��: �t.�.#�.,��.. k Friction Method Manning Formula Solve For Discharge r E _ �� In� � .�, � ,_ .� � . < <� �> ut Data _..,. ,. . . .., . . ... .. _.. _ � ...:��,,£.y...' . . :�� . � . _€ .,. _. Roughness Coefficient 0.012 Channel Slope 0.00500 ft/ft Normal Depth 1.00 ft Diameter 1.00 ft ;F a3�s - �r�.€ t � "' ��3 i}a� sr��z-� , , -_ _. Resuits ' ' � � �� ,� .�� , ' � ; � , . �_:��.,.�s.�� __�� _ _ . , _, _r_, _..'�. - �� _�: ..,.. _... ,. ..R,.� Discharge 2.73 ft/s Ftow Area 0.79 ft2 Wetted Perimeter 3.14 f� Top Width 0.00 ft � Critical Depth 0.71 ft Percent Fuli 100.0 °/, Critical Slope 0.00692 ft/ft Velocity 3.4� ft/s Velocity Head 0•�9 ft I SpecificEnergy 1•19 ft Froude Number 0.00 Maximum Discharge 2.94 ft'/s Discharge Full 2.73 ft'/s Slope Full 0.00500 ft/ft Flow Type SubCritical GV� Input Data , . .. . - ,. � �,_,_ . �.� � , _, _ , , ., Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 _ . ; � GVF Ou#put�Data ,: - �.,- � _ �. , ; ' ,�,. = ,..,. � ._ : � .._ _ �� ". � _. ��: �. _n_ .,... ,€�.� _... ..._ � _.. _,. _ �: Upstream Depth 0.00 ft Profile Description Profile Headloss �•� ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s BenUey Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 675/2007 10:54:32 AM 27 Siemons Company Drive Suke 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 12" Ductile Pipe �V��Output�Data � � �� _ __ _ � ,��, Normal Depth 1.00 ft Critical Depth 0�7� ft Channel Slope 0.00500 ft/ft Critical Slope 0.00692 fVft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.07.066.00] 6/5/2007 10:54:32 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 2. ANALYSIS OF THE 100-YEAR FLOOD The 100-year flood plain does not exist within the project site boundaries 3. AESTHETIC CONSIDERATIONS FOR FACILITES The new facilities will be landscaped to maintain a more aesthetic appearance. 6. CSWPPP Anafvsis and Desiqn ESC Plan — Analvsis and Desiqn There will be minimal disturbance to the site so no sediment trap is proposed. Only sediment fencing along the south boundary is proposed. Sediment filters are proposed on any catch basin that needs it 7. SPECIAL REPORTS AND STUDIES See Appendix A for the Soils Report by AESI. 8. Other Permits No other permits are attached.. 7. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANTS ... Bond quantities will be developed later in the process. Covenants, dedications, and easements if required will be provided prior to completion. 8. Operations and Maintenance 25 a � X Q � � Z �C a N a 'o a cn , , .___ _.. . ___.__ _. __ _:_._. _ �.._ x � ��- _ ^`��'z a,�;a. k;.` t � � `" I , _ . .. �.�-Y. Geotechnical �ngineering Associated Earth Sciences, TI1C. � ��"�,2�` �e��safJe�Jce � ��:�� . �� ` Subsurface Exploration, Geologic Hazard, and ' Prelim.inary Geotechnical Engineering Report Water Resources , ; .. �; �-�; PROPUSED IMPROVEMENTS TO ~' ' ' I-�ONEYDEW ELEMENTARY SCHOOL �,. �. � y '� 4;, ._ Renton, Washington _� :� � Environmental Assessments and Prepared for Remediation � Renton School District �'�� ,� ` f Project No. KE05164A �. - August 1, 2006 � _ Sustainable Development Services :; � :� - �;: � Geologic Assessments Assvciated ��r.rth Sciences, Inc. � � � � � � � � �� z��f�� Augusc l, 2flo6 , Praject No. KE05164A , _ Rentan School District ' i220 North 4`�Street Renton, Washington 98055 �I ,' ..= _ , _ I At�ention: IVIr. Rick Stracke ' Snbject: ' Subsurface Explaration, Geologic Hazard, and `� ; II - ' 1'reliminary Geotechnical Engineering Report li Proposed Impravements to Haneydew Elementary Scho41 I 800 Union Avenue NE I Renton, t�ashingtan I 33ear Mr. Stracke: I - ; � ' ;;: , We ar� pleased to present three e�opies c�f`the referenced repart. This report suuamarizes the results of our subsurface explora�ian, gealagic hazard, and prelirninary geatechnieal engineering study and affers preliminary reeommendations f4r design. Present pIans �all for an imgrovement to the schaol. At tbe tizne this repc�rt was prepared, no de�z�ite site development pIans were available for fhe prr�ject, and therefore our recommendations are prelirninary. flnce development �lans became available, they should' be submitted to our flffice, and the conctusians and recommendations cantained in this report shauld be xeviewed and modified, or verified, as necessary. We have enjoyed u�orking with you on this study and are canfident that the recommendations = pr�sented in this report wili aid in the successful cors�pletion of your �roject_ ,If you should have any qaestians or if we can be of additional help to you, please do not hesitate to call. Si,.cerelyl, ' ' ' ' ,�,.SSCI�CIATED EARTH SCIENCES, Il�'C. Kirkland, Washingtan _ , _ ;, Kurt D. Merriman, P.E. : ` ` Principal En�ineer cc: Calvin Gasavuay, Greene Gasau�ay Ar�hitects, PLL,C P.(�. �3ox 4158, Fedezal Way, Washstgton 98(763 KDR4lid-kED5164A3-Projects120Q5�}1Gd�KElWP � i : I:'� I Kirki<-end C)f'tic;�•911 f`�fth Aventte,Suite 1(34�fr�irkland,t'�/.�. 98Q33•P�{4?�)S�'-T�'Ol�F�(425}827-�424 - Ev�a 4ffic:.•291'11l2 He4vittA�ue,Suite 2+E��mtt,��:i1 982�I=P f{425)2��1-0�L�•F 1(4�5)252-3408 � � ;�;�.�. . � �VVi't4.3�pn.CQI77 � � '- ,.' . �� D-'� . ;�:�<��`�' _ " - _ i. €� ' . :F� � ,.r,� . .. � . . � ��' . . . .. �.. ' . . . � ' . A .. . ' _ . . .. . � . . . SUBSURFACE EXPLORATION, GEOLOGI+C HAZARI�, AND PRELI�ViINARY GEQTECHNICAL ENGINEER�[1�TG REPORT PROPOSED I��Rl7VEMEltiTTS TO H�NEYDEW ELEIVI�NTAR.Y �CHOOL Renton, Washington = ; ,; ; Prepared for: Reuton Sci�aal District 1220 North 4`''Street ' � Renton, Washington 9$O55 - '� �;_ � ,; � Prepared by: � Associated Earth Sciences, Inc. 911 5�' Avenue, Suite 1� Kirkland, Washingtvn 98033 (425) 827-7701 Fax: (42�) 827-5424 August 1,2006 Project 1�'0. KE05164A £; _ , ;< .. ;. : ; . . - ,r . , : � - : ,� . ,. , ,: .:-r_�.__.. :: .., r_.,._.. _._.. . ...: ,_�..��_�..��:_. �.v....�'�..�...._,�-��,..�_�.,:. p Proposed Improveinents ta Subsurface�xplorcuion, Gealogic Hazctrd, anil Hone��dew Elementar}=School Preliminary Geotechnict�l Engineering Report �:enron, ti3�ashUigron ProjecCand Site Conditions - £ , II. PROJECT AND SITE CO�tDITIONS # _ ' 1.0 'INTRODUCTION ' This report presents the results of our subsurface expioratian, geologic hazard, and preliminary geotechnicaI engineering rep4rt for the proposed improvements at Honeyc�ew; Eleme�tary - S�hoal. The site location is depictetl on�igure 1, Vicinity Map. The apgroximate locations of the exploration� accomplished for this stuciy are presented bn the Site and Exploration Plan, Figure 2. At the tune this report was prepared, na de�nite site development ptans were available for the project, and therefore our recommendatians are preliminary. Once � development plans beeome available, they should be submitted to aur office, and the I eonclusions and recommendations contained in this repvrt should be reviewed'and modified, or verified; as necessary. 1.1 Purpose and Scope The purpose of this study was to provide sballow subsurface data to be utilized in preparation of our preliminary recomznendatians for surface water in�iltration, pavement design, and foundation bearing capacity for the proposed imgrovements to Hone}�de�v Elementary Schafl�. Our study inciuded campletion of explorations in the vicinity of the existing schaol. Qur recommendations are preliminary in that:prt�ject plans aze still under development at the time of our exploratzon and prep�ration 4f this report. Our study included a review of selected geoloaic literature, exploration pit excavatzons, zn�iitration testing, and perfarming geoIogic studies to assess the type, thickness, distributian, and physical properties of the subsurface se�iments and shallow ground water. Ttus report summarizes our current f`ieldw�rk�nd offers development recommenciations based an our present understandin� of the project. We re�ammend that v�e ]�e aIlowed 'to r�view ihe finalized prt�ject plans prior to construction to uerify that our �reliminarv geotechuical engine�ring recommendations I�a�Te been correctly inierpzeced �nd incorporated into the design. Additional exploration or :design ,, modifications/review may be required to finalize prQje�t documentazian. 1.2 Autharization ' Authorizatian ta proceed with:this study was granted by �reene Gasaway Archit�cts, PLLC'. Our study was accomplished in gen�ral accardance ��vith aur proposal dated April 2I, 2005. � This report has been prepared for the e�clusive use af the Renton School Dis#rict, Greene Gasaway Architects, �'LLC, and the'u agents for specific application to this project. Within the limitatiozts of access, scope, schedule, and budget, ouF services have been perfarmed in accorciance with generally accepted geotechnical practzces in effec[ in this area at the time our - report was prepared. No other warranty, express or implied, is made. Augttst 1, 2fIG5 AS5flC1ATED Er1KTH S�IER'G'ES,INC. SKI,Qd-KEOSIN:43-P.rojacts4iA7:Q164�XEt1i�T �ag� 1 ,.� '� � .�.� Proposed Improvements ra Subswface Explaratron, Gealogic Hazard, and ;:, Honeydew Elementary School Pretiminary Geolectvricaf Engineeri�ig Report Reruo�:, Washingtan Project antl Site Conditiores ,� � R �_.� 2.0 PR4JECT AND SITE DESCRIPTION Tlie proposed school improvement graject is located at 800 Union Avenue NE' in Renton, F Washington. The site is currently occupied by Honeydew Elemeniary School and paved ti:i parl:ing areas towards the west side af the site. The east gortion of the site is occupied by a ,, � _ pla}rfieid. The site is surrounded by roads to the west, soutY�, and east; to the north are develaped properties and a forested area. The site tapograghy is relatively flat. ` 3.0 SUBSURFACE EXPLORATION , ; Ouz fieid study 'rncluded excavation of 11 explorarion pits to gain subsurface informadon abont � ,q x, :: the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploratian pit logs presented in the Appendix. The ',�. � depths indicated on the lags where conditions changed may represent gradational variations ' < between sediment types. Our exploration pits were appraximately located in the field relative ta known site features shown on the previously referenced site plan. ,;r - r�� The conclusions and recommendations presented in this report are based on the exploration pits - I ° campleted for this study. The number, locations, and depths af the exploratian pits were ! � completed arithin site and budgetary �onstraints. Because of the nature af exploratory work g below jround, extrapaiation of subsurface conditions between field explorations is necessary. _ It shouid be noted that differing subsurface conditians are sometimes present due to the randam ` natu.re of deposition and the alteration of topography by past grading and/or filling. The nature - ; j and extent of any variations bet��een the field explorations may not become fully evident untii - }>; construction. If variatians are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropziate changes. �, , ` ' ` The exploration pits were �ompleted using a rubber-tired backhoe. During the excavation , :., ; ' process, samples �;�ere generally obtained at changes in the soil type. The exploration pits were continuously t�bserved and logged by a geotechnical engineer from our firm. The exploration pit logs presented in Appendix A are based on the field iogs, difficulty of excavating, and inspection of the samples collected. The samples abtained were classified in � �' the field and representative portions placed in watertight containers. The samp�es were then � transgorted to our taboratary for furTher visual classification and 1'ahoratary sieve analysis testing: The sieve analysis results are �resented in Appendix B. -� € f 4.Q SITE CONDITIONS S�bsurface eonditians at the projeci site were znferzed from the field expl4rations accomplished for this study, visual recannaissance of the size, and review ��f selected applicable geologic �-.= rlugtrst 1, 2006 A550�I.A:TEU�.'ARTHSCIE�4CES, IR'C. � sxr.r:a-�os�sa,+3-P,njKu��a�so,�.r;��.wr Pa�e 2 �, .,. ,. ..�- �. ,. �; ; ;_ - _ .�, ._,. ,: r . ,. .. . ,. : ,-_ , r:. _« �;- h � �.�� . . . �- . .. - Proposed Improvements io ' Subsurfizce Erplorazion, Geologic Hazard, and � �. Honeyde�v E'enTentary Sd�ool Preliminary Geotechnica!�ng�neering Repart � '`� Renton, Ti�'ashington Project and Site Corufitions <��,s� - �� , �. , .;s literature. The foilowing 'section presents more detailed subsurface information organized - � � fram the shaliowest (younges[} to the deepest{oldest) sediment types. � 4.1 Soil Canditions �:�� ' Soil encountered within our exploration pits cansisted of existing fiil, overlying old topsoil, '�;� overlying till, that overlies advance outwash. The till below a depth of approximately 5 feet �. _ � �, . . . . «as observed to be �n a dense to very dense condition, becom�ng partially cemenied witfl depth. Samples were obtained for laboratary testing. �. :;:;: :r-: ; � . __ Fill , - _ � , The exploration pits encountered laose to medium dense, silty sand with gravel and soft ta � medium stiff, sandy silt �;T�th gravel, interpreted as fill. The thickness of the fill layer ranged ' from 2 to 6 feec. The fill layer is nat suitable for foundatian suppart; however, the fill Iayer - �. ;.�.. may be suitable for use as structural fill under roadways and for utilzty backfills. 'I'he existing fill materiai contains fine-grained material and may be considered moista.ire-sensitive. � Otd Topsoil Explora#it�n pits EP-4 and EF'-6 encountered an old togsoil Iayer under the existing fill at a depth of 2.5 feet below the existing surface elevatir�n. The thickness of the otd to�soil layer was approximately 1 foot. The ald tapsoil is not considered suitable for foundation su�port or ' for use as structural fill. Lodgement?'iIl 5e��eral exploration pits encountered very dense sand with silt, gravel, and cobbles interpreted as lod�ement till_ Lodger�nent ill was deposited at the base of a glacier and campacted by the weight af the overlying ice. Lodgement till is typically suitable for support of foundations and paving with proper preparation. Lodgement till is typically silt;r and very susceptible to �� disturbance u�der wet site and u�eath�r cc�nditions. � � � � Advance Outri�ash , Under the tiil, the exploration �its encountered a medium derzse to dense sand and gravel, '� ' ,�� ° interpreted as Vashon ad�:ance outwash_ The Vashon advance outwash sediments generaily ` consisted of dense to very den�e sand with variable silt, gravel, and cobble cantent. The ' out«ash was deposited by rivers flo��ing from the base of continental glaciers as they were _ advancin� southward into the Pu�et Sound region. Advance outwash deposits typically possess hi�h-strength and law-c4mpressibility attributes that are favorable foz support of foundations, floor sIabs, and paving with graper preparation. Augusl I, 20U6 ASSOCIAT�D EARTH SCIENCES,INC. SKL/(d-lcE.OS161A3-Projear12W501Gc;��wP Page 3 �� , __�;� _�:� _ . �� r,..� � ,�_ ... �.. � � _ : �:x �_:�:��,.:.� .��._.. � ..:; :�-,t_=--, �,,::�°�..��„��.., :�_ ,. , - � � . � _ : .:::' I'�oposed Improvements'to Subsurjace Exploration, GeologicHazard,nnd ','.� Honeydew Eternenlary Sclrovl Preli�niruzry Geotechnical�ngineering Report ` Renron, i�izshington 1�rojeer and Site Condizions Geological Review Review of fhe regional geologic map titled Geologrc Map of Surfcial Depusits in the Seattle 30:x60' Quadrangl�e, Washington, by J.C. Yount et aL (1993) and Geologic Map of King ` County, t�ashingtan, by D.B. Booth et al: (2002} indicates that the area of the proposed site is underIain by tili and advance outwash. Our interpretation of the sediments enconntered in our explorations is :in general agreement with the regional geoiogic maps; 4.2 Hydrology Grc�und water seepage was encounter�d in exploration pits EP-4�_EJP-_7�, and EP-8: The depth of seepage ranged from approximately 6 to 10 feet below the existing ground surface elevation. The observed grounrl c��ater seepage was interpreted to be a "�erched" conditaon where dawnward infiltration o� surface �,�ater thr�ugh the relativeiy permeabie soil is imipe;ied by lov�er-permeability siitier interbeds. Graund water levels are expect�d to be higher, and the amount af ground water seepage is expected to be greater during azzd following ��ei winter and �pring seasons. The quantity and duration of flow from an excavatian f�ce that penetrates th� gerching layers wi�l depen� on the soil' grain sizef topograghy, and season_ Ground �Water conditions shouid aIso be expected to vary in response to changes in the: amount of precipitation, on- and off-site land usage, and other factors. ,•., �4uglts7 1, 2�(l6 ASSGf:IATF�EARTH SGiENCES, lNC:_ � SKLlld-KF_051C�93-Projet7sL'0�501644YE1�i'P P��q-' ;ff Proposed hnprovemetus[o Subsurface�rplorcuion, Geologic Hazard, and Honeydew Etementary Schooi Preliminary Geotechnical Engineering Report � Renton, Wrrshinp�on Geologic h'azards crnd Alitigations ' 3w II. GEOLOGIC HAZARDS AND MITIGATTO�VS ' ,�: ' The following discussion of potentzal geoIogic liazards is based on the geologic; slope, and shallow ground water conditions as ohserved and diseussed herein. � 5.0 SEISMIC HAZARD� AND MITIGATION � � � � � � Earthquakes occur in the Puget Lowland with regularity. The vast majority of these events are smail and are usually not felt by people. However, Iarge earthquakes do occur, as evidenced - by the 1949, �.2-magnitude event; the 2001, b.8-magnitude ev'ent; and the 1955, 6.5- magnitude event. The 1944 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation af earthquake return rates - indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20- - to 40-year period. = Generally, ihere are four types of gotential geologic hazards associated with large seismic i ,. : events: 1} surf'�cial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The patential far each of these hazazds to adversely unpact the proposed - �: ; � � ,� project is discussed below. - � 5.1 Surfrciat Ground Rnpture ;� : The nearest knov��n fault trace to the project site is the Seattle Fault. Recent studies by the - United States Geological Survey (USGS) (e.g., S.Y. Johnson et aL, 1994, Origtn and Evolution of the Seaitle Fault and Seatzle Basrn, Washingtan, Geolog�t, v. 22, n. l, pp. 71 - 74 and S.Y. Johnson et al, 1999, Active Tectonics of the Seattle�'ault and Central Puget Sound, Waslungtorz — Irnplications for Earthqual�e Ha�ards, Gefllogical Society of America Builetin, :� v. 111, n. 7, pp. 1042 - IQ53) suggest ihat an eastern trace of an east-west trending thrust fault "` zone (SeattIe Fault) may project onto or near the project siEe. "'�'.�e recognition flf this fault is relatively new, and data pertaining to it are limited, with the stu�lies still ongauig. According to the USGS studies, the iatest.movement of'this fault �;�as abaut 1,100 years ago when about 20 feet af surficial displacement to�k place. This displacement can presently be seen in the form of raised, wave-cut beach terr�ces along Aiki Point in �'Vest Seattle and Restoration Point at the south end af Bainbridge Island. The recurrence interval of znovement aiang this fault system is still unknawn, althou�h it is h_ygothesized to be in excess of several thousand years. Due to the suspected long recurrence interval, the potential for ground rapture is considered to be low during the expected life of the improvemen�.s, and no mitigations are recomrnended. August 1, 20DG ASS�CI.ATED EARTH SCIER'CES, INC. SX.I.iW-TCL7151b=,A�-Projectsi2405D164;t�itiT P$�T� � - � • , � . _ _ ,� ,; �:; -. ; -�z. ,: : , i :�. �:� , � � Proposed lt�rprouements to Subsurface�ploration, Geologic Haz�rd, and � '= tloneydew EYrme�rtary 5choal ,Prslirninnry�eotechnicai E�zgineering Report RenTon, T�ashin�tan Geologic Hcuards and:A1iti,gations 5.2 �eismical]y Induced Landslides T'�te risk of damage to the propased prflject by seismically �nduced landsliding is low due to fihe � '� Iack of steep slopes in the pro�ect area. No mitigation of Iandslide hazards is warzanted, in our opinion. ' , ,; 5.3 Liquefaction The cncountered stratigraghy has a low patential far Iiquefaction due to its medium dense to very tlznse state and lack of adverse graund water conditions. No mitigation of liquefaction hazards is vvarranted„ in our apinion. �.4 Ground Ivf�tion It is our opinion fihat any earthquake darnage to the pzoposed improvements, when founded'on suitable bearing strata in accardance with the recoinmendations cantained herein, will .be caused by the inte:nsity and acceleration associated with the event and not any of'the abave- discussed impacts. Structural design of the proposed improvemenis should follow the 2003 Inter�nationcil �3c�ilding Code (IBC). Information presented by the USGS Earthquake Hazards Program indicates a spectral acceleration for the praject area for shQrt peri�ds (4.2 seconds) of S$ = 1.41 and far a 1-�econ� period o� Si = 0.4$. Based on the results of subsurface exploration and on an estimation of �oil praperties ai depth utilizing a��ailable geologic daia, Site Class "C" in canformance with Table'1615.1.1 of the IBC may be used. 6.0 EROSIaN'HAZARDS AND :��ITIGATIflN The;fill and tiil soiis contain a pereentage af silt and fine sand that are highly sensitive to' erasion. In arder to'control erosion and reduce the amount flf sediment transport off<the sit� during constructian, the following recommenc�tions shoulrl be follawed: I 1. Silt fencing shauld be placed around the lower g�rir�ietez af all cleared area(s). All silt I fencin� must be keyed inxo tl�e existin� subgrade a minimum of 6 inches. The fencing shiauld be peri�dically inspected and rnaintained, �s necessary, to ensur� proper functiazt, 3_ 2. Tt� the e�tenf possible, eartt�work-relaied canstructi�z� should proceed during the drier " � ; ` periads of the year, and disturb�d areas should be revegetat�d as soon as pc�ssibl�;. T�mporary erosion control measures should be mai.ntained until germanent erosion control measures are established'. y " ; : .�3 t.tgust 1, 2(X%6 : ASSCICI.4TEI3 EARTH SCIEItiCES, 1?.'C. £ xS2td-ICF:p5lb4.43•Prvjecu12005D1541KEtSYP Pc`l�� `` �"� - ;;��' Proposed Improvements to Subsurface F,xploration, Ceologic Hczzard, and � `�� Honeydew Eleme�uary School Preliminary Georechnical Engineering Report ,'� Reraon, Washington Geologic Hazards and Mirigarions = .._,, �. ; 3. Areas stripped of vegetation during construction should be mulched and hydroseeded, "` '�:+ replanted as soon as possible, or otherwise pratected. During winter construction, hydroseeded azeas should be covered with clear plastic to facilitate grass growth. � � � `� 4. If excavated soils are to be stockpiled on the site, measures should be taken to reduce the gotential for erosion from the stockpile. These could inciude, but are not limited � '�� : to, cc�vering the piie with plastic sheeting, the use of low stockpiles in flat areas, and `�' the use of straw balesJsilt fences around pile perimeters. � �i 5. Intereeptor swales with rock check dams shouId be constructed to divert storm water ; from construciion areas and to route collected storm water to an approgriate discharge ` � ' location. � :� : � ; �,::, ; b. A rock constructian entrance shfluld be provided to reduce the amount of sediment � ` ' transported off site on truck tires. , � x� 7. All storm water from im ermeable surfaces, includin drivewa s and roofs should be P g Y , 4�,�: tightlined into approved facilities and not be directed onto or above steeply sloping ��`� areas. Y �� x" J - i �#k�i { .. . . 5 Y.p` �� F �S� � ' ��} ; � �} � � ... , ' . . .: :�. . ..'� . .�. . .. , ' ..;' ;{ j v:�� . _ ' . . . . . i�;::.. , . �...: : . :.. �.•.� . � . . : . : :. : .. . . � f\ 1 � ' -�. , . . - � � .. . ' . �.� � ' . . � - , � _ _ .. . � . f. - . . . � . " . ��.s� � .. .. . �{::-fh � . . . . - . . ' - . . . . �::�� 3 ''h . � 3 F�� '{.� ��w�. , , Augus!1, 2006 ASSOCIATED EARTH SCIEr7CES,INC. f �, SKL?d-KE05164A3-Projectsl2CA?5016IIFCElAP P3gC 7 '.� ::` , < :+L"1iXYTF-IC_S:�_.:!^='_:--. ._ '-.--a-...._., .:._ a_�}._:.�:_ .... ......... . . . � _ � ��% Proposed Impr"ovements ta Subsurface Erploration, Geologic Hazard, and ,� Honeydew Elementary Schoot': Prelirninary Geolechnical Engineering Report � �� . :; � �= Renrott, Wns•hington Preliminary Design Recorrvnerdations '•` ; ��-� � III. PRELIMIN�.RY DESIGN REC(3M.'YI�NDAT`IONS ;� ; .; � � 7.0 INTRODUCTION ;� � Our exploratian indicates that, from a geoteciuucal standpaint, the property is suitable for improvements provided the recommendations contained herein are properly followed, The � €� � foundation bearing stratum is relatively shallaw, and canventional spread footing foundations rt:� may be ufilized. The zecommendatians of this preiiminary repart should be reviewed and $� ;' ; madified, as necessary, ta reflect project design requirements. _ , �. _ ,, , ;:; � ,,; , �:� � _ ' 8.0 SITE PREPARATION � _"`` Site preparation of the planned improvement areas should include removal of all trees, sod, � - debris, aud any other deleterious materials. These unsuitable materials should be properly �'`` disposed of off-site. Areas where ]aose surficial soiLs exist due to grubbing operations should be consicler�d as fill to the depth af disturbance and treated as subseque�tly recommended far �;;,�.-u• structural fill placement. All loase, native sediments and existing fil! soils below footing areas � �'` should be strigped down to the underlying till or outwash soils. Selective removal and replacement or recompaction of existing fills will be required far pavement support. , �: ' �= . ' After stripping of the organic topsoil layer and removal of roots or debris, we recommend that the soil exposed in the groposed building improvement and roadway areas be recompacted to , ;, `" fizm and unyielding conditions. The recampacted area should ihen be proof-rolled with a fully '� � loaded, tandeni-axie dump truck. Any soft or yieiding areas identified during praof-rolling ,;,., shouid he overexcavated and l�ac�filied with structural fiil. ' '� : � � � � � �� -��" S.] Temporary Cut Slopes �� In our opinion, stable, temporary construction slopes should be rhe responsi�ility of the contractor and shauld be:determined during canstruction. Far estiniating purposes, however, �� « we anticipate that temparary, unsupported cut slopes or utility trenches greater than 4 feet in �;;,�, height ar depth compieted within the unsaturated, loose to medium dense fill soils can be s '�` planned at a maximuzn siape of 1,5H:1�� {HorizontaI:Vertical). In azeas where dense till and ; outwash soils are present, unsupported excavaLion cuts in the unsaturated soils can be giaruied at a maximum slape of 1H:1V. �latter, temparary cut slopes are recommended in areas of ' ground water seepage. As is typical with earthwork c�perations, some sloughing and ra��eling �: may occ�r, and cut slapes may have to be adjusted in the field. In addition, 1�VISHAJOSHA ' �F``�� regulations should be fQilo�ued at all times_ Permanent, unsupported cut or siructural fll ' slopes should not exceed a �radient of 2H:lY. � E � �, ; August I, 2006 ASSOCIATED EARTH SCTF'VCF_S,INC'. �� - S1:14d-KEA5164A3-Projeas120t75ti1b4tKE1WP P��C�,' X- ' Propased improvements to Srsbsurface Explaratiort, Geologic Haiard, mtd Honeydew Elementary SchooI Prelimi�iary GeotechnicaZ Engineering Reporr Renton, ��'ashington Preli�ninary 17esign Recommendcrrions , 8.� Wet'Weather Consideratians The fili and till soils contain a signi�cant percentage of fine-grained materiai', which makes � �' them moisture-sezzsitive and subjeet to disturbance when wet. The contractQr must use care during site preparation and excavation operations so that the underlying sr�ils are not softened. If disturbance occurs, the softened soils should be removed and the area brougt�t to grade with � ; structural fiil. � Consideratian should be gi��en to proteeting access and staging areas vuith an appropriate section of czushed rock or asphalt treated t�ase (t1TB}. If crushed rock is considereci for the access and staging areas, it shauld be underlain by engineering stabiIization fabrie to reduce the potential af fine-grained materials pumping up thraugh the rock during w�et weather and ?, : turning the area to n�ud. The fabric wi11 alsa aid in s�pporting constructian equipment, thus ;. , reclucing the amount of crushed rock required. �Ve recommen�i �tiat at least 10 inches of rock � be placed over the fabric. 9.0 STRUCTURAL FILL ' ' Placem.ent of strucCural fill may be required to estabtish desired grades 'ut some areaS. All , zeferences to'stsuct�ral filI in this repart refer to sub�rade preparation, fill rype3 placement, , and compaction of materials, as discussed in this sectian: If a percentage of ccjmgaction is , specified und�r anot�er sectian of xhis report, the value given in that section should be used. ' After stripping, planned excavation, and any requi.red overe�cavat�on have been perforrx�ed to' tl�ie satisfactian of tl�e geotecha�icaT engineer/engineezing geologist, the surface of the exposed ;. , ground shauld be recompacted ta fzzm and nn}=ieIdinb condition. If t�e sabgrade contains tc�o much maisture, adequate r�compaction may be difficult or impossible to obtain and shauld probably nat be attempted. In Iieu of recompaction, the area to receive fill shou�d be blanketed with washed rock or quarry spalls to �ct as a:cagillary break between the new filI and the wet subgrade. W�ere the �xposed ground rernains soft and fuxthez c�verexcavatian is im�ractical', piace�nent o�'an engineering sta�iiization fabric may be necessar}� to prevent cantamination of the free-dxain:ing layer b}�silt mi�ration from b�iaw. :. . After recompaction of the exposed ground is testeci anc� appraved, or a free-draining zQck course is laid, structural �il may be placed to attain d�s�rz� grades, Structural fill is definerl as � e n�n-c�rganic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being comgacted to at least 95 percent of the modified Proctar maximum density using American Society far Testing and' Materials'(ASTM}:D-1�57 as the standard. The on- ' site existing fill, tiit, and aurivash soils are generally suitable for use as structural fili, �ut j contain Substantiai quantities of silt and are cansidered higfily maisture-sensitive. If the moisture contents of these sediments are elevated at th� fime of construction, moisture- rlt�tgus1l, 2(�6 ASSaCIATEDF.ARTH'SCIENCES,INC: � sr�t�t� rcx�nsi�-r��ss�sorcaitc�r�� Page� � ,`�' , - �n ��1 Proposed Improvemeras to Subsurface Ezploratian, Geologic Ha;ard, and _ �' ��. HorreydewElementar}�SchoQl Pretiminary Geotechrtical F.ngineering Repnrt � �� Renton, YL'ashington Prelimit�ary Design Recommendations '� ,� ; canditioning may be rcquired prior to their use as struciural fill. Such moisture-conditioning - � ` could consist of spreading out and aerating the soil during warm, dry weather. � ' � ; ; In the case of roadway and utility trench backfilI, structural fill should be placed and � �-�• comgacted in accordance with current local or county codes and standards. Where adjacent to slapes, the top of all compacted fiIl should extend horizontally outward a minimum distance of � � 3 feet beyond the lacations of perimeter footings or pavement edges before sloping down at a �� maximum angle of �H:1V. Structural fiIl placed in foundation excavations must extend ��, horizontally outwazd from the edges of the footings a distance greater than or equai to the ' ' thickness of the fill beiow the footings. �,.� The cantractar should nate ihat any proposed filI soils must be evaluated by Associated Earth � �` Sciences, Inc. (AESn priar to their use. This would require that we have a sample af the � � material at least 3 business days in advance ta perform a Proctor test and determine its field ` � compaction standard. Sails in which the amount of fine-grained material (smaller than ihe No. �` 2Q0 sieve is reater than a roximatel 5 ercent measured on the minus No. 4 sieve size �_ "..�_ ) � g PP Y � P ( ? ` �ike the site soils shauld be considered moisture-sensitive, Use of moisture-sensitive soils � ' �such as the site soils) in structural f�ils should t�e limited to fa��orable dry weather conditions. In addition, construction equipment tra�ersin� the site when the soils are wet can cause considerable disturbance. If fiil is placed during wet weatIier, or if proper compaction cannot � ` be obtaineci, a select, on-site and/or import materiat consisting of a clean, free-draining gravel � '� ' and/or sand should be used. Free-draining fill consists of nan-organic soil with the amaunt of ° �,�- fine-grained material iimited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent greater than the ho: 4 sieve. _ A representative from our firm shauld observe the stripped suhgrade and be present during placement of structuraI fill to observe the wark and perform a representati4�e number of in- place density tests. In this way, the adequacy af the earthwork may be evaluated as filling _ progresses and any problem areas may be corrected at that time. It is irnportant to understand chat taking random compaction tests on a part-time basis will not assure uniformiEy or � acceptable performance of a fiil. As such, we are available'to aiii the o«�ner in developing a - � ' � °? suitable monitoring and testing frequency. < ; � I4.0 FOUNDATIONS � i ,_:, Spread footings may be utiiized for building support when founded directty on the medium - ; ,, dense�to ��nse till and�outwash soils, or on structural fill placed ab�ve�ihose native s�ils. The � � bearing strata sUitabte for foundatic�n snpport were encountered in our explorations at deptb.s of � ;:�" appro�cunately 2 to 6 feet beiow the existing ground surface elevation. For footings bearing ` ° directly �n structural fill placed over th� bearing strata, or partiaily on structural fili ancS� partially on the bearing strata, iz�� recommend that an allowable foun�iation soil bearing �,? pressure af 3,000 pounds per square foot {ps�} be utilized for desi�n purpc�ses, includi.ng both :� �_� Augusi 1, 2006 ASSOCIATEI3 EARTH SCIENCES,INC. x ��,� . . sxUw-xmsf�:,+s-F��aS3xxlso��r,��K�v Page 10 : : �, . .,._. ;. . : , .. .,_,,.,�_,,,.- }:;: - ..a-��.�j `:� � �� - ' �'' ' Proposed lmprovements ta St�bsu�face Ezploration, Geologic�la:ard, and ! � � , Horte��dew Elemeeuary 5chool Preliminary Geotethnir.al Engineering Report �i :�, 12en1on, WQSITL7I�IOJi Preliminary Design Recomm��idatiotu ', .��. � ; dead and li��e loads. An increase of one-third may be used for short-term wind or seismic ;r� Iaading. Perimeter footings for the groposed huilding improvements should be buried a minimum of 18 inches into the surrounding soil for frost protection. No nunimum burial degth ' � u,�� is required far interior footings; howe�er, all footings must penetratc to the prescribed strata', , `� ` and no faotings should be founded in or above loose, organic, ar existing fill soils. Tf ' structura.l fill is placed below footing azeas, we recommend that the filI extend harizantally � � ; outward from the footing edges a distance equal to ar greater than the thickness of the fill II below the footings. '� � �' It should be noted that the area bounded by lines extending down�Tard at 1H:IV from any I footing must not intersect another footing or intersect a filled area that has noi been campacted to at least 95 percent of ASTM:D-1557. In addition, a 1.SH:1V line extending down from any � � footing must not daylight because sloughing ar raveling may eventually undermine the footing. Thus, footings should not be placed near the edges of steps or cucs in the bearing soils. �� ;;� Anticipated settlement of footings founded as described above shauld be an the order of 1 inch. �" ' However, disturbed soil not removed from footing excavations prior to foofing placement .� °� - cauld result in increased set[lements. All footing areas should be inspected by .AFSI prior to �a '-=- placing concrete to verify that the design bearing capacity of the soils has been attained and � that construction conforms with the recommendations contained in this report. Such inspectians may bexequired by the gaverning municipaIiry. Perimeter footing drains shouId be � ` pravided, as discussed under the section on Drainage Considerations. �, :�:-., �t� 11A CAST-IN-PL�CE RETAINING��JALLS AND BASEMENT WALLS � F.,i E�„�. �At this time,�the lc�cations of�or r�eed for retaining walls is unknown. AII backfill behind walls , '� or around foundation units should be piaced as per our recommendations for structural fiIl and � as described in this section of Lhe report. Horizontaily bac4.r#i31ed walls that are free to yield laterally at ieast 0.1 gercent of#heir height may be designed using an equivalent fluid equal to :� � ?;-� 35 pounds per cubic foot (pe�}. Fully restrained, horizonially backfiller.3, rigid walls that � ' cannot yieId should be designed for an equivalent fluid of $0 pcf. Vti'alis that retain sloping 'm°� back�ill at a rnaximum angle of 2H:1V should be designed using an equivaIent iluid pressure of � `,�� 55 pcf for yielding conditions or 75 gcf for fully restrained conditions. If roadways, �arking � � �= areas, or other areas subject to vehic.-ular traffic are adjacent to walls, a surcharge equivalent to ?�.�: 2 feet of soil should be added to the wall height in determining laceral design torces. � � . � �_. , 'a _ As re uired b the 2003 IBC retainin wall desi n shautd include a seismic surchar e ��.�n� 9 � � , g � � b � g pressure in addition to the equivalent fluid pressures presentecl above. Considering the site ��q'� soils and the recommended r��dll backfill materials, we recommend a seismic surcharge - � . '�'�� pressure of 4H and 8H psf, u�here H is the wall height in feet for the "active" and "at-rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular - distribution with the resultant applied at the mid-paint of the walJ. - F : - # ' August 1, 200b ASSOCIATED F4RTFI5CIEIYCES, INC. ,� '; � � s�evrd�-�r�osr�;a3-p.oi�u��zaosoraa��iw� Page 11 �. , _�.. ... _ ._ ��F:� . , <.x m,��_...�„��. ...�.�..�..�...._� ; m :. ._- ,-:<�-�. .�:_��,. , . .� { �r ;, � s .< ;, ; li � ,; — - .. _ ,: �: _ — . _ �r , ,;- , _- _ x ._ . _ , < — - - t ss � _ _ .`. �€ _ : � �r .. e�� ' � Proposed lrnpro��ements to Subsurface Fxploration, Geologic Hazard, and � � Honeydew Elementary School Pretirninary Geotechnicn!Engineering Repon -�� Renton, Waslungton Pretinuruzry Deslgn Reco�nmendatiorts �;,.., E` � The lateral pressures presented above are based on the conditions of a uniform horizontal �` � � ..>�, ; backfilI consisting of the on-site soiis, or imported sand and gravel campacted to 90 percent of ASTM:D-1557. A higher degree of compaction is not recommended, as this wiil increase the � e : pressure acting on the wall. 3._:..E»."�:y-. Footing drains must be provided for all retaining walls, as discussed under the section on ,� � Drainage Considerations. It is imperative that proper drainage be provided so that hydrostaEic � ,.~-~ pressures do not develop against the walls. This wouId involve installation of a minimum, 1- foot-wide blanket drain to within 1 foot of the ground surface using imported, washed gravel � ; against the walIs placed to he continuous with the footing drain. �<. 11.1 Passive Resistance and Friction Factors �`'�. _ � � � ' Lateral loads can be resisted by friction between the foundation and the existing sediments or supporting structural fill soils, and/or by passive earth pressure acting on the buried portions of the foundations. The foundations must be bacicfiiled with compacted structural fill to achieve � the passive resistance pravided below. We recommend the follawing design parameters: i3 � � • Passive equivalent fluid = 250 pcf '` + Coefficient of friction = 4.30 ;�� - �� .` fi The above values are allau�able and inctude a factor of safety of at least 2. f �� ; 12A FL04R SUPPORT � ��,�. � � ' If crawl space floars are used, an impervious moisnue banier should be provided above the ,:;, :_ soil surface within the crawl space. Slab-on-grade floors may be used over medium dense to � �i� p ' very dense native soils, ar over structural fill placed as recommended in the Site Preparaxion .€ � _ ::�>�` and Structural Fill sections of this report. Slab-on-grade floors shauld be cast atop a minimum - � '. of 4 inches of pea gravel or washed crusheci rock to act as a capillary break. The floors should ` also be protected from dampness by covering the capillary break layer with a vapor retarder at �� least 10 mils in thickness: � °.�'�; ��'�` 13.0 DRA.INAGE CONSIDERATIONS � :f ° All retaining and perimeter footing walls should be provided wzth a drain at the base of the footing elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe � ' surrounded by washed pea gravel. The levei af the perforations in the pipe should be set at the � :;� bottom of the fooUng, and ihe drains should be constructed with sufficient gradient ta allow �' gravity discharge away from the proposed improvements. In addition, all retaining walls ''�'� _ should be lined with a minimum, 12-inch-thick, washed gravel blanket that extends to within ;� August 1, 20Q6 �SSOCIATED F.�1RTH SCIENCES, INC. , � " sxLne-xEosr6a.43-pr�«c,�iaoosor�,r�wP Page 12 ; , �: � °`:! �� _ .. -. � ��- r� , Proposed lmprovements to Subsurface Ezploration, Geologic Hazard, arul � ;�� Honeydew Elenrz�rtary School Preiiminary Geotechnical Engineering Report �;� .� Renton, Washington Preliminary Design Recorrunendations '.,,�, � � , i foot of the surface and is continuous �vith the footing dzain. Roof and surface runoff should r ^f not disc�arge into the footing� drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterioz grades adjacent to walls should be sloped downward ' � away from the propased improvements to achieve surface drainage. � '� 14A INFILTRATION � � ' The site is characterized by fill and till soils and shallow perched ground water in some of the �� expioration gits. ShaIlow ground water could impose significant limitations on the use of �: , infiltration for surface water disposal at the site. We compieted seven grain size analysis tests ��; ;;��' on representative samples of the near-surface soils collected from the exploration pits. Based � r on the United States Department of Agriculture (USDA) classification system, all of the tested � � samples contain gravel that ranged from approximately 6 to 58 percent of the sample weight. t�"` � We subtracted the percentage of gravel from the original grain size analysis to obtain a �� conected grain size analysis that does not include the gravel content. We then estimated the �[� proportion between silt and clay to anive at the USDA soiI classification. Based on the �`� analyses, Table 1 presents our corrected sand contents, interpreted USDA soil classificauons, �a,:�� the uncorrecte� 10 percent passing size, and long-term infiltration rates. �.`�- _�.s Tabie 1 � N Grain Si.ze Testing, Interpreted USDA Classi€ication, and ;,�.� ;�_:. � Long-Term Infiltration R�tes �`�=� � '� Corrected USDA �' Sample Sand Interpreted Long-Term D�o Size fram Dio Lang-Term '`�Z Location and Content USDA Infiltrafion Rate AST1t�:D-�22 Infiltration Rate ��:� De fh (%) Classification �ph) (mm) (iph) - EP-1, 3-6' 85 Loamy Sand 0.5 0.3 b.5 EP-1, 6-10' 83 Loamy Sand 0.5 0.05 0.8 �� EP-2, 1-5' 98 Sand 2 0.4 9 �t;�� , ;�6F. EP-2, 5-8' 67 Sand Loarn 025 N/A N/A ��.' �� EP-3, 3-5' 92 Sand 2 0.2 �3.5 � EP-4, 3.5-5.5' 93 Sand 2 0.4 9 + �;� bP-7, 5.�-8' 97 Sand 2 4.2 3.� `.�� USDA = United SYates Department of Agriculture ASTM = American Sociery for Testing and Materials �, �-p�`t iph = inches per hour � ' mm =miliimetets ��i.,b N/A = Nat applieable " IiSDA classificaEi�n based on 2005 Washington State Department of Ecology Stormwcne�Mmtagement Manual for flestern � ;;� li'asFungron, Figure 3.27,page 3-74. �;;:c ,�; I �;'a�£ .:�:.�,: ,:�::: August 1, 2006 ASSOCIATED E.tRTI!SCIENCES, INC. �" SKL'!d-KEOS164A3-Projectsl2A?S01b4lKE;wP Page I3 ` �:.�. � ' � �--�.,�:, ,�� _ . __ � : ,.. : � � P�oposed Improvemenrsia �ubsurface F�plorasion, Gealogic Hazard, and tloneydew Elemerunry Schaol Preliminary Geotectrnical Engineering Report � :' Reriton, ��'nshington PreIiminary Design Recommendc�tions � ;�: Both of the above methods utilize de-aggregated soiI ta estimate inf'iltration rates. E�perience � ' has shown in-situ testing is critical to evaluating infiltration potential in sediments. Therefore, a PiIot Infiltratian Test (PIT) in general conformance with Method 3 presented in the 2005 Washington State Department of Ecology Srormw�er A�anagemeru Manual for Western ; Washington (Ecology Nianual) is recommended duxing the wet season. The tJSDA Soil Conser�ation Service {SCS} Sail Survey of King County Area, Washington - maps the site �s being mantled by the Ardents, Alderwoad; Alderwoo@ gravelly sandy Ioam; and Norma sandy loam. The Ardents, Alderwood is classified by the USDA as a Hydrologic � . Graup B, whil� the Alderwaad gravelly sandy loam and Norma sandy loam are classified by �. � the USDA as Hydrologic Group C. The published information appears to be consistent with `"'' our on-site observations. Based on the results of our observation during exploratian and ihe results of the laboratory tests presented above,;it is our opinion that infiltration at the site may be feasible. It.should be noted that storm water disposal,for the proposed project must be designed in accardance with the 2�05 King County Surface Waier Design lllanual (KCSWD:Vi). To satisfy King County requirements and obtain infiltration data consistent with state�f-the-industzy standards 'of practice, infiltration tesis shouId be completed within the area targeted for disposal of site storm water. King County tygically requires either a gre-construction mounding analysis in conjunetion with smail-scale testing or a post-construction, full-scale verification test to project whether or not the design storm event uJill be adequately infiltrated. We recommend that prior to project construction, the school district or civil engiueer discuss this requirement with King County to determine if ane of these procedures will be necessary for this small infiltratian faciiity. �'Ve would need to be provided with the design storm watei hydrograph in arder to perform a mounding analysis. , - 15.0 PAVEIv1ENT RECOMMENDATIONS `ifie proposed paved ar�as are expected to be underlain by loose to medium dense fill, medzum c3ense to dense outwash, iodgement till, or structural fill. These soils are expected to provide a �uitable subgrade for pavement suppori. Sice preparation for areas to be paved should consist of overexcavating to remove the sad or topsoil and the looselsaft portion of the upper soils, - and expose the underlying stable sediments. Since the density of the weathered autwash and existing fils is variable, random, Ioose/soft areas may exist, and the depth and extent of stripging can best be determined in the field by the geotechnical engineer. In addition, the subgrade should be slightly erowned to drain touJard the edges of the pav�d area. After the area to be paved is overexcavated, the exgosed ground should be recompacted to '- 95 gercent of ASTM:D-1�57. The upper 2 feet below aJl pa�ement sections shouId consist of 95 percent cornpacted structural fill ar recompacted existing fill or native soils: If required, structural fill may then t�e placed to achieve desired subbase grades. Upon completion of the - August 1, 2b06 AS�OCl�tTcD FrIRTH SCIETJCES, INC. I-:� SKUid-ICFASi b4A3-Projedsl2pDS01lrG110E1WP Page 14 Y33 . .. ' . � ':.-'�3 : 9 � �,� �� - >: Proposed Improvements to Subsurface Erptorarion, Geologic Hazard, and �� Honeydew Eleme�uary School Preliminary Geotechnical Engineering Report � �� ; Renlon, Wash�ngton Preliminan�Desig�:Recornmendalions � �"� recompactian and structural fill, a pavement section consisting of 21h inches of asghaltic �;f °, concrete pavement (ACP} underlain by 2 inches of S/e-inch crushed surfacing top course and 3 inches of 11/a-inch crushed surfacing base course is the recommended minimum in areas of � ' � �' planned passenger car driving and parking. In heavy traffic areas, a minimum pavement =' �;�- section consisting of 3 inches of ACP underlain by 2 inches of 5/s-inch crushed surfacing top course and 4 inches of 11/a-inch crushed surfacing base course is recommended. The crushed � �, rock courses must be compacted to 95 percent af the ma�ciznum density, as determined by � ��' ASTM:D-1557. All paving materials should meet gradation criteria contained in the current � � Washington State Degarrinent of Transportation{WSDOT) Standard Specifications. � �� . � � ' Depending on construction staging and desired performance, the crushed base course material :>, may be substituted with asphalt treated base (ATB} beneath the final asphalE surfacing. The � � ` substitution of ATB should be as follows: the light pavement section presented above can be � � � replaced with 2'/z inches of ACP over 31h inches af ATB. The heavy paving section can be - ';£� � replaced by 3 inches of ACP above 4 inches of ATB. ATB should be placed over a native or _ � e �. structural f�ll subgrade compacted to minimum 95 percent relative density, and a lih- to 2-inch - thickness of crushed rock to act as a working surface. If ATB is used for construction access ,��' and staging areas, some rutting and disturbance of the ATB surface should be expected. The �;„� � � : general contractor should remove affected areas and zeplace them with praperiy compacted �� f ATB prior to final surfacing. i €^� � , �- �-- � 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING b� � At the tirne this report was prepared, no definite site development plans were available for the ��` g ; project, and therefore our recommendations are preliminary. We are available to provide < � � additional geotechnical consultation as the groject design develops and possibly changes from ,� ��' that upon which this report is based. If s b�nificant changes in b ading are made, we : ��`. recommend that AESI perform a geotechnical review of the lans ri�r to final desi n j P P � b�- � completion. In this way, our earthwork and foundation recommendatians may be properly . . � �, ��_� interpreted and implemented in the design. �f.� ` '�° We axe also available to provide geotechnical engineering and monitoring services during � .:` ,� construction. The integrity of the foundations depends on proper site preparation and � = construction procedures. In addition, engineering decisions may have to be made in the field ��=' �" in the event that variations in subsurface c�nditions become apparent. Construction monitoring ��'�� services are not part �f this current scope of work. lf these services are desired, please let us ��'� � �� ' know and we will prepare a proposal. � . , � � ' � , �� , ; �. ;_�-.�� ' � �: r August 1, 2�6 ASSOCIATED EARTH SCIENCES,I�VC. ,i;.�, S/211d-K,E(iSIb4A3-Prnjctu1200501b<IKEIWP Page 15 ",�"k i � F� Y `'�� ' �D; Proposed Improvemenrs to Subsurface Etptoration, Geologic Hc�wd, and � � Honeydew Elementary Schoal Pretiminary GeorecJviical Engineering Repon _ � ��;� Renton, Washington Prelu�iinary Design Reco�nmendations j�,: � -�� We have enjoyed warking with you on this study and are confide�t that these recammendatians '��i will aid in the successful preliminary design of your project. If you should have any quesrions _�� or require further assistance, please do not hesitate to call. � ��° �� Sincereiy, � ASSOCIATED EARTH SCIEl`TCES, INC. , � � � ��-�� Kirkland, �'Vashington ' ..� ML � �� F w�tsyi,t,�l'`�' - k # � �� :r C�Z '�i� �. � ` E 23580 � � '�� ,�;: .. , �JphqL� u � � ;..�- � �� :� � � � ,�- ��AES i� za : �� . � Su-Kiet Lieu, E.LT. Kurt D. Merriman, P.E. �,'`�� Senior Staff Engineer � Principal Engineer F -�.:��r . . . t" 2.�.{ x . . .. E _ �;;� Attachments: Figure 1: Vicinity Map '' � �� :� :� Figure 2: Site and Exploration Plan - A end' x 1 rati n Lo s - - q P ixA: E o 0 P P � .,�; �.-. ; � Appendix B: Sieve Analysis Results � : � � . �� :��, : , ,,,� . , , ; � ;', K . . . . � • '�,� . . . �j� - .. � � .:,�.� . . �. . . . �. .. .. � . . � . . � " . , ..;�__n�.; .. ' . . . . . . . - . � � . . . - � . � . - . :-~�k..:� ' . . . . � . . - . .. . - . 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"�'° tp ��'�T � •''' �4;7f�i�'"�'��a'�,d�4 �y )b�n;w iti�P+��4 r . �e��.. � � � � ,y. j a rF $ � � A ��,� k p� tY `�d�f}�k �'� �°;'' ... ��'� b � ��.� �� . �-� v,y��7�i." � m&��.a. . � ,.. ��"aT„F'�� ^K" t}�.,, s•' , p ��. +�NQkA' �,. � �' �aa '�nt� i'{ I�iovex�� edn " f� 4 a, x,+ b tY a.' .�� .� l � i ��,{ . 4F�1 . A v N.,cv,M�7"� . , ,,r . . . . , � ... ��,� y�k '.lt �6 y. � 'i, ? .P , ,`,.a .,.. .�.r dP1;r � �'�s 7.., � ,�, ., , e�,i..�ne:� ,. .��,- .. ....'. ��P . . . . _ �.� ��9..n '�st,tr...�..: = . y.�,g, -� s� �4' � � �;�n r �� ' t�'$ �, �, 'a�r c , ,, .. +M n {+ �r�,�k�i+ktr�,�• '`Jt � 9 ��*°� �A,��` ,3 �a( . � � ;.. m �"`w -x` ° � �w _ i�: ��Y � q�Vk,�� e �° �', a, ��c � . ,:_ y '�� :�»��a++ f� ' x �+,. ��r y , �'. � t�� _ 'G g. ', . }9 '?r *�� '��.� b � � � ' r . 18P,r��M1a� , 4 :` '�r ... � a,.. ro k �»r�,p .. � �� ""�-:� � 9'kn' i'�a �r-� .:f � r M , � �a '� ' �. , ' �� "' ' � r a1 . �d� � " � � _ » `E N A. ' � � �`�� '� � �'S � r� t , k i i 9 . , i E. � � ', k � � � �` '. ... • � � �� n r • � `W �Po''+�p . � � r yr� ' J � ; � �W"" pQ�. .�� ?S� 9� � �r �i,P� �'` � �� . . + '. � �� - � IilBmb . .. . t� . A � �. � .. , , , �,��6*°.`�.�M. • k"`'k .,�" V�.W�� MMM.w,.�+ubY+ "�� N �� , ��. K�, , � � ,� «� ,�,� ` �� F�� . � �: . . , . . � ' ,,.> �, ,, �� 4� �.$ � � ,�� ';� �� . �",; � `� ,� �*�� ' � i. ��`k.�:�...�'t�'.„ � � .._�� > � �..�� a �, � Na scA� E � W � Asoaclated �a�c� Sciencea, lne. SITE AND EkPL�RATION PLAN ��E z T $ � � � � � HIaNEY CIEW ELEMENTARY DA�r� e�os � RENTON,WASHIN�GTON � PROJ.NO. KE05164A _ � �. � - '� � - ''€ � ' A�PENDI� A f ; - � � �� xploration �Logs� �� , � ': ;� . LQG OF EXPLOFtATIUN PtT �,[O. EP-1 � This:log is part af the repat#prepated by Associated Earkh Sciences;Inc:{AESt)for the named project and shouid be 5 read together wifh that reperf far complete inferpratation.This summary appk�es only to the locafion of this french at the ,� time o�excavation.SubsuFace condiYions may chartge at ffiis lor,ation wrth the passage of time.'ihe daFa presented are p a simpJfcaiion of ac:ual conditions encountered. � ;,: : QESCREF'TiON Fitf _ : ; � Medium dense, moisf, brown and gray,siity SAND,few gravel. 2 3 ;. Advance Outvsrash ' � Medium dense;:moist, red-braum, GRAVEL with sand and cob�le;:few silt. � Slight caving. ' ' 6 ' ; '' 7 Dense, maist, light gray,silty S�iNd wifh gravel, partial}y"'cemen#ed." $ Me�ium dense,moist;lighf gray,fine to medium SAND,trace gravel. 9 10 6otEom af explorati�n pit aE depth 10 fieet '�� Slight cxving 3'to 6112'. N�ground weterlseepage. 12 - ;��3 � 14 15 ' 16 ; � 17 � 1$ , > < : ; ` ° > ; : ' ,, 19. , ' _ _ : I , ,. , __�$---.'_�_..---T.�______.T_,__ . �____� � � Honey aew Elementary School �. Renton, WA _ � Q Associated Earth Sciences, IT1C. p�n Qct No. KEQ5964A � Logged b}� N4T � a APFraverl hy: � �9i.`"i � �i � SR/0$ � U Y LaG OF EXPLORATIt3N PiT NQ. EP-2 r 77:is log is part of#he reporF prepared by Associated Earth Sciences,�nc:�AESI)€or the�amed project and shauld be � read together with that te�art for com�plete inferprefation.Tfiis s�mmary applies onty to the tocation o#this treach a#the � time of excavafion,Subsur#ace conditians may changa af ihis locaCwn wikh the passage o€time.The data presented are o a simp€fication af ac#ua!condftions encountered. , �EscwPr�oH Advance Oufwash � Medium dense, moist, brown,sandy SILT, few graveL 1 ---------------------------------_-_------------------ 2 , Dense,maist, brown togray, sandy GRAVEL to gravelly SAND. 3 -------------------r__��-----------------------_--_--_- Dense,rnoist,red-brown,sandy GRAVEL: ----------------------------- Dense, maist, brawn-gray,gravelly SAND. �'� � V � ! 4 � DEnse, maist, light gray,sii€y SAND with gravel, "cemented"and uncemenfed'layers,very gravelEy, blue-gray with depth. s 7 ;; ` ' ; 8 I 9 - �' 1Q 11 . _ . 12: BoNom of e�loration pi#at deptts 12 feat 13 No graund waterJseepage: No caving, � '14 -� 15 16 47 ' 18 : 19 - � i � : � H4ney Dew Elementary School � } Ren#on, WA � a Q Assaciated Earth Sciences, lnc. ' � Lagged by: MT Project No. KE05'f�64A F APProved by: � � � � � 5(7tQ6 U Y L4G t3F EXPLORAT1flN P1T NQ. EP-3 ` This log is patt of the report prepared by Associated Ea�th Sciences,Inc:(AES!}for#fie named�rojeet and should be � read fogether with thaf repart for camplets inlerpretation.This summary applies onty to the locafion of this trench at the a time af excavation.Subsurface condif"wrs may change at this lorztlon w'ith the passage o#time.The data presented are m p a simp�cation of a�tua[condifions encountered. ' o�sc�ip�noH �,i! �,. : � � Loose to medium dens�, moist brown and gray,sandy SILT with gravet. :�_� , ''2 - 3 -----------=--�;------_.�_,�-------------------------- Medium dense to dense,moist, red-brown, SANO+rvitfil gravel, trace silt ' � 5 TiII 6 Dense; moist;light gray,silty SAND with grave}and�abb[es,cemented and non-cemenked layers. 7 8 9 , _ � 1'0 : ' ` Bottorn�f e lorafion it at d th 70 feet` �F P eP _.. 1"� No grovnd wa#erlseepageS No caving. -.: '_ .. , r;�� 2 � � ': , 13 14 � '15 , is . 17 � : �g 19 `: ,I � >>;,,;: ; ' 2� _ S � Honey Dew Efementary 5chool f ' ? Renton, WA < Associated Earth Sciences, Inc. II ,; � togged 5y: MT ., Project'No. KEQ5164A a,,.,'^ . G ,4pproved by: � � [�n�t � � 5f710& I�I � c; � � , _ I� � _ _ . � ,;. - LC?G OF EXPLORATtQN PIT NO. EP-� � This log is gart of the Tepori prepared by Associated Earfh Scie�ces,inc:tRESi)for the named p�oject and shou#d be ' � '�ead together v�rFfh that repert for comple#e interprefation.This sumrnary applies an�y to the tocation o#this trench at ttre Q #ime of exca�at�on.Sutrsuriace conditions may ctsange at this tocatian with the passage of time.The data presen;ed are a asimpificat�on of��tual canditions encouniered. aESGRIPTiON ' --------- 5�-- -- -- ---- ------ �—'� � � ------�------- , �Fill — ___ _ _ _ Coose to mecfium dense,damp fo moist, light;brown, fine SA�ID with siit,few gravel and cobble. 2 Old Topsail � i Medium dense, moist,dark btown,silty SAN�, few gravei. Advance autwash � 'tJledium dense to dense,moist,red-brown,santly GRAVEUgraveily SAiVD,sandiec and wet at 5'. 5 � Ground water at contact. , ' ` ___________________________�_��_____________________ � Dense, moist, light gray,silty SANt7 wifh graveC and cobb[e. , 7 i : 8 , � Bnttom af axploratian pif at depth 8fieet , 9 Seepage af 6'. No caving- 1 �. - � . �. . � � . . - ,� 10 � 1� [ �F � � � 12 � . :93 � ' 1'4 15 j . �6 I 97 ' I 9:$ � _ » 19 ' ': �_�. �. . � �LR . . .. . . . . . � . .�... ..- �.��4n . ... . . . . . . . .. _. �' Honey Dew Elementary 5choal '� - Renton, WA v Associafed Earth Sciences, IEI�. Project No. KE05964A a� Logged by: MT � r�� P.pproved by; �{ , 5/71Q6' � � � _ , _ ;�., ,.,..,.,, �,.... _ '' { _ `� _ .f � . . � . - . . . . . . � ' . . � . �, � LOG UF EXPLORATIC}N PIT h�0, EP-5 � ... , y � This log is part of the report prepered by Associated Earth Sciences,Ina{AES[}for the named projec!and shauid be i w read together with that report for complete interpretatian.This summary aapiies oniy to the kocation af#his trench at the � time oE excavation.Subsu�ace condifians may change at th;s location w"ith the passage of time.The data presented are �, Q a simp3fication of acival con�itio�s encourtered. � ��-,,` � � DESGRIPTION ;.�� Sod r � _____..--------------------Fill ------------------------- � Loose to medium dense,damp to moist,light brown,ftne SAND with silt,few gravei,glass fragment. .�. 2 -------------:-----------------------_------------------- � „ 3 Medi�tm tfense, moisUdamp, red-brown, silty SAND. 4 Till ;: � ,� � ' Dense, moist, light gray,silty SAND with gravel and cobble. �: .._,. '� Orange oxidation at surface_ . � ; � Par�ially�emented. � Very dense with depth. - � 8 - , 9 ' _ ,; ; . , , 1� � Bottom of exploration pit at depth 10 feet I � �1 � No ground watedseepage. NQ cavir�g. : ; _ ; ; 12 4 . �g IF x �"�£r. . �' � 14 � 15 - 16 -j _ .,, , ,: <: _: ' ,= 17 = � - i �8 i R F,. . .:i. �. � .. . . : .. .. . . . _ 19 � : . ,� .. ,;::; ��:.. . . ��f . � . . �. �. . . . . . . � . . .� . � . . . . , . . . . --: ��..� . .�. �n F .-�:;.' :..�. �. G �. _ 4 O � Honey Dew Elemen#ary School �� n �:. � Renton, WA ' Associated Earth Sciences, Enc. � Logged by: P�iT Project No. KE05764A N � � � � � � AAProved bY� 5(7/00' �- U Y _ _ _ _ _ _ � " � �.:, LOG �F EXPLORATiON PtT NO, EP-6 � This log 9s part ofthe report prepared by Associated Earfh Sciences,ine.{AESi}far the named graject and shauld be � read together tn;ith that repori for complete in;erpreta!ion:This summary appl=es on:y to ihe location of this trench attha d 6rrte of excavation.Subsudace condifioas may change at ihis locaUon vrith the passage of time.The data preserted are o a simpl€ication of actual cand�Yions encountered. ; ; o�scRi�nor� , --------------------------sod-----------------------_� Fiq __ � ; ' ( � °..., 1 Loase to medium dense,moist, (ight brown,fine SAND v�+ith silt,ti11 fragrr►ent, few gravel. � ,.. 2 Old Topsoil Loose to medSum de�se,very rno�st, dark brown s�lty&AND. 3 ; Medium dense, rr�ois#, red-brbwn, silty SAND with gravel, partial[y cemented, csrange oxidation.---- Ti11 ". � � �ense,moist,figi:t gray, silty SAND with gravel, partially camented. � � � l � � : _ . 7 - 8 ' 9 ' , ; ' :, I . ` . j �...:' 1D . Bottom o#exploratio�pit af depfh 1U ieet . ! 11 No ground waierlseepa�e. No cav€ng. : � 3 �.�2 � . . . . � "13 _ � 14 l 15 18 �� ' 18 ' r` ' ' 19 ' , :� _ Lv 1 E . � ry Honey Dew Elernen�ary School � Renton, WA �. _ " Associated Earth Sciences, Cf7C. (��p a��jo. ECEQ5�64A � Loeged Dy: MT 1� ; d _ � � � � � � ApRroVed by: 5/7106 � Y � � : { �k, � L.pG �F EXPL.QRATIaN PIT NO. EP-7 - � ` � °� „ � This la3 is paR of the repoR prepa�ed'�y Associated Ear#h Sciences,Ine.(AESt)for the named project and shoutd be � , � read togetherwith that report for complefe interpretation:This summary a piies only to the locafion of this Vench at the � time of excavation.SubsurTace conditions may change at this location w�the passage ot time.The data presented are � p a simpf��cation of actual conditions encountered. � �;4�, DESCRiPT10N Fili `� Laose to medium dense, moistldamp,light brown, silty fine SAND. 1 2 Medium dense, moist,dark brown,siity SAND. � ' Medium dense, moist, red-brown,si{fy SAND witfi gravel and cobble. �_ 3 4 Medium dense,very moist, dark brown, silty SAND with gravel and cobble. - Small boulder. � Slight arganic odar. f Caving. 6 Advance Outwash Dense, maisf to very moist, red-brown to gray-brown,coarse SAN�with gravel. 7 $ Very wet at 8'. '� g Smalf bo�lder. _ � �, �� Seepage at 10'. �� Dense, rroist, iighf gray,si3ty SAND with gravel and cobble. 1 � 12 ; � Bottom of expinration pit at depth 72 feet 13 Gaving 1'ta 5 1/2', Seepage aY i 0'. � 14 � ' ' 15 - " 16 , _ ., 17 � � - 18 '" �9 � ---20— � � Haney Dew Elementary Schval � ; Renton, WA .'a . � . . � . - � .. . < Associated Ear�h Sciences, InC. pro ect No. KE05164A � Logged by: hiT � � � � � � � ' Approved tY 517106 2 U Y _ _ `LOG QF'EXPLORATIt3N RiT N(�. EP-8 � , ; _ � This loq is paR ot the report prepared'by Assoc(ated Earth Sciences,(nc.{AESt)for the nemed project and should be � + read toc,eiher�vith that�eport for complete interpretation.This summary applies only to the location of th�s trench at the m ; #ime of excavation.Su�sur#ace canditions maycf�ange aT this 14cation vrith the passage of time.The data presented are 1 ❑ ; a simplfica6an of actual condifions encountered � � a�scw�naN , : soa : ��« : � Loose, damp,light brown, fine SAtVD with silt, roothairs,grass fragment. 2 Medium dense, maist, red-brown to dark brown,silty fine to medium SAN�with graveL ' � TiD Dense, moist to very maist, red-brawn, si(ty SAND with gravel. fr; `� � Dense,mo[s#to wet,gray,silfy'SAND witt�gravel,orange oxidation. i . . . . . .. .. . . .. .� � . �. . � �. c � U = � � Partia3ly cemanfed at 6 1/�'. - 8 E.ess silty wit�depth, _ 9 : �E 1D , ' I ' Bottom of explaratiors pif 2t depih 10 ieai 31 Seepage ai 6�1�i2,'n. No caving. . ; ' ; 12 i3 r 1 4 : " � , - __ > ,. , ' " ; _ ,; -: . � . -_ i �� 16 , ; 17 , _ _ ;: _ , ' ;, > - :_ . , �,; :�� 1$ � � �. � .. j 19 i � � —]A��. .. . . � ... . . � . �Zl7-- . . . .. . ... ... ._ . . .. . . .. . . . ,ry.y . �, . . . . . . . : �� . m Honey,Dew Elementary Schoal ' N . � � . . � � � � � � Renton, lNA a . � � � ' - - .� . � . � .. " ' Associate� Earth Sciences, Inc. �roaect xa. KE05164A � Logged by: MT a Appr6ved by � � � � � 5/7f06 U Y ,# �,q�� . . - . `6_. LOG OF EXPLORATION PIT NO. EP-9 � ,� � £ = This(og is part of the rep�rt�Prepared by Associated Earih 5ciences,lnc.(AE51)for ft�e named project and shoui�be read togethet with that repaR for com�ete interpretation;This summary applies onty ta the location of this irench at the � time of excavaUon.Subsurfar,e conditions may change at this location with the passage o#time.The�ata presented are a a simplficafion af actuai cond�tions encountered. � ` � DESCRIPTION �::: . Fill � 0 to 1'conuete rubbie. . �:: ' -------------------- --------------------------------- �-; ' 2 Loose to medium dense,moist, brown and gray,sifty SARiQlsandy SILT with gravel and cobble. 3 : . . ;_ ; ,. 4 : .. . - � �„ Till ! � ,Medium dense, moist, rerl-brown, silty SAND with gravel and cobble. ' f � 8ottom of expioration pit at depth 5 feet g :, 6 Expioration terminated on cobble. No caving. No ground waterlseepage. ,,� ' 7 ; I $ � ' 9 'I 10 -,a _ - '� . � 11 12 - , 13 —� � . � � ;�.a ' 3 " 14 - - �j ��(�� 15 � � I '6 � � �� - � 17 - _ I ; - - � 18 _ ,` _ . ;. _ � � , ( 19 : 2v—- � � Honey Dew Elementary Schoof N � Renton, WA � a Associated Earth Sciences, IfIC. Pro ect No. KE�5164A � Logged by: MT � �, � � � � � ; Approved bY: 517/06 � U Y � �� , �I � LUG QF EXPLORATION PIT NQ. EP-10 I � C This fog is part of the report prepar=d by Associated EaRh Sciepces,lnc_(AESI)for the named projecf and shouid be �`" � read fogeth�r with that report(or complete inferpretaHon:This summary app`ies only#a the location oi this trench at the Q time of excavation.Subsurface conditions may change at tfis Iocation with the passage of time.Tt�daia presented are a" a simplfication of actuai conditions encou�tered � ', DESCRtPTION 1 1/2"to 2"asphalt concrete. � ' �0 to 1 112"�rav_ef base.�----- -----� � �----- ---- ---- � — ----------------- : I Fill Loose fo medium dense, moist to very maist,silty SAt�D/sandy SILT with gravel and�obble. , 2 _� � �� i Sottom�f e�foration pit at depth 3 feet 4 E�cplorakion terminated an cobbte. � ; 5 6 � � _ _ _ i 8 9 _ ; ; > _ 10 ' :. .. ;. ' � ; . . . . .�.��: �',.. .:�." _ '. .. �:: ::�. .1 _. :. ...:.�' � -:-:. �.:.:-: .�. �-.: � �� i I � 12 � 13 _ � 14 15 _ I '16 _. _ ,_ _ , , _ ��. < . �"_ ;� �7 _ 18 _ 9 9 -i< ".. _ i i�<= � � � Hvney Dew Elementary Schoo! N � � Re n to n, 1rVA < Associated Earth Sciences, Inc. E � Loggsd by: MT � � Projec�No. KEQ5164A ,.x: � Apnroved bY: � � � 5/7/O6 � 0 Y �N: :�:; ��. ��, <: ; LOG OF EXPL.ORATiON PIT NO. EP-11 ��. x � This log is part of the repoR prepared by Associated Earth Sciances,lnc.{AESI)for the named�roject a�d should be ;� , � read Yogether vnth that repoR for com�lete interpretation.This summary applies enty to the iocation of this trench at the a 5me of excavation.Subsurface conditions may cfiange at this location with the passage of time.The data presented are o a simpification of actual conditions encounte:ed. �' DESCRtPTION 1 1/2"to 2"asphalt cancrete. � �O to 1 1/2"�rav_ei base.----- ----_---_--� 3 � ----- --------Fitl ------------- � �' � � � Loose to medium dense, moist to very moist, silty SANDIsandy SILT with gravei and cobble. 2 �� ` � 3 � Bottom of exploration pit at depth 3 feet 4 Exptoration Yenninated on cobble. _ 5 6 , ' ; : . ; ; 7 i 8 - - - _ - 9 - - _ - - i 10 - - - - � - _ 11 � - �;' - 12 - - _ - 13 _ _ 14 - . " - - � 15 16 - - ; �` � 17 ; 18 � - � � : - , ' 19 � � �:;: � � �>: � Honey Dew Elementary School � � Renton, WA 'a " Associa#ed Earth Sciences, I�C. project No. KE05164A � � Logged by: MT N � � � � � c APpr�ved by: 5!7/06 r U Y ,._ . _ .:; k - ,. ; _ APP�IVDIX � _ - �ieve Analysis Results � � :� } _ __ _ __ _ _. _ _ ____ � � : � � ;; GRA1N SIZE ANALYSIS - MECNANI�AL � Date Project Projec#No. Soil Descrip#ion 5/9/2006 Hone Dew Elementa KE051S4A Tested By Location EBlEP No Depth GRAVEL with sand,few silt CAH EP-1 3'-S' Wt. Of wet sample +Tare 1927.4 Wt.o#D Sam le+Tare 1774.9 Wt.of Tare 206.9 Moisture% 9.7 � ' Wt.af D Sam le 1566 " After vJash Wei h#+Tare 1683.4 S ecification Re uirements ; _'; Sieve Na Diam, mm Wf.Retained %Retained %Passin Minimum Maximum �_ _` ' 3.5 90 0 fl.0 10fl.a � 3 76.1 0 0.0 10(3.Q 2.5 64 0 Q.Q 100.Q 2 50.8 0 fl.0 100.0 r:: =-- 1.5 38.1 0 0.0 �a0.0 � � ' 1 25.4 Q O.fl 100.0 3/4 19 370.3 23.6 76.4 318 9.51 648.6 4'1.4 58.6 � #4 4.76 905.9 57.8 42.2 ; #8 2.38 1221.2 7L5 28.5 #'�0 2 1'{69.$ 74.8 25.4 #2� 0.85 13212 84.3 15.7 �_ �� #4Q 0.42 � 1383.2 88.2 11.8 � - �60 025 i435.9 50.3 9J #1D0 a.149 1443.9 92.1 7.9 #2flQ fl.Q74 1472.1 93.8 S.1 U5 STANDAF2D SIEVE NOS. 3" 314" N0.4 Mp.i6 1tl0.4Q N0.2U0 i� � �� i i ! i t i I I I ! � _ BO ' i i t ! � I ! I ll i I - ij� i � 60 , ; � � ; i � � i I t , . ,' > � ��1 I � i � � i ID � i /jp i 3 � � 1 ! I � � t � 1 I i i ' t ; � i � 20 r i i t ' i I i � � '� i i �� . . I I � 1 + fl � � ' _ ' t OQ f D 1 0.1 0.0'! Gra1n Slze,mm - - f�. _ ��3 _ ASSOCIATED �ARTN S�IENCES, INC, 97 i 51h Ave.,Sui2e�00 Kirklantl,WA 98033 425-827-77�]FAX 425-827-5424 ;:. �:� ., : _ _ - . - ;. - - • - > �`� � �� GRAIN SIZE ANALYSIS - MECHANtCAL �;, Date Project Project No. Soil Description 5/9/2006 Hone Dew Elementa KE05164A - Tested Sy Location EB/EP No Depth silty SAND,few gravel � CAH EP-1 6'-10' Wt Of wet sam le+Tare 1194.� - Wt.of D Sam te+Tare 9103.7 Wt.of Tare 335.5 Moisture 9�0 91.8 Wt of D Sam 1e 768.2 ��:` After Wash Wei ht+Tare 10Q8.3 S ification Re uirements Sieve No. Diam. mm Wt.Retained %Retained %Passin Minimum Mabmum � ' 3.5 90 � 0.0 100A 3 76.1 0 0.0 1�0.0 2.5 64 0 0.0 100.0 2 50.8 0 0.0 1 a0.0 ��f 1.5 38.1 0 0.0 1 QOA ;= 1 25A� 0 0_0 100.0 � 314 '19 21.5 2.8 97.2 3!8 9.51 35.4 4.6 95.4 #4 4.76 44.1 5.7 94.3 #8 2.38 49.8 6.5 53.5 #10 Z 52.4 6.8 932 #20 0.85 63.7 8.3 91.7 #40 0.42 142.7 18.6 81.4 #60 025 355.2 4fi.2 53.8 #100 0.149 538.8 7�.1 29.9 #240 0.074 647.3 84_3 15.7 US STANOARO SIEVE N05. 3" 3!4" N0.4 N0.18 N0.4o N0.200 ,�,...,� 100 ,, � I � : ' i ��i: ? f , � , � � 80 ( i � �; � ! a I I I � � � { i � ' � - `; � � I i � I i ::� " � 60 � � '.3 '�= u. � ; i ! i I � � _ � ! i - i u 4� � � i � `m � a � � - i ! � I 20 � i i I I + � :'�:: I -- I i � - �:i 0 - y _� -- - � 100 10 1 U.7 �.Ol � t �`� Grain Size,mm i��. � >�` � _ ASSOClA TED EARTH SGIEIVCES, INC. 9i 1 Sth Ave.,Suite 100 Kirktand,WA 98033 425-827-7701 FAX 425-627-SC24 yr � ;, !; _ � � . . " . . . . . . . ::::� . � � � . ' � . .. . . . ��w . . ' . . . _ " . . . . .. . . . . �'y` i g�y ; � : __ . _ _ ,f;;i; '�,`s`{ ' - . '. � ' .. . - , , - ' 't �t � ' GRA1N SIZE ANA�YSIS - MECHANICAL £ - Date Praject Praject No. Soil Description 5t9/2006 Hone Dew E3ementa KE05164A Tested By Location EB/EP Na Depth GRAVEI,with sand,trace silt � ' CAH EP-2 1'-5' �°� ' Wt. Of wet sample+Tare 2815.9 �_:;,. "�%' Wt of 0 Sam fe+Tare 2737.8 Wt.of Tare 293 Moisture% 3.2 �<' z Wt.of D Sam le 2438.8 After Wash Wei h!+Tare 2710.5 3 � S ecification Re uiraments E�,_�.�:�. �� Sieve No. Diam. mm Wt.Retained °!o Retained %Passin Minimum Maximum 3.5 90 0 0.0 100.0 - s> 3 76.1 0 0.0 100.0 2.5 64 0 0.0 100.Q 2 50.8 0 0.0 100.0 1.5 38.1 Q 0.0 100.0 7 25.4 0 0.0 100.0 3/4 '19 411.5 '16.9 83.1 318 9.51 977.3 40.1 59.9 #4 4.76 1246.8 51.1 48.9 #8 2.38 '!533.9 62.9 37.1 #10 2 1582.5 64.9 35.1 #20 0.85 1797.7 73.7 2fi.3 #40 0.42 2154.5 88.3 11 J #60 0.25 2330.6 95.6 4.4 #1fl0 0.149 2389 98.0 2.0 #2Q0 0.074 24Q9.4 98.8 1.2 US STANOARD SIEVE TlOS. 3" 3/1` M0.4 Np,�{g N0.4Q M0.20D 700 i f � i � i t : � � 1 � � �;,` 8� i � 1 1 1 � �� '� ! 1 i ! , i � �'��€; c 60 � I I � � J { l f�� i I � �" i � i ' i i I I f c -. s, ! i i 1 ,. � � - �,y � 44 � � � � � b � - :A i - - 20 � � _ _` � I � � � ` ' ' � ( a -`� E.�� i ioo �o � o.� o.o� -; � � Grain Shx,mm 'Y .F_.�.. . �ry ..��>� _ . . . . . . - . . ' . . . . . . . � . . ' ' . . . '. . 't � ASS4ClATFD EARTH SCIENCE�, INC. �.:, 911 Sth Ave..Suite 100 Kirkland,WA 98033 425-827-7701 FAX 425-827-5424 � Je,e�v; � . . . . ,�� . .. . .. . .. .; " � .: _- �_ � � � .� ..�� . -.. ...-. ,. . � ��.�.. ,;�.�•.� :.: ': �; , �'�.`` •;.::s"` ;.. . . _ . . . . .. ._ .�= . �. . ;- ,..,; . ..�:,�. , ,.. . . . . . . �: r � . :�.:� -;. ` �': . ,,�: ... :.. . ' ' � - - . : _. ; � � � ��` GRAIN StZE ANALYSIS - MECHANtCAL � �.� � Date Project Project No. Soil Description 5/912006 Hone Dew Elementa KE05164A Tested By Location EB/EP No Depth Siity SAND with gravel i=s CAH EP-2 5'-8' �''':� ' W�. Of vret sample+Tare 2123.9 4Vt.of D Sam le+Tare 1983.8 Wt.of Tare 297.5 Moisture% 8.3 Wt.of D Sam fe 1686.3 ° After Wash Wei ht+Tare 1566.2 S ecification Re uirements Sieve No. Diam. mm V1it.Retained %Retained %Passin Minimum Maximum � 3.5 90 0 0.0 100.0 � ` 3 76.1 0 0.0 100.0 2.5 64 0 O.D 100.0 2 50.8 0 O.Q 100.0 1.5 38.1 0 OA 100.0 `: 1 25.4 0 0.0 1�0.0 314 19 i31.6 7.8 92.2 3/8 9.51 265.5 15.7 84.3 #4 4.76 376.3 22.3 77.7 #8 2.38 471.4 28.0 72.0 #10 2 491.5 29.1 70.9 #20 0.85 59fi.3 35.4 64.6 #40 0_42 780.3 46.3 53.7 #60 025 978.5 56.0 42A #100 0.149 1156.6 68.6 31.4 #200 0.074 1251.3 74.2 25.8 US STANDARD SIEYE NOS. F; 3' 3/4" N0.4 N0.16 N0.40 NQ.200 � � � 100 � '` :� I 1 - ,it:'Y � i s.�¢ t � � � ! ' _ 80 , � � � � � i `3 i i I 1 � ''^�°g�� I � ! I E ,�i .. � C � � � � � - LL � � � � � , a.. i I I E � ( f � f � � U � � I O � � I I � a i � - - � 20-i l � i I � _- � I � # � � ��, I i � � ( I " ! �_ � r, , _.. , �.� o-��-.� � 100 1 Q 1 U.1 0.01 �£ �� . X;+{ � Gtain Size,mm ';:.�. ';:�� x ASSOCIATFD EARTN SCtENCES, INC. � '� 9'11 Sth Ave.,Suite 100 Kirkland,WA 98033 425-827-7707 FAX 425•827-5424 ; £ �a � �}£ � �� " - . - � .- � .� . � � ' � �- . -_ .. . -� . � � '..:�� v, � .� . . - - . . . : - . . , . . .. .....;. � i � ��.� ' � � . . � - . - . �F .. ,. ' .. . . : # .<E , � .� ', a „ �'. ' _ . t . � . . .. .. . . . : {�� . �.,.�.� , . . .., , .. ' .t ,,......._ , ..... . . . .-�.:. . _.-. . ._ - . . .'. . . .. . . ... .... . � . . ...�,....... R9�-:�Lv'. ,.i�c....., m4tr.4+.mRA � ' RAtN SI� NAL 1 - C IC G E A Y S S M E H A N A L Dafe Project Project No. Soil Description � 5t9t2006 Hone Dew E(ementa KE�5964A Tested By Locafion EBIEP No Depth SAND,littie gravel few silt ,� CAN - EP-3 3'-a' �. .° Wt.�f wet sarnple+Tare 938.1 WL of� Sam e+Tare 880.5 Wt.of Tare 34i.2 Moisture% t0.7 � Wf.of D Sam !e 539.3 =� ° After Wash Wei ht+Tare 846.7 S cification Re uirements Sieve No. Biam. imm 1Nt.R2tained %Retained %Passin Minirrtum Maximum : `` 3.5 9� 0 0.0 100.0 � 3 76.1 0 0.0 100.Q < , 2.5 64 0 0.0 100.0 __._,'_ 2 50.8 0 0.0 90QA 1.5 38.1 0 0.0 900.Q 1 25.4 0 D:0 1�0.� 3!4 19 0 OA 40�A 318 9.51 71.9 13.3 86J #4 4J6 124.1 23.0 77A _ #8 2.38 186.4 34.6 65.4 #t0 2 207.1 38.4 61.6 #20 fl.85 325.b 60.4 39:6 #40 0.42 438.1 812 18.8 #60 0.25 478.6 88J 11.3 #100 0.149 495.8 91.9 8.1 #t200 O.a74 505.8 93.8 6.2 US S7ANDARD SIEVE NOS. - 3' 3/4" N0.4 F�O.'!S ' NO_40 N0.260 10�J i � � .: " - - � ; ; - , 80 �-- i i - j i ! - i I m � � = 60 � i � � ' � � , � t m ' � � � I e`ui 40� � � r � i i � i � �3 i � 3� -- i . ��.:_ _, i' I 1 � ' 20 ` _ � _' � ' 1.i.i - ' ' ° � i 3 � � { 1 � ` ( I r� -.�. .J•. . ��a '� � . � . _ . . � . :�� 0 � d.� � 9:0� . ' Grain Size,tnm ASSO�IATED EARTH SCIEIIrCES, INC. � 97�5th Ave.,Suiie 10Q }Grkiand,WA 98ff33 4Z5-827-Tiot FAX d25-s27-5424 ., ' , : � . . _. �. _. _. �� . � � .,�,�,._ ..�,r,..� : �_� � �,� GRAIN SIZE ANALYSlS - MECHANICAL � . , Date Project Project No, Soii Description 5l8/2006 Hone Dew Elementa KED5164A Tested By Location EBlEP No Depth GRAVEL with sand,trace sil# CAH EP-4 3.5'-5.5' � Wt. Of wet sam !e+Tare 20�6.5 Wt,of D 5am le+Tare 1874.6 Wt.of Tare 301.1 Moisture�0 8:7 ; tNt,of 0 Sam !e 1569.5 � After Wash Wei ht+Tare 1818.4 S ecification Re uirements ' Sieve No, diam. mm Wt.Retained �o Retained %Passin Minimum Maximum 3.5 90 a o.0 100.0 � 3 76.1 0 0.0 1 U0.0 2,5 64 Q 0.0 100.0 2 5Q.8 0 0.0 i06A � . . ' 1.5 38.1 0 OA 1�6.d � 1 2b.4 � 0.0 100.0 3t4 19 154.1 9.8 902 318 9.51 414.3 26.4 73.6 � ' #4 4:76 763.8 48.7 51.3 #8 2.38 1084.1 69.1 30.9 #10 2 1148.8 73.2 26.8 #20 0.85 '1293.1 82.4 17.6 [; #40 0.42 14252 90.8 8.2 #60 025 1479.2 94.2 5.8 #100 0.149 i 500.1 95.6 4.4 #2Q0 Q.074 1515.9 96.6 3.4 €� „ '' ��. :- : us s�ar�aaata siEv�Has. 3" 314" N0.4 Np.t6 NO.dO �(O.gpp _ �� T � i � � i � I I j r � 80 t � �i i � i � � �� ' i 1 I �� 3 � r L � 1 + � � � 6a � � � i } S � k � i � � aa i � � � a ; t - i i ! I i � -� 20 ` � � � II 1 I I � � � � � d - -- �- - ! 100 10 1 0.1 0.09 Grain 5fze,rrtm _ � ASS4CIATFD EARTH SCI�NCES, ING. �� 411 SthAve.,Su�te�OD Kirkland,WA98033 925-827-TOt FAX425-627-5424 , , ._. _ � -, �� GRA1N SIZE ANALYSIS - MECHANICAL � Date Pro}ect Project No. Soil Oescription 5/9/2006 Hone Dew Eiementa KE05164A Tested By Location EB/EP No Depth SAl+1D, little gravel,trace sitt � CAH EP-7 5.5'-8' � : Wt.Of wet sample+Tare 1334.1 Wt.af D Sam le+Tare 12D5.1 Wt.af Tare 345.9 Moisture% 15.0 � " Wf.of D Sarr� le 859.2 After Wash Wei ht+Tane 1187.3 S ecifiqtion Re uirements Sieve Na Diam. mm Wt.Retained %Retained %Passin Minimum Maximum 3_5 90 d 0.0 100.Q 3 75.1 0 0.0 100.0 2.5 64 Q OA 100A 2 50.$ 0 0.0 100.Q ;;_'. '` 1.5 3$.1 0 0.0 100A �. -. 7 25.4 0 d.0 100.0 314 '19 32.7 3.8 96.2 318 9.51 93.9 1 Q.8 89.1 � #4 4.7B '132.2 15.4 84.6 � #8 2.38 173.4 20.2 79.8 : #1 Q 2 184.9 21.5 78.5 #20 0.85 246.8 28.7 71.3 � � #4Q 0.42 491.3 57.3 42.7 .,� ; #60 0.25 744.9 86.7 13.3 #1 D4 0.149 824.4 95.9 4.1 #2J0 0.074 84�J.4 97.8 22 � ° iJ5 STANDARD SIEVE NOS. 3" 3/4" NQ.4 A1D.�6 N0.4Q N0:200 100 � I F E ' I � � � I I i I I i i i 80 � � � # � ! � i �� ! k� � ! t i I m � � i i ' I ' _ _ LL � 1 i I c -. i � 3 €,: � c�i � ' 1 I i I i � � � � � I � � ,�.; I I i i � i �� 20 � � ' ,. � ' _ I i ! _ i i : ! '' � I � � I � i i I i ! � 0 � � { -- 3� 300 10 1 0.1 Q.01 Grafn 5lze,mm -�, , .- � _: ,::: _, : e= ', ' ��' ASSUC/ATED �ARTH SCl�t1tCFS, INC. ., � 911 Sth Ave..Suite 10o Krkland.WA 98033 a2�827-77ot FAX a25-827-Sa24 `_j � � t 3 , � �� .:. . � . . . . - .. � '' . �.��-� .. �� . . . . . . , . .. . ' �.�� . ' � . . - . ��