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Home My WebLink About03829 - Technical Information Report ' . � 3� Z 1 v� � NICAL INFORMATION REPORT T H 0o EC m � PACCAR Parts Warehouse NWC — North 4th Street and Houser Way Renton, Washington � ' Prepared for: �N E Hq PACCAR Inc. ,�P��F��^SH;R'��s 777 106th Avenue N.E. :� � ' S Bellevue, WA 98004 , � ��t��'s r ,� 42779 � �,�' �I• , ��%l.`I F.�L�• �'�` , S'S/O.\':�L�� Revised April 21 , 2015 February 27, 2015 Our Job No. 12567 C�N pF RENTON REGF�vF r` �pR � 4 ?� �_ ' ��lt�`,_,°,�a;� Dl�i i5f�'� GK'4� � �I s� Q� '� 18215 72ND AVENUE SOUTH KENT,WA 96032 (425)251-6222 (425)251-8782 FAX � � BRANCH OFFICES ♦ TUMWATER,WA ♦ LONG BEACH,CA ♦ WALNUT CREEK,CA ♦ SAN DIEGO,CA I o ` �u� www.barghausen.com zrG ��V� � <p ; �,P , � 3829 �C ENC:\N N �ti, m TECHNICAL INFORMATION REPORT �� J �� ° __ , PACCAR Parts Warehouse = � � � Renton, Washington � l � ' �,�. Our Job. No. 12567 a8 �,°a � � i�.�;�t� �.�� oN�Li; r� 1.0 PROJECT OVERVIE'. Figure 1 —Technical Inrorn,� i:i��,�, Raport �;TIR�; `�r'�;��r�s�_-;; Figure 2—Vicinity Map Figure 3—Drainage Bas��ns S�_rboas�ns ana Si�e Charac:er�st��cs Figure 4—Soils Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements 2.2 Analysis of the Six Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CSWPPP ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATION AND MAINTENANCE MANUAL , 12567.00S.doc 0 . � � c� � 1.0 PROJECT OVERVIEW The new PACCAR Parts Warehouse project is located within a portion of the Southeast quarter of the Southwest quarter of Section 8, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More specifically, the site is located at the northwest corner of North 4th Street and Houser Way. The existing site from Garden Ave to Houser Way encompasses roughly 25 acres, the eastern portion of which will be redeveloped as part of this project. Please refer to Figure 2 for a vicinity map. The existing property site had one building, associated parking, and utilities. The building has been demolished. The remainder of the site is grass and relatively flat, except for a few sediment or runoff traps that drain to the existing storm system. No wetlands or sensitive areas exist on site. The site is bound on all sides by existing development or streets. On-site soils are urban, II which are modeled as till. Research indicates that this site was previously completely developed and has since been returned to a grassed area. �, This site is partially located in the Zone 2 Aquifer Protection Area. This site is not located in the '' FEMA floodplain. The site is zoned Heavy Industrial. ', The storm drainage faciliry is proposed to be located in the northwest corner of the project site ,I such that the site will discharge in the same location it does under existing conditions. There are no wetlands or sensitive areas located on this project site and no road improvements are ' proposed other than reconstructing a portion of the sidewalk along Houser Way. The flow control calculations utilized disturbed area (approximately 11.8 acres) instead of just the development parcel, since improvements are primarily located by the southeast corner of the parcel. This site will provide Enhanced Water Quality treatment and the detention pond is designed for Peak Rate Flow Control Standard - Matching Existing Conditions. The southern boundary of the project site is formed by N.E. 4th Street. The eastern boundary of the project site is formed by Houser Way North. The western boundary of the project site is formed by Garden Ave North. Existing commercial developments are to the north. The proposed development consists of demolishing the existing utilities and constructing a new 170,000-square-foot warehouse with associated parking, loading docks, and utilities. In addition, driveways will be constructed along Houser Way North. Elevations on the site range from 42.0 at the northeast corner down to 38.0 at the southwest corner of the project site. There is no off-site runoff contributing to the site. Infiltration is not feasible for this site as the on-site soils do not ercolate well enou h. P 9 A Flow Control BMP is required for this site. This project is a non-subdivision project on an individual lot that meets the requirements for a large lot, high impervious BMP. An area equivalent to 10 percent of the site area will be directed to an on-site rain garden before being sent to the combined detention pond and wetland. Stormwater calculations herein were designed to meet the 2010 City of Renton Amendments to the 2009 King County Surface Water Design Manual (KCSWDM) as adopted by the City of Renton. � �--+ � � � � � �, L 0 � � � � � �..L � � 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�t}CU4�2. �►i[_ Project Name {��l�4+� 7��(�� Phone �Y�5 � � `-'�E,`1�I DDES Permit# Address �� —�D(o AI� NE Location Township 2� ��-.14�b�� Range .S� Project Engineer,� w G ��Z,�� Section � � Company ��)�1�.1�i�1`_��j/ry�S Site Address Phone � Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ❑ Landuse Services ❑ DFW HPA ❑ Shoreline Subdivison / Short Subd. / UPD Management ❑ COE 404 � B ' ' ' es ❑ DOE Dam Safety � Structural M/F ommerical i SFR RockeryNault/ ', ---- ❑ FEMA Floodplain ❑ Clearm and Gradin ❑ ESA Section 7 9 9 ❑ Ri ht-of-Wa Use ❑ COE Wetlands I g y ❑ Other ❑ Other li art PLAN AND REPORT INFORMATION ' Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted / Type (circle one): Fu / Modified / (circle): Large Site mall Site Date (include revision � Date(include revision y V 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: 2009 Surface Water Design Manual 1/9/2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes ,��% Describe: � Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan :�Il}CbNI Special District Overlays: D�ainage Basin:�� UI/ �/1{�'AA� -- ��1TanJ ,¢�yn (,ou1�� Ct�— K-IIJ�L- Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection � .�,U� � 1"lb�� nn �vnlF. � U Part 10 SOILS Soil Type Slopes Erosion Potential b -z , ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer I ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 1;9,'2009 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 ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ ❑ 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 Core Requirements (all 8 apply) � Dischar e at Natural Location Number of atural Dischar e Locations: Offsite Analysis Level: / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number incl. facili summa sheet Small Sit MPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone• Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Lo Re uired: Yes /No Financial Guarantees and Provided: Yes / No Liabilit Water Quality Type: Basic / Sens. Lake nhanced Basicm Bog � (include facility summary sheet) or Exemption No. Landsca e Mana ement Plan: Yes / No S eclal Re uirements as a licable Area Specific Drainage Type: CDA/SDO I MDP/BP/LMP/Shared Fac. one Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption None ,,� 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: N /A � Source Control Describe landuse: �� (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL i TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ', Oil Control High-use Site: Yes No ' Treatment BMP: � Maintenance Agreement: Yes / No i with whom? Other Draina e Structures I'i Describe: � Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION � Stabili e E po ed Surta esTION I � Clearing Limits I � Cover Measures � Remove and Restore Temporary ESC Facilities I � Perimeter Protection � Clean and Remove All Silt and Debris, Ensure I' � Traffic Area Stabilization Operation of Permanent Facilities � � Sediment Retention � Flag Limits of SAO and open space preservation areas � Surface Water Collection ❑ Other � Dewatering Control I � Dust Control I Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch Flow Control T elDescri tion Water Qualit T e/Descri tion � Detention � ❑ Biofiltration ❑ Infiltration ❑ Wetpool ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control � Flow Control �� ❑ Spill Control BMPs ❑ Flow Control BMPs ❑ Other � Other � v �C�� ; � �..'. 2009 Surface Water Design Manual 1/9/2009 4 � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL � TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . - Part 15 . EASEMENTS/TRACTS ; Part 16 STRUCTURAL ANALYSIS ` ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protectian Covenant ❑ Rackery>4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other __.. _ _ ___ Part.'17.� SIGNATURE OF PROFESSIONAL fNGINEER - `� ` `` I,or a civil engineer under my supervision, have visited the sife. Actual site conditions as observed were ' incorporated into thls worksheet and the attached 7echnical information Report. To the best of my knowledge the inform tion provide here is accurate. � �s S! ned/bate I 2009 Surface Water Design Manual 1/9/2009 5 � � N � � � � •� ; � �V ��' L.L � � w I-5 Z 0 > J m F�- NORTH 8TH ST Z � � � D Z77 � D < Z � O NORTH 6TH ST � � o N m m z � D � < � m z Z 0 � -� _ SITE NE 4�N S� NORTH 4TH ST I-5 NORTH 3RD ST BR�NS�N w A� �� VICINITY MAP (NOT-TO-SCALE) Figure 3 Drainage Basins, Subbasins, and Site Characteristics I il I':A '�)00�_ � '.�`,Fr��,xl•�Ir�it I?5f>7—FX CC1NU.�iw 7 ;_;ate!Timr:2/2`�/;?�)1`� 10:_;1 �M �c��le:1" = 1' I?��I I�I`_�Y �'.rcf: � I 1 � �, ; � � �� , o V , o 0 li o I E�i�i .�� 6,.; '� . 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N II . _ . .�,� - � . z �,�,q��=..... . � ON O) � �'�-`` __�.�.�.._:__ ---w- _ z \ 00 � y m o � W � � n � rn � � � � � � � � cn �' �. z orn � � � � � � � � � I I I I I__ No. Date By Ckd. Appr. � Revision Job Number �H,4� Designed KEH Scale: TItIA. Q. , �1 18215 72ND AVENUE SOUTH DEVELOPED BASIN MAP 12 5 6 7 � ` � KENT, WA 98032 Drawn Roc Horizontal m �� 2 (425)251-6222 ' '�� ' v �425�251-8782 FAX Checked KEH �"=200' Sheet n �� ,"� 2 ? Approved JGH Vertical For. s � �5' CIVIL ENGINEERING, LAND PLANNING, 1 �, 1 G<T��G ENG�� SURVEYING, ENVIRONMENTAL SERVICES Date 1/15/15 na Q � � � � L � � � •� � V, � Soil Map—King County Area,Washington ' � (PaccarParts Warehouse) � w � -' sF�o3�o s�3�o �c,rnzo ;6m�n s6oszo 56os�o s6o6za s6o6�o seo�20 sc�»o �� I ' ' , � : oi°t�r za°N 47°29'28"N � . . ,.., ... . . . ,I .,. ... � • � � , � • n � .7 E r. � � �� ; U' ',. _� . - _ _ � a ::" ' �l -:Cv aNdCr ':..Y �✓$ �`� l tY '� x � .a�iN � � � J4vr � ) 1.) 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'T..,. . _ . .,. , u�, � ` � ~ '" �� i, ' �� . i d' �h �\, p . i�w�.. ��.�. � ,,.rm rv' ' .�.. �� . �,. �� ..._� . i: . � I�n 47°]0'17"N 47°29'17'N �' i w 1.::� L�iii�rl�.rn..c '�� {��'iiyY:l+. l�. ;.� ' � L � � � � 5�_�2U 560370 560420 560470 560520 SCi0570 ;iax�20 Sfi0670 560720 560770 > � MaP scale:1:z,zso if pr;nced«,a lar�aPe(1�°X as°>sl,eec. � „' N -- __ ,Meters � _, 0 30 60 120 180 .. �� /V � 0 100 200 400 600 Map projecLon:Web Mercator Comer 000rdinat2s:W�S84 Edge tics:UTM Zone lON WG584 usun Natural Resources Web Soil Survey 1/15/2015 � Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—King County Area,Washington (PaccarParts Warehouse) MAP LEGEND MAP INFORMATION Area of Interest(AOI) � Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. __ Area of Interest(A I) Stony Spot � Warning: Soil Map may not be valid at this scale. Soils Very Stony Spot f Soi1 Map Unit Polygons � Enlargement of maps beyond the scale of mapping can cause � Wet spot misunderstanding of the detail of mapping and accuracy of soil line ' ,.�,r Soil Map Unit Lines placement.The maps do not show the small areas of contrasting �; Other soils that could have been shown at a more detailed scale. � Soil Map Unit Points � •� Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map V Blowout �Nater Features measurements. Streams and Canals � eorrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov p� Clay Spot � Rails Coordinate System: Web Mercator(EPSG:3857) �� Closed Depression � Interstate Hi hwa s 9 Y Maps from the Web Soil Survey are based on the Web Mercator � Gravel Pit projection,which preserves direction and shape but distorts ,�: us Routes distance and area.A projection that preserves area,such as the „ Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate � Landfill Local Roads calculations of distance or area are required. � Lava Flow gackground This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. �, Marsh or swamp . Aerial Photography Soil Survey Area: King County Area,Washington � Mine or Quarry Survey Area Data: Version 10,Sep 30,2014 0 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50,000 o Perennial Water or larger. � Rock outcrop Date(s)aerial images were photographed: Aug 31,2013—Jul 15, + 2014 Saline Spot e . Sandy Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background � Severely Eroded Spot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. � Sinkhole �, Slide or Slip � Sodic Spot ��su,� Natural Resources Web Soil Survey 1/15/2015 � Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—King County Area.Washington Paccar Parts Warehouse Map Unit Legend King County Area,Washington(WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ur Urban land 17.0 100 0% Totals for Area of Interest 17.0 100.0% USD.�� Natural Resources Web Soil Survey 1/15/2015 � Conservation Service National Cooperative Soil Survey Page 3 of 3 0 . N � � I- 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natura!Location. Response: This project site is partially developed with two existing storm drainage systems of pipes and catch basins. This site will discharge to the existing storm system on the north portion of the site. the same as current conditions. Discharge will eventually reach Lake Washington. Core Requirement No. 2: Off-Site Analysis. Response: A Level 1 Off-Site Analysis has been prepared for the site and is included as Section 3.0 in this Technical Information Report. Please refer to that document for the off-site analysis. Core Requirement No. 3: Flow Control. Response: This project will provide flow control in the form of a detention pond at the northwest corner of the project site discharging to the same location as it does under existing conditions. Peak Rate Flow Control Standard - Matching Existing flow control was used to size the facility (match 2-, 10- and 100-year peak flows). A Flow Control BMP is also required under the Large Lot High Impervious BMP. A rain garden is proposed on the east side of the site. Core Requirement No. 4: Conveyance Sysfem. Response: The conveyance system for this project site was sized according to the 2009 KCSWDM. Since the project site is greater than 10 acres in size, the pipe conveyance system was sized using the SBUH method. The 25-year event was analyzed. A backwater calculation is also included. Core Requirement No. 5.� Temporary Erosion and Sediment Control. Response: This project site will follow the erosion and sediment control measures as delineated in City of Renton Core Requirement 5, Section 8.0 of this report and the Demolition and TESC Plan included in the construction plans. Clearing limits will be specified, cover measures will be instituted, perimeter protection will be installed in the form of silt fences, a rock construction entrance will be installed, and the streets will be swept clean of sediment after construction at the end of each day. Core Requrrement No. 6: Maintenance and Operations. Response: This project will concur with all maintenance and operations requirements as delineated in the 2009 KCSWDM for projects of this nature. Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liability requirements of the 2009 KCSWDM as delineated for projects of this nature. 12567 008 doc � Core Requirement No. 8: Water Quality. r Response: The Water Quality Menu followed for this project site requires that the Enhanced Basic Water Quality Menu be followed for this development due to its commercial nature. Enhanced Basic Option 2 allows for use of either a standalone or combined stormwater wetland. This project is proposing a combined detention pond and constructed wetland. Analysis of the Five Special Requirements: Specia!Requirement No. 1: Other Adopted Area-Specrfic Requirements. Response: To the best of our knowledge, the site is not located in an Other Adopted Area-Specific Requirement area; therefore, Special Requirement No. 1 does not apply. Special Requirement lVo. 2: Flood Hazard Area Delrneation. Response: This project does not contain, nor is it adjacent to a flood hazard area for a river, stream, lake, wetland, closed depression, marine shoreline, or a King County mapped channel migration zone. Therefore, the requirements of this Special Requirement do not apply. Specia!Requirement No. 3: Flood Protection FaciJities. .�. Response: This proposed project will not rely on an existing flood protection facility, nor does it propose to modify or construct a new flood protection facility. Therefore, the requirements of this Special Requirement do not apply. Specia!Requirement No. 4: Source Control. Response: This project is a commercial site development; therefore., source control is � � required. Source controls for this project include closed compactors. I Special Requirement No. 5: Oi!Control. � Response: This site is not classified as high-use; therefore oil control is not required. Specia!Requirement No. 6: Aquifer Protection Area. Response: This site is located in Aquifer Protection Area Zone 2. The on-site soils are not conducive to infiltration. The only runoff to the proposed rain garden is from the � building roof, which is non-pollution generating impervious surface. A liner will be installed for the detention pond. � � � "� �— I� �- � , 12567.008.doc O . M � � H � � .� � � . �. � 3.0 OFF-SITE ANALYSIS ' A Level 1 Off-Site Drainage Analysis has been prepared for this project site. That document is ' attached herewith in its entirety. This document should meet all of the requirements of the City of Renton for off-site analysis for this development. � ... � i � I ,.� li �._ �; � � � 12567.00S.doc r-`n � ��k � � , LEVEL 1 OFF-SITE DRAINAGE ANALYSIS v PACCAR Parts Warehouse Northwest Corner of North 4th Street and Houser Way Renton, Washington � Prepared for: PACCAR Inc. 777 106th Avenue N.E. Bellevue, WA 98004 ; ; ; Revised February 26, 2015 October 10, 2006 Our Job No. 12567 � GHAV � 11►j,`4 Z � 18215 72ND AVENUE SOUTH KENT,WA 98032 (425)251-6222 (425)251-8782 FAX � ` BRANCH OFFICES ♦ TUMWATER,WA ♦ LONG BEACH,CA • ROSEVILLE,CA ♦ SAN DIEGO,CA °y � ? www.barghausen.com s �� P+- •��G 4N(i�N�� I I TABLE OF COVTE�TS TASK 1 —STUDY AREA DEFINIT[Oti AND 1�1APS EXHIBIT A Vicinity Map EXHIBIT B Downstream Draina��e [�1ap and S�stem Table ii TASK 2—RESOURCE REVIEVb' �� EXHIBIT C FEMA l�iap I EXHIBIT D Sensitive Areas Folios EXHIBIT E SCS Soils Map and Preliminary Geotechnical Recommendations EXHIBIT F Assessor's Map EXHIBIT G Wetland [nventory i�1ap EXHIBIT H Basin Reconnaissance Stimmar�� Report TASK 3 —FIELD INSPECTIO\ EXHIBIT I Off-Site Anal�sis Drainage System Table 3.1 Conveyance System Nuisance Problems (Type 1) I 3.2 Severe Erosion Problems(Type?) �I 3.3 Severe Flooding Problems(Type 3) TASK 4—DRAINAGE SYSTEM DESCRIPTION AND PROBLE�-1 DESCRIPT[ONS EXHIBIT J Drainage Complaints T,=�SK � — '��91TIGATION OF EXISTING OR POTE��TIAL PROBLE�1S I��6?.00�.cloc �INJ1teP� � � I H r � TASK 1 —STUDY AREA DEFINITION AND MAPS The proposed PACCAR Parts Warehouse project is approximately 12 acres. The site is located within a portion of the southeast quarter of the southwest quarter of Section 8, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site is located on the northwest corner of North 4th Street and Houser Way. The enclosed Exhibit A, Vicinity Map depicts the exact location of the proposed site, as well as the Assessor's Map located in Exhibit G. The site formerly had one building, associated parking and utilities. The building has since been demolished. The � remainder of the site is undeveloped grassland. According to the City of Renton basin maps, this site on the East Lake Washington Basin, near the basin boundary with the Lower Cedar River Basin. There are , currently on-site catch basins and pipes that drain west then north across both the Kenworth R&D facility ' and the PACCAR main warehouse to North 8th Street, eventually discharging into Lake Washington. The soils in this portion of King County are not known to be conducive to infiltration. The type of soil on this ' site is Urban type soils per the King County Soil Survey. The geotechnical report lists the surface soils as ' sandy silt and silty sand. For hydrology modeling purposes, the soils were modeled as till type soils. A copy of the soils map is included as well as the soils report. Commercial developments are located to the north, east and south. North 4th Street forms the southern property line, Houser Way the eastern property line. The site is fairly level in nature but tends to slope to the south and west towards the streets. UPSTREAM DRAINAGE ANALYSIS Based on the USGS Quad Map, our site �isit, and the project survey, it does not appear that there is any upstream flow onto the site. Any offsite flows are captured in the conveyance systems of Houser Way or North 4th St. 12567.002.doc Exhibit A Vicinity Map ; W I-5 Z 0 J m � NORTH 8TH ST z � � � D �O � < Z S � O � NORTH 6TH ST o � , � m m z � D � G � m z Z O � � _ SITE I NE 4�N S�( NORTH 4TH ST I-5 NORTH 3RD ST A.{ NE ' BR�NS�N w VICINITY MAP (NOT-TO-SCALE) . . ��, Exhibit B Downstream Drainage Map Uffsite Conveyance IVlap Legend � i � Pump Station ♦ Discharge Point ;�� = y , _ , .� � � �. � �i' � ipe ' �. ;� • G7� � Culvert � e 1 �_.��ng � � r ��e� y� R St�. �p ng Cenfer ,S _ 9 0�� Open Drains � N� � Facility Outline ��,� �.: � . I '� , �� NE t�h St ` � Private Discharge Point ,��,�� , , � Private Pipe Y=' ;t � ��i N`G/BE Ci i� � "� � � : S��^� y ._ ShoRp�ng Private Culvert I � � — �� Private Open Drains � c i � � �t��" �o � Private Facility Outline N �fi � x� y � �` � � 3!F Flow Control BMP w °� u � � Stormwater Ponds � � � �.� } �* � � � Facility Transfer � . ,_,-. , �-p� 4..�, � u - � ` � � � � � � - , I �a ,_ �. 9 Z e �►� . hl Landing y '^$ m � � > Hir hl snds�'srk * >._�.� Q I '`� _ � 0 a. �'l Sth S iv ou. _ Q ��ton Trail [ � �� ! �i � I �' , � g � �? Paccar Main ° � _ '�'�`�" � _� a Warehouse � � � � � 1 Site :� y� � . �,� �� q..p,.�.,n.�,�..rr ,� ' � : �"'� y�� ,-� w�' � , `..., � c':� I �r Kenworth &D Fa$�ty ,,� f_�o_. :. S i�e �� ' ` Q �� Ii 3 � �., ,, '�� '�� I Z , ', 7 � � . . 2 '4/ �3 � � z Q �i RENTOt� a � `':�, a' : ,�, ;= ._ = i � _ � z ._ z ; � �y � � � � a ` I '" � �� '?'� � � � T R. 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'i .qfl15♦`M 6Y ��r1� C1tE �Ge9p�4C� �S�EET� , �� OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Downstream Drainage Course Subbasin Basin: Lake Washington East Subbasin Name: Number: Observations of Field Distance Inspector, Drainage Component Drainage Component from Site Existing Potential Resource Reviewer, or Symbol Type, Name, and Size Description Slope Discharge Problems Problems Resident I, Constrictions. under capacity, ponding, I Type: sheetflow, swale, stream, overtopping,flooding,habitat or organism channel,pipe,pond; size. Drainage basin, vegetation,cover, destruction,scouring,bank sloughing, Tributary area, likelihood of problem, �I See Map diameter;surface area depth,type of sensitive area,volume % Ft. sedimentation,incision,other erosion overFlow pathways, potential impacts ! �i 24-inch Pipe Kenworth R&D Facility 025 0-100 None Noted None Noted � 24-inch Pipe Kenworth R&D Facility 0.27 100-438 None Noted None Noted , OO 24-inch SD Kenworth R&D Facility unk 438-538 None Noted None Noted 40 30-inch SD Paccar Main Warehouse 0.43 538-1,238 None Noted None Noted OO 42-inch SD Paccar Main Warehouse 0.20 1,238-1,438 None Noted None Noted OO 42-inch SD Paccar Main Warehouse 0.20 1,438-2,038 None Noted None Noted O 42-inch SD Paccar Main Warehouse 0.20 2,038-2,338 None Noted None Noted OO 42-inch SD Paccar Main Warehouse 0.20 2,388-2,788 None Noted None Noted OO 48-inch SD N 8th St unk 2,788 None Noted None Noted 1��67.002.doc[JPJ�tep] I N tn H TASK 2—RESOURCE REVIEW Adopted Basin Plans: This site is part of the Lake Washington East Basin. Finalized Drainage Studies: This is not applicable. Basin Reconnaissance Summary Report: The site is located in the Lake Washington East Basin. The Lake Washington East Basin is a small completely urban basin and is located in central King County between the Cedar River and May Creek. The King County Basin Reconnaissance Summary Reports are located in Exhibit H. Critical Drainage Area Maps: Since the project is located within the City of Renton, King County does �� not rnap water quality or flow control applications for this area. Per the City of Renton 2010 amendments to the 2009 King County Stormwater Design Manual (KCSWDM), the site requires Peak Rate Flow Control and Enhanced Basic Water Quality Treatment of stormwater. Floodplain and Floodway FEMA Maps: Please see the enclosed FEMA Map (Exhibit D of this report), which is Panel No. 977 of 1,725, Map No. 53033C0977 F, revised May 16, 1995. This FEMA map indicates that the project site is located in Zone X and is not subject to flooding. , Other Off-Site Analysis Reports: A review of Exhibit H, Basin Reconnaissance Summary Reports, and III the site investigation work were conducted in preparation of this Level 1 Drainage Analysis. The United , States Department of Agriculture Soils Conservation Service Map is also provided. See Exhibit F. , Sensitive Areas Folios: Based on a review of the City of Renton Sensitive Areas Map Folios, it was found that the subject site is situated within Aquifer Protection Zone 2. Road Drainage Problems: This is not applicable. United States Department of Agriculture King County Soils Survey: Based on the soils map for this area, the entire site is located within Urban type soils, which are assumed to be till type soil and not suitable for infiltration. , Wetland Inventory Maps: There are no known wetlands within the�icinity of the project site. Migrating River Studies: This is not applicable. 12567.002.doc Q U � � � Q � � xw w � ,\ �,. L` ^ \ 4�� G �� -S i_ �; APFROXIMl�TF SCALE IN FEET ? 500 0 500 STREET � - , �, ��! ,NATIONAI FLOOD INSURANCE PR06RAM �.J��_ ` �''i i l,,ll , —___ -- �`� i�� ,�: � I'� 'IrJ!' 8 0 ��. !' �i';i'�' FIRM � 2 i I � ��'�I \ �� I�� ji�� FLOOD INSURANCE RATE MAP i� ,�� _ '' �i��'��!�1` K1NG COUNTY � �'� I��,II';,�' WASHINGTON �AND � � � i��il��i 1NCORPORA'1'ED AREAS 1 I JI I i PANEL 9710F 1725 .iTREET i I II �`.I-F MA1' INI)Fx FOR PANELS NO� VHINi[UI 1 I I �i � a jll � w � � :ONTAINS. w 0 �I .UPrIMUNITY NUMBEN PANEL SUFFIX 7 \ . y � T iI I c codnir. � ��.\ � I, ��I.i1:V�OflP(1HliffU aHlN} 6300J� OA]J F i II ,I i ��,�.urun.c:r�er s3ooee usn r -F_—__-i�, I I� �,I� ;;i STREEf � �I I I I I�,'! �I i i, j j I�,'I�, ;�� ; �� GITY F RENTON �� !I;I�; �'�i�ri�!! 0 30088 � IiI�I� !I'I �i �� MAP NUMBER ' SITE r ��' �' � � 53033C0911 F � � ��i �' I z z I� -�,:;;, MAP REVISED: ; r8 `:�, MAY 16,1995 STREET _ __. ____.._- ---- ----__. _ _. �0,9� Q ��a��'i I 'y ^ 'f- I � "'y� � i Federal Emergency Management Agency a � � NORTH MARION z — � STRFET ti p� This is an official copy of a portion of the above referenced}lood map. It , O q � �� was extracted using F-MIT On-Line. This map dces not reflect changes � � o� Q or amendments which may ha�e been made subsequent to the date on the '' �� Q� title block. For the latest product information about National Flood Insurance Progrem flood rnaps check the FEMA Flood Map Store at www msc.fema.gov Exhibit D Sensitive Areas Map P a c c a r S e n s i t i v e A r e a s M a p Leg eC ty and County Boundary � Other x � � � s� � ..:d � V �6�8" >f `� . . . : 2•�03 ' l.i Gty of Renton I � � � ri` ' � � �R � `";� b . _ : � � � e I Addresses �r - s " � - � �� _� � ` zi . . 4# , - _: �I ^ r: . . � �* '� r # } � � .� r � : I Parcels < .£.�-. . �� . �,- .��.. . _- � • � ,� ,� 830 . '��'�� `. � � � #� ;�: r� � �� ,540 _�._ _ � _... � I ; 1st Floor � � ,_ �.x...., � _, . _ . . _ . _ � <_ �� #. � ��... �� - . I I�y � � � � �� ,� z � .� �, .� � - �. , �"=_•,� ..� - .£ ; 1 st FlaoOrr .& ,: +� � � �: � ! , � .;: _ .i.; . • �j; , �,� � � �...' ; .��:� ��, ~ � > ''� ;t ,� +�� ; ` � "�4 �-. _ 2nd Flo . _ - • -� � � soa . �.. rt � A ��. -. �= f,�,.'.. } >- .,�.�....��. ..., =f . . � . 1 st Floor " ` ' " � , � , _ w h , � �� - ' �� . " 542 , t -��- �` �� 's w i g . _ 544 �! _, 547'�` � ,�:�� ' � � � � ` ,,�s _ � "'3� _ .,.�, _ . ; � .- . . .� , � �_ ...� ._-� ., � , � ; Oh rB - - �,. ._ _, x �F_ �� e _ � ��` e - -� __ t � , � �is � � � f -..�"�"535>+... �"� �' � ��;..... _--. �,�, � �� `� � � �� f �� Buildingsld �� , � �,, ,� � '`> ��„�.� �� ..� � n s �540 - 541 "� F `�"'"" � � � ` 50�" � � ,_ ; Aquifer Protection Zones 538 $41 .; . � i. ,�� , s � °'� ^ _ 'r+E , �� zone� ..� � �. �� . � �.. � � 4 534 - 535�- ':��,:,.. � � _��. �: �� . . _ .�<_., � _ _ i � � � � zone i rnod�sed �� s�- � � r �._ � ` � I � �,� , � �t �_ , �„ �' I, 528 531 ��o$ �t�� : wa` � �: � p �- � .� �... �r...�. �� _i � zone2 A � �. � � , ; : ��-s � , : ; �i- � ' 529 - �,�.._. ��529�� : � '� � � :,�: �> ; s - �,. � , � �� . � �� Wel i Capture 524 _ � feld Zone '� 528 � -- r �< �4 I � 525 `" �_ • " � _ _ ��'x � + I One Year Capture Zone . � � _, .� .:� � 520 � 526 52,1 � � � � � � � , . �,. � � ,� �. _ . � ,�. _ 85 ' ,� t �� „� +� { ` - w �" '- � fr ' + : ` . Five Year Capture Zone 517 � r'� i , �� s. 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'S=- �; t . _ ��7 40 J � Shoreline High Intensiry , 1004 # y�,:1 - : �vs �"` ��,�� . _ � Shoreline Isolated High Intensdy I ° 404; � :� � �--� �dQ3 � � � � .� � y "�� T � 360: __— -- — : _ , 4�1 _ � ^�� -- � �� ..�� '�. � '. �352 ,� ,�� , � Shoreline Residential I 350 350 350 : _ 356 � 359 1409 � �- � 359 ❑ v 345 urban Conservanc - . � 1405 �;�- - �, 353 { - �Y-.- 350 353 355 1675 _ ,: : 3.,8 � � � � _. . 346 � _ Junsdictions 346 346 351 �. -. 1525 1655 - ��7 ❑ I'' 347 350 � 34� 341 340 340 346 345 344 351 �_..��_': � ':` 353 � � -� � � I __ „ ..�._�.. ... . 338 337 338 337 336 . � 320� 1532� ��' � � r ' �`� 55 � Notes -�_ 338 341 340 343 k .�- ,� 315a � - , t , Nane �11:i3� � . , ��' ; 3 � 334 335 : 332 335 i =339 336 337 345 �- � c � ��333, ,� 350< ; �' 351 353 �',; 336 _ �' � . �� --� . 33U 329 330 329 330 � �� 334 - ' �,� � � `_� �� .� , �: ��, .� . 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Feet RentonMa Su ort Rentonwa. ov C1ty of �:♦.-,�, � �� 512 0 256 512 P PP @ 9 accurate. current. or otherwise reliable. ��On .�' WGS_1984_Web_Mercator_Auxiliary_Sphere �1�16�2�15 THIS MAP IS NOT TO BE USED FOR NAVIGATION FinanCe &IT Division ,, I � W (� � � � � � — X �O W Cn _ ___ _ _ - - � �i ; , � , � _ ' � _ , � Soil Map—King County Area,Washington � (PaccarParts Warehouse) � � sw3zo sE�o�in sc�rn�o ��w�n s�oszo ,�+�sin s�zo si�x�o ssco�zo s�ono ar ze za�rv � _ ,: ... , . . � � � � : ar z9•ze•n �, � �r �, , . , �., � .. . e• � � � � ...,.. �. „ ,x�: w,.,n�.U ,.�, ., ��e ,"',.... --, a,��.., . _ � c � �n , � ��i,t€� ., .'�n �� 3&;S �� ^ �� . . ,� .. ��,t .�.,t y� ,� r��' ��^:�, �'� ., - � r� �"''"_"f' �++ �'�k ��"x ° �� W t ✓ }�' 4 b�� .ti�> >��' '�� l � � 7i l e � I �i'� x14�� ... . . . A� �✓',x� ��'a ��}� .� 1�', �r � . � . 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" � i�., ` � y - �v .� - ; , � � 47 29'1/"N � � .�,�v•��,�,_�� , . .. �., � .., w ...,:.I ,. ._t E;.I �� 47°79'17"N I `I �:' .. ��'wrr' . sc�o3zo s�os�o sst��oazo ,c�a�o s�szo :,��>>o s000zo :��o s�c�rzo s�ono � Map Scale:1:2,250 if printed on A landscape(il"x 8.5")sheet. � I ,� __ – Met,�S N , N 0 30 60 120 180 � /V �-- __ N Feet 0 100 . 200 400 6pp MaP P�l��:Web Mercator Caner mordfnates:WG584 Edge ti6:UTM Zone lON WGSF34 USDA Natural Resources Web Soil Survey 1/15/2015 �� Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—King County Area,Washington (Paccar Parts Warehouse) MAP LEGEND MAP INFORMATION Area of Interest(AOI) � Spoll a,rea The soil surveys that comprise your AOI were mapped at 1:24,000. Area of Interest(AOI) Stony Spot � Warning:Soil Map may not be valid at this scale. Soils Very Stony Spot � Soil Map Unit Polygons � Enlargement of maps beyond the scale of mapping can cause � Wet Spot misunderstanding of the detail of mapping and accuracy of soil line ,y Soit Map Unit Lines placement.The maps do not show the small areas of contrasting ,�� Other soils that could have been shown at a more detailed scale. � Soii Map Unit Pofnts ___ •� Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map (o� Blowout Water Features measurements. Streams and Canals � eorrow Pit Source of Map: Natural Resources Conservation Service Trensportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov � Clay Spot � Rails Coordinate System: Web Mercator(EPSG:3857) ,^� Closed Depression Maps from the Web Soil Survey are based on the Web Mercator II ti Interstate Highways � Gravel Pit ,,;,e4„, US Routes projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the „ Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate � Landfill Local Roads calculations of distance or area are required. � Lava Flow Background This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. �, Marsh or swamp . Aerial Photography Soil Survey Area: King County Area,Washington � Mine or Duarry Survey Area Data: Version 10,Sep 30,2014 0 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50,000 � Perennial Water or larger. r�, Rock Outcrop Date(s)aerial images were photographed: Aug 31,2013—Jul 15, + 2014 Saline Spot The orthophoto or other base map on which the soil lines were � � Sandy Spot compiled and digitized probably differs from the background � Severely Eroded Spot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. � Sinkhole � Slide or Slip � Sodic Spot USI�D-A Natural Resources Web Soil Survey 1/15/2015 Conservation Service National Cooperative Soil Survey Page 2 of 3 � Soil Map—King County Area,Washington Paccar Parts Warehouse Map Unit Legend I King County Area,Washington(WA633) � Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ur Urban land 17.0 100.0% Totals for Area of Interest 17.0 100.0% lsD�� Natural Resources Web Soil Survey 1/15/2015 � Conservation Service National Cooperative Soil Survey Page 3 of 3 Exhibit F Assesso r's M a p � � tn"..,,�� =�- -'� �=��- _ __ -- - SW 08-23-05 I -�....,. _,,,.:' a --- -- - �'- -a- -�; - - __�:a „�.�,� ��•••�•••� Ma H��MI� IIOt�� _ � 'I ; � - � ' �'`' �II� � , 1 ' , I 1 � _' *- ' -- . _ - �� :� ..—.. - ., _ _..__ .-- -r - -- -- -- - -� - - _ ' . ,. . -=-------_e1�- ------- "w'„" �:�:_.�.. -��.�: _-_ I ' ' � �I .. . . . ----------�-�-- _ _ !� ; ;; 1; � ,(___- -- � I '- -- - - � � � �: i, Q :; � .. . ; i ; ; � .C- , : , _ ; �`' �° � -- � � -__ --- � 1' : �L r �� --- � { ---� �_-, - � � , I �; � � i � -- , ------ =o` .-.;. .,..... .............. , ! � � '; i � s � ..� ,.� _ ------ � � -- �; ----� �� .w4 ' '. : — I _ �.� - I. �� , .. . ! � � . , �.. . . _. _i � � . -- _._— . � ._.�. . . . . ..i � . . . _ . . .. .. � , . �.. i . 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"�,. ---- =_; _� , - - � -_ - - . � . ,- 7 i I� �oroc � F � E'� � fi� rr:.. ..�`\.0 _ I , _ i I 'i Yo � /�_ _ �l't' _ . 2`� .. � IR .g / /. �M�' i l iJ ;�' - .; �f � •� �. � • _._ Exhibit G Wetland I nventory Map � Wetland Inventory Map Legend �, City and County Boundary Other `.� Ciry of Renton � I 618 ' u,2 103 2 i 32 Addresses i Parcels 2105 " � � ' };' --� 1 st Floor � � �. , 540 � � &21 21 �_; 1st Floor � , ; , , 2nd Floor �� a �2 � 61 9 __, 1st Flaor I `� N 6th St Z � L% ,-� Other Buildings ' I : �II •ts ;� -� �2 578 Buildings � �5 � S � Erosion 541 _ 501 � � Landslide I - .. . .. � _ VERY HIGH z 532 Z = 480 0 5,'9 ■ HIC�H m � MODERATE m �� 529 Q :.,,:� I `z 528 525 � 485 UNCLASSIFED � 526 521 D � '� �� 529 Slope City of Renton � >15%&<=25% u- 516 � ' `� ?'�� >25%&<=40%�Sensitive) I512 513 � -` - � >40%&<=90%(Protected) 5U4 505 �� 525 "�s � >90% (Protected) 1220 I 506 �' 505 � Wetlands — 100'Primary N 5tt? St �� 73 100'Intermediate 1001 451 450 � �7��$ — 20'Primary I448 4�� 20'Intermediate ��6 441 SITE � °'`� �2 — 5'Primary 440 435 q '�59 5'Intermediate I ,�34 405 s�� 454 455 — 2'Primary �Q 433 �$ ,�5.� 2'Intermediate �410 427 ' 430 433 �2 I 4�d i Z 1440 �`+ ` � �08 41 1 42 3 _ J'� � �Ml� 412 42 0 > 410� �.��, -302 � I 410 - Q �- I ` 401 c � � ;09 z 406 � ^ �? d07 405 408 i 0 1004 �. 3 4� �3 401 = 406 I � � , .._ - ` �� -it� __� N 4th St � _. 360 , �' � 350 350 356 359 ��9 r 352 359 'i 346 35� 346 350 353 1�5 355 �! 1525 1655 1675 353 357 358 _ I 340 340 346 347 350 3g1 _� 3� , ' Notes 338 337 336 345 344 343 320 1532 325 r 355 None 338 341 340 3� 1530 333 350 351 353 !335 332 335 336 339 336 337 soo I � 330 32g 330 334 335 334 333 O 351 I� 326 328 331 �g 329 330 329 N Manon St 325 I 325 ' 322 32 3 ��'� • 326 32 5 �6 320 340 330 349 j ��3143t►on Center Z 321 322 321 151 5 310 yon 333 I I � 316 315 315 } 318 319 320 319 314 308 315 _ : � 2 Q 314 315 316 315 � � 330 -- m 308 303 � 310 311 306 311 311 - I Information Technology -GIS This map is a user generated static output from an Internet mapping site and �_ is for reference only. Data layers that appear on this map may or may not be Cl�Of I 512 0 256 512 Feet RentonMapSupport@Rentonwa.gov accurate. current. or otherwise reliable. e�n on �.��. WGS_1984_Web_Mercator_Auxiliary_Sphere 01/16/2015 THIS MAP IS NOT TO BE USED FOR NAVIGATION Finance & IT Division Exhibit H Basin Reconnaissance Summary Report N1CYC8 (5�211�i�. -.�h � � � �-{ �.:� 1�.. , (' �l r e��,.,;. �� Be��2VU@ _, , . �. ✓ �„�� .,r . � � ��- � Y y ;�� h��M,� _ fltf � Y -:�; . l��,C ;r , v � � �� i a a� �ll ��e th i� .�,�. � , � i�- f�s f - �I � �. � � �� r 1Je rkstic�-�.;F,��9 _'_ -. _ ��rh�� . � � ��;' � � �e�� v�nnd., i��;., K�ny('r>u�� h��i5rd�� ,�, — New�:asn��qo�� `'S'�� K \ / � o `�� J: �1 I:�. � �? \-,��Y _ , � . .\ • 1 � _ � � � .. 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K 1 H i 1�4 u' � � . _ �( �� ' m � � .ikr� �� 1� '� I: .,f �l . -i � � i 71 ;-, ' . M� �.i,ir�n`; , . Ir , i ' .�. �. �.. . . ... . , � , .. � . , t.�H� .,�. ,i � � �_.��Renton City Limits B a s i n L o c a t�o n s Q 0.5 1 = •• P°tential Annexation Area �_..� Basins - Black River Miles �`� Duamish SUI-f8C2 Wat@C Utl�ity � Lake Washington East Comprehensive Plan Printed 10/16/2009 __ - �ake Washington west C� CItY Of �y� � � Lower Cedar River r � � I' �'��,1 �� y . �n . j � Ma Creek _�_ J , /, / -_. _ ..� ._. .._ .. _,, _. _ �'.�c�` Soos Creek I RECOIVNAISSANCE REPORT N4. 23 LAKE WASHINGTON BASIN JUNE 193? h`atural Resources and Parks DivisioR and Surface Water Management Di��ision King County, Washington King Co�nty I:zecutive Tim Hili King Wuflty Council ' Audrey Grucec, District 1 - Cvnthia Sulli��an. Disirict ? Bil! Reams. Distrirc 3 Lois �Iorth, Uistricl 4 Ron Sirns. Distric� � Bruce Laing, District 6 Paul Barden, District 7 Bob Grieve. District 3 ' Garv Grant, District 9 j Departmeat of Public Works �arks, Plannin�, and Res+ources Don LaB�lle, Director Joe Nagel, Director Surfac� Wat�r Managemeat DiVisiao Natural Resources aad Pafks Diviseon Joseph J. Simmler, Divisioc� Mana�er Russ Cahill, Division Manager 3im Kramer, Assistant Division hlanager Bill ]olly, Actin� Division Manager Dave Clarfc, Manager, River �C W'ater Dcre[c Poan, Chief, Rcso�rces Plannia; 5ection R�source Section Bitl Eckef, Manaper, $asin Plannine Pro��ram Lam+ Gibbons, Manager. Project Management and Desib Section a Contnbuting Staff Coatributing Staff �' Doug Chin, Sr. �n�ineer Ray Helier. Project Manager R Team Leader Randall Parsons, Sr. En;ineer h4atthew Clark, Project Mana�er i Andy Levesque, Sr. Engineer Robert R. Fuerstenber�, Bioiobist �L Team I.eader Bruce Barker, En�*ineer Ntatthew J. Bruengo, Geologist Amy Stonkus, Eneineer Lee Benda, Geoiobist Ray 5teiger, Engineer Derek Booth, Geolo�ist Pete RinGen, Engineer Dyanne 5he2don. 1��ettands Biolaoisc ' Ci�dy Baker, Eanh. Scien.tist Di Johnson, Pla�nina Support Te�hnician Robert Radek, Planning Supporr Teclanician Randal Bays, Planning Support Technician Fred Bentler, Planni�p Support Techoician Consulting Staff hiark Hudson, PEannia; 5upport Techaician Sharon Clau�n, PtanninQ Snpport "I'echnician Don Spencer, Associate Geologist, £arth David Truas, Plannin� Support Terhnician � Consuitants, inc. Brian Vanderburg, Plannina Support Technician � John Bethel, Soil Scientist, Earth Caroiyn M. Byerly, "Technica! Writer Consultants, [nc. Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Tvpeserter Mildred hiiiler, T'ypesetter Jaki Rees#, Tvpesetter i Lela Lira, Office Technician � Martv Cox. �ffice Technician . ', i P.CR TABLE OF CONTENTS I. SUMMARY 1 iI. INTRO�U(.TIOIV 1 iIi. FINDINGS IN LAKE WASHING'£ON BASIN 2 A_ Overview 2 B. Effects of Urbaeization 7 C. Specific Probtems 9 I. 'Fhreat of damage to �rvperty from tandslides artd erosion pra�esses 9 3. Threat of damage ta properry from tlooding 9 3. Loss of fish habitat 10 IV, RECOMI�IENDA'I'IONS II A. �titigate curreat and prevent future threat of damage tram mass-wasting and ot�er forms of erosion II 8. Mirigate cunent and prevent future toss of fish habitat 1? V. M:1P 15 APP£NDICES: r4PPEND[X A:Estimated Costs �•1 APPENDIX B: Capitai Improvement Project Ranking (for East B-1 Lake W�shingtoo and West Lake Washington) APPENDIX C: Detailed Findina and Recommendations C-1 I. SUMMARY L,aice Washington Basin combines the East and West Lake Washington Basins, which together consist of the catchments of many smal! streams that fiow directly into Lake Washington. I�tost of the combined b�.sin iies within the incorporated areas of Seattle and other cities surrounding the lake. The rcconnaissance, therefore, focused o� five small, somewhat isolated geographic areas on County-adminisiered land. For purposes of the study, these have been named Sheridan, Bryn Mawr, Kenmore, Finn Hill, and Hazeiwood. The Lake Washington Basin has been almosr complete[y urbanized. Expansivc areas of impecvious surface and severely altered stream systems have produced substantiai increases in surface water runoff and attendant problems -- flooding, erosion, sedimentation, landslides, and loss of habitaE. Even the Hazelwood unit in the southeast quadrant of Lake Washington, the least developed unit studied, shows severe signs of stream erosion caused bv housing devetopments upstream. There were severa! specific problems found during reconnaissance. 'Ibeie is a thceat of damage to property finm c�vq inctuding laodsiides a�d other forms of ma�stin� This is demonsirated by debris slides at the edge of the plateau above Tributary_ Q228, the mare shailow sEides oo the takeshore cliffs and ravine of Tributary 4�i64A, and the severe hiliside erosion along Tributaries 0224 and 0327. Then is a threat of damage tv property from ftoodiing due to t�e detenioration of some culverts. In additioa, theie has been damage to fish habitat where streams have been placed in culverts, where there are barriers to fish migration, where the naturai features.of streams have been destroyed, and where water qualit}r is poor. Recommendatioas in the L.ake Washington Basin include 1} mitigating �vrtent and preventing futurt eros�oq using a combination of regulatory measures (s�ch as stiffening requirements for permits and property transfers and implementiRg joint jurisdictional basin planning) and structural adeasures (such as inereasing R/Q capacities where needed, rerouting surface ruaoff around sensitive areas, and employing instream erosion controt). Recommendations also inctude 2} miti�ting current aad pm�enting futute la6s of habitat with planninp and rep latory measures (such as developing water quality standards and treatment strategies and developin; consistent guidelines for grotecting wetlands and streams) and structurat measures (including the eiimination of barriers and the use of iwo-cell R/D poncis). II. IIVTRODUCTION: Hi�toiy� and Goals of ttx Tcog�tn In 1985 the King County Council approved funding for the Planning Divisiort (now catled the Naturai Resources and Parics Divisioa}, in coordination with the Surface Water Management Division, to conduct a reconnaissartce of ?9 anajor drainage basirts (ocate� in King County. The effort began with aa initial im�estisation of three basias --Evans, Soos, and Hylebos Creeks -- in arder ta determine existing aad potential surface water problems and to recommend action to mitigate aad prevent these probtems. These initial investigations used avai[able data and new field observations to e!camine �eo{ogy, hydroiogy, and habitat conditions in each basin. Findings from these three basirts led the King Courtty Counci� to adopt Resoiution 60I8 in April I936, calling for reconnaissance to be completed on the remainirso 26 basisis. The Basin Reconnaissance Program, which was subsequendy established, is ncsw an irnportant element oF surface a�ater management. The goals of the prognm are to provide usefu[ data with regard to 1) critical problems needing immediace solutions, 2) basin eharaeteristics for use in the preparafion of detailed basin management pkans, and 3) capitai costs associated with the early resolution of drainage prob(ems. P:LWB i L,akc Washin�a� Basin , {Continued} � The reconnaissance reports are intanded ta provide an evaluation of present drainage ' conditio�s in the County iR order to transrnit information to poticymakers to aid them in developing more detailed regutatory measures and specific capital imprvvement plans. They are noc intended to ascribe in any cvnclusive manner the causes of drainage or erosinn I problems; instead, they are to be used as initial survey�s from wfiich choices for subsequent detailed en�neering and other professional environmental analyses may be made. Due to the iimited amount of time availab[e for the field work in each basin, the reports must be viewed ' as descriptive environmental narratives rather than as finai engineering conelusion�. Recommeadations contained in each report provide a Qescription of potential mitigative measures Eor each particular basin; ihese measures migt►t provide ruaximum environmental protection through capital project eanstnution or development approval conditiotts. The appropriate exteot of such measures will be decided oa a case-by-case basis by County officiais responsible for reviewing applications for permit approvals and for choosing among mmpeting projects for public conscruction. Nothing in the reports is intended to substitute for a more �horough environmenta! and engineerino analysis possible oq a site-specific basis for any proposai. III. F'IlVDIlYGS iN I1lKE WASHIIYGTON BASIIY Reconnaissance of the La,ke Washingtan Basin �as conducted in March 1987 by Roi�ert Fuerstenberg, biolagist; Matthew Brunengo, geolo�sr and Bruce L. Baricer, engineer. Their findings and recommendattons are presenied here. A Ovezview of the Basin Ctographic and tand use feaEures. Lake Washington Basin coptbines Ea.st Lake Washingtan and West Lake Washingtan Basins. These co�sist of the catchmer�ts of �nany ' small streams that flow directly into Lake Washino on_ Most of the combEned basin lies within the cities of Srattfe, Lake Forest Park, Kirktand, Hunt's f'oint, Yarrow Point, � Medina, Clyde �iili, Bellewe, Beaux Arts, Mereer [sland, and Renton or within the � drainape basias of larger streams, such as Thornton Cr�ek, McAieer Creek, Swamp Creek. Sammamish River, Juanita Creek, Forbes Creek, Mercer Slouoh, CoaJ Creek, May Cree4c, and L.ower Cedar River, that are described in other reconnaissance reports. For ilt� purg�se of this study, t�e combined East and West Lake Washington Basins will be '�i termed "the basin." The unincorporated County 4and within the Lake Washino on Basin may be divided into five smalt, somew�at isolated geographic areas. "I'he finclings and recommendations in this report have been orpanized according ta these designated areas: The Sheridan area, north of Seattle, is bounded by McAleer Creek Basia on the nortlt, Thorntan Creek Basin on ihe west, and the city of Seattte on the south; The Brvn Mawr area, south of Seactle, is bounded by the citv of Seattle on the north, the city of Aenton on the south, and oa the west by the ridgeline between Renton Avenue S and Empire Way S; The Kenmore area, at the north end of f.ake Washington, is bouaded on the norch approximately by 2:3th Street SW in Snohomish Count,y, on the east Uy the Swamp P:L��'B ? Iake Washinb on Basin (Continued) Creek Basin, and on the west by the Lyon Creck E3asin and the city of Lake Forest Park, T'he Finn Hill area, at the northeastern corner of I..ake Washington between Kenmore and Juanita, is bonnded on the north bv the Sammamish River Basin an� on the east and south approrimately by 34th Avenue NE from Nor�heast 145th Street to Juanita Poinc_ Th� Hazelwood area, in the southeast quadrant of Lake Washins on east of 1�ercer Islaad, is boundec! on the northeast by the Coal Creek Basin, on the souti�east by the May Creek Basin, on the south by May Creek and Renton, and on the west by L.ake Washington. Only a smalf part of the shorelir�e is administcred by King County; the rest is within Beliewe ar Renton. Ttte total drainage area for (,ake Washinb on is approaimately 603 sqvare miles (not including the C,ake Sammamish Basin's 97.7 mi�es). While this basin is large, the actual area studied during reronnaissance is much smalEer and includes oniy the geographic areas listed above. A total of 13 strea�ns were included in the study. The total land area tor each geographic unit, together with tha lenb hs of major tributaries, is as follows: Unit uare Miles Ma�• Tribs [.enr�h - Sheridan .5 0048 Q.4 Bry-n Mawr 2.9 0464D 1.35 mi. Kenmore 2.2 0056 2.Q0 mi. Finn Hiil 6.8 0227 1.00 mi. 0228 2.00 mi. Hazelwood ?.1 0?31 130 mi. These five geographic units are distributed over four King County Cornmunicy Planning Areas: The Shoreline Communiry Plannin, Area, which contains th� Sheridan area, is a mature svburban community,,with approximately 90 perceat of its usable land a[ready develope;d. Siogle-family residences dorninate this area, but the number of multi-farniiy units is slrnti�ly increasing. The Sheridan area contains sorae of the higttest densities in the pianning area: 4-6 single-family units per acre and up to 43 unics per grass acre in multi-storied ' apartment structures in gianned unit developmenrs. These maximum densities are loca�eci irt the south�entral portion of the area afono $othall Way (State Road (SR] 532). Community-scate retail business is also tocated along Bothe[1 Way in the same vicinity. Zoning changes are likely to occur as new multi-family units are considered in singie- famity aones. Concorrent changes irt commercial and business categories shauld also he anricipated. These changes, however, are likely to occur along Bothell Way and not in j the interior of the Sheridan area, which is an established single-family neighborhaod. � The general character of the area is therefore unlike}y to be greatly affected. The �Forthshore Communitv Plannin� Area, which contains the Kenmore and Finn Hil! areas, borders on portions of the cities of Bothell, Kirkland, and Redmond. Woodinville, though unincorporated, is a si�i�eant papulatiort and commer�ial center, and much of the recent grow�th of the Iv`orthshore Community Planning Arca has been concen[rated P�L1�4'$ 3 Lake Washiagton Sasin (Cantinuecf) � there. [n fact, the Northshore area is one of the three fastest-growing pianning areas in King Couaty {the other two are Federal Way and Soo6 Creek). From 197p to 1985, the Northshare area gopulation increased more than 106 percent, from 38,000 to 73,004. The populatian is eapected to reach 123,000 -- a 64 percent incrc;ase -- by the year 2Q�. Single-family urban and suburban uses are dominant thraughout the �restern portion of the plan area. adjacent to Lake Forest Park. Low-densiry uses such as suburban es[ates and generaf ciassificativns are found in the eastern portion oF the plan area (Finn Hill). I Multi-family zones are located near and aiong major arterials, as are commercial aad ' business facilities. Areas of concentration include Woodinviile and Kenman, along I Nort�teast $othetl Way. Manufacturing and indusirial zones also eaist in Kenmore along '� the northern sl�ore of Lake Washington and the iower reaches of the Sammamish River_ I Some agricultural land exists south and east of Bot6eE1, akong the north shore of the I river. Continued growth in population will be accompanied by pressure for varied types at housic�g. Recent zoning changes have been direcied toward aa orderly transition from rural and !ow-density suburban to higher suburl�an and urban densities. Increased demand (and opportuniry) [or business and rnm�ercial sexvices wil! accompany changes in housing. The Newcastle Comrnunitv Pla� Area, which contains the Hazelwood area, is _ , surrounded by three significant urban centers: Bellewe, Issaquah, ancl Renton_ The ;; northem and western portions of the planning area coasist of roltiag to moc3erately steep hiils devetoped at suburban residential densities. The plateau abave the Cedar River has an established character oF lower-density residetstial uses interspersed with pastureland. "Ihe eastero portion of the area lies on the steep slopes c�F Cauaar and Squak �tountains and contains producrion areas for natural resources such as timber, �avel, and sand. OEd coal mines iie beneath Cougar Mountain east af Newcastie. The major commercia! center ia the planning area is Factoria in the northwest. The population of the Newcastie Cominu�ity Planning Area increased by 41 percent �rom i970 to I9$S. By the year �0, the population is experted to reach 1Q?,400, a 42 }7e!'CERt rise in IS years. This dramatic increase in population is expected ro increase demand for singie-family reside�tces. Densities shouid be expected to rise first in the aorthern and southern portiaits of she p(an area and subsequently throughouc the central portion. �� The Hi line Commu�itY Plannin� Area, which includes the Bryn Mawr area, is pitysically and econamically dominated by Seattle Tacoma (Sea-Tac) [nternational Airport. Appraximately 20 percent of the area is occupied by the airport itself; additioaa! space is ; devated to "clear zones" beiow and ad�acent to the glide paths. The remainder of t�is plan area is predominanity urban/suburban residentiai. Singfe-family units rnake up most housing, with multi-famiiy units aenerally clustered around existin� commercial centers and !, the airport. These �ommerriai centers inelude Burien, Des Moines, and White Center. 5i�ificant strip development is located a[ong State Road 99 and Frst Avenue S. In 1970, the populatian of the pian area was approxi�nately 133,000. By I980 that fi�ure had declined to 129,000 (a 6=,�o drop), and by 1985 the populatian had recovered � P:LWB �t L.ake Washington Basin (Coatinued) �, somewhat to 3 000. est' � ' re or the ear � is 13�OQE). c are 1 3, The �mate figu f Y -000 , Th re dense concentrations of pevple in White Center aad the Nosth Hill neighborhoods. � E�:isting developcnent in the Highline Plaa Area is substantial and genera(iy not subjc�t to ', drastic reordering. Future zoning changes will reinforee and imprave existing residential oeighborhoods and business centers. Geobgic and geomorphic featuies. The deep, elongaEed trough occupied by Lake Washington was carved mastly by glacial ice inta unconsolidated glacial and nonglazial , sediments. Those sediments reach thecknesses of more than 3,00(} feet north of Mc;rcer j [sEand, hut are thinner where they are lappecf onto the bedrock of the Newcastle anticline 1 to the south. The North Seattle and Interlak,e drift plaicts (west and east of the trough, merging to the north) are siruilar in topography and stratigraphy: drumlinoid plateaus surfaced with titl overlying progiacial sands and gravets aad lacustrine silt exposed mainly in bfuffs along ttse lake. Toward Renton, these materiats are pfaster�ed over sandstones, ` siltstones, and volcanic rocics of the Pugei �'rroup a�ci-folded into a ridge perpe-nclicuiar to the trough. The topography, which determines current drainage patcerns, was shaped by southward ice movemeats. Streams tend to flow north or souch between drumlins. In the Kenmorc and Bryn Mawr areas, at the northern and southern ends of the lake, resgectively, slopes are relatively gentle, and till Ettantles the surface to the lake shore. The lar�er streams in these units t�ow directly toward [he lake, aad older sediments are exposed mainiy in deep ravines. r�►long the eastern and western sides of the trough (where rhe Sheridan, Finn Hill, and Hazelwood areas are located} major streams rise on tfie plateau and Flow paralEel to the lake. Trough sideslopes, eroded by the sides of the D acier lobe, are steeper and generally exgose [he gravels, sands, and silts under tili. The creeks in these areas are mostly smalt and €ed by seepase, except where ��tey have captured the flow of platesu strc;ams. The differences in topo�aph,y and exposure of geolagic materials in the ��arious terrains i produce differences in the intensicy af geamvrphic processes. In geaeral, the steep, high falceshore bluffs have the highest levels of groundwater seepaa, landsliding, and actual or potentiai stream erosion. , Trough sideslopes, originaily carved by glacial ice, make up atl of t�e Sheridan area, the west-facing hillsides of Hazelwood artd Fina Hill, and the blufEs wesi of Renton Airport in Bryn Mawr. In these areas, there is groundwater seepage in exposed sandy layers perched ov�r silt or till. This seepage eantribuEes to mass mavement -- mostty shallow debris slides in Sheridan aad Hazelwood, commonly in artificial cuts but iaciuding larger � stumps in Bryn Mawr and Einri Hili and one large, active slump northeast of the May Creek interchange in Hazetwqod. Most streams are short and ephemerai and have not eroded far into the bluffs. But in Finn HiU, greater seepage has formed larger streams; these have cut eastward, expanding t�eir catchmeni areas and increasing tlieir erosive potential. i..ikewise, one streain in Hazelwood has carved a deep ravine inta the edge of the glateau. These laroe ra�ines are quite sensitive to further slope and chanael ervsion. Where siope aspect is paraltel to tha directipa of ice �low, there is refatively icnpermeable , till at the surface, so that more of the precipitation runs aff into numerous smatler streams. The largest of these have cvt through the till and i�ro erodibie sediments below, formirtg ravines where sliding and channel erosion are m�ch more active, This is P:LWB 5 Lake Washingtan Basi� (Continued) � especially true in the [,akeridge Park ravine in Bryn MawF. Secause lakeshore slopes in these areas are more gent[e and experience iittle seepage, the landslide rate is lawer than in similar areas. Siides of various magnitudes do occur, however, particularly where slopes have been undercut during noad construction as aiong Bothell Way, Juanita Drive, and Rainier Avenue S and where the stratigraphy is particuEarly suitable (e.g., the old sEide west of Kenmore). There are areas of rotling plateau irt the Hazelwood and Finn Hell areas, and the upland regions af Kenmore and Bryn hiawr are similar. $ecause of the gentie a adients and m4deraie levels of urbanization, there are few erosion prob{ems. Water perc�ed over till colIects into wetlands and small streams, then flows to the lalce; it is on the plateau edges that these creeks cause problems. Developme�t activities that wouid increase the volumes and rates oE dischar;e ia these streams would aggravate emsion downstream in the ravines. Major hydrvlogjc aad hydraulic features. Lake Washino on Basin, as the name is used �ere, is a collection of small, mostly urbanized basins that drain the plateaus around i..ake Washingtoa. Most of the drainage ori�inates as surface runoff from urban areas, with groundw�ater seepages contributing significanrly to the flow in the lower reaches and near the base of the bluffs. The hydrolooic response to storms in the basin may be charactecized as ftashy (i.e., rapid increase and recession of flows) because of the large amount of impervious area, the steep �-adients in the lower reaches, the short length of eaeh trii�utary, and the laek of hydraulic cootrols such as laices vr wetlands. Particular hydrotagic and hydrauiic features of the five geogr.iphic areas studied during reconnaissanee are described be[ow. ~ 5heridan area, hiost of the drainage courses in the Sheric�an unit have been piped ' _ direcLlV into Lake Washington. There is a single open channel left -- Tributary 0045. The votum�s of flow and peak discharge in this stream are relativeiy smatl, even though the drainage area that feeds it is almost fuliy urbanized. The reason for this is that some of the area runoff used to feed it is naw piped directiy into the lake. Many springs exist between Bot�ell Way and the Burke-Gilman Trail. Si�ificant amounts of flow have emerged from these seepages and have ponded in terraced yards on the hi}lsides; this has undermined the subbase of pavements and caused the periodic Elooding af basements. Most of ihe seepage is intereepted by storm sewers and discharged ta Lake Washirtgtoa. Brvn Mawr area. Bryn Mawr is almost fully urbanized, with new construction proceedin� in the few remaining undeve(oped areas �low arigiaates as ruaoff from impervious areas and oroundwater seepage in the tawer reaches. Therc are five streams with open channels, rrrost of which have been partially channetized or piped_ One example is Tributary 0454A, which has been channelized or piped aIong Renton Avenue for .30 miies. T'here is one large wetland in rhis area tttat w-as not covered by the Kin� Countv �Vetland (nventorv. This wetlaad is located in subcatchment 4 oa Tributarv 0464E at river mile .35. It is one of the few wetlands located in the Lake Washin�on Basin and pmvides flaw attenuation and water quality enhancemenc £or Tributaries Q46�E and 0�364D. HazeEwaod area. A north-south ridge blsects the Hazelwood area. Raia fallinp on the i wes[ side of the ridge flow5 inro subcatchmeats 13 and 19. Rain fa�ling to the east P:LWB 6 Lake WashinD on Basin (Continaecf} � o flows into Tnbutary 0„31. Drainabe from subcatchments 13 and I9 is diffuse, flowing into Lake Washin,on at many points. Thcre were few problems associated wich surface runoff in these subptchments. Tributary 0231, hawever, has ea-perienc�d severe channel � erosian due to a combination of inareased peak fiows frorn new developments in the area ', a�d the highly erosive nature of the soiis along the chanaei. ' � �nn Hili area. Finn Hil1 is the mosi eompiex unit in the Lake Washington system. There are sevea strEams that dtain a €lat, developieg plateau. The gradients of these � streams increase to a maximucr� of 5-12 percent as they approaeh Lake Washington. Most of the runoff in this basin originates as impervious runoff or seepage out of hillsides. There are severa{ w•etlands located in the �nn Hii! area. Three are identified in the Sensitive Areas Map Folio tSAMF) -• one along the shore aear Inglewood Country Club, another in $ig Finn Hitl County Park, and the third near Nartheast 141st Street and 34th Avenue NE. During the reconnaissance, 10 other wetlaad sites were diseovered, seven of them on the Triburary 02?8 system. The hydroiopic res�onse to - atorms in the basin is typicaZly fast, except for Tributary 0?88, which is buffered from high peak flows by the maay wetfands_ Kenmore area. Elaw in the Kenmore area oriQ nates as cvnaff From urban areas. The major tributarv in th.e basin, 0056, has been channelized aver most of its length. The headwaters of�this stream are located in Snohomish County near a major housing development. Although [he gradients in the basin are typicaUy (ower than those in the other areas, the hydrotogic response to storms is still fast due to the lack of vegetation along 'I'ributary 0056, the large amount of runoff from impervious surfaces, aad the smail size af the basin. Habitat characteristics Habitat divezsiry irt all stream systems of the Lake Wa,hingion Basen has been si�ificantly reduced by urbanization: Long reaches have been channelized or placed in culverts, reducing spawning and rearing areas. Numerous barriers, such as cu�verts, weirs, dams, and artificial cascades prevent acceas to upper stream reaches or entry to entire streams. In many streams, urban runof€ causes erosion and �avel movement. This filis pcsots, deposits silt in riff�es, and generally causes unstable stream canditions. Headwater areas have iost wetlands and riparia❑ vegetation. . The most usabie habitat ezisis in the Finn F-Iill area where many streams descend from the uplands through deeply incised ravines to Lake Washington. Vegeration in the I ravines has generally been le�t undisturbed, and wide riparian carridors exist ail the way to the lake shure. Throu$h ihese reaChes, a adiecsts produce pool-riffle charact�ristics j wel�-suiced to fish use. Woody debris is abundanE hut often unstable because of high flows. Debris jams are common and praduce ephemerai barrieis to fish rnovement. In Tributary 0228, however, canditions for fish use are excellent. Lower reaches of the stream have gvod pool_riffle sequences and relatrveiy clean, stable graveEs, as wetl as iaro, deep pools� Woody debris is comman and stable; vegetacion foe stream cover is � abundant. $enthic iavertebrates are eommon and diverse, indi�ating a stabie, balanced , stream system. Only in this system were spawning and rearinp saimonids observed. Even so, a 6-foot-high weir at river miie .4S forms an impassable barrier and prevents upstream mib ation of anadromaus fist�. Resident cucthroat trout oceupy the upper reaches, parti�uiarly in the Finn Hili Park area. P:L�4'S 7 Lake Washington 8asin (Continned) �:� � B. Effects of Urbanizatioa Inter�se urbanization of the L.ake Washinp osti Basin has had an adverse effect on all of the naturai systecns within the basin. [.arge areas of irnpervious surface, channelized (and othenvise altered} streambeds, a�d the lack of wetlands or iakes to attenuate flows have severaly aitered ihe hydraalics oE the basin. Sarface erosion and mass-wasting, increased sedimentation of L.ake Washington, and flooding have resulced. .Osher probfems have been caused by excavation, ciearing, and building on and aiong the tops of steep, � sensitive areas. Some development oF this kind has destabilized larger uphili areas, as wedl. � Eavironmental problems are numerous in the basin, many of them related to the i, destruction of fish habitat. Dir�ct foss of habitat itas occurred ihrouoh the channelization of streams; indirect loss by using streams as urban stormwatcr conveyance systems (which I raises peak flows a�d comcnoFlly reduees water qua{ity}, the filling of wetlands in the headwater reaches, and the encroachment on riparian corridors (which results in the ioss of tloodglains and vegetation). These effects of urbanization, as well as the measures I that have already been taken to address it�err�, will be ar.arnined within the context of the geographic areas in which they flccur. in the Sheridart area, che creek does not carry a p eat deal of flow, because mvch of the i area tributary to it has been diverted to storm drains that dixharge directly to I.ake ', Washington. Therefore, any future surface w�at�r problems in this area wilI be associated wi[h seepage from hitlsides. The combination of steep gradieats and artificial channels 5 makes it uniikely that these systems ran (or possihly ever did) support anadromous fish populations. I [n the Br�•n I�1awr arca, much of Ehe flow has been piped, but to a lesser extent than in 2he Sheridan area. Some of rhe tributaries in this area show signs of stress from urf�aaization in the form of sediment transport induced by increased peak t7ows and water quality problems from oi[s and greases. Most of these problems stem from the faci that no onsite decention reo iations were in effect at ihe time most deveiopment occurred_ Sediusents carried downstream settle out in Lake Washington, forming a delta that makes navigation and moorage near the stream mouth difficult or impossible. The worst case of sediment deposition occurs at the mouth of Tributary 0�6=tD; this prnbiem originates with significant raies of mass-wastine upsiream {see Appendix C for locations). Although the Hazelwoocf area is the least deveIoped area of the basin, its major creek, Tributary 0281, shows sidns of severe channe! erosion attributable to runoff from recently constructed housing developments. Sediments trartsported downscream had settled in the tower reaches of the creek, cau5ed fioodino, and formed a delta in Lake Washington that posed a ihreat to navigation and moorage. The erosion probtem was corrected by the insiallatioa of an ir►stream detention pond at river mit$ .35 and a sedimentatiort pond at ri�er mile .4Q. These ponds appear to be adequately handling current flows and sedim�nt loads. Other probfems stili persist in the HazeIwQoci area, however. Shallow landslides have occurted in roadcuts aSang tnterstate 405 (I-�OS}, for instance, and losses o£ habitat have been brought about through the elimination of wetiands (at the hra�iwacers of Tributary 0231), and poor water quality resulting from parking ►ot and road runof€. r P:LivB s Lake Washington Basin (Concinued} Development in the Finn Hill area began at the turn oC the century atong the lakeshore. As dcveloQment continued iniand, new drainaD systems were constructed and connected to existing oncs downstream. 7he process created a compfex drainaa system with many sectitins inadequately sized to hand(e ttte added flow�s. Lc3w divides between manv of the subcatchments have cQmpounded the problem and made it easy to divert stormwacer into streams other than those to which the water would naturally fiow. This cross-basin ditching resulted in one of ihe more severe pcvbiems noced in this basin during reconnaissance. F(ow from approximately 75 acres of subcatchment I2 was diverted to sabcatchmeat 13 when a new devefopmrnt was constructed near the ridge line between the two subcatchmeats. The in�rcased flaws to subcatchment 13 caused stream erosion and sedirnent deposition in Lake Washinb on. Same of the worst ezosion discovered in the basin during reconnaissance orcurs in the Fnn Hill area on Tributary 0229A. Cn additivn to the hydrolagic aad geologic problems in Finn Hill, habitat has been iost on Tributaries 0?22 and 02?8 throueh the elimination of riparian corricfors and wetlancis. The Kenmore area has been almosi fully developed. Its major tributary (0056) has been ; channelized rner its entire ieno h. The tributary receives runoff from Snohomish (.ounty aQd direct runoff from 61st Avenue NE (a major arterial). The most severe � chaanetization and pipina occur aiong the major arterial where the road has been � constn,cted ap the ravine. The crowdinD of the stream between the road and the valley walls has resuited in era5ion of the shoulder and slapes. TributarY Q056 is also piped for approximately 600 feet from 61st Avenue NE and Northeast 1$Oth Street to a condominium complex located on Lafce Washington. This eliminates fish habitat and restricts access to upstream migrants. These and other problems are diseussed ia greater detail in the seetion on specific probtems (below) and in Appendix e. I G Spccific Problems Identified The discussion outlining the effects of urbanizatian in the basin identified many of the problems found in the five geo�aphie areas studied during recoanaissance. The following discussion e ves Eurther details of those problems and provides examples witts reo rd to erosiort, surface w�ater issues, and habitat Ioss in the Lake Washington Basin. 1. There is a threat of dama�e to pmpeny Erom taadslides and other eivsion pcnces.ses active in t�e basin. Speciffc problems include: a. Mass movcmeat, whic6 o�cuts at all scales ia the basin. Stumping takes place in rhe alacially oversreepened trough sidesta�s, usaally aided by seepage of groundwater over perching layers. Slides have occurreci in� the lakeshore slopes of Fnn f�iill and Hazelwood; an ancieat siump is mapped west of Kenmore_ hiost impressnre of atl are three prehistoric landslides, a!1 now lyin� below Lake Wahsington and pxobably triggered by great earthqu$kes. One other landslide is located wesL of ihe Finn Hill area. Their existence demoestrates the ultimate instability af inost steep slopes in this regioa. b. High rates of ma�-wasting in the larger ravincs F�amples inc[ude the walls of the [,akeridge ravine, on Tributaries 0464D and E (in Brya Maw•r), and manv of the ravines in Finn Hill. Movement ean occur far uphill, as in the two debris P:LWB 9 Lake Washin8 on Basin (Continued) slides at the edge of the plateau above Tributary 0238 that contributed to gullying and sedimentation dawasiream. Most of the ravines should be considered sensitivc, but those in which e oundwater emerp s at the surface are particulariy susceptible io future landsliding. c. Sballow slidcs, commoniy soil aver tiil or bedrock, occvr wt�ere very steep slopes itave been formed by ptacial or stream erosion. One example is the lakeshore binffs and raviae of Tributary Q464A in Bryn Maw-r. In addition, many such � probiems have beert created by excavation. Far er.ample, most of the steepest slopes in the Sheridan area are cuts made (in the 1390s) for the Seattle, Lake Shore and Eastern Raiiway, now the Burke-Gilman Trail, where slides are common. Likewise, shallow sliding has ocrurrec# in roadcuts along Juanita Drive I {in Finn Hill), [-4E}5 {in Hazelwood), Rainier Avenua (in Bcyn b'lawr), and Bothell Way (in Kenmore). Some af these may have destabilized uphill areas as wetl. d. Hillsicic erosion from snrface ardier dischargi�g aver stcep banks. T�is occurred in the Finn Hiil area (e.g., Trib. 0224, RM .4S and Trib. 0?�7, Rht .60) and in Bryrt h4awr {e.;., Trib. 0464A, RM .60). There is a potentiai for simiiar il problems to occur as areas on top of the bluffs over Lake Washian on continue � ro develop. 2 "Ttaete `5 a threat of damage to property Erom f[oociing ia the has+ia Floociino is bcing caused by: a. Stieam ernsion and depositio� traasp�ct. Urban deveEopment and i[s accompanyin; inereases in impervious surfaces, alterarions to stream channels (e.g., the diversion of E�ow oa Trib. 0229A at RM .40), anci inadeqvate erosion-control measures at new housino developments (e.o., on Tnb. 04b4U at RM .70} have caused the lower reaches of mar►y streams to filt wirM sediment. Sedimentation, in turn, has reciuced the chanoels' capacity to carry flow (u5ually increased in vplume and rate from upstream dcwelopment). b. UndetsiT:cd aad failin� culv�tis. The majority of the failin� drain pipes faund on reconnaissance were located in the Finn Hill area near Lake Washino on, along Juanita Drive. These have been in place for many vears aad may need to be repiaced to assure that their sizes are adequate for current and future flaws aqd that they are oEhetwise properly futtctioning. 3_ Much frsh habitat �az already been io�t. Iv�ueh of the historic habitat in this basin has beea lost or isreparably damaged by urbanization. In the St�eridan and Sryn hlawr areas, for instance, most streams have been placed in culverts. in the ��azehvood area, the single perennial stream has been piped beneath a park-and-cide iot aad Iost to fish use. On Tributary 0222 in F'inR Hi1l, a' 20 foot high dam near the mouth makes fish passage im�ible. Problems identified here (as weli as the recommendations that follaw) wifl relate only to thase systems in which fishery and habitat benefits mav be achieved with reasonable measures. a. Bar;iers to f�sh migration. In urban systems, in ;eneral, fish passage through . culverts and over weirs is a major problern. Nursierous road crossing,s and � P:LWB 10 i.,alce Washington Basin (Cantinued) landscaping works produce barriers of assorted kinds. S�eci�c examples of barriers inciudcd: 1) Drop barrieis in the form of cu(verts, weirs and falis oc�curred in the foitowing locations: a) Tributary 0223 (R.y�[ .45), where a concrete spiilway is a compiete barrier to apstzc:afn rnigration. b) Trihutary Q464D (RM ."19}, where a 3-foot cirop from rhe culvert to the stream surface is a complete barrier. c) Tribatary 0227 (RM .13� where an impoundmene dam 2U-fcct hiah and 60-feet wide is a complete barrier. d) Tri�,utary 0056 (RM .OS), where condominium deve[opment has landscaped the stream with pools and weirs but pmvided ao fish passage. 2} Flaav barriers, formed by culverts without baffles or wich steep prades, have formed at th� follawing locations: a} "1'ributary 02?3 {RM .OS), where the culvert under I iolmes Point Road lacks baffles for fish passage. b) "fributary D056 (RM .10), where a box cuivert under 8othe1l Way may be a velocity barrier ar high flow. 4) �3abitat has also been damaged vr destc�ayed becausc of poor water quality, usually the result of direct entry of road runoff into stream systems. The w�orst cases of poor water quaiity found were in piaces where roads were �onsiructed � ncar stream corridors. This runoff contains greases, oils, gasoline, anti-freeze, and other raad-retated pollutants. Such ptobiems were apparent in ttte Kenmone area where Tributarv 0056 receives direct runoff from 61st Avenue NE and in Bnm Mawr, which is completely urbanized. IIi. RECON��IDATIONS FOR ACITON The follrnving recommendations propose both rea latarv and structural remedies For the eaZensive problerns identified and discussed in the previous section. Suggestions for interlocal cooperation are included, whece appropriace_ A IVrii�te cvrrent ifamage from mazs-wasting au�d other fornms of erosioo aad prevent 'I further problems I 1. Adopt aud imp#ement piaaniag and regutatary measures to psotect seztsitivc a�as in the Lake Washinb on Basin: ' a. King Countq should do�ely tLgulate undeveloQed a�+eas within lancis#ide hazani wnes that are not a{ready dedicated open space (parks, school property, etc.) P:i,ti�B I1 Lake Washinn on Basin (Coniinued) f and designate them as open space. Priority shouid be �v�n to the lakeshore siopes of the Firtn Hill area and t6e ravine of Tributary 0281 ia HazeIwood. Vegetation removal should be minimized ia all such areas. b. Pubtic aSeocies shou[d e:er�cise sperial care ia appraving the sitin� �igq and rnostructioa of structu�s within and directiy abw�e the landstide-6a7ani Tones. �i Petmit applications in Ehese areas should inClude professiana[ evaluations of I sl�pe stability conditions and potential for increase in erosion. I c. Maintain uplands that curteaily act as aat�ual arater�storage areas (wet woodlaad� aad pastuzes as aell as wetlands) as open space, in order to preseive their stortnfEow-detention function. This appiies particularly to the plateau in the Finn Hiii area and the uplands of Bryn Vlawr. Both drain into channels with erosion problems caused at Ieast partty by high Elows. d FstabEish interloral agxeemenLs amoag King Couaty aad the cities � Seatt3c, Rentoo, Bellevue, Lake Forest Paric and other dties sharing basins in order to coordinate a fucurc basin plan and to institute a means by which the costs of future capital impravement projects may be shared. 2 Midgate aad prevenc probRems using stnutural measvres: a Increase R!D capacity oa stieams where aeeded. in some cases these can be , integrated with wetlands. l. [n Finn Hill, new Qr expanded storage structures will probabiy be necessary for Tributaries 02??, Q223, and 0229� ?. In Hazehvood, the rei:encEy rebuilt R/D structure above the damaged reach of Tributary 0?31 may ame}iorate the sicuation; however, this ravine is so sensitive that additional controls may be necessary. 3. tn Bryn Mawr, iecreasing R/D capacity and Iowering discharge ra[es could re�uce erosion in Tributary 046�iD. Some R/D fa�ilities should be expaeded and others fitted with control structures. King CQunty, should work with the city of Seattle on this project, as most of the tributary ties within citv limits. , b. Reroute surface ruaoff aronad scnsitivc �aches, or tig�tline fIaws thxvugh t3icm. This is particularly important in $ryn Mawr. On steep slopes, tightlines shouid be made of flexible materials, or the couplings on corregated metal pipes sealed, Ito prevent leakage and faiture. c. Utilia�e iachannct et�osio� oontroE sEructu�s Eor dama�ed sdreaqas, pa�-ticularly on "rributary 0231 (in Hazelwood) and U229r1 (in Fnn Hili}. In d�i, where arcess is easy, eheck-dams or gabion weirs might slpw the gullyin�, and reinforcement of the small bridge woutd prevent upstream migration of doµ�ctcutting. Aecess is much more difficuit in 0'�?9A, but smail-scale biaen�ineering measures �outd retard erosion in that channel as weli as in other o Ilies in remote places_ P:LW$ 12 Lafce Washington Basin (Continued) R Mitigate d�nu�on to Fssh habitat and pcev�ent further damage. 1 D�re[op and implement planning and regulatory measuces to protect fish babitat. a �stablish appropriate iateriacal agceetnents among public eotities durin� the basin- plaaning process. Exampies include Snohomish County, i,ake Eorest Park, Brier, and Batheil in the Kenmore area; Juanita, Kirkiaad, and Bothell in the Finn � Hilt area; and Bellevue and Renton in the Hazelwood area. Because ot the potential effects to iake Washington water qualitv, �ietro should aiso he included in these discussians. b. E�tablis�t bilateral ag�c+eemeats bet�een King County and Snohomis6 Couaty and betw+een Kin� County and ihe various cities to deve{op cansistent� comprehensive guidefines and reo lations for protection and enhancement of wetlands and strcam systems througha�t the basin. c The ICing Couaty Public Worl�s Department shouid giv�e immediate coasideratioa to the develapmcnt o[ water qua6ty stancfacds and ireatment strate�cs for urban stormwat�r runoff that enters Lake Washina on. d. Devebp a citi�ea iaformation and partie.-ipatian progrdan co educate the public on how to becocne in�otved with water-resource issues. This is critical to nonpoint contral in the Lake Washington Basin. e. Minemize and prevent bss of habitat features� 1) Establish greenheits or obtain conservation easements for tho�e critical stream corridon and wetlan�is that remain in the basin. Of parcicular interest are the headwater areas of streams 022? and 02?3. �) Cooperate with the Washington State Departments of �sheries and Game to Qerect hydrauiic code violations throughout the suburban area, particularlv in the Finn Hill area where homeowner iandsc;aping causes the loss of quality habitai. 3) Consuii with Washington State Departments of Fisheries and Game prior ro designing capita! imprrnement proje:cts in order to work out details prior to design. 2 Design and impiement structural solutioas in o�der ta c+estone and protect fish habitat in Ialce Washiegton Basin. a. Eiimiaate drop barriers Construct dawnstream weirs or paol-and-weir fish ladders as required. Barriers sueh as the large dam on Tributary Q227 should be carefully evaluated prior to any remo�al ar construction. {Cn this case. no action is recomrnended for the dam.) � b. Elimenate flvw barreezs. Instail baffles at 1Q-foot intervals ihrou�,h cufverts. Several rypes of struetures are possible, e.g., slot weirs, an�le weirs, and offset baffles. P:LWB 13 _ Lake Washingtors Basin � (Cominued) `; c. Pt+cveni future barcier prablems Require that future public and private cuIvert ' installations foilow these standar�is: � 1} Use bottomless arch or semi-ellipcical pipes; ', 2) Set culverts at mean grade for the reach; I, 3) Select sizes to accommodate tl�e lIXl-year flooei or fish passage, whichever is I greater, 4) Set semi-eliiptical (and round) pipes 1 foot below stream �ade; 5) Equip taitwater de�ices with weirs to concenrrate low ftows aad not inhibit fish passage; 6) Equip culverts over 40 feet long with baffies; 7) Avoid �nultiple-culvert installaEions. 3. Improve water guality m the basin: a. Eacouragc use of two-��el1 RlD ponds with foeebay aad gr�vel filter; and discharge flows through grass-1'snecf swales. � b. Install oil water separators to improve water quatity where necessarv. i ' , : i _..4 I f �L,._ f � ^_'_ 1 4 , � ' � � �T � P:LWB 1-� �� ` A'Q+t2 Il1TT $ � .W� .. ,� 2� sT o $W � ; LAKE WASHINGTON BASIN � �� 'T <� � � o c o � (Norttt Sec#ion} � � � .�.r � 2 � °�k T � ..r+�. 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Ir�wnf � C� 4.•. �d d •�,,; p a 3 �� - a� � � �� d ��r HE � t�ladr�n f., � � �``� ..c S o - �� * � �� `Js7A(1Cy fi7 r3Jy ;� � Graa c F� �' � �� -- � �.. - � E C:I.i�!'cy >1 � � �,�JY S . +�C`� 'Sf �t r \' �� -_- � , � � _ •,. �, _' .� k,..��t. �;,. . .,�. �•-� , . � 7 �;,.�� ,.:, sai � � • , � � � C ,� � � � � —� � amm �/1�, ��'rCP.r � � �eaux � � 9:oQ- �., � '` !�!�S '� `, I ��- - Q $ . � � i.� f i + � �.�r�>ti I t' � � i � � l Q I r I i� �' 1 . � '� � ' s� 2a sr ' � �} l . — .-� , .� �� s,.-- � �., ! , ` Ne �-f t '° � ,b� z. �51��d � � �\ 5 " \ �° �- �° I/ �' 1 u 99 ,�\: �,q : ° � '� 6 4 � �. �• _ - (,S��i1112�i8 '" �� - y _.._..__ ... - * \ R I - ��r' � � V� IEdSti' r p a' ~f _ 1 � �n s OtC�s�St � � Y �. 1 4 L :3 _ti��t, � � ' � . � J ` . � _ � - -�3 ';- �� . `�' �,,.�•:: sr J � � � � � � 1, � � ' Tt�iin �r S � •�• _'.�_ � 1 t- ✓� � SE ft$ 5sl F9 ,,';�.'� v' �\Z 'i "•�'r •- �� ey i� LAKE WASHENGTON BASIN � 19 ,! [��th Sect�on) ...�s Basin Boundary saurn Pr "� �^► Subeat�hment Boundary Ke��nydal � �ollec�,ion Point , �"""'� Colemtfn Pr '�•'�' � j�Uy � '';^ � ,�Sj Y'a �,.� Stream 6 �� a �5 � • 0464D Tributary Number � ' 6 - �<< •6404 Proposed Project ;,,,��,,,Sr c �f � s awr s---- ----� S g �� S W . p � �� Al! n � a �a ��. �� `� "�'� 3 12� 5 y, 0 - —�.�, 3 `� C7 Sf -v JulY.1967 �(Us�rry�s � � °�° `1%_ oad 0 0 4 " � F �r -S; 900 � �' � � -! -, ��, �' '� � � 0 t z naiies �y s,- `� �� *-- - � ._ __ �Q� rtt� � �� -- � '� , ��}•d s� ��fli•, =�� 1 t'��—_� —_ � � IR�■�� - _ ___-, ---- — _ _- _ -- _. ____ - --- -- , � APPENUiX A E51'1N1A'I'CD COSTS: PRUPOSEsU CAP[7'AL [MPROV�MCN'I' PROJECfS LAKE WASI-IINGTC�N 13AStN " I�idicales projecl wds identitie4 by the Surface Water Management [livision ppor to recanndiseance. NOTE: All projects are kocatetl on mdp included in this repori. 1'rojcct CoUect. Fstima►ed Cos�s Numher Paint Proiect Description Prol�lem Addres5ed and Comments 640? 4 Construct a proportionai weir in the IncreasE:s detention of weiland la:ated S129,0{l0 crobs culvert at Renton Ave. Wetland upbtream af Renton Ave. will reduce (Project shpuld be ana- has not b�en inventori�d or ratcd. peak flows downstream. lyzed at time of basin Wi{I require further study and aa�Eysis. planning.) 6403 5 Replace fail�i� sections of existing cross I'roject will stabilize eroding road em�ank- $54,000 culvert and stabilize faiting road mcni and reduce sediment io creek. embAnkment. Projact is indepen�icntly justifi�ble. G404 $ Install standard control strueture in Project wiil increase deteotion to '1`rib. x41,OW cross culv�rk at 85th and Bowling SI. 0464F. (Depends on lund Uepression on upstrcam side is idcal for acquisition costs. detcntion. Project should be ana- lyzed at time of busin planning.) 6405 11 Improve drainage syst�m at 132nd and SUIh 1�1oociing and ponding oC water in inicrsec- �b8,00U Ave. 5. tion. (1'roject is indepcn- d�ntly jcistifiabl�.) P:1..W[3.APA A-1 Project Collcct. t?Stimatr:� Costs Nwnher i'oint Prujcct Description Prohlem Addressc:d and Comments 1(�2• l0 Instali a standard control siructure at Will milig�tc high peak flows dischargir�g S136,000 I Wrtl��nd the outlet to Wetiand 1602 {rated #2) to to Trib. 0228. {Depends on land 1b03 inerea�e de�ention. 1'his wctland will acquisition costs. reyuire furlher biological evaluation Project shuu{J be before R/D design �nd construction, analyzed at time of basin planning.) ItiO3 12,13 Inst�U pi�ing system nec�ssary to direct 5treambed erosion in Trib. 0229A located 5252,00� flows (which had been piped from suU• in suhcatchment 13. (Project is indepen- catchinent 12 to 13) ba�k into co(leetion dently justifiable.} Pt. 12. 1604 1� Repl�ce Caisling undersized cross Floc�ding on upstream side of culveR, which 525,0(TO culvert at .luanita Drivc. wiil worsen as dev�lopment in area con- {Project is indepen- tinu�s, dently jus�ifiable.} lfi�S S [nst:�ll 40Q' of tightline. I-tillsid� erosion and high sc;d'sment load in S7S,000 ! Trib. 0224. � (Pro;ect is indepc;n- dendy justifiabin.) I P:I.W13.n(':� A-2 APPENDIX B CAP[TAL IMPROVEMENT PROJECT RANKING LAKE WASHINGTON BASIN (VVest Lake Washington Projects) Pr�or to thc Lake Washington Basin �eld reconnaissance, one project had been idcntified for t6e West Lake Washin,on portion of Ehe basin and rated using the �IP selection criteria developed by the Surt'ace Water Managemenc {SWM) and Natural Resources ar�d Parks Divisions. Fo![awing the reconnaissance, Eour pro�ects remain proposed for the West Lake Washington portion of the basin. Thcy incfude four new, previot�sfy unideretified anQ unrated projects. These dispiace thc prcviausly selected project, which was eiiminated based on the �onsensus of tt�e reconnaissance team. The previous SWbt capital improvement project list fvr the West Lake Washine on portion of the Lake Washington Basin had an estimated cost of $300,000. The revised {ist increases that casi to an estimated 5301,000. The following table summarizes the scores and costs for the CIPs proposed for the basin. These projects were rated according to previo�sly established SWM Prooram Citizen Advisory Commiitee �I criteria. The projects ranked below are those for which the first rating question, Elemeat 1: "GOfNO GO," cou[d be answered affirmativeiy. These projects can be considered now for mergin� into the-"livc" CIP list. R4NK PROJECT NO. RATIIVG COST ' 1 6405 75 $ 72,000 2 6403 60 Sb,00Q 3 6�i02 44 I31,OOQ 4 6d04 32 42.400 TOTAL S 301,000 P:LWB.:�PB B-] APPENDIX B C�PIT�L ItitPROVEMENT PR03ECT RANKING LAKE WASHINGTON BASIN {East Cake Washington Projects) Prior to the Lake Washington Basin field reconnaissance, one project had been identificd in the East Lake WashinD on gonion oF the basin and rated using the CIP seiection criteria deveioged by the Surface Water Manaoement (SWM) and Natural Resources and Par}cs Diviszons. Foltowing the reocnnaissance, four pcojects remain proposed for this area. They include three new, previously unidentified and unrated projects. These do noi dispiace the previqusly selected �rojecE, which remains on the finaf list. The previous SWM capital improvement pmject list t'or the East Lake Washington postion of the Lake Washino on Basi� had an estimated cast of 5�,0(30, while the revised tist inereases to an estimated $504,OOQ. This 152 percent increase in estimated capital costs is due mainly to the addition of new prajecrs. The fotlowing table summarizes the scores and cosis [or the CIPs proposed for the basin. These projects were rated accocdina to previously estab{ished SWM Program Citizen Advisory Committee critena. The projects ranked below are those for which the �rst rating question, Element 1: "GO/NO GO," could be answered affirmatively. These projects can be considered now for mer�ino into the "live" CIP iist. T I RANK PROJECT I�IQ. R�►T[NC COST 1 1603 55 S 263,000 3 1605 40 79,OdQ 3 160a 30 ?5,000 3 160'_'* 23 137,000 TOTAL s soa,000 ° Project identified by the Surface Water Maeagement Division prior to reconnaissance. P:LWB.APB B-? A!'1'ENUI?� C llE:'1'ALI.[:U riNllINCiS ANU RC:CC)MMCNUA'1'(ONS Lt�KE WASIIING'I'ON C3�151N �' All ilems listed heru ara localed on linai display maps in � the ollices of Surlace Waler Management, Building anp Land �eveiapmer►1, and Basin planning. 7�rib. & Collecl. Exisling �lnticipa�cd f�cnt'° Riv�r Mitc 1'oint Cntc�;c�ry I'rop. Proj^ Conditiorts an�i Problcros Conditions nnd Problems Rccommendations 1 Ot15(, L:l Il�ihit<it Condominium devciopment has Sam� as existinr conditions. Require development to provide iisi� RE�1 .OS landu:�zPcd stream Uut pro- p<�ss�ge facilities. vidcd no fisli pt�sst�ge through pc�nas. 2 0OS�i L'1 I labiiat I3ox cukvert under I3othell Samc as cxisting conditions, Con�;truct fish-pass��ge [acility at R1�9 .tO Way is a drop barrier ro downstream cnd of box culvert. upstream migr�nts. 3 pO5G F=1 llabitat Stream r�reives road nin• As upstre�m clevclopment in- Isolale storm drains frortt c�rccks, if Rh1 .50 off From numerous catch- cre�ses, watcr quality possihic. Us� vege�ateJ swaleq and b�isins. proUlems will becpme more Iwo-cell R/D ponds to filtcr runoff. seve re. A [N)Sfi C1 [Iabitat Crcek has been forced inro Same ns existing canditions. Add habltat structures to channel, ItM .`�0 roadsicie ditch with road- revegetate hanks lo provide pro- way construction. i[abitat tcctivc scrccn. diversity lost. 1'ish usc dcrlining. S {)p5�; C2 1[abi�ai W�IIanJ fills occarring in L.o.�.s of wctlands will rcduce Cslablish a cooper�illvc hasin Ilca�iwa�u�:s hcaJwa�cr arc�s of stream proJurtivi�y xnd pl�nning t��reement with Snphomish Snohomish Cc�unty (city of summer flows, increasing County �nd ci�y of 13rier for Brici'). pcaks and volumcs of wintcr protcction of weUands and strcams. ('Iows lo King County. I':I.VVf3.nPC ('-1 'Cx�ih. & Co11Cct. �,xisiing Anticipatc:d ticm itiver Mile I'oint Cate;;c�ry Prop. Proj. Conditions and Yroblems Conditions and Prohlems Recommendations !> Q?22 E3 tlabit�t 5tream has bei;n piped under Sam� as existing conditions. • Construct open channel wiih hahit�t RM .10 fairw�y for approximat�ly enhancemc:nt through l�airway. 750'. I��istoric fish usc - Rrmov� pip�; and direct stream into througli this r�aeh; new channel. habitut lost. 7 ()?22 C3 Geolagy Channel erosion in Ingl�- Stream is channelized through - 11�tainiain the upstream wetlands (abovc 1tM .?[�-.r,o wood golt' coursc:, along most of this reach, and the RM .70) to buffer high flows. 3uanita Ur., and in vacant channcl m�iy be too small to - Assure that the R/U pond at S. end lot upstnam of Juanita �ccommoaate pres�nt {and of gotf course can aceo�nmaiate high Dr. Deposition in pond anticip�ted CuEure} high flows from the upper basin and seive on thc golf course. Some flows. Continued construction as a s�dimcnt trap. s.:�3imcnt may h�vc come upstre�m will probably in- - R�Uuiid channCl upstream of Juunita from rceent construction crease hi�h flows and aet Ur. (RM 0.6) to stop erosion there. along Juanita Dr sc�uth as sedimcnt source 'sn the of thc gc�lf course and iuture. devetoping area to Ihe east. R 02?2 E:3 �labi�at Go1f eourse pond used as Same as existing eonditions. Establ�sh minimum flow requirements RM .30 water swpply for fai�ways. to prevent dewatering. I�rer reaches ot Trib. d222 o�:casionally dew�ter��. M�y increase rearinb mortulily in wetland. 9 022? �:3 1laUiiat `I'ribu�ary ftows in storm Samc as existin� condiiions. - Seal eatchbasins lo prevenl road RM 1.Q0 drain. ltunoff from short runot'f entry to stream. Action portion of luanita Uriv� affects only 2-3 cntch basins in cn�ers ?-3 calchhasins a one-block distanc�. and flows dircrily into - Direct runoff into parallel tight- strcam. line system that bypasses strcam. f':!.WI3..1PC (:-2 � �.✓ `,�„��: , , � --— Tril�. & Collect. Cxisting AntieipateJ [�em River Mi1e Poinl Cate�ory Prop._Proj. Condi�ions and Prohlems Conditions and Prohtems Reeommcndations 10 02?? G3 Ilabitat ilistoric encroachment on Lo�.s of wctland� may oc:cur in Yre�:rve lhese headwater arcas from 1[cacJwaters wetland. Some fill contin- this hcadwater area. e�cro:iching Jevciopment. Remove uing on perimcter. t'ortion fill; eohance � portion for emergcnt of wetland is bob. marrsh habitat. 1'roblem ws�s referred �o E3uildinb and I.,�nd Uevelopment for action. I1 O?�a ES Geology Gullying of ravine slo�s '1'here: will be some increase - Repair tightline. RM .1�-.50 bclow strnet ends (Glst in flows as construction - Route drainage on north side along PI. NE and (�2nd AvC. NG), proceeds on the plateau. bench above the streum (county road culvert outfali (RM 0.45), Main problcm, though, is poor and sewer right-af•way) to the wes�, and broken tighiline design and/or failure of or tightline to the stream in a {RM 0.35). San�y slopc:s drainage str�ctur�s. �fe, nonerosive manner. are na�urally sensitive - 1'ightline culvcrt al RM .45. to chnnnel ernsion and sliding. Se�iimentation in R/D pond at vallcy moui I�. 12 0224 ES llydrology Privately owncd instream No future problems antici- None. RM .IO sediment portd exists at pated. this river mile. Pond was f'ound �o he nearly Cilled with u:d'►ment. This sedimcnt acc;umui��ion appe�jrs to be a natural process and not a result of increa.s�:d puak flows fram upsireant developments. 13 0324 L:S i iyJroiog}r ]b05 Severe hillside erosion Continued hiilsidc crosion Tightlsne drainabc fo bottom of hill ItM .4S Se Gcolo6ry caus�d by surface runoff until mitigating measures and provide adec�uate energy dissipa- from NC 154th St. dis- are takcn. tion. chargin�; at the top of a steep slo�. [':I.Wl3.AYC C.3 � ' I 't"rih. & Coliect_ Cxisting Anticipated Iicm Rivcr htife t'oin� Calcrto 1'rop, I'ro�. ('ondi�ions and Prohlcros Conditions and Prot�lems RecommenJations ]4 0??4 GS Ilydrolo�ry Ncw devel�pment is dis- Area draining to thes�: rribu- None. 1tM 35 charging storm runoff at taries is nearly fully devel- this river mile, 'I'ight- op�d. It appcars that ade- IinCs were used to route quate dctention and convey- flow Jown erosive hiU- xncc syStCms discharging to slopas. these tributuries were in- stalled and are functioning. 15 U3�7 �.7 Il��bitzt ln3poundment dam. Impau- �me us czisting conditions. None. 1tM .18 able barrier. 2U' hi�h x 60' widc. i6 0227 L-:7 Ilydrology Old water supply dam {20' 12eu;rvair will continue to None. RM .I8 high x (�(l' wide} at this fill up with scdiment. river mile. Dam is no longer used for water supply; it is acting as a sediment trap and is attenuating hi�lti flows. 17 Q227 E7 liyetrotogy Oid wat�r tank is disc:harg- E�Ic�w from tank eauld be None, RM .20 ing to crcek at this river helpfut in maintaining flows mile. Flow rate is ap- �w�ing Eow-fluw rtsonths. proximately '/o of total flow in cr��k. 18 0227A I:7 EIydrology Drainage syslem inst�311cd C:on�inued flooding and Problem rcferrcd to Ucaina�;c RM .13 in new developmen� is erosion of NC 135th PI. (nv�stigalion Sectior� of Surface not adcyuate to I�andli; Water Mana�cnlcnl. flows. 1':I.W13.AI'C (:-�J �� , � �1'rib. ��c Collcct. Existing Anticipated llem River Mile Point Cate�ory 1'rop. Pro�. Conditions and Problems (;qn�iitinns and Protilems Recommenda�ions I�� (1227A E7 Geology Some channel erosion along Probably due ro runoff from Control discharge of runoff from edge KM .?5-.4O smal! tributary channels. homes along edge oF plat�au. of plateau, espc:cially from any Somc deposit�on above new Sc�ils and slopes are very future sources. May be necessary to housin�; dcvelopment. s<:nsi�ive to erosion. Could tightline some af the existing hecome a ro�jor proUlem f4r sources on the sieepest slo�es to the th� downhill de�elopment, bot�om af hill in a safc, nonerasive es�:cially since it is mann�:r. lacated at the foc�us of :� theat�r-shapcd val{ey. 2U 02?7t3 l;7 Elydrology '1'ightline has �par�te�l, Slo�es wili continu� to be Repair tightline in such p way that RM .O0-.25 bc Geolugy allnwing water to erode severely eraded until the segmcn�s of culvert can't berome steep hillslope and cause pipe is Cixed. This problem separFtted, or rcptace line with gullying sn small tribu- may Ue the major source of flexibfe pipe. (Problem rcfcrrc;d to tary channel. Deposition sedimcnt filling the pond on King County Drainage Invesiigaeion in 'I'rib. 0227 at E[olmes Trib. 0227. and Roads Mainlenance sections.) Pt. Dr. {Problem was first identified in 1986.) 21 0228 E9 IIabii�►t Concrete culvert under No change. Same as existing Install baffles in culvert, i3ark- RM AS �-lolm�s Pt. Ur. is a partiat canditions, flooci to eliminate drop. migration barricr due to veto�:ity and outCall drop, �� P:LWI3.AI'C C-5 � 71-ih, �ti Colie�t. Existing Anticipatec� E��m Itiv�r Mile I'oin� CiIIC�h Prop. Proj. Conditions an� Probl�ms Conditions an�f Problems Recommend�itions 2? 0224 L9 Ilabi.lat Good habitat for resident S��me as existing �condi�ions ('onlrol slormwatcr [lows from fu�urc RM .30 and anadromous fish. unless flows increak:. "Clien upstream (�CVCIUptF1CRIS sueh ihal vol- Deep pools and extensive expc:ct increased erosion an�i umes do not inere��, `i'his will riff�les. Slight cicposition sediment de�sition leading reyuire hi�hcr th�►n narmal 1LlD in pools at obstructions. to decnasc:d habitat diver- storage anJ r�;lease rates below hed sity, scour limit�. `I'his area should be added td the SAMF. "'3 ()228 E9 Iiabitat Ca.scadc ro 6' high. Im- Same ��s esis�ing conditions. Place steep-pass fish-way he:rc tempor- 1ZM .45 passabl�: barricr. arily, lhett construct permanent pool-weir tish Ia�iJer to allow salmonids upstream passage. 24 �2?8 E9 Cieology Two sma{I landslides at Nn direet sourccs of surface - Assure that no surface runoff is I2M .SO edge af piateau; severe runoff were found, sa it reaching lhe landslides (it may b� �ut�ying from slidcs a.ppCars that water source necessury to tigh�line flow from downstream to the creek; is seepage. Lratible streets and homes direclly io ihC depasition above driveway materials in stecp slopes creek). bridbe. Mc�st damage will cantinue to be erocied - Revegelate slide scars to inhibit probably a:curred during (Jry ravcl, spring sapping); erosion. Jan. '8h storm. gully walls are continuing - Cons:dcr instaflation of check-dams to falt in. in the gully. 25 02�8 !:]U (ieology A brc.ichC� dirt road-!'ill The creek will rontinue to If thc ruad 1�ed is lo be ahandoneJ, IZI�i i.15 is bein�; eroded by the underc:ut the sides of Ihe reduce slope of faces along ih� stream; raw slopes con- Ciil. stre.jm (or fix si�e for use as an It/U tributing sedim�nt. facility). 2G E)223 l:10 I[ydrolo�ry 1G0� EsiSting erossweulvert at Increased [requeney and Replace culvert with a higher-eapa- RM 1.22 Juanita Dr. is undersized. areal extent of flooding city pipe. Water has recenlly ponded on upsiream �nd of culvcrt. to � depth oF C�' on the upstream side. P.l.W C3_�1 t'C G6 "l'riU. & (:ollect. E:xi�ting An�icipated li�m ltiv�r Miic I'oint Catckory Prop. Proj. Condi�ions and Probicros Canditions und Problems Recommcnaations ?7 0228 E10 Ilydr�io�,ry lfiO2 Project propoSc;J hy County Piateau area is dcveloping. An�dyz� project at time of basin RM 1.45 Surface Water Managi:menr "I'his la:ation is excellunt planning to dcti;rmine if prajcct is to acquirC wctlana and Ibr aJ�n�.sing increasc:d n�:cessaty. Conduct tharough biologi- consiruct control strueturc }x:ak flows. c�l analysis to detc:rmine effects at to increasc; storage that time. capacity, � 35 022�i �11 1{ydralogy ltoad embankment is eraiing ConEinued embankmen� erosian Instal! riprap on ero�ing area. II ]tt�t I.SS into Trib. 02?8 at this of NE 138th 5t. Problem referred to King Caunty road tocation. Most cif shoulder maintent�nce section of Publie Works. has b�en kost. 29 0228 L'll �lydrology Storm-drainage infiitration Continuui floa9ing ancE sub- [nstall underground vault in place nf RM 2.4t) fi�td is failing �uC to basin erosion unlit mitigAt- drain fi�td and discl.�arge to nearUy impervious soils. 'I'his is ins measun;s are taken. drainAge swale. Ntoblem r�ferred to ; c�using frequent flooding Urainagc [nvestigalion Section of and failun of road suU- Surfac� Wa�cr M�nagemen�. hasc: of 149th E'I. 3U O229A C�3 Geolabry Chann�f downcutting, bank- Rzcent roadsidc ditching - [ncrease R/ll facilitie:s nor�h of NE RM .O(}- and lawer-slopc: erosion; has expanded the drainngu l?01h St. .<0 deposition at the mouth. area, so d�wnuream problems - Consicicr inchannel chcek dams in L.��ndsliding on ravine may increase. [mpervious middlc reuch (state praperty). slopcs. surface area may increase - Consider redirecting Flow fram vrca greatty upstream, causing west �f 76th PI. NE back [o the aceelerating erosion in the soathwest (tightline alcmg NL: 115th ravine. St. and through small r�vine). I';I_.W�3.APC C.7 7'ril�. & C:ollecl. Existing Anticipated licm ltivcr Milc F'oint Cat. e�Ury Pro�, Pr�l Conctiiions and ProUlems Cancfl�ions and Problems Recommendations 31 �02t) �13 IIydrology 1G03 lncreased flows to TriU. Crdsion will con�inue as - Redirect flow from callecti�n point 1tM .OU•.30 & f iai�it�� 0229A hiiv� caused severe dcvelopoicnt in collecuon l2 �iw�y from 1'rib. 0229A. Pipc flow etasion in this reach. point 1? continues. directty to [,ak� Washingron. Approximaiely 75 acres of - E'ro�ide greater R/D volume ahovz drainag�: ure� from col- Juanita Drive, aiong '7bth I'I. NE lection poinE I2 has hecn and from end of NE 112th St. diuei'ted io this tributaty. 32 03?9A E13 I-labitat Road resnoff From numerous Same .�s existing conditions. Provide catchbasins with oil/watCr I2M .:i0 calch b�sins along 76th separators tp dec:ret►� po[lutani load Ave. NG enters creek. to steam. Likcly ncgative cffccts on water quality. Down- stream resid�nts notice I tui�l>idity, oil in siream I after storms. 33 0229A E13 Ilabitat Runoff from 3uanita Drive Same as existing conditions. Fit cAtchhasit� at last discharge �oint RM JS and adjacent parking lots with oil/water sepdrator. is directed into stream hcrc. Turbidity, oil film are appArent Fifter rain. 34 0281 C16 [�ydrofagy [.�k�hurst regional deten- Pond �pp�ars ta bC funcrion- None. RM .25 tion and sedimentation ing norn�ally. pond, cons�ruction com- piete. l..arge amounts of sediment havi; been �ieposite� in poncl. l',I..WE3.AP(' C_� r � __ , __— e. __ _ __... ___----, , , '1'rih. di C'ollect. Eaistino t�nlicipated It�n� ltivcs• Milc Point C.�iegoiy I'rop. 1'raj. Condilions and Prot�lems Conditio�.s and hmhlems Re:wmmendations 3S U2R1 C1(i Geolopry Activc, major downcuttin� E:ro�ion scems to bC a re- •Astiure proper funclioning of 1tM .3Q-.�i5 K Ilydrology in the ravine (RM .4U-.GS), sponse lo inere�� in high upstrcam It/U facilities undercutling lower s!a}k:s; flows caused by devcl�pment (especiaily aE SE: GOth St.). bank erosion upstrc�m uptitrcam. Further fncreas�:s -Reyuirc onsite R/U if/when the two ' {RM .hS-.8S). Valley is in impetvious surfaces up- Iarge parcels along 11C,th Avc. SC eu� into erodible s��nds stream could abgrava�e are developed. Any runoff From �nd gravels. Channel erosion. 7'wo 1t/U facilities homes in i..ake lleights (enst c�f erosion is undcrrutting upstream <it SG fiQth St. may valley) should be routed around to hillslopes in placcs. liave already improved th� the �orlh; prohil�il uncontrolled Eicavy dcposition in R/U situ�iti�n but the sands and di�fiar6e anto hillslopes. pond (RM .�t0); dc�sition gravels are very susceptible -In th� ravine, rcin[orre the smalf also around docks ut mouth. to erosiort. Uridge (RM .6S} sc� th�t downcut�ing I'roblem may be affecled can migrale no furlher upstream. by pres�nce of sewer line Consider instellalion of che:ck dams in ravin�. or gabion weirs in �►tIY. Mainlain n�tural veg�tatian in �he corridor. 3G 0381 �17 lly�troloby Cxisting R/D facility es No changc. None. ]ZM i.a4 detaining water nearly to cap��ity. 1'raviding good detention for triUutary. �O {�4G4U WG }iydcology [.�vge: yuantilies of sedi- I'robtem will continue unlil 1'roblem rcferred to drainage RM .00 ment accumulating in lowCr groundcover is reestablished. invcstigation se:ction of Surface reach�s. New constructian Water Management. upstrcam not contr�lling erosion inlo creek. 1':I.Wl3.APC C-9 r� _ ___ . __ -- -___ . -- . _ ___� . - -, - — __ -� -- - —� , - --. � , �j. "('rib. & Coilect. Prob.Sit�/ Ezisiing Anticipated Ilcm Rivcr Mile Point ('ate o Yrop. Proj. Con�i�ions and Problems Ccmditions and Pmhlems Recommendations , � �3 04�;4U W3,5 Gzology Slreambank erosion and PrahEems will continue and in Mainiain the lar�;e wetlands west of I , RM ,00-1.07 I�ndslidin�; in steep•w�lled ac�mc clscs increas�. SEight Renton Ave. (04fi4C, ]tM. 20) and south ravine. Channc;l arc�sian, incre��sc in impc�viaus-sur- of S 115�h St. (04C�4U, RM. 9G), esp�:ci�lly below culver� f.�rt areas upstream (espcci- Sediment trap at RM. 1S would heip (at RM. 9G), through breach- ally in suhca(chmen�s 4 and rontrol deposition at the mouth. ed roadfill (at RM. 7�), 5) will increase peF�k Be extremely careful with runoff from and afonb sewer. flows. The s�ecp slopes h�mcs along the ravine edge; route it will continue �o fail, con- around uecr scctions or tightline Iriliuting sediment to Ihe io the bottom of thC stream. stn.�m. llomes are built (or arc bcing built) aU alang ihe cdges of the ravin�; somc may l�c �lama��d liy future landslides. 39 ah4U W3 i l�ibit�il SedimCnt�tion at culvert 5amC as existing conditions, predge sediment from stream. Rcplacc RM .25 inlet tr�ish raek has cau�cd existing Irash rack and culvert inl�:t complcte migration Uarrier. to providc fish p�ige. qi) Q4�>4D W3 Ilnbitat 3' drop from culvert out- Same as existing condilions, ReplAce existing rulvert with 42" RM .2') fall to watcr levet; com- scmi-elliptical pipe set at average plete ups�ream migra�ion reach grAdient, battom et 1.U' belvw II l�urrier. bed level. � 41 04G4A Wl l I[ydrology G405 Drain�ge system at inter- Cqntinued floo�fing and roiid- Install new system of ca�chbasins �na I2M .Fia scction of 132nd and 80th be�i f�ilurc;s, �s high di�ch drainssge pipc. Ave. S is not adequate. flows have t�cen erocfing f�looding of Ihe intenec- tlie subbase. tion orcurs regularly, acrording to residents. I':I.W L3.APC C•10 _ ' Trih. �t CoIIccL l:aisting Anticipa�cJ Ilcm Rivcr Milc I'oin� Catcgory Prap. Proj. ('on�fitions and nroUlcros Canclitions and Problcros � Recommcndations 42 04G4U WS Ctydrology 6403 [3otlom t3' secuon of cul- Roadhecl erosion will continuc Reptace bottom secliort of pipe, ItM .9�i vrri crohsing S 11S�ii S�. uniit mitigating mcasur�s install gabions to stabilize failing has fsiled, causin� ro<�d- ari; employud. bank, and remov� d�bris froat upstream h,ed crosion. Upstraam end cnd, is blotkecl with dcbris, rausing water lo pond to a depth o[ 4-6'. -13 Q��4L WS Ilydrofobry 64O2 A smull wciland exists on All ot' Ihe flows generated by Acquire we�land and construct a Rh4 .')(� the up�tream side of Renton subcatchment 4 could be contro! s�ructure in the culvert Ave., probably a resull detained Uy a deteniion crossing Kenton Ave. of the high fiii bcrm usc:d pond at this tocatiQn. for the road. 44 -- WH,9 Geolagy Runo[f from roads, street Gullying wilt continue as Route flows (especialiy from cutvert (hitlsi�cs) ends, etc., is erociing in- long as flows are routed NE of Uimmit 3r. II.S.) around the io the hill�ide along onto the slope. Sediment area, or tighiline to bottom of hill. si:v�ral pathways, mostly rrtay affec� homes downhill. within King Coun�y park land. 4S O46�� W8 flydrology 6304 SmaEl Je:prc�.sion located Location is ideal For Instal! stanqard control structure c�n Ittvi 1.32 ar corner of BSIh Ave S �ietention. With suitahle on upstream side of cross-culvert ancl [3c�wling SI. contsol structure, detention to dC�ain flows in depression. can protCct downstrc:am Cc:aches. P:LW�.i\P(: C•1'1 M C1� � TASK 3—FIELD INSPECTION There were no problems reported or observed during the resource review. Based on a review of drainage complaints of the downstream drainage course, there were a few minor drainage issues in the Lake Washington East Basin, downstream of the site. 3.1 Conveyance System Nuisance Problems (Type 1) Conveyance system nuisance problems, in general, are defined as any existing or predicted �i flooding or erosion that does not constitute a severe flooding or erosion problem. Conveyance � system nuisance problems are defined as flooding or erosion that results in the overflow of the constructed conveyance system for runoff events less than or equal to a 10-year event. Examples � include inundation of a shoulder or lane of a roadway, overflows collecting in yards or pastures, ' shallow flows across driveways, minor flooding in crawlspaces or unheated garages/outbuildings , and minor erosion. Based on a review of the drainage complaints, there were three logged complaints on properties within a downstream mile of our site. All were localized flooding due to obstructions in the drainage system and the property owners were directed by the city to maintain their respective on site systems. 3.2 Severe Erosion Problems(Type 2) Severe erosion problems are defined as downstream channels, ravines, or slopes with evidence of or potential for erosion/incision, sufficient to pose a sedimentation hazard to downstream conveyance systems or propose a landslide hazard by undercutting adjacent slopes. Severe erosion problems do not include roadway or minor ditch erosion. Based on our site visit, there was no evidence of or potential for erosion/incision sufficient to pose a sedimentation hazard to downstream conveyance systems evident anywhere along the downstream drainage course. Because the downstream drainage course is almost entirely within storm pipes, no potential for picking up sediments is present. 3.3 Severe Flooding Problems (Type 3) Severe flooding problems can be caused by conveyance system overflows or the elevated water surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems are defined as follows: • Flooding of the finished area of a habitable building for runoff events less than or equal to the 100-year event. Examples include flooding of finished floors of homes and commercial or industrial buildings. Flooding in electrical/heating systems and components in the crawlspace or garage of a home. Such problems are referred to as severe building flooding problems. • Flooding over all lanes of a roadway or severely impacting a sole access driveway for runoff events less than or equal to the 100-year event. Such problems are referred to as severe roadway flooding problems. As mentioned previously, there is no evidence of flooding on the downstream drainage courses, or from our site visit downstream of the subject property. It is not anticipated that there will be any problems with flooding from this project. The field reconnaissance for this Off-Site Analysis Drainage Report was conducted on August 17, 2006. It was sunny at the time, and the skies were clear. High temperature on this day was approximately 80 degrees. 12567.002.doc Exhibit I Off-Site Analysis Drainage � System Table '�, i Offsite Conveyance Map Legend I � Pump Station � Discharge Point : �_. , _ � �,. �P — Pipe I • i � �' G� � Culvert �� ' � � �...ung • !� �`' �� Open Drains ,��`r P�a � � Sh �p ng Center � . { " Q ` ' 9 �N� ��c�' � Facility Outline I , _ o� � NE 10th St • Private Discharge Point . +�,�`T�:' � t0 p L�� Grea �r � Private Pipe !� � � ,oh� � _ �oPD�n9 � Private Culvert ' .= ` . 3 � Private Open Drains I . � � co � ;' :�—"'°�-°�""�"-""""""�'4_,, � Private Facility Outline N.4 R �a_.lt_ . L ',,� � „A"Smta°As-%"s°'� 31P 1 Vi _ �e� W .._�. 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CaLECT AI�fREAT ALL MATER AE1�6YE0 FN011 pE11ATEflINfi E%C�VaT10N5 IN ACCO�AN� E�IiH �.c.�s�e•r.n.0 a I.-ti°'�' a�• s� �.��.'- �'- -- --- i � SPECff[CATlONS ANO DRA�[NG fl-5. � y�� '`"'...'_'_"',"""'_...�_,�__'_'. ' I�; , � �,,,a.�.. � �o� ��---- ; �.c::- ..R�z�.�l . �,��Y,�, .,Z � ;-- � ,Ez,:��. s� � '�� ! �� ; � ' �� a`'„-' .�\ ` te xo��eeiE� I' r 1 �� I0. Fqi pETAILS OF E7(ISTIN6 iEYPOA�pT EAOS10N AID SEDIYENTAT[W CONTROL FACILIilES SfE . . ��'� `�" i�' ' �.'' '�.� �e m:�as�� .,� � EIt05[W!CONiAOL PLWS 5025 TO SD2l. marv�c nw.�.� �z � . �� }'•, 5(mri wf�"--�l � �'�__iE j;.x ll. UT[lI2E IXISfING fEN[E AS CONSTRUClION FENCE AS POSStBLE. OEYOLISH EX[SiIH6 FEHCE ' Uart rac e. '�� I �� , . RlY 21.0. , '., i � �i . cuc.. • '(� :� �i'�f�4:�" ' �. I R ( ( � , � t � IINEOIATELY PRfOR TO INSTALLI!'�G 1EII ffNCE. ; pw," ' rf�. �� y� � � ---�e�son.ax cnusTaucrcox �s ,G �Z li '� �_,' _- I � _-{�_ , �\� .i EMfu�SE.I+E� � I u . . t1Ort r�v I� r � � I / � � �'J ONIVE'YT ' . - i'E.i��.11Ys�66�Pv[� ' !' �CJ ^ � �� v� / ,� I ,..`i` � a� ��'� BUILDING �' � _ .�,f t i � LE.IEI�2S.SIIJ'PvC' yy,, �� ;�• ys � ��,?;• � � I m ruaiw�� , ,'�3 T �' i.r ~e� I� R: I � � � ' �n i � nve i L � I ; : :• �'• t I w OEYOLITION/REYO4AL IEGEW: - ' RIY M.I� .•i i.�y��L_� � • N 9.800 i�v�vc io e :. �i; 1 �; �' �P: `T-`?--r -- � J � O PNOIECi EXISTING UT(LIfY LIHES AND APPU2TQUNCES. OAYAGEO sra�w�s�-r-� � I: tiep � � ,��. ; i - I UfllfilES TO BE BEP�INEO U COIIiRACiqiS E%PENSE. VERIFT ExACT � � : t.'; � i � �:��'� . �'�.Q ( / •� S1LT iR+CE TT � � �aanars vnioa ro canrm,tnon. � 4`�.}°x�4a.se��.•c..� y i �`_ 1 =_� � : L "� `rc°��rt row t . t.L�s�.ZO.lb�le•N� I:`� 1 i: � ,�O• . ,,.� h �� . . 1� `� � �� 1 � - �.¢.u>•p.�y�a�i,a• ' i; i 7, �� • • • '•-. ; �� [TION LfY1i5 . . • . 2 PROTECT E%ISTING IqNIT0A1N6110.15. DAYAGfU IIElLS TO BE I.E.I11•ZO.SIt3'li li• \ ' . .. ' I . � . :i • �� _ ,. ;Yi:i W ' � ' � • tf -`'----'-•-'-�-I OECOWISSIOrED 1N0 REN.AfEO�i[ONTRACTORS EAPENSE. - ' W �.�7}SP. �. I : . U .�.( .'� / � � __ __...__ "..___ ...._ _ �. * _ . , ; �' ; i �Aax�[�D une( I �' _ � _ j. ..F..... . . . :. . �� : I __-'-_� --- -...._..-_--.-.'-�e_--.., •. I 3 PROTECi FfA WIHTAIN tEYPORYtY EROSIdI ANO SED11ffHTAT10N COtITHOI . sia�v w n�7l.� � � � _••�. I.• - . �.c.ic�.'m.�s�H��r u•rrc, !��: :�• � ' , i � I/"� ..-'---':.....__:.�-'-"' ' '..�.: • O FACIlILES OURING CONSTBULIION. 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',�• . o � �� .., >---- �} w.00 �,. � , ! ��'• ---�'"' � ; - ' +' • vERfFlt DlStaiT[NUAxCE OF SEnVf[E PRIOR TO THIS NOPoc. � • , _.. � • � N 9.600 � .. �ti . . � -' �-�� ---�--�--%------- ._. ..- -•�--r-------.._.--.... . ... ..--•-------�-----�.._1 . . r.rc�c! ' �i, �.n.I 4�4 '�OE40LITION t1YtT5 �j � / :. �1-�-sTdaw�a . �� MIY�f.65 �',��u.'� :� I �� ' ♦ ' 0.�M:b . 7q_.. - J, � ! ieFM t�°'x�'��I j 4.I ;+ as�.' ' ;�"'S�i[t�_�� : I 2t.so . . ' - _ _f,.....,..,. �i.':�.e2 � �.• . ' - ' ' :-�.� _ � I .`.`e`�t�� 1�: INE..11.1i ' 2 I a� : ��' . - ' • . . � _ ��gy .O - � : . � 11 BiN ST ' "� ( -3�II'1 L� 1j��. ��byl�! : ^3 ' : . + . � . , ��,��.,, � %�" + "��+� ti ��.; ' � I• S , . : � I i � � . _ :'�, 1 R � `,,:�. � � 3:7 pl `� y . � ' �t w - -. " .' M1� ''I 6`� .�I � I .'�� ; RaiIER � ' -� :t �� •Ld � 94116MTa . •�I�..� �� ._SEOI�ENT Pp0 r2 . ' ~� � � ._ '.� 105 `�`--�� 3 2/92/ �� ; x yy..�jB..u.r :sm��cnT ,/1_ oi� . � � , : . . '�S � 'i ' I�f',�� j ; � : �Pbq ] �� , . . . � � . , � � . � - �� . � ' • �7 i 1 �cj : ��• _ � ' � I j x 6TH 5r � 3 P seoe. n¢. � . �'' I�j � ; ffe".'�-d , , �-� .� tt�• • eua�r.¢cns .x[wrtecrs v�uw�ns . n� I i I � �V' � 95'-0 � ' �� ' : . � . ' .. ._" -._..._'- ..)0 '- � W � lOf�f13Tr�vEe4E. N.E.. SUITE t01 °�� ' i ' PROJECT eu�[ruc. .astitnera�seoo+ rn. soe-e»-xe3o' �� i ; �i � ` : ': .e ra..e. t I I I n o'•v �i,_' `}`, •� 1,'. , � � � � S 1 TE z.�ccr I � S�'m� 3 _- �`� '�• �'\. . I � PP0.IECT o� � � �6 1 : O : . ' w\� � `. ! � I � N tTN ST ' nwre[� 9�rJ�� ] .}, I A ,b�i � i oc � �Y+1ATF�1 W � • �3 K�a u�u i!J � � v.�j : ' ; � �''=� '. � i ' I on•.��.a SD3 , - x ��_.��L� '=o M �o � ' ; t . SIL7'FENCETrP i . I IweFn +..- 116-:--1.: i-'_:. ". � ; ffi �'. :I I ''° I _1.,�.� Ii.JZ�:._.._.._.•_._.._.._.._.. �•_'•-..__ ,._. .�.._.._. ._.�._. ._..1.._.._.._.._.._.__. .._.._.._.. 1 H 9.�00 �i�� : .• .. ' . ' ._. ' ._. ._.._.---•-- � ._.._.._ _..1.._.._.._. F CITY OF RENTON tu1T[H LINE N 9,�00 Fql CIWi[NUATIOH SEE O�IG SD5 �(EY.�..9.�i. O oEP4RTMENT OF Pl/BIIG wORKS _ �� Z • ' AREA 'A" EXISTIN6 TOPOGRAPHY � ANO DEl�OLITION PLAN � AREA "A" EX I ST. TOPOGRAPHY & DEMOL I T I ON PLAN � i °LW"�?��8.__J oA�u ,o-„-9� F��+SpL15D3 � . �`�`E: �-•�` �ao � I�I - _- auw C.H.O. I l � ' 0 '[$SUED Fd1 C6VSTPUCTION . o�qz � �� S.R-T. '0� • � _ ^ S[4G �'�� _ y0. � .q(��5�t1 EY l��T� piiE �iPflCY[0� � .SHEET� , ��(� OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Downstream Drainage Course Subbasin Basin: Lake Washington East Subbasin Name: Number: Observations of Field Distance Inspector, Drainage Component Drainage Component from Site Existing Potential Resource Reviewer, or ', Symbol Type, Name, and Size Description Slope Discharge Problems Problems Resident Constrictions,under capacity,ponding, Type: sheetflow,swale,stream, overtopping,flooding, habitat or organism channel,pipe,pond;size, Drainage basin,vegetation,cover, destruction, scouring, bank sloughing, Tributary area, likelihood of problem, See Map diameter,surface area depth,type of sensitive area,volume % Ft. sedimentation, incision,other erosion overflow pathways, potential impacts �i 24-inch Pipe Kenworth R&D Facility 0.25 0-100 None Noted None Noted � 24-inch Pipe Kenworth R&D Facility 0.27 100-438 None Noted None Noted O 24-inch SD Kenworth R&D Facility unk 438-538 None Noted None Noted 40 30-inch SD Paccar Main Warehouse 0.43 538-1,238 None Noted None Noted '� OO 42-inch SD Paccar Main Warehouse 0.20 1,238-1,438 None Noted None Noted 60 42-inch SD Paccar Main Warehouse 0.20 1,438-2,038 None Noted None Noted OO 42-inch SD Paccar Main Warehouse 0.20 2,038-2,338 None Noted None Noted O 42-inch SD Paccar Main Warehouse 0.20 2,388-2,788 None Noted None Noted �3 48-inch SD N 8th St unk 2,788 None Noted None Noted ��e7.u(��.doc�J�'.��ccp� � � H TASK 4—DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Runoff leaves the site to the North and travels west for 100' in 24" underground conveyance then north 338' through the Kenworth R&D Facility. From there it travels west onto the PACCAR main warehouse site via 30" storm pipe, it continues for 800' before, then travels another 150' west via 42" storm pipe. Then flow continues north for about 1,200 feet through the PACCAR main warehouse property, until I finally it meets a 48"storm pipe that travels north underneath N 8th St. From here flow will continue in the ', public storm system until it reaches Lake Washington. '�I Drainage Complaints were forwarded to this office by Gary Fink, City of Renton Utility Systems Division - I Surface Water Utility and are located on the following pages of this report. Two of the complaints are within a 1/4 mile downstream of the project site, and were minor localized flooding due to failure to maintain the drainage system by the property owners. No problems are anticipated with the development of this project site. � � � 12567.002.doc Exhibit J - Drainage Complaints � �� '�� Brandon Chaisy From: Colleen Allen Sent: Wednesday, January 21, 2015 12:37 PM To: Brandon Chaisy Cc: Karen Harris Subject: FW: Request for Drainage Complaints/ PACCAR PDC Project/ BCE #12567 Categories: Filed by Newforma I Drainage Complaints below. I From: Gary Fink [mailto:GFink@Rentonwa.qov] Sent: Wednesday, January 21, �015 11:52 AM To: Colleen Allen Subject: RE: Request for Drainage Complaints/ PACCAR PDC Project/ BCE #12567 Hi Colleen, ' The following is a list of drainage complaints reported to the City of Renton Surface Water utility and Maintenance division which occurred within a one-mile radius of the specified Paccar property, parcel Id #7223000010. 1) Parcel#0823059055, 1133 Lake Washington Blvd N —2009 Localized flooding due to obstructed culverts under entry drive. City cleared obstruction, property owner to maintain on-site system. 2) Railroad Right-of-way adjacent to parcel#0823059197 at Houser Way bypass—localized flooding onto roadway due to obstructed ditch line. Property owner(BNRR) directed to maintain. 3) Parcel#0823059197—2011 Localized parking lot & roadway flooding due to obstructed storm system in City easement. City maintained. 4) Parcel #7231502030, 95 Burnett Ave S—Onsite drains blocked, localized exterior onsite flooding, investigation pending. Street system cleaned , possible undersized section of pipe in right-of-way drainage. Possible right of way maintenance project. South Of PaCCar Site, has no impact on our site. No drainage issues are listed in King County IMap for this area. Please note that the above information provided is sourced from recorded issues logged in City of Renton drainage complaint records, City Maintenance records, & King County IMap drainage complaint maps and cannot be deemed a "" comprehensive list of all past issues. Please feel free to contact me if you have any further questions. , Best Regards, Gary Fink City of Renton Utility Systems Drvision - Surface Water Utility Phone:(425) 430-7392/Fax:(425) 430-7241 GFink(a�RentonWa.qov 1 ' O . � .� � H Y I AND DESIGN III 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANAL S S , A. Existing Site Hydrology I The entire 11.76 acres of new development is considered till pasture for pre-developed condition. The site is primarily grass with very little slope or apparent flow paths. The flow control facility will be located at the northwest corner of the project site and will discharge to the existing conveyance system along at the north boundary of the site. B. Developed Site Hydrology Under developed conditions, the site has 7.28 acres of impervious and 4.48 acres of landscape. Because this site is using a rain garden as a flow control BMP, 50 percent of the roof and sidewalk area (1.18 acres) being directed to it is being modeled as pervious landscape area. The results are 6.69 acres of impervious and 5.07 acres of pervious for modeling purposes. The entire site will be directed to the detention pond and has been included in the flow control calculations. See the detention and water quality sizing criteria on the following pages of this report. C. Performance Standards The Area-Specific Flow Control Standard required for this project site is determined to be Peak Rate Flow Control - Matching Existing. The applicable conveyance system capacity standard was mentioned in the Conditions and Requirements Summary, which is to size the on-site conveyance system using StormShed 3G for 25-year flows and the Backwater Analysis Method to prove that 6-inches of freeboard are provided. The Area- Specific Water Quality Treatments Menu followed for this project was the Enhanced Basic Water Quality Menu, and the treatment selected from this menu is to use a combined detention pondlconstructed wetland. D. Flow Control System Flow control for this site will be via a combined stormwater detention pond and constructed wetland. The detention pond will have 4 feet of live storage. The Flow Control BMP under Large Lot High Impervious BMP for this site will be a rain garden sized to treat runoff from 10 percent of the site (51,227 sf). E. Water Quality System The Enhanced Basic Water Quality requirement will be achieved with a combined stormwater detention pond and constructed wetland. 12567.008 doc � G � J � � E- Z O C� � O J LL FLOW CONTROL BMP SIZING Site Area = 512,266 sf(11.76 ac) 10% of site area = 51,227 sf Target Impervious Surface=298,220 sf 20% of Target Impervious Surface = 59,644 sf Impervious area to the rain garden = 51,227 sf required, 51,531.5 actual Pervious area to the rain garden =41,057 sf Impervious area x 3 inches= 12,883 cf Pervious area x 0.5 inches = 1,642 cf Rain Garden volume required = 14,525 cf Rain Garden volume provided = 14,820 cf Maximum depth = 12 inches; 3:1 Side slopes; 5' Setback; 6" Freeboard 12567.008.doc DETENTION AND WATER QUALITY SIZING CRITERIA Peak Rate Flow Control (City of Renton), Basic/Level 1 Flow Control (KCSWDM) Pre-Developed: 11.76 acres of till pasture Qz = 0.58 cfs Q,o = 1.08 cfs Q,oa = 2.49 cfs Developed: 7.28 acres of on-site impervious Roof= 169,718 sf Asphalt= 80,950 sf , Concrete = 33,441 sf Pond = 32,968 sf 4.48 acres of till grass (on-site landscaping) 51,227 sf of roof and sidewalk area will be going to the rain garden so that area can be modeled as 50% grass (0.59 ac)and 50% impervious (0.59 ac) Therefore the new totals are: 6.69 acres on-site impervious 5.07 acres till grass (on site) Total = 11.76 Acres QZ = 1.83 cfs Q,o = 2.13cfs I Q,00 = 3.52 cfs The KCRTS calculations are on the following pages. 12567.008.doc Ex. Cand..'h�s Flow Frequency Analysis Time Series File:12567-ex.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.05 4 2/09/01 2:00 2 .49 1 100. 00 0.990 0.537 7 1/05/02 16:00 1.33 2 25. 00 0.960 1.33 2 2/27/03 7:00 1.08 3 10. 00 0.900 0.220 8 S/26/04 2:00 1.05 4 5.00 0.800 0.580 6 1/05/05 5:00 0. 967 5 3.00 0.667 1. 08 3 1/18/06 16:00 0.580 6 2 .00 0 .500 0.967 5 11/24/06 3 :00 0.537 7 1.30 0 .231 _ 2 .49 1 1/09/08 6 :00 0.220 8 1.10 0.091 Computed Peaks 2 .10 50. 00 0.980 I � il I I Flow Fre uency Anal sis ��O��V q Y Time Series File:12567-developed.tsf ��01�� Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.83 6 2/09/01 2:00 3 .52 1 100. 00 0. 990 1.51 8 1/05/02 16:00 2 .43 2 25. 00 0. 960 2 .13 3 2/27/03 7:00 2 .13 3 10.00 0.900 1.67 7 8/26/04 2:00 1.98 4 5.00 0.800 1. 98 4 10/28/04 16:00 1.96 5 3 .00 0 .667 1. 96 5 1/18/06 16:00 1.83 6 2.00 0 .500 2.43 2 10/26/06 O:QO 1.67 7 1.30 0 .231 3 .52 1 1/09/08 6:40 1.51 8 1. 10 0 . 091 Computed Peaks 3 . 16 50. 00 0 . 980 R�tention%Detention Facil�ty Type of Facility: Detention Pond Side Slope: 3 .00 H: 1V Pond Bottom Length: 255 .00 ft Pond Bottom widtn: so .00 ft Pond D esign ' Pond Bottom Area: 20400 . sq. ft , Top Area at 1 ft. FB: 31350 . sq. ft ' 0 .720 acres � Effective Storage Depth: 4 .00 ft , Stage 0 Elevation: 30.50 ft Storage Volume: 98448 . cu. ft 2 .260 ac-ft � Riser Head: 4 .00 ft Riser Diameter: 12 .00 inches Number of orific�s: 2 Full Head Pipe Orifice # Height Diamet2r Discharge Diameter (ft) (in) (CFS) (in) 1 0 . 00 3 .75 0.763 2 2 .20 2 .00 0 .146 4 .0 Top Notch Weir: Rectangular Length: 10. 00 in �rleir Height : 3 .40 ft O�:tflo��r Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area ;ft) (ft) (cu. ft) (ac-ft) (cfs} (cfs) (sq. ft) 0 . 00 30 .50 0. 0 .000 0 . 000 0 . 00 20400 . 0 . 04 30 .54 818. 0 .019 0 . 075 0 . 00 20480 . 0 . 08 30 .58 1638. 0 .038 0 . 107 0 . 00 20561 . 0 . 12 30 .62 2463 . 0 .057 0 . 131 0 . 00 20642 . 0 .16 30.66 3290. 0 .076 0 . 151 0 . 00 20723 . 0 .20 30.70 4120. 0 .095 0 . 169 0 . 00 20803 . 0 .23 30.73 4745. 0.109 0 . 185 0 . 00 20864 . 0 .27 30.77 5582. 0 .128 0 . 199 0 . 00 20945 . 0 .31 30.81 6421. 0 . 147 0 .213 0 . 00 21027 . 0 .41 30 .91 8534. 0 . 196 0 .245 0 . 00 21230 . 0 .51 31. 01 10667. 0 .245 0 .273 0 . 00 21434 . 0 .61 31. 11 12821. 0 .294 0 .299 0 . 00 21639 . 0 .71 31.21 14995. 0 .344 0 .322 0 . 00 21845 . 0 . 81 31.31 17190. 0 .395 0 .344 0.00 22052 . 0 . 91 31.41 19405. 0 .445 0 .364 0 .00 22259 . 1 . 01 31.51 21642. 0 .497 0 .384 0.00 22467. l . 11 31. 61 23899. 0 .549 0 .402 0.00 22675 . 1 .21 31. 71 26177. 0 .601 0 .420 0 .00 22885 . 1 .31 31. 81 28476 . 0 .654 0 .437 0 . 00 23095 . 1 .41 31. 91 30796 . 0 .707 0 .453 0 . 00 23306 . 1 .51 32 . 01 33137. 0 .761 0 .469 0 . 00 23517. 1 .61 32 .11 35499. 0.815 0 .484 0 . 00 23729. , 1 . 71 32 .21 37883 . 0.870 0 .499 0 . 00 23942 . 1 . 81 32 .31 40288 . 0 .925 0 . 514 0 . 00 24156 . 1 . 91 32 .41 42714 . 0.981 0 . 528 0 .,00 24370 . ', 2 . 01 32 . 51 45162 . 1. 037 0 . 541 0 .00 24586 . � 2 . 11 32 .61 47631. 1. 093 0 . 554 �0 . 00 24801 . 2 .20 32 .70 49872 . 1. 145 0 . 566 0 . 00 24996 . � 2 . 22 32 . 72 50372 . 1 . 156 0 . 569 C . 00 25040 . I' 2 . 24 32 . 74 50874 . 1 . �68 � . 574 C . 00 25083 . 2 .26 32 .76 51376 . 1 .179 0 .581 0.00 25126 . 2 .28 32 .78 51879. 1 .191 0 .590 0. 00 25170 . 2 .30 32 .80 52382. 1.203 0 .599 0 . 00 25213 . 2 .32 32 . 82 52887. 1 .214 0 . 611 0 . 00 25257 . 2 .35 32 .85 53646. 1.232 0 . 622 0 . 00 25322 . 2 .37 32 .87 54153 . 1 .243 0 . 631 0. 00 25366 . 2 .39 32 .89 54660. 1 .255 0 . 636 0.00 25410 . 2 .49 32 .99 57212. 1.313 0 . 660 0 .00 25628 . 2 .59 33 .09 59786. 1.373 0. 681 0 . 00 25847 . 2 .69 33 .19 62382. 1.432 0.701 0 . 00 26067 . 2 .79 33 .29 65000. 1 .492 0.720 0 . 00 26288 . 2 .89 33 .39 67640. 1 .553 0.738 0 . 00 26510 . 2 . 99 33 .49 70302 . 1 .614 0 .756 0 . 00 26732 . 3 .09 33 . 59 72986 . 1 .676 0.772 0 . 00 26955 . 3 .19 33 . 69 75693 . 1 .738 0 .789 0 . 00 27178 . 3 .29 33 . 79 78422 . 1 .800 0. 805 0 . 00 27403 . 3 .39 33 . 89 81173 . 1.863 0. 820 0 . 00 27628 . 3 .40 33 .90 81449. 1 .870 0 . 822 0 . 00 27650 . 3 .46 33 . 98 83669. 1 .921 0 . 889 0 . 00 27831 . 3 .55 34 .05 85622 . 1 .966 0 . 998 0 . 00 27989 . 3 .63 34 .13 87869. 2 .017 1. 130 0 . 00 28171 . 3 .70 34 .20 89846. 2 .063 1.290 0 .00 28330 . 3 .78 34 .28 92120. 2 .115 1.450 0 .00 28512 . 3 . 85 34 .35 94121. 2 .161 1.630 0 .00 28672 . 3 . 93 34 .43 96423. 2 .214 1 .820 0 . 00 28855 . 4 . 00 34 .50 98448. 2 .260 2 . 020 0 . 00 29016 . 4 .10 34 .60 101361. 2 .327 2 .340 0 . 00 29246 . 4 .20 34 .70 104297. 2 .394 2 . 910 0 . 0� 29477 . 4 .30 34 . 80 107257. 2 .462 3 .660 0 . 00 29709 . 4 .40 34 . 90 110239. 2 .531 4 .460 0 . 00 29941 . 4 .50 35. 00 113245. 2 .600 4 .760 0.00 30174 . 4 .60 35. 10 116274 . 2 .669 5. 020 0.00 30408 . 4 .70 35.20 119326 . 2 .739 5.270 0.00 30642 . 4 .80 35. 30 122402 . 2 .810 5 .500 0.00 30877 . 4 . 90 35 .40 125502 . 2 .881 5.720 0.00 31113 . 5 . 00 35 .50 128625. 2 .953 5 . 920 0.00 31350 . 5 . 10 35 .60 131772 . 3 .025 6 .12a 0. 00 31587 . 5 .20 35 .70 134943 . 3 .098 6 .310 0 . 00 31825 . 5 .30 35 .80 138137. 3 .171 6 .490 0 . 00 32064 . 5 .40 35 . 90 141355. 3 .245 6 .660 0 .00 32304 . 5 .50 36 .00 144598 . 3 .320 6 .830 0 .00 32544 . 5 .60 36 .10 147864 . 3 .394 6 .990 0 . 00 32785 . 5.70 36 .20 151155. 3 .470 7 . 150 0 . 00 33027 . 5 .80 36 .30 154470. 3 .546 7 .310 0 . 00 33269 . 5 . 90 36 .40 157809. 3 .623 7 .460 0 . 00 33512 . 6 .00 36 .50 161172. 3 .700 7 .600 0 . 00 33756 . Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 . 52 2 .49 0.76 2 . 99 33 .49 70385 . 1 . 616 2 1 . 83 ******* 0.74 2 . 92 33 .42 68391. 1. 570 3 1.85 1 .08 0.67 2 . 51 33 .01 57832 . 1. 328 4 1 . 96 ******* 0 .65 2 .44 32 . 94 56031 . 1.286 5 2 . 13 ******* 0 .56 2 .14 32 . 64 48266 . 1 .108 6 1 . 19 0.58 0 .47 1 .50 32 . 00 32993 . 0 .757 I 7 1 . 67 ******* 0 .36 0 . 88 31 .38 18806 . 0 .432 � 8 � . 51 ******* 0 . 30' � . 83 �_ . 38 133=5 . 0 .�32 WATER QUALITY CALCULATIONS � 12567.008.doc STORMWATER WETLAND SIZING WORKSHEET Project name: Pac�a� �Qr'�'S VV a�e��Vs�• — � ' �?�� METHODS OF ANALYSIS (see 6.4.3) Step 1) Determine volume factor f. Use basic size f= 3 Consult WQ requirements(Section1.2.8) Step 2) Determine rainfall R for mean annual storm. Rainfali(R) r 7 (feet) Required from Figure 6.4.1.A Step 3) Calculate runoff from mean annual s� V�_ (0.9A�+0.25At9+0.10A�+0.01 Ao9)X R 2� 2Zo Ai= tributary area of impervious surface � (sf) Determine now A�9= tributary area of till grass �(sfl Determine now Atf= tributary area of till forest Q, (sfl Determine now A�= tributary area of outwash grass �� (s� Determine now R = rainfall from mean annual storm —�(ft) From Step 2 V,= volume of runoff from • .�' mean annual storm �2,5SC—, (c� s.� Step 4) Calculate volume of"template"wetpool Vb=fV� f= Volume factor 3 (unitless From Step 1 V�= volume runoff, mean annual storm (c� From Step 3 Vb = Volume of the"template"wetpool�� Step 5) Calculate required wetland surface area AtoP = Vbi3 ��;/ �C (pk�=surface area of both cells) template Vb= ��(c� From step 4 Atop = `_7_�S� ��Sizing��depth is 3 ft Step 6) Determine wetland cell dimensions same as steps 7 &8, stormwater wetland) a) Determine geometry of first cell V,from step 3=volume 1 st cell ��(c� Depth h 1st cell(minus sed.stor.) _1�(ft) Note actual cell depth maybefrom4to8ft I Determine horizontal xs area at mid-depth using Amid =V1st/h I Am�a i�+-`s�—(sf) � Mid-width �_(ft) ! Mid-length � l�(ft) Defermine horizontal xs area at surface Z=Side slope length: �J(H): 1(V��p (ft) 3:1 recommended 2(hl2 x Z)_ �/�+—(ft) Find top dimenslons by adjusting for shape geometrics Top wfdth _�(ft) Top length �(ft) AT� _ �(sfl b) Determine geometry of second cell Wetland surface area A,oP Z � (sfl From step 5 Surface area of cell 2 A�op- AT� Depth h of 2nd cell varie , 1.5'avg See Table 6.4.3.A and Criteria#8 p. 6-90 Step 71 Choose plants for wetland cell See recommendations in Table 6.4.1.A, p. 6-75 Step 8) Desiqn rest of pond (See p. 6.4.3.2 for Criteria)) Internal berm y�S�St,s�P� 6�T A1PI�� (,S' a� �+P ►N �� 2. Inlet& Outlet SV�,�►Q�i�cp �hl.et'� ��'�tn otlfKtT Primary overflow � QV�� S�v�'N�.E tp T�fL FISr- Access 15' Wtb� RCt�S l� T► l'��. P2dd61D(�77 Other Design Details(Sections 6.2.2, 6.2.3, and 6.2.4) Sequence of Facilities Setbacks i�ij 5� ��m t,,,ae une Sideslopes, fencing, embankment 3'� StpESLoPZ7 � y�b �V1Ur1� Liners ?pNo U�1�� '� � lI1St�(,� Total pond surface area estimate Surface area 1 st cell+2nd cell+area for Internal berm+area for access ramp _ ��Z�e +�35 ti t2,� S� _ �2 Sr 2�� i� � pre�cc�e� ' Plus setbacks,access roads, 100-yr conveyance I O . � � � � 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The con�eyance system for this project is sized to convey the 25-year storm event based on the I! SBUH method using the software program StormShed 3G. � Backwater Analysis Method calculations are also done to show that pipes have adequate I capacity. There is slightly less than 0.5' of freeboard at the trench drain in the truck dock on the ' east side of the building. The freeboard was calculated to be 0.25' in the 25-yr storm event. 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Approved JGH_ Vertical For. sL �5' CIVIL ENGINEERING, LAND PLANNING, ��' ' � SURVEYING, ENVIRONMENTAL SERVICES Date 2 11 15 na ��G ENG�N� � � 1 of _ 1 NODES AND REACHES � � � �a! �, C88 ctiiu c811 p�� p�810 p-C811 sidr►wM� � d� ,d z � # m N *� C 12 CB 3 p�pQ_ P-CB13 p �V� �IYY h 0 N �' 2 � u; M �� m n U d 3 RO E RD-SN' � Y � � 5 � CBI Q�s o-C86 pC87 I i _ _ �____ —__ _ j - -� - _ _ _ _I -- ' _ - --- -- , _. _ ... _ , - , � , i , , _ ' __ ---- - - - -- - � i � I_—., �_ _I ' - -- _ -- �--- - - - _ . PIPE FLOWS �' pond o. a � �o a � ., CH11 4 7714 ds 3.M�t tts " �- 3.0156 cfa sidewalk � � � N n m � x �t� o a e� o J � y O D �Z ��.f . . 1.9890..l:' / o�� rVU / ♦ s' � # o� � . � �a L � �' !' � I 3 �r r � o �� r `� w 5 � �� 0 9Wa c� 0 T707 th 0.1779 c� PIPE SLOPES pond >>1 ` I � ,�. cA„ 1� 0.30% 030'1� 0�0lL s�dewalk � � Q o /� M � � �o O � .T' u�' 9 0 � � � 12 CB 3 �� 0 Sd7L �.; y O. � � � N a 0 3 i RD- E I RDS1N 0 L �.1 0 � � � C l.�V W7 .� ��).�]�i ' 1�.Si�� n��14� . . _.__ ___ ----� _ . ��--- — __ ,.— _- —' ,� PIPE DIAMETERS � � � � , � as„ �a �� ,o 18 in Ui�m ta In D1am 15 n Oiam sidawalk 6 � � � � 3 � � s � � � � m = 3 � N 12 CB 3 t2 n Oism �?,y�(y �; �j aJVJ ,J i j �� c 2 .�ti � C81 � m ^ a � N ] E �'> RDSW :1 � I g 3 5 � �� — .- - �1��[��m 12fnD�am 12npam PIPE LENGTHS pond �' � - �� C88 ct710 C011 � ea.00 rt i2s.ao n zz�oo rt �. � .�d.� .', 8 � ►� 8 0 1�> ^ o .. � ' 8 :il' g RD 12 C8� � ?7 00 e i �? �� F I Z �ba!' � � g I` � � � �= ) E {mSYV s � 0 c� N g s� .i 5 C86 CB7 - ___ -��;;uon � �a2aoh t400nn BASIN AREAS � n S • CH11 � CH8 I;;�� 6.623 ac 62A3�c 4 253 at sdewalk � � � � � R � � � � � � A 0 � 12 CB 3 Z 123 ac ��J � �1V11 rn n m ry�� I � �O I� h R � I RYVW r• r IO I �I I � �-J 5 �86 CB� .—____ . — ,lac 035ac 023ac 1 U 2'_,l. 1 V 1 .:.. Appended on: W'ednesday, April 22, 201� 11:40:11 AM ROUTEHYD [] THRU �12567 Conveyance] USIVG (25 year] A�D [T�'PElA.RAC] �10TZER0 RELATI�'E SCS/SBUH Gravit�� Analysis using 24 hr duration storm Infil Reach Area Flow Full Q Full nDepth Depth nVel fVel CBasin / r ID (ac) (cfs) (cfs) ratio (ft) ratio 1Ze (ft/s) (ft/s) �� Hyd pN� 0.88 0.6806 0.8565 0.7945 0.4488 0.6733 Diam �'��3 2.4543 0.00 RD-NE ' p-CB 14 1.25 0.9667 1.9567 0.4941 0.4966 0.4966 Diam �•4833 2.4913 0.00 CB 14 ' p� 1.16 0.8971 2.5261 0.3551 0.4115 0.4115 Diam �•9448 3.2163 0.00 RD-SE .� 0.023 0.0178 2.5261 0.007 0.0599 0.0599 1� In 0.9262 3.2163 0.00 sidewalk stdewalk Diam p-CB 13 2.123 1.3686 2.5261 0.5418 0.5248 0.5248 Diam 32778 3.2163 0.00 CB 13 p-CB 12 3.833 2.691 3.5477 0.7585 0.8141 0.6513 Diam '•1798 2.8909 0.00 CB 12 p-CB l 1 4.253 3.0158 3.5477 0.8501 0.8866 0.7092 Diam '•2403 2.8909 0.00 CB 11 p-CB 10 5.283 3.8124 5.769 �.6608 0.8905 0.5937 Dgam 3.4877 3.2646 0.00 CB 10 0000❑❑ao ❑o p-CB9 0.20 0.1547 0.8565 0.1806 0.1918 0.2877 D�am 1.8621 2.4543 0.00 CB9 � p-CB8 6.523 4.7714 5.769 0.8271 1.0406 0.6937 18in 3.647 3.2646 0.00 CB8 Diam pNW 1.15 0.8894 2.5261 0.3521 0.4095 0.4095 Diam 2•9384 3.2163 0.00 RD-NW p W 0.70 0.5414 0.8565 0.632 0.3845 0.5768 Diam 2•5964 2.454� 0.00 RD-SW ❑� p-CB7 0.23 0.1779 2.3152 0.0768 0.1872 0.1872 121p 1.7487 2.9478 0.00 CB7 Diam p-CB6 0.35 0.2707 2.3152 0.1169 0.2315 0.2315 Diam 1.9648 2.9478 0.00 CB6 � p-CBS 1.17 0.9048 2.3152 0.3908 0.4345 0.4345 Diam 2•�636 2.9478 0.00 CBS p-CB4 1.28 0.9899 2.3152 0.4276 0.4569 0.4569 Diam 2•g308 2.9478 0.00 CB4 p-CB3 1.42 1.0982 2.3152 0.4743 0.485 0.485 Diam 2.9076 2.9478 0.00 CB3 ❑� �� ,. �., �n.,,,�,,,,,_ , ,,,-,;-�- --.____.__._ �-._ ___��__��-��-,_,--r ,-�__. _. - - - - �-----� , ,�,,�,� � ___ 1 Cl�.1. .:. V 1 :. p-CB2 1.60 1.2374 2.3152 0.�345 0.5204 0.5204 Diam 2•9957 2.9478 0.00 CB2 p-CB l 2.768 2.1407 2.5261 0.8474 0.7074 0.7074 Diam 3.6039 3.2163 0.00 CB 1 ', a❑❑ p-CB 16 9.401 6.9789 65.3499 0.1068 0.4399 0.22 Diam 13.6225 20.8015 0.00 CB 16 'I Licensed to: Barghausen Consultin� En�ineers �� :1_.�;;Tl.�l'lrll�r\..'I 'l�/_��„'."._ ,.__.:._._;C'.._�__CI_.,,J'�!' �1'1Ci'7 /'.,"'- "..'.'_.' 1_`"'1 :7 �'1'l -'1lll � � � � � 1 Cl�l, 1 l 1 l �V Appended on: �Vednesda��, April 22, 2015 11:46:26 A1�1 Layout Report: 12567 Conveyance Event Precip (in) 2 yr 24 hr 2.00 10 year 2.90 25 year 3.40 100 ycar 3.90 Reach Records Record Id: p-CB1 Section Shape: Circular , Uniform Flow Nlethod: Manning's Coefficient: 0.013 I Routing 1�tethod: T'ravel Time Shift Contributing H,yd Dn�lode CB 16 UpNode CB 1 Material unspecitied Size 12 in Diam Ent Losses Groove End��-/Headwall Length 151.00 ft Slope 0.50% Up Invert 100.00 ft Dn [nvert 99.245 ft I Conduit Constraints II Min Vel l�'Iax Vel Min Slope Nlax Slo e i�Iin Cover I 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across I��ZH 0.00 tt Ex/Infil Rate 0.00 in/hr Record Id: p-CB10 �I Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.013 Routing Method: Travel Time Shift Contributing Hyd DnNode CB8 UpNode CB 10 I��taterial unspecified Size 18 in Diam Ent Losses Groove End w/Headwall Length 225.00 ft Slope 0.30% Up Invert 100.00 ft Dn [nvert 99.325 tt Conduit Constraints �-i_.-:;n.;i�n��r�_n�rc-��--- -= - ,_...._._;c�..,.___�i_ ..�� ;i�cc-� ��..---.._.�._�_ �-`---t ni��^�ni : ia�t, - vi .:.v Min Vel I N'Iax Vel 1��1in Slope I Max Slope I Min Cover 2.00 ft/s 1�.00 ft/s 0.50% 2.00°/a 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB11 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.013 Routin Method: Travel Time Shitt Contributing H d DnNode CB 10 UpNode CB 11 Material unspecified Size 15 in Diam Ent Losses Groove End ��/Headwall Length 221.00 ft Slope 0.30% Up Invert 100.00 ft Dn Invert 99.337 ft Conduit Constraints Nlin Vel Max Vel Min Slope Nlax Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/[nfil Rate 0.00 in/hr Record Id: p-CB12 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.013 Routing 1�lethod: Travel Time Shift Contributing Hyd Dntiode CB 1 1 UpNode CB 12 Material uns ecified Size 15 in Diam Ent Losses Groove End ��/Head��all Length 129.00 ft Slope 0.30% Up Invert 100.00 ft Dn Invert 99.613 ft Conduit Constraints Min Vel Max Vel l��Tin Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB13 Section Shape: Circular Uniform Flow Nlethod: Manning's Coefficient: 0.413 i:i�.;�rT1.11'1!�/1!�_/1'lcc-ri____:._.,_-----_;r..._.__ci__a��ii-�cc� n�.__.__._._�_ i-.---i i-��:�ni : 1 Cl�l J V L ._,V �Routing Nlethod: � Travel Time Shift ��Contributing Hyd DnNode CB 12 UpNode CB 13 Material unspecified Size 12 in Diam Ent Losses Groove End w/Head�vall � Length 27.00 ft Slope 0.50°/a ' Up Invert 100.00 ft Dn [nvert 99.865 tt Conduit Constraints Min Vel Max Vel l��tin Slope l��tax Slope l�1in Cover I' 2.00 ft/s 15.00 ft/s 0.50°/a 2.00°/a 3.00 ft Drop across NIH 0.00 ft Ex/[nfil Rate 0.00 in/hr Record Id: p-CB14 Section Shape: Circular Uniform Flow 1��iethod: Manning's Coefficient: 0.013 Routing 1V'Iethod: Travel Time Shift Contributing Hyd DnNode CB 12 UpNode CB 14 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 189.00 ft Slope 0.30% Up Invert 100.00 ft Dn Invert 99.433 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.�0% 2.00% 3.00 ft Drop across N'IH 0.00 ft Ex/[nfil Rate 0.00 in/hr Record Id: p-CB16 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.013 Routing Nlethod: Travel Time Shift Contributing Hyd 'I DnNode pond UpNode CB16 I�Iaterial unspecitied Size 24 in Diam Ent Losses Groove End w/Headwall Length 30.00 ft Slope 8.30% Up Invert 100.00 ft Dn [nvert 97.51 ft Conduit Constraints � i-i_.:;;n.:i �nrv�.. i�cc�;_-- - - - _-•:-- _ c�•_----�i_ ,.»��;i �cc-r ��..---. ._._._._ _ i-`--i � ;�-�;�n� c � 1 cl`l `t Vl LV I l�'Iin Vel � N'Iax Vel II I��Iin Slope I N'Iax Slope II hTin Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr ' Record Id: p-CB2 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.013 �� Routin Nlethod: Travel Time Shift Contributing H,yd DnNode CB 1 UpNode CB2 i��Iaterial unspecified Size 12 in Diam Ent Losses Groove End ��/Headwall Length 95.00 ft Slope 0.42% Up Invert 100.00 ft Dn Invert 99.601 ft Conduit Constraints Min Vel Max Vel Niin Slope Max Slope Nlin Cover 2.00 ft/s 15.00 ftls 0.50°/a 2.0�% 3.00 ft Drop across I�TH 0.00 ft Ex/[nfil Rate 0.00 in/hr Record Id: p-CB3 Section Shape: Circular Uniform Flow Method: Mannin 's Coefficient: 0.013 Routing Nlethod: Travel Time Shift Contributing Hyd DnNode CB2 UpNode CB3 , 1�'Iaterial uns ecified Size 12 in Diam Ent Losses Groove End w/Headwall ' Length 165.00 ft Slope 0.42% I Up Invert 100.00 ft Dn Invert 99.307 ft , Conduit Constraints Min Vel Ntax Vel l��tin Slope Max Slope 1��tin Cover 2.00 ft/s 15.00 fUs 0.50% 2.00% 3.00 ft Drop across 1�1H 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB4 Section Shape: Circular Uniform Flow l��iethod: Mannin�'s Coefficient: 0.013 �-t_. :m.;i��nn..;i�cc-�;_--.-:.- ----:--._rc�..,.___�i_�a��;i �cc--i r_.__.,_ _ _ i_.___t n ;�-�;�nic I Q y l, J V 1 �..V IRouting l�tethod: II Travel Time Shift IlContributing Hyd I DnNode CB3 Uprode CB4 I�'[aterial unspecified Size 12 in Diam Ent Losses Groove End �v/Head�vall Length 165.00 ft Slope 0.42% Up Invert 100.00 ft Dn Invert 99.307 ft ''� Conduit Constraints Min Vel Max Vel Nlin Slope Max Slope l��in Cover 2.00 ft/s 15.00 ftls 0.50% 2.00% 3.00 ft Drop across 1�tH 0.00 ft Ex/Infil Rate 0.00 in/hr ; Record Id: p-CBS Section Shape: Circular Uniform Flow Nlethod: Manning's Coefficient: 0.013 Routing Method: Travel Time Shift Contributing Hyd DnNode CB4 Up�iode CBS Material unspecified Size 12 in Diam Ent Losses Groove End ��-/�-Iead�;-all Length 155.00 ft Slope 0.42% Up Invert 100.00 ft Dn Invert 99.349 ft Conduit Constraints l��iin Vel Max Vel Min Slope Max Slope Nlin Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% �.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.013 Routing 1V'Iethod: Travel Time Shift Contributing Hyd DnNode CBS UpNode CB6 Niaterial unspecitied Size 12 in Diam Ent Losses Groove End ��/Headwall Length 142.00 ft Slope 0.42% �� Up Invert 100.00 ft Dn [nvert 99.4036 ft Conduit Constraints ' .-,_. ;,n. ,�„�,....:,�:�-,;_-- -=-- _ _.:._ _;�-._.----�,__ ,,�- , ,��-, ,,---- --.�__ . _ �_�.__� ,,,�;��,� ; ia�� vvi -v N'Iin Vel l��Iax Vel � 1��Iin Slope �� Nlax Slope � Min Cover � �� 2.00 ft/s 15.00 ftls 0.50% 2.00% 3.00 ft Drop across 1V[H 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB7 Section Shape: Circular Uniform Flow l�'lethod: Manning's Coefficient: 0.013 Routing 1��Tethod: Travel Time Shift Contributing Hyd ' Dntiode CB6 UpNode CB7 Material unspecified Size 12 in Diam Ent Losses Groove End ��/Head��-all Length 140.00 ft Slope 0.42% Up Invert 100.00 tt Dn Invert 99.412 ft Conduit Constraints Min Vel I�'Iax Vel Nlin Slope Max Slope Nlin Cover 2.00 ft/s 15.00 his 0.50% 2.00% 3.00 ft Drop across NiH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB8 Section Shape: Circular Uniform Flow l�'Iethod: Manning's Coefficient: 0.013 Routing Method: Travel Time Shift Contributing Hyd DnNode CB 16 UpNode CB8 Nlaterial uns ecified Size 18 in Diam Ent Losses Groove End w/Head�vall Length 89.00 ft Slope 0.30% Up Invert 100.00 ft Dn Invert 99.733 ft Conduit Constraints Min Vel Max Vel Nlin Slope Max Slope Min Cover 2.00 t�ls 15.00 ftJs 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-CB9 Section Shape: Circular �I Uniform Flow l�-lethod: Mannin�'s Coefficient: 0.013 �� 4:t_.::�n.-i-�nnn_:i �cc-r; ' . _--:--._�c��_----�i__��;i �cc-rr�.__. _ . i-`---i �;-��;-inic 1 Cl�l. ! VI .�V IRouting Nlethod: II Travel Time Shitt IlContributing Hvd I DnNode CB8 Upvode CB9 l�iaterial unspecified Size 8 in Diam Ent Losses Groove End w/Head�vall Length 137.00 ft Slope 0.50% Up Invert 100.00 ft Dn Invert 99.315 ft Conduit Constraints Niin Vel Max Vel Nlin Slope Ntax Slope Min Cover 2.00 ft/s 15.00 ftls 0.50% 2.00% 3.00 ft Drop across NIH 0.00 ft Ex/Infil Rate 0.00 in;'hr Record Id: p-RD-NE Section Shape: Circular Uniform Flow 1�'Iethod: Mannin�'s Coefficient: O.Ol3 Routing Method: Travel Time Shitt Contributing Hyd Dn�ode CB10 Upl\ode RD-NE Nlaterial unspecified Size 8 in Diam Ent Losses Groove End �v/Headwall Length 79.00 ft Slope 0.50% Up Invert 100.00 ft Dn Invert 99.605 ft Conduit Constraints Min Vel I��Iax �'el I��Iin Slope Max Slope Nlin Cover 2.00 ft/s 15.00 tt%s 0.50% 2.00% 3.00 ft Drop across I��IH 0.00 ft Ex/Intil Rate 0.00 in/hr Record Id: p-RD-N�'�' Section Shape: Circular —� Uniform Flow Method: Manning's Coefficient: 0.013 Routing Method: Travel Time Shift Contributing Hyd DnNode CB 1 UpNode RD-N W Material unspecitied Size 12 in Diam Ent Losses Groove End wr'Headwall Length 32.00 tt Slope 0.50% Up Invert 100.00 ft Dn Invert 99.84 tt Conduit Constraints �-i�.i;;n.�t-�nnn�ri^�cc-r�_._ -�-- - -�-=._._;c�. .-----�i_ ,.i�i�-i �cc� r�_.--. _ . _ �-`---i � ��:�ni - ia�� uvi ::v N'Iin Vel I l�'lax Vel II 1�'Iin Slope � l��tax Slope II Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across I�'IH 0.00 ft Ex/Infil Rate 0.00 inihr Record Id: p-RD-SE Section Shape: Circular Uniform Flow Niethod: Manning's Coefficient: 0.013 Routing Method: Travel Time Shift Contributing Hyd DnNode CB 13 UpNode RD-SE Material unspecitied Size 12 in Diam Ent Losses Groove End «/Head�vall Length 280.00 ft Slope 0.50% Up Invert 100.00 ft Dn Invert 98.60 tt Conduit Constraints Min Vel Niax Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across NIH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-RD-SW Section Shape: Circular Uniform Flow Nlethod: Mannin 's Coefficient: 0.013 Routing Method: Travel T'ime Shift Contributing Hyd DnNode CBS UpNode RD-SW Material unspecified Size 8 in Diam Ent Losses Groove End �v/Head��-all Length 21.00 ft Slope 0.50% Up Invert 100.00 tt Dn Invert 99.895 ft Conduit Constraints Min Vel Max Vel Niin Slope Max Slope Nlin Cover 2.00 tt/s 15.00 ft/s 0.�0% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: p-sidewalk Section Shape: Circular Uniform Flow l�•lethod: Mannina's Coefficient: 0.013 t'1._.;;,n.:t'�r\nn..:7'1cL'T:---.---- "--]--._�c`. _(`I_ _J'�r•�1 ^1cc--r r�._---._..._._ . _ I-`---1 .1 r'11 r'1l1� � � l Q�l. 7 Vl LV I I IRouting 1�'Iethod: II Travel Time Shift IContributing Hyd I DnNode CB 13 UpNode side��alk Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 125.00 ft Slo e 0.50% Up Invert 100.00 ft Dn [nvert 99.375 ft Conduit Constraints 1��1in Vel Max Vel 1�1in Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across NIH 0.00 ft E�e/Infil Rate 0.00 in/hr Node Records Record Id: CBl Descrip: Prototype Record Increment 0.10 ft Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Ty e Node Record Id: CB10 Descrip: Prototype Record Increment 0.10 ft Start E1. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sti , MH/CB Type Node ' Record Id: CB11 Descrip: Prototype Record Increment 0.10 ft �' Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existina Stnicture T'vpe CB-TYPE i-=�8 i-t _.:�:n. �i �nnn_�i^i:c-,;..- � �----�-'��' -----c��- _.�� ;i �=c �� . __._._._ _ i_..__i .��-�nic - - L cl�l, 1 V V l .:.V Channelization INo Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id: CB12 Descrip: Prototype Record Increment 0.10 ft Start E1. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id: CB13 Descrip: Prototype Record Increment 0.10 ft Start EI. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Ty e Node Record Id: CB14 Descrip: Prototype Record Increment 0.10 ft Start El. 100.00 ft Max E1. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape , Catch 0.00 ft Bottom Area 19.635 sf �� MH/CB Type Node '' Record Id: CB16 Descrip: Prototype Record [ncrement 0.10 tt � Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 � �-i_.:;;n_ri-�nnn_�i�cc-r:._._._:.__._--:--._rc+._.___c�i__a�rii�cc-�r �_-------_.___ i_.__i � r�„�nir t u�•l. � � V1 ._,v Condition IE�istinQ I Structure Type ICB-TYPE 2-60 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.634 sf MH/CB Type Node Record Id: CB2 Descrip: Prototype Record Increment 0.10 ft Start E1. 100.00 ft Max E1. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Botrom Area 19.635 sf MH/CB Type Node Record Id: CB3 Descrip: Prototype Record Increment 0.10 ft Start El. 100.00 ft Max EI. 108.00 tt Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id: CB4 Descrip: Prototype Record Increment 0.10 tt Start E1. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id: CBS i Descrip: Prototype Record lncrement 0.10 tt Start El. 100.00 ft Max El. 108.00 ft � r�_.irm.ri�nnn_�i�cc^r�_-- --- ._._:._._-r. _._.__ci_ _a-,�- i�cc^ �� ----. _....._ . _ i-�---i � ��-�nic 1 CI�l, 1 L V I L V Void Ratio 1100.00 Condition EYisting Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node - Record Id: CB6 Descrip: Prototype Record Increment 0.10 ft Start EI. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id: CB7 � Descrip: Prototype Record Increment 0.10 ft Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No S ecial Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB Type Node Record Id: CBS Descrip: Prototype Record Increment 0.10 tt Start El. 100.00 ft Max E1. 108.00 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.635 sf MH/CB T'ype Node Record Id: CB9 Descrip: Prototype Record Increment 0.10 tt � a-i_. ,:n.,i-�nnn_ i��i-� ' ' - ---=--._-c�. �i__a�r;i �ci� �.,--- -- - - �-`---t � -�-i;�nic l U`l. 1 J V1 �V Start E1. I100.00 ft I Max E1. (108.00 ft � Void Ratio ]00.00 Condition Existing Structure Type CB-TYPE 1-48 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.6�5 sf MH/CB Type Node Record Id: pond Descrip: Prototype Record Increment 0.10 tt Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Dummy Type Node Record Id: RD-NE Descrip: Prototype Record Increment 0.10 ft , Start El. 100.00 ft Max E1. 108.00 ft Void Ratio 100.00 Dummy Type Node �,I Record Id: RD-NW '� ' Descrip: Prototy e Record Increment 0.10 tt Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 Dumm Ty e Node I Record Id: RD-SE I�, Descri : Prototype Record Increment 0.10 ft �� Start E1. 100.00 ft Max E1. 108.00 ft � Void Ratio 100.00 Dummy T'}pe Node Record Id: RD-SW Descrip: Prototype Record Increment O.10 ft Start El. 100.00 ft Max El. 108.00 ft Void Ratio 100.00 t:�._..,:n.;l -1nnr�.-'�'1cc^'._--._:-- _._-.:__:C'.._----c`�- _.1�� 't'lcc^ �'-----. __.___ _ I_..__t :��'�'1i'l/\� c � I U`l, �-r vl Lv � IDummy Type Node Record Id: sidewalk Descrip: Prototype Record Increment 0.10 ft Start El. 100.00 tt Max El. 108.00 ft Void Ratio 100.00 Dummy Type Node Contributing Drainage Areas Record Id: CB1 Design IVlethod SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.018 ac Pervious C1� 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC �.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - Cti Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, ete) O.Ol8 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff l��lisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB10 Design I��7ethod SBUH Rainfall type TYPE 1 A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Per��ious .Area 0.00 ac DCIA 0.15 ar i'��.�:m. iv�ni�_:i�cc� _-- -=-- , __:._._.c�. .----�i_ , ��i� ��cc^ �' .... ....... . . i-'--i � �� i�ir . .... . l cl,`..',l. 1 J V 1 L V (Per��ious CN I� 0.00 IIDC CN II 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff l��tisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.15 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB11 Design I��tethod SBUH Rainfall t��pe TYPE 1 A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.42 ac Per��ious C�1 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min � DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.42 ac 98.00 DC Composited CN (AMC 2) 98.00 DC1 - TC Calc Type Description Length Slope Coeff I�lisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pen-ious TC 5.00 min a-t_.,;:n.�i�nnn_;i�cc-�;._.-�-�- -��----._;c�.�----�'�--a-,i��:i �;i^ i��_.__ ...-- - - �-`---1 � :��,�ni - i u�� i�� v� `v Record Id: CB12 Design Method SBUH Rainfall t��pe TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.46 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC �.00 min Pervious TC Calc Type Description Length Slope Coeff l�tisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.46 ac 98.00 DC Com osited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Ntisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in �.00 min Pervious TC 5.00 min Record Id: CB13 Design lViethod SBUH Rainfall type TYPE 1 A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.94 ac DCIA 0.00 ac Pervious CN 86.00 DC CN 0.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks (>75% grass) 0.94 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff I�lisc TT Sheet 0.00 ft 0.0% �.0 0.00 in 5.00 min r.i ,. ::n.;i �nnn..,i�cc-f�_._ _:._ ._..:._._;c. _----ci_ _.�� -i�cc-� i• -.--.__...._ . _ i_�.__l �:��:�r�i : � u�� i .c.v �II Pervious TC I� 5.00 min III DCI - TC Calc Type Description Length Slope Coeff i��7isc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious T'C 5.00 min Record Id: CB14 Design Nlethod SBUH Rainfall type TYPE 1 A.RAC Hvd Inri� 10.00 min Peaking Factor 484.00 !, Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.25 ac �'�� Pervious C�1 0.00 DC C1� 98.00 ' Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Nlisc TT Sheet 0.00 tt 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 1.25 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff 1Vlisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB16 Design Nlethod SBUH Rainfall ri�pe TYPE 1 A.RAC Hvd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.11 ac DCIA 0.00 ac I Pervious Cl� 91.00 DC CN 0.00 I Pervious TC 6.30 min DC TC 0.00 min Pervious CN Calc ��I �-� _. ,n.,i�r�nn_.;i�cc-i;_--�:--._.,-----._rc��,..___c�t_,a��-;� �cc-i i�,.__. ...�._ _ _ t_..__t � ;��:�n i .- �' i a�� i u vi ._,v IDescription II SubArea I Sub cn Newly graded area (Pervious Only) 0.l I ac 91.00 Pervious Composited CN (AVIC 2) 91.00 Pervious TC Calc Ty e Descri tion Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 6.� 0.00 in 6.30 min Pervious TC 6.30 min Record Id: CB2 Design Ntethod SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DC[A 0.18 ac Pervious CN 0.00 DC C�1 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff 1�1isc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DC[ - CN Calc Descri tion SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.18 ac 98.00 DC Composited CN (AMC 2) 98.00 DC[ - TC Calc T,ype Description Length Slope Coeff l��tisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB3 Design Method SBUH Rainfall type TYPE 1 A.RAC Hvd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DC[A 0.14 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC �.00 min �.i_.�r;n.ri �nnn .;i�ci-��_- -�-- -----_rr._ ----�'i_ _ i��:i �:c--� �� -�--�--��--- -- �-'---� � ;��;-�nic 1 U:�l. 1 % V 1 L V Pervious TC Calc Type Description Length Slope Coeff N'Iisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.14 ac 98.00 DC Composited C�I (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff 1�Iisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB4 j � Design Method SBUH Rainfall type TYPEIA.RAC H,yd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.11 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff N'Iisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.1 1 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in �.00 min Pervious TC �.00 min Record Id: CB5 �.i_. :;n.-i �nnn._ i�cc-r --- --�- ----- -._;c... ----�i_ _.»r- ;i�ci-� r_.-- -- _._ _ _ i_..__t � ;��;�n i c .. . 1 U�l, -\l \ll ,:V IDesign Nlethod I SBUH �Rainfall type II TYPEIA.RAC I Hvd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Per��ious Area 0.00 ac DCIA 0.12 ac Pervious CN 0.00 DC C1� 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - C\ Calc Description SubArea Sub cn [mpervious surfaces (pavements, roofs, etc) 0.12 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min � Record Id: CB6 � Desi n N'lethod SBUH Rainfall ri�pe TYPEIA.RAC Hyd Inri- 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.12 ac Pervious Ci� 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slo e Coeff Nlisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min I Pervious TC 6.30 min DC1 - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.12 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc i7i__%:;n. i �nnn..;i�cc'� ---_:._ ' c. _..---c�i_ _ »i� i�c�- i� _..._._ . _ i_..__t i �-�;�ni c i u`� _� vi .r.v Type I Description I Length Slope Coeff Niisc l TT I Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB7 Design Method SBliH Rainfall tvpe TYPEIA.RAC Hyd [ntv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DC1A 0.23 ac Pervious CV 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff :�`Iisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - C� Calc Description SubArea Sub cn � Impervious surfaces ( avements, roofs, etc) 0.23 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Ty e Descri tion Length Slo e Coeff Nlisc TT Sheet 0.00 tt 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: CB8 Design 1��lethod SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.04 ac Pervious CN 0.00 DC Cl� 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coef'f Nlisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Per�ious TC 6.30 min �-�_.;,;n..i �nnn_:i�cc-�- - -- - _ _..:._._:c�. _-----c�t_ _ 1��:i �_c-+ i� ,._..,_ _--- - �-• --t i ;-��r�nic 1 U�l, ...... l/I .:.,V DC[ - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 1.04 ac 98.00 DC Composited CN (AMC 2) 98.00 , DC[ - TC Calc Type Description Length Slope Coeff N'Iisc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC �.00 min Record Id: CB9 Design l�Zethod SBUH Rainfall type TYPEIA.RAC Hvd lntv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.20 ac Pervious C�I 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff h�lisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - C�1 Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.20 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff l�'lisc TT Sheet 0.00 tt 0.0% 5.0 0.00 in �.00 min Pervious TC 5.00 min Record Id: pond Design Method SBUH Rainfall tvpe TYPEIA.RAC � Hyd Inh� 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.11 ac DCIA 0.00 ac Pervious Cl� 91.00 DC CN 0.00 �-i _..:;n.;i �n��n..;i�ci-� --- -- - _...._._;c..------r�-_a��;i�cc� r_._.._..�__ .._ �-'---i � ;��;�riic i a��. �.� vi cv Pervious TC -� 6.30 min DC TC 0.00 min Pervious C�i Calc Description SubArea Sub cn Ne«-1y graded area (Pervious Only) 0.1 1 ac 91.00 Pervious Composited CN (AMC 2) 91.00 Pervious TC Calc Type Description Length Slope Coeff 1�'Iisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min Record Id: RD-NE Design Ntethod SBUH Rainfall tvpe TYPE 1 A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.88 ac Pervious CV 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff NIisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - Cn Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.88 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff N'Iisc TT' Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: RD-NW Design l�tethod SBUH Rainfall type TYPEIA.RAC Hvd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.15 ac a-i�.;:;n.�i�nnn_,i�rc-�%_._._.-- ,---•--�;c.._�__�i_ _a�� ;i-�cc� r._.__ __._._.__ i_..__t n ��-�;�nic 1 ll�L _'7 lll �V Pervious C1� 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min Pervious TC Calc Type Description Length Slope Coeff Nlisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - Cl� Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 1.15 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Descri tion Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: RD-SE Design Nlethod SBUH Rainfall type TYPE 1 A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.16 ac Pervious C�i 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC �.00 min Pervious TC Calc Type Description L,ength Slope Coeff Ntisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - C�I Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) l.16 ac 98.00 DC Composited CN (AMC 2) 98.00 DC[ - TC Calc Type Description Length Slope Coeff l�lisc TT Sheet 0.00 tt 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min a-t_.;im.�i�nnn_;i �cc '� -- _:._ _ _----- _ c. ------c�i_ _ l�i i �=i-� i� .._. ..__._ . _ i_..__l ir-��:�nic r 1 U�l. ._.J 11l :.V Record Id: RD-S��' Design Method SBUH Rainfall tvpe TYPE 1 A.RAC I-Iyd [ntv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 ', Pervious Area 0.00 ac DCIA 0.70 ac �' Pervious Cl� 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC �.00 min Pervious TC Calc Type Description Length Slope Coeff Misc TT , Sheet 0.00 ft 0.0°/a 6.3 0.00 in 6.30 min Pervious TC 6.30 min DCI - Cti Calc Description SubArea Sub cn [mpervious surfaces (pavements, roofs, etc) 0.70 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0°/a 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: sidewalk Design Method SBUH Rainfall type TYPEIA.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.023 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 6.30 min DC TC 5.00 min ' Pervious TC Calc Type Description Length Slope Coeff Nlisc TT Sheet 0.00 ft 0.0% 6.3 0.00 in 6.30 min i Pervious TC 6.30 min ', DCI - CN Calc I'i Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.023 ac 98.00 i r.i_.;;rn.,i�nnn_.;i�cc-r;_--.-:.-,--•----,_:c�._.___ci_,a��:i �:c-� � _---. ._._____ i_..__i n ;�-�:-�nic 1 U�l. .::V V l "V II DC Composited CN (AMC 2) I 98.00 II DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Bargllausen Consulting En��ineers I i_i_.!:;n.�i�nnn_�i�cc-�i,-- -=�--�----._._rc�,____��__a�� ;i-icc--i ��.,.--�-- _—�-- �-`---i � ;-i�:-�nic � BACKWATER CALCULATIONS 12567.008.doc � - 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V � ��I'V �� N �I �� .m �� =�o -- �� Q�£�,�� .� �. ^ '�`' 9� �I �°��6'0 -� y Z N ,vw� �, . s»D99r� / ��'b E� �N z �-� h�� ^ o �6.��_M r 3 � 6 '� v `� o. 9+ /�/� Q C � g � � I I v ly��'�� J� � L ' � �"+F � '� � n 1 �IR�P[� � �� o I /li•O � a �` � , �t 0 � �h � � ? SpgS�p' S1�DZ[A£ �pr�Itr ��t � `� � �- ,. tte� h I tn� £ 8e� 'z ==�� +��sdn � � N � ' a , :�.�- _ Q ,�� , �� ,a, �' �1� m c�°1 ��C � �a� n _ � �►��sUm�, � b ��' � .� b ��,�, �, � ��,� ��a=� � . � � BACKWATER COMPUTER PROGRAM FOR PIPES �I� Pipe data from file:12567-1.bwp Surcharge condition at intermediate junctions � Tailwater Elevation:33 .42 feet Discharge Range:4 .98 to 6 .98 Step of 0 .1 [cfs] - Overflow Elevation:35.4 feet Weir:NONE Channel Width:3 . feet PIPE NO. 1 : 30 LF - 24"CP � 8 .33% OUTLET: 27 .75 INLET: 30.25 INTYP: 5 JiJNC N0. 1 : OVERFLOW-EL: 35. 98 BEND: 90 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0 .46 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 4 . 98 3 .29 33 .54 * 0 .012 0 . 79 0 .36 5 .67 5 .67 3 . 19 3 .29 1 . 06 5 . 08 3 .28 33 .53 * 0.012 0 . 80 0.37 5 .67 5.67 3 . 18 3 .28 1 .07 � 5 .18 3 .29 33 .54 * 0.012 0 . 81 0 .37 5 .67 5 . 67 3 . 18 3 .29 1. 09 5 .28 3 .29 33 .54 * 0 .012 0 . 82 0 .37 5 .67 5 . 67 3 . 18 3 .29 1. 10 5 .38 3 .30 33 .55 * 0 .012 0.82 0 .38 5 .67 5 . 67 3 . 18 3 .30 1 . 11 5 .48 3 .30 33 .55 * 0.012 0.83 0 .38 5 .67 5. 67 3 . 18 3 .30 1.13 5 .58 3 .31 33 .56 * 0.012 0 . 84 0 .38 5 .67 5.67 3 . 19 3 .31 1. 14 5 .68 3 .31 33 .56 * 0.012 0 . 85 0 .39 5 .67 5 .67 3 . 19 3 .31 1. 16 5 .78 3 .32 33 .57 * 0 .012 0 . 85 0 .39 5 .67 5 .67 3 . 19 3 .32 1 . 17 5 .88 3 .32 33 .57 * 0 .012 0 . 86 0 .39 5 .67 5 .67 3 . 19 3 .32 1 . 18 5 . 98 3 .33 33 .58 * 0 .012 0 .87 0 .40 5 .67 5 .67 3 . 19 3 .33 1 .20 6 .08 3 .33 33 .58 * 0 .012 0 .88 0 .40 5 . 67 5 .67 3 . 19 3 .33 1 .21 6 .18 3 .34 33 .59 * 0 .012 0 . 88 0 .40 5 . 67 5 .67 3 .19 3 .34 1 .23 6 .28 3 . 34 33 .59 * 0 . 012 0 . 89 0 .41 5 . 67 5 .67 3 .19 3 .34 1 .24 6 .38 3 . 35 33 .60 * 0 . 012 0 . 90 0 .41 5 . 67 5 .67 3 .19 3 .35 1 .25 f. 6 .48 3 . 35 33 .60 * 0. 012 0 . 91 0 .41 5. 67 5 .67 3 .19 3 .35 1 .27 6 . 58 3 . 36 33 .61 * 0. 012 0 . 91 0 .42 5 .67 5 .67 3 .19 3 . 36 1 .28 6 . 68 3 .36 33 .61 * 0. 012 0 . 92 0 .42 5 .67 5 .67 3 .19 3 . 36 1 . 30 6 . 78 3 .37 33 .62 * 0 .012 0 . 93 0 .42 5 .67 5 .67 3 .19 3 . 37 1 .31 6 . 88 3 .38 33 .63 * 0 .012 0 . 94 0 .43 5 .67 5 .67 3 .19 3 . 38 1.32 6 . 98 3 .38 33 .63 * 0 . 012 0 . 94 0 .43 5 .67 5 .67 3 .19 3 . 38 1.34 6 . 98 3 .38 33 . 63 * 0 . 012 0 . 94 0 .43 5 .67 5 .67 3 .19 3 . 38 1 . 34 PIPE N�. 2 : 89 LF - 18"CP = 0 .3C% OUTLET: 30 . �0 INLET: 30 . 77 INTYP : 5 JUNC N0. 2 : OVERFLOW-EL: 34 .50 BEND: 0 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 0 .25 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I� ******************************************************************************* � 3 .41 2 .91 33 .68 * 0.012 0.71 0 .79 3 . 04 3 . 04 2 .85 2 . 91 0 . 98 Ii 3 .48 2 .91 33 .68 * 0.a12 0.72 0 . 80 3 . 03 3 . 03 2 .85 2 . 91 0 . 99 I, 3 .55 2 .92 33 .69 * 0.012 0.72 0 . 81 3 . 04 3 . 04 2 .85 2 . 92 1 . 00 ' 3 .62 2 . 93 33 .70 * 0.012 0 .73 0 . 82 3 .04 3 . 04 2 .86 2 . 93 1 . 01 3 . 68 2 . 94 33 .71 * 0.012 0 .74 0 .83 3 .05 3 . 05 2 .87 2 . 94 1 . 03 3 . 75 2 . 95 33 .72 * 0.012 0 .75 0 .84 3 .05 3 . 05 2 .88 2 . 95 1 . 04 3 . 82 2 . 96 33 .73 * 0.012 0 .75 0 .85 3 . 06 3 . 06 2 .89 2 . 96 1 . 05 3 . 89 2 . 97 33 .74 * 0.012 0 .76 0 . 86 3 . 06 3 . 06 2 . 89 2 . 97 1. 06 3 . 96 2 . 98 33 .75 * 0. 012 0 .77 0 . 87 3 . 07 3 .07 2 . 90 2 . 98 1 . 07 4 . 03 2 . 99 33 .76 * 0. 012 0 .77 0 . 88 3 .07 3 .07 2 . 91 2 . 99 1 . 08 4 .10 3 . 00 33 .77 * 0. 012 0 .78 0 . 89 3 .08 3 .08 2 . 92 3 . 00 1 . 09 4 .16 3 .02 33 . 79 * 0. 012 0 . 79 0 . 90 3 .08 3 .08 2 . 93 3 . 02 1 . 10 4 .23 3 .03 33 . 80 * 0.012 0 . 79 0 . 91 3 .a9 3 .09 2 . 94 3 . 03 l . 11 4 . 30 3 . 04 33 . 81 * 0 . 012 � . 80 0 . 92 3 . 09 3 . 09 2 . 95 3 . 04 1 . 12 4 .37 3 .05 33 .82 * 0.012 0 . 81 0 . 93 3 . 10 3 . 10 2 .96 3 . 05 1 .13 4 .44 3 .06 33 .83 * 0.012 0 .81 0 . 94 3 . 10 3 . 10 2 . 97 3 . 06 1 .14 4 . 51 3 .08 33 .85 * 0.012 0 .82 0 . 95 3 . 11 3 . 11 2 . 98 3 . 08 1 .15 4 . 58 3 .09 33 .86 * 0.012 0 .83 0 . 96 3 . 11 3 . 11 2 . 99 3 . 09 1 .16 4 . 64 3 . 10 33 .87 * 0.012 0 . 83 0 . 97 3 . 12 3 .12 3 . 00 3 .1a 1 . 17 � 4 . 71 3 . 12 33 .89 * 0.012 0 .84 0 . 98 3 .13 3 .13 3 . 01 3 .12 1 . 18 4 .78 3 . 13 33 .90 * 0.012 0 .85 0 . 99 3 .13 3 . 13 3 . 02 3 .13 1 . 19 4 .78 3 . 13 33 . 90 * 0.012 0 .85 0 .99 3 . 13 3 . 13 3 . 02 3 .13 1 . 19 PIPE NO. 3 : 225 LF - 18"CP � 0.30o OUTLET: 30 .77 INLET: 31.45 INTYP: 5 JLTNC N0. 3 : OVERFLOW-EL: 37.83 BEND: 0 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0 .26 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 .73 2 .38 33 . 83 * 0 .012 0 . 63 0 .70 2 . 91 2 . 91 2 . 36 2 .38 0 . 85 2 .78 2 .38 33 . 83 * 0 .012 0 .64 0 .71 2 . 91 2 . 91 2 .36 2 .38 0 . 86 2 .84 2 .39 33 .84 * 0 .012 0.64 0 .71 2 . 92 2 . 92 2 .38 2 .39 0 . 86 2 . 89 2 .41 33 .86 * 0 .012 0 .65 0 .72 2 . 93 2 .93 2 .39 2 .41 0 . 87 2 . 95 2 .43 33 .88 * 0 .012 0 . 66 0 .73 2 .94 2 . 94 2 .41 2 .43 0 . 88 i 3 . 00 2 .44 33 .89 * 0 . 012 0 .66 0 .74 2 . 95 2 . 95 2 .42 2 .44 0 . 89 3 . 06 2 .46 33 .91 * 0 . 012 0 .67 0 .75 2 . 96 2 . 96 2 .44 2 .46 0 . 90 3 . 11 2 .48 33 .93 * 0 .012 0 .68 0 .75 2 . 97 2 . 97 2 .46 2 .48 0 . 91 ' 3 .17 2 . 50 33 .95 * 0.012 0 .68 0 .76 2 . 98 2 . 98 2 .47 2 .50 0 . 92 3 .22 2 .52 33 .97 * 0.012 0 .69 0 .77 2 . 99 2 . 99 2 .49 2 .52 0 . 92 3 .28 2 . 54 33 .99 * 0 .012 0 .69 0 .78 3 . 00 3 . 00 2 .51 2 .54 0 . 93 3 .33 2 .55 34 . 00 * 0.012 0 .70 0 .78 3 . 02 3 . 02 2 .53 2 .55 0 . 94 i 3 .39 2 .57 34 .02 * 0. 012 0 .71 0 . 79 3 . 03 3 . 03 2 .55 2 .57 0 . 95 3 .44 2 .59 34 .04 * 0. 012 0 .71 0 . 80 3 . 04 3 . 04 2 .57 2 .59 0 . 96 3 .50 2 .61 34 . 06 * 0. 012 0 .72 0 . 81 3 .�5 3 . 05 2 .58 2 .61 0 . 96 3 .55 2 .63 34 . 08 * 0. 012 0 .72 0 . 81 3 .06 3 . 06 2 .60 2 .63 0 . 97 3 .61 2 .65 34 . 10 * 0.012 0 .73 0.82 3 .08 3 . 08 2 .62 2 .65 0 . 98 3 .66 2 .68 34 . 13 * 0 .012 0.74 0 .83 3 .09 3 . 09 2 .64 2 .68 0 . 99 3 .72 2 .70 34 . 15 * 0 .012 0 .74 0 .84 3 . 10 3 .10 2 .66 2 .70 0 . 99 3 .77 2 .72 34 .17 * 0 .012 0 .75 0 .84 3 . 12 3 .12 2 .68 2 .72 1 . 00 3 . 82 2 .74 34 .19 * 0 .012 0 . 75 0 .85 3 .13 3 .13 2 . 71 2 .74 1 . 01 3 . 82 2 .74 34 . 19 * 0 .012 0 . 75 0 .85 3 . 13 3 .13 2 . 71 2 .74 1 . 01 PIPE NO. 4 : 221 LF - 15"CP � 0 .30o OUTLET: 31 .45 INLET: 32 . 11 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 36 . 10 BEND: 0 DEG DIA/WIDTH: 2 . 0 Q-RATIO: a . 12 , Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2 .17 1 . 97 34 .08 * 0 .012 0 .59 0 . 68 2 .38 2 .38 1 . 93 1 .97 0 . 81 2 .21 1 . 98 34 .a9 * 0.012 0 . 60 0 . 69 2 .38 2 .38 1 . 94 1.98 0 . 82 2 .25 2 . 00 34 .11 * 0.012 0 . 60 0 . 69 2 .39 2 .39 1 . 96 2 .00 � . 83 2 .30 2 . 03 34 .14 * 0.012 0 . 61 0 . 70 2 .41 2 .41 1 . 99 2 .03 0 . 84 2 .34 2 . 06 34 .17 * 0.012 0 .62 0.71 2 .43 2 .43 2 . 01 2 .06 0 . 84 I 2 .38 2 . 09 34 .20 * 0.012 0 .62 0.72 2 .44 2 .44 2 . 04 2 .09 0 . 85 ' 2 .43 2 . 12 34 .23 * 0 .012 0 .63 0.73 2 .46 2 .46 2 . 07 2 . 12 0 . 86 2 .47 2 . 15 34 .26 * 0 .012 0 .63 0 .74 2 .48 2 .48 2 . 10 2 . 15 0 . 87 2 .51 2 . 18 34 .29 * 0 .012 0 . 64 0 .74 2 .50 2 . 50 2 . 12 2 . 18 0 . 88 2 . 56 2 .21 34 .32 * 0 .012 0 . 65 0 .75 2 .52 2 . 52 2 . 15 2 .21 0 . 89 2 . 60 2 .24 34 .35 * 0 .012 0 . 65 0 .76 2 .54 2 .54 2 . 18 2 .24 0 . 90 2 . 64 2 .27 34 .38 * 0.012 0 . 66 0.77 2 .55 2 .55 2 .21 2 .27 0 . 90 2 . 69 2 .30 34 .41 * 0.012 0 . 66 0.78 2 .57 2 .57 2 .24 2 .30 0 . 91 2 . 73 2 .33 34 .44 * 0.012 0 . 67 0 .79 2 .59 2 .59 2 .27 2 .33 0 . 92 2 .77 2 .36 34 .47 * 0.012 0 . 67 0.79 2 .61 2 .61 2 .30 2 .36 0 . 93 2 . 82 2 . 40 34 . 51 * 0 . 012 0 . 68 0 . 80 2 . 53 2 . '03 2 .33 2 .40 Q . 94 - ---, 2 . 86 2 .43 34 . 54 * 0 .012 0 . 68 0 . 81 2 . 65 2 . 65 2 . 36 2 .43 0 . 95 2 .90 2 .47 34 .58 * 0 .012 0.69 0 . 82 2 .68 2 .68 2.40 2 .47 0 . 95 2 . 95 2 .50 34 .61 * 0 .012 0 .70 0 . 83 2 .70 2 .70 2.43 2 .50 0 . 96 2 . 99 2 .54 34 .65 * 0.012 0 .70 0 . 84 2 .72 2 .72 2.46 2 .54 0 . 97 3 . 04 2 .57 34 .68 * 0.012 0 .71 0 . 85 2 .74 2 . 74 2 .50 2 .57 0 . 98 � 3 . 04 2 . 57 34 . 68 * 0 . 012 0 . 71 0 . 85 2 . 74 2 . 74 2 . 50 2 . 57 0 . 98 PIPE NO. 5 : 129 LF - 15"CP i� 0 .290 OUTLET: 32 . 11 INLET: 32 .49 INTYP: 5 JUNC NO. 5 : OVERFLOW-EL: 36 .10 BEND: 38 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 1 .78 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , ******************************************************************************* 1 . 93 1.75 34 .24 * 0.012 0 .56 0 .64 1 . 97 1 . 97 1.69 1 .75 0 .79 1 . 97 1.76 34 .25 * 0.012 0 .56 0 . 64 1. 98 1 . 98 1.70 1 .76 0 . 80 2 . 01 1 .79 34 .28 * 0.012 0 .57 0 . 65 2 .00 2 . 00 1.73 1 .79 0 . 81 2 . 05 1 .83 34 .32 * 0. 012 0 .58 0 . 66 2 . 03 2 . 03 1 .76 1.83 0 . 82 2 . 09 1 .86 34 .35 * 0. 012 0 . 58 0 . 67 2 . 06 2 . 06 1.79 1.86 0 . 83 2 . 13 1 . 90 34 .39 * 0. 012 0 . 59 0 .67 2 . 09 2 . 09 1.83 1.90 0 . 84 2 .17 1 . 93 34 .42 * 0.012 0 . 59 0.68 2 . 12 2 .12 1 .86 1.93 0 . 84 2 .21 1 . 97 34 .46 * 0.012 0 . 60 0 .69 2 . 15 2 .15 1 .89 1.97 0 . 85 M 2 .24 2 .01 34 . 50 * 0 .012 0 . 60 0 .70 2 . 18 2 .18 1 .93 2 .01 0 . 86 2 .28 2 .04 34 .53 * 0 .012 0.61 0 . 70 2 .21 2 .21 1.96 2 . 04 0 . 87 2 .32 2 .08 34 .57 * 0 .012 0.61 0 . 71 2 .24 2 .24 2 .00 2 . 08 0 . 88 2 .36 2 .12 34 .61 * 0 .012 0 . 62 0 . 72 2 .27 2 .27 2 .03 2 . 12 0 . 89 2 .40 2 .16 34 .65 * 0 .012 0 . 62 0 . 73 2 .30 2 .30 2 .07 2 .16 0 . 90 2 .44 2 .20 34 .69 * 0 .012 0 . 63 0 . 73 2 .33 2 .33 2 .11 2 .20 0 . 91 2 .48 2 .24 34 .73 * 0.012 0 . 64 0.74 2 .36 2 .36 2 .15 2 .24 0 . 92 2 .52 2 .28 34 .77 * 0.012 0 . 64 0.75 2 .40 2 .40 2 .18 2 .28 0 . 93 2 .55 2 .33 34 .82 * 0.012 0 .65 0 .76 2 .43 2 .43 2 .22 2 .33 0 . 94 2 . 59 2 .37 34 .86 * 0.012 0 .65 0 .76 2 .47 2 .47 2 .26 2 .37 0 . 95 2 . 63 2 .41 34 .90 * 0.012 0.66 0.77 2 .5a 2 .50 2 .30 2 .41 0 . 95 li 2 . 67 2 .46 34 .95 * 0.012 0.66 0. 78 2 .54 2 . 54 2 .34 2 .46 0 . 96 2 . 71 2 .50 34 .99 * 0.012 0 .67 0 .79 2 .57 2 . 57 2 .39 2 .50 0 . 97 2 . 71 2 . 50 34 . 99 * 0.012 0 .67 0 .79 2 .57 2 . 57 2 .39 2 .50 0 . 97 PIPE Na. 6 : 189 LF - 12"CP � 0 .32% OUTLET: 32 .49 INLET: 33 . 10 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.70 1 .23 34 .33 * 0. 012 0 . 35 0. 39 1 . 75 1 .75 1.21 1.23 0 .48 0 .71 1 .23 34 .33 * 0. 012 0 . 36 0.40 1 . 76 1 .76 1.22 1.23 0 .49 0 .72 1 .27 34 .37 * 0.012 0 . 36 0 .40 1 . 79 1 .79 1.25 1.27 0 .49 0 .74 1.31 34 .41 * 0 .012 0 . 36 0 .40 1 . 83 1 .83 1.29 1.31 0 .50 0 .75 1.35 34 .45 * 0 .012 0.37 0 .41 1 . 86 1 .86 1.32 1 .35 0 .50 I' 0 .77 1.38 34 .48 * 0 .012 0.37 0 .41 1 . 90 1. 90 1.36 1 .38 0 . 51 j 0 .78 1.42 34 .52 * 0 .012 0 .37 0 .42 1. 93 1. 93 1.40 1 .42 0 . 51 ' 0 . 79 1 .46 34 .56 * 0 .012 0 .38 0 .42 1. 97 1. 97 1.44 1 .46 0 . 52 0 . 81 1 .50 34 .60 * 0 .012 0 .38 0 .42 2 .01 2 . 01 1.48 1 .50 0 . 52 0 . 82 1.55 34 .65 * 0.012 0 .38 0.43 2 .04 2 . 04 1 .52 1 .55 0 .53 0 . 84 1.59 34 .69 * 0.012 0 .39 0.43 2 .08 2 . 08 1.56 1 .59 Q .53 � 0.85 1.63 34 .73 * 0.012 0 .39 0 .44 2 . 12 2 . 12 1.60 1.63 0 . 54 � 0 .86 1.67 34 .77 * 0 .012 0 .39 0 .44 2 . 16 2 . 16 1.65 1.67 0 . 54 0 . 88 1 .72 34 .82 * 0 .012 0.40 0 .44 2 .20 2 .20 1 .69 1.72 0 . 55 0 . 89 1 .76 34 .86 * 0.012 0 .40 0 .45 2 .24 2 .24 1 .73 1.76 0 . 55 0 . 91 1 . 81 34 .91 * 0 .012 0 .40 0 .45 2 .28 2 .28 1 .78 1. 81 0 . 56 0 . 92 1 . 85 34 .95 * 0 . 012 0 .41 0 .46 2 .33 2 .33 1 .82 1. 85 0 . 55 0 . 93 1 . 90 35.00 * 0 .012 0.41 0 .46 2 .37 2 .37 1 .87 1. 90 0 . 57 0 . 95 1 . 95 35 . �J5 * 0 . 012 0 .41 0 .4E 2 .41 2 .41 i . 92 1 . 9� 0 . 5? 0 . 96 2 . 00 35 . 10 * 0 . 012 0 .42 0 .47 2 .46 2 .46 1 . 96 2 . 00 0 . 58 0 . 97 2 . 05 35 . 15 * 0 .012 0 .42 0 .47 2 .5a 2 . 50 2 . 01 2 . 05 0 .58 0 . 97 2 . 05 35 �15 * 0.012 0 .42 0 .47 2 .5a 2 . 50 2 . 01 2 . 05 0 . 58 �\ � ��--0 25' freeboard ,� BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:12567 - 2 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:33 .9 feet Discharge Range:0 . 01 to 0.15 Step of 0 . 01 [cfs] Overflow Elevation:35.4 feet Weir:NONE Channel Width:3 . feet PIPE NO. 1 : 137 LF - 8"CP � 2 .01% OUTLET: 30 .77 INLET: 33 .52 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI _ ******************************************************************************* 0 . 01 0.39 33 .91 * 0 .012 0 . 05 0 . 04 3 . 13 3 . 13 0.39 0 .39 0 .05 ' 0 . 02 0 .39 33 .91 * 0 .012 0 . 07 0 . 05 3 .13 3 . 13 0.39 0 .39 0 .08 0 .03 0 .39 33 .91 * 0 .012 0 . 08 0 . 06 3 .13 3 . 13 0.39 0 .39 0 .10 � 0 .04 0 .39 33 .91 * 0.012 0 . 10 0 . 07 3 .13 3 . 13 0.39 0 .39 0 .12 � 0 .05 0 .39 33 .91 * 0.012 0 . 11 0.08 3 .13 3 .13 0.39 0 .39 0 .13 0 .06 0 .39 33 .91 * 0.012 0.12 0 .09 3 .13 3 .13 �.39 0.39 0 .14 - 0 .07 0.39 33 .91 * 0.012 0.13 0 . 09 3 .13 3 .13 0.39 0.39 0 .16 0 .08 0 .39 33 .91 * 0 .012 0 . 13 0 .10 3 .13 3 .13 0.39 0 .39 0 . 17 0 .09 0 .39 33 .91 * 0 .012 0 . 14 0 . 10 3 .13 3 . 13 0.39 0 .39 0 . 18 0 .10 0 .40 33 .92 * 0 . 012 0 . 15 0 .11 3 .13 3 . 13 0 .40 0 .40 0 .19 i a.11 0 .41 33 .93 * 0 .012 0 . 16 0 . 12 3 .13 3 . 13 0.40 0 .41 0 .20 , a.12 0 .41 33 .93 * 0 .012 0 . 16 0 .12 3 .13 3 . 13 0.40 0 .41 0 .21 a.13 0 .41 33 .93 * 0 .012 0 .17 0 .12 3 . 13 3 . 13 0.40 0 .41 0 .22 0 .14 a .42 33 .94 * 0 .012 0.18 0 . 13 3 . 13 3 . 13 0.41 0 .42 a .23 0 . 15 0 .42 33 .94 * 0. 012 0 . 18 0 . 13 3 . 13 3 .13 0 .41 0 .42 0 .24 0 . 16 0 .42 33 .94 * 0 .012 0 . 19 0 . 14 3 . 13 3 .13 0.41 0 .42 0 .24 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:12567 - 3 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:34 .99 feet Discharge Range:0 .37 to 1.37 Step of 0 . 1 [cfs] Overflow Elevation:36 .7 feet Weir:NONE Channel Width:3 . feet PIPE N0. 1 : 27 LF - 12"CP C 0.52% OUTLET: 32 .49 INLET: 32 .63 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ' ********************************************************,r********************** 0 .37 2 .38 35.a1 * 0 .012 0 .26 0 .25 2 .50 2 .50 2 .37 2 .38 0 .34 0 .47 2 .37 35.00 * 0.012 0 .29 0 .28 2 .50 2 .50 2 .36 2 .37 0 .39 0 .57 2 .38 35 .01 * 0 .012 0 .32 0 .31 2 .50 2 .50 2 .37 2 .38 0 .43 0 .67 2 .38 35 .01 * 0 .012 0 .35 0 . 34 2 .50 2 . 50 2 .37 2 .38 0 .47 0 .77 2 .39 35 .02 * 0 .012 0 .37 0 .36 2 .50 2 . 50 2 .37 2 .39 0 .51 0 .87 2 .4� 35. 03 * 0 .012 0.40 0 .39 2 .50 2 . 50 2 .37 2 .40 0 .55 0 . 97 2 .41 35. 04 * 0.012 0.42 0 .41 2 .50 2 .50 2 .38 2 .41 0 .58 1.07 2 .42 35. 05 * 0.012 0.44 0 .44 2 .50 2 .50 2 .38 2 .42 0 .62 1.17 2 .44 35. 07 * 0.012 0.46 0 .46 2 .50 2 . 50 2 .38 2 .44 0 .65 1.27 2 .45 35 . 08 * 0 .012 0 .48 0 .48 2 .50 2 . 50 2 .39 2 .45 0 .68 � 1.37 2 .46 35 .09 * 0 .012 0 .50 0 .50 2 .50 2 . 50 2 .39 2 .46 0 .72 i ` �" _. ,� ,F I j ' I BACKWATER COMPUTER PROGRANI FOR PIPES Pipe data from file:12567 - 4 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:33 .63 feet Discharge Range:0.14 to 2 .14 Step of O . i [cfs] Overflow Elevation:37.9 fee� Weir:NONE Channel Width: 3 . feet PIPE NO. l : 151 LF - 12"CP y 0 .42o OUTLET: 30 . 50 INLET: 31 . 13 INTYP: 5 JUNC NO. 1 : OVERFLOW-EL: 38 .47 BEND: 20 DEG DIA/WIDTH: 4 . 0 Q-RATIO: 2 .26 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 2 .51 33 .64 * 0.012 0 . 16 0 . 17 3 . 13 3 . 13 2 .51 2 .51 0 .20 0 .24 2 .51 33 .64 * 0.012 0 .21 0 .21 3 . 13 3 . 13 2 .51 2 .51 0 .27 0 .34 2 .52 33 .65 * 0.012 0 .25 0 .25 3 . 13 3 . 13 2 .51 2 .52 0 .33 0 .44 2 .53 33 .66 * 0.012 0 .28 0 .29 3 . 13 3 .13 2 .52 2 .53 0 .37 0 .54 2 .54 33 .67 * 0.012 0 .31 0 .32 3 . 13 3 .13 2 .53 2 .54 0 .42 0 .64 2 . 56 33 .69 * 0.012 0 .34 0 .35 3 .13 3 .13 2 .54 2 .56 0 .46 0 .74 2 . 58 33 .71 * 0.012 0.36 0 .38 3 . 13 3 .13 2 .56 2 .58 0 . 50 0 .84 2 . 60 33 .73 * 0 .012 0.39 0.40 3 . 13 3 . 13 2 .57 2 .60 0 . 54 0 . 94 2 . 62 33 .75 * 0 .012 0.41 0 .43 3 . 13 3 . 13 2 .59 2 .62 0 . 57 1 .04 2 .65 33 .78 * 0 .012 0.43 0.46 3 . 13 3 . 13 2.61 2 .65 0 .61 i 1 .14 2 .68 33 .81 * 0 .012 0.45 0.48 3 . 13 3 . 13 2.63 2 .68 0 . 64 1 .24 2 .71 33 .84 * 0 .012 0.48 a . 50 3 . 13 3 .13 2 .66 2 .71 0 . 67 � 1 .34 2 .75 33 .88 * 0 .012 0 .49 0 . 53 3 .13 3 . 13 2 .68 2 .75 0 . 71 1.44 2 .79 33 . 92 * 0 .012 0 .51 0 .55 3 .13 3 . 13 2 .71 2 .79 0 . 74 1. 54 2 .83 33 . 96 * 0.012 0 .53 0 .57 3 .13 3 . 13 2 .74 2 . 83 0 . 77 1. 64 2 . 87 34 . 00 * 0.012 0 .55 0 .60 3 .13 3 . 13 2 .77 2 . 87 0 . 80 1. 74 2 . 92 34 . 05 * 0.012 0 .57 0 .62 3 .13 3 . 13 2 . 81 2 .92 0 . 84 1. 84 2 . 97 34 . 10 * 0.012 0 .58 0 .64 3 . 13 3 . 13 2 .84 2 .97 0 . 87 1.94 3 . 02 34 . 15 * 0.012 0 . 60 0 .67 3 . 13 3 . 13 2 .88 3 .02 0 . 90 2 .04 3 . 08 34 .21 * 0.012 0 . 61 0 .69 3 . 13 3 . 13 2 . 92 3 .08 0 . 93 2 . 14 3 . 14 34 .27 * 0 . 012 0 . 63 0 . 72 3 . 13 3 . 13 2 . 96 3 .14 0 . 96 PIPE N0. 2 : 95 LF - 12"CF � 0 .42o OUTLET: 31 . 13 INLET: 31 . 53 INTYP: 5 JUNC NO. 2 : OVERFLOW-EL: 37 .75 BEND: 0 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0 . 73 Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 2 .12 33 .65 * 0 .012 0.09 0 . 10 2 .51 2 . 51 2 . 12 2 .12 0 . 11 0.07 2 . 11 33 .64 * 0 .012 0.12 0 . 12 2 .51 2 . 51 2 . 11 2 .11 0 . 15 0 .10 2 . 12 33 .65 * 0 .012 0.14 0 . 14 2 .52 2 . 52 2 . 12 2 .12 0 . 18 0 . 13 2 . 13 33 .66 * 0 .012 0. 16 0 . 16 2 .53 2 .53 2 . 13 2 .13 0 .20 0 . 17 2 .14 33 .67 * 0 .012 0 . 17 0. 18 2 . 54 2 .54 2 .14 2 .14 0 . 22 0 .2� 2 .16 33 .69 * 0 .012 0 . 19 0 . 19 2 . 56 2 .56 2 .16 2 . 16 0 . 24 0 .23 2 .18 33 .71 * 0 .012 0.20 0 .21 2 .58 2 .58 2 .18 2 . 18 0 . 25 0 .26 2 .20 33 .73 * 0 . 012 0 .21 0 .22 2 .60 2 .60 2 .20 2 .20 0 .2� 0 .29 2 .23 33 .76 * 0.012 0 .23 0 .23 2 .62 2 .62 2 .23 2 .23 0 . 30 0 .32 2 .26 33 .79 * 0.012 0 .24 0 .25 2 .65 2 .65 2 .26 2 .26 0 . 31 0 .35 2 .29 33 .82 * 0. 012 0 .25 0 .26 2 .68 2 .68 2 .29 2 .29 0 . 33 0 .38 2 .33 33 .86 * 0. 012 0 .26 0 .27 2 .71 2 .71 2 .32 2 .33 � . 3� 0 .41 2 .37 33 .90 * 0. 012 0.27 0 .28 2 .75 2 .75 2 .36 2 .37 0 .36 0.44 2 .41 33 .94 * 0. 012 0.28 0 .29 2 .79 2 .79 2 .40 2 .41 0 . 37 0 .4? 2 .45 33 . 98 * 0 . 012 0 .29 0 . 30 2 . 83 2 . 83 2 .44 2 .45 0 . 39 0 . 50 2 .50 34 . 03 * 0 .012 0 . 30 0 . 31 2 . 87 2 . 87 2 .49 2 .50 C .40 0.53 2 .55 34 . 08 * 0.012 0 . 31 0.32 2 . 92 2 . 92 2 .54 2 .55 0 .41 0.56 2 .60 34 . 13 * 0.012 0. 32 0.33 2 . 97 2 . 97 2 .59 2 .60 0 .43 0.60 2 .66 34 . 19 * 0.012 0.33 0.34 3 . 02 3 . 02 2 .65 2 .66 0 .44 0 .63 2 .72 34 .25 * 0.012 0 .33 0 . 35 3 . 08 3 . 08 2 .70 2 .72 0 .45 C . 66 2 . i3 34 . 31 * G . 012 0 . 34 G . 35 3 . 14 3 . 14 2 . 75 2 . 78 0 .45 PIPE NO. 3 : 165 LF - 12"CP � 0 .42% OUTLET: 31 . 53 INLET: 32 .23 INTYP: 5 JLJNC N0. 3 : OVERFLOW-EL: 37 .75 BEND: 0 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0 . 13 Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 02 1 .43 33 .66 * 0 .012 0 . 07 0 . 08 2 .12 2 . 12 1.43 1.43 0 . 08 0 . 04 1 .41 33 .64 * 0 .012 0 . 09 0 . 10 2 .11 2 . 11 1.41 1.41 0 . 11 0 . 06 1 .42 33 .65 * 0 .012 0 .10 0 . 11 2 .12 2 . 12 1.42 1 .42 � . 13 I 0 . 08 1 .43 33 .66 * 0 .012 0 .12 0 . 13 2 .13 2 . 13 1.43 1 .43 � . 15 � 0 .10 1 .44 33 . 67 * 0 .012 0 .13 0 .14 2 .14 2 . 14 1.44 1 .44 0 . 17 i 0 .11 1 .46 33 . 69 * 0.012 0.14 0.15 2 .16 2 . 16 1.46 1 .46 0 . 18 0 .13 1 .48 33 . 71 * 0.012 0.15 0 . 16 2 .18 2 . 18 1.48 1 .48 0 . 20 0 .15 1 .51 33 . 74 * 0.012 0 .16 0 . 17 2 .20 2 .20 1 .51 1 .51 0 . 21 0 .17 1 .53 33 .76 * 0.012 0 .17 0 . 18 2 .23 2 .23 1.53 1 .53 0 . 22 0.18 1 .56 33 .79 * 0.012 0 . 18 0 . 19 2 .26 2 .26 1.56 1.56 0 . 24 0.20 1 .60 33 .83 * 0.012 0 . 19 0 .20 2 .29 2 .29 1 .60 1.60 0. 25 a.22 1.63 33 .86 * 0.012 0 .20 0 .20 2 .33 2 .33 1 .63 1.63 0 .26 0.24 1 .67 33 .90 * 0.012 0 .21 0 .21 2 .37 2 .37 1 . 67 1 .67 0 .27 0.26 1. 72 33 .95 * 0.012 0 .21 0 .22 2 .41 2 .41 1 .71 1.72 0 .28 0 .27 1. 76 33 .99 * 0.012 0.22 0 .23 2 .45 2 .45 1 . 76 1.76 0 .29 0 .29 1. 81 34 .04 * 0.012 0.23 0 .23 2 .50 2 .50 1 . 81 1. 81 0 .30 0 .31 1.86 34 . 09 * 0 .012 0.23 0 .24 2 .55 2 .55 1 . 86 1.86 0 .31 0 .33 1 . 92 34 .15 * 0 . 012 0 .24 0 .25 2 . 60 2 .60 1. 91 1. 92 0 .32 0 .34 1 . 97 34 .20 * 0 . 012 0 .25 0 .25 2 .66 2 .66 1. 97 1.97 0 .33 I 0 .36 2 . 03 34 .26 * a . 012 0 .25 a .26 2 .72 2 .72 2 .03 2 .03 0 .33 0 . 38 2 . 10 34 . 33 * 0 . 012 0 .26 0 . 27 2 .78 2 .78 2 . 09 2 . 10 0 . 34 PIPE NO. 4 : 165 LF - 12"CP � 0 .42o OUTLET: 32 .23 INLET: 32 . 92 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 37.75 BEND: 2 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0 . 11 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 02 0.75 33 .67 * 0.012 0 . 07 0 . 07 1.43 1.43 0.75 0 .75 0 . 08 0 . 04 0 .72 33 .64 * 0.012 0 . 08 0 . 09 1.41 1.41 0 .72 0.72 0 . 10 0 . 05 0 . 73 33 .65 * 0.012 0 . 10 0 . 11 1.42 1.42 0 .73 0 .73 0 . 12 ' 0.07 0 . 75 33 .67 * 0.012 0 . 11 0 . 12 1 .43 1.43 0 .75 0 .75 0 . 14 0.08 0 . 76 33 .68 * 0.012 0. 12 0 .13 1 .44 1.44 0 .76 0 .76 0 . 15 0.10 0 .78 33 .70 * 0.012 0. 13 0 .14 1 .46 1.46 0. 78 0 .78 0 . 17 0. 12 0.80 33 .72 * 0 .012 0 . 14 0 .15 1 .48 1 .48 0 . 80 0 .80 0 . 18 0 . 13 0 .82 33 .74 * 0 . 012 0 . 15 0 .16 1.51 1 .51 0 . 82 0 .82 0 .20 0 . 15 0 . 85 33 .77 * 0 . 012 0 .16 0 . 17 1 .53 1. 53 0 . 85 0 .85 0 .21 0 . 16 0 . 88 33 .80 * 0 . 012 0 .17 0 . 18 1 .56 1. 56 0 .88 0. 88 0 .22 0 . 18 0 . 92 33 .84 * 0 . 012 0 .18 0 . 19 1.60 1. 60 0 .92 0 . 92 0 .23 0 .19 0 . 95 33 . 87 * 0. 012 0 .19 0 .19 1.63 1. 63 0 . 95 0 . 95 0 .24 0 .21 0 . 99 33 . 91 * 0. 012 0.19 0 .20 1.67 1 .67 0 .99 0 . 99 0 .25 0 .23 1 . 04 33 . 96 * 0.012 0.20 0 .21 1.72 1 .72 1 .04 1 .a4 0 .26 0 .24 1 . 08 34 .00 * 0.012 0.21 0 .22 1.76 1 .76 1 .08 1 .08 0 .27 0 .26 1 . 13 34 .05 * 0. 012 0 .21 0 .22 1. 81 1 .81 1 .13 1 . 13 a .29 0 .27 1 . 18 34 . 10 * 0. 012 0 .22 0 .23 1. 86 1 .86 1 .18 1 . 18 0 .29 ` 0 .29 1 .24 34 . 16 * 0. 012 0 .23 0 .23 1 . 92 1 . 92 1 .24 1 .24 0 . 30 0 . 30 1 . 30 34 .22 * Q . �12 0 .23 0 . 24 1 . 9? � . 9? _ . 29 � . 3-0 0 . 31 0 . 32 1 .36 34 .28 * 0 .012 0 .24 0 .25 2 . 03 2 . 03 1.36 1 .36 0 . 31 0.34 1 .42 34 .34 * 0 .012 0 .24 0 .25 2 . 10 2 .10 1.42 1 .42 0 .32 PIPE NO. 5 : 155 LF - 12"CP @ 0.42% OLTTLET: 32 . 92 INLET: 33 .57 INTYP: 5 JUNC NO. 5 : OVERFLOW-EL: 37.90 BEND: 90 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 0 .09 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 02 0 .12 33 .69 * 0.012 0 . 06 0.07 0 .75 0 .75 0. 12 0.12 0 .07 0 .03 0 .14 33 .71 * 0.012 0 . 08 0 .09 0 .72 0 .72 0. 13 0.14 0 . 10 0 . 05 0 .15 33 .72 * 0.012 0.09 0 .10 0.73 0 .73 0. 14 0.15 0 . 12 0 .06 0 .17 33 .74 * 0.012 0 .11 0 .11 0.75 0 .75 0. 16 0 .17 0 . 14 0 . 08 0 .19 33 .76 * 0.012 0 . 12 0 .12 0 .76 0 .76 0. 18 �. 19 0 . 15 0 . 09 0 .21 33 .78 * 0 .012 0 . 13 0 .14 0 .78 0 .78 0. 19 0.21 0 . 16 0 . 10 0 .23 33 .80 * 0 .012 0 . 14 0 .14 0.80 0 . 80 0.21 0.23 0 . 18 0 . 12 0 .25 33 .82 * 0.012 0 . 15 0 .15 0 .82 0 . 82 0.23 0 .25 0 . 19 0.13 0 .27 33 .84 * 0.012 0 . 15 0 .16 0 .85 0 . 85 0 .25 0.27 0 .2� 0 .15 0 .29 33 .86 * 0.012 0. 16 0 .17 0 .88 0 .88 0 .27 0.29 0 .21 0 .16 0 . 32 33 .89 * 0.012 0. 17 0 . 18 0 .92 0 . 92 0 .30 a .32 0 .22 0 . 18 0.34 33 .91 * 0 .012 0.18 0 . 18 0 .95 0 . 95 0 .33 0.34 0 .23 0 . 19 0 .37 33 .94 * 0 .012 0.18 0 . 19 0 .99 0 . 99 0 .36 0 .37 0 .24 0 .20 0 .42 33 .99 * 0 .012 0.19 0 .20 1.04 1. 04 0.41 0 .42 0 .25 0 .22 0 .46 34 .03 * 0 .012 0.20 0 .20 1.08 1.08 0.45 0 .46 0 .26 0 .23 0 .50 34 . 07 * 0 .012 0.20 0 .21 1.13 1.13 0.49 0 .50 0 .27 0 .25 0 .56 34 . 13 * 0 .012 0.21 0.22 1.18 1.18 0 .55 0 .56 0 .27 0 .26 0 .61 34 . 18 * 0.012 0.21 0 .22 1.24 1 .24 0 .60 0 .61 0.28 0 .27 0 .67 34 .24 * 0.012 0.22 0 .23 1.30 1 .30 0 .66 0 .67 0 .29 0 .29 0 .73 34 .30 * 0.012 0.23 0 .23 1.36 1 .36 0 .72 0.73 0.30 0 .30 0 .80 34 .37 * 0.012 0.23 0 .24 1.42 1 .42 0 .79 0.80 0 .31 i PIPE NO. 6 : 142 LF - 12"CP @ 0 .42% OUTLET: 33 .57 INLET: 34 . 17 INTYP: 5 JUNC NO. 6 : OVERFLOW-EL: 37. 90 BEND: 0 DEG DIA/WIDTH: 2 . 0 Q-RATIO: 2 .34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 02 0 . 08 34 .25 * 0.a12 0 . 06 0 .07 0 .12 0 . 12 0. 07 0 .08 0 . 07 0 . 03 0 . 11 34 .28 * 0.012 0 . 08 0 .08 0.14 0 . 14 0. 08 0 .11 0 . 10 0 . 04 0 . 13 34 .30 * 0.012 0 . 09 0 .10 0.15 0 . 15 0. 10 0 .13 0 . 11 0 . 06 0 . 14 34 .31 * 0.012 0. 10 0 .11 0 .17 0 . 17 0.11 0 .14 0 . 13 0.07 0 . 16 34 .33 * 0.012 0. 11 0.12 0.19 Q . 19 0.12 0 .16 0 . 14 0 .08 0 .17 34 .34 * 0.012 0.12 0 .13 0.21 0 .21 0 . 13 0 .17 0 .16 0 .10 0.19 34 . 36 * 0.012 0. 13 0 . 14 Q.23 0 .23 0 . 14 0 .19 0 . 17 0 .11 0 .20 34 . 37 * 0 .012 0 . 14 0 . 15 0 .25 0 .25 0 . 15 0 .20 0 . 18 0 .12 0 .21 34 .38 * 0 .012 0 .15 0 . 15 0 .27 0 .27 0 .15 0 .21 0 . 19 0.13 0 .22 34 .39 * 0 .012 0 .16 0 . 16 0 .29 0 .29 0 .16 0 .22 0 .20 0.15 0 .24 34 .41 * 0 .012 0 .16 0 . 17 0 .32 0 .32 0 .17 0 .24 0 .21 0 .16 0 .25 34 .42 * 0 .012 0 .17 0 . 18 0 .34 0 .34 0.18 0 .25 0 .22 0. 17 0 .26 34 .43 * 0 .012 0.18 0 .18 0 .37 0 .37 0.18 �.26 0 .23 0 . 19 0 .27 34 .44 * 0.012 0.18 0 .19 0 .42 0 .42 0.19 0.27 0 .24 0 .20 0 .27 34 .44 * 0.012 0 .19 0 .20 0.46 0 .46 0.20 0 .27 0 .25 0 .21 0 .28 34 .45 * 0.012 0 . 19 0 .20 0.50 0 .50 0 .20 0 .28 0 .25 0 .23 0 .29 34 .46 * 0.012 0 .20 0 .21 0 .56 0 .56 0 .21 0 .29 0 .26 0 .24 0 .30 34 .47 * 0 .012 0 .21 0 .21 0 .61 0 .61 0 .22 0 .30 0 .27 0 .25 0 .31 34 .48 * 0 .012 0 .21 0 .22 0 .67 0 .67 0 .24 0 .31 0 .28 i 0 .26 0 .32 34 .49 * 0.012 0 .22 0 .22 0.73 0 . 73 0 .26 0 .32 0 .29 � 0 .28 0 .34 34 .51 * 0 .012 0.22 0 .23 0 .80 0 . 80 0 .29 0.34 0 .29 PIPE N0. 7 : 140 LF - 12"CP � 0 .45o OUTLET: 34 . 17 INLET: 34 . 8C INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0 . 01 0 . 05 34 .85 * 0 .012 0 . 03 0 . 04 0 . 08 a . 08 0.04 0. 05 0 .04 0 . 01 0 . 06 34 .86 * 0.012 0 . 04 0 . 05 0 .11 0 . 11 0.05 0 . 06 0 .05 0 . 01 0 .07 34 .87 * 0.012 0 . 05 0.06 0.13 0 . 13 0 . 06 0 . 07 0 .06 � 0 . 02 0 .08 34 .88 * 0 .012 0 . 06 0 . 06 0.14 0 . 14 0 . 06 0 . 08 0 .07 0 . 02 0.09 34 .89 * 0 .012 0 . 06 0 . 07 0.16 0 . 16 0 . 07 0. 09 0 .08 � 0 . 02 0.09 34 .89 * 0 .012 0 . 07 0 . 07 a.17 0.17 0 . 07 0.09 0 . 08 ' 0 .03 0 .10 34 .90 * 0.012 0 . 07 0 . 08 0.19 0 . 19 0 . 08 0. 10 0 . 09 '� 0 . 03 0. 11 34 .91 * 0.012 0 .08 0 . 08 0 .20 0 .20 0 . 08 0 . 11 0 .10 0 . 04 0 .12 34 .92 * 0.012 0 . 08 0 . 09 0 .21 0 .21 0 . 09 0 . 12 0 .10 0 . 04 0 . 12 34 .92 * 0.012 0 . 09 0 . 09 0 .22 0 .22 0.09 0 . 12 0 .11 0 . 04 0 . 13 34 .93 * 0 .012 0 . 09 0 . 10 0 .24 0 .24 0. 10 0 . 13 0 .11 0 . 05 0 . 13 34 . 93 * 0 .012 0 . 09 0 . 10 0 .25 0 .25 0. 10 0 . 13 0 .12 0 . 05 0.14 34 . 94 * 0 .012 0 . 10 0 . 10 0 .26 0 .26 0. 10 0 . 14 0 .12 0 . 06 0 .14 34 . 94 * 0 .012 0 .10 0 . 11 0 .27 0 .27 0. 11 0 .14 0 .13 0 .06 0 . 15 34 .95 * 0 .012 0 . 10 0 . 11 0 .27 0 .27 0.11 0.15 0 .13 0 .06 0 . 15 34 .95 * 0 .012 0. 11 0. 11 0 .28 0 .28 0 . 11 0 .15 0 .14 0 .07 0 .16 34 .96 * 0.012 0 .11 0 .12 0 .29 0 .29 0 . 12 0 . 16 0 .14 0 . 07 0 .16 34 .96 * 0 .012 0 . 11 0 . 12 0 .30 0 . 30 0 . 12 0 . 16 0 . 14 0 . 08 0 . 17 34 .97 * 0 .012 0 .12 0 . 12 0 .31 0 . 31 0 .12 0 . 17 0 . 15 0 . 08 0 .17 34 .97 * 0 .012 0 . 12 0 . 13 0 .32 0.32 0 .13 0 .17 0 . 15 0 . 08 0 . 17 34 .97 * 0 . 012 0 . 12 0 . 13 0 . 34 0 . 34 0 . 13 0 . 17 0 . 16 0 . c� � c� � � __ . _ __� `�: �..._____. � � 6.0 SPECIAL REPORTS AND STUDIES ' A geotechnical engineering report has been prepared for this site by HartCrowser dated September 26, 2014. The report is enclosed. �__4 �i !� 1 �' 7 �.:., I t_! � ..'. f , _..' � j ��_.I �, 12567.008.doc II� ��,. �. .� - - _ _ �_..� ,� _ . �_ _��_ ____ .;� �, t�� - .._ . . .� �.- - ..,,, - - �_:�+_ � �,R. _='��l�;�� - �i �r�, '�"�` ' � � � ' I ` � . -� • ��4 . i��M1s�• � � �. � �i ( � �t� 'i) � �", ;�.�..-..++� �� ! . �. }� }Y� . .;�,� f] � �� _g . �� x�j#�. �i�,� y ;i� � � ,1 � ��a '� �� 'T�. 1.�aC�.',w � �� `�• � t '.. ��a ..��. 1 ��E `,�: , '` -'�� '%�� eo#eci�nical Recc�mmendations R�port � � � � � ' � = �-�'�_ PACCAR Renton Parts �� ,��e�-� - _ � 4 � -�._ �� . ,� =--'--'—�7 � — Distribution Center � ,� Renton, Washin ton � g �� :�/.�.� -e �.--�'�� _ _�:`�'tt �_ - y, Prepared for ,. �-s:�-;� _ PACCAR - - - � �., ,,�� >-� ��E: - R�" � September 26, 2014 .._ _ � ,4��. _ >, - , �. �``_ =r-�`�+►� ° ,. 17946-01 _!� �� * __ �� . , ":E r � � _ _ �� . - � .�� x � �.. �� = �: . . ....� .� � _.. �.>� �� ._ �� r , : 4. _..�- , - -�= � aI . , � - H/.UtTCI�OWSCR t�-: - � . ; �_ � ; : _._ l celebrat�ng � � � � � � Geotechnicai Recommer�dations �epot-t PACCAR Renton Parts Distribution Center Renton, Washington Prepared for PACCAR September 26, 2014 17946-01 ,+�•�.; y ti• HU U�4� �� w��Gr�'. � Prepared by % ; , Hart Crowser, Inc. '9476 �°��cls'tE�'� /� SS�NAI.� � � l�� l � � Bri Exley, E Garry Horvitz, PE Project Geotechnical Engineer Senior Principa) Geotechnical Engineer Rolf yllset , PE Associate Geotechnical Engineer Sea:ne v'�asn�nac;� _ _ rax 706 378 5':F Contents INTRODUCTION 1 SITE AND PROJECT DESCRIPTION 2 Site Description 2 Project Description 2 GENERALIZED SUBSURFACE CONDITIONS 2 Site Soils 3 Groundwater 3 SEISMIC DESIGN CONSIDERATIONS 3 Seismic Setting 3 Seismic Design Parameters 4 Geotechnical Hazards-Soil Liquefaction 4 , GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS 5 ' General Considerations 5 Site Preparation and Grading 6 Foundation Considerations 7 Settlement Analysis 8 Settlement Analysis Results 8 Final Preload Design and Construction Considerations 9 Settlement Monitoring Program 10 Foundations 11 Permanent Drainage Considerations 12 Perimeter Drains 12 Sub-Slab Drainage 12 Runoff Water 12 Grading and Capping 13 Pavement Subgrade Considerations 13 Structural Fill 13 Use of On-Site Soil as Structural Fill 14 Imported Structural Fill 15 CONSTRUCTION CONSIDERATIONS 15 ', Temporary Open Cuts 15 Temporary Excavation Dewatering 15 I Utility Trenching and Installation Consideratians 16 Pipe and Utility Vault Bedding 16 , � II 1,r 17946-01 H�r�/$�R September 26,2014 li I Contents Pipe Zone Backfiil 16 Utility Trench/Vault Backfill 16 Compaction Equipment 17 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 17 Post-Report Design Services 17 � Construction Observation Services 17 �I FIGURES II' 1 Vicinity Map 'I 2 Site and Exploration Plan I 3 Generalized Subsurface Cross Section A-A' �, 4 Generalized Subsurface Cross Section B-B' 5 Settlement at end of 6-month preload period 6 Relative settlement at end of 6-month preload period 7 Relative settlement at end of 40-year building design life 8 Relative settlement over time along E-W settlement section line 9 Relative settlement over time along N-S settlement section line APPENDIX A Field Exploration Methods and Analysis APPENDIX B Laboratory Testing APPENDIX C Historical Explorations ATTACHMENT 1 Cone Penetration Test Data � 17946-01 Y September 26, 2014 �� I Geotechnical Recor�mendatior�s Report i PACCAR Renton Parts Distribution Center i Renton, Washington li INTRODUCTION �' This report presents our geotechnical engineering conclusions and recommendations for the proposed II� PACCAR Renton Parts Distribution Center(PDC)to be located on the PACCAR property located at North Fourth Street and Houser Way North in Renton,Washington. The PDC will be a single-story structure measuring about 400 feet by 400 feet. This introduction describes the purpose, scope, and use of this report followed by: ■ Site and Project Description; ■ Generalized Subsurface Conditions; ■ Seismic Design Considerations; ■ Geotechnical Conclusions and Recommendations; ■ Construction Considerations;and ■ Recommended Additional Geotechnical Services. The purpose of our geotechnical investigation was to assess the subsurface conditions at the site and provide geotechnical recommendations for the design and construction of the proposed PDC structure and associated site improvements. Our scope of work for this study included: ■ Complete two soil borings ranging from 35 to 55.5 feet deep and nine cone penetrometer test (CPT) probes near the proposed building location; I ■ Collect soil samples and perform representative laboratory tests; ■ Prepare boring and CPT logs, including field test results; ■ Characterize general subsurface soil and groundwater conditions; ' ■ Develop seismic parameters for building foundation design, including liquefaction analysis; ii � S/ 17946-01 ��0�'[.R September 26, 2014 2 I PACCAR Renton Parts Distribution Center ■ Complete engineering analyses and provide recommendations for design of a preload, structural and slab-on-grade floor options, pavement subgrade preparation, structural fill, and general construction recommendations; and ■ Prepare this geotechnical engineering report. We completed this work in general accordance with our proposal for geotechnical design services dated May 7, 2014. This report has been prepared for the exclusive use of PACCAR, Inc., and their design consultants for specific application to the subject project and site. This study has been performed in accordance with generally accepted geotechnical engineering practices in the same or similar localities, related to the nature of the work accomplished at the time the services were performed. No other warranty,express or implied, is made. SITE AND PROJECT DESCRIPTION Site Description The project site is located at North Fourth Street and Houser Way North in Renton, as shown on the Vicinity Map (Figure 1). The site is currently unoccupied. The site grade generally ranges from elevation about 35 to 39 feet, based on topographic information provided by Barghausen,the civil engineer and surveyor. The building location and site layout are depicted on the Site and Exploration i Plan (Figure 2). Project Description Preliminary conceptual plans call for the construction of a single-story structure measuring about 400 by 400 feet, as shown on Figure 2. Preliminary conceptual foundation design plans indicate the � structure will be supported by shallow foundations.Given the susceptibility of the site to liquefaction, the use of shallow foundations will likely reduce in resilience from a seismic event compared to a more traditional deep foundation system. ' GENERALIZED SUBSURFACE CONDITIONS Soil conditions interpreted from explorations at the site, in conjunction with soil properties inferred from field and laboratory tests,formed the basis for the conclusions and recommendations contained within this report. The specific number, location,and depth of our explorations were selected in relation to the proposed site features, under the constraints of surface access, underground utility conflicts, and budget considerations. Appendix A of this report describes our field exploration procedures, and Appendix B describes our laboratory soil testing procedures. Our exploration program for this site consisted of advancing two borings and nine CPT probes to a maximum depth of about 44 feet within the footprint of the proposed building. Figure 2 depicts the approximate locations of these explorations relative to the existing site features and proposed development. Figures 3 and 4 depict the interpreted subsurface layers as engineering soil units. � 17946-01 /,� September 26, 2014 �T�� PACCAR Renton Parts Distribution Center I 3 Several CPTs encountered shallow refusal and were relocated in an attempt to achieve the desired exploration depth.These CPTs were CPT-102, -104, -105, -107, and -109.Shallow refusal is caused by � hitting an obstruction such as concrete rubble. The explorations reveal subsurface conditions only at discrete locations across the project site, and actual conditions in other areas could vary. Furthermore,the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we may need to modify our conclusions and recommendations in this report to reflect the actual site conditions. $It@ $OI�S Based on the site explorations,the upper soil conditions at the site consist of about 40 feet of loose to medium dense fine silty Sand and soft to stiff sandy Silt with frequent organic material interlayered with moderately to very highly compressible organic Silt and Peat. Dense to very dense Sand and gravelly Sand was encountered in our explorations at about 43 feet deep.A more detailed depiction of these generalized site soil conditions is provided on the boring and CPT probe logs in Appendix A. Groundwater The groundwater elevation contour map for the PACCAR site (2006}for the shallow wells indicates that the groundwater ranges from elevation 35.5 feet (32 feet previous datum)at the northeast corner of the site and elevation 29.5 feet(26 feet previous datum) at the southwest corner of the site. The current vertical datum is NGVD 29,with elevations based on lidar topography. We recommend that a groundwater elevation of 29.5 feet in the southwest corner of the building within the building footprint, and 35.5 feet in the northeast corner of the property, be used for preliminary planning and design purposes.A dissipation test completed in CPT-101 in sand measured a groundwater elevation of about 28 feet. Groundwater levels presented herein were observed at the times indicated on the boring logs. Throughout the year,groundwater levels are expected to fluctuate about 2 to 3 feet in response to changing precipitation patterns,off-site construction activities, changes in site use,or other factors. SEISMIC DESIGN CONSIDERATIONS The site is located in a seismically active area. We understand that the seismic design of the proposed structure will be based on the 2012 International Building Code (IBC). In this section, we describe the seismic setting for the project site, provide seismic design parameters, and discuss seismically induced geotechnical hazards. Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone, in which the offshore Juan de Fuca plate is subducting beneath the continental North American plate. Three main II types of earthquakes are typically associated with subduction zone environments—crustal, intraplate, � Y 17946-01 ��N/'�J= September 26, 2014 4 I PACCAR Renton Parts Distribution Center and interplate earthquakes. The USGS earthquake database used to develop probability based seismic design parameters include all three types of earthquakes. Seismic records in the Puget Sound area clearly indicate a distinct shallow zone of crustal seismicity (e.g.,the Seattle Fault)that may have surFicial expressions and can extend to depths of up to 25 to 30 km. A deeper zone is associated with the subducting Juan de Fuca plate and produces intraplate earthquakes at depths of 40 to 70 km beneath the Puget Sound region (e.g.,the 1949, 1965, and 2001 ' earthquakes)and interplate earthquakes at shallow depths near the Washington coast(e.g.,the 1700 earthquake with an approximate magnitude of 9.0). Seismic Design Parameters i The basis of design for the 2012 IBC is the seismic hazard associated with an earthquake with 2 percent probability of exceedance in a 50-year period,which corresponds to an average return period of 2,475 years. The IBC specifies that design ground motions should be based on the 2008 USGS Seismic Hazard Maps. Based on the probabilistic seismic hazard deaggregation available on the USGS website (http://eqhazmaqs.us�s.�ov/),we recommend the following parameters be used as a basis for a code-based seismic design for this site(for Site Class B, bedrock): ■ Maximum Considered Earthquake Spectral Response Acceleration at Short Periods, SS= 1.435 g; ■ Maximum Considered Earthquake Spectral Response Acceleration at 1-Second Period, Sl = 0.538 g; and ■ Site Class F. These bedrock seismic design parameters should be adjusted for site-specific soil conditions using the IBC Site Class adjustment factors. Based on the presence of liquefiable soils, the project site falls under Site Class F. However,for structures having a fundamental period of 0.5 second or less,the code allows the use of a site class as if no liquefaction were expected to occur for purposes of determining the site-specific spectral response accelerations. Based on the soil conditions in our explorations,we recommend using Site Class E when adjusting the mapped spectral accelerations provided above. Geotechnical Hazards - Soil Liquefaction When cyclic loading occurs during an earthquake,the shaking can increase the pore pressure in loose to medium dense saturated sand,silt,and certain low-plasticity clay,which results in liquefaction and temporary loss of soil strength. This can lead to surface settlement, lateral spreading,or slope displacement, depending on the site-specific topographical conditions. Given the presence of potentially liquefiable soil conditions in our site explorations,we performed a site-specific soil liquefaction evaluation using the procedures outlined by Idriss and Boulanger(2008), ' based on SPT and laboratory test data. We also evaluated the liquefaction potential using Cliq software (GeoLogismiki,v. 1.5), based on the Idriss and Boulanger(2008) empirical CPT analysis procedures. The CPT-based method provides a more layer-specific liquefaction evaluation than the � 17946-01 Y September 26,2014 �(�� PACCAR Renton Parts Distribution Center 5 I SPT-based method because it is based on a continuous subsurface profile rather than discrete SPT soil samples collected at 2.5-and 5-foot-depth intervals. The advantage of using both methods is that the � , soil samples collected in the borings can be tested for a more accurate estimate of the fines content of the sandy soil layers,which is an important parameter in the analysis. Based on the results of these analyses,we estimate that liquefaction will likely occur during a design earthquake within various layers from the top of the groundwater table to between 40 and 70 feet �� deep, below which the soil is believed to either be too plastic or too dense to liquefy. The anticipated i post-liquefaction surface settlement for this site is estimated to range from about 3 to 12 inches. I For the liquefaction analysis,we used a USGS-predicted earthquake magnitude (Mw)of 7.00, based on , a 2,475-year seismic event in accordance with the current International Building Code (2012 IBC). According to the code,sites that are likely to undergo liquefaction during a design-level seismic event ' should be identified as Site Class F,which generally requires a site-specific ground motion analysis. Based on Site Class E soil conditions(soft soil profile),the estimated PGA for the purpose of liquefaction analysis at this site is 0.55g. Because there are zones of liquefiable material beneath the site,the building area will undergo some � level of subsidence as a result of liquefaction. Because the depth to groundwater is on the order of 10 feet,the upper soils will not liquefy and will retain their integrity. This means that liquefaction should not result in a catastrophic collapse of the foundations for the building. The effects of liquefaction will cause potentially substantial building settlement. GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS This section of the report presents our conclusions and recommendations for the geotechnical aspects of building design and site development. Our geotechnical investigation and engineering analysis have been performed in accordance with generally accepted geotechnical practice. We have developed our conclusions and recommendations based on our current understanding of the project. If the nature or location of the project is different than we have assumed, Hart Crowser should be notified so we can confirm or modify our recommendations. General Considerations Most of the areas around the perimeter of the site are expected to remain at roughly the same grades, with finished floor elevation at 39.5 feet. With a maximum difference of about 3 feet between current ground surface elevation and planned finished footing elevation, we anticipate up to 3 feet of fill will be placed above the existing grade in some locations across the site. In our opinion, based on the assumed building loads,shallow foundations and slabs-on-grade could be 'I used for support of the building provided that the site is treated to accommodate settlement. Pile foundations could act to carry the building loads as well, but would be susceptible to differential stiffness between the pile caps and floor slab, requiring structural connection.A pile foundation is likely to increase costs significantly. � � 17946-01 �j�ON/�Jj September 26, 2014 � 6 I PACCAR Renton Parts Distribution Center � To help limit the settlement a shallow foundation system would be susceptible to, we recommend that a preload and surcharge program be implemented to pre-compress the site soils. Preloading works by temporarily placing weight on soil in the building area that is approximately equal to the weight of the building such that the underlying site soils are pre-compressed under this temporary load. The preload fill is allowed to stay in place long enough for the underlying soils to fully consolidate. In addition to preloading to accommodate the building weight,we will also need to accommodate the long-term,time-dependent settlement related to the organic and fine-grained soils at the site. Peat soils and fine-grained soils will tend to continue to consolidate and settle over time. This time- dependent portion of settlement can be reduced by placing additional preload weight on the building area for some period of time. This additional weight is referred to as a "surcharge." Given the relatively high groundwater levels, groundwater seepage should be anticipated both as part of design and during site excavation. We expect that any groundwater within the upper 5 feet below ground surface (bgs)would be locally perched and the volume of water that will need to be collected and discharged will be limited and manageable. However,site excavations deeper than about 5 feet may need more extensive dewatering effort, as described in more detail in Section 6.0. Site Preparation and Grading Site preparation should provide a firm and non-yielding subgrade beneath footings, slabs-on-grade, new structural fill, and pavement sections. Initial site preparation will involve stripping existing pavement and vegetation,demolishing existing structures, removing existing foundation and floor elements, and abandoning in place or removing any underground utilities within the new building area. Generally,we recommend intercepting and diverting any potential sources of surface or near-surface � water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season,weather conditions, construction sequence,and contractor�s methods,final decisions about drainage systems are best made in the field at the time of construction. Nonetheless,we anticipate that curbs, berms, or ditches placed along the uphill side of the work areas will adequately intercept surface water runoff. After surFace and near-surface water sources have been controlled,the construction areas should be cleared and stripped of all trees, bushes,sod,topsoil, debris, asphalt, and concrete. The prepared structural or pavement subgrade areas should be observed and approved by the geotechnical engineer. Generally,visible organic material (sod, humus, roots, and/or other decaying plant material), debris, and other unsuitable materials should be removed from the subgrade areas. Removal of these materials should be completed before placement of the preload fill. The prepared subgrade should be inspected for soft areas, if necessary, by proof-rolling with a fully loaded tandem- axle dump truck. Any identified soft areas should be overexcavated to firm subgrade under the supervision of a qualified inspector and backfilled with properly compacted structural fill. � 17946-01 1,I September 26,2014 �a�/�R PACCAR Renton Parts Distribution Center I 7 Some of the subgrade soils revealed after stripping and cutting to subgrade elevation may consist of fine-grained, moisture-sensitive soils;care should be taken to protect these areas from rain and runoff water. Construction traffic should be avoided across moisture-sensitive subgrade soil areas during wet weather. During wet weather, we recommend that site stripping and excavation be performed using a straight-edged bucket mounted on an excavator that does not traverse the final subgrade. Partial overexcavation may be required locally if unsuitable or disturbed native soil, or if organic-rich or debris-laden fill material is encountered within new structural subgrade areas. Generally,we recommend that any existing structures such as concrete foundations, slabs, or pile foundation elements be removed from within 2 feet below the base of any new foundation, slab-on- grade, or pavement section to avoid uneven or inconsistent hard spots or ridges, which could lead to undesirable differential settlement beneath new structural elements. It may be necessary to relocate or abandon some utilities. Abandoned underground utilities should be removed or completely grouted. The ends of remaining abandoned utility lines should be sealed to prevent piping of soil or water into the pipe. Soft or loose backfill materials should be removed and backfilled according to the structural fill recommendations in this report. Coordination with the utility owners is generally required. Permanent cut and fill slopes should be adequately inclined and revegetated to minimize long-term �' raveling, sloughing, and erosion. A hardy vegetative groundcover should be established as soon as possible following grading to further protect slopes from water runoff erosion. We generally recommend that permanent slopes not be steeper than 2H:1V,to minimize long-term erosion and to facilitate revegetation. Final grading near the top of permanent slopes should be such that surface water is directed away from the slope face. Foundation Considerations We understand that the building will be predominantly steel frame construction with perimeter concrete stem walls about 10 feet tall. Therefore,wall loads are expected to be quite light. Interior column loads have been established with footings sized to a 2 ksf allowable stress,which was used for design of the site pretreatment(preload). Floor loads have been finalized,with an assumed 750 psf across the floor.Wall loading is typically about 1.6 kips per foot. Column loads range from 48 kips to 629 kips. Of the 629 kips, 191.5 of those are classified as a dead load. Given the potential for highly variable, liquefaction-induced settlement on the order of 3 to 12 inches across the site,we recommend that the planned building floors be pile-supported if the risk of potential floor settlement is unacceptable to PACCAR. Liquefaction mitigation approaches may be used as well. If PACCAR can accept the risk of potential floor settlement and cost of repairs,the floor may be designed as a reinforced, "floating"concrete slab-on-grade, if the structural engineer can design a reinforced concrete slab that provides adequate life and safety protection during settlement in accordance with the building code. For this approach, the floor slab subgrade should be prepared as � � 17946-01 ��O1A/5� September 26,2014 8 I PACCAR Renton Parts Distribution Center described in the Structural Fill section of this report and should follow the geotechnical recommendations provided below for slab-on-grade floors. Settlement Ana/ysis Our three-dimensional, numeric modelling settlement evaluation was performed using Settle 3D (RocScience, Inc.), a sophisticated program that is able to evaluate primary and secondary time- dependent settlement based on a series of soil strength and behavior characteristics that can vary across the three-dimensional space being analyzed. Additionally,the program allows for more detailed modelling of specific foundation and floor loading conditions across the building footprint, which in turn helps provide a more refined evaluation of potential differential settlement between structural components of the building.The output from the program is a color-coded contour map of settlement as it varies across the preload/building footprint area. The three-dimensional modelling of soil layering across the building footprint was based on both previous and current explorations,which included multiple Cone Penetrometer Test probes(CPTu) measuring in situ soil properties and several borings to collect soil samples for visual observation and laboratory testing. Several Constant Rate of Strain (CRS)consolidation tests were performed to directly measure both primary(elastic, based on effective stress analysis) and secondary(long-term organic)compression of selected soil samples.A range of soil property values were used in our computer analysis to reflect the expected natural variations even within each soil layer. For the foundation and floor loading criteria,we used the foundation layout schematic drawing provided to us by Dibble Engineers (dated August 7, 2014), which included estimated column loads and footing sizes based on 2 ksf allowable bearing pressure,along with an estimated concrete slab-on- grade floor live load of 750 psf. In addition to the total settlement contour maps,the modelling program also provides the ability to view relative settlement along critical cross-section lines at various stages of the preloading and building construction process(see attached).The cross sections allow a closer look at how different structural elements of the building are expected to settle over a long period of time and, more specifically, how much potential total and differential post-construction settlement can be expected. ��I Settlement Analysis Results We used an iterative analysis approach to select an optimized design preload height that would reduce anticipated post-construction building settlement to a tolerable level. Generally,we found that a preload height of 11 feet will likely result in total long-term building settlement on the order of 1 or 2 inches across the building footprint. Footings will undergo more settlement than the majority of the building,with much of the settlement occurring nearly as quickly as loads are applied. Differential settlement between various column footing elements and relative to adjacent floor slab areas is anticipated to be on the order of 1 inch or less with this preload scenario.This estimated settlement includes the effects of long-term secondary consolidation within organic soil layers over a 40-year building life. I 17946-01 � September 26; 2014 ��w�� PACCAR Renton Parts Distribution Center I 9 The three-dimensional computer analysis also revealed that settlement will be higher under the planned cluster of relatively heavily loaded footings in the northwest portion of the building, partly due to weaker soils in this area.To reduce such potential additional settlement,we recommend that a 4-foot higher preload (15 feet total) be placed over this limited area,generally from grid lines D-13/15 to I-13/15.Our preliminary analysis indicates that settlement can be reduced further in this heavily loaded building area by increasing the preload to 20 feet(i.e., 9 feet more than the 11-foot preload), if required,for structural design reasons.We can evaluate this further, upon request. To illustrate the preload design scenario and to provide more detailed settlement information for structural design,we have attached the following figures of the three-dimensional analysis results for various key preload/construction stages: ■ Figure 5—Settlement at end of 6-month preload period; ■ Figure 6—Relative settlement at end of 6-month preload period; ■ Figure 7—Relative settlement at end of 40-year building design life; ■ Figure 8—Relative settlement over time along E-W settlement section line; and ■ Figure 9—Relative settlement over time along N-S settlement section line. Figure 5 settlement is referenced from the current ground surface. Figures 6 through 9 show the estimated total settlement across the preload/building footprint area relative to the rebounded ground surFace following removal of the preload.The settlement shown on these plots indicate how the anticipated total and differential settlement is expected to vary across footing elements and floor slab areas over time along the selected building section line within the critical settlement area (grid line 15). The relative preload settlement shown on Figure 2 also indicates how much ground surface rebound can be expected after the preload is removed. This variable settlement reflects not only the different loading characteristics of the various footing sizes and spacing, but also local variations in soil compressibility and layering across the site.The settlement contour maps may be used to obtain similar relative building settlement estimates for other portions of the building footprint area. In reviewing the attached settlement contour maps and relative settlement plots, it should be noted that the building construction is modeled as two events.The footing loads are applied instantaneously, ', and the floor slab load is applied instantaneously 1 month later. Because at least some of the building �', loads will occur during construction and primary consolidation is expected to occur within a relatively short period (less than 2 weeks),the actual post-construction settlement experienced by the finishing elements of the building will likely be less than the upper end of our building settlement estimates. � Furthermore, since the anticipated design live floor load of 750 psf will not likely be felt evenly and at the same time across the entire floor area as modeled, the actual slab total and differential settlement may be different from that estimated. Fina/Preload Design and Construction Considerarions The preload heights discussed above include the surcharge required to reduce long-term secondary consolidation. However, a 1 foot overbuild should be added to the preload heights to account for � �.i�i�,a ,J ,r�. ,�� ! ,��rJ�-�r=�r�r _i�_.r�n , �� 1 ;, , T��.,<<�`� _ , ., �_3 1_;��_ .'_�� l� � � 17946-01 ��-,�+-�-,.3_---- � . _._. . 10 I PACCAR Renton Parts Distribution Center an overall preload height of 12 feet above planned finished floor level of 39.5 feet, with an additional 4 feet(16 feet total)within the locally higher preload area near the north end of the building.The existing ground surface in the building footprint area is generally around elevation 38.0 feet,with a locally lower portion near the northeast corner of the building.To provide a suitable subgrade to support the planned concrete floor section(6-inch concrete slab over 6-inch capillary break)following preload settlement and removal,we recommend that the lower 2 feet of the preload fill and all soils within 2 feet of the bottom of the slab be placed and compacted as structural fill compacted to 95 percent of the modified Proctor maximum dry density(ASTM D1557). To reduce potential differential settlement,we also recommend that all isolated column footing subgrade areas be overexcavated by 3 feet and replaced with structural fill compacted to 90 percent of the modified Proctor maximum dry density. We generally recommend that the full-height preload prism extend at least 10 feet beyond the building perimeter walls, with side slopes beyond that on the order of 1H:1V(Horizontal:Vertical), or flatter.To account for the possible future building expansion to the west, as well as potential shifting of the building location to the north,we further recommend that the full preload height be extended another 20 feet(total of 30 feet from building walls)on the north and west sides.This was considered in the presentation of the settlement results, as well as a previous design decision that included an extra 20 feet of preload south of the building as well.The extra preload extension to the south resulted in an increased influence area south of the building, but does not significantly alter the settlement analysis results within the building footprint. As the final building and preload layout is planned, it will be important to consider the effects of r potential ground settlement beyond the edges of the preload prism on adjacent utilities and structures due to the lateral extent of the preload influence zone.The results of our computer modeling indicate that ground settlement at a distance of about 60 feet past the edge of the full-height preload prism may be on the order of 1 inch. Settlement Monitoring Program To assess the performance of the preload/surcharge fill, a settlement monitoring program will be necessary. Without settlement monitoring,the surcharges must be left in place the full time planned, and predicted post-construction building settlement would still be regarded as approximate at best. With proper instrumentation,the settlement progress can be more closely monitored,future , settlement predicted with more confidence,and the basis of the design verified. Through analysis of 'I the monitoring data,we can implement design revisions, if necessary, or remove the surcharge early, if I possible. An early removal or design revision decision would be based on the settlement rate,the construction benefits,and the residual settlement predicted for the building. For the settlement monitoring program, we recommend the following steps: ■ Install settlement plates at strategic locations throughout the building footprint. ■ Install vibrating wire piezometers and magnetic settlement sensors at strategic locations. � 17946-01 Y September 26,2014 ��D�R PACCAR Renton Parts Distribution Center � 11 ■ Survey initial settlement plate elevations immediately after placing the plates and prior to placing any fill. Obtain readings by standard differential leveling to the nearest 0.01 foot. ■ Extend settlement plate rods during fill placement by coupling pipes together. A survey reading should be made immediately before and after the pipe extension is installed. ■ Survey and establish a series of benchmarks outside the area of settlement influence; we estimate that a minimum distance of 300 feet is sufficiently far away from the preload site to obtain reliable survey readings. ■ Include settlement-sensitive utilities within 25 feet of the toe of the preload fill in the monitoring program. Depending on survey readings, preload/surcharge may need to be removed upon the recommendation from the geotechnical engineer. I ■ Obtain readings three times per week during the first two weeks. After the first two weeks,the frequency may be reduced to twice per week. After four weeks,the frequency may be reduced further, to once per week, but only upon the recommendation of the geotechnical engineer reviewing the survey data. ■ Retain Hart Crowser to review the settlement plate data on a regular basis. This will allow us to make recommendations regarding placement of additional fill and preload duration. Foundations Once preloading has been completed,the building can be founded on shallow footings and slabs-on- grade. We recommend the following design parameters: , ' ■ Footings can be designed for an allowable soil bearing pressure equal to 2,000 psf,with allowance ' for a one-third increase for transient loads. ■ Lateral loading may be resisted with an ultimate equivalent fluid unit weight of 175 pcf acting as passive resistance against vertical facing of footings, neglecting the upper 2 feet of soil. We recommend a static factor of safety against translation equal to 1.5. ■ Lateral loading may be resisted by sliding friction between the slab and subgrade using an ultimate I'I coefficient of friction of 0.30 when placed on well-compacted granular fill. We recommend a static � factor of safety against translation equal to 1.5. ■ All footings should have a minimum width equal to 24 inches and the bottoms of the footings should be at least 18 inches below the lowest adjacent grade. ■ The upper soils at the site are loose and may be unsuitable for direct support of the footings. We recommend providing an allowance for overexcavation below the footings and replacement with densely compacted fill. Two feet of overexcavation and backfill should be allowed for in all areas � Y 17946-01 �T(� September 26, 2014 12 I PACCAR Renton Parts Distribution Center for all footings. The actual required depth will depend on conditions encountered and,therefore, the need for overexcavation should be assessed in the field on a footing-by-footing basis. ■ Slabs-on-grade can be used for support of the floor slab provided the upper 24 inches of subgrade have been recompacted to 95 percent of the maximum modified Proctor dry density. This may require some overexcavation and some moisture conditioning and recompacting of the site soils. This earthwork will be greatly simplified by conducting these operations during extended periods �, of dry weather. ■ Slabs can be designed using a modulus of subgrade reaction equal to 250 pci (based on a 1- by II 1-foot plate). �I ■ Slabs should be underlain by at least 6 inches of free-draining sand to act as a capillary break. , Permanent Drainage Considerations ' Given the presence of near-surface groundwater at the site,we recommend that the proposed ' building have a permanent drainage system to minimize the risk of moisture problems. We offer the following recommendations and comments for drainage design and construction. Perimeter Drains We recommend that the building be encircled with a perimeter drain system to collect seepage. The drain should consist of a minimum 4-inch-diameter perforated PVC pipe, enveloped by 6 inches of drainage material on all sides. The drainage material should consist of a free draining, well-graded sand and gravel (as specified in the Pipe and Utility Vault Bedding section). All drainage pipes should be installed near the footing base level and should be sloped to gravity drain away from the footings and should be hydraulically connected to a suitable discharge outlet point. Clean-outs should also be installed for maintenance purposes. Sub-Slab Drainage Based on the static groundwater level in our site explorations (about 10 feet deep),we do not at this time anticipate the need for a sub-slab drainage system, provided that perimeter drains are installed as described above to collect locally perched groundwater seepage. However, if groundwater conditions are different from those described in this report are encountered during construction, Hart Crowser should be notified so we can reevaluate sub-slab drainage requirements.Slabs should be underlain by at least 6 inches of free-draining sand to act as a capillary break Runoff Water Roof runoff and surface water runoff should not discharge into the perimeter drain system. Rather, these sources should discharge into separate tight-line pipes and be routed away from the building to a storm drain or other appropriate location. � 17946-01 Y September 26, 2014 �w�R PACCAR Renton Parts Distribution Center � 13 Grading and Capping Final site grades should slope downward away from the building so that runoff water will flow to suitable collection points, rather than ponding near the building. Ideally,the area surrounding the building would be capped with concrete,asphalt, or low-permeability(silty)soils to reduce surface water infiltration. Pavement Subgrade Considerations Site pavement is expected to consist of either Asphaltic Concrete (AC) or Portland Cement Concrete (PCC)for light to moderate traffic loading. Based on the site explorations,the upper fill soils generally consist of loose to dense Sand, and silty Sand.These near-surface site soils are generally considered suitable for pavement subgrade support,given proper subgrade preparation during construction (see the Structural Fill section). Within pavement areas,the near-surface soil exposed by the removal of su�cial organics should be compacted to a minimum density of 95 percent of the maximum dry density using the modified Proctor method (ASTM D-1557). Then the subgrade should be proof-rolled with a loaded dump truck or heavy compactor to verify a firm and yielding subgrade condition. Any localized zones of yielding subgrade should be overexcavated to a maximum depth of 12 inches and replaced with a suitable structural fill material (granular subbase course). Alternately, a suitable geofabric may be used to stabilize the soft subgrade and minimize silt migration into the pavement section, based on a field evaluation of subgrade conditions. Localized soft areas may require more extensive preparation. Any structural fill within the upper 2 feet of the subgrade level should be compacted to at least 95 percent of the modified Proctor maximum dry density(ASTM D-1557};fill material below this 2-foot depth should be compacted to at least 90 percent. We recommend that a Hart Crowser , representative be retained to verify the condition of the subgrade,granular subbase, and crushed rock ' base course before each successive layer is placed. Placement of this subgrade should occur as part of the preload fill placement. Structural Fill Structural fill is recommended beneath footings, slabs-on-grade, and pavement sections. The suitability of soil used for structural fill depends primarily on its grain size distribution and moisture content when it is placed. As the fines content(that soil fraction passing the U.S. No. 200 Sieve) increases,soil becomes more sensitive to small changes in moisture content. Soil containing more than about 5 percent fines(by weight)cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. Structural fill must also be free of organic matter and other debris. For fill placement during wet-weather site work,we recommend using clean fill, which refers to soil that has a fines content of 5 percent or less (by weight) based on the minus 3/4-inch fraction. We make the following general recommendations about structural fill. � � 17946-01 ��QN/,Sffj September 26,2014 14 I PACCAR Renton Parts Distribution Center ■ Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small, hand-operated compaction equipment is used to compact structural fill, fill lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. ■ The maximum particle size within the fill should be limited to two-thirds of the loose lift thickness. ■ Compact structural fill to a minimum of 90 percent of the modified Proctor maximum dry density, as determined by ASTM D 1557 test procedure. Within 2 feet below pavement subgrades and within full depth below footings and slabs-on-grade, structural fill should be compacted to a minimum of 95 percent. ■ Control the moisture content of the fill to within 2 percent of the optimum moisture content based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density. ■ In wet subgrade areas,clean material with a gravel content (material coarser than a U.S. No.4 sieve)of at least 30 to 35 percent may be necessary to bridge the weaker subsoils. ■ A representative number of in-place density tests should be performed on structural fill in the field to verify adequate compaction. Use of On-Site Soil as Structural Fill We provide the following recommendations for reuse of on-site soil as structural fill material. ■ Sand,and silty Sand.We anticipate that most of the granular shallow soil may be reused as general structural fill, provided that all organic material and other unsuitable debris is removed. It should be noted, however,that some of the existing fill soil is silty and,therefore, moisture sensitive and difficult to compact during wet site conditions. Moisture conditioning(i.e.,drying) of i the site soil may be necessary to achieve adequate compaction. I ■ Silt,clayey Silt,and Peat. Some of the shallow material may consist of fine-grained material such as Organic Silt or Peat. These fine-grained soils do not appear to be suitable for reuse as structural fill at their present moisture content. This soil may only become suitable for reuse during a period of dry weather if it can be aerated to reduce moisture content. Note that this fine-grained soil is extremely moisture-sensitive and is not likely to be suitable for use as structural fill during wet conditions. However,the silt may be suitable in non-structural fill areas,where a lower compaction may be feasible. Peat may not be used as structural fill. We recommend that any excavated soil intended for reuse be stockpiled separately and reviewed by the on-site geotechnical engineer or geologist for suitability. Such stockpiles should be protected with plastic sheeting to prevent them from becoming overly wet during rainy weather.The existing soil is not suitable for use as free-draining material. � 17946-01 � September 26, 2014 ��R PACCAR Renton Parts Distribution Center � 15 lmported Structural Fill Imported structural fill should be a well-graded sand with a low fines content, and free of organic and unsuitable materials. Generally,the requirements of the imported structural fill for most applications should consist of well graded sand and gravel with less than five percent fines based on the minus 3/4-inch fraction and with at least 30 percent coarser than a US No.4 sieve. CONSTRUCTION CONSIDERATIONS The following sections provide our recommendations for site-specific construction considerations. Temporary Open Cuts All temporary soil cuts for excavations greater than 4 feet deep should be adequately sloped back to prevent sloughing and collapse, in accordance with Occupational Safety and Health Administration (OSHA)guidelines. If temporary sloping is not feasible based on site spatial constraints,the excavation sides should be supported by internally braced shoring systems (trench box, etc.). Appropriate temporary slope inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the responsibility of the contractor to ensure that the excavation is properly sloped or braced for worker protection, in accordance with OSHA guidelines. Generally, according to these guidelines, loose granular soil and soft cohesive soil (Type C soils) require a maximum cut slope inclination of 1.5H:1V,while a maximum slope inclination of 1H:1V is typically allowed for dense granular or medium stiff to stiff cohesive soils (Type B soils). If groundwater seepage is encountered within the excavation slopes,the cut slope inclination may have to be flatter than 1.5H:1V. We make the following additional recommendations for temporary excavation slopes. ■ Protect the slope from erosion with plastic sheeting for the duration of the excavation to minimize surface erosion and ra�eling. ■ Limit the maximum duration of the open excavation to the shortest time period possible. ■ Place no surcharge loads(equipment, materials, etc.)within 10 feet of the top of the slope. Temporary Excavation Dewatering The groundwater level was observed at a depth of about 8 to 12 feet at the time of our site explorations. For relatively shallow site excavations,which may encounter perched seepage, we anticipate that an internal system of ditches,sump holes, and pumps will be adequate to temporarily dewater the excavations. However,site excavations deeper than about 8 feet may encounter the static groundwater table,for which more significant dewatering efforts may be needed. Dewatering site excavations should be the responsibility of the contractor. The contractor should consider the effects that dewatering may have on the surrounding ground conditions and subsequent settlement and lateral ground movement. � Y 17946-01 ��w�R September 26,2014 16 I PACCAR Renton Parts Distribution Center For most construction applications,the contractor will likely want the groundwater table to be at least 1 foot below the bottom of the excavation to avoid soil disturbance from seepage forces and protect the native subgrade at the base of the excavation. Depending on the soil conditions, ditching and sumping may be an effective method of controlling the groundwater if the bottom of the excavation is at or near the groundwater table. However, in cases where the bottom of the excavation is more than about 2 to 3 feet below the groundwater table, it will likely be more effective to use a wellpoint system as a means of controlling the groundwater. If this is the case,the contractor should be required to develop, and submit for review, a site-specific dewatering plan for deeper excavations. Utility Trenching and Installation Considerations General utility installation recommendations are provided in this section of the report. It should be noted that these may be superseded by local municipal utility installation requirements. Pipe and Utility Vault Bedding Generally, imported structural fill is required for bedding. The bedding layer thickness should be at least 6 inches. In the case that unsuitable subgrade soils(such as very soft or organic soil)are encountered at the base of excavation,the thickness of the bedding materials should be increased by �I at least 1 foot. Close to or below the groundwater level, a layer of quarry spalls or clean crushed rock may be required within overexcavated areas to stabilize the trench base prior to placement of the bedding material. The bedding materials should meet the WSDOT 9-03.12(3) requirements except that the amount passing the No. 200 sieve should be less than 5 percent(based on the minus 3/4-inch fraction). The bedding materials should be compacted to 90 percent of the modified Proctor maximum dry density. Pipe Zone Backfill The pipe zone extends from the top of bedding to 6 inches above the top of the pipe. Structural fill within this zone should meet the specific gradation requirements associated with the utility being installed and should be placed in lifts and compacted to 90 percent of the modified Proctor maximum dry density. Utility Trench/Vault Backfil! The recommendations for the utility trench backfill above the pipe backfill zone depend on the location and depth of the backfill. In structural areas,the upper 2 feet of backfill below the pavement section should consist of clean on-site or import structural fill, placed in lifts not exceeding 8 inches in loose thickness and compacted to a minimum of 95 percent. Below the upper 2 feet,on-site soil can be used for backfill and should be compacted to a minimum 90 percent. In non-settlement-sensitive areas,on-site soil can be used with minor compaction effort. Note that many municipal standards for construction work within right-of-way areas require 95 percent density, based on the standard Proctor test(ASTM D-698). This requirement is generally equivalent to about 90 percent compaction using the more stringent modified Proctor criteria (ASTM D-1557). �s ' 17946-01 Y September 26,2014 �� i I PACCAR Renton Parts Distribution Center I 17 Compaction Equipment Generally we recommend that hand-operated compaction equipment be used within 12 inches of any pipe, catch basin, or similar structure to reduce risk of damage. More than 12 inches from pipe and structures, it is common to use a vibratory plate compactor attached to a backhoe(i.e., hoepack), or even a self-propelled roller. The contractor should be responsible for selecting appropriate compaction equipment and adjusting the lift thickness and moisture content of the backfill as needed to assure adequate compaction and avoid damage to the pipe. In general, heavy mechanical compaction equipment should not be allowed over the pipeline until the backfill is at least 2 feet I above the top of the pipe. For hand-operated compaction equipment,the loose lift thickness should '� not exceed 4 to 6 inches. '�, RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES Recommendations discussed in this report should be reviewed and modified as needed during the final design stages of the project. We also recommend that geotechnical construction observation be incorporated into the construction plans. The following sections present our recommended post- report geotechnical engineering services specific to this project. I �i Post-Report Design Services We recommend that Hart Crowser be afforded the opportunity to review geotechnical aspects of the final design plans and specifications to confirm that our recommendations were properly understood and implemented in the design.We will be available to discuss these issues with the design team as the design develops and as needed. Specifically,we recommend the following additional design services: ■ Provide geotechnical engineering support to the civil/structural engineer during preparation of project plans and specifications; and ■ Prepare geotechnical review letters in response to geotechnical plan review comments by the building department as part of the permitting process. Construction Observation Services Because the future performance and integrity of the structural elements of the project will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction pracess. The purpose of our observations is to verify compliance with design concepts and recommendations, and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. Consequently, we recommend that Hart Crowser be retained to provide the following construction support services: � Y 17946-01 �� September 26,2014 18 I PACCAR Renton Parts Distribution Center ■ Review geotechnical-related construction submittals from the contractor to verify compliance with , the construction plans and the recommendations of this report. ■ Attend a pre-construction conference with the contractor to discuss important geotechnical- � related construction issues. , ■ Observe all exposed footing, pavement, and slab-on-grade subgrades after completion of stripping I'�, and overexcavation to confirm that suitable soil conditions have been reached and to determine '! appropriate subgrade compaction methods. ■ Observe the construction of the preload to confirm its conformance with the geotechnical design recommendations and the construction plans. ■ Observe the installation of all perimeter drains,wall drains, and capillary break layers to verify their conformance with the construction plans. ■ Monitor the placement of all structural fill and test the compaction of structural fill soil to verify confirm conformance with the construction specifications. ■ Monitor and test utility backfill. ■ Provide assistance with any other geotechnical considerations that may arise during the course of construction. 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PACCAR Parts Distribution Center Exploration Location and Number Renton, Washington 3 � B-101 • Boring (Hart Crowser) A A� Approximate Cross Section � ��' Location and Designation N Site and Exploration Plan � CPT-101 O Cone Penetrometer Test (Hart Crowser) � 17946-01 9/14 � 0 100 200 N CW-3D O Historical Exploration � Figure o Scale in Feet Q Source: Aerial photograph from ArcGIS Online.2014. ��Q� � w CPT-106 � A �,�,> A West (Shifted 26.5�E CPT-108 East so��is�a�Ga�ty� CPT-107 CPT-109 �22,� 50 HC-2 �128�� 9�� 50 �37�� sg� �q�� GT-7isBn � w�� sBT> � c4t► �sBr� � cQt► 86420 � o a o �2�� , n� w a cn � ^� � a N 86420 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 86420 0 0 0 0 0 0 8642� o 0 0 0 0 0 14 --� F 8 4 � 13 �16 :- �� . 25 Intermixed soft to stiff silty ATD 12 � ATD 74 10 Intermixed soft�to stiff silty SAND to �� 25 SAND to loose,to � s loose, to medium dense SAND with � medium dense SAND 5 ' 20 Intermixed very highly organic material � z0 with organic material , compressible SILT 4 30 sz and PEAT � _ — — —?— _ _ _ _� �— 17 r�— � � � � �?— — — — —� 7 7 p � � — — �' s, � �� Intermixed soft to stiff p �_ _ _ 6 _ 40_ _� � ?— � silty SAND to loose, to a0 � 47 � Dense to very dense SAND, medium dense SAND �— ,o �so '�- 62 GRAVEL, and silty SAND with organic material � _?— — —? � � �sa�i.s _ — — — li 79 � — — —? —�— � � � Intermixed soft to stiff silty SAND to zz _�_ _ - - � loose, to medium dense SAND with 15 - -� c � ° -25 organic material �s j� 49 -25 �� / � Dense to very dense SAND, � �_�s � GRAVEL, and silty SAND . � w 35 ?p2 — � —?— — —? 50/5' — � �— 25 \ -50 � � � ,9 —� Intermixed soft to stiff silty SAND to -50 �' �? �— —� loose, to medium dense SAND with � _ 6 Medium stiff to � 29 organic material • 59 hard CLAY to � �� Sz — � silty CLAY ZB — —? asnr � — —?— — —� _�� sas- �s ' -75 -75 Very dense,trace to slightly silty, gravelly SAND and sandy GRAVEL -100 -100 Note: Contacts between soil units are based upon interpolation between borings and represent our interpretation of HC-2 Exploration Number CPT-109 Soil Behavior Type (SBT) subsurface conditions based on currently available data. (s�') (Offset Distance) (s�� (ssr) �qt) 1 Sensitive fine grained Ex loration Location $6 4 z o 0 0 0 0 0 0 2 �rganic soil p � � � � � 3 Clay PACCAR Parts Distribution Center 3 �� 4 Clay&silty clay Renton, Washington Water Level � 5 Clay&silty clay o ATD 6 Sandy silt&clayey silt ' �� 7 Silty sand&sandy silt Generalized Subsurface Profile A-A' � 9 Standard Penetration Resistance in 8 Sand&silty sand � Blows per Foot 9 Sand 17946-01 9/14 a �o Sand 0 50 100 11 Very dense/stiff soil � Figure o i2 Very dense/stiff soil Scale in Feet a H�t�O�ow� 3 w Intermixed very highly compressible Intermixed soft to stiff silty SAND to SILT and PEAT loose, to medium dense SAND with organic material CPT-107 CPT-106 CPT-109 CPT-101 , B (93') �104') (24') �3') B Southwest CPT-103 (Shifted 9'SE (Shifted 46'NE CPT-105 Shifted 52'NE � �sr,�fted za.s rvE Northeast �5�� for visual clarity) for visual clarily) ��9�� for visual clariry) for visual clarity) rJo (SBT) I (qt) �..1C'2(SBT1 (q�) (SBT) (4t) ISBT) � (q�� B-101 �J� GT-7 (SBT) 1Qt) (SBT) (Qt) asaz� � � � � � � ��') 0 0 0 0 0 �70��86420 0 0 0 0 0 56420 0 0 0 �32�� 86420 0 0 0 � n� a cn � w A 0 0 0 0 0 0 � a o 0 0 0 0 0 86420 0 0 0 0 0 0 86420 0 0 0 0 0 Intermixed soft to stiff 14 -- - .� � -'"�' silty SAND to loose,to � 13 � �a 25 =� 10 medium dense SAND ATD�6 '0 r ,o A� '0 �o � �� ' ,o Cluster Cone 2 � with organic material 1z Intermixed soft to ,� " �x ATo 25 �� 20 z9 stiff silty SAND to 6 — - - - Ve hi hl 5 loase, to medium ��' zo � � za — �— — — — �— — — '_ — — — —� i° � ?- - - - - �- - - - � —? - - - - '�- - - - -� a� - - - - -� �' g y ' dense SAND with 3 ' • . . so compressible g . -� sz � — — — — �— — — — — �— — — — ? '0 — — —? organic SILT 4 or anic material so 17 �_ _ _so _ _ � _ _ �— __ � � ?- - - - - ? - - - -'?- - - - - -� - - - - 46 — 7 0 ?— — — — — —? ?— — — — — — — �� Intermixed soft to stiff silty SAND � Q � � — — ?— — _ 6 _� � _ _ _ 40 _ _ 8 _� to loose,to medium dense 40 Dense to very dense SAND, a� ,� SAND with organic material � GRAVEL, and silty SAND ?-�o — — —•� 6z � — — — — ?— — — — — — — — —? � so — ?- - - - ?- - - - - -. ' � � ` �� _ _ so N ' � � t9 •— - - - -? � � Dense to very dense SAND, � •� ,5 _ —?� — — — �� GRAVEL, and silty SAND o -25 Intermixed soft to stiff �� as -25 ,s �• Very highly compressible ia silty SAND to loose,to � � Dense to very dense SAND, � GRAVEL, and silty SAND organic SILT a�'� medium dense SAND �15 - - � � w with organic materiai 3s ?22 - - - - - - � - - - � sois- - - - ? ?- zs -50 � ` � � ,9 Intermixed soft to stiff silty SAND to -50 �' �Z ?— —? loose,to medium dense SAND with � _s Medium stiffto�� — �' —� organic material • 59 � hard CLAY to � � _2 sz � silty CLAY ' 28 — — — -? asn r \ _� _ � —� � — �s. - - -� �s ' -75 -75 Very dense, trace to slightly silty, gravelly SAND and sandy GRAVEL -100 -100 Note: Contacts between soil units are based upon interpolation between borings and represent our interpretation of HC-2 Exploration Number CPT-109 Soil Behavior Type (SBT) subsurface conditions based on currently available data. �3�� (Offset Distance) (s��> �ser► �yt) 1 Sensitive fine grained 2 Organic soil Exploration LoCation a s 4 z o � � � � � 3 Clay PACCAR Parts Distribution Center 000000 �, ° � 4 Clay&silty clay Renton, Washington 3 Water Level s Clay&silty clay o ATD 6 Sandy silt&clayey silt 0 10 7 Silty sand&sandy silt Generalized Subsurface Profile B-B' e Standard Penetration Resistance in 8 Sand&silty sand � 9 Blows er Foot p 9 Sand 17946-01 9/14 � 10 Sand 0 50 100 � �� Very dense/stiff soil � Figure ° �2 Very dense/stiff soil Scale in Feet 0 a H��O�ow� 4 w ,- Tatal Settlement - " {in} o- a. _, - 0_ OQ 4� � ' ` 1_ 4 0 �� 4 _v� _ _ _ � _ _ _ _ ,,,_�,. �. � �.�_ � _._ _ _ _ .__. _ � - - - - - �?� �� 2_ 8 Q - ,- � � - � � � 4_ ZO - _-,�- _ _ -_ _.- _ ' '�' � 5_ 60 �+;� � - � �,-�,_,i�FT-1 ll � �_ o 0 s s_ �o . � p _ .� _ _� ��O � n r r 4� -, _ � ' _ y.. _ � ��r lk.[i il.ri � �_ �Q � u �� -' O O O O O 4 �7 � 4 � _- ��p i�� fi � 11_ �� ' i°T-102 !�? i2_ �o � � � � � c�� oo , -� �fi �� u__a o �� _ � _ `�} �� n � � 14_ 00 _ -� r� , r� ti, � �', :; max {stag�} = 13_ c6 §t � �n �' °� � G��oc� � o � n i �' a"n �� ; - ! max �all} : 1�_ 50 i _ � n O ` � � - n G O 4 C� Q C� �] r O- ,'- '� � 4 C� r C� n �� n'n �," - r � � - � r��' I y _ O 4 f4 O O O �� - r " L� � � O i� i_i. �_i '� = E-':',' {=ttlem�rt Li^� p " r1 � �n q r'f �_� r�_�� o- a ra _ G CPT-106`��° �_`'o r;�-'�� - i�$ c� U n p �� r� r� � _ t} { - - r r� ��r r� �� n u`� '- ' _� �•,-� c=t�l=mSriLir-- _ � _ � - �� r �� i_�_i_i i i iJ �] i i 0_ r� _ � i� [� t��u 4 O 4r}�] � � �� i iJ [� fj Q O V _ �•' �~C� n �� JL�O _ � 1 � c , ,<... :' -- -- -- -- -- -- -- -- -- - L� -i �`��``� O— �� - -- -- -- -- -- - -- -- � �` c�t'�a� ' '_' "�� - � _ ... m . .. _ LL ' ,. . , :-.- ��,.: � �.. .. :....... � � ...:� ..- ,- ....:� .,.-.� ..,.. � � � 01 LL O a m � � . . � � � � � � � � . � � . � . � m -�i Q� � � � -1d0 � � � . ��. . . � � � � � .�0� . . . � . . � .��. . . . � � � . .�a� � � . � . � . .�Q. c LL O `° PACCAR Parts Distribution Center � � Note: Renton, Washington � (1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only. o (2) Settlement contours are the anticipated deformation values at the current ground surface following 6 months of the spedified preloading. Settlement at end of 6-month preload period a J Q 17946-01 09/14 � � Figure m V 0 w � m �� , Tatal Settlement - {in� o ' 0_ 00 o- 4� ' , —. F-`I==ti E<!_�t �� 1--,r-��, 0. 3 0 0_ 60 � � -�—�` � o. �a - ��Il�lny Fp�tCflr. ? � � 1_ �� ' 1_ �� - CPT-1 - --� 1_ 8 4 oa _ _ oa p " r o _ - - r r r� �� r � �_� r� _ � �� r n Z. 10 � � -��- ��, 4�� i� r� --_��`--,_� _ - � _� � -�-,_� r� -- --- �i n rr i� ��f� � . �_ 40 T-1 a�;'``�o �� --��"1--s`-� c-o ?.� I �� 1� �-� � � � 2_ 7 0 " 1 f� � � �ar_O �.� � O - ti. r� �- r �. �� O_V _ ; ::, t_� r} w. ��n �:� � mar. �st age} = 1_ 99 �, '-'�� n r n r r r� p p ,�� r n � f m$7C {$11} : 2_ ,5 4 ,-, � r � � Q �Z �C� �-r - Q 4 Q V Q _ ,'~r� �� 1 � �[i i-��` p Q�i� V�O ��1� � - _ _ � _ �_ ___ , 1 - i - � � -+- =�_:��= q r� r� p �� r�� C r�� , if5 ii [i il�•r ��j L � � C-„ -_'-�` rcr; _j^- f� - � l. f! p �� 4 u '� �_� G O_G - O- �� ' .;-_— i' tl�� r' N � ri C r}r ,�h p n �,- r� � � n"r r'^4ti �y �� t " O d C�_�� r r� r� �� . rti r� � �� C J OL r� �� r� "`or..,� Q �' ' 'v-S S�ttleT_�t Li�` p ' r ��_�� r� r� O O - O- C�'G O C7 ��'G _ � _ � � _ � [�_i i i i ii Q [i n _ � �� l{ C'� � C� V V O L U � - � - - - -- - �� i i o- ..(1P -10�3``- `� -- - - - -- -- - -- - �, . 1= � � m - LL d 7 J O1 LL C O a 2' I � � � � � � i � i ' � � � � � � � � � I � • • • � � � � � � � � � � � � � � • I � � � � � � � � � I • � � � � � i � � 1 � � � � � � � � � � � -20� -1�0 a 100 2J0 ?A4 44o Fa� LL ' "s �° PACCAR Parts Distributi�n Center � � ' Note: Renton, Washington a � (1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only. Relative settlement at end of 6-month preload o (2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload. period a (3)The contours represent the calculated rebound from preload removal. v 17946-01 09/14 � � Figure N O � W ��►��/V�VIIJLL� � m Total S�ttlement - {in} o— Q_ OQ '�' 0_ 3 0 Prelos� Ext�nt �� 0_ 6Q o_ �a - e:.�i=�� _=��'�� - - -- � ...I �� 1_ �a �' ' ��r£' '�P -1� : 1_ .�0 �V ��_� �� • 1_ 8 0 �_ �� r� ` _ - r , -� . ' -— _ -��'`� �:� �. 2_ 10 � �� ✓�.�`_� �--��fF,� �_�--�= � '`-�� r Z_ 4 O � + I'�4.J L � _ � 4''i i�''.i [`-� . f r +� �7�y i t_n�. _ i l'.�� I_.J t j j i � 1 L. !V _ '� � �' �-- �- �-F ~ �_ � �Y' �_ a o _ � � � ,' � ��5i`-{-, ~� ' �,t `' - `" �� l '� ( L�S7G �St 8{J�� " �_ �� _ , �.,�� ,_,�� 2y`� ��, ,-� I, r i � m$� c$�� : z_ .�� r 5, � '+ � _- r j-�' �---., ,,-� ._ � '_ r O ,� r - � r �'v` J - �^ - � � O— � � � i}r_i�_ i � ' . V � � ! � ,.` --��-,��. `�,�" � — . � 5 ` " � -� I •,�I�S ��- - _`'1"y ''�` � i i�i �i r �� _ i �� _ l� r� r �-';'� '-=r'�= ' _ : Lt"'� ' I r• p �� r�i � - r�� r■ i o- U � � T-1 Q h�5 --�-� � �``��. ��_' � `� � �k` � u�� 1 C� `� --"� �� - [ � � � _ �' �- ti� �i 4 rr i c �_ �, � , � , � _ � � ,- - t � + _ ',-�_ ==t:l�m=r: Li"� � �� .t� � r_ i � Q r' "�. O— i � '1?� � ' - �k �� , �� 1 . L - { ' � ti ' , •��r � � , .� � � ti f _ ,I �---�� , �,�. � - � � �� ( �. .J ~~-- —_ � � - y— —_ c� .1 - i _' __ __ _ _' __ " __ '_ �'ti i�� O— � _ ,'.h�� ' x _ - - - ��`~ - X N N 3 m N J m LL r O �- I � � � • � � � � ' � � • � � � -200, . , . � , , , .1D0 � Q . . . .100. . , , � . . . ,2'a0. . , . � , . . .��. . , , � . , . .��. , . . � . , , ,��. � LL 0 `° PACCAR Parts Oistribution Center m r � Note: Renton, Washington � � (1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only. Relative settlement at end of 40-year building o (2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload. design life ° (3) Calculated deformations are based on fully loaded 2 ksf footings. � 17946-01 09/14 � � � Figure °' u 0 w 7 m Hn�rC�rows� _ — __ _ - _ _ — - Distance vs. Total Settlement Distance(ft) 0 50 100 150 200 250 300 350 400 0 i ._...---J—, � �� 'I � ! � ' 0.5 � ' , i , , , i I , ; i I -_� 1 -- _ ---- __ _- - --- _ _ --_ '' ' _----- _ ------ --- -- ---_ -- _-- _._ _ .-- c ' .. c � ' I 3 1.5 - -- - --------- ---- --- � - — -_ ----- .. � v , � m j .-� i � ~ � ' i � - , �� i ; � 2.5 _ , ' � , 3 __-------— ' —-- — - --_ _ _---------- - -- --- ----- -- ---- ------ --------- — __._ — ---- Removal of Preload (Month 6) Add Footings(Month 7) Footing Settlement(Month 7.5) Add Floor Slab(Month 7.5) 1 Month After Construction 40 Years After Construction x m X N N J @ LL N J O1 LL r O 2 N � � C LL ° PACCAR Parts Distribution Center Q m � Note: Renton, Washington a � {1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only. Relative settlement over time along E-W o (2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload. settlement section line � (3) Calculated deformations are based on fully loaded 2 ksf footings. � 17946-01 09/14 � � Figure � � a w O m , O Distance vs. Total Settlement Distance(ft) 0 50 100 150 200 250 300 350 400 0 i ,� f . , � ; � 0.5 ��- " I - ---- _ — , ' , ; � a � � � � � , 1 _- _ _ :--__-----_ _ -- - ------- -- ------ --_ ___ _ _----- _-- --- --- _ _ -� c M � d � �' 1.5 _ _ - ----- - �. .. d H � I 2 - , � - , ' I ; 2.5 ' ' ' , ' � 3 ; � Removal of Preload (Month 6) Add Footings(Month 7) Footing Settlement(Month 7.5) --- Add Floor Slab(Month 7.5) 1 Month After Construction 40 Years After Construction x N � .- -. __.. _.._..._'_ _-.-_ -. _ - _ ---- -- __--- __ "._ ________._ -- _-_ - _ _____ _ __.._.__.___- "_______-_ . � m LL N N � O1 LL C O N � A � LL O �° PACCAR Parts Distribution Center � � � Renton, Washington � NOt@. „ (1) Illustrated Settlement is for the proposed building location as of September 24, 2014 only. Relative settlement over time along N-S o (2) Reformation contours showthe anticipated settlement at the ground surface following the removal of the preload. settlement section line a (3) Calculated deformations are based on fully loaded 2 ksf footings. � 17946-01 09/14 N � Figure � o V w m �� APPENDIX A Field Exploration Methods and Analysis � � 17946-01 /�/%�j'j�Q�l�/,S[f; ' September 26, 2014 APPENDIX A FIELD EXPLORATION METHODS AND ANALYSIS II This appendix documents the processes Hart Crowser used in determining the nature and quality of '� the soil and groundwater underlying the project site addressed by this report. The discussion includes ' information on the following subjects: ' ■ Explorations and Their Location; ■ Mud Rotary Borings, ■ Standard Penetration Test(SPT) Procedures; ■ Shelby Tubes; and ■ Cone Penetrometer Probes. Explorations and Their Location Subsurface explorations for this project include mud rotary borings and cone penetration tests. The exploration logs within this appendix show our interpretation of the drilling(probing/excavation), sampling,and testing data. The logs indicate the depth where the soils change. Note that the change may be gradual. In the field,we classified the samples taken from the explorations according to the methods presented on Figure A-1- Key to Exploration Logs. This figure also provides a legend explaining the symbols and abbreviations used in the logs. Location of Explorations. Figure 2 shows the location of explorations, located by GPS with a horizontal datum of WA Sate Plane North. The ground surface ele�ations at these locations were interpreted � from elevations shown on the site plans by Barghausen,dated May 5, 2014 The measurement method used determines the accuracy of the location and elevation of the explorations. Mud Rotary Borings With depths ranging from 35 to 55.5 feet below the ground surface,two mud rotary borings, designated B-101 and B-102,were drilled from June 16,2014,to lune 17, 2014. The borings used an approximately 5-7/8-inch-diameter tri-cone bit and were advanced with a truck-mounted drill rig subcontracted by Hart Crowser. The drilling was continuously observed by an engineering geologist from Hart Crowser. Detailed field logs were prepared of each boring. Using the Standard Penetration Test(SPT),we obtained samples at 2-1/2-to 5-foot-depth intervals of interest and collect undisturbed samples with a modified shelby tube. The boring logs are presented on Figures A-2 through A-3 at the end of this appendix. Standard Penetration Test Procedures This test is an approximate measure of soil density and consistency. To be useful,the results must be used with engineeringjudgment in conjunction with other tests. The SPT(as described in ASTM D-1586)was used to obtain disturbed samples. This test employs a standard 2-inch outside diameter split-spoon sampler. Using a 140-pound autohammer,free-falling 30 inches,the sampler is driven into � � 17946-01 H/��R September 26,2014 A-2 I PACCAR Renton Parts Distribution Center the soil for 18 inches. The number of blows required to drive the sampler the last 12 inches onlv is the Standard Penetration Resistance. This resistance, or blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blow counts are plotted on the boring logs at their respective sample depths. Soil samples are recovered from the split-barrel sampler,field classified, and placed into water-tight jars. They are then taken to Hart Crowser's laboratory for further testing. !n the Event of Hard Driving Occasionally very dense materials preclude driving the total 18-inch sample. When this happens,the penetration resistance is entered on logs as follows: Penetration less than 6 inches. The log indicates the total number of blows over the number of inches of penetration. �i, Penetration greater than 6 inches. The blow count noted on the log is the sum of the total number of I��, blows completed after the first 6 inches of penetration. This sum is expressed over the number of '� inches driven that exceed the first 6 inches. The number of blows needed to drive the first 6 inches 'i are not reported. For example, a blow count series of 12 blows for 6 inches, 30 blows for 6 inches, and 50{the maximum number of blows counted within a 6-inch increment for SPT)for 3 inches would be 'I recorded as 80/9. , Shelby Tubes � To obtain a relatively undisturbed sample for classification and testing in fine-grained soils, a 3-inch- , diameter thin-walled steel (Shelby)tube sampler was pushed hydraulically below the auger(as described in ASTM D 1587) using a piston type sampling method. The tubes were sealed in the field and taken to our laboratory for e�rusion and classification. Cone Penetrometer Probes We used a cone penetrometer to probe the subgrade soils for this study. Completed by Insitu Engineering,the probes, designated CPT-101 through CPT-109, were advanced to depths ranging from , 2 to 43.64 feet below the ground surface from June 16, 2014,to June 18, 2014. This figure also shows � '� the classification method used to develop the soi!behavior index represented on the individual logs for �, �I classification purposes. The piezocone is arranged to measure the following parameters,which are j ' used for the soil classification: I� ' I ■ Tip resistance, Q� in tsf(resistance to soil penetration developed at the cone tip); il ■ Friction resistance, FS in tsf(resistance to soil penetration developed along the friction sleeve�; and I ■ Pore water pressure behind the cone tip, Ubt in psi. � The system is mounted on a tracked truck which provides the necessary reaction for the applied loads. � � 17946-01 !� September 26, 2014 �r�� PACCAR Renton Parts Distribution Center I A-3 The electric piezocone penetrometer test procedure involves hydraulically pushing a series of cylindrical rods into the soil at a constant rate of 2 centimeters per second and subsequently monitoring soil and pore fluid response near the conical tip. The cylindrical rod at the bottom of the drill string houses the pressure transducer and load cells which, during probing, measure the parameters indicated above. To be useful,the results must be used with engineering judgment in I conjunction with other tests, preferably the SPT procedure,which allows soil sample collection for I� direct comparison purposes. Tests were performed in general accordance with procedures outlined in ', ASTM D 3441,Standard Method for Deep, Quasi-Static,Cone and Friction-Cone Penetration Tests of ', Soil. The cone system is mounted on a truck or bulldozer to provide the necessary reaction for the applied loads. The cone tip has a surface area of about 10 square centimeters(cmz) and an angle of 30 degrees from the axis. The friction sleeve has a surface area of about 150 cmz. Prior to testing, a plastic filter element,which has been saturated under vacuum in glycerin, is placed behind the cone tip. This filter element transmits pore pressures to the transducer. Load cells measure end resistance on the tip and frictional resistance on the friction sleeve. As the cone penetrates the soil, measurements are continuously recorded on a portable computer at depth increments of about 5 centimeters. The classification method used to develop an interpreted soil profile is based on normalized parameters provided by the piezocone,as there are no soil samples collected with a penetrometer system of this type. The relationship between the cone tip resistance and friction ratio,which has been normalized for soil overburden stresses, can be established to predict soil behavior(Jeffries and Davies, 1991 and 1993). This relationship has been applied to the soil classification chart developed by Robertson as reported in Lunne et al., 1997 (refer to Figure A-1 [Sheet 2/2])according to the following equation: ` l�. _ {3—log[Q•(1—Bq)]}, +[1.5+1.3•log(F)]` Where: I� =Soil behavior index Q = Normalized cone tip resistance q, —6,� Q— 6, co qT =Corrected cone tip resistance � 6vo =Total overburden stress dvo = Effective overburdens stress Bq = Normalized pore pressure B _ �a� 9 �lr -6,„ F = Normalized friction ratio � � 17946-01 �r��fr September 26, 2014 A-4 I PACCAR Renton Parts Distribution Center R 7 = f' •100% R�T ��rn fs =Sleeve friction The data provided by Insitu Engineeringforthese cones is included in Attachment 1. ( j _ i �_i Il '_. � � 17946-01 �i September 26,2014 ��(� Key to Exp/oration Logs Sample Description Classification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size. and Moisture plasticity estimates and should not be construed to imply field nor laboratory testing Dry Little perceptible moisture unless presented herein.Visual-manual classification methods of ASTM D 2488 Damp Some perceptible moisture, likely below optimum were used as an identification guide. Moist Likely near optimum moisture content Soil descriptions consist of the following: Wet Much perceptible moisture, likely above optimum Density/consistency, moisture,color,minor constituents, MAJOR CONSTITUENT. additional remarks. - -- --— � Minor Constituents Estimated Percentage Density/Consistency Trace <s Soil density/consistency in borings is related primarily to the Standard Slightly(clayey, silty,etc.) 5 - 12 Penetration Resistance.Soil density/consistency in test pits and probes is Clayey,silty,sandy,gravelly 12 - 30 estimated based on visual observation and is presented parenthetically on the lo s. Very(clayey,silty,etc.) 30 - 50 Standard Standard Ap proximate S ND Or GRAVEL penetretion SILT o�CLAY penetration Shear Strength - -- --— - -- j DenSity Resistance(N) ConSlStenCy Resistance(N) in TSF _ - ____ _ � in BlowslFoot ��B�o�F�� ' Laboratory Test Symbols ' Very loose 0 to 4 Very soft 0 to 2 <0.125 I� Loose 4 to 10 Soft 2 to 4 0.125 to 0.25 GS Grain Size Classification j Medium dense 10 to 30 Medium stiff 4 to 8 025 to 0.5 CN Consolidation ' Dense 30 to50 Stiff 8 to15 0.5 to 1A UU UnconsolidatedUndrainedTriaxial ! Very dense >50 Very stiff 15 to 30 1.0 to 2.0 CU Consolidated Undrained Triaxial ' Hard >30 >2.0 CD Consolidated Drained Triaxial � —— --- - QU Unconfined Compression � Sampling Test Symbols �s Direct Shear K Permeability , �� 1.5"I.D. Split Spoon � Grab(Jar) C 3.0"I.D.Split Spoon pP Pocket Penetrometer I Shelby Tube(Pushed) ` Bag Approximate Compressive Strength in TSF N Torvane � Cuttings Q Core Run Approximate Shear Strength in TSF — - - - - - CBR California Bearing Ratio SOIL CLASSIFICATION CHART MD Moisture Density Relationship SYMBOLS TYPICAL AL Atterberg Limits MAJOR DNISIONS GRAPH LE7TER� DESCRIPTIONS �—-�—--i Water Content in Percent CLEAN � / bVELL�GRhDEDGRAVELS,GRAVEL- 'i ` LIC�UIC�LI�TIIt GRAVEL GRAVELS � � - �� --�""- N2tUf8I ' AND , ,, GW F NES�AIXTURES,LITTLE OR NO I �__ __ . . PIaStIC LIRIIY . ' GRAVELLY ' �- � � aooR�v-GRnoeo Gftnve�s. � $DILS IlLfTTLEORNJFINES; '�. (�jP GRAVEL-SANDMU(TURES,LITfLE PID PhotoionizationDetectorReading � ' �-� � CR NC FMES , � conRse ; - ' CA Chemical Analysis GRAWED GRAVELSWITH �� o ' �a� s��ncannve�s.caave�-sANo- DT In Situ Densit in PCF � SOILS F�ORETHAN50`k FINES - .. GM SILTMIXTURES Y °RA°TaN ' - OT Tests by Others aer�weo on No. ,'. ._- ._ —... . ..._. _ - aSIEVE (APPRECIABLE �"� ,�' CL4VEVGRAVELS,GRAVEL-SAND- AMOUNTOFFINES; %'} T GC CL4VMIXTURES : ':x` Groundwater Indicators CLEAN$ANDS • • '� 'J�ELL-GRADE�SANDS.GRAVELL� •A��E THAN 505e �'N� Sw SANDS.LITTLE OR NO FMES -' 0=�dATERULL IS AND • • _ Groundwater Level on Date , �4RceRTH^N snN�r - or(ATD)At Time of Drilling NO.200 SiEVE �OORLV-GRADED SANDS, , SIZE SOI�S �LiTTLE OR NO FMES) SP �4AVELLV SAND.UTTLE OR NO • ' F'"Es Groundwater Seepage SANDS WITH SILTVSANDS,SAND-SILT . �TeSt PItS� MORE THAN 50% FINES � `SM MU(TURES OFCOARSE � �. . FRACTION -- '�, � PASSINGONNO. � � . 4SIEVE � qMOUN'OfFBIM1ESI �, � � SC MU�(T�R gNDS,SAND-CLAv Sample Key IVCRGANIC SILTS ANO VERV�WE , ' SANOS.ROCK F'�_OU9.SILTV OR � ML cav=r Fwe sANcs oR cv.vev Sample Type—, � —Sample Recovery � '� SILTS VdITH SLIGH'PLASTICITV i .. '� � " __ _ SILTS � IM1GRGNlIC CLAVS OF LOW TO ',. � �' FINE AND LI�UIO LIMIT � ME7 UM�LASTICfTV,GRAVELLV � 1'� � GRAINED LESSTHAN50 // C+L CLAVS,SANDVCLAVS,SILTVCLAYS, � CLAYS � LERVCLavS S � 23 � Soi�s � -- 50/3" '1 � OR3ANIC SILTS AND ORGANIC SiLT' ' Sample� � _ �� cthvs oF�oev Pwsriurv Number _ BIoWs per � — 6 inches � ;J MORE THAN 50?6 ��NORGANIC SILiS.MICRCEOUS�R ' S OFAIATERL1LiS MH CIATOMACEOUSFWESANDCR � �� SPMLLER T�AN SILTY SOILS NO.200 SEVE � :J SIZE - -- � ' m AIND LI(]UIGL�A'IT � INORGANICCLAVSOfHIGH �I � G�7EATE3 TNAN�0 '�. CN PLASTICITY CLAYS �. . --- . ' °��' = i _- ., I f/�Y�I �rI\O�I�IY■ � � OH '� ORGANIC CLAVS OF MEOIUM TO . � ', HIGH PLASTICITY,ORGANIC S�LTS ,� � 17946-09 6/14 �= -L- -'- � PEAT,HUTAUS SWAMPSOILS'!lITH �, HIGHLY ORGANIC SOILS y � � PT H cH oacaN�c�cNT=_NTs Figure A-1 � > LL Y �CTE�DUFLS`TA90_S?RE..SE�TO'�NCIC0.TE60RDEFLM=SOILCL4551=1�FTIONS I Boring Log B-101 Location: N 181715 E 1303607 Drill Equipment: CME 850lTrack/Mud Rotary Approximate Ground Surface Elevation: 37 Feet Hammer Type: SPT w/140 Ib Autohammer/Shelby Tube Horizontal Datum: WA State Plane North Hole Diameter:6 inches Vertical Datum NGVD29 Logged By W McDonald Reviewed By: C Valdez STANDARD �qg USCS Graphic Depth PENETRATION RESISTANCE TESTS aass �09 Soil Descriptions in Feet Sample . eiows per Foot + SP 1 inch of Sod over very gravelly,fine SAND ', � , , o �o 20 3o ao 50� with occasional cobble. - , SM/ML i (Loose to soft), moist to wet,gray,silty to , i very silty,fine SAND to sandy SILT with —5 , 'I j frequent organic material. SH-1 I � ��ATD I —15 � 20 I � � 1-to 1.5-foot-thick layer of organic SILT. � , � - SH-2 I N W o —2S I � I i a - - � I �� PT-OH 1 (Soft),wet,dark brown PEAT with � II x interbedded sandy,organic SILT layers. - a' , � I b � : m v rn n j o SH-3 � 'i ' z _ � — , I o -- = SH-4 ' m - _- 228 _ �� w - - ---- - -- 35 SH-4A F-4 a� I z Bottom of Boring at 35.0 Feet � 20 a0 6o so 100+ StBrted 06/17/14. • Water Content in Percent Completed 06/17/14. !/ L,_ _. 1. Refer to Figure A-1 for explanation of descriptions and symbols. �'�"'" ""`O��`��` 2.Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3.USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise 17946-01 6/�4 supported by laboratory testing(ASTM D 2487). FI ure A-2 ��2 4.Groundwater level,if indicated.is at time of drilling(ATD)or for date specifed Level may vary g ' with time. Boring Log B-101 Location: N 181715 E 1303607 Drill Equipment:CME 850/Track/Mud Rotary Approximate Ground Surface Elevation: 37 Feet Hammer Type: SPT w/140 Ib Autohammer/Shelby Tube Horizontal Datum:WA State Plane North Hole Diameter 6 inches Vertical Datum: NGVD29 Logged By W McDonald Reviewed By: C.Valdez STANDARD �qg PENETRATION RESISTANCE TESTS USCS Graphic Depth ciass �09 Soil Descriptions in Feet Sample • Blows per Foot —35 __ 0 10 20 30 40 50+ SH-46 - I I�L- I I 40 , ' i 45 _ —� 55 I I ' v �n - N m � -60 � � a – – � 0 U - _ I U 2 - _ 'a ' J I m " � 65 O m � � � '� k � � o , J Q. - I m IL_ - _--_- ... _ _ _ _ Z �o 0 2o ao so ao ioo+ • Water Content in Percent � t� I � 1.Refer to Figure A-1 for explanation of descriptions and symbols. ��•""��0��`""` 2.Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3.USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise 17946-01 6/'l4 supported by laboratory testing(ASTM D 2487). Fl ure A-2 2/2 4.Groundwater level,if indicated,is at time of drilling(ATD)or for date specified. Level may vary 9 with time. Boring Log B-102 Location: N 181668 E 1303229 Drill Equipment: CME 850/TracklMud Rotary Approximate Ground Surface Elevation: 37 Feet Hammer Type: SPT w1140 Ib Autohammer/Shelby Tube Horizontal Datum:WA State Plane North Hole Diameter: 6 inches Vertical Datum: NGVD29 Logged By:W. McDonald Reviewed By: C. Valdez STANDARD �qg USCS Graphic Depth PENETRATION RESISTANCE TESTS ciass �og Soil Descriptions in Feet Sample • Blows per Foot _ �o o ia 2a so ao so+ _ GP 2 inches of Sod over GRAVEL. , J �. -;J` - ' J , - � �i - , ML (Soft to medium stiff),moist, brown SILT 5 , based on cuttings and drill action. �10 '� ATD i �SP-SM !~Medium dense,wet,dark gray, slightly � i i I gravelly,slightly silty SAND with wood debns. - —15 _ SH 1 l . I —20 ISH 2 - - _ s S_� y � cs � 3 r � `� I F 25 I � a � I � � --- — I OH — (Soft),wet,gray, slightly sandy to sandy, �' — organic SILT. � ��, �I ' — 30 SH-3 o'� — � I � —_ � � � - SH-4 � , c� _ � ' � - � m PT-OH --------------- ---- � � ___ i-- —------- z 35 0 20 40 60 SO 100+ • Water Content in Percent �/ �r ' 1.Refer to Figure A-1 for explanation of descriptions and symbols. ��""' �'`O��` 2.Soil descriptions and stratum lines are interpretive and actual changes may be graduaL 3.USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise 97946-01 6/�4 supported by laboratory testing(ASTM D 2487). F! ure A-3 �/2 ' 4.Groundwater level,if indicated, is at time of drilling(ATD)or for date specified. Level may vary g with time. Boring Log 8-102 Location: N 181668 E 1303229 Drill Equipment: CME 850(Track/Mud Rotary Approximate Ground Surface Elevation: 37 Feet Hammer Type: SPT w/140 Ib Autohammer/Shelby Tube Horizontal Datum:WA State Plane North Hole Diameter: 6 inches Vertical Datum: NGVD29 Logged By: W. McDonald Reviewed By: C.Valdez STANDARD �qg PENETRATION RESISTANCE TESTS USCS Graphic Depth Class Log SOiI DeSCflptlOflS in Feet Sample • Blows per Foot 0 10 20 30 40 50+ PT-OH _� Interbedded moist,dark brown to black PEAT �� ! , � � and medium stiff to very stiff,slighUy gravelly, � � ' _� very sandy,organic SILT. (conYd) , � � I � � � i __ i _ I - 3 � 40 S-3 I�Z �� 4 GS AL - � I � I I� - _ . 0 �� '�. I I, — —45 S-4 �g ��"'^"�• -AL . ��6 inches of gray, fine to medium SAN0. _ � i j � I I - I 4 I 142 —50 S-5 �9 � ! »1._AL �6 inches of gray,fine to medium SAND. _ i GW-GM•� Very dense,wet,gray, slightly silty,sandy ' � •/j GRAVEL. ; so ; : I S-6 ... 38 � . I-GS _- _ �1_ _ - ---- —55 ''_ ; Bottom of Boring at 55.5 Feet. � ' , Started 06/16/14. � Completed 06/16/14. � N - N Ol C^ F W ❑ � a - 01 _ II _ - I � _ _ � J m � -6.5 I � V O] - �� ! � �; r - �� (�'. - Z �I Q � - m Z '-7� �� O __._.2� 44 6� 8� ��+ • Water Contentin Percent �/ �r 1.Refer to Figure A-1 for explanation of descriptions and symbols. ''""" "'�O� ' 2.Soil descriptions and stratum lines are interpretive and actual changes may be graduaL 3. USCS designations are based on visual manual dassification(ASTM D 2488)unless otherwise 17946-01 s/�4 � supported by laboratory testing(ASTM D 2487). F! ure A-3 ��2 I� 4.Groundwater level.if indicated,is at time of drilling(ATD)or for date specified. Level may vary g � with time. APPENDIX B Laboratory Testing Program � � V 17946-01 �� September 26,2014 APPENDIX B LABORATORY TESTING PROGRAM A laboratory testing program was performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Both disturbed and relatively undisturbed samples were tested. The tests performed and the procedures followed are outlined below. Soil Classification Field Observation and Laboratory Analysis. Soil samples from the explorations were visually classified in the field and then taken to our laboratory where the classifications were verified in a relatively controlled laboratory environment. Field and laboratory observations include density/consistency, moisture condition, and grain size and plasticity estimates. The classifications of selected samples were checked by laboratory tests such as Atterberg limits � determinations and grain size analyses. Classifications were made in general accordance with the Unified Soil Classification (USC) System,ASTM D 2487, as presented on Figure B-1. Water Content Determinations Water contents were determined for most samples recovered in the explorations in general - - accordance with ASTM D 2216, as soon as possible following their arrival in our laboratory. Water contents were not determined for very small samples nor samples where large gravel contents would result in values considered unrepresentative. The results of these tests are plotted at the respective � sample depth on the exploration logs. In addition,water contents are routinely determined for samples subjected to other testing. These are also presented on the exploration logs. Atterberg Limits We determined Atterberg limits for selected fine-grained soil samples. The liquid limit and plastic limit were determined in general accordance with ASTM D 4318-84. The results of the Atterberg limits analyses and the plasticity characteristics are summarized in the Liquid and Plastic Limits Test Report, Figures B-2 and B-3. This relates the plasticity index(liquid limit minus the plastic limit)to the liquid limit. The results of the Atterberg limits tests are shown graphically on the boring logs as well as where applicable on figures presenting various other test results. 200-Wash Three samples were subjected to a modified grain size classification known as a 200-wash. The samples were washed through the No.200 mesh sieve to determine the relative percentages of coarse-and fine-grained material in the samples. The tests were performed in general accordance with ASTM D-1140. The results are presented on Figure B-2. That point represents the percentage of the sample finer than the No. 200 sieve. � L 17946-01 ��N/5'[/� September 26,Z014 " ' B-2 I PACCAR Renton Parts Distribution Center Constant Rate of Strain Consolidation Test (CRS) The one-dimensional consolidation test pro�ides data for estimating settlement. The test was performed in general accordance with ASTM D 4186. A relatively undisturbed, fine-grained sample was carefully trimmed and fit into a rigid ring with porous stones placed on the top and bottom of the sample to allow drainage. Vertical strains were then applied continuously to the sample in such a way that the sample was allowed to partially consolidate under the given strain rate. Measurements were I, made of the compression of the sample (with time),the total stress upon the sample, and the excess ' pore pressure at the base of the sample throughout the test. Rebound was measured during the unloading phase. In general, an excess pore pressure ratio of 3 percent is targeted during loading, � with an allowance of up to 15 percent without significant worry for strain rate efFects. For selected � tests, a constant load was applied which was left in-place for an extended period of time to record secondary consolidation characteristics. The test results plotted in terms of axial strain and coefficient of consolidation versus applied load (stress)are presented on Figures B-4 through B-20. �: �i ;,, !:-� „ �_- �_ I � �� _ i � ; I � ll946-01 � September 26, 2014 �T��R Unified Soil C/assification (USC) System Soil Grain Size Number of Mesh per Inch Size of Opening In Inches ' Grain Size in Millimetres ------(US Standard)----- . CO CO Q C7 N N N V m N 00 V Q O O O O O� � � N O O O O O O c0 R ('� N�� .— (7 N� (h � V '- N V f0 � N O O O O O O O O O O O � i O O O O O O O O O c0 (D V t"] N � � <O V M N ��..��..W..(O Q t7 N � 00 (O V (") N O O O fD t0 V M N � ' O O O O O � O O O O O � (") f V e— O O O O O Grain Size in Millimetres _ COBBLES GRAVEL � SAND SILT and CLAY ---- - - -- - — Coarse-Grained Soils Fine-Grained Soils Coarse-Grained Soils -___ ---- ----- - ------- GW GP GM '� GC SW SP SM SC ; --- � * - --- -- --�• > —�-- Clean GRAVEL<5%fines GRAVEL with>12%fines Clean SAND<5%fines SAND with>12%fines GRAVEL>50%coarse fraction larger than No.4 SAND>50%coarse fraction smaller than No.4 Coarse-Grained Soils>50%larger than No.200 sieve >4 for G W ` D Z � � so) , p ' & 1< � ----- I <3 G P and S P Clean GRAVEL or SAND not meeting GWandSWj so �0;>6 for S W D,o X Dsp requirements for G W and S W G M and S M Atterberg limits below A line with PI<4 G C and S C Atterberg limits above A Line with PI >7 �`Coarse-grained soils with percentage of fines between 5 and 12 are considered borderline cases requiring use of dual symbols. I� Dio, D30,and D fio are the particles diameter of which 10, 30,and 60 percent, respectively,of the soil weight are finer. Fine-Grained Soils ML CL OL MH CH OH Pt _..._.____---- --� --__- --------------- --- SILT CLAY ' Organic SILT CLAY ; Organic Highly ' ' Organic � Soils with Liquid Limit<50% Soils with Liquid Limit>50% , SoilS � -- - ------------------1--- i _ Fine-Grained Soils>50%smaller than No.200 sieve 60 60 50 C H 50 � 40 40 -� C L `re � •� 3� P`� 30 .N m a 2o M H or O H 20 �o C L - M L � � �o I or O L � �0 10 20 30 40 50 60 70 80 90 �100 Liquid Limit �/ �� - ��f10�.7I�I1 ,.��, _,.��s-,��,_,� 17946-01 6/14 Figure B-1 .s TABLE B-2: SUMMARY OF LABORATORY RESULTS Y WSER CLIENT PACCAR PROJECT NAME PACCAR Renton Parts Distribution Center PROJECT NUMBER 17946-01 PROJECT LOCATION Renton WA Sample o 0 o Liquid i Plastic Water USCS Borehole �p Depth /o Gravel /o Sand /o Fines ' Limit Limit Content Group Soil Description � (%) Symbol B-101 SH-1 7.0 ' SM very silty SAND B-101 SH-2 23.0 B-101 ' SH-3 31.� ' B-101 SH-4 33.0 B-101 SH-4A 34.7 39 32 38.2 ML SILT B-101 SH-46 34.9 NP , NP 227.9 PT Peat B-102 SH-1 ' 17.0 B-102 SH-2 20.6 I . . _ _ B-102 S-1 22.5 � 6.7 85.6 7.7 24.2 SP-SM shghtly gravelly, shghtly silty SAND B-102 SH-3 29.0 -- - - — B-102 , SH-4 � 31 A ML sandy SILT B-102 ' S-3 39A 7.6 40.9 51.6 89 46 88.4 OH_ , slightly gravelly, very sandy SILT B-102 S-4 44.0 43 31 48.9 ML SILT — - - - - -- B-102 S-5 49.0 177 128 141.7 OH organic SILT - - - - � --- _ - - - ' B-102 S-6 54.0 64.0 29.7 6.4 ' 8.2 GW-GM slightly silty, sandy GRAVEL a c7 m 0 m 0 rn r 0 � rn � � rn n � O � z � � 0 n N ll1 V � N � H Q � Q � � � � Z C'J 0 O � U W ❑ H � > � Q � � � F U W J W � Liquid and Plastic Limits Test Report 60 Dashed line indicates the approximate upper limit boundary for natural soils ' so - - --. _ --_: �0� _— _ 177 I � �o I G . ao _ _ - _ _ x w 0 z r �30 - _ __ - - - -- - - - U — � � � � Q I a � 20 __ -- t 0 -- -- __ �O ' � G • ,o _ _ __ _ ._--- _ - ---- 4 _- ��_^^� ML or OL MH or OH �! 10 30 50 70 90 110 LIQUID LIMIT Location+Description LL PL PI -200 USCS • Source: B-101 Sample I�o.: SH-4ADepth: 34.7 !� SILT 39 32 7 ML ■ Source: B-101 Sample No.: SH-4BDepth: 34.9 Peat � 'vP NP PT , � Source: B-102 Sample No.: S-3 Depth: 39 ' slightly gravelly, very sandy SILT g9 46 43 52 OH � ♦ Source: B-102 Sample No.: S-4 Depth: 44 SILT 43 31 12 ML � Source: B-102 Sample No.: S-5 Depth: 49 � arganic S[LT 177 128 49 OH , ° Remarks: � Pro�ect: PACCAR Renton Parts D�str�but�on Center � • Organic Content: 6.8% z ■Organic Content: 54.1% Client: PACCAR ; ,� _ � Organic Content: 16.8% � Location: Renton, WA i ' ♦Organic Content: 5.1% � _ � � � l � Organic Content: 32.0% L 17946-01 6/14 i � I7/.V[J�.��i�/1 9 ' � Fi ure B-3 Y T I i I Effective Stress(psf) 1 10 100 1000 10000 100000 0 0 0 2.6 0 0 0 oQoo I °�o 1 ------- ---- ------ -- ----- 2.5 2 ------ — --- – ----- -- � 2.4 �, 3 ----- ------- ---- ------ ------- � 2.3 .° c � ��a 4 ------- ------- ---- ------- � — � �n o > X Z.2 ' a 5 ------- ------- --- --- -- ------- ��OgB ��Ooo oa 2.1 6 — ----- ----- -- -- 7 ----- ----- ------ ------ 2.0 8 1.9 100000 10000 — — 0 o a 0 1000 ------ ----- o" — �o 0 0 — ------- � � �� o 0 o ao o °oo° � o ° �100 -- p o —_ rv o--- o 0 0 0 < � o � ZO —__ —__ -- 1 1 10 100 1000 10000 100000 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL Pl PI Descri tion USCS 8 27.90 27.57 Very silt sand PT � avo Preconsalidation Pressure(psf) Initial Specimen Properties � (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 m m 850 2200 3400 1200 Diameter(inches) 2.50 � y Sample Quality Designation Weight(ounces) 4390.49 a 3 Terzaghi et al.(1996) Lunne et al.(1997) Total Unit Weight(pcf) 120.19 y C Very good to excellent Degree of Saturation(%) 96.37 � � Void Ratio(e0) 0.773 - � Sample Preparation and Comments: PACCAR � � The specimen test was an intact soil sample which was extracted from the Renton, WA o sampling tube by cutting and delaminating a section of the sample tube.The test ,qXial strain,void ratio, and coefficient of consolidation = was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-101 SH-1 o CRS ' a � Job Number: 17946-01 07/14 � N A Figure m � � � Hiu�r�O�ows� B-4 Effective Stress(psf) 0 2000 4000 6000 8000 10000 12000 14000 0 2.6 1 --- — -- --- --- --- --- 2.5 2 — — -- --- -- 2.4 3 -- — — -- --- — --- � 2.3 ° c `6 4 -- -- °c � � "' bo�,,, > _X -��ODQ Z.Z Q5 --- -- --- -- --- -- �0�088 �o�o�o��°�°� 8 80� o00 00000oo��OOp 2.1 6 ° -- — — o� � ° ° o 0 0 0 � � °°o 0 0 0 � o 0000 7 — � �� ° ° �– ��OO -- 2.0 8 1.9 , 10,000 n a 1,000 � � ° �� ,, � � , � � _ ° � e aQ cn nQ A � c ° � ° e p o j��,a c g� o u o � �po 0 00 0 o p�� o O �o 0 o p o ,�,,o`d C� � p p0pO00�00 Doo 0 00 Y `�, _•• � p �� O p � 1�0 - , � 1� o Primary Loading o Unload-Reload 1 0 2000 4000 6000 8000 10000 12000 14000 Effective Stress(psf) Depth W.C.(°�) Atterberg Limits {ft) Before After LL PL PI Description USCS x 8 27.90 27.57 Very silt sand PT N % � avo Preconsolidation Pressure(psf) Initial Specimen Properties � (psfl Strain Energy Min/Max Casagrande Height(inches) 1.00 m m 850 2200 3400 iZ00 Diameter(inches) 2.50 � a Sample Quality Designation Weight(ounces) 4390.49 5 Terzaghi et al.(1996) Lunne et al. 1997 Total Unit Weight(pcf) 120.19 0 � C Very good to excellent Degree of Saturation{%) 96.37 � Void Ratio(e0) 0.773 LL � Sample Preparation and Comments: PACCAR ° The specimen test was an intact soil sample which was extracted from the Renton.WA o sampling tube by cutting and delaminating a section of the sample tube.The test � Axial strain and void ratio versus vertical effective stress for was run with a room temperature between 73 and 76 degrees Fahrenheit. � B-101 SH-1 CRS 0 a` � Job Number: 17946-01 07/14 � A Figure m �� z HwmO�ows�R B-5 o.s i r I i ' I I i 0 0 a o 0.78 ° � ---- ---- — 0 0 0 0 0 0 00 o ° � I i i 0 0 0 o ° i o ° 0.76 � g — — ------- ---- 0 0 0 0 0 o ° 0 0 00 ° o 0 0 0 0.74 — --- -- --- ----- 0 0 o ° 0 0 � o � i I j ; i ' o° � o ° ) o 0 0.72 — -- � ° -- — ------ — — 0 o ° 0 0 o ° o° � I � � ! 8 o° o ° 0.7 ----- °� ------- ----- 0 0 0 0 0 o ° o � � 0.68 � --- � ------- ------- — -- ° o 0 0 8 0 ! o ° � o � ! 0 0.66 0.01 0.1 1 10 100 Hydraulic Conductivity(ft/day) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Description USCS 8 27.90 27.57 Very silt sand PT X � vvo Preconsolidation Pressure(psf) Initial Specimen Properties � (psf� Strain Energy Min/Max Casagrande Height(inches) 1.00 m m 850 2200 3400 1200 Diameter(inches) 2.50 � a Sample Quality Designation Weight(ounces) 4390.49 � Terzaghi et al.(1996) Lunne et al. 1997 Total Unit Weight(pcf) 120.19 0 � C Very good to excellent Degree of Saturation (%) 96.37 � Void Ratio(e0) 0.773 LL ` � Sample Preparation and Comments: PACCAR 0 °' The specimen test was an intact soil sample which was extracted from the Renton.WA o sampling tube by cutting and delaminating a section of the sample tube.The test N was run with a room temperature between 73 and 76 degrees fahrenheit. Void ratio versus logarithm of hydraulic conductivity 8-101 � SH-1 CRS 0 a` J Q Job Number: 17946-01 07/14 N A Figure � � 0 m ��i� �� Eftective Stress(psf) �' -3AE-03 -2.0E-03 ----- — ---- ----- o° O°°oo 0 0�oa�°� o -1.0E-03 — _o _ o o ,�Q _ 0 1 0 1 0 �8 10 00 10 00 O.0E+00 ° 8 0 0 ' 1.0E-03 0 0 o aoo o °0 4n�v °� �---Q- a ---- N o 0 0 0 � o o a°aoo� � ° oo� �o� o � � 2.0E-03 ------- ----- � ----- � ------ cP c� o � o 0 0 o �8 � � 3.0E-03 ------- ------- ----- °o �—g—��-9° ----- .� o 0 0 0 "' 4.0E-03 -- — -- — S.OE-03 ----- ------ ----- ------- ------ 0 6.0E-03 ----- ------ ------- -- — 7.0E-03 0.2 0.15 � — 0.1 — -- 0 0 0 0.05 _ o o °° ° °o � � --- v o 0 � -0.05 1 0 1 0 10 00 _ 10 00 y � -0.1 --- — 0 -0.15 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Descri tion USCS � 8 27.90 27.57 Very silt sand PT � avo Preconsolidation Pressure(psf) Initial Specimen Properties � (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 m „' 850 2200 3400 1200 Diameter(inches) 2.50 � a Sample Quality Designation Weight(ounces) 4390.49 � Terzaghi et al.(1996) Lunne et al. 1997 Total Unit Weight�pcf) 120.19 0 � C Very good to excellent Degree of Saturation(%) 96.37 � � Void Ratio(e0) 0.773 � � Sample Preparation and Comments: PACCAR ° The specimen test was an intact soil sample which was extracted from the Renton,WA o sampling tube by cutting and delaminating a section of the sample tube.The test qXial strain,void ratio,and coefficient of consolidation � was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-101 SH-1 v � CRS a ' J Job Number: 17946-01 07/14 � � A Figure N O1 Y� O Y m �--�/Yl �_� Effective Stress(psf) � 1 10 100 1000 10000 100000 0 2.6 5 ---- ------ ---- -- 2.5 10 ------- ------- — ---- ------ 15 ------- ------- ------ — --- --- 2.4 � 20 ----- ------ ----- --- --- 2.3 .o � � � � �' 25 ------ ------ ------ ---- – ----- j X Z.Z a 30 --- --- ---- ---- – — -- 2.1 � 35 ----- ----- -- – ----- — 2.0 40 ---- ---- ------ --- --- 45 1.9 1000000 100000 ----- — ------ ----- — 10000 --- --- ----v-- ----- ----- 0 0 1000 — -- ---�– --- ---- T TJ1�� -_-- _-_�_ -__-_ ____ --____' � O N .� 10 — --_ ---� _—_ > v 1 -- 0 1 0 1 0 0 10 C o 20 00 0.1 Effective Stress(psf) Depth W.C.(°i6) Atterberg Limits (ft) Before After LL PL PI Descri tion USCS 24 211.78 144.19 Cohesive Peat PT I avo Preconsolidation Pressure(psf) Initial Specimen Properties (psf} Strain Energy Min/Max Casagrande Height(inches) 1.00 1500 2700 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 2640.19 4 Terza hi et al. 1996 lunne et al. 1997 Total Unit Wei ht B ( 1 I ) g (P�f) 72.28 ' C Very good to excellent Degree of Saturation(%) 98.05 Void Ratio(e0} 4.061 x Sample Preparation and Comments: PACCAR � The specimen test was an intact soil sample which was extracted from the Renton,WA � h sampling tube by cutting and delaminating a section of the sample tube.The test Axial strain,void ratio,and coefficient of consolidation � � was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-101 SH-2 � U /�p � l/RS Y o Job Number: 17946-01 07/14 � o � A Figure � � B-8 = Hnr�t�O�orvs�t Effective Stress{psf) 0 1000 2000 3000 4000 5000 6000 0 2.6 � � --- 2.5 5 --- --- — — — 2.4 10 — — — = 2.3 .o c � r� � � G 'X 15 - _- _-- --- -_ Z.2 > Q O O O ��OOOp OOOOp 0000 Z.1 �000 O O O O O O O O O O Z� _- - 2.0 25 1.9 1Q000 n 1,000 — -- -- 0 o a ° o n �a °o�QON p Q– Y �� O�" O � O 1�0 � -- � � O O 8 0 0 10 � o o ° o 0 o Primary Loading � Unload-Reload 0 1 0 2000 4000 6000 8000 10000 12000 14000 16000 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Descri tion USCS 24 211.78 144.19 Cohesive Peat PT , ava Preconsolidation Pressure(psf) Initial Specimen Properties (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 1500 2700 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 2640.19 Terzaghi et al.(1996) Lunne et al. 1997 Total Unit Weight(pcf) 72.28 C Very good to excellent Degree of Saturation(%) 98.05 Void Ratio(e0) 4.061 x Sample Preparation and Comments: PACCAR � The specimen test was an intad soil sample which was extracted from the Renton;WA � � sampling tube by cutting and delaminating a section of the sample tube.The test � ° was run with a room temperature between 73 and 76 degrees Fahrenheit. �ial strain and void ratio versus vertical effective stress for � B-101 SH-2 CRS � a o Job Number 17946-01 07/14 0 � � Figure �° B-9 = Hitu�T�tOwsFR � 4.5 'I � � ° o 0 0 0 0 4 ----- -- ---�— ----- ----- ------- ---- 0 0 ° 00000B° � � o 0 0 � 3.5 -- --- -- -- ---- -- � o ; I o ° " 3 - ----- ------- ------- ------- ------- ----- � o � 0 0 > : � � ' � ' 2.5 ---- ---- ---- ------ ---- ----- ----- il I 0 0 0 z ------- ------ ------ ------- ------- ------- ------ � � , ' 15 � 0.0001 0.001 0.01 0.1 1 10 100 1000 Hydraulic Conductivity(ft/day) Depth W.C.(°�) Atterberg Limits (ft) Before After LL PL PI Descri tion USCS 24 211.78 144.19 Cohesive Peat PT av Preconsolidation Pressure sf , 1 0 (P ) Initial S ecimen Pro erties P P (psfl Strain Energy Min/Max Casagrande Height(inches) 1.00 1500 2700 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 2640.19 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf) 72.28 C Very good to excellent Degree of Saturation(%) 98.05 I Void Ratio(e0) 4.061 I = Sample Preparation and Comments: PACCAR I � The specimen test was an intact soil sample which was extracted from the Renton.WA � sampling tube by cutting and delaminating a section of the sample tu6e.The test ° was run with a room temperature between 73 and 76 degrees Fahrenheit. Void ratio versus logarithm of hydraulic conductivity B-101 o SH-2 CRS � Job Number: 17946-01 07l14 c � � Figure Y = �� B-10 Effective Stress(psf) 3.0E-03 2 0E-03 ---- ----- ------- ° -- ------- 9�� 9 8° ° o � q,o o° o 0 -1,0E-03 - -- ��- ---- 0 0 0 0 1 0 1 0 10 10 00 0.0 E+00 y 1.0E-03 ------- ----- ------ ---� ------- s � o � � 2.0E-03 -- � � ° � ��°� m� ------ ;� o 0 0 - � o 0 0 0 _ �� o � � 3.0E-03 ------- ------- --�o� �o — ---- 0�9 °� 0 0° o ° 0 4.0E-03 ------ ----- ------- — ��&-- — ---- 0 0 S.OE-03 ----- ------ ------ ----- � ---- 6.0E-03 0.2 0.1 ---- --- ----- 0 � 0 o � 1 1 0 1 OQ 10 00 0 - -0.2 - � � v -0.3 -- -- -- - � y -0.4 a -0.5 -0.6 Effective Stress (psf) Depth W.C.(�) Atterberg Limits (ft) Before After LL Pl PI Descri tion USCS 24 211.78 144.19 Cohesive Peat PT avo Preconsolidation Pressure(psf) Initial Specimen Properties (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 1500 2700 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 2640.19 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf) 72.28 C Very good to excellent Degree of Saturation(°/a) 98.05 Void Ratio(e0) 4.061 x Sample Preparation and Comments: PACCAR � The specimen test was an intact soil sample which was extracted from the Renton,WA � � sampling tube by cutting and delaminating a section of the sample tube.The test qXial strain,void ratio,and coefficient of consolidation ° was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-101 SH-2 U p � CRS Y o Job Number: 17946-01 07/14 0 � � � Figure N _ �� B-11 Creep Time 3(min.) 1 10 100 1000 10000 � �I 5 — -- — ------ ------ 10 ----- ------- ----- ------ 15 ------ — --- ----- — ---- = 20 — — --- --- ------- c � v' 25 — — — ----- --- � X • . Q � � � • •�� 30 --- — -- ----- 35 ---- ------- ---- — ---- 40 ----- ---� ��— — 45 Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Description USCS „ 24 211.78 144.19 Cohesive Peat PT x � avo Preconsolidation Pressure(psf) Initial Specimen Properties � (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 m m 1500 2700 3000 3000 Diameter(inches) 2.50 � � a Sample Quality Designation Weight(ounces) 2640.19 3 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf) 72.28 � C Very good to excellent Degree of Saturation(%) 98.05 � Void Ratio(e0) 4.061 � � Sample Preparation and Comments: PACCAR � The specimen test was an intact soil sample which was extracted from the Renton.WA n osampling tube by cutting and delaminating a section of the sample tube.The test � Axial strain versus creep test logarithm of time for B-101 SH- � was run with a room temperature between 73 and 76 degrees Fahrenheit. � 2 CRS 0 a` J Job Number: 17946-01 07/14 < N R Figure � � 0 m Hn�r�rows�R B-12 �� Effective Stress(psf) 1 10 100 1000 10000 100000 0 2.6 5 -- ---- ------ ----- ------ 2.S 10 ------ ------ ----- -- -- ----- 2.4 � 2.3 .o �s 15 ----- ---- ------ -- ----- °c _ � � o � � X Z.2 a 20 ---- --- --- ------ ------- 2.1 25 ------- ------ ------ ------- ------ 2.0 30 1.9 1000 � ° o o� 100 0 o e o 0 o� �� pO � ' � 0 0 � o ti � o I < 10 ° ° -- � � 0 > � o ° o u a o 0 1 1 10 100 1000 10000 100000 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (h) Before After LL PL PI Description USCS 34 116.05 74.66 Organic Silt OL ' � Q��o Precansalidation Pressure(psf) Initial Specimen Properties � (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 m m 2000 2700 300Q 3000 Diameter(inches) 2.50 a a Sample Quality Designation Weight(ounces) 2995.12 3 Terzaghi et al.(1996) Lunne et al.(1997) Total Unit Weight(pcf) 81.99 0 � C Good to fair Degree of Saturation(°/o) 97.38 � Void Ratio(e0) 2.634 � � Sample Preparation and Comments: PACCAR ° The specimen test was an intact soil sample which was extracted from the Renton,WA o sampling tube by cutting and delaminating a section of the sample tube.The test qXial strain,void ratio,and coefficient of consolidation � was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-101 SH-4 � � CRS a � � Job Number: 17946-01 07l14 N A Figure m � � � ��,� B-13 Effective Stress(psf) I 0 2000 4000 6000 8000 10000 12000 14000 16000 0 2.6 5 -- — -- — — --- --- 2.5 10 — -- --- — 2.4 � 2.3 ° .� :� 15 --- -- — --- --- --- -- � � � o '� 2.2 � X Q 2� --- --- -- — -- --- --- 2.1 25 --- --- --- --- --- -- --- 2.0 30 1.9 10,000 0 1,000 -- — — a m o0 0 � _ oo a� o �` 100 � � �O �° � � � � � � g , o P � a$ 8� o ° o� o 10 0 0 o � o o Primary Loading e Unioad-Reload 1 0 5000 10000 15000 20000 25000 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Descri tion USCS 34 116.05 74.66 Organic Silt OL N av, Preconsolidation Pressure(psf) Initial Specimen Properties � (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 m m 2000 2700 3000 3000 Diameter(inches) 2.50 � n Sample Quality Designation Weight(ounces) 2995.12 L Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf) 81.99 0 � C Good to fair Degree of Saturation(%) 97.38 � Void Ratio(e0) 2.634 � � Sample Preparation and Comments: PACCAR Q °' The specimen test was an intact soil sample which was extracted from the Renton.WA o sampling tube by cutting and delaminating a section of the sample tube.The test � was run with a room temperature between 73 and 76 degrees Fahrenheit. ��al strain and void ratio versus vertical effective stress for � B-101 SH-4 CRS 0 a` � Job Number: 17946-01 07/14 N � Figure rn �. 0 m f�� B-14 I� 2.7 0 0 0 0 0 o i i o � o � ° � o �a ��o 00 0 0 � o°go° o � ' � �o �o 000 Z.5 — ° ----- 0 o g� o ° °q�� O OO�O i,gp � o � O I . . i $�O � ��p I I � .. ,{}�0� O O O O��pp, � ��_ ,,�,.� p�O 2.3 ------ � — ----- 0 oq�� 000 p 0 op��Q � i 8 B ' i i i � �� ° � og o 0 0 0 0 0 � 2.1 -- 0°--- � o a o m �o 0 > �og� ' � I ' � °O �°�oo� I I I 0 o� o� � 00 � 1.9 ---- m ---- ------ �° o$ �o��o 0 8 � ° � 00 � °o°o 0 00 � o i.� -- — — ------ o�o 0 o�o��o 00 � o °�Op �o i i � �06 00 00 1.5 0.001 0.01 0.1 1 Hydraulic Conductivity(ft/day} Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Descri tion USCS 34 116.05 74.66 Organic Silt OL avo Precansolidation Pressure(psf) Initial Specimen Properties (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 2000 2700 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 2995.12 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf) g1.99 C Good to fair Degree of Saturation(%) 97.38 Void Ratio(e0) 2.634 x Sample Preparation and Comments: PACCAR E The specimen test was an intact soil sample which was extracted from the Renton,WA � ,� sampling tube by cutting and delaminating a section of the sample tube.The test � was run with a room temperature between 73 and 76 degrees Fahrenheit. Void ratio versus logarithm of hydraulic conductivity B-101 o SH-4 CRS r o Job Number: 17946-01 07/14 � � Figure � � = f��w� B-15 Effective Stress (psf) -6.0E-03 0 4.0E-03 -- ----- ----- — ---- ao o � °o o� °Cb° ° mo � S° � 00 0 ° o�O o�� ° � °o mo°�o��o� �i ro �o -2.0E-03 ----- ----- -a°--� v-O ------ 0 0 6 1 0 1 0 10 00 10 00 O.0E+00 V � O v�i � � O � 2.0E-03 ---- ---- ------- — -- ------- '-' o v o � oc o � 4.0E-03 ----- ------- ----- --� ----- � � 6.0E-03 ------- ---- ------ --� ----- � 8.0E-03 --- - ------ -- � �---- --fl-� ° o a 0 1.0E-02 0.5 0 — 1 ob'Dp 1 0 10 00 10 00 -0.5 — – 0 0 0 0 -1 m o � 0 � -1.5 -- -- v � -2 ° – � � 1 -2.5 -3 Effective Stress (psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Description USCS 34 116.05 74.66 Organic Silt OL avo Preconsolidation Pressure{psf) Initial Specimen Properties (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 2000 2700 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 2995.12 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf� 81.99 C Good to fair Degree of Saturation(%) 97.38 Void Ratio(e0) 2.634 x Sample Preparation and Comments: PACCAR � The specimen test was an intact soil sample which was extracted from the Renton.WA � � sampling tube by cutting and delaminating a section of the sample tube.The test qxial strain,void ratio,and coefficient of consolidation c � was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-101 SH-4 V /�p � 6/RS } o Job Number: 17946-01 07l14 0 � A Figure � �� - H�T+C7�orvs�R B-16 Effective Stress(psf) 1 10 100 1000 10000 100000 � o 0 0 om � 2.6 2 ------ ----- — --- ------- — 2.5 4 ------ ------- ------- ------- ------- 6 ---- ------ ------ ---- 2.4 8 ------- ------- ----- -- --- ------ � 2.3 ,o � rc 10 ------ -- - -- -- -- � _ � � o � � x12 ------ ----- ------ ------- ------- 2.2 Q 14 ------- ------ ------- ------- ------- 2.1 16 ---- ------- ------- — ---- ----- 2.0 18 ------ ------- ----- ------- -- -- 20 1.9 1000 100 ---- ° — — ---- o ° 0 0 0 a � o°�� -o 0 � N 10 0 0 < — -- o V 1 1 1� 10� 1�0� 1�0�� ZQ�00� Effective Stress (psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Description USCS 34 39.41 31.17 Oganic Silt OH Iavo Preconsolidation Pressure(psf) Initial Specimen Properties (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 1900 2200 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 4060.78 Terzaghi et al.(1996) Lunne et al.(1997) Total Unit Weight(pcf) 111.17 D Poor Degree of Saturation(%) 97.95 Void Ratio(e0) 1.058 x Sample Preparation and Comments: PACCAR � � The specimen test was an intact soil sample which was extracted from the Renton.WA � � m sampling tube by cutting and delaminating a section of the sample tube.The test qXial strain,void ratio,and coefficient of consolidation � was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-102 SH-4 � U ° C RS T o Job Number: 17946-01 07l14 0 � A Figure � �° �� B-17 � Effective 5tress (psf} 0 5000 10000 15000 20000 25000 30000 35000 0 2.6 2 --- — --- 2.5 4 — — --- -- --- 6 — — — --- — --- --- --- 2.4 8 --- — --- --- --- — --- � 2.3 .o � 10 --- — --- --- --- --- --- � � �n o ° 12 — --- -- -- --- 2.2 � Q �o��o� o m00000 14 -- -- -- — --- — --- 2.1 16 — --- — --- -- 0000000 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Z.0 18 -- — --- — -- -- 20 1.9 100,000 10,000 — — -- -- — _ � '" a,' o ,,p� � , ' _ � - o �� 1,000 --- — — — — � � G u v ��a S.G�� e� G � �� d m � r � 0 1�� — — -- 10 — -- -- -- o Primary Loading o Unload-Reload 1 0 5000 10000 15000 20000 25000 30000 35000 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Description USCS 34 39.41 31.17 Oganic Silt OH ava Preconsolidation Pressure(psf) Initial Specimen Properties (psf) Strain Energy Min/Max Casagrende Height(inches) 1.00 1900 2200 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 4060.78 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pcf) 111.17 D Poor Degree of Saturation(°/o) 97.95 Void Ratio(e0) 1.058 x Sample Preparation and Comments: PACCAR � The specimen test was an intact soil sample which was extracted from the Renton,WA � sampling tube by cutting and delaminating a section of the sample tube.The test � was run with a room temperature between 73 and 76 degrees Fahrenheit. ��al strain and void ratio versus vertical effective stress for o B-102 SH-4 CRS o Job Number: 17946-01 07/14 0 � � Figure N � _ �� B-18 1.2 � i � i I I � : i o Qo � 6n000 0 1 --- ----- -- --- ocu � � I o "� i , � ' 0.8 — -- --- ------- oo�° o a� 00 ! ' � , � o 0 � 0.6 ------ ---- a 0 > i I i � ; i ( j ' 0.4 — - ---- ------- — i ! � ' 0.2 ------ ----- ------ -- � ' 0 0.0001 0.001 0.01 0.1 1 Hydraulic Conductivity(ft/day) Depth W.C.(%) Atterberg Limits (ft) Before After LL PL PI Description USCS 34 39.41 31.17 Oganic Silt OH avo Preconsolidation Pressure(psf) Initia)Specimen Properties (psf) Strain Energy Min/Max Casagrande Height(inches) 1.00 1900 2200 3000 3000 Diameter(inches) 2.50 Sample Quality Designation Weight(ounces) 4060.78 Terzaghi et al.(1996) Lunne et al.1997 Total Unit Weight(pct) 111.17 D Poor Degree of Saturation(%) 97.95 Void Ratio(e0� 1.058 x Sample Preparation and Comments: PACCAR � The specimen test was an intact soil sample which was extracted from the Renton,WA � m sampling tube by cutting and delaminating a section of the sample tube.The test � was run with a room temperature between 73 and 76 degrees Fahrenheit. Void ratio versus logarithm of hydraulic conductivity B-102 a SH-4 CRS > o Job Number: 17946-01 07/14 a � A Figure � � � _ �� B-19 ; Effective Stress(psf) -1.5E-03 -1.0E-03 — -- -- ------- ------- ------- 0 °��°p�o -S.OE-04 ------- ------- ------- �—�- a----- 1 0 1 0 � 40 00 �A 10 00 O.0E+00 S.OE-04 ------- ------- ------- ---�--- ------- a o g a, 1.DE-03 ------ ------- � " --�- � �° �----- 00 0 � o o�a o� � � B � 1.5E-03 ------- ------- ---� �8 08 o e o o ----- � z o 0 o tlo g � � o o I � 2.0E-03 ------ ------- ------- ------ ------ I 0 8 i � 2.5E-03 ------- � —�--a� ° �o o —�°�- ------- ------- �I 00 o m �o� 0 8 0° o o I 3.0E-03 ------ --�°-- o o--�-- --- —� -- � o o � o 3.5E-03 ----- ------- ---- ------- 0 4.0E-03 0.2 0.15 ---A-- ----- -- — 0.1 - � --- ° --- -- — 0.05 ° o � 0 8�_ _ 0 0 i � 0 = ---__ ° --__- _ - _ - ° -0.05 00 � y -0.1 -- -- ---- - N -0.15 -- -- -- o -- v o d -0.2 -- 0 -0.25 -- - -0.3 Effective Stress(psf) Depth W.C.(%) Atterberg Limits (ft) Before After Ll PL PI Descriptian USCS 34 39.41 31.17 Oganic Silt OH ava Preconsolidation Pressure(psf) Initial Specimen Properties (psf) Strein Energy Min/Max Casagrande Height(inches) 1.00 1900 2200 3000 3000 Diameter(inches) 2.50 Sample Quality Designatian Weight(ounces) 4060.78 Terzaghi et a�.(1996) Lunne et al.1997 Total Unit Weight(pcf) 111.17 D Poor Degree of Saturation(%) 97.95 I Void Ratio(e0) 1.058 ', x Sample Preparation and Comments: PACCAR I E The specimen test was an intact soil sample which was extracted from the Renton,WA � w sampling tube by cutting and delaminating a section of the sample tube.The test p,Xial strain,void ratio,and coefficient of consolidation ° was run with a room temperature between 73 and 76 degrees Fahrenheit. versus logarithm of vertical effective stress for B-102 SH-4 � ° CRS � Job Number: 17946-01 07/14 0 � A Figure � � � �� B-2 0 APPENDIX C Historical Explorations , � Y 17946-01 H/�/�T� September 26, 2014 APPENDIX C I' HISTORICAL EXPLORATIONS ' In addition to the explorations and laboratory test results presented in Appendices A and B, previous � soil explorations and laboratory tests by Hart Crowser and others were used to gain an understanding of the subsurface conditions at the site.The locations of the explorations by others included in this appendix are shown on Figure 2.These logs and laboratory tests are presented for reference only and Hart Crowser is not responsible for their accuracy or completeness. ' i � 1,I 17946-01 ��w�jj September 26,2014 Boring Log HG1 Location:See Figure 2. Drill Equipment: Hollow Stem Auger Approximate Ground Surface Elevation: Feet Hammer Type:SPT w/140 Hammer/Rope&Cathead Horizontal Datum: Hole Diameter:6 inches Verticai Datum: Logged By:W. McDonald Reviewed By: B Blanchette � STANDARD LAB PENETRATION RESISTANCE TESTS USCS Graphic Depth Class Log SOiI DeSCfiptlonS fn Feet Sample • Blows per Foot � 0 10 20 30 40 50+ SM 8 inches of Sod over(medium dense),wet, : brown,gravelly,silty SAND. SM/ML Medium dense,moist,dark gray to black, 19 � � '� gravelly,silty SAND to sandy SILT.(FILL) g_� �s : � : 5 s . S-2 �� . 13 SM Loose, moist to wet,gray,fine to medium 3 � . SAND with slightly siity to silty,fine sand and S-3 a peat seams and layers. q 10ATD 5 S-4 4 3 3 __ S_5 4 � 3 15 g �2-inch PEAT layer. S-6 4 �Driller staRed adding mud to auger. �Grades to medium dense. 5 g_7 a 8 GP Medium dense.wet,gray,sandy GRAVEL, 2o s ° trace silt. a •. � 0 9 __ : : � ___________________ - SM Loose,wet,gray, silty,fine SAND to SAND • gp with scattered organic material. : � 25 5 S-9 4 • � . M 3p Z . � OL — Stiff,moist,brown to gray,organic SILT to S-10 8 A� Q ML sandy SILT with scattered organic material � o — and peat layers. : c� — . d — � � _ � g5 3 = S-11 B 2 �6-inch PEAT layer. 6 � a — . � . o ST-1 �i � — _ ° SM/ML Medium dense, moist to wet,gray to brown, ao 2 � very silty,fine SAND with sandy SILT and g_�2 s cs o peatlenses. e c� : z � � m Z45 0 20 40 60 80 1G�+ • 'la�e��on�en-ir �erc�rt t' � 1. Refer to Figure A-1 for explanation of descriptions and symbols. ��•`�•• "'`O��J�� 2.Soil descriptions and stratum lines are interpretive and actuai changes may be gradual. 3. USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise �7946-�� 4/?3 suppoRed by laboratory testing(ASTM D 2487) FlgU/@ A-2 'l/3 4.Groundwate�level, if indicated is at?me of drli ng fATD)or for date speafied Le��el may vary with time Boring Log HC-1 Location: See Figure 2. Drill Equipment: Hollow Stem Auger Approximate Ground Surface Elevation: Feet Hammer Type:SPT w/140 Hammer/Rope&Cathead Horizontal Datum: Hole Diameter:6 inches Vertical Datum: Logged By:W. McDonald Reviewed By: B. Blanchette STANDARD LAB PENETRATION RESISTANCE TESTS USCS Graphic Depth Ciass Log Soil DeSCflptionS in Feet Sample • Blows per Foot 45 0 10 20 30 40 50+ SM/ML Medium dense,moist to wet,gray to brown, 5 very silty,fine SAND with sandy SI�T and S-13 9 , peatlenses. (conYd) � ' -Abundant organic material________J CL-ML ; Stiff, moist, gray to brown.silty CLAY with abundant organic material. 50 3 5-14 8 AL - SC Medium dense to stiff, moist,gray-brown, . clayey,fine to medium SAND to sandy CLAY. 55 6 S-15 s � . � SP (Medium dense),sandy GRAVEL to gravelly . . � Gp SAND. � � �No recovery. Possibly pushing large gravel. 60 4 S-16 8 ML Hard, moist,gray-brown SILT to CLAY. CL 65 15 � — --- — S-17 26 . GP Dense to very dense,moist to wet,brown, sas�� gp ° fine to coarse,sandy GRAVEL to graveliy o SAND. I O . � o �0 1z � Q s-�s 18 ' o . SP Dense to very dense,wet,brown,fine to . coarse SAND with trace gravel. � ; � 75 13 . _ N S-19 35 .• I Q . � � a � 'i o . . . � 8O 21 . � = S-20 so . 50l6" � a � m . $ � p . � � �Grades to fine to medium SAND with trace 85 � � � ii o gravel. 5-21 is : J .. . � � ��.:' �,.. Z ML I� Very stiff,moist,gray,sandy SILT with trace i mgravel. � z 90 0 20 40 60 80 10G+ • 'vVat=r Content�n PercE�t �� 1. Refer to Figure A-1 for explanation of descriptions and symbols. "�"`• "�O„W, 2.Soil descriptions and stretum lines are interpretive and actual changes may be gradual. - 3. USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise �7946-00 4/�3 supported by laboratory testing(ASTM D 2487). FlgUl'@ A-Z �/3 4.Groundwater level. if indicated is at time of driiling IATD)or for date specified Levz!may vary with time Boring Log HC-1 Location:See Figure 2. Drill Equipment: Hollow Stem Auger Approximate Ground Surface Elevation: Feet Hammer Type:SPT w/140 Hammer/Rope&Cathead Horizontal Datum: Hole Diameter:6 inches Vertical Datum: Logged By:W. McDonald Reviewed By B. Blanchette STANDARD �,qg PENETRATION RESISTANCE TESTS USCS Graphic Depth Class Log Soil Descriptions in Feet Sample ♦ Blows per Foot ML Very stiff, moist,gray,sandy SILT with trace 90 0 10 20 30 ao 50+ 5 gravel.(cont'd) 5-22 s � SP-SM =� Dense to very dense,moist,gray.slightly ' silty,fine SAND. 95 15 S-23 zs zs �o0 26 S-24 so�s�. Bottom of Boring at 101.0 Feet. Started 04/07/13. Completed 04/07/13. � ios : : I i�o � >>s �, �20 N . . N � . � . (7 . . I a . . � O . . � 125 ' UI _ a . — � . . m . o . 0 � � . °�' 130 � � I0 J � Z � . O . m . Z135 0 20 40 60 80 100+ • Water Cor.tent in Percent f� � 1.Refer to Figure A-1 for explanation of descriptions and symbols. ''�•"" "'„O��'�V� 2.Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3.USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise 17946-00 4/13 supported by laboratory testing(ASTM D 24871 FI ure A-2 3/3 4.Groundwater level if indicated. is at time of drilling fATD)or for date specified Level may vary g with time Boring Log HC-2 Location: See Figure 2. Drill Equipment: Hollow Stem Auger Approximate Ground Surface Elevation: Feet Hammer Type: SPT w/140 Hammer/Rope&Cathead Horizontal Datum: Hole Diameter:6 inches Vertical Datum: Logged By:W. McDonald Reviewed By: B. Blanchette STANDARD �qg PENETRATION RESISTANCE TESTS USCS Graphic Depth Class Log Soil Descriptions in Feet Sample • Blows per Foot � 0 10 20 30 40 50+ SP 6 inches of Sod over(medium dense),moist, brown.gravelly SAND. io � ML Medium stiff to stiff, moist,gray to black, S-� � gravelly,sandy SILT with scattered organic � material.(FILL) 5 3 S_2 a • . a SP-SM Dense, moist, brown, slightly silty,gravelly �o SAND. (FILL) S-3 zi 17 SM Medium dense.wet,gray,silty,fine SANO. ��A�TD ° S-4 8 • 8 MH Medium stiff, moist,gray,slightly sandy SILT 2 : with scattered organic material. S-5 3 AL 2 �SP Loose to medium dense,wet.gray,gravelly �5 i . �I GP SAND to sandy GRAVEL,trace silt. g_g a • g . . �Driller started adding mud to auger. � ; : g_� ia � �5 20 3 . � '-� S-$ 3 . . . . 2 SP-SM Loose,wet,gray,slightly silty to silty,fine SM SAND with PEAT laminations. ST-1 25 g S-9 3 •. . � a ST-2 � ML Soft, moist,gray,sandy SILT with PEAT 3p 3 � layers. S-10 z � �4-inch peat layer. z cs F 0 � . � o . v _' PT-OH y Medium stiff, moist, brown PEAT with 35 S_�� A 3 organic SILT layers. 8 4 AL � � �6-inch silt zone. Q � o I ST-3 � SM Loose, moist,gray, silty to very silty,fine ao 2 � SAND with trace peat. S-�2 3 � . J �' Z o � . ST-4 • m � ' ------------- 45 � __ z 0 20 40 60 SO 100* • 'JVater Conte�t��n Percent �7 � 1. Refer to Figure A-1 for explanation of descriptions and symbols. /IV.V[I�./[�II.7Yl 2.Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise �7946-�� 4/13 supported by laboratory testing(ASTM D 2487). FICJUI'B A-3 "l/3 4.Groundwat�•level, if incicated is at ti�ne of clrlling iATD;c�for date speafied_ L2v21 may vary with time Boring Log HC-2 Location: See Figure 2. Drill Equipment: Hollow Stem Auger Approximate Ground Surface Elevation: Feet Hammer Type: SPT w/140 HammerlRope&Cathead Horizontai Datum: Hole Diameter 6 inches Vertical Datum Logged By W McDonald Reviewed By: B. Blanchette STANDARD �,�g PENETRATION RESISTANCE TESTS USCS Graphic Depth - ciass �09 Soil Descriptions in Feet Sample ♦ Blows per Foot ��I SP Dense, moist,gray SAND with fine,silty, 45 0 10 20 30 40 50+ s . sand interbeds.(conYd) S-13 26 � � I SM Medium dense, moist,gray,silty,fine SAND I with scattered organic material and PEAT layers. 50 5 S-14 6 55 6 5-15 90 • . � �2-inch peat layer. 60 6 � S-16 � • g � �2-inch peat layer. 5 � � S-17 s • � �6-inch peat layer. �� a S-18 9 i ' SP-SM ; Dense, moist to wet,gray, slightly silty SAND . �' with occasional gravel. : ' � 75 5 � S-19 ia N 2i I � o GP (Dense),wet, slightly silty,sandy GRAVEL. . �I � o . n; . I � o ' �� SM Medium dense, moist,gray,silty,fine SAND gp � 4 = with organic Silt and Peat layers. S_20 s . a is � —— ' ——————————————————— . m CL Medium stiff to hard,moist,gray,silty CLAY o with occasional fine sand seams. m � � 85 5 � S-21 4 A� 0 J � Z o ST-5 m z 90 0 20 40 60 80 100+ • �Nater Con:ent in Percent �/ Lt 1. Refer to Figure A-1 for explanation of descriptions and symbols. I�f�Vi I\.I[DIIJL:I\ 2.Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise 17946-00 4/13 supported by laboratory testing(ASTM D 2487) FlC,JUC@ A-3 2/3 4.Groundwater level f indicateC. is at tir-ie o`dri ling(ATD i or for date speci`ied Level may vary with time Boring Log HC-2 Location:See Figure 2. Drill Equipment: Hollow Stem Auger Approximate Ground Surface Elevation: Feet Hammer Type: SPT w/140 Hammer/Rope 8�Cathead Horizontal Datum: Hole Dfameter 6 inches VeRical Datum: Logged By W McDonald Reviewed By: B Blanchette STANDARD �qg I' PENETRATION RESISTANCE TESTS USCS Graphic Depth � ciass �09 Soil Descriptions in Feet Sample • Blows per Foot 90 � io za so ao sa+ , CL Medium stiff to hard.moist,gray,silty CLAY i°y � with occasional fine sand seams.(conYd) 5-22 is • , 95 4 S-23 3 ! 100 q SP Very dense, moist,gray,fne SAND with S 24 40 � trace silt and gravel. GP �� Very dense, moist to wet, brown,sandy ��5 is ° GRAVEL. S-25 so�s' � 0 Q 0 � 110 Q 16 � o 5-26 3B . Bottom of Boring at 111.5 Feet. Started 04/05/13. Completed 04I05/13. 115 �, 120 � . N � � . . � . � . - d . � O �i 125 U _ a . � . J . . m . O � . � . � �� . . . . . 'i � . . . . . ��, � J . I � . . Z � m . I Z135 0 20 40 60 80 100+ I • VVater Con;en;in Percent I t/ ' _� 1.Refer to Figure A-1 for explanation of descriptions and symbols. ��"'" "'`O�� 2.Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3.USCS designations are based on visual manual classification(ASTM D 2488)unless otherwise 17946-00 4/13 supported by laboratory testing(ASTM D 2487). F% ure A-3 3/3 4.Groundwater level, if indicated, is at time of drilling(ATD)or for date specified. Level may vary g with time Probe Log GPR-8 SOI� CONE FRICTION INTERPRETATION PENETRATION RESISTANCE RATIO % DeDi� Tons/Sq. F�. �pv�ox�male Ground Surlace Elevauon In Feet 31 Feet � � z s io zo so ioo xoo �oo o z . s e io�z�� Pre-dnlled and backlilled with sand. Clayey SILT. Loose SAND. 5 i Soft to very so(t clayey SILT. (possibly organic � SILT and PEAT) ! i Loose to medium dense gravelly SAND 10 and/or sandy GRAVEL. 15 I� Loose SAND and sdry SAND. I Thm SILT layer. 20 Thin SILT layer. ' � Loose to medium dense SAND. I 1 2S ' Approx. 1/2-foot thick SILT layer. Dense. I Stilf clayey SILT. (poss�bly organic SILT 30 �� and PEAT) , 35 Medium dense SAND with silty SAND and , � clayey SILT layers. � ' � ao Dense. Medium dense. 45 \ > I � Very sUff clayey SILT. � 50 0.� o.z o.s , 2 s ,o o z • e e ,oix+. Tons/Sq. F1.---- SLEEVE .,' FRICTION �. ''Y.Y�/�.�IVII.7tI1 J-2330-01 1/90 Figuie A-18 1/2 Probe Log GPR-8 SOI� CONE FRICTION INTERPRETATION PENETflATION RESISTANCE RATIO % Deplh Tons/Sq Ft Approzimate Grountl Surface Elevation in faet 31 Fesl � Z 5 io 2o so too 20o aoo o z s 6 d �oi_ �� 50 � Dense SAND. � I Very dense. 55 I Bottom of probe at 56 feet. Completed 12/6/89. 60 I 65 � 70 � 75 i � i 80 85 � 90 95 � i , 1� o.� a2 os i x 5 �o � � z + e e �o�z�e ' Tons/SQ. Ft ---- SLEEVE FRICTION s� S� n/.Vf/WtOI�JY� J-2330-01 1/90 Figure A- 18 2/2 B oring Log G T—T STaNDARD PENETRAT;ON LaB Soii Descriptions RESISTANCE TESTS Oepth • Blows per Foot Ground Surface Elewtion in Feet 31.5 in FeeOt Sample � Z 5 10 20 50 100 8 inches of concrete on FILL. Soft, wet, dark brown, silty PEAT. S-1 P Interbedded medium stiff, wet, gray, slightly cloyey, slightly sandy SILT and 5 S-2 medium de�se, silty, fine to medium SAND, with PEAT ond wood fragments. S-3 10 � ATD Very dense, wet, gray, clean to sliqhtly siity, fine to medium SAND. - S-4 P S-SA � Very dense, wet, gray, very so�dy GRAVEL. t5 Medium stiff, wet, gray, clayey SILT with occasionnl peat. S-6 20 Dense to very dense, wet, gray, silty SAND. 5-7 • 25 Medium SANO interbeds. S-8 � 30 Stiff, wet, gray, clayey SILT with occasio�al peot. S-9 196 A� Dense, wet, gray, sandy GRAVEL with wood. 35 I S-10 a0 5-11 Very dense, wet, gray, slightly grovelly a5 siity SAND with occasionol orgonic, s�lty sand. 5-�2 I 50 Very dense, wet, groy, stightly silty to clean, very grovelly SAND. 5-73 • 90/�t 1/2 55 Medium dense to dense, wet, groy, slightly siity SAND w�th trace or9onics. S-1 4 '• 60 � z 5 10 �0 SD �OC • wa:er Content in Pe•cent 1. Refer to Fiqure A-1 �or explanahon af descnplions �—, ond syn0ols. ��;�� r�� 2. Soil tlescriptians and slratum lines are mterpret��ve r� p 7�d aCtuol [hanqee mpy be 9.ae„a�. J-2330-01 �G�(J9 3. Groundwoter ievd, �� ind�[ated, is at time ol drillinq Figure f�-8 1�2 � (AiD) o� lor date spec�fied. Level moy vary with time. B oring L og G T— 7 STANDARD PENETRATION LAB Soil Descriptions RESISTANCE TESTS Depth • glows per foot in Feet Somple � y 5 10 20 50 i 00 Medium dense to dense, wet, gray, slightfy 60 silty SANO with trace orgonics. 5-15 P • S-16 • � 65 Interbedded (hard), wet, brown, silty PEAT, dense, sandy GRAVEL, (hord), sandy 5-17 SILT, and fine to medium SANO, with occasional wood fragments. �p A S-18 75 Med;um dense to dense, wet, qray, slightly silty, fine to medium SAND. 5-19 p�g 80 S-20 85 S-Z1 ' Interbedded hard, wet, brown, silty PEAT ond very stiff, wet, gray-green, orgonic gp SILT with very thin cloy laminations. � A Medium dense, wet, groy, slightly silty, S-2Z medium SAND. 95 Very stiff to hord, wet, groy CLAY with thin sandy silt partings. S-23 • 100 I 5-24 � AL 105 Very dense, wet, gray, sliqhtly silty, 5_25 0/6 Bottom of Borin9 at 108.5 Feet. Completed 12/iZ/89. ��Q t15 �20 � � 2 5 'C 20 50 100 • Water Content In P.rce�! 1. Re(er to Fiqure A-1 for eYplonation of descript�ons . and SymCols. ��-�,��;C� 'tJ� 2. SOiI dE9Cnpl:OnS OnC St!Otum IinC9 are �nterpret:�e ond actuol cnanqes moy be qroaual. .�-2.�.3�'�� 2�89 3. Groundwaler level, if Indicated, �e at Gme of drllinq Figure A-8 2�2 (ATDJ or lor date spec�fied. Level may vory with ��me. ATTACHMENT 1 Cone Penetration Test Data � � � 17946-01 ��w�t September 26,2014 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/16/2014 10:43:30 AM Sounding: CPT-101 Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type" SPT N' Qt TSF Fs/Qt(%) Pw PSI Zone:UBC-1983 60%Hammer 0 400 0 10 -10 30 0 12 0 70 0 ��--�T-'-�� -��- —�--- � r— "�'rT'rT'*'�._. � i� , � � � � �� i i r� �� i i i �--r--+�� i i i i � i ii � : � rri � __ � i i i i i � ? i � � � � � � i � � � z� ii i i i �� i � i � � i i � e r-� , . . — , i i i � i i i �, i i i �— . i i i i t � i . i i i i L--' � .. , i i i i i i � � i i i i J � i i I I I I I I I I I I � I �I i I I i I I I i i I 1 I � �I I I 5 --�--�—�—�--�-- -- - �a� -�—�- -�- - - . �-�--1--� � � � � � �� .� � � i i i i i i hi i i i � � � � � � � � � �� , � � � � � � � � � \� � � � � , � � � � � � � � � � � � I ',� I I I I I I I � I I I I . I I ) I I I '� I '�� I I I f I I 1 I , ' T�I I I I I I I I I II 1 I I I �, I "' � ' �I I I � I I I I I I L I I I I . �� _- ' I I 1 ' � I I I 1 I I I I I - . � � i I j I I I I I � I �� l'li�_�_�_�__� L'_�___�__�_� :` i i_i_i_�_i_i_ :—_ __ ___________ . �. �� . ��, �i �, i i i i i I i i i i I . i i i i i �� i i T� i i i i i � i i �. �� ; : S i � i i i i i i i i i i; i i i t i i i i i i . i � i i i i �� i i i i i\ . i �I . `-i i i i i i � i i �. � i � i i i i i i � i � �.+�w.i 4 i i i i i i i i i �, a i i . i i i i � i� � i . � :i i i i i i i i i , iI�y i �� i i i i � i i i I��. i i � � �i i i i i � � � � � � � � � � � � � ; � � � � , l � � � � � , � � � � � „-� � � `�, � � � � � � � � , 15 ----�_ � � � � � � � � � � � 1- --- � �' � � � � � , -;--,---,--;- ,— ,�---,-,-,-,-,-,- -- r � r r-�- � �- , - i i i i i i � i i i i i i_� i i i i i i i i i i i �i i i i i i i i i i i i � i i i i i i i i i i i i i i i i I i �i i i i i � .r� i i i i i i ''v i i i i i i i i i i i i i i i i i i ? i i i i i i i '. i � i i i i i i . ,. ��T i i i i i A� i i i i i � i � i i i�i i i i i i i i i i -i i i � i i i i i �. � '., . i � i i i �� i i i i i i i i �. i i i i � i �, , � i i i �, i i i i i i � i i � i i i i � i � � i i i '. i i i i i i i I^<� 1 i i i i i i r i i i �� 2� �-�--r--r--r-�--r- ,, ��--i-rri -r-�---- - �. —�iT-i-�� -r� � i i i i i i �ri i i i i i � i � Z ' i � i i i i i i �� i i i �, i i i i � ] � � I�� i i i i i i i i i i i i i i i i i i i i ��. i i i i , i s � i i i i i i i i i i � i i i i i i i Depth � � � � � � � � � ; � � �i � , � I �ft� � � � � � � � �� , � � � � � � � � � \ � � `� , � � i i i i i i i i l i i i i i i ' � � i � i i i � i � � i 25 -�__y__}-_�-_�-_i__�_ —} ____,_�_ _A_______ - -__�___�__ � � � � � � � � � � � '�� r , � i � � � � � � � � � r � � L� � �i � � � � � � � i � � �� ' � ' � I I i I I I I I I 1 1 I �. I �� i. i 1 �I I I i � I I I 1 I i � '� ' i I I I �I I I i I i i /I 1 I I -TI I i I i I I I I � I I 1 I I I � I � — � I I �,I I I I �� I I �� 1 I I ; I I I '� I I I �, ' -� I i I I _ _— _�\.- .T--J___.__ III 30 — ________L_______L_ 1 1 I_ I 1__J_—1_— . . �� i I 1 I I I I 1-- I I I I I I I t i '. I I I I I I I I I 1 I I � I 1 I I I�.. I I 1 I �, i I I �. I � '�� . '� 1 I I I I I �� I I I 1 � I I�� 'i i I �� I '� ' 1 I I I I`I ', I � I I I � I'.. i . �. 1 I i I '� I I I I i I�T I '� I I 1 '� � I- '� � I � I � � I I I I i Y I I i I I I i , I i ��. I i �, � I i I I I � I I�_ I L I ��I— I I I I I I I I . I i I I I �.. � _ � . 35 � � � � � � � � � � � � � ------------- ---',--- ----- ------ ------ � � � � � � � � � � � � ; . � �-4- � � � �,� � � � � � � � � � � , � � � � � '�. i i i i . , � �. i �� i i ��. i 1 i i i ��r i . . i � i �', ,-i i i . i i i i ( i i i i , i -- , . ' I I �� .I I I �� I I I I�l� I I . I I 1 I 1 I - . � I I �. I I � �I I � I I I I I I'� I I I r' ,. I 1 '� I I � I�T I . I I I I i I` I , I }- � '�. �. 1 I '�� I I I 1�` 1 � I I I I I I � I -I � i I I I I I I I I/ I I I I I I 11 I �� I ' 1.i�,_ _I '� I I � � I 1 I 1 I I I . 1 I I I I I I I I I � I � "� '. I � / I I I I I I I � I I -'I I I I I � I I I '� I �, ' )I �� i ___ _ —i—I T_ � �I_-__7___— 4 � �--T- r--r-�--r-- �--rr�-�-1 �-r i � � � � � � � � �, � � � � � � , „ , � � � � � � � � � � � � � � � � , -�� i j � � � � � � � F. � � � i � � � � � � � � ✓ � ,,-� , � � � � i � � � � � � � � � � i � � � i i i i > i � i i i i �') i i � i � — i i i i i �i i i � i �, i i i i —J� i � � i i —�-- i i � i i I T- � i i � � � —�- �—_ 45 � � � � ; _ � ; i � — � � � Maximum Depth=43.64 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty ciay S sand to silty sand .11 very stiff fine grained(') �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand('j ii behavior type and SPT based on data from UBG1983 Hart Crowser - PACCAR Operator Pemble CPT Date/Time: 6/16/2014 9 40:36 AM Sounding: CPT-102 Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 Selected Depth(s) (feet) 6 _ � � � � � 20 013 ___ L � ____________.__________i___1_i_��..� I _ I____L___1____ _ - _________,___ I I I I I ! ' I 1 I I I I 1 I I I I I i I 1 I I + . _---____-__I_--I__-_I _-_7_____-_-I----___--I -I T-__--__�-_________I_--�_I-.�I �- � - I I I I I I . 1 I I � _---__.-_-_I_--I__--~_.-_�__-__-_-�---_-_�--I__I__--_�-----------------I---;-�-� I I I I I I i '. I I I � I I I '� I I I I I I i I I I I ' I I I I '�. i...... ------------------------------------------------------------------------� I I I . I 1 � I I I I i I I � � '. � I '� I I 1 I I � I I , � I i 1 e t____,___i______i__y____________y__y__,__i___r___________________i__._Y__,�. ______ '._._. i i i i i i i � i i �. � ______1_______i______i__�____________1__J_'__�_J_L___ __i__�.____�— i I I i i i � i i I '� I I I I I I 1 I I I I _-__ � _ - ___� , T_______I__ I �____________7__1 1 1_r-___________ T_ I_ I_ I__' . I I I I I I I I I i . I I I . I ______1__-____I__L___I_L J___________-J__J-___I_J_L 1________'____L__1__I__I____,-. I I I I I I I I I I I I I I I I - � I I 1 I I I I I I I I I I I ______ I ___ I __ I __I I _ .. __ ___________„__-___I_--_.__________ -__-____I__I____ _I I I I I I I I I I �' � I � I I I I I I I I !J - I ----t .. - -r 1 �I ��. --- Y - - --1- -� r\�I � � I I 1 I I� �I- - - -- I I I I . i I /I 1 ' I ��. 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I __-______„______-___I'___I__._______________ .-_____I_____I_I�.. i i i i i i i i � i �. i i i i '�. _______r_______i______i__�______'.______�__�__i__i_'_r''___________ .'_____�___1__� i i i i ' i i . � � i i i i I. -______t_______i______i__�____________1__J__-__i_�_�_______ ___i___1_i_L,, i i i i i i i i i i i i �I i i � i i % i i i i i i i i i '. _- - _____T_______i__�-___i_ �-i____-.�__-___i___i____i_i_i___________________i___i_i_i�,, i i �� i i i . i i i i i i i i �� . 3 - ,_ _ -- � -F � �--- % - � � � - � �- � _ ,_ -� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � _ � ------------------ - ------------------------------------------- � , � � � � � � � � � � � � � � � � � � �� ; � � � , -------r----i-----r---i-r. �-------r---7--7----r7-rr------------------i---Y-�-��. i i i �� i i/-"i i i i i i i i i i i � �, �� _______1____1._____L_L_I_i1J_I____'__L___1__J____I_J_I_1___ _______I___1_�_. I /I'� I I I/ I I I I I I I I I I I - '� ' I I ��, _I I � I ' I I 1 I I I 1 I I I i ------�---i-�, r-r�rr--�-------r---�--�----r�-rr------------------i---7-r;� �� i i i ir'i i , � � i i i i i � � , , -------+----�--`,--�-"-�-}-�-------�---a--�----�-�-�A--- ---'---'-�-,- � � i � i i , � � i � � � � � � . � i i� � i i � � i � � � � � ------- �i-------`�-- ----------------—------------------------------------� � i i 7 i i i � i i i i i i i i i � i i i % i i i � i i i i i i i i i � i `'•, i -------t----i----�r;-r-i-r---------r---y--ti----r 7-r r------------------�---*-'-�. � � `.,y% � � � � � � � � � � � � . '_______1'__J_____L_L_I_L_________L___�__�__�__I_J_i_1_________________J___1_�_i I 1 . I I I I I I I i I I I I I I . ' ' I I I I 1 I I I � I 1 I I � 1 - '� _.______________�__r_r-,_r r---�_-�____I_,_�T__-___-__-________I________ � i , �I � � I_'__1_"�`_--_._ _--_i. ._"_ -_._ 2 i i _- — 1 10 100 1000 Time: (seconds) Maximum Pressure=5 061 psi Paccar Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/16i2014 9:40:36 AM Sounding: CPT-102 Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N` Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 400 0 10 -10 30 0 12 0 70 0 , �� --��-7-T- �—�-'� i -� � � � � � � � � � �� t � � � � -- i i,i i � i i i i i � � � �.-� i�� i i i i i i i i i i i i_r i i ✓ i i i i i i � '" i �. i i i i I � i y i i i ...�� i i i i i .=i ��. i i i � - i n�i i . ✓ i i i i i , i , i i i i i i i � i / � � i i � � , i � i i � � ,�� i � � i i � � i , � i � i � �� i � i i i i i � � �i i i � � i'i i i , 5 ----�--�--�--�--�--�- -��--'-�-�-�- ----- --- - -F - �-�-�-x-'-� � � � � � � � % � � � � i � � � � � I � � � � � � � � � � � � � � � � � � � � � --+ � � � � � ��,-� � � � � - � � �� i � � � � � �� ' � � � � � � � � � � � � � � � �- � � � i i i i i i i i i i i i h . i i �� i �� i i i�--� i i �,. i i i i i i i i �D �� . � �� i : �, i i i i—�-- i �. .�\ �--�--�---�--�--�-- �.:�--�- �-=-�-- � � � �� i �. i i i�.� i i i i i i ii iii . . - i i i i i i i i i i � � i� � I � � i i i i i i i i i y�� i i i�i i i i 10 - '- 'f=-'--' --'� -_T__i i i i i i i i i i i i i i i i � i i i i � � i i � i � i�i � � � �, i i i i i i i i i i i � � i � i i i i I I � '� I I I I I I I IT� i I � I I I I I I I I I \I I I 1��P`"� I I I I�i I � I 1 � I I I I `l I I � � �{i 1 ' I I �r I I ��7 I I I I I �I I I l I 1 I '� I I—I I I I � - I -_ I I i /I i A- I i � I F I I I I I i i Y � ' � -i i i , i i '� . i i i �� y) i � � . ,i i i . i i �� i i i , i i �� -i i i i �� .� �' i i i i i 15 t-- --- - ------ --- - - ----- -! - -- --- -�------ � � � � � � � � �� , � � � � � � � �� i i y i i i i i i i i i i � i i i i i i i i i i i � i i i i i �'� � ' �� - i i i i I � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ��r � � � � � � � � �'�.�, � � � � � � � � � � � � � � � � �� _� � i� � � � � � � � � � � � — � � � 1 i i i i i i i i i i i i � , l �+- , i 20 -�--,-- r- T„--�-�--� -r-�- T- -rr--- - ----�-'�-�-, � � � � � � � � � � � ' � �( � � � �ti , �i � � �� I 1 I � ',I I I I I I I '� I ' � I i � . I I I I �I I I I I I I I A� I . I I I I I I I I I I I I '� I '. I �� I I Depth � � � � �� ft) � � � � � � � � � � �� 25 I �--�- +-----�- �---- +-�--�-�-�-- --�� F � � � � � � � � �� - - -- --- i-i--i++ i----+-�-- � i i i i i i i i i i i i i i i i i i i i i i i i i i i , i i i i � � i i i i i i � i i � i � i i i i i i i i i � i i i i i i i i i i i i � i i i i i i i i i i � i � i i i i i i i i i i i i i i i � 1 I 1 I I I I I � 1 I I I �� I I I I I �. I 1 I I I I I I 1 I 1 I I I I I I �� I I I I I i I 1 1 I I I I I I I I I I I I I I I I I I I I � I I '� I I I I '� � ' '. I 1 I I I i I I i I I I I i 1 I I I I I I I '� I I '� I 1 I I ', '� ., I I I I I ', I I I I I I I i 1 I I I I I I I i I 1 '. I 1 I I '� '� I I I 1 I i I I � I I I I I 1 I I I I I I I i I I � I I I I '�. �� I 1 I 1 I I I I I I I I I i I � 30 —_I__J_-1-_L__I__�__L_— __J-_I_I_I_I_ _________ L i_I_I J J 1_i I_1_I_1_L_ � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � I � � � � � � � , � � � � , � � � � � � � � � . � � � � � � � � � � �, � � � � � � � � � � � . � � � � � � � � � � � � � � � � � � � � � � i , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � , � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , , , � � � � � � 35 � � � � � � _��__'_'_'_' _'_'___ � _,_ � � � � � � � � � � � � � � - -'---'-- ---------- ------ ------ �- � � � � � � � � � � � � , � , � � � � � � � � � � � � � � � I I I I I I �i '' I I I I I 1 I '� � I '� 1 1 1 1 I I I �. I I I I I I I i I I I I I I I I ��. I I I I ��. I '. �'��, I I I 1 I I I � I I I I I I I . I I I I I I I I '� I I I I '�. '� I . '. I I � I 1 I I I '� I I I I I 1 I ' ' I I I I I I I I I I I '� �i I '�. �'� I I �� I I I I I � 1 I I I I 1 I � I I I I I � I I I I I I ' '� I ��. �'�i I I �� 1 1 I I I I I I I I I I I I I I I I �. I I I I I I �. i I '� � I I �. I I I I I I I I I I I I I ' I I I I 'i I i. I I I I �. i I i I I '�, I 1 I I I i I I I I I I I I I I I i I ��. I I I I � I I i I I '� I I i I I I I I I I I I I I i I I i I �. I I I I � I � I I i I I i I I I I I I I I I I I 4 o I _ _ _ I �� I � I I �� I I 1 I I I 1 I I I I I I I I I � - - -------�- - � -r- -�r�--- �-r -r--r-T- n-i-i-��TTr rr-rT-r- � � i i i � i i i i i � i i i � � � � � � � � � � i i i i i i i i i i � � � i � � � � � � � � � i � i i i i � i i i i � � � � � i � � i � � � � � , i i i ' i i i i i i i i � i � � i i � i i i i � i i . i � i i i i i i i i i � i � i i � i i i i i i � i � i � i i i � i � i � � � � � i i � � i i � i i � i � � � i � � � � � , � � i i i i � i � i i , � � , � � � � � � � � , � � i � � � � i i i i I � ' � � J i i i i i 45 ' Maximum Depth=21.98 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained(') �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand(') il behavior type and SPT based on data from UBC-1583 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/16i2014 10:21:25 AM Sounding: CPT-102B Location: Paccar Renton Cone Used DDG1263 Job Number: 17946-01 � Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N* Qt TSF Fs/Qt{%) Pw PSI Zone. UBC-1983 60%Hammer 0 400 0 10 -10 30 0 12 0 70 � ---- , -� --, , - � � � �� _ _ _ �,� � � � � � � , � � � � � � � � �. � � � � � � ., , � � � �i � � � � � _� � � � � � � � � '� � � � � � � � � � , � � � � � � � I , , � � � � � � � � � � ', , � � � � � �� , � � � � � � �� 5 --�------------- 1��-�-�--� -�--�--�- ----�-� �-�-�-;--� � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � I I I 1 '. 1 I I � I I I I I I � I I I � I I � I 1 I I I I � I I I 1. I I I I = 1 I I � 1 I I I I �� I I I I I I � I 1 � 1 I I 1 I I I ! i I I 1 I_I_I I i � I I I_I_I_I_I I 1 �_I I I_ 1 _1_ 1 _I I 1� —_I___I__ I -____I__ ____— __ I_-_ _-____-_ I � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � I � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � ' i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i I i i � i i i i i i i i i � i , i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i ' i i i i i i i i i i i i i i � i � � i i i i i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i � i i i i i i i i i i i ' i i i i i � i i � i i i i � i � i i i i 15 — -------�� i --�--�-�-�-�— ----------I i i__i_i_i i i i � i i i i i i i i i i i _i__i__i__i__i i i i , i , iiii ii ��. ii �. ii ii . -- ,--i-i-i i I i i i i i i i i � i i i i i i i i i i . i i �� i �� . i i i i i i i i i i i i i i i i i � i i �� i i �� i i , i i i i i i i i i i i i i i i � i i i i ��. i i . i i i i i �, i � i i i i i i i i i i i i i i i i i i i � � i i . i � � � i ��. i �� . i i i i i i i i i i i i i i i i i i i �, i i � i � � i i � i i i i i i i i, i i i i i i i i i i i i i i i . �. � � i , i i � i i i i , i i i i i j i i i i i i i �� i �. i i i i , . i i �� i i i i i �I �.. i i i i i ',, i i i i i i i , i i i i i i , i i i � i i i i � � � i i i i i �', i i i i i i i �, i i i i i �, . i i �� i �. i i i i i i i i i '�. 20 ` i i i i i i i _ i i i i i i _ � _ i i � i i i i _ _ i i i i -r-�--T--r--i--�--r- -��--i-rrr -�-�--- r��-ri�,��-r— -rT-r��. i i � i i i i i i i i i i i � i i �� i i ��. i i i i i i i � i i i i i i i i i i i i i � . i �. i i i i i �� i i i �, i i i i i i i i i i i i �, i i i i 'i , i . �, i i � i i � i , i ��. �� i i i i i i i i i i i i , i i i i � i � �� i i � i i i i �� i �. �, i i i i i i i i i i i �� i i i i i i �� i �. �� i i � i i i i � i � i � i i nepth � � � � � � � � � � � � � � � � � � � , � � � � � � � � �ft� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � �� c I i i i i i i i i i i i i i i i i i i i i i i i i i i 2J _�__�__}_-F__�__�__t_ —�1____I-I-I --r 1-I-+-I H-I-I�1____ ___�__-�_i_ �" I I I I I 1 I I i I I �� . I I i I I I I 'i I I I I I I I I I I I I I I I I I I � '� i I ', I I I I � I I I I ��. 1 I I I �� I 1 I I I I I I I I i I '� I 'i I I " 1 I I I �� I I I ��. I I I I I I 1 i I I i I i I I I I �. I I I I � i I I I � I I I I I 1 I I I � I I 1 '� I I I I I I I I I � I I I I I I I I I �, I I i I '�, I I I I �� ', I I '� I I I I I I I I I i I I I �, � 1 I �� I i I 1 I '� �'�. I I '� I I i I i i I I �. i I I I 1 ' ��. I I I I I I 1 I � I I '�. I I '� I i I i I I � i i I I I I � I I I '� I I I I I I � I I I �� '�. I I . �, � I I I I ��. i I I I � I I I I I I '� I I I � I I I I 30 -i- _I_1J__1_ �L_I_I-J____ ___i___I_1— —_____-___L__�__1-_L_ �� 1 1____ � I � I I I I I �. I I I I I I � I I I �, �. I I I I I I I I 1 '� I '� I I 1 I I I I i. '� I I I I �� I I I I 1 '� I '�. I I I I I I I '�, '��. �, I I �� I �� I I I I 1 � I I � I I I I I I I '� i '�. I I I '� I I I I 1 � I � I I i I I I I ' � I I '� I I I I 1 �� ' I � I I I I �� I �� i. I I I . I I I 1 I '� '� I � I I i I I I i I '� �� ', I I I I I I I I '�. I �� I I I I I I I I � ! I I I I I I I I I I I I� I I I �� I I I i '� I I I I I I I I I I I I I I I I I I '�. '� ' I I 1 35 i i i i i i i i i i i i i i i i � _ —------------------ -------- ---- - ----- ---- --------- i i i i i � � i i i � � i � � � i i I I I I I I I � I I � I I I I I I ��. I I I i I I I I I I I . I I I I I I I I i � I I I I I I I I I I I � I '� I � I I I I I I I I I I I I I I I I I I '� I "� I � I I I I I I � � I 1 I I I I I I I I I �� I I I 1 I I I � I I � I � I I I I � I I I I I I I ��. 1 i I I I i 1 I I '� I i I I I '�. I '. I I I I I '�. I I I I I , . I I �� I I 1 I ��. I '� I I I I I I I i I I I ' I I I I I I I I ' I I I I I i I I 1 I I � I I I �� j I I I I I I I I I �, I I I I I I I I _', � I I I 40 --� -�------------r- 7,��-r—i -r--i- r- ---i-i-,-- --i--r�— � i � � � � � i , i � � � � � � � I � � � i � � � i i � � i � � � � � � � � � i i i i i i i , i , i i i i i i i I I i i i I i i i i � i , i i i i i i i i i i i i i i i i i � i � i i i i i i i i i i i i i i i i , i � i i i i i � i i i � � i i i i ' i i i i i i i � i i i � � i i i i ' ' � � � � � � � i i , , � i i i � � i i i i i ' i ' � i i i 'i 45 Maximum Depth=2.79 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand "�2 organic material �5 clayey sift to silty clay 8 sand to silty sand �11 very stiff fine grained(') �3 day �6 sandy silt to clayey silt ':9 sand �12 sand to clayey sand(*) il behavior type and SPT based on data from UBC-1983 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/16;2014 10:27:34 AM Sounding: CPT-102C Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N* Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 400 0 10 -10 30 0 12 0 70 � � ��— ��— ,�„rT�i j i � , � � � � , � , � � � r:�� I � � � � � � � � � � i i i , -- — i i i i i i I `; �I�f�I�Yr ' i i i i i i i i i i i � i i i i � i i i ! � � i i i i i i i i i i , i � I i I i i i i � i i i � i i i � i � I i i �� i i � i i i i i i ii i i !i ii � ii i ii i � i i i i i i i i i i i i i i i i i i i i i 5 -�--�--�—�—'--�---- --��-'--� -------1- ��_�-�-�,_� �----- - � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � ! i i i i i i i iiiiii i ii , ii � ii ii i � i i I i i � � � � � � � i � � i � � � ii � i � � � i � � i i i i � � i � i � � � � i i i i i � i i � i � � � � � i i � i i � i � i � i � i � i i � i � , � � � � � � , � i i � i i � i � i i i i i , � i i i i i � i � , � � � � i � i � i i i � � � i iiii ' � � i i � � i � ii � � i i i i � � � i � � � � � i i i i � � � � � � � � � i � � � i i � � � 10 — ' --'--= _'__ � � � � �� _�_�_ � � � � � , , �� _�_ � � -� � � _ � _�__ �__� - � - � �--�-� � � _�-_�__ � - � �-�-�-� � �-� � � � - � -�- � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � i i i i i i i , i i i i i i i i i l i i i i i i i i i i i i i i i � i i i i i i i ��I �� i i i i i i � i i i ' i i i � i �� i i i i i i i i i i i i i i i i i �. , i i i i i i i i i i i i � i i , i i i i i i i . i i i i i i �� i i i i i i i i i i i i i i i i i �� i i i i i i i i i i i i i �, i i i i i i i i i i i i i i � i i �. i i i i i i i i i i i i i �� i i �. i i i i i i i i �, i i �, i i � i i i i i i i i i i i i i � i �� i i i i i i i i � i i � � i � i i i i i i i . i i i i i i i i �. i i i I i i i �. i �� i i � � i i i i i i i i i i i i i i i r '� i i i � i i � i i i i i i i i i 15 i---�,--�i --i--i--i--i- —i i----i-i-�i -i---i--i- ---i-i-i i-i� -------- —_ i i i � � i i i i i i � � � ; � � i � i i i i i � � � � � � � i i � � � � � � � � i i i ,, i � � � � � � � I I I I I I I '� I . I I I I I i I I I '� I I I I I �� I I I I 1 I I ' I I I I I I �. I I I . I I I I I � i I I I I I I I I I I I ��. 1 i I I I I I I �� I I I I I I I I I ��i I I �� I �� i I I I I I ��. I I 1 I 1 I - I I I I �. I '. I I I I I '� I I I �� I I I I i I I I ��. I I I I I '. i I 1 I � I I I I � I I I ! I I 1 I I I �. 20 - --- --- I I I I I I I _ I _ I I i I __ I I I I I . _�__r_ T�_ _r _r_ _r_ _i-i��__ i_r_i_T_r_ �. i i i i i � i i i i i i i i i i � i �� i i i i i �, i i i i i i i i i i i i � i i i i i � i i i � i i i �. i i i i i i � '� i i i i i i i i i i � i i i i i i i i i i i i i i i � i �. i i i i i i i nepth � � � � � � , � � � � � � � � � � � �ft� � � � � � � , � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � , � � � � � � � 25 --- �-----------�- ++��-�---� -�------ ---�---- --+-�-+-- � � � � � � � � � � � � � � ' � � � � � � � � � � � � � � , � � � � � � � � � � � , � �� , � � � i � � � � � � � � � � � � � � � � � I � � � � � � � � � , � � � � � , � � � � � ' � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � , � � � � � � � 30 �_il_�__i_____i_______ 1_��J_i__i _i_i�_�__' �____i_ —_`_i_i__� i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i � i i i 'i i i i i I i i i � i i i i i i i i i i i i i I i i i i i i i i i i i i i i i i i i i i i i i i i I i i i i i i i i i � I i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i I i i i i i , i i , i i i i i i i i i i i I I I �� I I � 1 I I I I I I �� I �� I I I I I I I I I I I I I I I I I 1 I '� I '� ' i �. I I i '. I I I I I I I I I I 1 1 I � 1 '� ' I � �� I I i '� I I 35 -'— '--=--'--'---'--- ' -- '--'-'-'-' - ,--'-,--- � �-----;--' -- ' -'--' -- ' i -i i i i i i �� i i i i i �i-� i �, i i � i i i i i i i i i i i i i � i i i i i i i ��. � i i i � i i i i i i i i i i i i i � i i i i I i � i. i �� i i i . i i i i i I I I I I I I I I I I I I '�, I '. I I I '� I I I I I I I I I I I � I I i I I I I � I �. I �. � I I I i I I I I I I I I I I ��. I 1 i I I I I � I i I i �. I I . I . I I I I I I I I I I I � I 1 I I I I I ! i i I I � �'�, 1 I ', �: I I I I � I I I I I I I I 1 I �i I �� I I I 1 I I �� '� I I � � I I '�� I i I I �" I I I I I I I 1 I I I �. I I I I I I � I I 1 I I I I � I I I I I I 1 I I I I - I I I I I 1 I � I '� I 1 I I I I I I I I I__T-_r__I__,__r_� I i I I I I I � I �. I I I i I I I I I 40 ----- -��-�-i-rri -----i- --- r----7- ,r --r-i-7--i � i i i i i � � � i � i i i i � � � � � � � � � � � i i i i � i � � i i � i � � i i � � i � � � � � i i i � � � � � i � i � i � � i i � � i � i i i � � i i i i i i i i i , i i i i � i i � i i � i i i � i i i i i � i i i i i i i i i i i i i i � i i i � i i � � i � i � � � i i i � , � � i i � i � i i � i i i , i i � � i � i � � � � � � � ' i � i i � i � � i � � � � � � � � � � � � � � � i � i � � � � � �� i � i � � � � � � � � � � � � � 45 — Maximum Depth=2.13 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained(') �3 clay �6 sandy silt to clayey sift 9 sand �12 sand to clayey sand(') il behavior type and SPT based on data from UBC-1983 r- Hart Crowser - PACCAR Operaror: Pemble CPT Date/Time: 6!1 S.%2014 9 03:22 AM Sounding: CPT-1o3 Location: Renton Cone Used: DDG1263 Job Number 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer D 400 4 10 -10 30 0 12 0 70 � — - -- -- — ---, � ��„I i — ��- i_ i � i � � - � � � , ,--_. � � � ; ,�--R� � , � � �, � � � � � ` � � � � � , � � � � _ � � � � � � , � � � � ��i � � � � � � � � I I I I I I�((( I I --Tll I I , I 1 IT�I '' . - I I I I I I � I I I � I �. \I I I I I 1 1�I 1 � , i I I I I 1 I I I I I I i '. I I I 1 I, I . � � I I I 1 1� I I I I I I � � I I 1 I { i I '� I I I I I� I I I I I I h I i I� I �� I � I I I 1-1 1 I I I I I I� 1 � I� I I I 5 _____-___1-_---J-_L- � JJ_I_I-i-I _I__�--1_- . ', _1_I-_-t-_ I i I I� 1 '� I I 1 /1 I '� { � I I '\\I I I I I I I � I I I Y I I I�t I I 1 � ^ I I I I� I 1 I I �� I I I I I I i � I I �� I I 1 '. 1 I I ;1 I I I�I I I ' I I I 1 . 1 I I I I I I -I I I ��, ' I I ' I . 1 '� 1 I I ;I I I � I I I , I I '� ', I . 1 I 1 I I j' I I I I I I I � ..._.,-'___� � - __� ___-__- ��II I_II_�_�_._� �I___II__1_ �. - — _I� I i ' I I I I I I I �o I � �-- �- r, �-;- ; � � � � � � � � � � � � �,� � � � � � � � � � � � � � � � � � � � �- � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � _ � � � i i i i i i I, i i i i i i i I i i i i i � i i , i � I�i i i � i � � i r � � � � � i i i i , i i i i i i i i �� _ � i i i :� i i i i i i i i i i I � � I - � i i i i i i I � - i i i i �. �. . i i i , i i i i i i i i i _i � i i � i i i i �-__ - i i i 15 ---------------- - � � � � —^i i i i i , _I_i'i'i - _____— — --____7-i i '� i i i i i � i i i i i i . i i i � i i i i i i � i i i i i i '� � ' i � i i i � i i i i i i i �i i � � ' i '� i ..� i i i i i i i i . i i i � �.. i i i ,r i i i i i i i i �, . i i i . y- i i . i ti i i i i i i ' i i i i i i� i i i i ��, i/ �i i i i i i i �� i i i i � ( r i i i � ''�, 20 �--T--r--i--�--r- `-r�----I-r � j i i i i i i i i i i ) i i i i i i i � i i i i � y i i i i i ti i i i . � i i i i —-�- � - � - - - f r-r T--�� L I I I I I I I I � I I� . . , � I i I Y I I � I I I I 1 y I I I � Il I . � ' ' �� I ' I -I I I I - I I I I 1 I 1 I-"'-� I � I�: I I �� I-I I I I � I I I I I I I�'I� I ' I �� I I Y� I I I I i i i i i i :i i i �,i i �,'t��i j'S Ti i i i i nepth � � � � � i�'� � � � �b- � � � � �ft� � � � � � �, � � � � � � � �,� � � � � � � � � �� ' � � � � �, � � � � � � � � � � � � � � � � � � � � � � � 2rJ — ___-_-_--F__�_-{__�- ii�-_�__�-i _ r�__{-- __ �}-�_i_i_y— i ��. i i a i i i � i i i i i i ' �- i i i i i . i i i � i i i i i i i i i f i i i i i i i i i i i i i i i i �. i i �� i � i i i � i i i i i i i i �. i i i i i 1--�� i i i � ' � i i i i i i i i � i �i i � i � � � i i , �� >i i i i i i i i i i i i i i � i i . . i i � i i i i i i i i i ,i i I i �i i i i � i i i i i i � i i i i �! i i i i i i i � i i i i i i �� J__'_ _-- L_ �J J J_I__I I_ J_� �I I I I I I I I I I I �I I I 1 I 1 I I I I I I �� I I I I I I I � T_-_ I ___ __ I I II �I I I I I 1_i_ -. _._�_ - L I_1-1_1_I__ 30 � � � � � u � � � � � � � � �� I � � � � � � � ' � � [ � � � � � � � � � � � � � r � �� . � � � � � � � �� j � � rt � � � � � � � ' � �-.,� � � � � � � � � � � � � � � � � � � � � � � � � �} � � � I I I I I I I I I � I � I I I � rt I I I � I 1 _ I I I I � I I 1� i '� I-� I I � __-___-_--_ _--__---- _ -_-___ __-_-- --____ ---_-_-_ -. 35 i i i i i i i i i i i i i- i i i—L i i i i � i � i � i i � i i �,i i ' i i i i i i i � � i � i � � � i � � i � a � i i i i i i i i � i i i i i i � i i i i i i � i i i i i i i i i i i I i i i i i i i i i , i I i i i � � � , � i i i � i i i i � i � i i � � i � i i i � � i � I i : i i � i i i i ; i i � ' i i i � I i i i i i i � i i i � i i i i I i ��. � � i , , , �, i i i i i � i � � � i i . i i i i �'� i i i � i i I, i i i i i i i . � i � i i � i � i i �. i , i i i i i i -�--r--r--i--�--r- --��-,-i-r�-i -�-�-----r- � r---,---- i i i i � 40 —_� � � � � � � � � : � � � � rr-r--r- I i i � i i i � i � � � � � � � � � � i i i i i � i i � � � i i � � � i � � � � � i i i i � � i i i � � i i � � � i � � � � i i i � � i i � � i i i � � i i � � � i i i i � i i i i � � i i � � i i i i � � � i i � i i � � � i � � � � i i i � � � i � � � i � � � � � � � � i i � � � � � � � � � � � � � � � i � � � � � � � i i � � I � � � � � � i 45 -- —__._ - _ Maximum Depth=36.94 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty day 8 sand to silty sand �11 very stiff fine grained(') �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to dayey sand('1 ii behavio�type and SPT based oo data from UBG1983 Hart Crowser - PACCAR ', Operator: Pemble CPT Date/Time: 6/16/2014 12:05:47 PM I� Sounding: CPT-144 Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 I Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type` SPT N` Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 4D0 0 10 -10 30 0 12 0 70 � �- 7 - ; ��-� -r�� -�.�.,_, �_I r � r--i Pv..i . i � i ' � i i i �. � '� , � i i i i � i i a i � ' ', i i i i� � .� i i i i i , i �� i �� i �� . i � � i i i i i i i i i i i i i �, i i i i i i , i i i i i i i i i i i . i i i i i i . . . i i i i i i i i i i i i i i i � I I �� I I I I I � I I I I I I I I I 1 � I I I I I '� I � I I I I I I � . . I I I I 5 . _I__J__+__________L- 1-J�J_I__I _I__J__1_ �_�I_I-J___— 1_I_1_ I I I '� I I I I I I I I I I �� I I i I I I I . I I I I I I I I I I I I I I I I I I � I i I I I � I I I I I I I I '� I I I I I I I I I I I �. ��' I I �� I ' I I I I I '�� I � I 1 � I I I I I I I I I ', � I I I � , I I I I I � I � I I I 1 I � I � I I I I � I �. �� I I � � �li 1 1 I �� I � I I i I 1 i 1 I � .� I i I I I I �. I i I I I I I I I I I I I I 1 I 1 I '�� '� I �. I I i I . I I �. � I 1 I 1 I 1 I I � I I I I 1 I 1 I � I I I I � I I 1 I I I I i ' I i I I I i I 1 I '� I I I '� I I 'i I 1 I I I I I I I I I I I '� I I I I I I I 10 --�---'--1- ' - ' = ---- i -'�--i_i_i i i ------- ----- i , i i -- -�-� �. i i i i i i i i i �� i i i i . i- - i� i i �� i i— i i i i i i i i i , i i i i � i i i i i i . i i i i i i i i i � . i i i i i i i i � i i i i i ��. i � i • i i � i i i i � � i i i i i i i �, � i i i i i � i i � i i i i i i i � i i i i i � i �. �. . ' . , i �� i i i � �, i i � i i i i i i � i i . i i i � �'� � i � � �. ��. � i � i i i i � i i i i i i i i i i � i i i � i i i i i � � . � i � i i i i i i i i i i i i i i �, i i i i � i � � i i i � i i i i i �. i i i i i i � � i i i i i i i i i i i �. i i i i i . � i � i � � i i i i i i . � i i i i i i i i i i �� i � i i i � i i �. i i : i i i i i i �5 —_� � � � � � � _ � � � � _ , � ___ � � , � � � � � � � � � � � I I I I I I I I I I I I I I I 1 '� I 1 i 1 1 I 1 I I I I I I I I I I I I I i I i � � I �� I I I i I I '� I 1 '� I I I I I 1 1 I i I I I 1 I I I I I I i I � I I I I I I i I 1 I I I I I I I I , I I I I I I I I I i i �. I I I I I I I i I I I I I I I I I 1 I I I I I � I I � I '� i I I I I I I I I I I I I I I I I I I I � . I I I I I '� I I �� I �. � I I I I i I I i I I i I I I I I I I , I I I I I I 1 I I . '� I �� I I I I : I I ', I I 1 1 I 1 I I I I 1 I I I I I I I '� I ' I I I I I I I � I I : 1 I I 1 I I I I I 1 1 I I I �� I � � I I I 1 ! I I ! I I ! 1 I I I I I I , I I I I I I I I ' I I I 1 i I 1 I I I r 1 I I 1 I I 20 i i i i i i i � i i i ii ii ; iiiii i i i i i , -r- T��,_i_,__i _�__,__r_ r.._i_�,��-r �_r_i_T_�__ i i i i i i i i i i i i � i i . i i i i i i i i i � i i i i i i i i t i � i i i i i i t i i i i i . � i i i i i i i i i i i i i i � i i i i i i i � � . i I I I I I I I I I I 1 I I �. I I I I I I I t 1 I i '. I I I I I I I I I I I I I I '. I I I I I I I I 1 I i I nepth � � � � � � � � � � � � � � , � � � , � � � � � � � �ft� � � � � � „ � � � � � � „ � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � . � � � � � � � � � � � � � � � � C � � � � � � � � � � � � � � � � � � � � � � 2 J _'__�__}____________ _i ti y_�_i- _�__�_-}- F i-�_�-�____ �_}_�_�__� � � � � � � � � � � � � � � � ; � � � � � � � � � � � � � � � � , � � � � � � � � : � � � � � � � � � � � � � � � � � � � � � � , � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � I I I I I I I I I I I I I I �� I I I I I 1 I I I I I I i , I I I I I I , I i I i I I I I I I I i. i , I I i I I I I I I I i � �I. I I I I 1 I � I I 1 � I I I I I I � I I i I 1 I I i I I I I '. I I I I I I I I 1 � I I I I I � '��, I I �� I I �� I '� I I I I 30 —_i__�__i__�__i__1_____ _��__i_i_i_� _i_`______ ��_i_i_�___— _i_i_i_i__� I � i i i i i � i � i i � � � � , � i i � � � i i i � i � � i � i � i � � � i � � ' i i � � � i � i � i � � � i i i � � I � � � � � � � i � � � � � � � � � i � � � � � � � � i � i I i i i i i i i i i i i i i i i i i i , i i i i I � i i i i i i � � i � � � � � � � � � � � � � � i I I I I 1 1 I I �� I I I I I I i I I I I I ' I I I I � I I I I I I 1 I I i I 1 I I I I I '� I I ' '� I I I I ' I �. '. I �� I � I I I I ��, I I I I I I 'i I 1 '. I 1 I I 1 � � I �� I �� I I I I I ', i I I I I I � I 1 I �� I I � � I . '�' � i. I I 3C I I I I I I I I _ I 1 I __ I _I__ , -- =-'-'-- ------;-- � ---------------- ---- --- - � � � —_�- � � � � � � � � � � � � , � � � � � � � � , , � � � � � � � � � � � � � � � , � � � � � � � � � � � � , , � � � � � � � � � � � , , � � � � � � � � � � � � � , � , � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � 40 i i i i i � i i i i i i i i i i i — -----�--r- T��-�-i--�-� -�,-r�--T- ,----�Tr --r�- i � � i � i i � , i i � � � i i � � � � i � i i � , i � i � � i ii � � � i i � i i � ii i � i ii � � � i i � i i � i � ii � i ii � � : � i i i i � � i � ii 'I � � � i ii � � . � � i i � � , i , ii ��, i i i � i i i i i i � i t i i i i � i �� i - i i I i i i i i i i i i i i � � i i � � �I � � ii 45 ' � � � � , , � � � � � � Maximum Depth=2.46 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained(') �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand (';I il behavior type ard SPT based on da!a from UBC-1983 Hart Crowser - PACCAR Operator Pemble CPT Date/Time: 6/16i2014 12 13:29 PM Sounding: CPT-104B Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 Selected Depth(s) (feet) 18 -- - __ ---_ __---_ ---------J------ ----- ---- 27067 _ _ � � � � � -----------�--�--- --�. � � � ; � , : � , ---------r-r-rr--�-��--- r----r�---r ------- ------ _________�__r��-_�-�--�- � � � _ -___-_-_-�__F_�_+�1�i_____F--__�-�_-- ��F_____-_-�--i-,"F--I-I-�I,�-----_--j__�_�__ _ '_' I 1 I I 1 I I I �� I I I �. I __ � I I:� I I I I��I 1 I I _ I I 1 I I I I I I I I I 1 I f I I I I�I '�. I I I I I I ,---r-r-rr�� r--r-�-�---r-r----�---r-;:r-r--i-�.-n�,-----r--�--i-�--r-- -___-J-__i__L-I-1-lJ�1_____�__1_J_1___1_L____�-__1_r1_�__I__IJr___-L__�_ 1_J_ 1_ I I I �� I I i I I I ' I I I I 1 I I I I I �� I I I I I _I .._ _______ ____________________ ____________ _-_____-________ - I I I I I ��. I I I � I I I 1 I 1 I I I I I 1 I I '� -_---y_____. _I-_y y_Y---_-r__Y___Y__Y Y_r----y-_-I--T- __I__I�-�__-_Y__Y--I-y-_Y-� � r _I ____1_____-_I__J J_1_____L__1___1_'_L L_L____J_-_I__L_L__I_-I-_r-__L__�__I_J__1_L 17 I ___ I_______I-_ I__ I_____I___ I ______I I _I___-__I___I__I _I_ _I____ I __ I__I__- I _- ---i-------i--i-i--i-----r--i-----i i i-i-----i---r-i-r--i-i--'`--i---i--i----i- ,- _ __;______-�_-��_.�__ _F_-}-__ -�-F}_F_ _�-__�__}.-Fy_�--�-_- _-}--�__�-_ �A_- 4-.. I I I I I I I I I � I I I I I I 1 I I I I I I I I I I I I I 1 I I I '. 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' � � i I I I 45 Maximum Depth=26.57 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained(") �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand(') il behavior type and SPT based on data from UBC-1983 Hart Crowser - PACCAR Operator Pemble CPT Date/Time: 6i18r2014 11 28 52 AM Sounding: CPT-104C Location: Renton Cone Used: DDG1263 Job Number: 17946-01 Selected Depth(s) (feet) 16 . , � � � � 27.067 � � � � � �� , , � � � � � � � � � � � � � � � � � � � ,T�� , � � � � � � � � � � � � � � � � � � � � ..� � � � � i i i i i i i i i i i i i i i i i i 't i i i i � � � � � � � � � � � � � � � � � r, � � � � , � � � � � � � � � � � � � � � � � ''• � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ... I I I I �� I I I I �� 1 I 1 I '� I I I I I I I 14 ---------- ' --------- '', ____ ,_____________ � � � � � � � - � � � � � - � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� , � i i i � i i i i i iiii �it � i i iiii i i i �. i i i i i i � i i i �� i ,1 i i i i i i i . i i i .. i , i i i i i �, i i i i J i i i i i i i i � i i i �. `_." i � i � i � i i i i i i i ;i i i , i i i i i �`�i i i � i i i i i i i i i i i j i i i i ��. i i i � i i i � i i � i i i i i i i i i i i i i i � i i i i i i i i � i ��, i i i i i i i i i i i i i i i i i i\ i i i i i . � i i i i i i i i i i i i i i i i i i i i �`� i i . i i i � � i i �. i i i i i i i i i i ; i i i i i �. i i '•�i i ��. i i �� 12 ----�---�------'-'---'-----�--�--�--i-i i ' --�-�--�--�-------'- ' -�-'- '-�-'= i i i � � � i � i � i i � i i i �-;--i � � i � i i i � i i i � i i i � i i � i i � i � � �; � i � i i i i i '';i � i i �i i � i i i i i i i i i i i . i i� i i i i i i i i � i i i i i i �� i i �. i i i i i i i i i �� i il i i i i i i i i i�I i i '�. �I �.. �, i �� i i �� i i i i i i � i i i i �' i i i i � i i � �� i i�i i � � � � � i i i i �. i i i i i i i i i i i �h i i i i � i i i � i i I i i j I 9 ' . i i i i i i i i i i i i � i i i �i i i i i i i i i i i Ii i , : i i i i i i i i i i i i i ��. i i �i i i i � i i i i i i �. 1. i I, i i i i i i i i i i i i i i i � i i i i . i i i i i i i�i ��, , i i . i i i i i i i i i i i i i i i i i i ��. i � i i i i i i i I ' i i � i i i i i i i i i i i i i i i i i � i �. i i i i i i i ��, i i i i i i i i i i i i i i i i i i i i � i �, i i i i i i � i i i i i i i i i i i i i i i i i i i �. i i i i i i i i i '�. 10 -------�—�_�a_�_�_��-----�--�--�_�_�1_;�-----�--�-�-�-�-�-��-----�---�--�--A-� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � I i i i i i i i i i i i i i i i i i i i i i i i i i i i i I i i i i ii � � � � � � � � i � � i i � � i � i i i i � , i i i � i � � � � � � � � i i � i i � � � , � � � � � � � � � � � � , , � � i i i � � � � � � � � � � � i � � , � i � � i i i i i i , i � � � � � � � � � � i i i � i i i � i i i i � i � i i i i i i i i i i i i i i � ' Pf2SSUf2 i i i �� i i i i i i i i i i i i i i i i i i i i i �, '��. (psi) � � � � � � � � � � � � � � � � � � � � � � � '� , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , ; � � � � � � � � � ; � � � � � � � � � � � � � � � � � � � � � � �; � � � � � � � � � � � � � � 8 — . _.. �,--r-r7--i-i--------------i---��i------r--r-Y-r-i--rrr----�---�--r—�.-r-7 � � � i i i i i i i ; i i i i i i i i i i i i i , ' �� i i i i i i i'i � i i i i i i i i i i i i �. i . i i i i i i � i y'�i �, i i i i i i i i i � i i i �, i i i i i i i i � n i � i i i i i i i i i i i � � i i i i i i i i ji i i i i i i i i i i i i i i i i i i i i i i � � i i i i i i i i i i i i i i i � i i i i i i i i � i i i i i i i i , i i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i � i i i i i i i i � i i i i i i i i i i i i � i i i i � i i i i i i i � i i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i 6 — =-------------- � i i i i i i i i i i i i ____�___ � � � � � � � � � � � � � � � � � � � � � � � ;' � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � i i � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � „ � � � � � � � � � � ��" � � � � � � � � � � , , � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � , ----'--- '%--'-'--'-----'---'--'---��----'- --'-'-'-'`'-----'-------'-=-'-' 4 i --=r i , i i i i i i i i i i ____-_ i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i �! , i i i � � � � � � i � i i i i i i � � i - � � i i i � � i i i � i � � i i � i � � � � � � � i i i � i � i i i � i � i i i � i i � � � � i i i � i i i � i i i � i � � � � � i i i i � � I i i i i i i i i i i , i � i i i i i i i i i i I i li i � i i i i i i i i i i i i i i i i i i i I i i i i i i i i i i i i i i i i i i i i i � i , � � � i i � � � � � � � � i i i i i i � � � � � � � � � � � � � � i � i i , , , � i i � � � � , � � z ' _ � I _ I �. I I I � � I � � I I , I I 1 10 100 1000 10000 Time: (seconds) Maximum Pressure=15.325 psi Paccar Hart Crowser - PACCAR Operator: Pemble CPT Date�me: 6r18i2014 11 28:52 AM Sounding: CPT-104C Location: Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 400 0 10 -10 30 0 12 0 7C 0 ---- ----i-�- -�— -- �� '.�•^� � — T � : � � -�_ � � � � � � � � , � � � , � �� 3 � � � � � � � � � i �� i i � � � � � � � � � � � � � �� , � � � � � � � � � �� , , i i i i i i i i i i i i� i ', r i , i � � I i � i i A � � � � � i �, � r � i ' c i i . i � . 5 -�--�--�--�--�- ' � ---�_ ,a J.-�-�--� -�--�--1- - - - �- '�-1-�-;-�-�— 1 I I I I I I � I I 1 i I I I I I i I I I I 1 I I I I I I I I I �'I I I I I I I i I I I I 1 I �I I I I I I 11 � I I � � � � �� I I '�i � I I 1 ' � I I 1 I � I ;f I I I I I I �I i il � .' i- I I 1 - 1 I I I � I I � I � " � I � I I I 1 � I 1 I I I I , � ,. I J � I I I I I � I ��I � I I � � I �I I '� I � � � I � I I � I I I I i I � � I . �� . ,� � I '� I I I I I I I I �9 ' I I i I I I I I I I I I 1 '� � '� 1 I �Q -- ______1_____i__1____ —f�l_!_J_�_i_' LI_i_1J____— � � - . _1_i_1___ . i i i � i , i i i i i i i i . i i i i I I i I I I i � � I I I I ' I i i i � �. I i i � '�, I I I t 1 i � I I I I '� i I I I � I�I I 1 I I I I I i I I � � � '� � � 1 I I I I I I I I I I I �. � . . ' �I . i I I I I I I I � I I I I � I i I I r 1 I I I I I I i I I I I �. � � I � i I I I I I I 1 I I I I 'i I I I I �� I I 1 i I ' I � , I I �i I I I I I� I 1 I �J `_�-_�_ � � __I__�I__I__^ ,�JIIII_,_I_I_II-i � 'I___I__ i , �1� I I___,_i_I_ — I I I y i , I I I I I P�� I 1 i I I I i `i I �� I '� I I I I I I . �. 1, I I I 1 I I ' i 1 ��. � I I I I I �. I I'. I I I I I I i � i �I � - I I I '. � I i I i I �. I I i � 1 1 i �' � I I I I I � I I I � 1 '� � �I � �I I I I I I I I I . I � 1 � 'i " I�I I I I i I � � I I I� I I I �I � I I I I I rl I I I I I I . I 20 —� � i i i i`, i i � i i �� ' ' � � ' i i ___.,__r �_ �__r_ _7_��_i__i_.. _____ _ .__— - __— r_i_7_r�— � i i i i i i �, . i i ; i � �i i i i i i i i � i i �� i i - � i i i i i - i i i i i i < i i i i iC i i i i i i i i i i � >i i i i i � i i �i i i i i i i i i i i • i i i i i � i i i i i oepth � � � � � � � �� ; �� ' � � � � � � � � �� (ft) �� 25 ;�_'__�__i__i__i__i____,I �j�i�_i_i_I_I _�__i__i_ _'� I_i_I_�_�__- i � � � � � � � � � � � � � � , ' � � � � � � � � � � � �� ' � � �� i � ; � � � i i i i i i i i i � �� i i f i i i i i ' � � � � � � � � � � ' � � � � � , � � � � � � � � � � i � � � i � � , � � � � � � � � � � � � � � � � � � � � � � '30 �__ �__1___ _I__1__L_ �1_JJ_I__I_i _I_1J�L__ — . . . i�l_I-1_i_J_ I I �� I I I � I I I I I I �` �� I I I I I I I I I I I I I I I i I I � � I I I I �, � I I I I I 1 I I I I .� � i �-. �� I i I � I I I I I I ,� 1 I �. � I b I I I I I I I I � I I �i I I � '� I 1 � I '� I 1 I I I I 1 I � I I I 1 �. '�. � , I I , I i I I I I I I I I I I I I I I � I i i '� I I I I I I I I I I I I I I I I I i I I 1 I I I I �� I I I I i I ��. I I I 1 I I I I I I I I I I I 1 I 1 I I I I I 1 I 1 1 I I I I I I I I I I I I I � I I I I I I I I I I I I I I I I I . I I 1 I I � 35 i i i i i i ___ ' i i i i i i i i _ i i i i i i i i i , i i i i ---------------- ----,----- ------- -------- --------- � i i i � i i � i i � i � � i i � � i � i i i i i i i i i � i i � � i i � � � � i i � � i � i � � i i i � � i � i � i i � � i i � � � i i � � � � � i i � � � � � � i � , � � i � i � � i i i i i � � � � i � � i i � , � i i � � i � � i i i i � � � � i � i , i � � i i � i � i i i � � � � i , i i i i i i � � i i � � �� i � � � � � � � i � � ii i � � i , i � , i � � � i � � � � i i i � i � i i i � i � �� i � � � � i � ii � i � i � ii i � i 40 -- i i i i i i _ ii � ii iiiii i i i i _ -�--r- —7�-----�-� -r- i-i-r:�Trr -r-rT- � � � � � � i � � , � i � i i , i � � i � � � � i � � i � � � � � i � i i : i i � i i I i �� i i i i i � � � , ii � ii � ii � � i i i i i � � � i i � � � i i i i � i � i i � � i i i i i i i � � i i i i � � i � i � � � i � i i i � � i i � � i � i i i i � � , I I I I 1 I I I I I I I I � I 1 I 1 I I I ! I I I I I I I 1 I �� I I I I 1 I '� I I I I � I I i ', I 1 I I 1 I I I I I ' 1 I I I ', I I 1 I I I I ' I 1 i I I I 1 I I I I . , � i � I I I I I I '� � I I I � �. I I � I I ' I I I I I ' I � �. I I I I I � 45 -- - _ _ Maximum Depth=31.82 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand .�2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained('i �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand(') il behavior type and SPT based on data from UBG1983 _ -�1 Hart Crowser - PACCAR ' Operator Pemble CPT Date/Time: 6/18/2014 9 STAO AM Sounding: CPT-105 Location: Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N" I Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer �I 0 400 0 10 -10 3� 0 12 0 70 � 0 ��- - --;-�-�—, --r--7---.-, �- i�T II '�,. �. �� , , i i , ii i . �. �, ! i i � i � i , i i , � i �� i i i i i i i �� I � ��, i i i i � i i � �, i i i i � i i � I i i i i i i i �� 'i ' i i i i �� i � i i i i i i i i , i , . '. i i i i � i � i i �� 'i ��. i i i i � i �, i i i i i i � i i �, . �, i i i i i i . i i i i � i i i i i �� i i i i i i � i i � � . �, i i i i ��. i i i i i i �. � i i i i i i , i i i i i i . i i i i �� i i i i i i i , ' i i i i i i � �� i i i i i , i i i � i i � i - i i i � i � i i I� i i i i i I '� � i i i i . . i i �. i i i .� i i i i i � i i ��. �j __'__�__i__�__i__a__�_ �_aa__i_i_i_ _.__��__+_i ___i_'_ �{ . _�i L �—1—�—�—�—� I � I 1 I I I I I i I I I I I � i i I I �� '� I �� I 1 I I I � I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I � I I I I , I � I I I I �� I I I I I I i � I I I I I I � ' I I I ' I i I 1 I � I I I I I 1 � I I 1 I I I � I I I � � I I . � 1 � I I I I i I � I 1 I 1 I I i I I � 1 I � I I 1 � I I '. I I 1 I I I li I ' I 1 I I I �, I I i I I I I 1 I I . I I r I I I �. � I '�, I I I I I I �� . I I I 1 I I I I I �, I I I I �, I 1 I I ', i I I I 1 I � I I I I I � I I I I I I I I , I I i I I i. I 1 �i � ' I I I I I I I I I I 1 I I I I i I 1 i I I i I 1 �� I 1 �Q ___''_1__L__�__1__L_ i 1�__J__i_i _�__J__1_ I_i_I_t_i I 1 1 L I ____1_�__ _ i i i i i iii � i i �� i i ' i itiiiiii �� ii i i i i i i iiii �, i ' � i i � i iii � iiiiiii i i I I � I I I I I I � I I I ' i 1 I i I I I I I i I I I I i � i I i I I I 1 I � I I I '� I I '� 1 I i I I I I '� � � I I I I �� I I I I I I �. I I I ' 1 I ' I I I I I I � � 1 I I ' � �, i I I I 1 I I '� I '� I 1 I 1 1 I I i I I . �� I I I ' ' � i I I 1 I I I i I i I 1 I I I �. I I �, I I i '� � I I I I I 'i i i I 1 I I I '� I I I I ' I I '�. I I : I � - ��. . I I I I I I i I I I I � I i I I ' I '� I I I I I : I �� '�i I I I I � I �, I I �. I I I '�. I I - , i I I I I I I i 1 I � I I I I i I 15 i i i i i i i i i i i iiiii , i i_ i _i - � , —------------------- ------- � i i i i i i � i i i i i'i_r_____— i i�-i-i_,i___ i T i . i i i � i i i i ��. i i i i i i i i i i i i i i i i i I i i i �� i �� i � i i i i i i i �� , � i i � i i i i i i i i i i i i i i i i i i i i i � i i i i i i i - i i i i i �� i i i i i i i �, � � i i i i i i i i i i ' i i i i i i i i i i i i i . � i � ' � i i � i i i i i � i �� i i i i i i i i i i � � , �, � , . , i i i i i i i i �. �i i i i i i i i i . i i � i � � . i � i i ��. i �. i i i � , i i i i i �, i i i � i i i i � � i i i i i i � i i i i . � � i i i i � � i � i i � i �� i � i i �� i i i i i i i ', i i 20 i i i i i i i i i i i i i i i i i i � i i i i i i --r-�---r--r--i--�--r- --��--i-rrr .-r-�--T- -----�Tr i-r-r�-- -- '�� i i i i i i i i i i i i i i i � i i . i i i i � . I i i i i i i i i i � i i i , i � i i i i i i i � � i i i i i i i i i � i i i ' i i i i i i i i i i i I i � i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i � i � i i i i i i i i nepth � � � � � � � � � � � � � , � � � � � � � , �ft� � � � � � , � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � ; � � � � � � � � � � � � � � � � � � � � . � � � � � � � � � � � � � � � � � � , � � � � � . � � ; � � � � � � 25 -----+—�---- ,—�- ��,--�-- -�--�-�-+- �,-�-�-��_� �-+-�----- � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � I I I 1 I I I I I �. I I '�. I I I �. I I I I I I 1 I I I . I �. i I I i I i I I I I I I ', I I � I I I I I I I I I I i �. �. I I i I I i I i I I I I �� I I I i I I I I I I I i I I ! I 1 � i I I I i I I � I � I 1 I I I I I ' '� I I I I I I I I I I I �� I I I I I I 1 I I I I I I I I I i I I I i ' I 1 ' I I I � I I I 1 I I I I I I I '� I I ��. I I I I I I I 30 _I__J__1—____I__1____ 1_J_J_I_I_I _I_L�_—___. L_I_I�J 1_ _ __ __1_I__ I � � � � � � � � � � � � � � � � � � � � � � � i � � � � � � � � � � � � � , � � � � � ; � � � � � � � � � � � � � � � � � � � � � � � � i � � � � � � � � � � � � � � � � � , � � � I � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � , � � � � � � , � � � � I � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � , � � � � , � � ; � � � � � � � � � � � � � � � � � � � � � � � � � i � � � � � � � � � � 35 i i i i i i i i i i i i i � i i i i i i i i i — ----------------- ------- -- � � i i i i i i i � i i i i i i �__i__ � . i i-i-i-i i___— —_-_i_i_i_i _ �� i i i i i i ��.. �� i i i � i i i �� . i i i � i i i i �. i i i i � � i i i i i i i i �. � i i i i � i i � i i i �. i i i i i i � i i i i i i i i � . i . i i i i i i i i i . � i i i i i i i i i i - i i i i �. � �. i i i � . �, i i i i i i i i i i i � i i � . i i i i � . i i i i i i i i i i i i i � , . �. i i i i i � i i i i i i i i i i i 'I �� . i i i i i i i i i i i i i i i i i i i i i i i i i � i i � i i � i i � i i i i i i i i �� i ii i i i ' . i i �. i i i i i i i i i i � i 40 — r--i----�--r- T�---- - -r--�-- r- -----�-r rr-r�-,-�- , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � i � � � � � � i � � 45 � ' , ! ' Maximum Depth=0.49 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy siR � 10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand � 11 very stiff fine grained(*) �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand(') il behavior type and SPT based on data from UBC-1983 Hart Crowser - PACCAR Operator: Pemble CPT DatelTime: 6/18l2014 10 00 05 AM Sounding: CPT-1056 Location: Renton Cone Used: DDG1263 Job Number. 17946-01 i Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N` Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 400 0 10 -10 30 0 12 0 70 a —r—� � �r `— �#�'t<�T— �� , , � � � � � � � � , � � �� j � �� , � � � � , � � � � � � � � � , � � � � � � � � � �� I � � � � � � ' � � • � � � �� , � � � � � � � , �� 5 ------�--� -a--�— — ------ --- ---- --- - -�-�---'- -- � � � � � �� ' � � � � � � � � � �� i � � � � � � � � � � � � � � � � � � � � � �� ; � � � � � � � � � � � � � � � � � � � � � I � � � � , , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � 10 -'---'-------------- '-'--'--- ------=- '--'-'-"-'-- -----1-'-- � � � � � � � , � � � � � � � � � � � � � � i , � � � � � � � , � � � i i i i i i i I , � i i i i i i i i i i i i � � � � � � � i ii � ii � ii � � i � � iiii , i � � � i � � i � ii . � � � � � iii � i � � � i � i � , � i . � � � �� i � i i i � � i � � � i , � i � � i � i i � � � i i i � i i � � i � � i � � � , � � � i i � i � � � i � � ' � � � � i � i , i , � i � i i � � i � i � �� ' � i � �� i �� , i � i � � � i � � 15 _ --- � —�---�-- �--� -- — � �---'-�-�— -�— �---- ------ � � � � �_ _�_ � __ � T i i i i i i i i i i -i i � r i i r i i i li i i i i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i . � , i i i i i i i i i i i i i i i i i i � i �, . i i i i i i i i i i i i i i i � i � �, . � i i � i i i i i i i i i i i , .� i i i i i i i i i i �� i i i i �� i i i i i i i i i i i i i i i i i i i � . i i i � i i � i , i i i i i �� i i � i i i i i i i i i i i i i i i �. i i i i . • � i i i 'I � i i i i i i �� iiiiii �. � i i ii �� iiii : : i i . i i i i i i � i iiii i i i ii iiiii i �� i i i i i i i i iiiiii i i ii ii �. ii , ii ��. . i i 2� --r-�--T-----i--�---- --��-i-ri ----�--T- r-i-i-��rr -----�-r- i i � i iii , i ii ii ii ii � i iii � i ii ii . ii ii i i � i i i i i i i i i i � i i i i i i i i i i � I i i i i i i � i i i , i i i i i i � i i i i i i i i i i i i i � i i � i i i i � i i i i i i i i i i i i Depth � � � � � � � � � � � � � � � � � � � � � �ft� �� , � � � � „ � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � c � � � � � � � , � � � � � � � 2 J — _ _`____i__F- +i_-___�-�� _�-_�_-___ —-___-�.F I-+-I-i--� �� i � � � � � � � � , � � � � � � �� , ' �� , � �i i i i i i I i i i i i i i i . i i i i i i i � � i � � i � i i � � � i � � � � i � i � i � � � i i � � � i � i � � � i i i i � i � � i � � i i i � ii � � iii � � i � ii , ii � i � i � � i � I I 1 I I I I I I I I I I I I '� ' '� I I 1 I �. I I i I I '�. I I I � I I �. I I I I I I ' I I I I I I I I 1 1 I I I ' I I I I I �. �i I I I I '30 -I__J__1__�___I__1____ �_JJJ_I_I_1 __-_J__1_ L_I_I�J11 L I_1_I-__i_J_ 1 I I I I I i I i I I I 1 i I I I i I I i I I '� 1 I i I �� I I I I I I I I I I I I I I �. I I I I I I I I I i I I I I I I I I I I i � I I �. �� I I I i " �. I t I i I I i I 1 I I I I I I 1 I I '� I I i � �. I 1 ', '� ��. � 1 I I i I I i I 1 � I I I I 1 I '� I I I i I I I � 1 I I � I I I 1 i I I I 1 I I I I I I I I I I � I � � I '� I I I I I I I I I I I 1 I I I I I I I ��. I I I I I I I I i � I . i '. I I I I I I I 1 I I I I I I I I I �� I i I i I i i ' I ' I I I I I I I ' I '� '�� 1 I I I I I � 1 I '� � I I I � I '� � � I I '� I I I I I I 1 � I I I �. �� I � I 1 , � i i I I I I I I 1 I �. �. I '� I I � _� i . �____ � I 1 35 ' — --- ,------------- -------- -- — --- -- ----- ---- i i i i i i i i i i -i--i , . . � i �� i i . i i i i i i i � i i i i i i i • � i i i i i i . � i �� .. i i i i i '� ' i i i i i i i �, i i i i i � i . i i i i i i i � i i i , i i , i i � i i i � i i i i . i �. i i i . i i � i i i i i i �, i i i i i i i i �� i i � i i i i i i i i . i i i i i i i i ' , i i i i i i i �� i i i i i i i i i � i i i i i i i i i i i i i i i i i i i i i i i i i i � i i . i i i i �� i i i i � i i � i i i i i i i i i ' I i i i i i i i i i � i i i i � i i i i �. i i : i i �, i i i i i i .. �. � i � i i i i i i i i i i i i , i i i � i i i i i � i i i i i i �� , i i i i i i �. i i i i i i i i � i i i � i i i i i i i i i i i �� , 40 � � � � � � � � � � � � � � � � � � � � � � � � � � � � , `--r-�--T-----�--�____ r-�-�-rr�-� -�-----T- rrrr��r �-r-�-T - i � i i � i � � � � � � � i � � � � � , i � � i � i � � i , � � � � ii � � , i i � � � � � i � , , i � � � i i i � � � i � � � � � i . i i � i i i i �. i i i i �� i i �. I �. i i i i i i i i �. � i i i �i i i i i i i '�. i i . i i .. i i i �. i � i i �. i i . ii � i i i ��. . i i i i � �. �. i � i i � , , � � � �. i . , � � i i i ��. 45 �_ —- - - - Maximum Depth=0.49 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand '2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained('j �3 clay �6 sandy silt to dayey silt 9 sand �12 sand to clayey sand (`) il behavior type and SPT based on data from UBC-1983 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/18/2014 10 03:13 AM Sounding: CPT-105C Location: Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Raho Pore Pressure Soil Behavior Type' SPT N` Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 400 � 10 -10 30 0 12 0 70 0 �� --� ,-�-1- �,�,7 i r—�r—_r. , , � � � � � � , '� � � � , � � � � � � �� . � � � � � � � � � r-- � � � � � � � � � � � � , , , � � � � � � � � � � , � � � � � � � � --- -�- I --- --� � � � ---� ---- -----�I--- � � � � � � � � � � � � � � � � � � � � � � � � � , , , 5 -�- —;�- -�-�— -;- �-+--+ � � � � � � � � � , � � � : � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � i � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � ' � � � � � � � � � � � � � � � � � � � � � � � � � � � � � j � � � � � � � � , , � � � � � � � � �� , � � � � � � , � � � � � � � � � � � � � � � � � � �� . � � � � � , � � � ; � � � i � � � �� ' � , , , � � � � � � � � � � �� „ � � � � � 1� �-'---'--1 - i i __I___I__ _____ � _1 J J J_�_i_� �i_�_1_I____ � I_�_�_i_i 1 i L� � �_I_I___ _ � 1 I I I I I I I I I I � I I I �� I � '�. I I I I '� I I I I I I I I I ��i I I I I I I I I I I I - I I I '�� I � I I I . I I I I I I I I I I I I i I I I � � ' I I i I I I � I I I I 1 '�, I I I I I i I I I I I I 1 I I �� I I '� I I I � 1 I I I I � I I i I I �i I I I I I I 1 I �. 1 �� 1 � I I 1 I � I I I I I I i I I I I I I I I I I I 1 ' I 1 1 I I I I I I I 1 I I � I I I I I I I i I I I 1 I � 1 I I I I I I I I I I I I I '� I I I I I I I I I I I �, I 1 �. I I I I I I I I � I I ! I I I I I I I ' � �. I I I i 1 i I I I I I I I I I I � I I i I I I I I I � � I I I I I I I I I I I I I �. I I I I i I I I I I I 15 ----------� --,-- '--� _ � � � �--�-- -�--�-- � - "--'-�--' �_ � � � � _�_ � _ _ � � � r � �� - �-� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � , � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � 20 � � � � � � � � � � � � � � � � � � � � , _ -r-�--r--r- —1��- -i-rr rT-i Tr�.-ri-,�--r -- i i i i . �, ''i i i i � i . �i i i �, i �i i i � i i �� i �� i i i i i i i . ,. ,, i i i i i i i ' ��. i i i i i i '� i i �� i i i i i i i i � i i i i i i � i i i i i ' i i : i i i i i �. i i ' i i i i � i i i i i i i i i i i �. , i i ! i i i i i �� i i . � i i i i i i � i i i � i i i i i i � i i - i i � i i i i i i i i i i nepth I i � i i i � i i i i i i i i i i i i , i i i i i i i i i i �ft� � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � , � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � 25 ----�--'----------�- -i-�-�-�-i -�--�--+- �i-i-i-�i�r �-+-i-� - � i � � � � � � � i � i i � i i , i � � � i i � � � � � � � � i � � � � i � � � � i i i � i � � i i � � � � i i i , � i � , � i i i i � � � � i � i � i i � i � � i i i � i � i i � i � i i � i i � � � � � i i � i � i � � � i i � � i � � i � � i � i � i � i ' i � i � � � , � � i i i � � � i : � � � � � � � � i � � i . � � � � i � i � � � i � i � iii � � � � � � � � � i i i � i i � i � � � � � � � � � � i � � � i � i � � � � 30 _�_____1__�__i__�__�__ _il___i___i _�_�___i_ ^_ _�__` ___i___i__ _ � i i i � � i i � � i -�� i � i � � i i i i � i i � i i i i i � � � � i � i � i i i i i i i � i � � � i i � i i � � � i i � i � � � � i � i � � � i � � i � ii � � � �� , i i i i � � � � � i i � , i i � � , i � i i � � � � � i i � i � � i i ' � � � i i � i � � � i i � � � � � � � � i � � i � � i i i � � � � i i � i i � i � i � i � i � � � � i � � � i � � i i i � � � � i i � i i � i � � � � i i i � � � i i � � i i � � � � i i i i � i � � � � i i � � � i � �� i � � � � , � i � i � � i � � ii � � � i i � 35 � � � � � � � � � � � � � � � � � � � � � � � � � � � � ---------------- ------- ------ -,---,--- ----- � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � : � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � , � � � � � � , � � � � � � � � � � � � , � � � � � �� . � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � , � � � � � , � � � � � � : � � � , � � � � � � � � � � � � � � � � � � � � 40 — ------- � � � � � � � � � -� � -�- � --- - � � � � � ,--r- T��,-r�- -r- � -r- -� -r� i-r-r1-�-� i � i i � � � � � � � � i i � � i � i i i i i i i i �. i i i I � � i i i �. i i i i i i � i � . i i i i i , ' � i i i � i . i ' , i , . � � i i � i i i i i � i i i i i i , �� i i i � i �� i i i i i i �. i i i i i i i i i i i i i . i i � i i , . i ,, i i �� i i i i i i i i i i i i i i i , i i i i i i i . i i � � �� i �. �, � i i i i i � i i i i i i i i i i i i , i i i i -I i i --� � � . � ' i i i i i �� i i i i i i i i i i i i i i � i i � � i i i i �� . i i i i i i i i i ' � i i i i i i �. ii ii � � i ii , ii ii , ii i i i 45 ' ' ' � � � � _ � � � � � � � � Maximum Depth=2.30 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty ciay to clay �7 silty sand to sandy silt �10 gravelly sand to sand `�2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained(') �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand (') �il behavior'ype and SPT based on data from UBC-1983 Hart Crowser - PACCAR . Operator: Pemble CPT Date/Time: 6/18/2014 10:10:26 AM Sounding: CPT-105D Location: Renton Cone Used: DDG1263 Job Number 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60°/o Hammer � 400 0 10 -10 3a 0 12 0 70 0 � — -�--�—�— -� —,:--T-- -- �f i ".T'1"r!'1 i , ----_ � �� , - � � � � � I � � � � � � � � � � � � � � � � � � � �� -- � � � � � � �� i i i i i i i� , i i i i i iri i � i i i i i i i � i i i i - i i�i i i i i i i i ', i i i i i i i�i i � . i i i . i i � i i � i i i i i i i i �i i i i i i � i i i i i �� i i �r i 5 -'--�--;------------ -�_i-�_i i��i-�-'-- - % i i i i i �i� ii i +-' i i i i i i , i i, i i i i �i i � i i i i � i ly i i i i i i i i i �. i i h i . i i �, -:i � �_ � i i i i �. i � i � i i ' i �� , � i i i i i ' ' ' I ��. � i i i i i i � i � i �� _ i i i i � � i i �� i -- � i i i i �� i i i � i - . i i i i i i �, i i i �� i �p _� j _____1__L_ `i 1 1 J J J___ � _i__J__1_� — _'___ _�_�__ - _ � i i i i i i i i i i . . . i � . i i i i i i V�Y , i i '""�'��, i 4 i i � �� . i �. i i i i '� �� i i i i i L�i i i i ri �� l i i i i � � . 11 i i i i � i � i i i i - --, i i i i i � i i i i � i i i i � , i i i i i i , �. i i i i i � i i i i i i i i i i i i �-� i . i i � i �� i i i �' � i i i i i i i i `i i i i � i I i i i i '. � i i i i i yi i i i ' i i i ' i i i i i i i i i y i i i i i � .�' � i i i i i 15 i i i i i l i i i---i-i-i r----�--i-- — __ � �' � i i u --I-�i--i--i—i--i--i- i i i-i---- /� I � i i . i i i i i i i i , i i i � � i i ri i i i i i i i i i i i i i i i i i , i i �� i � i i i i ___ i i i i i i i ��. i i i i � ��. � � � i �� i ' i i i i �I. i i i i i � i i � i i i i � '�—rj�� i �, � i i i f i i i i i i ii i i � i i i i i �/-- i- i i i � I I I t I I �y i I i I 1 I I i I � � I i I �I�I 1 I 1 I )I � I ', I 1 I I %I , �LI ' I I l\I I I I I I I I I i I I '� l._ ' I L I � I 1 T � I I � �I I � I � I I ..1- I i� �. 2� _1--,_�_ ---I-- ____ _-1�-I_I_1_ -1-___-_-_ _----___ _ _ � I I I I �, I I I � 1 I I I �� . � I I I I I I � I I I I I '. � I 1 I I I I 1 I I I I 1 , . , � I I I i I I I I I I I I . 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'' . , ��. �� i -rr� I 5 i-�--�- -------- �_��-�-�-�- -- � _ _�_�_� . . ----'-�_- i � � �, � � � � � � � � � i i � i i i i i i i TTTr � : � i i ii i � � r i i i iiii ti - I , -i i i i i i i , i i i� �� , � i � i i i i i � i � � � � i� � ' � i i i i i i i i i � � i i -� i i i i i i i , i i �i i i �i i / i i i i i i i �i-- i i i i i i I ., i i i i i i i i i i� r. i i �, .m i i �, � i i i i i i i i �� i �Q r---__ __1__�__J_ L_ 1 _'__ _ _Y-_J__1 .y _- '�-1-�-1-- � � i ._._� - �i i i Y� i i i / i i i i i i i i i i . i i i I i i i i i� i ' . ', i i i i i �.�i i �. i � i i i -i i i i . i � i i i i i i i �i �, i i i i �� i i i i i i I i i i i i i i � i i i �� i i i �� i i i i i I �i i i i i i i i i i Ii _� i i � � � � � � � � � � � � � � � � r � � � I� � � � � � � � � � � � i � ; � � � � � ' 1 I 1 i I I I i I I I I i � 4�� i I I I I . I I I I I I I I 1 1 1 '' i I �i i i I � 15 \�_�___�__ � _____�____-__ �___�_�_�_ �-_ __ - __�_ . i i - - i i i i i � �.-- i i i i iiii � i � i :i i �� i i � i i i ; � i � i I i i i iiiiii � � , � � II i i i i i iiii i � i i i i i i i i - � �i � i i � I � i i i�i i i i i i � �i i i i i i � i i i i � ' 'i i i i � i i � i i i i �� 'r�� i � �_ i ;i i i i i i i i i � , � i Z_ i i �'� � i � i 24 ' -�—,- � i i ',i i i i , i � i i i i i i �r-�- --- -------r--r--iJ�--r- T��--r--i -r-�--r- - -------- -- i-r-r�-= . i i i i ;i i i ��, i i �\L i i i i i i -�i i i i i t �i i i i t� i i �. i i i i'f � � i � i i � i i t i 'ri i i . i � i i i r i /i i i i . i i � i ,✓ i i i i i i r� I I` I I I I ,I i I I i �'I '. I 1 �i �..: �� I i I I I; I �epth y� � � � � � � � �� _7 � �ft� � � � � � � � � � , � � � � a' � � � � � � � � � , � r � � � � � � � � � � � � � �� - � � � � � , � � � � � � � , � �y_ 25 1__�-_�__--_�__y____ i l i _�_i_i_ - _'�_,'_}_ - ___ � � _ ____I_ � . I I I I I I I I I � I I I I I I I . I I i � . � I I I I I J I 1 I 1 I ^ II _I I '� I I I �� i I/ I I I I I I I I I I I �. ' �� I I I I I I 1 , I I I I �� I I I I I I� I I � I I I I T �� I I I I i '�� I I I rVl I i 1 I I I '� ' -t�1 I I �� I I I I I I � 1 I I I � � ' I � I I � I I 1 I I I i 1 I I I ` I . I I �I I I I �� -_-i i__i__i__I- � I I I I J J J_I_II_i I 'J__1_ � � 1-1 I 1 I i 1 I I I 1 I I I � 1=1_I_1_i. 30 -- --i i i i i i i i i i i i T_ i i , i �i i i i � � i i � i i i i� i � i , i � I � � � � i i i i i i i � � � � >� i � i i � �� -c. �� i i i i i i i i I � i i � > i i � � � i i i � , S � i � i i i i � i � � � �� i � � � i � � � - ; ' i i i --'-- ---- l-Ci i--i-i-i-i -- � --- - i i i-'Ji i �, 3rJ -�---�--�--- i i_ \i i i i i i + --i---- ' i i i i i i i i i i i i i i � i i i i ' � . �. i �i i � i i i i i i i i i i i ' . � i h i i i i i � i i i i i � � i�, i i ! i � �. i i � i � i i i i �-_ i � � i ' � . ', i i �, �, i i i �� i i � i i r � '� i} i �',,. i i i i i i � i i i i`�. , ' � i �. i i i i i i � i i i i i i � i � i i � � �. i i i � i i i i i i i i i i ' i f i , i � i i i i i i i i i i i i i �, i �. i � i . I I I I I I I ' I I__� -�-_,__.T_ ..I f ___�_ 40 ----------r--�--�--r- T��-- - I 1 I 1 1 I 1 I 1 I I '� I f� I I C ', � I I I I I I �. I i I I ��, C I � I -` I I I I I . I ' I i 1 - --I ' � .. I I I I 1 I I I I � I I i ' I � I I I ' -�II II I I I I I � I I �I � . " � I-Lt . . I I I I I i i �, I I I I I I I I I i � I I 1 1 I I I I I � I I I I I I I 45 �_ Maximum Depth=42.68 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 siity sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained 1`) �3 clay �5 sandy silt tc ciayey silt 9 sand �12 sand to dayey sand(') i'behav�or type and SPT based or data from UBG1983 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/18/2014 11:0028 AM Sounding: CPT-107 Location: Renton � Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Qt TSF FslQt(°/a) Pw PSI Zone: UBC-1983 60°/a Hammer 0 400 0 10 -10 30 0 12 0 70 � � �r . --�-r- T -r - I �'1 i �� i i � n i i i i � . �n � � i � . 'i i i i i i , i i i � i�i � i i �l i i i � i �� i i � i i i `6 i i i �� i i i i i i ,i.i - i i � i i�,i ��, � � ./ i i � � i i I / I I i 1 I 'I I I i �.. I I I I I I � I I 1 I '� I I I . I I I I I I I I I I I 1 ' � 5 ---___-+__L_-I_-J--ti_ 1 J -I__I_ -I__J__1- - _ __.� . _i- I-`__1__J I I I I I I I I� �. I I I I I i I I I I I I i I I I I I I I I I I I'�J� I I �� 1 I � '. i �i I � I I I I I I I I I 1 I I I � I I � I I � I i I I I I �i I I �� . I I I I I I 1 '. � I i I I I i I I I I I I � i I I I I I I I I I I '�. I �� I '. I I I I I I 1 I I I I I I � I I I I ��. I I I I . I I I I I I I � � I I I I I I I 1 I I I I I I I I , � I I I '� I I � I I I I I I I I I I I I I I I I I � I i I I I I I I I I I I I i I I I 1 � I ' i ' I ��. '� I I 1 I �. I I I I I I I � I I I � . 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J c��-_1__�-_I__�__`_ J-_i_I_1_ 1-a---1- � . . I-�1-I_1_I-_— I I I � I I ��I I I I 1 '� I � I I I I I I 1 I I I I�� '� I I I 1 I I 'I '� I ' � I I I 1 - I I I I � I i I 1 I I '� I i i �1 I I I 1 � �`� I II i I 'I I i I I i I i��I I . i I I� � i I . I "-�l I I �i 1 I I I I I �1�1 I I I, � [ I . 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I I I � I I '�� I 1 � I I � I I I � I i I i I � I I I '� �. �. I �. I I 1 I I � i I i I I �� " I I I � I I I I I I I I I �i I � . � I '� I I I I I �. I i . I I I I I I I I . I I I I i I I I 1 I I I I I I I '� i '� I i I I I I 1 � I �� I I I I �. I i I i I i i 1 � � �. I '�� I I i I I I '� I I �i I I 1 1 I i I I � I I I I I I I I '� � I I I , I I 1 I I i I � � � . I I I I I — 35 � � � � � � � � � � � � —___ � � � � � _ ____i_____________i_ i i____i_i_i_i _i__i_-___ _i__i i ,_T_,_i_ i � i i i i i i � i i i � ' � i , i i i i i i i � � � i i i i i i i i i i � i i i i � i i i i i i i i � i i i i i i � i i i i � i i i i i i i i i � i i i i i � i i , i i i i i i i i i i i i i i i � � i i i i i i i i i i i i i � i i � i i i i i i i i i i i i i i , i i i i i i i i i i i � i i i i i i i i i i i � i i i i i i i i � i i � i i i i i � i i i i � i i i i � i i i i i i i i iii � ii i i i ii � ii � ii � ii i i i i , i i i i i i i i i i i i i i � i i i , � i i i i i i i i i i � � 40 -- i i i i i i i i i i i i i i i i ii iiiii i � ------� _i__,__T__r__i__,__r__ —T„__�_�__ _rr-�--r- r-i-n��-r i i i i i i r iii i i ii �� iiii � � ii i i i i i i i iii i ii ��. ii . i �. : ii i i i i � i i , iii i � i iiiii i � ii . i i i i i i i i , iii �, i �. �� i ii � ii iii ' . i i i i i i i i i � i i i i '� �. �. i . i i - i i . i i i i i i i i i i i i , i i i �, �. i , i i � � i i i i i i i i i i � � i i i i , � �� i � ��. i � �� i i i i ',, i i i i i i � � i i i i � �, � . . �, , � i i i i i, i i i . i i , . i i � '� � i � � i ��, � i i i � i � 45 � _� � � � � � ___ , ' Maximum Depth=20.70 feet Depth Increment=0.164 feet 1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff flne grained(') �3 clay �6 sandy silt to clayey silt 9 sand �12 sand to clayey sand(') �I behavior type and SPT based on data from UBC-1983 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/16/2014 11 30 41 AM Sounding: CPT-108 Location: Paccar Renton Cone Used: DDG1263 Job Number: 17946-01 Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N' Qt TSF FslQt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 400 0 10 -1D 30 0 12 0 70 0 , ��-T , �TT i i --�- � . � � � � � � � � � - r � � � � � � � � � � � � �� . i i i i i i i .r i i � i i � r i � i , � I�i i � i i �i i i . . i .�T i i i � I . � I I 1 �� I I I I I I I 1 I � I I i I � �� I I 1� � I I I I 1 1 I I I I I- I I I j j I I I I Jr I I I I I �,\ I I �'� � i 1 I I I i i \ i 1 � I I/I I I � I i I I I�, I I �. .. � I 1 � I I I . 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I I I I I I��I I I I 1 � I � I i 1 I I I I I � I I I I I I I I I I '� I I I I 1 I I I I I I I I i I I I �� I I I I I � I . I I I 1 1 I � I I � I I I I . � i I I I 1 I I I I I I I ��'�,I . I I I I I li I 1 I I I I I I �-1--'i I � �� I I I I I '�1'�. 1 I I I'�. 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S _�__ _____________ _ �--I___ ___J__ _ _i_ _____ I-A-I-�-I-J-. I ' I � . 1 I I I I I I I 1 '� I i 1 I 1 I 1 I I 1 I � I i I I I I I I I I I I 1 1 � i I �. I I I I I I I I I 1 � I I I 1 t I I I � I I I I I I I I I I I I i I I i I 1 I I I I ' � I I I I I I �� I I '� I I I I �� I I I I I I I I I I � I I I I I i I I I I I � I I : , I I I I I I I I I I I I ' I i I I I 1 I - I I i � I I I I I I 1 I ��, I I I I I I I I I I I I ! I I I I I I I I �, I �� I I I I I I � I I I I I I � I I I I I I I I �i ''� ' I I 1 I 1 I i �. I i i I I I I I I i I I � I I I I I I 1 O - _ � _1__L_ I I _L_ II J I I i _ __ I I I I__I I i I I i 1 I I I __ I I I I I I I I I I ��, I I i . ' I I I I I 1 I I I i I I I '� 1 � I I I I I I I i I i I I i '� i I '� I �� I I '� I I i I I i I I i � 1 I I I I I I I I '� 1 i I I �. i I I I I I I i I I I I I �� I I I � . ' 1 I I I I I I I I I 1 I ' i �' . I I 1 I I I I i I I I I I I 1 �, I I I 1 I I I I I '�. I ! I I I " I I I I � I � I I I 1 1 I I I I I I I 1 I � I I I � I 1 �. 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I � � I I I I I 15 -_I___�-- __-_-�_-__-__ I I I I-_�-�__ _�_______ ' � �-_�___ �___ �_ � -�_-_�- � i i i i i i i i �� i i i �. i i i �� i i r i i i i �� i i , i i i i � i i i � i i i i ��, i i i i i i i � i � i i i i i �� i i i � � i i i i i �� i i i i i i i i i i � �. i i � i i i � i i i i i i i i I, . i i i i �� i � i i i i i i i i i i . i i � i i i .. . i i i i i i i i i i i �� i i �� i i i i i i i i i �. i i i i � i i i i i i � i i i i i i i i � i i i . i i �� i . i i i i i i ; i i � i i i i i i i i - � i i i i �, , � i i i i �. i i � i i i i i i i i i i i i i i ' i i i i � i i � i i i i i i i i 2� - - � -- . _ i i i _ i i �� ----- --- i i i i � i i . i i i i i ' � � -- � _i__�__r_ _��_ '�__r- rri-i-��'r i____T_ i i i i iiiii � ii �� ii i i i '. i �� i i i , ii i � i i i iiiii �iii . ii i �� i i i i i ��, i i i i , i i i i i i i i i i i i i i i i �, , i i i i i i i i i i i i i i i i i i i i i i i �. i i , i i i � i i i i i i i ii � iii i �� i i ', iiiii �. ii ii � �� i i Depth � � � � � � � � � � � � � � � � � � � � � � � � � � �k� � � � � � � � � � � � � � � � , � � � � , � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � , � � � � � � � � � � � � � � � � � � � � � , 25 ----+--+--�--�-- +---- +-�-�-�-�-� -�-------- --------- �-+-�-+--i i � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � „ � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ; � � � � � � � � � � � 30 -_ _ ____" _ __I _ _1�--_I__I_I _I__J__1_ L:_I_I J J 1 1 L ____1_I___ � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � , � � � � � � , � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� , � � , � � : � � � � � � � � � � � � � � � � , � � � � � � � , � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � I 35 -'---'--=--' --'---'----- ' --'—'-'-'-' -'-------- ---------- '- '--'-'-'- '- I � � � r � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �� I � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � . � � ; � �� : � � � � � � � � � � � � � � � � � � � • � � � � � � � � � � � � � � � � � . � � � � � � � � � � � � � � � � � � , � � � � � � � � � � � � � � � � � � � � � � � � „ � � 40 — --- --- iii ii i i i ii � iiiii : ii i i T�_ _i_�__i _r_i__T- rrrn�T-r i-r-r�- � � i i � � i i � � i i i � i i � i i , � � i i i � � I � � i � � � � � � i i i � � � � i � � � � � i i � � I I I I I 1 I I I I � 1 I I i �. I , I I I I �� , I I I I I I I �� I I I � I . ' I I ' I I I I � � I I I I 1 I I I I I . � I I I I I I � I I I I I I I �. I I i i i i , i I � I I I I I I I I I I �'�i I I I I I '� I I �� I ' � 1 I I I I I I 1 I I I �� ' � i I i i I � � I � i I I 1 I ' � . I I I � I II i I I . I I I I I I I i I 45 - Maximum Depth=2.62 feet Depth Increment=0.164 feet � 1 sensitive fine grained �4 siRy clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand �2 organic material �5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained !`j �3 day �5 sandy silt tc clayey sllt 9 sand �12 sand to clayey sand(') il behavior type and SPT based on data from UBC-1983 Hart Crowser - PACCAR Operator: Pemble CPT Date/Time: 6/18/2014 10:36:15 AM Sounding: CPT-109B Location: Renton i Cone Used: DDG1263 Job Number: 17946-01 I I Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N` I, Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer I 0 400 0 10 -10 30 0 12 0 70 I 0 , ----r-- —� � � TT_��, -�T �*'*1 . -- —�-T, iI � ,. � � � � i �� I _�-1-=-� I h I I I I I I I I r 1 i �, i ', � I � v �- _ I I I�' I I I 1 -�I 1 I � I I I '. ', I �� I I ___-- I I (�I I ��. I I I I / I I I I I I ' � � I �. �� I I I I�I 1 � I I I I ��I I I _ I I I � i , � I I I I. I 1 I 1 I 1 \'� I I I I I__ I I� � I � I I� I 1 � I I I I I I I I I I � I � �� I I I 1 �� I I I I ''�I I I , , . I . I I I I �, 'i I I� I I I I 1 � I I I I �I I I ' ' � ' ' . I � I ��, 5 -___ __-__L_______4- 1�J-J-I_I_I -1--�--1- - . __'_ __ I-1-I-1--J� �� I I I I I I I 1 I I I 1 I I I I i I I I I 1 I I �� i 1 I I I I I 1 I I I I 1 I I I I i I I 1 1 I I I i � I . I I I I I I I I I 1 I I I I i I I I I I I I I I ' �. I � i I I 1 I I I I I I 1 I 1 I I i I I I I I I 1 i 1 �' � I I I I I I � I I I I 1 I 1 � I I I I I I I I I 1 ' � �� 1 � I I I 1 I I i I I I 1 I I � I I i I I � I I I I 1 I �, � I '� I I I 1 I I �� I I I I 1 I I I i I I �� I I I I 1 I � i. I i I I I i I I �. I I � I I I 1 I I i I I �� I I I I I 1 � �, I i I I I 1 I I i I I I I I I i I I i I I � I I I I I � ' I I I I I 1 I I . 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Clearing Limits — The clearing limits are shown on the Demolition and TESC Plan, part of the site development drawings. 2. Cover Measures—Cover measures are added in the TESC notes on the engineering plans. 3. Perimeter Protection —Perimeter protection is shown on the engineering plans (silt fencing). 4. Traffic Area Stabilization — A stabilized construction entrance is shown on the engineering plans. 5. Sediment Retention —Catch basin filters will be used for sediment retention. 6. Surface Water Collection — On-site surface water will be routed through an on-site BMP , prior to being discharged from the site. j 7. Dewatering Control — Dewatering may be necessary during on-site excavation. Only clean �! water may leave the site. Dewatering may be accomplished through the use of sump pumps. i 8. Dust Control— Dust control by sprinklering will be utilized if needed. 9. Flow Control—Permanent flow control will be through the proposed detention pond. I Because this site is greater than 1 acre, a Construction Stormwater General Permit from the , Washington State Department of Ecology is required. A permit was obtained on Oct. 3, 2014 � under permit number WAR302095. TESC plans were prepared by Barghausen and approved on � 8/6/2014 by the City of Renton. A TESC report dated 05/22/2014 was also prepared by I Barghausen and is on file with the City of Renton. A SWPPP was prepared by Hart-Crowser and � is also on file with the City of Renton. 12567.008 doc 0 . � � c� � � 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT See the following pages for the bond quantities. �_�, � ' i � t__, �-� � ij li r�. �__, (�—. L_ ��y ' 1 � � �-1 i , I � �� I ' i j i 12567.008.doc Site Improvement Bond Quantity Worksheet S15 Webdate 02/22/201: � King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 TTY Relay 711 Project Name: Paccar Parts Warehouse �ate: 2/25/2015 �ocation: North 4th Street and Houser Way, Renton Project No.: BCE#12567 Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 � Unit prices updated: 02/12/02 Version: 11/26/2008 Site improvement bond quantity worksheet.xlsx Report Date: 2/25/2015 i � S15 Web date 02/22/201; Site Improvement Bond Quantity Worksheet Unit #of Reference# Price Unit Gluantity Applications Cost EROSION/SEDIMENT CONTROL Number Backfill &compaction-embankment ESC-1 $ 5.62 CY Check dams, 4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacing 1 1/4"minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditchin ESC-4 $ 8.08 CY Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF Fence, Temporar (NGPE ESC-7 $ 1.38 LF Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY Piping, temporary, CPP, 6" ESC-12 $ 10.70 LF Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF Pipin , temporary, CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seeding, b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS **** (see paqe 9) Catch Basin Protection $ 100.00 Each 15 1 1500 ESC SUBTOTAL: $ 1,500.00 30% CONTINGENCY& MOBILIZATION: $ 450.00 ESC TOTAL: 1 950.00 $ COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Site improvement bond quantity worksheet.xlsx Report Date: 2/25/2015 ___ . _ _ 5ite �mprovement Bona Quantity WorKsheet -- __�e ,____�8 Existing Future Public Private Quantity Completed Right-of-Way Right of Way Improvements (Bond Reduction)' &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost GENERALITEMS No. Backfill&Com action-embankment GI-1 $ 5.62 CY Backfill&Com action-trench GI-2 $ 8.53 CY Clear/Remove Brush, b hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre Excavation-bulk GI-5 $ 1.50 CY 1 1.50 Excavation-Trench GI-6 $ 4.06 CY Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'hi GI-8 $ 13.44 LF 1 13.44 Fencin ,chain link, ate,vin I coated, GI-9 $ 1,271.81 Each 1 1,271.81 Fencin , s lit rail,3'hi h GI-10 $ 12.12 LF Fill 8 compact-common barrow GI- 11 $ 22.57 CY 1 22.57 Fill&compact-gravel base GI-12 $ 25.48 CY Fill&com act-screened to soil GI-13 $ 37.85 CY 1 37.85 Gabion, 12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine, by hand GI-17 $ 2.02 SY 1 2.02 Gradin ,fine,with rader GI-18 $ 0.95 SY 1 0.95 Monuments, 3'lon GI-19 $ 135.13 Each Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY Surve in , line 8 rade GI-22 $ 788.26 Da 1 788.26 Surve in , lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 fla ers GI-24 $ 85.18 HR 1 85.18 Trail,4"chipped wood GI-25 $ 7.59 SY , Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF 1 44.16 Wall, rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 2,267.74 � Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 Site fmprovement bond quantity worksheet.xlsx Report Date: 2/25/2015 J 5ite �mprovement Bona Quantity WorKsheet �----yfe ,��.��JB '� Existing Future Public Private Bond Reduction" Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROADIMPROVEMENT No. AC Grinding,4'wide machine< 1000s RI-1 $ 28.00 SY AC Grindin ,4'wide machine 1000-200 RI-2 $ 15.00 SY AC Grindin ,4'wide machine>2000s RI-3 $ 7.00 SY AC Removal/Dis osal/Re air RI-4 $ 67.50 SY 12 810.00 I Barricade,t e I RI-5 $ 30.03 LF Barricade,t e III Permanent) RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF 40 500.00 348 4,350.00 Curb and Gutter,demolition and dispos IRI-9 $ 18.00 LF 40 720.00 110 1,980.00 Curb,extruded asphalt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,as halt,3"de th RI-12 $ 1.85 LF 110 203.50 Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF 100 169.00 Sealant,as halt RI-14 $ 1.25 LF Shoulder,AC, (see AC road unit price RI-15 $ - SY Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 1420 49,700.00 Sidewalk,4"thick,demolition and dis o RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY Sidewalk,5"thick,demolition and dis o RI-20 $ 37.50 SY Si n, handica RI-21 $ 85.28 Each 2 170.56 Stri in , er stall RI-22 $ 5.82 Each 22 128.04 ' Stripin ,thermo lastic, for crosswalk) RI-23 $ 2.38 SF 384 913.92 Striping,4"reflectorized line RI-24 $ 0.25 LF � Page 4 of 9 SUBTOTAL 1,220.00 58,425.02 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 Site improvement bond quantity worksheet xlsx Report Date: 2/25/2015 ��te �mprovement Bona Quantity WorKsheet -- -�e ,_____�8 I Existing Future Public Private Bond Reduction" Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93, additional 2.5"base ad RS-1 $ 3.60 SY AC Overla , 1.5"AC RS-2 $ 11.25 SY AC Overla ,2"AC RS-3 $ 15.00 SY AC Road,2",4"rock, First 2500 SY RS-4 $ 21.00 SY AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY AC Road,3",4"rock, First 2500 SY RS-6 $ 23.30 SY AC Road,3",4"rock,Qt .over 2500 S RS-7 $ 21.00 SY AC Road, 5", First 2500 SY RS-8 $ 27.60 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 25.00 SY AC Road,6", First 2500 SY RS-1 $ 33.10 SY AC Road,6",Qt .Over 2500 SY RS-1 $ 30.00 SY As halt Treated Base,4"thick RS- 1 $ 20.00 SY Gravel Road,4"rock, First 2500 SY RS-1 $ 15.00 SY Gravel Road,4"rock,Qty.over 2500 S S-1 $ 8.50 SY PCC Road, 5",no base,over 2500 SY RS-1 $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY 167 4,258.50 2764 70,482.00 Thickened Edge RS- 1 $ 8.60 LF Page 5 of 9 SUBTOTAL 4,258.50 70,482.00 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 Site improvement bond quantity worksheet.xlsx Report Date:2/25/2015 I _ ,- _- ��te i mprovement Bona C�uantity �lVorKsheet �--��-te: '� ---'8 r Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost DRAINAGE (CPP=Corrugated Plastic Pipe, N12 of Equiv2lent) For Culvert prices, Avera e of 4'cover was assumed.Assume erforated PVC is same rice as solid i e. Access Road, R/D D-1 $ 21.00 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each " CBs include frame and lid CB Type I D-4 $ 1,257.64 Each 7 8,803.48 CB T pe IL D-5 $ 1,433.59 Each 3 4,300.77 CB T e II,48"diameter D-6 $ 2,033.57 Each 4 8,134.28 for additional de th over 4' D-7 $ 436.52 FT CB T e II,54"diameter D-8 $ 2,192.54 Each for additional depth over 4' D-9 $ 486.53 FT CB T pe II,60"diameter D-10 $ 2,351.52 Each for additional de th over 4' D-11 $ 536.54 FT CB T e II, 72"diameter D-12 $ 3,212.64 Each for additional de th over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework(Add) D-14 $ 366.09 Each Cleanout, PVC,4" D-15 $ 130.55 Each Cleanout, PVC,6" D- 16 $ 174.90 Each 5 874.50 Cleanout, PVC,8" D-17 $ 224.19 Each Culvert, PVC,4" D-18 $ 8.64 LF Culvert, PVC,6" D-19 $ 12.60 LF 563 7,093.80 Culvert, PVC, 8" D-20 $ 13.33 LF 253 3,372.49 Culvert, PVC, 12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF Culvert,CMP, 15" D-24 $ 32.73 LF Culvert,CMP, 18" D-25 $ 37.74 LF � Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP, 72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 32,579.32 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 Site improvement bond quantity worksheet.xlsx Report Date: 2/25/2015 i J 1 � � ____ �a � � �e improvemen�`�Bona Quantity WorKsheet� ' 'te ' I Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements DRAINAGE CONTINUED 8 Drainage Facilities Quant. No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost Culvert,Concrete,8" D-32 $ 21.02 LF Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete, 15" D-34 $ 37.34 LF Culvert,Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF 1736 35935.2 Culvert,CPP, 15" D-44 $ 23.00 LF 575 13225 Culvert,CPP, 18" D-45 $ 27.60 LF 89 2456.4 Culvert,CPP,24" D-46 $ 36.80 LF Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditchin D-49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF French Drain (3'depth) D-51 $ 22.60 LF Geotextile,laid in trench, ol ro lene D-52 $ 2.40 SY Infiltration pond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each Ri ra , laced D-59 $ 39.08 CY 15 586.2 Tank End Reducer 36"diameter D-60 $ 1,000.50 Each Trash Rack, 12" D-61 $ 211.97 Each Trash Rack, 15" D-62 $ 237.27 Each Trash Rack, 18" D-63 $ 268.89 Each 1 268.89 Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 52471.69 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 Site improvement bond quantity worksheet.xlsx Report Date: 2/25/2015 ��e �mprovement Bona Quantity �%Vo�heet � � �e ,____ 08 � Existing Future Public Private Bond Reduction� Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost PARKING LOT SURFACING No. 2"AC,2"top course rock 8 4"borrow PL- 1 $ 21.00 SY 2"AC, 1.5" top course&2.5"base cou PL-2 $ 28.00 SY 4"select borrow PL-3 $ 4.55 SY 1.5"to course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accom anied b ranchise Utility's Cost Statement Utility Pole(s)Relocation UP-1 Lum Sum Street Light Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detention/water ualit vaults. No. Additional Site Items(see attached) WI-1 $ 100.00 LS 20.04 2004 3352.09 335,209.00 Water S stem see attached WI-2 $ 100.00 LS 143.5 14350 2512.5 251,250.00 Sewer S stem(See attached WI-3 $ 100.00 LS 103 10300 306.86 30,686.00 Additional Storm Items(see attached WI-4 $ 100.00 LS 152.4 15,240.00 WI-5 FT WI-6 WI-7 WI-8 WI-9 I wi io �� SUBTOTAL 26 654.00 632 385.00 I SUBTOTAL(SUM ALL PAGES): 32,132.50 848,610.77 30%CONTINGENCY 8 MOBILIZATION: 9,639.75 254,583.23 GRANDTOTAL: 41,772.25 1,103,194.00 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction VerSion: 11/26/08 Site improvement bond quantity worksheet.xlsx Report Date: 2/25/2015 � � � � � � . � � � � � • � Existing ROW Private Improvements DESCRIPTION UNIT UNIT COST QTY TOTAL QTY TOTAL Concrete Barrier Curb(6"x18") LF $20.00 0 $0 4,514 $90,280 Stop Bar and Stop Sign EA $450.00 0 $0 3 $1,350 Fire Lane Marking LS $6,000.00 0 $0 1 $6,000 Concrete Parking Blocks EA $250.00 0 $0 10 $2,500 ADA Ramps with Truncated Domes EA $600.00 0 $0 7 $4,200 PCC DemolRemoval SY $12.00 167 $2,004 0 $0 Base Course Crushed Rock including Placement(BCY x 1.60=ton) TON $19.50 $0 3,413 $66,554 3-inch HMA Paving(Class B) SY $15.00 $0 3,251 $48,765 4-inch HMA Paving (Class B) SY $20.00 $0 5,778 $115,560 $0 $0 TOTAL $2,004 $335,209 — - - - I � � �- � � � 1 � ' 1 � Existing ROW Private Improvements DESCRIPTION UNIT UNIT COST QTY TOTAL QTY TOTAL 12-Inch Ductile Iron Pipe LF $55.00 50 $2,750 2,648 $145,640 8-Inch Ductile Iron Pipe LF $42.00 0 $0 180 $7,560 12-Inch Valves with Box EA $2,650.00 0 $0 11 $29,150 8-Inch Gate Valves with Box EA $1,350.00 0 $0 1 $1,350 12-Inch Fittings and Blocking EA $1,600.00 1 $1,600 $0 Tap to Existing Main(tapping tee and valve)(requires case-by-case analysis-minimum EA $10,000.00 1 $10,000 1 $10,000 $10,000) Fire Hydrant Assembly(including tee and valve) EA $4,650.00 0 $0 7 $32,550 Single Service with Box(no meter) EA $1,100.00 0 $0 1 $1,100 Irrigation Service with Box(no meter) EA $1,400.00 0 $0 1 $1,400 Blow-Off Assemblies EA $2,500.00 0 $0 1 $2,500 8-�nch Double Check Assembly including PIV and FDC(average cost$20,000) EA $20,000.00 $0 1 $20,000 TOTAL $14,350 $251,250 � - � ' _ _ _ -- - Existing ROW Private Improvements DESCRIPTION UNIT UNIT COST QTY TOTAL QTY TOTAL 8-Inch PVC Pipe(maximum 10-foot depth) LF $38.00 50 $1,900 520 $19,760 6-Inch PVC Pipe LF $32.00 0 $0 118 $3,776 48-Inch ManholeslType 1 EA $3,400.00 1 $3,400 2 $6,800 Connect to Existing Main or Manhole(requires case-by-case analysis-minimum$5,000) LS $5,000.00 1 $5,000 0 $0 Cleanouts with Concrete Collar EA $350.00 0 $0 1 $350 $0 $0 $0 $0 $0 $0 i $0 $0 $0 $0 TOTAL $10,300 $30,686 — ` • � , Existing ROW Private Improvements I DESCRIPTION UNIT UNIT COST QTY TOTAL QTY TOTAL 36-Inch CMP/ADS/PVC Pipe LF $90.00 $0 $0 30-Inch CMP/ADS/PVC Pipe LF $75.00 $0 $0 24-Inch CMP/ADS/PVC Pipe LF $65.00 $0 $0 18-Inch CMPIADSIPVC Pipe LF $50.00 $0 $0 15-Inch CMPIADS/PVC Pipe LF $38.00 $0 $0 12-Inch CMPIADSIPVC Pipe LF $32.00 $0 $0 8-Inch CMP/ADS/PVC Pipe LF $26.00 $0 $0 6-Inch CMP/ADS/PVC Pipe LF $22.00 $0 $0 12-Inch Ductile Iron Pipe LF $60.00 $0 $0 8-Inch Ductile Iron Pipe LF $45.00 $0 $0 6-Inch Ductile Iron Pipe LF $34.00 $0 $0 Type 1 Catch Basins EA $1,100.00 $0 $0 Type 1-L Catch Basins EA $1,550.00 $0 $0 Type 2148-Inch Catch Basins(maximum 8 feet deep) EA $2,600.00 $0 $0 Type 2154-Inch Catch Basins(maximum 8 feet deep) EA $4,500.00 $0 $0 Type 2I60-Inch Catch Basins(maximum 8 feet deep) EA $6,000.00 $0 $0 Type 2172-Inch Catch Basins(maximum 10 feet deep) EA $9,000.00 $0 $0 Type 2196-Inch Catch Basin(maximum 8 feet deep) EA $14,500.00 $0 $0 Fence on Pond(6-foot chain-link vinyl clad) LF $26.00 $0 $0 Pond Landscaping(inclutling temporary irrigation) SF $1.50 $0 $0 Rain Garden including Enhanced Soil Preparation and Plantings(requires independent analysis per local I codes and ro'ect re uirements SF $4.00 $0 $0 �I Trash Racks(up to 18-inch pipe-no bird cage) EA $500.00 $0 $0 Cleanouts EA $250.00 $0 $0 Trench Drain LF $60.00 $0 254 $15,240 $0 $0 $0 $0 $0 $0 TOTAL $0 $15,240 ,_ , , _ �► - _. Site Improvement Bond Quantity Worksheet Webdate 12/02/2008 Original bond computations prepared by: Name: Karen Harris, PE �ace: 2/25/2015 PE Registration Number: 42779 Tel.#: 425-251-6222 F�rm Name: Barghausen Consulting Engineers, Inc. Address: 18215 72nd Ave South, Kent WA 98032 Project No: BCE#12567 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND` PUBLIC ROAD&DRAINAGE ' AMOUNT BOND*AMOUNT MAINTENANCE/DEFECT BOND* REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 1,950.0 TEMPORARY OCCUPANCY'*' Existing Right-of-Way Improvements (B) $ 41,772.3 Future Public Right of Way& Drainage Facilities (C) $ - Private Improvements (D) $ 1,103,194.0 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond'/"'` (A+B) $ 43,722.3 (First$7,500 of bond'shall be cash. Performance Bond'Amount (A+g+C+D) = TOTAL (T) $ 1,146,916.3 T x 0.30 $ 344,074.9 OR inimum on amount is Reduced Performance Bond"Total *"" (T-E) $ 1,146,916.3 Use larger o x o or - (g+C)x Maintenance/Defect Bond`Total 0.25= $ 10,443.1 NAME OF PERSON PREPARING BOND'REDUCTION: Date `NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. """NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.kinqcountv.pov/permits Version: 11/26/08 Site improvement bond quantity worksheet.xlsx Report Date: 2/25/2015 0 . 0 � � c� � �. � 10.0 OPERATION AND MAINTENANCE MANUAL The Operation and Maintenance Manual is included in this section. _a 12567.008 doc OPERATIONS AND MAINTENANCE MANUAL PACCAR Parts Warehouse NWC — North 4th Street and Houser Way Renton, Washington �.. Prepared for: PACCAR I nc. 777 106th Avenue N.E. Bellevue, WA 98004 i January 19, 2015 Our Job No. 12567 G H'4 l� Q n� S� ' � Z 18215 72ND AVENUE SOUTH KENT,WA 98032 (425)251-6222 (425)251-8782 FAX I BRANCH OFFICES ♦ TUMWATER.WA ♦ LONG BEACH.CA ♦ ROSEVILLE. CA ♦ SAN DIEGO,CA ° — ? www.barghausen com I ��1�►� �P �i _ ,,: � �y, OPERATIONS AND MAINTENANCE MANUAL PACCAR Parts Warehouse ��N 'N�-S Renton, Washington J b�i Our Job No. 12567 = C �"\� = W � �� r � � b `- ''v 8 c�H� • - I . . ,... .. ..... _. ... �'`�_.Y�� +-�__J ��-._._� TABLE OF CONTENTS 1.0 INTRODUCTION/GENERAL INFORMATION i EXHIBIT A MAINTENANCE GUIDELINES �I� � 12567.009.doc 1.0 INTRODUCTIONIGENERAL INFORMATION , Catch basins and trench drains are located throughout the PACCAR Parts Warehouse site that collect runoff from the project site and route that runoff through conveyance piping to the northwest corner of the site where runoff enters a detention pond/stormwater wetland, which provides enhanced basic water quality treatment as well as flow control for the new land cover on ' the project site. Peak Rate Flow Control is the required means of providing Flow Control for this project. Additional flow control and water quality treatment will be provided in a rain garden located at the southeast corner of the building meet the City of Renton's Large Lot High Impervious BMP requirement. The release mechanism from the detention pond/stormwater wetland is a control structure located on the east side of the pond, which has a riser pipe inside of it that releases runoff at a slow rate and tends to back up water in the vault during peak storm events. The release to the downstream drainage course is also through the control structure, directing flows to the northeast and into an existing conveyance system off the property. All facilities on the project site should be maintained on a regular basis of at least twice a year at an interval of every six months. Should vegetation become sparse or should it die out, then it should be replaced around the site to match what the design conditions of the site were when the site was initially constructed. The following pages of this report delineate the requirements for flow control, conveyance, and water quality facilities maintenance. Please refer to these documents when performing your maintenance on the project site. � I 12567.009.doc �� APPEI�DIX A ti4AI�iTE;�]A\CE REQUIREN9EtiTS FLO«�CONTROL,CONVEYANCE,A�ID��Q FACILITIES � NO. 1 - DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. � Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of ' pollution as oil.gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Top or Side Slopes Rodent holes Any evidence of rodent holes if facility is acting Rodents removed or destroyed and of Dam, Berm or as a dam or berm,or any evidence of water dam or berm repaired. Embankment piping through dam or berm via rodent holes. Tree growth Tree growth threatens integrity of slopes,does Trees do not hinder facility not allow maintenance access, or interferes with performance or maintenance maintenance activity. If trees are not a threat or activities. not interfering with access or maintenance,they do not need to be removed. Erosion Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion control measures. If erosion potential for continued erosion. Any erosion is occurring on compacted slope,a observed on a compacted slope. licensed civil engineer should be ', consulted to resolve source of erosion. , Settlement Any part of a dam, berm or embankment that has Top or side slope restored to design i settled 4 inches lower than the design elevation. dimensions. If settlement is significant,a licensed civil engineer should be consulted to determine the cause of the settlement. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed accumulation designed pond depth. pond shape and depth;pond reseeded if necessary to control erosion. Liner damaged Liner is visible or pond does not hold water as Liner repaired or replaced. (If Applicable) designed. . InIeUOutlet Pipe. Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation F Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than'h-inch at the joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Emergency Tree growth Tree growth impedes Flow or threatens stability of Trees removed. OverFlow/Spil Iway spillway. Rock missing Only one layer of rock exists above native soil in Spillway restored to design area five square feet or larger or any exposure of standards. native soil on the spillway. li�9r2009 �009 Surface 1�`ater I)esign h4anual \ppendis.a ;�-, APPE�IDIX A MAINTENANCE REQCIREMENTS FOR FLOIV CONTROL,COI�VEYAVCE,:�ND�VQ FACIL[T[ES NO. 4-CONTROL STRUCTURElFLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than'/z cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'/, No trash or debris in the structure. the depth from the bottom of basin to in�ert the lowest pipe into or out of the basin. ! Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Comer of frame extends more than'/.inch past Frame is even with curb. and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Ya inch. � Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than'/,inch of the frame from the top slab. I Cracks in walls or Cracks wider than Yz inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks,or maintenance person judges that structure is unsound. Cracks wider than'/2 inch and longer than 1 foot No cracks more than'/,inch wide at � at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutlet pipe. of soil particles entering structure through cracks. SettlemenU Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than Yz-inch at the joint of the No cracks more than'/a-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inleVoutlet pipes. the structure at the joint of the inleUoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants , present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust,cracks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. �009 Surtace��atcr Design ��tanual–:�ppendit:'1 1I912009 �-7 APPEND[X A MAI'VTENAI�CE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND�'�Q FAC[L[TfES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem , Condition When Maintenance is Needed Results Expected When Component Maintenance is PerFormed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. i Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debns,sediment,or vegetation Plate is free of all obstructions and blocking the plate. works as designed i Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and potential of blocking)the overflow pipe. works as designed. Deformed or damaged Lip of overFlow pipe is bent or deformed. Overtlow pipe does not allow ; lip overflow at an elevation lower than design InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than %<-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than'/8 inch. Grate opening meets design (If Applicable) � standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. ' Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 Ibs. of lift. reinstalled by one maintenance person. I i9;'2009 ?009 Surface \�'ater Design tifanual—Appendix A I .��-8 ` _ APPEI�DIX A �1AINTE�IANCE REQUIRE[viENTS FOR FLOW CONTROL,CO�IVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no 'I bottom of the catch basin to the invert of the sediment. i lowest pipe into or out of the catch basin or is I within 6 inches of the invert of the lowest pipe i into or out of the catch basin. i Trash and debris Trash or debris of more than'/�cubic foot which No Trash or debris blocking or ' is located immediately in front of the catch basin potentially blocking entrance to ' opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. '/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases(e.g., methane). ' Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Corner of frame extends more than'/4 inch past Frame is even with curb. ` and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than'/.inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than'/.inch of the frame from the top slab. Cracks in walis or Cracks wider than'/z inch and longer than 3 feet, Catch basin is sealed and _ bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than'/z inch and longer than 1 foot No cracks more than'/,inch wide at at the joint of any inleUoutlet pipe or any e�idence the joint of inleUoutlet pipe. of soil particles entering catch basin through cracks. SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than'/z-inch at the joint of the No cracks more than'/<-inch wide at � inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes. the catch basin at the joint of the inlet/outlet pipes. � Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of � pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. ' Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. " Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. ' ' pipes(includes floatables and non-floatables). Damaged Cracks wider than'/z-inch at the joint of the No cracks more than %4-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. ' 2009 Surface�Vater Desien Manual—A endix� 1!9l?009 �! � PP a-9 ' APPEI�D[X A M.4I?�1TENAVCE REQUIREME\TS FLO��'CONTROL,CONVEYAI�CE,AND Vb'Q FACIL[T[ES NO. 5-CATCH BASINS AND MANHOLES ' Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Perfortned Metal Grates Unsafe grate opening Grate with opening wider than'/g inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in piace Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. s Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. �_ Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be remo�ed and Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance person. i �-- i � �� . �, - �_y � ; i � � �' � . 1ry2009 �009 Surface ��'atcr l)r;i�=n\-lanual ;1pE,cndi�:� A-I 0 APPE�IDIX A MAINTENANCE REQU[REME�TS FOR FLO�'��CO�iTROL,CONVEYANCE,AI`'D Vb'Q FACILITIES NO. 6-CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20%of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. waterthrough pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of � pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from � square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline, concrete slurries or paint. according to applicable regulations. , Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. '_OU9 Surt�3ce �V'ater Design �ianual- :Appendi� :A L 9 ?009 :\-I1 APPE�IDIX.4 '�fAINTENANCE REQLIRE�-tEVTS FLO�V COT�TROL,CO�iVEY.4NCE,AND�VQ FACILIT[ES ' NO. 7- DEBRIS BARRIERS (E.G., TRASH RACKS) i Maintenance I Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. Site Trash and debris Trash or debris plugging more than 20%of the Barrier clear to receive capacity flow. area of the barrier. ' I Sediment Sediment accumulation of greater than 20%of Barrier clear to receive capacity flow. accumulation the area of the barrier Structure Cracked broken or Structure which bars attached to is damaged- Structure barrier attached to is loose pipe is loose or cracked or concrete structure is sound. cracked,broken of loose. Bars Bar spacing Bar spacing exceeds 6 inches. Bars have at most 6 inche spacing. Damaged or missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more bars than'/<inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. � °;. � ', f ��, � r �� j _, �-' 1i9,%?009 �U09 Sw�face �1 atcr U�si«n�lanual :�ppcndit:1 .a-I� APPENDIX A MA[VTE�IA�ICE REQC:IREVIENTS FOR FLO«-CONTROL,CONVEYANCE,AND lVQ FACILITIES NO. 8- ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed. Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants ; present other than a surface oil film. Rock Pad Missing or moved Only one layer of rock exists above native soil in Rock pad prevents erosion. Rock area five square feet or larger or any exposure of native soil. Dispersion Trench Pipe plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it sediment design depth. matches design. Not discharging water Visual evidence of water discharging at Water discharges from feature by properly concentrated points along trench(normal sheet flow. condition is a"sheet flow"of water along trench). Perforations plugged. Over 1/4 of perforations in pipe are plugged with Perforations freely discharge flow. debris or sediment. Water flows out top of Water flows out of distributor catch basin during No flow discharges from distributor "distributor'catch any storm less than the design storm. catch basin. basin. Receiving area over- Water in receiving area is causing or has No danger of landslides. saturated potential of causing landslide problems. Gabions Damaged mesh Mesh of gabion broken,twisted or deformed so Mesh is intact,no rock missing. structure is weakened or rock may fall out. Corrosion Gabion mesh shows corrosion through more than All gabion mesh capable of i Y.of its gage. containing rock and retaining designed form. j Collapsed or Gabion basket shape deformed due to any All gabion baskets intact,structure deformed baskets cause. stands as designed. Missing rock Any rock missing that could cause gabion to No rock missing. loose structural integrity. Manhole/Chamber Worn or damaged Structure dissipating flow deteriorates to Yz or Structure is in no danger of failing. post,baffles or side of original size or any concentrated worn spot chamber exceeding one square foot which would make structure unsound. Damage to wall, Cracks wider than YZ-inch or any evidence of soil Manhole/chamber is sealed and entering the structure through cracks.or frame,bottom,and/or structurally sound. top slab maintenance inspection personnel determines that the structure is not structurally sound. Damaged pipe joints Cracks wider than'/z-inch at the joint of the No soil or water enters and no water inleUoutlet pipes or any evidence of soil entering discharges at the joint of inleUoutlet the structure at the joint of the inleUoutlet pipes. pipes. 2009 Surface��'ater Design�4anual—Appendix A U9.;'2009 A-13 APPE�IDIX.A NtAINTENANCE REQLIRE�tE�1TS FLOV4'COI�TROL,CONVEY.ANC6,AND WQ FACILITIES ; NO. 9- FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Erosion or holes Erosion or hoies more than 4 inches high and 12- No access under the fence. under fence 18 inches wide permitting access through an opening under a fence. Wood Posts, Boards Missing or damaged Missing or broken boards, post out of plumb by No gaps on fence due to missing or ', and Cross Members parts more than 6 inches or cross members broken broken boards. post plumb to within 1'/z inches,cross members sound. I Weakened by rotting Any paR showing structural deterioration due to All paRs of fence are structurally i or insects rotting or insect damage sound. I Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of I post foundation unable to support posts. supporting posts even in strong wind. Metal Posts, Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1'/z inches. ' and Fabric Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. i Any part of fence(including post,top rails.and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a uniform protective coating. � Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. ;`� � 'i ; f ; � � 1/9/2009 2009 Surface Water Design I��lanual—Appendix A A-14 APPENDIX A �4A[�1TE�IAVCE REQUIRE�4ENTS FOR FLO�V CONTROL,CO\VEYAVCE,A�1D�'VQ FAGLIT[ES NO. 10-GATESIBOLLARDS/ACCESS BARRIERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed � Chain Link Fencing Damaged or missing Missing gate. Gates in place. Gate members Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar, bands,and ties in place. Locking mechanism Locking device missing, no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. Bar Gate Damaged or missing Cross bar does not swing open or closed,is Cross bar swings fully open and cross bar missing or is bent to where it does not prevent closed and prevents vehicle access. � vehicle access. ILocking mechanism Locking device missing, no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Support post Support post does not hold cross bar up. Cross bar held up preventing vehicle damaged access into facility. Bollards Damaged or missing Bollard broken, missing,does not fit into support No access for motorized vehicles to hole or hinge broken or missing. get into facility. Does not lock Locking assembly or lock missing or cannot be No access for motorized vehicles to attached to lock bollard in place. get into facility. ' Boulders Dislodged Boulders not located to prevent motorized vehicle No access for motorized vehicles to access. get into facility. Circumvented Motorized vehicles going around or between No access for motorized vehicles to boulders. get into facility. 2009 Surface Water Design Manual—Appendix.A I r'91?009 :�-I� APPENDIX A '�-fAINTEI�ANCE REQUIREMENTS FLOW COI�TROL,CONVEYANCE,AND N�'Q FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site I Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In generai, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable pubiic. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants �i present other than a surface oil film. �, Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a � height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or paRs of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25°/o of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked o�er. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over,causing exposure adequately supported;dead or of the roots. diseased trees removed. 1i9r2009 2009 Surface�i'arer Design�lanual—.Appendia A A-l6 r1PPE1`DIX A VtAINTEN.aNCE REQUIRENIE\TS FOR FLO��'CONTROL,CO�IVEYANCE,AND�'�Q FACILITIES I NO. 12-ACCESS ROADS ; Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet(i.e.,trash and debris would fill up vehicles. one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot width. Road Surface Erosion,settlement. Any surface defect which hinders or prevents Road drivable by maintenance potholes, soft spots, maintenance access. vehides. ruts Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access surface facility by maintenance vehicles. facility. Shoulders and Erosion Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and ' ' Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. Modular Grid Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of Pavement pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if ' appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surface compacted because of broken on Access road surface restored so missing modular block. road infiltrates. �__J I I �_, (-, _ � 2009 Surface��'ater Design Manual—Appendis A 1 r9:?009 A-l� ' L � APPENDIX A 1�7AI\TE�IAI�CE REQUIREMEI�TS FLO��'CONTROL,CO�;VEYAI�CE,AND R-'Q FACILITIES NO. 18-STORMWATER WETLAND Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Side Slopes of Dam, Rodent holes Any evidence of rodent holes if facility is acting Rodents removed or destroyed and Berm, internal berm as a dam or berm,or any evidence of water dam or berm repaired. or Embankment piping through dam or berm via rodent holes. Tree growth Tree growth threatens integrity of dams,berms or Trees do not hinder facility slopes,does not allow maintenance access,or performance or maintenance interferes with maintenance activity. If trees are activities. not a threat to dam,berm,or embankment integrity or not interfering with access or , maintenance,they do not need to be removed. I Erosion Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion control measures. If erosion j potential for continued erosion. Any erosion is occurring on compacted slope,a observed on a compacted slope. licensed civil engineer should be cansulted to resolve source of erosion. Top or Side Slopes Settlement Any part of a dam, berm or embankment that has Top or side slope restored to design of Dam, Berm, settled 4 inches lower than the design elevation. dimensions. If settlement is internal berm or significant,a licensed civil engineer Embankment should be consulted to determine the cause of the settlement. Irregular surface on Top of berm not uniform and level. Top of berm graded flat to design internal berm elevation. , Pond Areas Sediment Sediment accumulations in pond bottom that Sediment storage contains no accumulation(first exceeds the depth of sediment storage(1 foot) sediment. cell/forebay) plus 6 inches. Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed accumulation(wetland designed pond depth. pond shape and depth. cell) Liner damaged(If Liner is visible or pond does not hold water as Liner repaired or replaced. Applicable) designed. � ' Water level(first Cell does not hold 3 feet of water year round. 3 feet of water retained year round. celllforebay) Water le�el(wetland Cell does not retain water for at least 10 months Water retained at least 10 months of cell) of the year or wetland plants are not surviving. the year or wetland plants are surviving. Algae mats(first Algae mats develop over more than 10%of the Algae mats removed(usually in the cell/forebay) water surface should be removed. late summer before Fall rains, especially in Sensitive Lake Protection Areas.) Vegetation Vegetation dead,dying,or overgrown(cattails)or Plants in wetland cell surviving and not meeting original planting specifications. not interfering with wetland function. 1!9,-2009 ?009 Surface��`ater Design�lanual—:lppendix A 4_�4 APPEND[X.A NIAl1�TE1�AI�CE REQUIREMENTS FOR FLO��-'CONTROL,CO�IVEYANCE,A�ID�VQ FACILITIES NO. 18-STORMWATER WETLAND Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance Is Performed Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. ' Valve won't seal Valve does not seal completely. Val�e completely seals closed. , Emergency Overflow Tree growth Tree growth impedes flow or threatens stability of Trees removed. Spillway spillway. IRock missing Only one layer of rock exists above native soil in Spillway restored to design area five square feet or larger, or any exposure of standards. native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). , Damaged Cracks wider than'/2-inch at the joint of the No cracks more than'/4-inch wide at , inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. �I �009 Surface�Vater Design 1�lanual—Appendi�:A 1'9'�009 .A_?;