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Home My WebLink AboutRS_Prelim TIR_180330PRELIMINARY TECHNICAL INFORMATION REPORT DCT Monster Road PARCEL NO: 242304-9008 601 Monster Road SW Renton, WA DCT Industrial 701 Fifth Avenue, Suite 2830 Seattle, WA 98104 March, 2018 (Our Job No.: 17-045) Prepared by: Stuart Scheuerman, Project Manager Reviewed by: Paul B. McCormick, PE, SE INNOVA Architects 950 Pacific Ave., Suite 450 Tacoma, WA 98402 Table of Contents 1.0 Project Overview Figure 1 - Technical Information Report (TIR) Worksheet Figure 2 - Site Location Figure 3 - Drainage Basins, Subbasins, and Site Characteristics Figure 4 — Soils 2.0 Conditions and Requirements Summary 2.1 Analysis of the Core Requirements 2.2 Analysis of the Special Requirements 3.0 Off -Site Analysis Reference 8-13 Off-site Analysis Drainage System Table Off-site Analysis Drainage System Map 4.0 Flow Control, Low Impact Development & Water Quality Facility Analysis & Design A. Existing Site Hydrology B. Developed Hydrology C. Performance Standards D. Flow Control Systems E. Water Quality Systems F. Flow Control BMP Analysis and Design 5.0 Conveyances Systems Analysis and Design 6.0 Special Reports and Studies 7.0 Other Reports 8.0 Construction Stormwater Pollution Prevention Plan Analysis and Design 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant 10.0 Operations and Maintenance Manual APPENDIX A — Site Plan Regional Detention Facility Pump Station Agreement and Reciprocal Easements APPENDIX B — Geotechnical Report Terra Associates, Inc. Dated September 26, 2017 E Section 1 — Project Overview The proposed project site is located at 601 Monster Road SW, Renton, Washington in King County on Parcel Number 242304-9008. The parcel is zoned IM — Industrial - Medium. The property is located inside the city of limits of the City of Renton. The total parcel area is 9.61 acres. The site is an existing fully developed site that has an existing 143,868 square foot commercial building built in 1952 and a smaller 2,783 square foot building. Parking, drive aisle, and other impervious surfaces areas total 117,600 square feet. The balance of the property is landscaped with land cover consisting primarily of grass areas on the north and east sides of the building with a few sparse trees. There is a stand of trees with underbrush along the southern property line; this area is classified as regulated slopes. This site is situated within an overall storm water drainage basin about 44 acres in size and includes six (6) properties, five (5) private and one (1) public. All of properties are part of a "Regional Detention Facility Pump Station Agreement and Reciprocal Easements" which manages stormwater for all the properties within this drainage basin along with the pump station which discharges waters to a drainage swale flowing to the P1 Channel (Black River). All six properties within this drainage basin have been developed except for the one public property. This agreement allows for future development on these sites. A copy of this regional facilities agreement and an Investigational Report on this Existing Regional Stormwater Facility and the original TIR for this facility is provided in Appendix A. This site's redevelopment will consist of expanding the existing building's footprint by about 15,000 square feet and the pollution generating impervious surfaces will be expanded by about 48,000 square feet. The existing stormwater collection system collects stormwater around the site and discharges it off this site at three locations. The existing north parking area directs flows directly to Monster Road SW with no on-site collection facility. There is one catch basin at the northeast corner of the site that picks up a small amount of flow and directs it to the existing conveyance system along Monster Road SW on the east side of the site. The rest of the impervious surfaces, parking, driveways and the roof area are collected in a conveyance system that first flows south then west along the south side of the site and on to an existing off-site conveyance system which directs flows to the existing regional stormwater system about 200 feet west of this site. The proposed stormwater management will be to provide three stormwater collection systems that will all merge at the existing stormwater structure at the southwest. One system will collect waters from minor use parking areas; one will be for heavy truck use areas and one for clean roof water. As noted the first system collects waters from impervious surfaces that are subject to normal traffic use. It starts at the northwest parking lot and drains east collecting water from the two entrances at the northeast corner of the site. It continues south collecting flows from the two parking areas on the east side of the site before turning west collecting flows from the parking and driveway along the south side of the building. Near the southwest corner of the building this system flows into a water quality vault which will filter the waters before discharging to an existing structure before flowing off the site and on to the regional stormwater facility. The second stormwater collection system will collect flows from the heavily used truck dock area. This water will be directed to an oil/water separator with a coalescing plate near the southeast corner of the building. This water will then be directed to the first collection system which flows to the water quality vault at the southwest corner of the site noted above. The third stormwater collection system along the south side of the building will collect the clean roof waters. This 3 system directs flows to the same existing manhole at the southwest corner of the site before leaving the site and flows to the existing regional stormwater facility west of this site. Any waters from small landscaped area on the west side of the site and other landscaped areas around the site are expected to be collected in the various stormwater conveyance systems around the site or infiltrate into these landscaped soils. The existing building is connected to the City of Renton's sanitary sewer system at the northeast corner of the building. There is an existing 8" and 3" service lines that drains to an existing sanitary sewer manhole at this location. The 8" sewer line continues north to the main trunk line which runs west to east along Monster Road SW. This line continues to the regional sanitary sewer plant just east of this site. The proposal will be to continue utilizing this on-site sanitary sewer system. There is an existing domestic water service and fire lines to this building along the north side of the building that comes from the City of Renton's water mains that run along Monster Road SW. The existing domestic water service connection to this building will continue to be used. A proposed 12" fire loop will circle the building with fire hydrants spaced at required distances which will connect to the two existing connection points. The DDCVA will be located in the northwest corner of the building, within the proposed fire riser room. Clearing will include removing some trees and grass areas and minor grading around the site. No major import or export of soil is anticipated for the site, with only a minor amount of structural fill is expected for the building and paved areas. During construction, silt fencing, existing pavement areas, BMP's for existing catch basins and soil cover BMPs, such as seeding or mulching, for sediment and erosion control are expected to control sediment laden waters from leaving the site. The majority of the site is generally flat with slopes ranging between 1 and 5 -percent except for steep slopes along the southern property line where the slopes are approximately 30 -percent. The site slopes from a high elevation of approximately 60 -feet along the southern property line where it is the site's high point. It drops quickly down to elevation 30 -feet where the site improvements start. Slopes continue in a north to northwesterly and westerly directions where it ends at the westerly property line at elevation 26 -feet, and the northwesterly corner of the site at elevation 24 -feet. Topographic data shown on the site plan provided in Appendix A is taken from an on-site existing conditions survey. Test pit data has been provided as part of the soils investigation developed by Terra Associates Inc. which is provided in Appendix B. It identifies site soils for most of the site as fill material, averaging about 5 feet deep; underlain by soft to dense interbedded alluvial soils. The following are comments on the July 27, 2017 preapplication meeting notes for this project: As per the 2017 City of Renton Surface Water Design manual, drainage review is required for projects that meet any of the following conditions: L This project does add more than 2,000 square feet of more of new impervious surface, or replaced impervious surface, or new plus replaced impervious surface, OR ii. This project will disturbed more than 7,000 square feet or more of land disturbing activity, OR iii. This project will construct or modify drainage pipe of ditch 12 inches or more, OR iv. This project's parcel has a steep slope hazard located on it 4 v. This project is a redevelopment project proposing $100,000 or more of improvements to an existing high -use site. This drainage report follows the 2017 City of Renton Surface Water Design Manual. Based on the City's flow control map, this site falls within the Flow Control Standard (Existing Peak Conditions. On-site BMPs will be required. 2. Erosion control measures to meet the City requirements should be provided. 3. A geotechnical report complying with the requirements in the 2017 City of Renton Surface Water Design Manual is required for the project. Information on the water table and soil permeability, with recommendations of appropriate on-site BMP options with typical designs for the site from the geotechnical engineer, shall be submitted with the land use application. The measured infiltration rate of the soil should be provided. 4. The development is subject to the system development charge (SDC) for stormwater. The 2017 SDC for stormwater is $0.64 per square feet of new impervious surfaces, but not less than $1,608.00. The fee that is current will be charged at the time of construction permit issuance. 5. The site is located in the Black River drainage basin. 6. A Construction Stormwater Permit from the Department of Ecology is required for projects that have clearing and grading exceeding one acre. CITY OF RENTON SURFACE WATER DESIGN MANUAL REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner DCT Industries Phone 253-572-4903 Address 701 Fifth Sve. Suite 2830 Seattle, WA 98104 Project Engineer Paul B. McCormick PE, $E Company Innova Architects Phone _ Z53-5ZZ-4903 Part 3 TYPE OF PERMIT APPLICATION ❑ Land Use (e.g., Subdivision / Short Subd.) ® Building (e.g., M/F / Commercial / SFR) ® Grading Right -of -Way Use ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report DFW HPA Full Type of Drainage Review ❑ Targeted (check one): ❑ Simplified ® Large Project Date (include revision ❑ Directed dates): Date of Final: Part 2 PROJECT LOCATION AND DESCRIPTION Project Name DCT Monster Road CED Permit # Location Township 23 Range 4 Section 13 Site Address 601 Monster Road SW Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ Shoreline ❑ COE 404 Management ❑ DOE Dam Safety ❑ Structural 13 RockeryNault/ FEMA Floodplain ❑ ESA Section 7 13COE Wetlands ❑ Other Site Improvement Plan (Engr. Plans) Plan Type (check one): Date (include revision dates): Date of Final: W Full ❑ Modred ❑ Simplified 2017 City of Renton Surface Water Design Manual 12 1212016 8-A-1 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL LNFORMATION REPORT [ ITR! WORKSHEET Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: Part 7 MONITORING REQUIREMENTS hvlonitoring Required: Yes No Describe: Start Date: Completion Date: Re: SWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: „Valley Community Plan Special District Overlays: Drainage Basin: Black River Stormwater Requirements: Enhanced Basic WQ / No Peak Rate Flow Control due to Regional ormwa er Facility Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River:'Stream ca Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coai Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection 12 12;2016 2017 City of Renton Stufice Water De;izi Manual 8-A-? REFERENCE S-A: TECHMCAL INFORMATION REPORT (TIR) WORKSHEET TECILNIC_AL INTOR?vLALTION REPORT (TIR) WORKSHEET Part 10 SOILS Soil Type On-site surface soils are fill soils. Geology Maps show it as Renton foundation r Slopes Most of thasite siona- are 0.5% Erosion Potential Slight to _ Moderate potential ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ® Core 2 - Offsite Analysis ❑ Sensitive/Critical Areas ® SEPA ❑ LID Infeasibility ❑ Other ❑ Additional Sheets Attached LIMITATION I SITE CONSTRAINT Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Project Site Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 2 / 3 dated: Flow Control (include facility Standard: NIA - part of regional drainage facility summary sheet) or Exemption Number.- umber:On-site On-siteBMPs: N,JA Conveyance System Spill containment located at: Erosion and Sediment Control CSWPPICESCUESC Site Supervisor: Not established Construction Stormwater Pollution Contact Phone: Prevention After Hours Phone: 2017 City of Renton Surfice Water Design Manual 12/12/2016 Ref 8-A-3 REFERENCE S. PLAN REVIEW FORMS AND NYORKSHEET TECHNICAL INFORMATION REPORT iTIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Privat / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility Type (circle one): asic / Sens. Lake / Enhanced Basic / Bog summary sheet) or Exemption No. Special Requirements (as applicable): Area Specific Drainage Type: SDO ! 1`�,9DP / BP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type (circle one)-. Major / Minor / Exemption / None 100 -year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe land use. (commercial / industrial land use) Describe any structural controls: Oil Control High -Use Site:Yes No Treatment BMP: oil/water separator w1 coalescing, plate Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: 12 112016 2017 City of Renton Surface Water Design hlmival 8 -A=l REFEUNCE 8-A: TECHNICAL LNI TFORMATION REPORT (TIRE VORKSHEET TECHNICAL INFORMATION REPORT (TIR] NVORKSHEET Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS Flow Control MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Water Quality AFTER CONSTRUCTION ® Clearing Limits Stabilize exposed surfaces ® Cover Measures coalescing plate Remove and restore Temporary ESC Facilities ❑ Perimeter Protection Clean and remove all silt and debris, ensure ❑ Traffic Area Stabilization operation of Permanent BMPsIFacilities, restore ® Sediment Retention operation of BMPs/Facilities as necessary ❑ Flag limits of sensitive areas and open space ❑ Surface Water Collection preservation areas ❑ Dewatering Control ❑ Other ® Dust Contro! ❑ Flow Control ® Control Pollutants ® Protect Existing and Proposed BMPs/Facilities Maintain Protective BPv1Ps / Manage Project Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description ❑ Drainage Easement Water Quality Type/Description ❑ Detention ❑ Infiltration ® Regional Facility ❑ Shared Facility ❑ On-site BMPs ❑ Other ❑ Retaining Wall ❑ Vegetated Flowpath ❑ Wetpool ❑ Filtration ® Oil Control ❑ Spill Control ❑ On-site BMPs ❑ Other coalescing plate Not an option Existing facility ❑ Structural on Steep Slope ❑ Other Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Gro: lh Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other 2017 City of Renton Sttrface Nater Design Menial 12'12•2016 Ref 8-A-5 REFERENCES PLAN REVIEW FORMS AND WORKSHEET TECEINICAL LNTORMATION REPORT (TIR) tiYOR%SHEET Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under9qy supervision, have visited the site. Actual site conditions as observed were incorporalAe nto thior sh� d the attached Technical Information Report. To the best of my knowledo he Anfors v iono i ed here is accurate. 13.112/2016 2017 City of Renton Stuface Nater Desian Manual 8-A-6 VICINITY MAP I r�, South Center Mall FIGURE 2 VICINITY MAP NOTTOSCALE qQ4 PROJECT. 601 MONSTER ROAD SW PROJECTSITE RENTON, WA ISVA Architecture Engineering INNOVA ARCHrrEC S 950 PACIFIC AVENUE, SUITE 450 f_ DCT INDUSTRIAL 701 FIFTH AVENUE, SUITE 2830Yarchitects � J I ... Planning Design O CT dID SEATTLE, WA 98104 206-7530900 DATE: MARCH, 2018 INDUSTRIAL PAGE: I r�, South Center Mall FIGURE 2 VICINITY MAP NOTTOSCALE qQ4 PROJECT. 601 MONSTER ROAD SW SCALE: AS NOTED RENTON, WA ISVA Architecture Engineering INNOVA ARCHrrEC S 950 PACIFIC AVENUE, SUITE 450 DCT INDUSTRIAL 701 FIFTH AVENUE, SUITE 2830Yarchitects � J I I Planning Design TACOMA, WA 98402 253.572.4903 CT dID SEATTLE, WA 98104 206-7530900 DATE: MARCH, 2018 INDUSTRIAL PAGE: SOILS MAP 3T Renton Formation Arkone sandstone, mudotone, and shale; contains several beds of coal, -most near bane or middle of for- mation, Probably continental in origin. Irregularly cemented by calcium carbonate, locally eomretionary. Characterized by nuinerouis faults of small displace- ment and by ura r -y bedding. Thickness about 11,500 feel. Source of coal and Aemeirefractory clay Tt Tta i Tukwila Formation Mainly sedimentary rucks composed offragments of volcanic rock. Probably continental in, origin Locally woathered partly to clap. Ttu, upper-membrr: poorly sorted, poorly stratified tuffaceous sandstone, conglomerate, inudstone, boul- ders mudfloic(?) deposits, and thin,fine amined beds of tuff; contains quartz and calcite veins near intru- sive bodies Thickness Soo to 500 feet, Tta, -middle member- arkosic sandslove, neudstone, shale,and claystone, thin coal bed near base; similar to Renlon Formation. Thickness 250 fo 500feet- Td, louver men:ber: similar to upper rneireber, contains some lava flows (?); locally, a clayey profile of weath- ering is preserved in sandstone at top. Thickness more than 2,500 feet FIGURE 4 - SOILS MAP NOT TO SCALE Qac � Q w Qas4 al - -- J Alluvium Artificial fill Qac, sand and gravel deposited by Cedar River, c associated thin beds of Silt, clay, and peat mostly edges Wam-shaped fell in 17uwo-wish Valley. Pott indirates recent, unmodified channel deposits at s face Maximum thickness in. Duutarnish Valley m than loofeet. Virtually unzceathered, major sou of construction material. Qaw, chiaj y sand, silt, and clay deponited by the TVI and Green Rivers before diversion of the White Ri to Zito south in 1306; eontai-n8 curvilinear chaw gravels and thin peat tenses. Upper part mof clayey site andfne sand, locally peaty, 10 to 20; t/Lick near Kent, thiekms to 90 to 40feet near T ukw Lvzver part 7nostly -medium• and roarse sand depose by the White River, more than 75 fest thick Laps on fan of alluvium deposited by Cedar River sou west 4f Renton. Pattern •ind-fcates abandoned eta nels of the com.bived White and Green Rini Contains glassy volcanic material possibly react in some concrete. Minor source of topsoil. Qas, mostly sand deposited by small streams; inclei some sill and gravel Generally thin PROJECT: 601 MONSTER ROAD SW SCALE: AS NOTED RENTON, WA A Architecture INNOVA ARCHrrEcrs DCT INDUSTRIAL \ J I I ��1 Engim,ming 950 PACIFIC AVENUE, SUrrE 450 701 FIFTH AVENUE, SUITE 2830 y etV PieJ'J'Jiv�lJ TACOMA, WA 98402 , SEATTLE, WA 98104 DATE: MARCH, 2018 Ocaaig,� 253.5724903 INDUSTRIAL DCT 206-753-0900 PAGE: OVERALL DRAINAGE BASIN MAP FIGURE 3 - OVERALL DRAINAGE BASIN MAP NOT TO SCALE PROJECT. 601 MONSTER ROAD SW SCALE: AS NOTED RENTON, WA I�VAArchitecture Engineering INNOVA ARCHITECTS 950 PACIFIC AVENUE, SUITE 450 DCT INDUSTRIAL 701 FIFTH AVENUE, SLIfTE 2830 \ J V ar��Litects Planning Design TACOMA, WA 98402 253-572,4903 I ml DOT SEATTLE, WA 98104 206-753-0900 DATE: MARCH,2018 INDUSTRIAL PAGE: Section 2 — Conditions and Requirements Summary For a Directed Drainage Review, Core Requirements 1 through 9 and Special Requirements 1 through 6 may apply. Each of the Core requirements is addressed below. Core Requirements: 1. Core Requirement No. 1 - Discharge at the Natural Location: Response: Discharge from the site will follow the existing drainage path from this site which flows to an existing off-site conveyance system that flows to the existing regional storm water facility within this basin. 2. Core Requirements No. 2 - Offsite Analysis: Response: This project drains to the noted regional storm water facility. This regional storm water facility was initially developed allowing all properties within this drainage basin to utilize this facility. All waters are then being pumped to the Black River when required. See Appendix A for regional storm water facility. 3. Core Requirements No. 3 - Flow Control: Response: This property will continue to flow to the existing regional storm water facility with no on-site water quantity mitigated. 4. Core Requirements No. 4 - Conveyance System: Response: Proposed on-site conveyance system design will be provided in the final TIR. 5. Core Requirements No. 5 - Temporary Erosion Control: Response: Erosion control mitigation will be provided around the disturbed areas on this site to prevent any silt -laden waters from leaving the site. The specific facilities and design will be provided in the final TIR 6. Core Requirements No. 6 - Maintenance and Operation: Response: A maintenance and operation manual will be provided in the final TIR. 7. Core Requirements No. 7 - Bonds and Liability: Response: A bond quantity worksheet will be provided in the final TIR. 8. Core Requirements No. 8 - Water Quality: Response: Water quality for the new imperious surfaces subject to vehicle traffic will be treated first with a coalescing plate oil/water separator facility then a water quality filter facility before leaving the site at the existing discharge location. See the final civil design. 9. Core Requirements No. 9 - On -Site BMP's: Response: This site would be classified as being required to use Large Lot BMP's since it is over 22,000 square feet. Site BMP's are very limited due to the existing fill soils that underlay this site. The Geotechnical Report does not recommend any infiltration type facilities for this site. On -Site BMP Requirements Overview CA.Full Dispersion 5 Response: Full dispersion is not feasible for this site since there are no forested areas available. Additionally no type of infiltration is recommended, see Geotechnical Report C.2. Full Infiltration Response: The site is underlain by fill soils which will not allow any type of infiltration on the site. Allowing waters on the site could saturate the soils and create unstable conditions on the site. C.3. Limited Infiltration Response: See note above and Geotechnical Report C.4. Basic Dispersion Response: See notes above. No type of infiltration is recommended for this site including perforated pipe connections. This could saturate the underlining fill soils and create an unstable condition for this site. C.S. Farmland Dispersion Response: Not applicable in the City of Renton. C.6. Bioretention Response: Since the BMP would require infiltration, per the above comments and per the geotechnical report, this BMP cannot be used. C.7. Permeable Pavement Response: Since the BMP would require infiltration, per the above comments and per the geotechnical report, this BMP cannot be used. C.B. Rainwater Harvesting Response: This is a commercial project and rainwater harvesting is not proposed. C.9. Reduced Impervious Surface Credit Response: The project is a commercial project and the site will not allow for infiltration. The site is also greater than 250,000 square feet. C.10. Native Growth Retention Credit Response: There is no native growth area on this site. C. 11. Perforated Pipe Connection Response: See notes above. No type of infiltration is recommended for this site including perforated pipe connections. This could saturate the underlining fill soils and create an unstable condition for this site. C.12. Rain Gardens Response: No type of infiltration is recommended for this site. C.13.Soil Amendment Response: Since the underlining soils have been disturbed on this site and no infiltration is recommended for this site, this BMP should not be used. C.14.Tree Retention Credit Response: Since there are no native growth areas on this site and very few trees, this BMP is not proposed. C. 1 5.Vegetated Roofs Response: This is a commercial project and a vegetated roof is not proposed. Six Special Requirements: 1. Other Adopted Area -Specific Requirements: This project is part of a "Shared Facility Drainage Plan" created in 1994. There are special requirements for upkeep, maintenance and cost sharing for this facility. (See Appendix A). There are no other known adopted area specific requirements for the project. 2. Flood Hazard Area Delineation: This project is not in a flood hazard area. 3. Flood Protection Facilities: This project site will not modify any existing flood protection facilities. 4. Source Control: Source control will be addressed in the final TIR. 5. Oil Control: The proposed project is a high -use site; therefore, this special requirement would apply. A coalescing plate oil/water separator facility is proposed. 6. Aquifer Protection Area: This project does not appear to be within an aquifer protection area. 7 Section 3 — Off -Site Analvsis The existing conditions at this site show the majority of the site's drainage flows in a south, and then in the west direction exiting the site at the west and southwest corner. The northerly parking area does drain directly onto Monster Road SW with no controlled drainage conveyance system in-place. There is also a small impervious surface area at the northeast corner of the building, which flows to an 8" conveyance system, and then discharges to the existing 12" drain line that is located at this corner of the site. This 12" line collects roadway drainage from Monster Road SW, which is located along the east property line. Drainage then flows in a northwesterly direction to Monster Road SW along this property's northern property line, where it discharges to an 18" line. This line continues along the south side of this roadway, collecting drainage from the south half the roadway, continuing along the road alignment for about 1,000 -ft. to the middle of an existing building to the west of the project site. This 18" line continues west along the north side of this building to the northwest corner, where it turns south along this building in a 24" line. Drainage continues to the southwest corner of the building where it turns east, and then, south discharging into an existing 200 foot long biofiltration swale and into the regional storm water facility noted previously. Along the east side of this building there is a drainage system that starts near the northeast corner of the building, flowing south collecting drainage from several catch basins in the two parking areas on this side of the site. Drainage flows to the southeast corner of the building. Drainage continues west in an 18" drain line, picking up drainage from this driveway and parking areas along with the existing building's roof areas until it leaves the project site and continues to an existing storm water manhole about 60 feet west of this site. Drainage continues north in a 24" line, where it then turns west in a 24" line for about 250 feet where it empties into an existing 200 foot long biofiltration swale. This biofiltration swale discharges to the regional storm water facility noted previously. Based on a site visit and the designed drawings for the "Shared Facility Drainage Plan" which this project site drains to, this is a description of this system which is downstream of this project. From the north pond area which this site drains to there is a 12" outlet pipe that drains to a pump manhole at the northwest corner of the pond area. It is then pumped into an 8" PVC forced main (about 480 -ft long) where it then discharges into a biofiltration swale about 150 feet long. It continues in a 30 -ft ling 12" culver under a service road and then it continues about 35 - feet to a gravel outfall into the Black River. (See the plans titled "Regional Retention Pond Pump Outfall Facility" in Appendix A) D U 0 N N a. O N m �o 0 N Z �i ° 0L!3 x W a W L U) 0 E CC .a z' Y a Cc O O Q W Q � —9. E Vl Q �I C t m Z 03 m p� z O � � � � o W � U N c > .� C N G 0 C O c I� rl� Om to 0 N N a. O d c (6 �i ° 0L!3 O m O Y a Cc O C —9. E C t m Z 03 m p� N c > .� C N G 0 C O F- a C C N l6 `' Co O A O C .— C o C Co d d O L p p C m a p CL to 2 p m m v 0 E tm C4 E 6 yi Z t<1 C O O 'o c c a v) Co WQ �7 'L" fEA L 5 c3' Z a C p O O `O U d Cf � o cc M CD 0 C ca aq N1 II E N +% 4A L � 0 o N 4 +` O 0 a) 9 w a U)CL 3 m c o 0 0 CF (V m y °1��-3 �iO O C! Qf 0 �' (D m a C O C c f0 L — ) D od y E p C U ti w m N L OCD tm ? a � mAg N N CLm m E N N U 0 N N a. OFF-SITE ANALYSIS DRAINAGE SYSTEM MAP CB SOLID UD TYPE I CB SOLID UO TYPE I �V 6• /IDS RIM=23.47 RIM -23.92A I.E. W=21.85 12 PVC I.E. E=20.32' NO PIPE) VISIBLE) CULV 12'ADS 12' ADS I.E. W=20.22' - ; r I.E. 5E=19.94 axil SDMH TYPE II 48' / CB STO _ RIM=211.70 9 _ _ - �� - INLET) _ ------- (CURB 18' 01 I.E. E=15.80' - - - RIM=22.93 -��-- 111' AOS I.E. E=20.18' /9 IB' DI I.E. W=20.16' \ m - m - m - -__ .............. ____ 9� 9� 9� 9� 9� �CB 510 CRATE TYPE I RIM=18.90 18' ADS I.E. NE=15.45' B 24' ADS I.E. 5=15.45' B B B 8 B B 8 B CB STD GRATE TYPE I RIM -22.02 B 24' ADS- E. NW 14.82' 24' ADS I.E 5=14.82' 6' PVC I.E. 5E=17.62' \ CB SRI GRATE TYPE II '8 RIM -18.44 \ 24' ADS I.E. E=14.05' 13 6' PVC I.E. W=14.82' 24' ADS I.E. W=13.95' VI 12' ADS I.E. E=15.70' � CB STD GRATE TYPE II RIM=19.OD ,6 24' ADS I.E. NW=14.40' \ 24' ADS I.E. E=14.40' g 6' PVC I.E. NE=16.40' CS STD GRATE TYPE II ,8 /'R' 7.91 \ 24' ADS I.E. E=14.21' g 24' ADS I.E. W=14.21' m-m-m-m-ml9-Zo CUI 24' I.E. AOS 1 LE NW -13.74 VAULT SDMH TYPE II 48' RIM -28.41 16' 01 I,E. E=17.71' 18' ADS I.E. SW =17.56' CB STI) CRATE TYPE 1 RIM -23 26 CO STD CRATE TYPE I 18' 01 I.E. E=19.78' (CURB IN- 18' Of I E W-19 B8' CB STD GRATE TYPE II RIM -24.3519.15' RIM -26.63 18' DI I.E. E=19.15' 18 18' 01 I.E. E=18.63' DI I.E. W=19.15' 111' DI I.E. W=16.68' RIM -23.45 18' 01 I.E. E=2D.75' I' ADS I.E. W=2D.85' G � SDMH TYPE II 48' PJM -24.13 18' ADS I.E. N=13,73' 16' ADS I.E. 5-13.83' RET. WALL 4 \,m \ CS STD GRATE TYPE I ' RIM -20.8 111' CMP IE E-19.56' RIM -25.69 15' ADS I.E. W=14.51 FRET. WALL CONIC. 18' ADS I.E. 5=14.46 1 INLET INTO 8' % 20D' SWALE 8' PVC LE. 5E=15.36 8' DI I.E N=26.68' CB STD GRATE TYPE H SDMH TYPE II 48' RIM=21.76 $ \ 8' PVC I.E. NW -1691' 'm G � SDMH TYPE II 48' PJM -24.13 18' ADS I.E. N=13,73' 16' ADS I.E. 5-13.83' CB SID GRATE TYPE II C6 STD GRATE TYPE I (CURB INLET) (CURB INLET) RIM -24.47 RIM -25.71 12 PJC LE. E=20.47' 12' PVC I.E. E=21.31' 12PVC I.E. W=20.57' 12' PVC I.E. W=14.81' CB STD GRATE TYPE I ' F CB STD CRATE TYPE I� CB STO CRI RIM 24.44 / RIM -25.79 RM -2612 18' CNC I.E. W=21,24' 12' CNC I.E. 5=22.44 12' CNC I.E 18' CNC I.E. E=21.34' IB' CNC I.E, W=22.24' 12' CNC LE \ m RET. WALL 4 \,m \ CONC. RET. WALL m \ 111' CMP IE E-19.56' RIM -25.69 CONC. FRET. WALL CONIC. 111' CMP I.E. W=19.56' 18' CNP TE W=21.39' INLET INTO 8' % 20D' SWALE CULV 12' ADS I.E. W=14.42 8' DI I.E N=26.68' m SDMH TYPE II 48' \ $ \ RIM -18.68 (SHOT DIRECT) 'm $ B' PVC I.E. N=19.45' \ \'B CULV 24' ADS 18' CMP I.E.E=2084' S I 18' CMP I.E. W=20.89' I.E. SE -13.66 18' CMP I.E. N-21.64' \ 24AD CULV 24' ADS \ 'B I.E. NW -;3.72 \ � =Y'-m-m-m• m -m -m -m m -m -m -m -m -m -m -m m -m ---------------------- \1b 5 $Q SDMH TYPE II 8 RIM -24 24' CNP I.E E=15.65' Existing_, 12' PVC I.E. 5-15.75' B 24' ADS I.E. N=15,55' I CB SID GRATE TYPE II C6 STD GRATE TYPE I (CURB INLET) (CURB INLET) RIM -24.47 RIM -25.71 12 PJC LE. E=20.47' 12' PVC I.E. E=21.31' 12PVC I.E. W=20.57' 12' PVC I.E. W=14.81' CB STD GRATE TYPE I ' F CB STD CRATE TYPE I� CB STO CRI RIM 24.44 / RIM -25.79 RM -2612 18' CNC I.E. W=21,24' 12' CNC I.E. 5=22.44 12' CNC I.E 18' CNC I.E. E=21.34' IB' CNC I.E, W=22.24' 12' CNC LE \ m +� C8 SID GRATE TYPE I \,m \ RIM=26,36 CS STD GRATE TYPE I RIM -25.94 m \ 111' CMP IE E-19.56' RIM -25.69 12' CNC I.E. NW=23.44' \ 111' CMP I.E. W=19.56' 18' CNP TE W=21.39' 12' CNC I.E. 5E=23.54' \ m \ 8' DI I.E N=26.68' RIM 26.65 \ STD GRATE TYPE I \ 'm RIM -26.81 12 12' CNC I.E. NW=24.61' B' PVC I.E. N=19.45' \ 12' CNC I.E. 5E=24.91' 18' CMP I.E.E=2084' S I 18' CMP I.E. W=20.89' 18' CMP I.E. N-21.64' R \ I II _ �\� =Y'-m-m-m• m -m -m -m m -m -m -m -m -m -m -m m -m ---------------------- \1b Existing_, m \ CO STD GRATE TYPE 11 4 RIM=24.38 CB STD GRATE TYPE I 8_ Building RIM -26.34 111' ADS I.E. SW=13,68' +� Z CO STO GRATE TYPE I RIM=26,36 CS STD GRATE TYPE I 111' CMP IE E-19.56' RIM -25.69 RIM -26.58 111' CMP I.E. W=19.56' 18' CNP TE W=21.39' I 8' DI I.E N=26.68' RIM 26.65 /+/ R 18' CNP I.E. E=17.35' 18' CMP I E. W=17.35' CB STD GRATE TYPE I B B' PVC I.E. N=19.45' RIM=28.19 R 18' CMP I.E.E=2084' S I 18' CMP I.E. W=20.89' 18' CMP I.E. N-21.64' R I II =Y'-m-m-m• m -m -m -m m -m -m -m -m -m -m -m m -m ---------------------- -m -Po Existing_, I CO STD GRATE TYPE 11 RIM=24.38 CB STD GRATE TYPE I 8' PVC I.E. NW=15.53' Building RIM -26.34 111' ADS I.E. SW=13,68' 111' CMP I.E. 5=24.04' 6' PVC I.E. N=24.34' CB STO GRATE TYPE I RIM -24.31 111' CMP I.E 5=21.48' 10' CNP I.E. N=21.51' 8' PVC I.E. NE=22.31' • CB STD GRATE TYPE I RIM -24.17 18' CNP I.E. N=21.67' 18' CMP I.E. 5=21.57' m m 8 m - so / m m I 2 6 '' 6 1 �-- /-CB SID GRATE TYPP RIM -28.63 �' 12 CNC LE NW -26. 01 I.E. SW -26.113' 8' PVC I.E 5-26.11Y 1 CB STO GRATE TYPE I RIM -32.84 8' PVC I.E. W=30.34' CB STD GRATE TYPE II RIM -35.22 8' PVC LE W=30.82' CB STO GRATE TYPE i-/ RIM -59.00 12' ADS I.E. NE -5530' CB SID GRATE TYPE I RIM=26,36 CS STD GRATE TYPE I 111' CMP IE E-19.56' RIM -25.69 B 111' CMP I.E. W=19.56' 18' CNP TE W=21.39' CB STD GRATE TYPE II 8' PVC I.E. N=2016' 18' CMP I.E. N=21.59' RIM 26.65 R 18' CNP I.E. E=17.35' 18' CMP I E. W=17.35' CB STD GRATE TYPE I B B' PVC I.E. N=19.45' RIM=28.19 R 18' CMP I.E.E=2084' S I 18' CMP I.E. W=20.89' 18' CMP I.E. N-21.64' R I II =Y'-m-m-m• m -m -m -m m -m -m -m -m -m -m -m m -m ---------------------- -m -Po /-CB SID GRATE TYPP RIM -28.63 �' 12 CNC LE NW -26. 01 I.E. SW -26.113' 8' PVC I.E 5-26.11Y 1 CB STO GRATE TYPE I RIM -32.84 8' PVC I.E. W=30.34' CB STD GRATE TYPE II RIM -35.22 8' PVC LE W=30.82' CB STO GRATE TYPE i-/ RIM -59.00 12' ADS I.E. 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E a) N �0 a N W .0 I— cn � cu o H n N Q 1— APPENDIX A APPENDIX A — Site Plan Regional Detention Facility Pump Station Agreement and Reciprocal Easements 11 3J U <I SATT DNpS 1;5 '� za g 3 co -- Ms GVOH H31SNON j!11-14 00iE 76 12 vi q I V , p 4 112 jiE SETTri ------ ------ --- ------------------T r ---'--------------'- ------ —'--- Rik=S&7sa �W Hi Fig R g� S t E$ R m • 8 O RECORDED AT THE REQUEST OF AND AFTER RECORDING RETURN TO: �- GARTH A. SCHLEMLEIN, Esq. FLOYD & SCHLEMLEIN, P.S. 2505 Third Avenue, Suite 300 Seattle, WA 98121 REGIONAL DETENTION FACILITY PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS This Regional Detention Facility Pump Station Agreement and Reciprocal Easements ("Agreement") is made as of this day of 1995 by and among the Seattle Area Plumbing and P pef tt ng Apprentice and Journeyman Training Trust ("Trust"), Eland Building Limited Partnership ("Eland"), .Jefferson Smurfit Corporation ("JSC"), B & G Partnership ("B&G"), ' and King County Department of Metropolitan Services ("Metro"). C: t++ ri H O 7 A. Eland, JSC, Trust, B&G, and Metro.own parcels of real property located adjacent to or near each other in King County, Washington, described respectively in Exhibit A (the "Eland Property"), Exhibit B (the "JSC Property"), Exhibit C (the "Trust Property"), Exhibit D (the "B&G Property"), Exhibit E (the "Metro Property") (all of the foregoing are collectively referred to herein as the "Properties") . B. Surface water runoff from the Properties drains into portions of the Trust Property and the Eland Property, including a detention pond located on the Trust. Property (hereinafter referred to as the "Detention Pond"). -' C. As a result of the.volume of surface water runoff from the Properties during certain storm events, water col- lected in the Detention Pond overflows onto portions of the Eland Property and the Trust Property. D. In order tro-2ti-1cw -+or future development, and to pre- vent further overflow, it is necessary to design, con- - struct, and maintain a Regional Detention Facility and Pump Station, together with all appurtenances, pipes and easements (the "System"), which will evacuate water from the Detention Pond when it reaches a certain level. The parties hereto desire to jointly fund the design, construction and maintenance of the System in accordance with the 171640A 51171951Q15= -1- db 8 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf com) 1 i parameters set forth by the City of Renton and the terms of this Agreement. NOW, THEREFORE, it is agreed: CONSTRUCTION AND MAINTENANCE OF SYSTEM 1. Trust Supervision. The Trust shall perform the following duties: (a) The Trust shall supervise, manage and pay all costs and expenses (subject to the right to reimbursement as provided in Section 2(a) below) -in connection with the design and construction of the System. Without limiting the generality of the foregoing, the Trust shall cause all permits and easements necessary for the System to be obtained, shall cause the prepara- tion of all construction documents and plans, shall cause the competitive bidding of all major portions of the work, and shall cause the System to be constructed and completed in a good and workmanlike manner in accordance with all applicable governmental requirements. The design and construction of the System shall be in substantial accordance with the Bush, Road & Hitchings, Inc. proposal dated December 22, 1994. The estimated budget for the design and construction of the System is set forth in Exhibit F hereto. H (b) After completion of construction of the System, the Trust shall cause the System to remain in good operating C condition and shall cause all maintenance, repair and necessary reconstruction of the System from time to time to be accom- plished. The Trust'ahall pay all such costs and expanses (sub- ject to the right to reimbursement as provided in Section 2(b) below) . (c) The Trust shall maintain all accounts, con- struction records and operating data and allow access -to all parties upon reasonable notice. __(,d) The Trust shair distribute invoices to the parties for the payments required under Section 2 below not less than twenty (20) days prior to the respective payment date. The - invoices will be accompanied with copies of invoices from con- tractors, suppliers and other vendors substantiating the request for payment. (e) The Trust shall perform its duties and obligations herein in good faith with reasonable diligence and cars. The Trust shall be paid no compensation or fee for any of its ser- vices hereunder. It is understood that the Trust may contract with consultants and contractors in connection with the per- formance of.its duties hereunder. assa.4 5117M IQISrn —2- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) .. .1 Ie 0 2. Payments by Parties. (a) With respect to the costa and expenses of design, construction, permitting, obtaining necessary easements and all portions of the work in constructing the System as generally described in Section l(a), the parties shall reimburse the Trust for such aggregate costs and expenses as follows: B&G: Balance of aggregate costs and expenses JSC: 5% of aggregate costs and expenses Metro: 5% of aggregate costs and expenses Eland: $25,000 lump sum payment Trust: 30% of aggregate costs and expenses Eland shall pay $5,000 upon the execution of this agreement and the balance upon completion of the System. The Trust shall invoice the other parties on a monthly basis upon accrual of expenses. All invoices shall be due within thirty (30) days of receipt. overdue payments shall bear interest at twelve percent (12%) per annum from the due date. (b) With respect to the costs and expenses of operat- ing, repairing and any necessary reconstruction of the System after completion thereof as generally described in Section 1(b), the parties shall reimburse the Trust as follows: B&G: 35% of aggregate costs and expenses JSC: 5% of aggregate costs and expenses Eland: 30% of aggregate costs and expenses Trust: 30% of aggregate costs and expenses Metro shall have no obligation for the costs and expenses of operating, maintaining, repairing and any necessary recon- struction of the System. The Trust shall invoice the other parties not more often than twice per calendar year for these costs and expenses and all invoices shall be due within thirty (30) days of receipt. Overdue payments will bear interest at twelve percent (12%) per annum. 3. Reciprocal Easements. In consideration of the mutual promises set forth herein,•for other good and valuable considera- tion, receipt is which is herebyacknowledged, Eland and the Trust hereby grant and convey to each other and to the other parties hereto, a nonexclusive, perpetual easement along, in, upon and under the Trust Property and the Eland Property in the locations as legally described on the attached Exhibits G and Exhibit H, respectively, and as depicted on the sketch attached hereto as Exhibit I (the "Easement Areas"), for the purpose of installing, constructing, opefating, maintaining, repairing and -- replacing the System, together with nonexclusive rights of ingress and egress to and from the Easement Areas for said pur- poses. Eland and the Trust may use the surface of the Easement Areas granted herein for any purpose which is not inconsistent 173M.1 311719! MISM -3- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) s 0 with installing, constructing, operating, maintaining, repairing and replacing the System. i 4. Insurance. The Trust shall require all parties per- s forming the work on the System to provide a Certificate of Insurance naming the parties hereto as additional insureds. The level and scope of insurance shall be set at commercially reason- able limits depending upon the type and scope of services or goods provided. S. operator. Except as otherwise provided in para- graph 6(c), the Trust shall be designated the operator and Permittee of the System. 6. General Provisions. (a) Binding Effect. The bovenants contained in this Agreement shall run with the land and shall be binding upon and inure to the benefit of the parties hereto and their respective successors and assigns. (b) Enforcement. In the event of a breach of any of the covenants or agreements set forth in this Agreement, the parties hereto shall be entitled to any and all remedies avail- able at law or in equity, including but not limited to the equit- N able remedies of specific performance or mandatory or prohibitory M injunction issued by a court of appropriate jurisdiction. The C" parties hereto agree that in the event it becomes necessary for any party to defend or institute legal proceedings as a result of .1 the failure of either party to comply with the terms, covenants, agreements and/or conditions of this Agreement, it is understood and agreed that the prevailing party in such litigation shall be vi entitled to be reimbursed for all costs incurred or expended in connection therewith, including, but not limited to, reasonable attorneys' fees (including appellate fees) and court costs. If any of the parties fails to make the payments to the Trust set forth in Section 2 within thirty (30) days after the due date, the Trust shall have the right impose a lien upon the real property of such defaulting party which shall become effective upon recording a notice in the recording records of King County, Washington, stating the amount due and the legal description of the defaulting party's property. Such lien may be enforced and foreclosed by the Trust by an action in like manner as a mortgage of real property. (c) amendment. This Agreement may not be modified, amended or terminated without the prior written approval of the parties hereto. Provided, however, if the Trust or its successor or assign ceases to exist or otherwise fails after written notice from any party for a period of ninety (90) days to perform the duties set forth in Section 1, the parties other than the Trust by a vote of such parties obligated to make not less than fifty percent (50%) of the reimbursement payments set forth in 173640.4 sm195 101.15= -4- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) J I 0 Ah Section 2(b) may elect another person or party to perform the duties set forth in Section 1. In connection with such replacement, the approving parties may amend or modify this Agreement as may be reasonably necessary to accomplish the purposes of this Agreement. (d) waiver. No waiver of any of the provisions of this Agreement shall be effective unless it is in writing and signed by the party against whom it is asserted, and any such written waiver shall only be applicable to the specific instance to which it relates and shall not be deemed to be a continuing or future waiver. (e) motions. The captions and paragraph headings contained in this Agreement are for convenience and reference only and in no way define, describe, extend or limit the scope or intent of this Agreement, nor the intent of any -.provision hereof.' (f) Counteruarts. This Agreement may be executed in counterparts, and each counterpart hereof shall be deemed to be an original instrument, but such counterparts together shall constitute but one Agreement. DATED as of the day and year first above written. TRUST: SEATTLE'AREA PLUMPING & PIPEFITTING 04 APP I S AN J URNEYMEN TRAINING % WT TRUST r / tD By O s :7 01 ELAND: LDING LIMITED PARTNERSHIP ELANDLg(. By: ter R a5 Building Corp., ne 1 p r= r By I s JSC: JEFFERSON SMURFIT CORPORATION .. By Its B&G: B & G PARTNERSHIP By Its rrwioJ Brans 10:334a You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 4 S. i N 0; ri H O 01 O Section 2(b) may elect another person or party to perform the duties set forth in Section 1. In connection with such replacement, the approving parties may amend or modify this Agreement as may be reasonably necessary to accomplish the purposes of this Agreement. (d) waiver. No waiver of any of the provisions of this Agreement shall be effective unless it is in writing and signed by -the party against whom it is asserted, and any such written waiver shall only be applicable to the specific instance to which it relatas and shall not be deemed to be a continuing or future waiver. (e) Captions. The captions and paragraph headings contained in this Agreement are for convenience and reference only and in no way define, describe, extend or limit the scope or intent of this Agreement, nor the intent of any provision hereof. (f). Counterparts. This Agreement may be executed in counterparts, and each counterpart hereof shall be deemed to be an original instrument, but such counterparts together shall constitute but one Agreement. DATED as of the day and year first above written. TRUST: SEATTLE AREA PLUMING & PIPEFITTING APPRENTICE AND JOURNEYMEN TRAINING TRUST By Its ELAND: ELAND BUILDING LIMITED PARTNERSHIP By n Its JSC: JEFFERSON SMURFIT ORPORATION " Its B&G: B & G PARTNERSHIP By Its 17)640.3 3MA5 10:35M -5- 5- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) O section 2(b) may elect another person or party to perform the duties set forth in Section 1. In connection with such replacement, the approving parties may amend or modify this Agreement as may be reasonably necessary to accomplish the purposes of this Agreement. (d) Waiver. No waiver of any of the -provisions of this Agreement shall be effective unless it is in writing and signed by the party against whom it is asserted, and any such written waiver shall only be applicable to the specific instance to which it relates and shall not be deemed to be a continuing or future waiver. (e) Captions. The captions and paragraph headings contained in this Agreement are for convenience and reference only and in no way define, describe, extend or limit the scope or intent of this Agreement, nor the intent of any provision hereof. (f)' Counterparts. This Agreement may be executed in counterparts, and each counterpart hereof shall be deemed to be an original instrument, but such counterparts together shall constitute but one Agreement. DATED as of the day and year first above written. TRUST: SEATTLE AREA PLUMPING & PIPEFITTING APPRENTICE AND JOURNEYMEN TRAINING TRUST rl By Its O :lJ ELAND: ELAND BUILDING LIMITED PARTNERSHIP By Its JSC: JEFFERSON SMURFIT CORPORATION By Its B&G: B & G NERSHIP is I73UO.a anus 10.35= You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) S.. 7Fw-yT$7 KING COUNTY DEPARTMENT OF METROPOLITAN SERVICES By (\J Its -i 173 MA 5117M 10:13m You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) M Zu STATE OF WASHINGTON ) ss. COUNTY OF V_ ) I I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that said person signed this `. instrument, on oath stated that said person was. authorized to execute the instrument and acknowledged it as the of SEATTLE AREA PLUMBING AND PIPEFITTING APPRENTICE AND JOURNEYMEN TRAINING TRUST, a trust, to be the free and voluntary act of'such trust for the uses and purposes mentioned in the instrument. Dated this 1S day of , 1995. (2!) aa- 4),N ¢s S c.H.l Q....�*-- a.aav raw or V=V N.='axatsl Notary public in and for the state of Washington, residing at My appointment expires N M V STATE OF WASHINGTON ) SB. N COUNTY OF i iJ G �D O I certify that I know or have satisfactory evidence that •! . X-14-1 ?it is the person who appeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was authorize to execute the instrument and acknowledged it as the tr'1.9 I iueA of ELAND BUILDING LIMITED PARTNERSHIP, a partnership, to e the free and voluntary act of such partnership for the uses and purposes mentioned -in the instrument. Dated this 6 day of IL , 1995. W (shun d Nott» AN be (Lgsyrei�aet�+ atNaM Notary public in and for the state of Washington, residing at V_:A?L.0 My appointment expires mao.3 3rins IM35M -9- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) }:: STATE OF WASHINGTON ) v ) ss. COUNTY OF K, :, )_ I certify that I know or have satisfactory evidence that M+,.ac+o'Ami/'et is the person who appeared before me, and saki person acknowledged that said person signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledged it as the of JEFFERSON SMURFIT CORPORATION, a corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. Dated this day of MA Y , 1995: i IX_ G+tab �P dNm+yl °Z Nptary public in and for the state °UK* :'` Washington, residing at MT AQNA1+ �9's UO litO,�� ••,.�'P � A N�.�•`My appointment expires 5- I C ` STATE OF WASHINGTON O ) as. COUNTY OF ) D7 certify that I know or have satisfactory evidence that pis the person who appeared before me, Ln and said person acknowledged that said person signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledged it as the • of B & G PARTNERSHIP, a partnership, to be the free and voluntary act of such partnership for the uses and purposes mentioned in the instrument. Dated this day of , 1995. Pito�uodMauyl '� - • pgmy Prix «sc+p tUer d tia.r» Notary public in and for the state of Washington, xesiding at My appointment expires 173640.3 3nu93,o.33M You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 0 STATE OF WASHINGTON • ) ss. COUNTY OF �� ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that said person.signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledged it as the of JEFFERSON SMURFIT CORPORATION, a cforotheiusesto b thepurposes and voluntary act of such corp pure mentioned in the instrument. Dated this day of , 1995. Ai�o d Nau» "Rtf PM a amp Nmo dNouq) Notary public in and for the state of Washington, residing at My appointment expires STATE OF WASHINGTON ) '/ ) ss. COUNTY OF Kim ) I certify that I know or have satisfactory evidence that &uce M• is the person who appeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledgedit as the eand gen. Fof B & G PARTNERSHIP, a partnership,voluntary act of such partnership for the uses and purposes mentioned in the instrument. Dated this vd day of A A IA , 1995 • L� A Rs�w d Naury) Z -t'4 On74q} T T4,p.HietaSt�NmedNaW7) d," A ce Notary public in and for the state ga% �•:•.�� a of Washington, residing at Se,q4-ffe , 0 ell, ��•o�F�WAsN��'.•� My appointment expires "7 -IS -9 1736403 sr_uvs imssw -s- do You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) v JY STATE OF WASHINGTON ) ss. COUNTY OF cart that I know or have satisfactory evidence that e- is the person who appeared before me, and said person acknowledged that said person signed this instrument, on oath stated that said person was authorized to execute the instrument and acknowledged it as thel,of the KING COUNTY DEPARTMENT OF METROPOLITAN SERVICES, a munc pal corporation, to be the free and voluntary act of such municipal corporation for the uses and purposes mentioned ih the instrument. Dated this day of e '2� Notary public in and for the state oy'•'2,�8e �or'�O�•` of Washington, residing at My appointment expires -'ITJAIE B. 19915 • 173640A Sn7m 10:11w -9- You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A M V EXHIBIT A , 1 ?b RDGIONAL DETENTION FACIZEM.. PUMP STATION AGRE M NP AND RECIPROCAL EASEMENTS PARCEL 2: legal Description'of the Eland P=perty THAT PORTION OF THE NORTHWEST QUARTER AND GOVERNMENT LOT 1, IN SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON AND THE _ _ SOUTHWEST QUARTER AND GOVERNMENT LOT 6, SECTION 13, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.H., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: •COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN SAID TOWNSHIP AND RANGE; THENCE NORTH 87°26148" WEST, ALONG THE NORTH LINE OF SAID NORTHWEST QUARTER 1,214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD N0. 3, CHARLES MONSTER ROAD SOUTHWEST AND NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH 32029151" EAST, ALONG SAID WESTERLY MARGIN, 85.34 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET, AND ALONG SAID WESTERLY MARGIN 139.14 FEET; THENCE SOUTH 01024151" EAST, ALONG SAID WESTERLY MARGIN, 268.00 Si FEET; THENCE SOUTH 88°35109" WEST 436.55 FEET; THENCE SOUTH 02'33112" WEST 115.03 FEET; THENCE SOUTH 70°05134" WEST 95.47 FEET; THENCE SOUTH 88°37117" WEST 105.38 FEET; THENCE NORTH 1°22140" WEST 437.90 PEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 88'03109" WEST 283.04 FEET; THENCE SOUTH 54°28110" WEST 490.45 FEET TO THE EASTERLY MARGIN OF THE CHICAGO, MILWAUKEE, ST. PAUL , AND PACIFIC RAILROAD COMPANY RIGHT-OF-WAY; THENCE NORTH 28 11'33" WEST ALONG SAID EASTERLY MARGIN 115.75 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A 77 RADIUS OF 411.73 FEET AND ALONG SAID EASTERLY MARGIN 57.49 FEET; THENCE NORTH i 20°11133" WEST ALONG SAID EASTERLY MARGIN 156.01 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 523.68 FEET AND ALONG SAID EASTERLY MARGIN 419.12 FEET TO A POINT ON A CURVE HAVING A RADIUS OF 667.96 FEET, THE RADIUS POINT OF WHICH BEARS NORTH 6057118" WEST; THENCE EASTERLY ALONG SAID CURVE 102.86 FEET; THENCE NORTH 83041102" EAST 60.83 FEET; THENCE NORTH 701311911 EAST 47.60 FEET p; TO A POINT ON THE SOUTHERLY MARGIN OF CHARLES MONSTER COUNTY ROAD SOUTHWEST, SAID POINT BEING ON A CURVE HAVING A RADIUS OF 238.99 FEET, THE RADIUS POINT OF WHICH BEARS NORTH 17.19104" EAST; THENCE EASTERLY ALONG SAID CURVE AND SOUTHERLY MARGIN 80.36 FEET; THENCE NORTH 88°03109" EAST ALONG SAID SOUTHERLY CD MARGIN 470.93 FEET; THENCE SOUTH 1°56151" EAST ALONG SAID SOUTHERLY MARGIN li 10.00 FEET; THENCE NORTH 88°03'09" EAST ALONG SAID SOUTHERLY MARGIN 26.53 FEET TO A POINT WHICH BEARS NORTH 1°22140" WEST FROM THE TRUE POINT OF BEGINNING; THENCE SOUTH 1922140" EAST 450.00 FEET TO THE TRUE POINT OF BEGINNING, CONTAINING 450,000 'SQUARE FEET, MORE OR LESS. BLUME DISTRIBUTION FACILITY RENTON, WASHINGTON BRH JOB NO. 89219.04 MARCH 22, 1990 ALH/SU.tV. 34 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) .: Q EXHIBIT B TO REGIONAL DETENTION FACILITY PUMP STATION AGREEMENT AND RECIPRICAL EASEMENTS Legal Description of the JSC Property: PARCEL 1: THAT PORTION OF THE NORTHWEST QUARTER AND GOVERNMENT LOT 1, IN SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.H., IN RING COUNTY, WASHINGTON AND THE SOUTHWEST QUARTER AND GOVERNMENT IAT 6, SECTION 13, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.H., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: t a COMMENCING AT TBS QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN SAID TOWNSHIP AND RANGE, THENCE NORTH 87.26.48' WEST, ALONG THE NORTH LINE OF SAID NORTHWEST QUARTER 1214.00 FEET TO THE WESTERLY MARGIN OP.COUNTY ROAD NO. 8, CHARLES MONSTER ROAD SOUTHWEST AND NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH 32029.51' EAST, ALONG SAID WESTERLY MARGIN, 85.34 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET AND ALONG SAID WESTERLY MARGIN 139.14 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 1024'51" EAST ALONG SAID WESTERLY MARGIN 268.00 FEET; THENCE SOUTH 88035.09" WEST 436.55 FEET; THENCE SOUTH 02.33.12" WEST 115.03 FEET; THENCE SOUTH 70.05.34" WEST 95.47 PEST; THENCE SOUTH 88037'17" WEST 105.38 FEET; THENCE NORTH 1022140" WEST 887.90 FEET TO THE SOUTHERLY MARGIN OF OAKESDALE AVENUE SOUTHWEST AS CONVEYED TO THE CITY OF RENTON BY DEED UNDER RECORDER'S NO. 8702100643, RECORDS OF SAID COUNTY; THENCE NORTH 88°02128" EAST ALONG SAID SOUTHERLY MARGIN 16.02 PEBT; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 524.90 FEET AND ALONG SAID SOUTHERLY MARGIN 194.06 FEET; THENCE SOUTH 70045.53" EAST ALONG SAID SOUTHERLY MARGIN 147.08 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIOS OF 842.73 FEET AND ALONG SAID SOUTHERLY MARGIN 81.56 FEET; THENCE SOUTH 65°13110" EAST ALONG SAID SOUTHERLY MARGIN 257.10 FEET TO THE WESTERLY MARGIN OF 72ND AVENUE CZ SOUTHWEST AS CONVEYED TO THE CITY OF RENTON BY DEED RECORDED UNDER REOORDER'S NO. 8702100643 RECORDS OF SAID COUNTY; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 45.00 FEET AND ALONG SAID WESTERLY MARGIN 70.69 FEET; THENCE SOUTH M 24046.50" WEST ALONG SAID WESTERLY MARGIN 24.57 FEET; THENCE ON A CURVE TO THE V4 LEFT HAVING A RADIUS OF 180.00 FEET AND ALONG SAID WESTERLY MARGIN 82.35 FEET; THENCE SOUTH 1005.23" EAST ALONG SAID WESTERLY MARGIN 81.81 FEET TO THE TRUE 1M POINT OF BEGINNING, EXCEPT ANY PORTION THEREOF LYING EASTERLY OF THE CENTERLINE OF CHARLES MONSTER ROAD -AS VACATED BY ORDINANCE NO. 4123 OF THE CITY OF RENTON AND RECORDED UNDER RECORDER'S NO. 8803070674, RECORDS OF SAID COUNTY. BLUME DISTRIBUTION FACILITY RENTON, WASHINGTON HRH JOB NO. 89219.06 JUNE 6, 1990 ALH/BMG. 40 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) ^� EXHIBIT C TO REGIONAL DETENTION FACILITY PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS Legal Description of the Trust Property PARCEL 4-A: 7AX ACC Mo. ZfZ$�/- J/ZL THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF THE NORTHWEST QUARTER OF SAID SECTION 24; THENCE NORTH*8702684811 WEST, ALONG -THE NORTH LINE THEREOF 1,214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD NO. 3, CHARLES MONSTER ROAD SOUTHWEST ALSO KNOWN AS STEEL HILL ROAD NOW VACATED; THENCE SOUTH 32012133" EAST, ALONG SAID WESTERLY MARGIN, 85.47 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48. FEET, AND ALONG SAID WESTERLY MARGIN 139.14 FEET; THENCE SOUTH 01024,15111 EAST, ALONG SAID WESTERLY MARGIN, 268.00 FEET; THENCE SOUTH .88035,'09" WEST 436.55 FEET; THENCE SOUTH 02033112" WEST 115.03 FEET; THENCE SOUTH 70-05134" WEST 95.47. FEET; THENCE SOUTH 88037117" WEST 105.38 FEET; THENCE NORTH 1022140" WEST 179.50 FEET TO THE CENTERLINE OF AN EASEMENT FOR RAILROAD SPUR LINE AS CONVEYED TO THE CHICAGO, MILWAUKEE, ST. PAUL AND PACIFIC RAILROAD COMPANY BY DEED RECORDED UNDER AUDITOR'S FILE NO. 5331102, RECORDS OF SAID COUNTY AND THE TRUE POINT OF BEGINNING; THENCE NORTH 1022"40" WEST 258.40 FEET; THENCE SOUTH 88003108" WEST 283.40 FEET; THENCE SOUTH 54028110" WEST 482.84 FEET TO THE CENTERLINE OF SAID RAILROAD' SPUR LINE EASEMENT; THENCE SOUTH 27009,'57" EAST ALONG SAID CENTERLINE 22.44 FEET; THENCE ON A CURVE TO THE LEFT HAVING A RADIUS OF 365.32 c; FEET, AND ALONG THE CENTERLINE OF SAID RAILROAD SPUR LINE v EASEMENT 857.54 FEET TO THE TRUE POINT OF BEGINNING, CONTAINING 241,997 SQUARE FEET, MORE OR LESS. N OTOGETHER WITH AND SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND 0 UTILITIES ACROSS THAT PORTION OF THE NORTHWEST QUARTER AND LO 0) GOVERNMENT LOT 1, IN SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., AND THE SOUTHWEST QUARTER AND GOVERNMENT LOT 6, SECTION 13, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN SAID TOWNSHIP AND RANGE, THENCE NORTH 87026148" WEST, ALONG THE NORTH LINE OF SAID NORTHWEST QUARTER -1214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD NO. 8, CHARLES MONSTER ROAD SOUTHWEST AND NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH 32029"51" EAST, ALONG SAID WESTERLY MARGIN, 85.34 FEET; -THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET AND ALONG SAID WESTERLY MARGIN 139.14 FEET; THENCE SOUTH 1024'51" EAST ALONG SAID WESTERLY MARGIN 268.00 FEET; THENCE SOUTH 88035,109" WEST 436.55 FEET; THENCE SOUTH 02033112" WEST 115.03 FEET; THENCE SOUTH 70005f3411 WEST 95.47 FEET; THENCE SOUTH 88037,117" WEST 90.38 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 1022140" WEST 888.05 FEET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) a PARCEL 4-A CONT'D TO THE SOUTHERLY MARGIN OF OAKESDALE AVENUE SOUTHWEST AS CONVEYED TO THE CITY OF RENTON BY DEED UNDER RECORDER'S NO. 8702100643, RECORDS OF SAID COUNTY; THENCE SOUTH 88002128" WEST ALONG SAID SOUTHERLY MARGIN 30.00 FEET; THENCE SOUTH O1022140" EAST 470.00 FEET; THENCE SOUTH 29035110" WEST 29.15 FEET; -THENCE SOUTH 01022140" EAST 40.00 FEET; THENCE SOUTH 20025125" WEST 26.92 FEET; THENCE SOUTH O1022140" EAST'•40.00 FEET; THENCE SOUTH 29035.10" WEST 29.15 FEET; THENCE SOUTH 01022140" EAST 72.00 FEET; THENCE NORTH 88037120" EAST 39.99 FEET; THENCE SOUTH 01022140" EAST 190.76 FEET; THENCE NORTH 88037117" EAST 30.00 FEET TO THE TRUE POINT OF BEGINNING. 2 BLUME DISTRIBUTION FACILITY RENTON, WASHINGTON BRH JOB NO. 89219.06 AUGUST 14, 1990' ALH/ENG. 40 I You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) O E91 y ` EXHIBIT D ■ TO REGIONAL DETENTION FACILITY PUMP STATION AGREEMENT AND RECIPROCAI, EASEMENTS Legal Description of the B & G Property PARCEL 3: THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.H., KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT TUE QUARTER CORNER BETWEEN SECTIONS 13 AND 24 IN SAID TOWNSHIP AND RANGE; THENCE NORTH 87°26148" WEST ALONG THE NORTH LINE OF SAID NORTHWEST QUARTER 1214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD NO. 8, CHARLES MONSTER ROAD SOUTHWEST; THENCE SOUTH 32°29'51" EAST ALONG SAID WESTERLY MARGIN 85.34 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET A DISTANCE OF 139.14 FEET; THENCE SOUTH 1°24151" EAST ALONG SAID WESTERLY MARGIN 268.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 88035109" WEST 436.55 FEET; THENCE SOUTH 2033112" WEST 115.03 FEET; THENCE SOUTH 70005134" WEST 95.47 FEET; THENCE SOUTH 88°37'17" WEST 105.38 FEET; THENCE SOUTH 4058'17" EAST 410.23 FEET TO THE NORTHWESTERLY LINE OB A TRACT OF LAND DESCRIBED IN DEED FILED UNDER RECORDER'S NO. 8606190933, RECORDS OF SAID COUNTY; THENCE NORTH 46°16.56" EAST ALONG SAID NORTHWESTERLY LINE 202.01 FEET; THENCE SOUTH 53039122" EAST ALONG THE NORTHEASTERLY LINE OF SAID TRACT 445.21 FEET TO THE WESTERLY MARGIN OF SAID CHARLES MONSTER ROAD SOUTHWEST; THENCE NORTHERLY ALONG SAID WESTERLY MARGIN TO THE TRITE POINT OF BEGINNING, CONTAINING 310,000 SQUARE FEET, MORE OR LESS-- LO ESS: LO M BLUNE DISTRIBUTION FACILITY RENTON, WASHINGTON BRE JOB NO. 89219.04 FEBRUARY 7, 1990 ALH/SURV. 34 0 � You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 0 PARCEL 4—B• THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24 IN SAID TOWNSHIP AND RANGE; THENCE NORTH 87'26148" WEST ALONG THE NORTH LINE OF SAID NORTHWEST QUARTER 1214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD NO.' 8, CHAFES MONSTER ROAD SOUTHWEST; THENCE SOUTH 32029151" EAST ALONG SAID WESTERLY MARGIN 85.34 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET A DISTANCE OF 139.14 FEET;*THENCE SOUTH 1024151" EAST ALONG SAID WESTERLY MARGIN 268.00 FEET; THENCE SOUTH 88035109" WEST 436.55 FEET; THENCE SOUTH 2033112" WEST 115.03 FEET;. THENCE SOUTH 70°05134 "'WEST 95.47 FEET; THENCE SOUTH 88037117" WEST 105.38 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 1022140" WEST 437.90 FEET; THENCE SOUTH 88003109" WEST 283.04 FEET; THENCE SOUTH 54028"10" WEST 490.45 FEET TO THE EASTERLY MARGIN OF THE CHICAGO, MILWAUKEE, ST. PAUL AND PACIFIC RAILROAD COMPANY RIGHT- OF-WAY; THENCE SOUT14ERLY ALONG SAID EASTERLY MARGIN 1610.67 FEET TO A POINT ON THE WESTERLY MARGIN OF COUNTY ROAD NO. 8, CHARLES MONSTER ROAD, SAID POINT BEING ON A CURVE HAVING A RADIUS OF 250.37 FEET, THE RADIUS POINT OF WHICH BEARS NORTH 58-59"44" EAST; THENCE NORTHERLY ALONG SAID CURVE AND WESTERLY MARGIN 250.58 FEET TO THE SOUTHWESTERLY LINE OF A TRACT OF LAND DESCRIBED IN DEED FILED UNDER RECORDERS NO. 8606190933, RECORDS OF SAID COUNTY; THENCE NORTH 48012123" WEST ALONG •SAID SOUTHWESTERLY LINE 420.25 FEET; THENCE NORTH 9001155" EAST ALONG THE WESTERLY LINE OF SAID TRACT 125.00 FEET; THENCE NORTH 46016156" EAST ALONG THE NORTHWESTERLY LINE OF SAID TRACT 17.69 FEET; THENCE NORTH 4058117" WEST 410.23 FEET TO THE TRUE POINT OF BEGINNING, EXCEPT PORTION LYING NORTHERLY OF THE CENTERLINE OF A RAILROAD SPUR EASEMENT AS DESCRIBED IN AUDITOR'S FILE NO. 5331102. PARCEL CONTAINS 370,561 SQUARE FEET. TOGETHER WITH AND SUBJECT TO AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES ACROSS THAT PORTION OF THE NORTHWEST QUARTER AND GOVERNMENT LOT 1, IN SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W:M., AND THE SOUTHWEST QUARTER AND GOVERNMENT LOT 6, SECTION 13, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE QUARTER CORNER BETWEEN SECTIONS 13 AND 24, IN SAID TOWNSHIP A14D RANGE, THENCE NORTH 87°26148" WEST, ALONG THE NORTN•LINE OF SAID NORTHWEST QUARTER 1214.00 FEET TO THE WESTERLY MARGIN OF COUNTY ROAD NO. 8, CHARLES MONSTER ROAD SOUTHWEST AND NOW KNOWN AS STEEL HILL ROAD; THENCE SOUTH 32029151" EAST, ALONG a You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) U,A 0 ... PARC 4-B 'CONT -D • 7D. SAID WESTERLY MARGIN, 85.34 FEET; THENCE ON A CURVE TO THE RIGHT HAVING A RADIUS OF 256.48 FEET AND ALONG SAID WESTERLY MARGIN 139.14 FEET; THENCE SOUTH 1024051" -EAST ALONG SAID WESTERLY MARGIN 268.00 FEET; THENCE SOUTH 88035.09" WEST 436.55 FEET; THENCE SOUTH 02'33,112" WEST 115.03 FEET; THENCE SOUTH 70005134" WEST 95.47 TEST; THENCE SOUTH 88037117" WEST 90.38 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 1022140" WEST 888.05 FEET TO THE SOUTHERLY MARGIN OF OAKESDALE AVENUE SOUTHWEST AS CONVEYED TO THE CITY OF RENTON BY DEED UNDER RECORDERIS NO. 8702100643, RECORDS OF SAID COUNTY; THENCE SOUTH 88003.09" WEST ALONG SAID SOUTHERLY MARGIN 30.00 FEET; THENCE -SOUTH 01022140" EILST 470..00 FEET; THENCE SOUTH 29035110" WEST 29.15 FEET; THENCE SOUTH 01022140" EAST' 40.00 FEET; THENCE SOUTH 20025125" WEST 26.92 FEET; THENCE SOUTH 01022140" EAST 40.00 FEET; THENCE SOUTH 290351r10" WEST 29.15 FEET; THENCE SOUTH 01022140" EAST 72.00 FEET; THENCE NORTH 88037120" EAST 39.99 FEET; THENCE SOUTH 01022140" EAST 190.76 FEET; THENCE NORTH 88037120" EAST 30.00 FEET TO THE TRUE POINT OF BEGINNING. ' BLUME DISTRIBUTION FACILITY L HI TL'y� RENTON, WASHINGTON q� �0F yi BRH JOB NO. 89219.06 Y + SEPTEMBER 4, 1990 Z ALH/ENG. 40 2 ..4 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) m O EXHIBIT E _ k• TO REGIONAL DETENTION FACILITY 4 PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS i� Legal Description of the Metro Property .y Page E-1 of 1. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) :`,=, :.15 MAY -24-195 LED 15:40 M MEC - 12TH FLR •- • - cebsysry 23, 2990 EXHIBIT E TEL NO: C206) 684-1900 4436 P03 ' nESCR17TiOH OF RENT02t TREAT -M=T SLANT 2nopERTY . All that portion of Goveiiment Lot 2, Government Lot 5, GoverTiment Lot 6, Govarament Lot 8, the Northeast quarter of the Northwest quarter, and the Southwast quarter of the Northeast quarter of 'c. section 24, Township 23 North, Range 4 East, N.M., in Ring County, Washington, described as a whole as follows: commencing at the northeast corner Of said Northeast quarter of the C Northwest quarter: thence Along the north lip* Of said Northeast quarter of the Northwest quarter and 'along the north line of Govarnmant Lot i of said Section 24, N 870 26122^ W 2693.05 fast to the northwest corner of laid Government Lot 1: thence along the west line of said Govsrsnasnt Lot 1 and Lot S, 3 OOn 26119" W 2299.77 lastr thence S 39' 3324V E 1909.89 teat to an intersection with the easterly sight-of6way margin of Monster Road established i- by the City o! Ronton�s alignment of August 3, 1988 and the TRUE pp== Op SEGrNN=G being a point on• a curve concave to the southwest the radius point of which .bears S 630 4814- =o3r67-1111 fact; thence aloes -said easterly right-of-�+aY margin following tan (la) courses: northerly along said curve as arc distance of 147.50 feet through a.eantral angle of 23 01017"t It 49* 12137" W 349-48 feat to right having a radius or 1736.79 fest��g o a curve to the C) northerl along said curve as arc distance o! 256.14 fast IK" through a central &ngla of 08° 27'00", N 400 45131" W 39-69 feet to the beginning Of a curve to the C right having a radius of 190.37 feat, northerly•alang said curve on arc distance of 192.83 feat ,through a central angle of 88 081000, N 470 22123" E 121.88, test to the beginning of a curve to the lett having a radius of 316.48 feat, northerly along said curve an arc distance of 159.08 Beat through a central angle of 280 .48' 00", N ire 34'13^ E 317.29 feat to the•bsginning of a caws to the left having a radius of 316.48 teat, northerly lly 'cennzzal angl�e2 anaarc 00 distance Of 110.47 feat N Oe 25137- N 619.41 feat to the southwestaity corner to tan S the of land conveyed City Equities it es by Vaeedthe cirecorded under Ra by First City Equ • $�Nnt ar ' 87070802461 AUG 0 4102 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) ' 4 J1 - i MAY --24-'_W 4ED 15:40 ID:PEC _ 12TH FLR TEL NO: C206) 684-1900 k436 PO4 • _.—Iq thence continuing along said easterly sight -of -wily margin and along o the' vesterly line f *said parcel for the foliaving four (4) courses: . K 03.° 25'37" UT 64.76 feet to tha beginning of a curve to .the right having a radius of =0.00 fast, northerly along said curve an are distance. of 34.90 feet through a central angle of 26" 12045", N 24' 47108" E 24.57 feet.to the beginning of a curve to the. right having a radius of 45.00.feet, 'northerly along said curve an arc distance of 31.79 fact of 401 '28116" to the westerly line of through a eantral angle i a tract of Land conveyed to xatro by Dead recorded under Recording Number 82007300283: thence along said westerly line N 220.23136" A 16.03 feet to the north line of said Northeast quarter of the Northwest quarter; E 225.60 beet. to. the .. thence along said north •lina S 870 26122" wasterly corset of a tract of land eonvayad.to First City Equities b Metro b Dead recorded under Recording Hummer 8707080245; thence by along the line of said tract S 650 13027" E 207-51 to the north, the rant to an' intersection with a curve concave of which bears H 40' 43145" E 422.96 feet and the radius point northerly line of a tract of land conveyad.to the Municipality of Metropolitan Seattle by Burlington Northern Railroad Company by Recording Number 82073002831 thence along Bald• Dead racordgd under northerly liiAra for the following five (5)eoursas:' southeasterly along said curve• an arc distance of 294.03 feat through a central angle of 390 499490, - r 8 89° 04804" E 397.07 feat, T4 S 730 04'20".E 11.32 feet to an intersection With' a curvs a) concave to the northeast the radius point of Which bears H 730 �p 17141" E 431.53 feet, 4 southeasterly along said curve an are distance of 424.53 feet a) through a central angle of 56' 22'01", , a 73' 04420" S 46.48 feet to the westerly line .of j tract of land conveyed to !Ging Cauuty by ' the MunioiP&lity of Metropolitan.Seattls by Deed recorded under Raeording Number 8112230430;as ' thence along said wastarly line for the following =our (4).•eOUZ*20. S 739 04'20n_E-88:96'feet to the beginning Of a curve to. - he. - right having a radius of 307.00. feet, _ _ -.._ :r'..;;. -•mow : ... _.__ ....+::i .._ � ._ _ _ i:+.. .�,..i : ��::: a:::.�.. i � ' 2 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf. com) 11 a h1AY_2d-'95 LIED 15:41 ID:MEC - 12TH PLR TEL NO., C206) 684-1900 't1436 P05 southerly aloe said Curve an arc distance of 329.53 feet through a centra l angle of 61° 30'00", S 11° 34920" E 749.46 feet, 5 18° 38142" E 94.52 feet to the easterly line of a tract of land conveyed to tha Municipality o! Metropolitan Seattle by ; Burlington Northern, Inc. by Dead recorded under Recording i Number 7106030382; # ° thence along said easterly line S le 34120" E 316.52 fast; thence contisiuing along said easterly line N 713° 25240" E 39.27 fact to the westerly line of a tract of land conveyed to King County by the Municipality of Metropolitan Seattle by nand recorded under Recording Number 2112230430; thence along said westerly line S 18° .96 feet to a tract o 38'42" E 96f land established by Xing County Superior court Cause Na. 84-2-07769 7 and surveyed and recorded in 1 Book 40 a! Survaya on Page 180, Recording Number 8406149003 and amended by Affidavit recorded under Recording Number 8804110606; thence along said tract of land for the following tan (10) Courses: N 770 29535" E 0.70 feat to of Renton by yDlineead raf a tract under ' land conveyed to the City Recording Number 82110904a0, S 18° 38950" E 100.58 feet to the southwest corner of said S tract of land, in of the Ct S 770 29'35" N 644.15 feat along the southerly margin i M previous Burlington Northern Railroad Company riPub-of'way to V the beginning of a cuxva to the left having a, radius of 903.37 I( r4 font, ! W westerly along said curve and along said southerly margin an 0 arc distance of 267.55 fast through a central angle of i6 L0 35933" to the vast jigs of said Southwest quarter of the i Northeast quarter, t S OS° 05' 18" V 142.62 fast along said vast li.16 to the i northvastarly margin of that portion of the right -o= -way of Primary State Highway No. 1 (snterstata 405) identified on the highway map recorded under Recording Number 5399478,' as the H -Line, and a point on a curve concave to the south, t, the radius point of which bis S 020 17138" -E 231.00 fast, westerly along said curve and along said northwesterly maz'4I an arc distance of 17,4.03 fast through a central &ngla of m9c ; 49 9 3019, } continuinq along said northwastarly margin S 470 38132" H !4 242.18 fast to the north north line. of said Govaramont Lot 8, You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) MD � l 4 Ma -225-^9g WED 15_:42 ID:PEC __ 121N nE r_ TEL NO: CWG) se4-1900 #436 P06 along said north line N 870 34215" W 16.07 teat to the easterly Margin. of • the previoas •Burlington Hort2iera 10.41,0—ACompany right-of�-way•and a point on a curve concave to the southeast having a radius of 905.37 feet the radius'point or which bans S 620 24109° E, southerly alonq said easterly margin.and lalong said curve an arc distance of 181.53 teat thtlenh• a central angle of le 29 •_ ot,160 to- a line the centerline of Washington State ffighvaY No el *with and .70. 00 feet rthL,stariy along said parallel line -S 66° 33908" R 325.69 tact to the easterly lint at 'a tract of .land conveyed to Sehebar r Enterprises, =nc. by. the Municipality of Matropolitan Seattle; thence leaving said tract of land,ua • established by rJxLg•County superior Court Cause No. -84-2-07769 7°and ruing thence along said easterly lino of Sehobor traetr N 04 18 I 03 W 3.4. 69 feet! thence continuing along said easterlY•lina N o6° 22910" W 321.59 feat to the aout2iwastarly margin of the realiq=ant of Mounter Road; thence continuing along.said anatarly line and along•said southwesterly Margin, N 41° 33,32" W 68.65. fast to the ■outherly corner of a tract of land conveyed to the HUnicipality of Metropolitan Seattle by Schobar Enterprises, Inc. W Dead recorded under Recording Number 8903290412; thence cGntLnUUjq along said southvastsrly' margin and along al n the southerly a of d southwastarlY�nJ and l 531320 W . 125.99 fast; thenoe continuing g•sai said eontherly Lina X 69° 31, 09" W 11.12 fest to said easterly right-of-vay margin of Monster Read *stab" by the City of Renton Is alignment Of 3, 1988 ,arid • a point on eurva concave to the southwest the =us point of whict►•bsars N 870 4013AN 3.P. 347.11 fast.; thence northerly along n osaid f 28° 3oig:L the troan arc ts Point - ce of 182.72 feet through a centri g of beginning. N • 15. 01 . U_ ,T-. a .parr.. "I :r�^ You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf-com) Wry 0 1 ' EXHIBIT F Ta REGIONAL DETENTION FACILITY PM4P STATION AGREEMENT AND RECIPROCAL EASBbMNTS it Estimated Budget for the System ;i 6 Page F-1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 1) Construction Costs $59,355.00 2) Railroad Basement $22,000.00 - � 1 3) Puget Power $20,000.00 S 4) Bush, Roed & Hitchings. $20,500.00 .5) Permits' 5600.00 j: 4 SUBTOTAL $122,455.00 6) 10t Contingency $12.245.00 TOTAL $134,700.00 Page F-1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) EXHIBIT G' TO REGIONAL DETENTION FACILITY PUMP STATEION AGREEMENT AND RECIPROCAL EASEMENTS Easement Area on the Trust Property ON-BZTB DiIAINAGB EABEX3= DESCRIPTION PLUMBERS A PIPEPZTTERS TRUST PROPERTY THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN RING COUNTY, WASHINGTON, LYING WITHIN A STRIP OF LAND 10.00 FM IN WIDTH, HAvxNG S.00 FEET OF SUCH; WIDTH ON EACH SIDE OF AN EASEMENT CENTERLINE DESCRIBED AS FOLLOWS: COMMENCING AT THE HOST SOUTHERLY CORNER OF THAT CERTAIN PARCEL DESCRIBED IN DEED TO E &RD BUILDING LIMITED PARTNERSHIP, RECORDED UNDER RECORDING NO. 9006281432, RECORDS OF SAID RING COUNTY, THENCE NORTH 54.284100 FAST 80.00 FEET ALONG THE SOUTHERLY LINE THEREOF TO THE TRUE POINT OF BEGINNING OF SAID BASEMENT•CENTERLIME; THENCE SOUTH 46610127" EAST 10.00 FEET ALONG SAID EASERM CENTERLINE TO THE TERMINUS THEREOF; THE SIDELINES OF THIS EASENENT SHALL BE SO SHORTENED OR LENGTHENED SO AS TO TERMINATE IN -THE SOUTH LINE OF SAID ELAND PARCEL. SITUATE IN THE CITY OF RENTON, RING COUNTY, WASHINGTON. PLUMBERS 6 PIPEFITTERS TRUST A REGIONAL DETENTION FACILITY WZLLtAM A. HICROX, P.L.S. d'Y • �+ BRR JOB NO. 90369.07 f ', FEBRUARY 22, 1995 i_ REVISED MARCH 27;' ' Y995 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 7 e O EXHIBIT H TO REGIONAL DETENTION FACILITY PUMP STATION AGREEMENT AND RECIPROCAL EASEMENTS Easement Area on the Eland Property ONSITE DRAINAQE EASEKENT DESCRIPTION SLAM PROPERTY THAT PORTION OF THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.H., IN RING COUNTY, WASHINGTON, LYING WITHIN A STRIP OF LAND 10.00 FEET IN WIDTH, HAVING 5.00 FEET OF SUCH WIDTH ON EACH SIDE OF AN EASEMENT CENTERLINE DESCRIBED AS POLiAWS: COMMENCING AT THE MOST SOUTHERLY CORNER OF THAT CERTAIN PARCEL DESCRIBED IN DEED TO ELAND BUILDING LIMITED PARTNERSHIP, RECORDED UNDER RECORDING NO. 9006281432, RECORDS OF SAID KING COUNTY, THENCE NORTH 54028010" EAST 80.00 FEET ALONG THE SOUTHERLY I= THEREOF TO THE TRUE POINT OF BEGINNING OF SAID EASEMENT.CENTERLINE; THENCE ALONG SAID EASEMENT CENTERLINE THE FOLLOWING FOUR COURSES: THENCE NORTH 46010127" WEST 125.66 FEET; THENCE NORTH 22030142" WEST 282.00 FEET; THENCE SOUTH 77029'18" WEST 23.04 FEET TO THE WESTERLY LINE OF SAID ELAND PARCEL; THENCE NORTH 36029133" WEST 12.00 FEET TO THE TERMINUS OF SAID EASEMENT CENTERLINE AND FROM SAID TERMINUS SAID POINT OF COMMENCING BEARS SOUTH 22015022" EAST 430.77 FEET DISTANT; EXCEPT THAT PORTION THEREOF LYING WESTERLY OF SAID WESTERLY LINE OF SAID ELAND PARCEL. THE SIDELINES OF THIS EASEMENT SHALL BE SO SHORTENED OR LENGTHENED SO AS TO MEET AT ANGLE POINTS AND TERMINATE IN THE SOUTH LINE OF SAID ELAND PARCEL. SITUATE IN THE CITY OF RENTON, RING COUNTY, WASHINGTON. PLUMBERS & PIPEFITTERS TRUST REGIONAL DETENTION FACILITY WILLIAM A. JaCKOX, P.L.S. HRH JOB NO. 90369.07 FEBRUARY 22, 1995 REVISED MARCH 27, 2.995 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) # to You creat •' C ro N •H :9 ow En ' :0 zz M0Cn O 2MH rot.HHo1 M PZ -3-3 N aHH to ro n Z Z L7 y T Nz^^ J' .Da A; � $ f11a • _ m LiJ"I54'2W Uo- a TERVMM . ed this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) J' /_1»4LlIQ Kq--I GEOTECHNICAL REPORT BY TERRA ASSOCIATES, INC. DATED SEPTEMBER 26, 2017 12 w GEOTECHNICAL REPORT 605 Monster Road SW Renton, Washington Project No. T-7716 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences September 26, 2017 Project No. T-7716 Mr. Ben Brodsky DCT Industrial 701 Fifth Avenue, Suite 2830 Seattle, Washington 98104 Subject: Geotechnical Report 605 Monster Road SW Renton, Washington Dear Mr. Brodsky: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates that surface conditions at the site generally consisted of 3.5 to 4 inches of asphalt pavement in parking areas and 4 to 8.5 inches of concrete floor slab inside of the existing industrial building. Soil conditions observed underlying these pavements generally consisted of 4 to 7 feet of loose to very dense inorganic fill material overlying 4 to 23.5 feet of soft to dense interbedded alluvial soils consisting of silt, clay, and sand/gravel mixtures. In the majority of the borings, residual soils and sedimentary bedrock was observed underlying the alluvial soils to the terminus of the borings. Wet soils were encountered in 8 of the 10 test borings below depths of 7 '/z to 20 feet indicating the presence of a shallow groundwater table. In our opinion, support of the structure addition using standard spread footing foundations will be feasible. However, in order to gain suitable support, all foundations will need to be supported on a minimum of two feet of granular structural fill and the new building pad areas will need to be subjected to a surcharge program to mitigate post construction settlement. Detailed recommendations regarding foundation support along with other geotechnical design and construction considerations are summarized in the attached report. 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034 Phone (425) 821-7777 . Fax (425) 821-4334 Mr. Ben Brodsky September 26, 2017 We trust the information presented in this report is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. Project No. T-7716 Page No. ii TABLE OF CONTENTS aeN. 1.0 Project Description..........................................................................................................1 2.0 Scope of Work ................................................ .............................................................1 3.0 Site Conditions ................................................................................................................2 3.1 Surface................................................................................................................2 3.2 Subsurface.......................................................................................................... 2 3.3 Groundwater....................................................................................................... 3 3.4 Geological Hazards.............................................................................................3 3.4.1 Seismic Considerations..............................................................................3 3.4.2 Erosion Hazard.......................................................................................... 4 3.4.3 Steep Slope Hazard....................................................................................5 3.4.4 Landslide Hazard......................................................................................5 3.4.5 Coal Mine Hazard 4.0 ......................................................................................6 Discussion and Recommendations.................................................................................. 6 4.1 General................................................................................................................6 4.2 Site Preparation and Grading..............................................................................7 4.3 Surcharge............................................................................................................8 4.4 Excavations.........................................................................................................9 4.5 Foundation Support ..........................................................................................10 4.6 Floor Slab-on-Grade.........................................................................................10 4.7 Lateral Earth Pressure for Wall Design............................................................ 11 4.8 Infiltration.........................................................................................................11 4.9 Drainage............................................................................................................11 4.10 Utilities.............................................................................................................12 4.11 Pavement..........................................................................................................12 5.0 Additional Services........................................................................................................13 6.0 Limitations.....................................................................................................................13 Fieutts VicinityMa............................................................................... Figure 1 Exploration Location Plan.................................................................................................... Figure 2 SettlementMarker Detail...................................................................................................... Figure 3 TypicalWall Drainage Detail............................................................................................... Figure 4 Appendix Field Exploration and Laboratory Testing....................................................................... Appendix A Geotechnical Report 605 Monster Road SW Renton, Washington 1.0 PROJECT DESCRIPTION The project consists of expanding an existing industrial building located on a single tax parcel totaling approximately 9,62 acres. The south and west building walls will be incorporated into a new 163,000 square -foot industrial building with expanded loading lock access along the east side of the building. A six-inch thick concrete slab will be placed over the existing concrete slab and extend to the new building areas as well. Additional site access and parking will be constructed along the south side of the property. Grading plans were unavailable at the time of this report; however, we anticipate that cuts of less than ten feet will be required to establish the additional parking along the south of the building and that fills of up to two feet will be required to support the new floor slab along the north of the building. We understand that building construction will consist of perimeter reinforced concrete tilt -up wall panels, a framed roof supported by interior isolated columns, and concrete floors constructed at grade. We expect structural loads to be about 100 to 150 kips for isolated columns and 4 to 6 kips per foot for continuous perimeter bearing walls. We expect that the depressed loading dock walls will be designed as retaining walls approaching heights of 4 feet, and that maximum product loading on the floors will be 350 pounds per square foot (psf). The recommendations in the following sections of this report are based on our understanding of the preceding design features. We should review design drawings as they become available to, verify that our recommendations have been properly interpreted and to supplement them, if required. 2.0 SCOPE OF WORK Our work was completed in accordance with our authorized proposal, dated July 18, 2017. Accordingly, on August 29, 31, and September 1, 2017, we observed soil conditions at 10 soil test borings advanced to depths of 7.5 to 31.5 feet below existing site grades. Using the information obtained from the subsurface exploration and laboratory testing, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Geologic Hazards per the City of Renton Municipal Code • Seismic design parameters per 2015 International Building Code (IBC) • Site preparation and grading including surcharge recommendations. • Excavations September 26, 2017 Project No. T-7716 • Foundations • Slab -on -grade floors • Lateral earth pressure for wall design • Utilities • Infiltration feasibility • Drainage • Pavements It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates' purview. A building envelope specialist or contractor should be consulted to address these issues, as needed. 3.0 SITE CONDITIONS 3.1 Surface The project site consists of a single tax parcel totaling approximately 9.62 acres located at 605 Monster Road SW in Renton, Washington. The approximate site location is shown on Figure 1. The site is currently developed with an industrial warehouse building, paved parking to the north and east, and a shop building to the southwest. Outside of the pavement and building areas, the site is landscaped with grass and ornamental trees and shrubs. The developed portions of the site are relatively flat. A steep vegetated slope descends from the south to north along the southern property line with an overall relief of approximately 35 feet. 3.2 Subsurface Surface and subsurface conditions observed to the north of the existing building generally consisted of up to four inches of asphalt pavement overlying four to seven feet of loose to medium dense fill. Below the fill. soils, we observed 4 to 14 feet of soft to medium dense interbedded alluvial soils consisting of silt, clay, and sand/gravel mixtures. Underlying these upper sediments, the test borings encountered medium dense to very dense weathered sandstone bedrock. In Test Boring B-10, we observed a six-foot thick layer of medium stiff to stiff residual sandstone soil between the upper alluvial soils and deeper sandstone layer. Test borings located within the existing building indicated that the existing concrete floor slab ranges in thickness from 4 to 8.5 inches and rests atop a 2- to 4 -inch thick layer of crushed rock. Below the slab stricture, we observed 4.5 feet of medium dense to very dense fill material overlying 7.5 to 23.5 feet of soft to dense interbedded alluvial soils consisting of silt, clay, and sand/gravel mixtures. Underlying these upper alluvial soils, the test borings encountered 3.5 to 18 feet of medium dense to very dense residual soils, sandstone, siltstone, claystone, and coal to the terminus of the test borings. Page No. 2 September 26, 2017 Project No. T-7716 The following exceptions to the above general descriptions were observed: Test Borings B-2, B-3, and B-7, we encountered the residual soils and bedrock immediately below the upper fill material. At Test Boring B-6, the alluvial soils underlying the upper fill extended to the terminus of the boring at about 31 feet, no residual soil or bedrock was encountered. We observed sandstone exposed in several places along the face of the steep slope located to the south of the existing buildings. These surface observations coupled with the shallow depth to sandstone bedrock observed in Borings B-2 and B-3 indicate that the slope is composed of bedrock. The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965) maps the site as Renton formation (Tr) with alluvium (Qaw) mapped nearby to the north. The upper interbedded silt, clay and sand/gravel mixtures observed in the test borings are consistent with the alluvium mapped description, the residual soils as well as the sandstone, siltstone, claystone, and coal deposits observed underlying the alluvium and along the southern slope face are consistent with the Renton formation mapped description. The preceding discussion is intended to be a general review of the soil conditions encountered. For more detailed descriptions, please refer to the Test Boring Logs in Appendix A. 3.3 Groundwater We observed wet soils at 8 of the 10 boring locations at depths ranging from 7.5 to 20 feet. These water levels are likely representative of the seasonal low groundwater table. The shallow groundwater observed is representative of a regional groundwater table associated with the Black and Green Rivers. 3.4 GEOLOGICAL HAZARDS 3.4.1 Seismic Considerations Section 4-03-050(G)(5)(d) of the RMC defines seismic hazards as the following: i. Low Seismic Hazard (SL): Areas underlain by dense soils or bedrock. These soils generally have site classifications of A through D, as defined in the international Building Code, 2012. ii. High Seismic Hazard (SH): Areas underlain by soft or loose, saturated soils. These soils generally have site classifications E or F, as defined in the International Building Code, 2012. Based on the assigned site class and item i above, the site would be classified as a low seismic hazard (SL) per the RMC. Page No. 3 September 26, 2017 Project No. T-7716 Based on soil conditions observed in the test borings and our knowledge of the area geology, per Chapter 16 of the 2015 International Building Code (IBC), site class "D" should be used in structural design. Based on this site class, in accordance with the 2015 IBC, the following parameters should be used in computing seismic forces: Seismic Design Parameters (IBC 2015) Spectral response acceleration (Short Period), SMs 1.459 Spectral response acceleration (I — Second Period), SMI 0.817 Five percent damped .2 second period, SDS 0.973 Five percent damped 1.0 second period, SDI 0.545 These values were determined using the latitude/longitude coordinates 47.4731/-122.2431 and the United States Geological Survey (USGS) Ground Motion Parameter Calculator accessed on September 21, 2017 at the web site httR//earthquake.usgs ovg /designmaps/us/applicatign.phR. Soil Liquefaction Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine-grained sand that is below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil's strength. We completed a liquefaction analysis using the computer program LiquifyPro following procedures outlined by Seed and Idriss. The analysis was completed using a ground acceleration of 0.389g, which represents acceleration that could be expected for an earthquake having a 10 percent probability of exceedance in 50 years (return period of once per 500 years). The results of our analysis indicate that some of the upper layers of loose to medium dense existing fill and alluvial sediments may be subject to the liquefaction phenomenon during a design level earthquake. The impact to the site should liquefaction occur would be in the form of minor surface subsidence or settlement. Estimated total potential settlement from our analysis is on the order of one-half inch and less. This amount of settlement would not structurally impact the building but could result in limited damage of a cosmetic nature. 3.4.2 Erosion Hazard Section 4-03-050(G)(5)(c) of the RMC defines erosion hazard as the following: i. Low Erosion Hazard (EL): Areas with soils characterized by the Natural Resource Conservation Service (formerly U.S. Soil Conservation Service) as having slight or moderate erosion potential, and a slope less than 15 percent. Page No. 4 September 26, 2017 Project No. T-7716 ii. High Erosion Hazard (EH): Areas with soils characterized by the Natural Resource Conservation Service (formerly U.S. Soil Conservation Service) as having severe or very severe erosion potential, and a slope more than 15 percent. The soils observed on-site are classified as Beausite gravelly sandy loam, 6 to 15 percent slopes, Puget silty clay loam, Puyallup fine sandy loam, Urban land, and Woodinville silt loam by the United States Department of Agriculture Natural Resources Conservation Service (MRCS), formerly the Soil Conservation Service. These soils will have a slight to moderate potential for erosion when exposed. Therefore, the site is not considered an erosion hazard area by the City of Renton. Regardless, erosion protection measures as required by the City of Renton will need to be in place prior to initiating grading activities on the site. This would include perimeter silt fencing to contain erosion on-site and cover measures to prevent or reduce soil erosion during and following construction. 3.4.3 Steen Slone Hazard Section 4-03-050(G)(5)(a) of the RMC defines steep slopes as the following: i. Sensitive Slopes: A hillside, or portion thereof, characterized by: (a) an average slope of 25 percent to less than 40 percent as identified in the City of Renton Steep Slope Atlas or in a method approved by the City; or (b) an average slope of 40 percent or greater with a vertical rise of less than 15 feet as identified in the City of Renton Steep Slope Atlas or in a method approved by the City; (c) abutting an average slope of 25 percent to 40 percent as identified in the City of Renton Steep Slope Atlas or in a method approved by the City. This definition excludes engineered retaining walls. ii. Protected Slopes: A hillside, or portion thereof, characterized by an average slope of 40 percent or greater grade and having a minimum vertical rise of 15 feet as identified in the City of Renton Steep Slope Atlas or in a method approved by the City. The slope along the south side of the site is shown on the Renton Steep Slope Atlas as ranging from less than 25 percent to greater than 40 percent. Therefore, those portions of the slope inclined at greater than 40 percent would be considered a protected slope per item ii above. 3.4.4 Landslide Hazard Section 4-03-050(G)(5)(b) of the RMC defines landslide hazards as the following: i. Low Landslide Hazard (LL): Areas with slopes less than 15 percent. ii. Medium Landslide Hazard (LM): Areas with slopes between 15 percent and 40 percent and underlain by soils that consist largely of sand, gravel, or glacial till. iii. High Landslide Hazards (LH): Areas with slopes greater than 40 percent and areas with slopes between 15 percent and 40 percent and underlain by soils consisting largely of silt and clay. iv. Very High Landslide Hazards (LV): Areas of known mapped or identified landslide deposits. Page No. 5 September 26, 2017 Project No. T-7716 The steep slope along the southern side of the property is shown on the City of Renton Steep Slope Atlas as inclined between 25 and greater than 40 percent would fit the criteria in item iii above. Therefore, the site would be classified as a (LH) high landslide hazard area per the RMC. However, the City of Renton Landslide Hazard Atlas does not show the site as located within a landslide hazard area. Also, during our site reconnaissance, we did not observe any indications of deep seated instability on the slope face and at shallow depths in adjacent test borings. Furthermore, we observed sandstone exposed on some portions of the slope face indicating that the slope is composed of bedrock which is inherently stable in steep environments. 3.4.5 Coal Mine Hazard Section 4-03-050(G)(5)(e) of the RMC defines coal mine hazards as the following: i. Low Coal Mine Hazards (CL): Areas with no known mine workings and no predicted subsidence. While no mines are known in these areas, undocumented mining is known to have occurred. ii. Medium Coal Mine Hazards (CM): Areas where mine workings are deeper than 200 feet for steeply dipping seams, or deeper than 15 times the thickness of the seam or workings for gently dipping seams. These areas may be affected by subsidence. iii. High Coal Mine Hazard (CH): Areas with abandoned and improperly sealed mine openings and areas underlain by mine workings shallower than 200 feet in depth for steeply dipping seams, or shallower than 15 times the thickness of the seam or workings for gently dipping seams. These areas may be affected by collapse or other subsidence. Based on the City of Renton Coal Mine Hazard Atlas a known coal mine was located to the south and east of the site. However, the mapped hazard area does not extend onto the subject site, therefore, the site does not contain a coal mine hazard per the RMC. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General In our opinion, there are no geotechnical considerations that would preclude development of the site, as planned. However, the soft alluvial soils located outside of the existing building area will be subject to consolidation under the expected building loads. To mitigate this consolidation settlement and reduce potential post construction building settlement to tolerable levels, we recommend implementing a surcharge/preload program. In addition, the native alluvial soils would not be suitable for immediate direct support of building foundations. To establish suitable support, we recommend replacing the upper two feet of existing soils below the bottom of footings with granular structural fill. Page No. 6 September 26, 2017 Project No. T-7716 The native soils encountered at the site contain a sufficient percentage of fines and will be difficult to compact as structural fill when too wet. The ability to use soils from site excavations as structural fill will depend on the soil moisture content and the prevailing weather conditions at the time of construction. The contractor should be prepared to dry the native soils by aeration during the normally dry summer season to facilitate compaction as structural fill. Alternatively, stabilizing the moisture in the native soil with Portland cement or lime can be considered. If grading activities will take place during the winter season, the contractor should be prepared to import clean granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding the above issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Gradin To prepare the site for construction, demolition of existing structures should include removal of existing foundations not to be incorporated into the new development and abandonment of underground septic systems and other buried utilities. Abandoned utility pipes that fall outside of new building areas can be left in place provided they are sealed to prevent intrusion of groundwater seepage and soil. The sub -slab utilities located beneath the existing floor slab can be left in place provided that they are completely filled with CDF to prevent future settlement beneath the slab. In the landscaped portions of the site all vegetation, organic surface soils, and other deleterious material should be stripped and removed from the proposed development areas. Asphalt removal depths of approximately 3 '/2 to 4 inches should be expected in the paved portions of the site. Existing asphalt pavement can be left in place below new structural fill required to establish design grades provided it is fractured in place to a maximum size of eight inches. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in nonstructural areas. Once demolition and clearing operations are complete, cut and fill operations can be initiated to establish desired building grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill or building elements. Our representative may request a proofroll using heavy rubber -tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. If the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. We recommend supporting conventional spread footing foundations on a minimum of two feet of granular structural fill that replaces the native alluvial soils and the existing loose fill material. The structural fill should extend a minimum of one -foot laterally from the edges of the continuous wall or isolated column footings. Page No. 7 September 26, 2017 Project No. T-7716 A representative of Terra Associates, Inc. should observe all bearing surfaces to verify that soil conditions are as expected and are suitable for support of building foundations, floor slabs, and site pavements. Our study indicates that the native soils contain a sufficient percentage of fines (silt and clay size particles) that will make them difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use these native soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. Native soils that are too wet to properly compact could be dried by aeration during dry weather conditions or mixed with an additive such as cement or lime to stabilize the soil and facilitate compaction. If an additive is used, additional Best Management Practices (BMPs) for its use will need to be incorporated into the Temporary Erosion and Sedimentation Control plan (TESL) for the project. If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3/4 -inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction can be reduced to 90 percent. 4.3 Surcharge Following site grading to establish the desired building floor elevation, we recommend surcharging the new building area north of the existing warehouse structure to limit building and floor slab settlements to tolerable levels. For this procedure, we recommend placing a minimum of four feet of surcharge fill in the building area above the design floor elevation and delaying building construction until primary settlement under this surcharge fill load has occurred. The surcharge fill should extend a minimum of two feet beyond the outside edge of the perimeter building footings. The surcharge fill does not need to meet any special requirements other than having a minimum in place unit weight of 120 pounds per cubic foot (pcf). However, it may be advisable to use a good quality fill that can be used to raise grades in other portions of the site, such as parking and driveway areas, if necessary. Page No. 8 September 26, 2017 Project No. T-7716 We estimate that total settlement under the surcharge fill will be in the range of one to three inches. It is estimated that 90 percent of the consolidation settlement will occur in about four to six weeks following full application of the surcharge. It is possible that soils below portions of the existing floor slab adjacent to the edge of the surcharge will also experience some settlement during this period. However, the improvements planned for the structure after the surcharging phase is complete will restore floor slab serviceability. To verify the amount of settlement and the time rate of movement, the surcharge program must be monitored by installing settlement markers. The settlement markers should be installed on the existing grade prior to placing any building or surcharge fills. Once installed, elevations of both the fill height and marker should be taken twice weekly until the full height of the surcharge is in place. Once fully surcharged, readings should continue weekly until the anticipated settlements have occurred. A typical settlement marker detail is provided as Figure 3. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. 1t is difficult, if not impossible, to evaluate the progress of the surcharge program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. Following the successful completion of the surcharge program, with foundations designed as recommended in Section 4.5 of this report, you should expect maximum total and differential post -construction settlements of one- half inch for perimeter foundations and one -inch for interior columns. 4.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches, must be completed in accordance with local, state, and federal requirements. Based on regulations outlined in the Washington Industrial Safety and Health Act (WISHA), the native alluvial soils would be classified as Type C soils, competent unweathered to slightly weathered sandstone bedrock would be classified as stable rock. Accordingly, temporary excavations less than 20 feet in depth in Type C soils should have their slopes laid back at an inclination of 1.5:1 (Horizontal:Vertical) or flatter, from the toe to the crest of the slope. Depending on the degree of fracturing temporary excavations in stable rock may be able to be excavated vertically for a portion of the excavation depth. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. Groundwater should be anticipated within excavations that extend greater than eight to ten feet below current site grades. For shallow excavations less than a few feet below the water table conventional sump pumping procedures and a system of collection trenches, if necessary, should be capable of maintaining a relatively dry excavation for construction purposes. If the excavations extend deeper than ten feet along the north end of the site, particularly during the winter months, it is likely that the excavation will require dewatering by well points. The utility subcontractor should be prepared to implement excavation dewatering as needed. Page No. 9 September 26, 2017 Project No. T-7716 The above information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 4.5 Foundation Support The building may be supported on conventional spread footing foundations bearing on a minimum of two feet of granular structural fill. Foundation subgrade should be prepared as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab provided that immediate support is obtained on a minimum of two feet of structural fill. Foundations supported by structural fill can be dimensioned for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With structural loading as anticipated, this bearing stress applied, and successful completion of the surcharge program, estimated total and differential settlements are expected to be one -inch. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pcf. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent native soil or backfilled with structural fill as described in Section 5.2 of this report. The values recommended include a safety factor of 1.5. 4.6 Floor Slab -on -Grade Slab -on -grade floors may be supported by the existing floor slab or on subgrade prepared as recommended in Section 5.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. In the areas where the new floor slab will be poured directly over the existing slab installing the layer of capillary break material will not be required. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and to aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not be effective in assisting uniform curing of the slab and can actually serve as a water supply for moisture bleeding through the slab, potentially affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the 2003 American Concrete Institute (ACI) Manual of Concrete Practice, Part 2, 302.1R-96, for further information regarding vapor barrier installation below slab -on -grade floors. Page No. 10 September 26, 2017 Project No. T-7716 For design of the industrial slab -on -grade floor with a stable subgrade comprised of compacted structural fill consisting of native soils and a four -inch compacted layer of granular capillary break material, a subgrade modulus (k,) of 150 pounds per square inch/inch of deflection can be used. 4.7 Lateral Earth Pressure for Wall Design The magnitude of earth pressure development on engineered retaining walls will partly depend on the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill as described in Section 4.2 of this report. To prevent overstressing the walls during backfilling, heavy construction machinery should not be operated within five feet of the wall. Wall backfill in this zone should be compacted with hand -operated equipment. To guard against hydrostatic pressure development, wall drainage must also be installed. A typical recommended wall drainage detail is shown on Figure 4. With wall backfill placed and compacted as recommended, and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pounds per cubic foot (pcf). For restrained walls, an additional uniform load of 100 psf should be added to the 35 pcf. To account for typical traffic surcharge loading, the walls can be designed for an additional imaginary height of two feet (two - foot soil surcharge). For evaluation of wall performance under seismic loading, a uniform pressure equivalent to 8H psf, where H is the height of the below -grade portion of the wall should be applied in addition to the static lateral earth pressure. These values assume a horizontal backfill condition and that no other surcharge loading, sloping embankments, or adjacent buildings will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 4.5 of this report. 4.8 Infiltration The native interbedded alluvial soils observed at the site characteristically exhibit low permeability due to their high fines content (material passing the #200 sieve) and would not be a suitable receptor soil for discharge of development stormwater using infiltration/retention facilities. This combined with the presence fill material and a shallow groundwater table would preclude the ability of the site soils to infiltrate development stormwater. Conventional stormwater detention with controlled release to the drainage basin must be used to manage development stormwater. 4.9 Drainaae Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend providing a positive drainage gradient away from the building perimeter. If this gradient cannot be provided, surface water should be collected adjacent to the structures and disposed to appropriate storm facilities. Page No. 11 September 26, 2017 Project No. T-7716 Subsurface In our opinion, installation of footing drains need only be considered where landscaping will occur adjacent the building perimeters. Footing drains would not be required where paved surfaces extend up to the exterior face of building walls. The drains can consist of four -inch diameter perforated PVC pipe that is enveloped in washed pea gravel -sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. Roof and foundation drains should be tightlined separately to the storm drains. All drains should be provided with cleanouts at easily accessible locations. 4.10 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) or the local jurisdiction's specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. As noted, most native soils excavated on the site should be suitable for use as backfill material during dry weather conditions. However, if utility construction takes place during the wet winter months, it will likely be necessary to import suitable wet weather fill for utility trench backfilling. Excavations into the native soils below the groundwater table may expose soft soils that will be unstable and would not provide suitable support for the utility pipes when backfilled. When soft unstable soils are exposed, the utility contractor should be prepared to overexcavate and remove the soils and replace them with crushed rock or bedding aggregate to establish a stable pipe foundation. Given conditions indicated by the test borings, we would not expect overexcavation and replacement of soils for establishing stable pipe foundations would exceed two feet. 4.11 Pavement Pavements should be constructed on subgrade prepared as described in Section 4.2 of this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. Proofrolling the subgrade with heavy construction equipment should be completed to verify this condition. The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected. We expect traffic at the facility will consist of cars and light trucks, along with occasional heavy traffic in the form of tractor -trailer rigs. For design considerations, we have assumed traffic in parking and in car/light truck access pavement areas can be represented by an 18 -kip Equivalent Single Axle Loading (ESAL) of 50,000 over a 20 -year design life. For heavy traffic pavement areas, we have assumed an ESAL of 300,000 would be representative of the expected loading. With a stable subgrade prepared as recommended, we recommend the following pavement sections: Light Traffic and Parking: • Two inches of hot mix asphalt (HMA) over four inches of crushed surfacing base course (CSBC) • 3 '/2 inches of full depth I EMA Page No. 12 September 26, 2017 Project No. T-7716 Heavy Traffic: • Three inches of HMA over six inches of CSBC • Five inches of full depth HMA The paving materials used should conform to the current Washington State Department of Transportation (WSDOT) specifications for %-inch HMA and CSBC surfacing. Soil cement stabilization or construction of a soil cement base for support of the pavement section can also be considered as an alternative to the above conventional pavement sections. Assuming a properly constructed soil cement base having a minimum thickness of 12 inches and a minimum 7 -day compressive strength of 100 pounds per square inch (psi), a minimum HMA pavement thickness of 3 inches would be required for the heavy traffic areas. The design of the soil cement base should be completed using samples of the subgrade exposed at the time of construction. Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical service during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the 605 Monster Road SW project. This report is for the exclusive use of DCT Industrial and its authorized representatives. The analyses and recommendations present in this report are based on data obtained from the subsurface explorations completed on-site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 13 4 pkIIIIIIISITE A N AP f. . 1. 1 A L REFERENCE: hftps://www.bing.com/maps ACCESSED 9/22/17 Terra VICINITY MAP Associates, In605 MONSTER RD SW Inc. 605 WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj.No. T-7716 I Date:SEPT 2017 Figure 1 7E 4 pkIIIIIIISITE A N AP f. . 1. 1 A L REFERENCE: hftps://www.bing.com/maps ACCESSED 9/22/17 Terra VICINITY MAP Associates, In605 MONSTER RD SW Inc. 605 WASHINGTON Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj.No. T-7716 I Date:SEPT 2017 Figure 1 y ti -1 IIAJ 34. .B z• '.# i. . ?, r- fir- �: All _ .. a ri ri _� �,_ .. q.. _a �•: . .. ;}f �1 .. ked 4;I P. •j .•rl.Y� .,.� _ ,I��:per: _ . A_i �Iti-:•'..�..' Il .•�' '. SIF; i �s`e - L-ti �-' - 3;:.:. ••..,:: In rid;- e"'i ': . "► .:'°' -`' !, :; :�".:� 7'V%l r'�s�,•� y. e NOT TO SCALE NOTES: 1. BASE CONSISTS OF 3/4" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS-FIT PLASTIC COUPLINGS. 8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. PLASTIC PROTECTIVE SLEEVE SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. Terra SETTLEMENT MARKER DETAIL go 605 MONSTER RD SW Associates Inc. RENTON, WASHINGTON Consultants in Geotechnical 9ngineering Geology and Pro No. T-7716 Date:SEPT 2017 Fi ure 3 Environmental Earth Sciences �• 9 12" MINIMUM 3/4" MINUS WASHED GRAVEL 12" SEE NOTE 6"(MIN.) SLOPE TO DRAIN COMPACTED STRUCTURAL FILL EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) 4" DIAMETER PERFORATED PVC PIPE 12" OVER PIPE 3" BELOW PIPE NOT TO SCALE NOTE: MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12 -INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12 -INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. Terra TYPICAL WALL DRAINAGE DETAIL Associates IC. 605 MONSTER RD SW RENTON, WASHINGTON Consultants in Geotechnical Associates, Geology and Environmental Earth Sciences Proj.No. T-7716 Date:SEPT 2017 Figure 4 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING 605 Monster Road SW Renton, Washington On August 29, 31, and September 1, 2017, we completed our site exploration by observing soil conditions at 10 test borings drilled to depths of 7.5 to 31.5 feet. Test boring locations were determined in the field by measurements from existing site features. The approximate location of the test borings is shown on the attached Exploration Location Plan, Figure 2. Test Boring Logs are attached as Figures A-2 through A-11. A geotechnical engineer from our office conducted the field exploration. During drilling, soil samples were obtained in general accordance with ASTM Test Designation D-1586. Using this procedure, a 2 -inch (outside diameter) split barrel sampler is driven into the ground 18 inches using a 140 -pound hammer free falling a height of 30 inches. The number of blows required to drive the sampler 12 inches after an initial 6 -inch set is referred to as the Standard Penetration Resistance value or N value. This is an index related to the consistency of cohesive soils and relative density of cohesionless materials. N values obtained for each sampling interval are recorded on the Boring Logs, Figures A-2 through A-11. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Soil samples obtained from test borings were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the individual Test Boring Logs. Grain size analysis and Atterberg Limit testing was performed on selected samples. The results of the grain size analyses are shown on Figure A-12, the results of the Atterberg Limit tests are shown on the individual boring logs. Project No. T-7716 MAJOR DIVISIONS LETTER TYPICAL DESCRIPTION SYMBOL Clean GW Well -graded gravels, gravel -sand mixtures, little or no fines. Gravels (less GRAVELS than 5% J o) More than 50% fines) GP Poorly -graded gravels, gravel -sand mixtures, little or no fines. 0 co N of coarse fraction CO) m �' is larger than No. GM Silty gravels, gravel -sand -silt mixtures, non -plastic fines. a`) > 4 sieve Gravels with GC Clayey ravels, ravel -sand -cls mixtures, plastic fines. YY9 9 Y Z m •) Eo fines N O � Clean Sands SW Well -graded sands, sands with gravel, little or no fines. Lu U) o m Z SANDS (less than W - t More than 50% 5% fines) SP Poorly -graded sands, sands with gravel, little or no fines. O 2 ~' of coarse fraction SM Silty sands, sand -silt mixtures, non -plastic fines. U 2 is smaller than No. 4 sieve Sands with SC Clayey sands, sand -clay mixtures, plastic fines. fines °9 ML Inorganic silts, rock flour, clayey silts with slight plasticity. M m � .� SILTS AND CLAYS CL Inorganic clays of low to medium plasticity. (Lean clay) 0 m Liquid Limit is less than 50% D m 'En OL Organic silts and organic clays of low plasticity. W Eo z - N CS) C o MH Inorganic silts, elastic. O z SILTS AND CLAYS W z -- Liquid Limit is rester than 50% q 9 CH Inorganic clays of high plasticity. (Fat clay) ILL �. o OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS Standard Penetration T 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER W Densi Resistance in Blows/Foot 1 z 2.4" INSIDE DIAMETER RING SAMPLER OR O Very Loose 0-4 SHELBY TUBE SAMPLER as Loose 4-10 2 Medium Dense 10-30 i WATER LEVEL (Date) O Dense 30-50 V Very Dense >50 Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf Standard Penetration Resistance in Blows/Foot WConsistancy � DD DRY DENSITY, pounds per cubic foot U) Very Soft = Soft 2-4 LL LIQUID LIMIT, percent O Medium Stiff 4-8 V Stiff 8-16 PI PLASTIC INDEX Very Stiff 16-32 Hard >32 N STANDARD PENETRATION, blows per foot Terra UNIFIED SOIL CLASSIFICATION SYSTEM • • Associates Inc. 605 MONSTER RD SW RENTON, WASHINGTON Consultants in Geotechnical 9ngineering Geology and Environmental Earth Sciences Pro No. T-7716 �•9 jDate:SEPT 2017 Fi ure A-1 LOG OF BORING NO. B-1 Figure No. A-2 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/31/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater. 12.5 Feet Approx. Elev: N/A m Consistency/ SPT (N) Moisture m Soil Description Relative Density Blows/foot Content (%) t a CL E o in 10 30 50 0 5---------------------------------------------- 10 = 15—M• (7 -inch thick CONCRETE SLAB over 2 inches of 1 1/4" CRUSHED ROCK FILL: Brown silty GRAVEL with sand, fine to coarse grained sand, coarse gravel, moist. (GM) Red -brown silty clayey SAND to sandy clayey SILT, fine grained, trace sand partings inclined at approximately 50 degrees, moist. (SM/MH) ---------------------------------------------- Gray silty SAND to silty SAND with gravel, fine to medium grained sand, fine to coarse gravel, moist. (SM) Gray sandy SILT, fine to medium grained, moist to wet, interbedded with silty sand layers, scattered gravel. (ML) Very Dense ' 68 19 21 8 7 12 6,2 17.1 19.4 16.0 18.6 13.9 Medium Dense Loose Medium Stiff Stiff ------------------------------------ Gray silty SAND, fine grained, moist, varved in places with 20 steeply inclined bedding planes, frequent mica inclusions, bedded with frequent silt layers below 30 feet. (SM) (Residual Soil) 25-4=4 I Medium Dense 30 35 Boring terminated at 31.5 feet. Wet soils observed at 12.5 feet. 17.9 12 21.0 21 • 18.0 17 - Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of Associates Inc. other areas of the site Consultants in Geotechnical engineering Geology and ` Environmental Earth Sciences LOG OF BORING NO. B-2 Figure No. A-3 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 9/1/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater, N/A Approx. Elev: N/A To Z a) ( SPT Consistency/ N) Moisture _c Y m Soil Description t n. P Relative Density Blows/foot Content (%) CL E o ai 10 30 50 0 10 15 (7 -inch thick CONCRETE SLAB over 3 inches of 1 1/4" CRUSHED ROCK) FILL: Brown, tan, and gray silty SAND with gravel, SILT with sand and SANDSTONE gravel, fine to coarse grained sand, fine to coarse gravel, moist. (SM/MUGP) --------------------------------------------- Dark gray completely weathered SANDSTONE grading to tan highly weathered SANDSTONE, fine grained, moist, Dames and Moore sampler used. No samples returned below 7 feet, cuttings appear to be fresh gray SANDSTONE. Boring terminated at 9.5 feet upon refusal. No groundwater observed during drilling. Medium Dense Dense Very Dense 18 9.8 35 15.2 50/0" 50/0" - Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information I+ pertains only to this boring location and should not be interpeted as being indicative of • . • . Associates Inc. other areas of the site Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-3 Figure No. A-4 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 9/1/2017 Client: OCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater. N/A Approx. Elev: N/A m Consistency/ SPT (N) Moisture d Soil Description Relative Density Blows/foot Content (%) r CL a E o`rn° 10 30 50 0 (8.5 -inch thick CONCRETE SLAB over 4 inches of 1 1/4" CRUSHED ROCK) FILL: Green -gray silty SAND with gravel, fine to coarse grained sand, fine to coarse gravel, moist. (SM) 8.7 50/6" Very Dense Gray highly weathered SANDSTONE, fine to medium grained, 5 moist, trace iron staining present. 10.6 50/6" No sample returned, cuttings appear to be fresh gray SANDSTONE. 50/0" Boring terminated at 7.5 feet upon refusal. No groundwater observed during drilling. 0.8 10 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being Indicative of • Associates Inc. other areas of the site Consultants in Geotechnical engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-4 Figure No. A-5 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/31/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washinstton Depth to Groundwater. 20 Feet Approx. Elev: N/A t n o m Z a� a E rn Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 (9 -inch thick CONCRETE SLAB over 3 inches of 1 1/4" CRUSHED ROCK) FILL: Green, gray, and gray -black silty SAND to silty SAND with Medium Dense • 23 12.4 5 gravel, fine to coarse grained sand, fine to coarse gravel, moist, `trace fine asphalt pieces. (SM) 1 -------------------------------------------- 10 20.5 Red -brown silty SAND interbedded with sandy clayey SILT, fine r to medium grained, moist, trace fine coal fragments, mottled. (SM/MH) ; • 32 16.3 Dense to Very 10 -------------------------------- ------------- Brown and gray SILT with sand and gravel, fine to medium Dense 50/2" 20.6 grained sand, coarse gravel, moist. (ML) i - , -Dames and Moore sampler used at 7.5 feet. �---------------------------------------------J • 22 13.8 Medium Dense 15 Light gray to gray sandy SILT bedded with silty SAND, fine grained, moist with scattered water bearing sandy layers, varved along horizontal planes. (MUSM) (Residual Soil) • 46 14.9 Dense Medium Dense 20 • 28 19.7 25 20.2 Dense31 30 - No sample returned. 50/2" Very Dense Boring terminated at 30 feet. Wet soils observed at 12.5 feet. 35 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of Associates Inc. goConsultants other areas of the site in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-5 Figure No. A-6 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/31/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater. 115 Feet Approx. Elev: N/A .c a o m 2 a� a E in Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 (6 -inch thick CONCRETE SLAB over 4 inches of 1 1/4" CRUSHED ROCK) FILL: Brown silty GRAVEL with sand, fine to coarse grained Medium Dense , 18 6.0 5 sand, fine to coarse gravel, moist. (GM) ------------------------------------------ Red -brown, brown, and dark gray silty clayey SAND bedded • 14 13.7 18.8 Stiff with silty sandy CLAY and silty CLAY, fine grained, moist to wet, trace fine gravel, trace fine roots, scattered mottling, varved in21.4 places. (SC/CL) • 6 Medium Stiff Soft 10 -Strong estery odor present in 12.5 -foot sample. • 3 32.9 _ 21.7 19 15 Very Stiff 22 27.6 20 ' 32 22.0 Hard Brown silty GRAVEL with sand, fine to coarse grained sand, fine 25 to coarse gravel, wet. (GM) 35 13.9 Dense ----------------------------------------------- Light gray silty SAND, fine grained, moist, varved in places. 30 (SM) (Residual Soil) • 33 16.4 Boring terminated at 31.5 feet. Wet soils observed at 12.5 feet. 35 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative ofAssociates other areas of the site Inc. 9,• Consultants in Geotechnical ;ngineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-6 Figure No. A-7 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/312017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater: 20 Feet Approx. Elev: N/A _Consistency/ t CL Q To a� a E co Soil Description Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 (4 -inch thick CONCRETE SLAB over 4 inches of 1 1/4" CRUSHED ROCK) FILL: Gray and brown silty GRAVEL with sand, fine to coarse Medium Dense • 26 7.2 5 grained sand, fine to coarse gravel, moist. (GM) --------------------------------------------- Red -brown grading to gray -brown sandy silty CLAY bedded with 4 18.9 silty CLAY, fine grained, moist to wet, scattered clayey sand layers, mottled. (CL)' Soft 4 27.8 10 -7.5-foot sample: LL=35, PL=23, PI=12 ---------------------------------------------J Gray and brown SILT, moist, mottled. (ML) 11 34.5 -Dames and Moore sampler used.• Gray -brown CLAY interbedded with clayey SAND, moist, trace - Stiff 12 21.2 15 fine gravel, trace coal and fine organics, few sand partings present. (CUSC) • 8 30.6 ---------------------------------------------- Gray SAND with silt, fine to medium grained, wet, �3120 with occasional silt layers. (SM) • 17 17.2 Medium Dense 25 • 27 18.7 30 ---------------------------------------------- Gray silty GRAVEL with sand, fine to medium grained sand, coarse gravel, wet. (GM) 50/6" 9 8 Very Dense Boring terminated at 30.75 feet. Wet soils observed at 20 feet and 30 feet. 35 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Associates Inc. • Consultants in Geotechnical engineering Geok)gy and Environmental Earth Sciences LOG OF BORING NO. B-7 Figure No. A-8 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater: 20 Feet Approx. Elev: N/A m Z Consistency/ SPT (N) Moisture d Soil Description Relative Density Blows/foot Content (%) t a a E o 10 30 50 0 5 10—IGray 15 :20 25 30 (6 -inch thick CONCRETE SLAB over 4 inches of 1 1/4" CRUSHED ROCK) FILL: Red -brown, gray, tan, silty clayey SAND to sandy clayey SILT, fine to medium grained sand, moist, scattered coal %fragments. (SM/MH)32.1 11 -------------------------------------------- Gray and brown clay interbedded with silty clayey sand, moist, traces of coal below 7.5 feet. (CUSM) (Residual Soil) and brown SANDSTONE, fine grained, moderately to highly weathered, moist. ---------------------------------------------- Gray -brown SILTSTONE, moderately weathered, moist, 1/2" thick coal seam observed. --------------------------------- COAL bedded with gray -brown sandstone, coal layers are fractured and water -bearing. Brown -tan -gray CLAYSTONE, highly weathered, moist, traces of coal. COAL, fractured, wet. Stiff • • • • • 50/6" 8 14 35 36 21 22 12 50/6" 16.0 23.0 11.4 11.4 15.7 33.0 32.8 28.1 Dense Medium Dense Very Dense Boring terminated at 31 feet. Wet soils observed at 20 feet and 30 feet. 35 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information /+ pertains only to this boring location and should not be interpeted as being indicative of Associates Inc. other areas of the site • • • Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-8 Figure No. A-9 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washinaton Depth to Groundwater:12.5 Feet Approx. Elev: N/A m Z Consistency/ SPT (N) Moisture a� Soil Description t a P Relative Density Blows/foot Content (%) CL E o rn 10 30 50 (3.5 inches of ASPHALT) FILL: Green, brown, gray, and white silty sand, scattered gravel, Medium Dense 16.7 fine to medium grained sand, fine gravel, moist, mottled. (SM) 11 5 • 17.6 Loose 4 ----------------------------------------------- Brown, gray, and tan silty clayey SAND, scattered gravel, fine to 20.5 medium grained, fine gravel, moist, varved. (SM) 12 10 • 14.8 Medium Dense 25 Red -brown silty clayey SAND to silty clayey SAND with gravel, 21 19.6 fine to medium grained sand, fine to coarse gravel, moist with water -bearing sandy layers, occasionally interbedded with sandy 15 silt layers, mottled. (SM) 54 17.0 20 IW..l 30 35 ----------------- Gray SANDSTONE, fine grained, moist, moderately weathered. Very Dense --------------------------------------------- Gray SANDSTONE, fine grained, moist, slightly weathered. Boring terminated at 31.5 feet. Wet soils observed at 12.5 feet. 50/3" 9.1 50/5" 9.4 13.6 64 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be inlerpeted as being indicative of Associates Inc ■ other areas of the site • � '� � . Consultants In Geotechnical Engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-9 Figure No. A-10 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater: 7.5 Feet Approx. Elev: N/A m Z Consistency/ SPT (N) Moisture m Soil Description P Relative Density Blows/foot Content (%) CL E o rn 10 30 50 5 10 15 20 (4 inches of ASPHALT) FILL: Red -brown clayey sand, fine to medium grained, moist, trace coal fragments, occasional thin clay with sand layers. (SC) Loose • • • • 6 5 4 2 21 81 50/4" 17.6 17.6 29.3 27.5 18.4 19.0 19.4 Gray clayey SILT with sand grading to silty clayey SAND, trace gravel, fine to medium grained sand, fine to coarse gravel, wet, trace fine roots, mottled. (M USM) Red -brown and gray SANDSTONE, fine to medium grained, moist with water bearing fracture planes, higly to completely weathered, fractured, interbedded occasionally with sandy clay residual soil layers. Soft Medium Dense 1 25 35 Very Dense Boring terminated at 30.5 feet. Wet soils observed at 7.5 feet. 50/5" 1 16.3 50/5" 1 14.6 - Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of • Associates Inc. other areas of the site • Consultants in Geotechnical engineering Geology and Environmental Earth Sciences LOG OF BORING NO. B-10 Figure No. A-11 Project: 605 Monster Road SW Project No: T-7716 Date Drilled: 8/29/2017 Client: DCT Industrial Driller: Boretec Logged By: AJD Location: Renton, Washington Depth to Groundwater: 7.5 Feet Approx. Elev: N/A .. t CL o m 2 � m a E in Soil Description Consistency/ Relative Density SPT (N) Blows/foot 10 30 50 Moisture Content (%) 0 FILL: Brown and gray silty SAND, fine to medium grained, moist, mottled. (SM) Medium Dense 31.0 ----------------------------------------------- 8 5-1 5 --------------------------------------------- Dark gray SILT interbedded with silty SAND, fine to medium grained, moist grading to wet, trace roots and fine organic . 5 35.8 inclusions observed. (MUSM) Medium Stiff -7.5-foot sample collected with a Shelby tube sampler. 10 -10-foot sample: LL=42, PL=28, PI=14 • 8 31.5 ----------- ---------- ---------------------- Gray and brown CLAY, moist, occasionally interbedded with clayey sand layers, mottled, occasional near vertical bedding Stiff 9 24.6 15 plane present, frequent coal inclusions observed below 15 feet. (CL) (Residual Soil) • 7 24.0 Medium Stiff Light gray silty SANDSTONE, fine grained, moist, occasional 20 horizontal bedding planes present, moderately to highly weathered. 50/6" 15.5 Very Dense 25 50/6" 17.6 30 50/5' 12.2 Boring terminated at 30.5 feet. Wet soils observed at 7.5 feet. 35 Terra NOTE: This borehole log has been prepared for geotechnical purposes. This information pertains only to this boring location and should not be interpeted as being indicative of other areas of the site Associates! Inc. Consultants in Geotechnical Engineering Geology and Envinmmental Earth Sciences Tested By: FQ 1.0 �Illill I 1 11111111 III�II,�IIII�A��IAIII�I � � IIIII� IIIA 811111 �I 1 � ■ IIS llimilillill11111111111111111111111101 � �illi11111Ei111. i�ilill 1i liiiisillilill Inig I�■ NIIIM�� 1 111111lmilillillWANO MIM111Material DescriptionProject No. T-7716 Client: DCT Industrial Remarks:Project: 605 Monster Road SW o Tested on 9-8-2017o Location: Boring B-9 Depth: 10 feet Sample Number: 4Terra Associates, Inc. WA Figure A-12Kirkland, Tested By: FQ