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Home My WebLink About20260205_PJA26-0095_SWSP Tacos Tecalitlan at The Outpost at Smokey Point Stormwater Site Plan City of Arlington, WA December 8, 2025 Prepared By: Sound Development Group, L.L.C. P.O. Box 1705 Mount Vernon, WA 98273 Phone: (360) 404-2010 Email: office@sdg-Ilc.com Project No.: 18098-T I HEREBY CERTIFY THAT THIS DOCUMENT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION, AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF WASHINGTON. I FURTHER CERTIFY THAT THIS REPORT AND ITS INFORMATION, DESIGN AND CALCULATIONS, COMPLY WITH AND MEET THE INTENT OF THE 2019 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (2019 SWMM) AND THE REQUIREMENTS OF THE CITY OF ARLINGTON. DATE: 01.28.26 .4FGISTER SSIONAL ENG Table of Contents ExecutiveSummary....................................................................................................................5 ExistingConditions:....................................................................................................................7 SoilsInformation.........................................................................................................................8 Developed Conditions Summary: ...............................................................................................9 Minimum Requirement Summary—Table 1 ................................................................................9 Minimum Requirement #1 — Stormwater Site Plan ................................................................... 10 Minimum Requirement #2 — Construction Stormwater Pollution Prevention ............................. 10 Element#1 — Mark Clearing Limits.......................................................................................................10 Element#2— Establish Construction Access .......................................................................................11 Element#3—Control Flow Rates.........................................................................................................11 Element#4— Install Sediment Controls................................................................................................11 Element#5—Stabilize Soils .................................................................................................................12 Element#6— Protect Slopes ................................................................................................................12 Element#7— Protect Drain Inlets.........................................................................................................12 Element#8—Stabilize Channels and Outlets ......................................................................................13 Element#9—Control Pollutants ...........................................................................................................13 Element#10—Control Dewatering.......................................................................................................14 Element#11 — Maintain BMPs..............................................................................................................14 Element#12— Manage the Project.......................................................................................................14 Element#13— Protect Low Impact Development BMP's.....................................................................15 Minimum Requirement #3 — Source Control of Pollution........................................................... 16 Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls............... 17 Minimum Requirement #5 — On-Site Stormwater Management................................................ 17 Minimum Requirement #6 — Runoff Treatment......................................................................... 18 Minimum Requirement #7 — Flow Control................................................................................. 19 Table 2—Site Characterization Criteria................................................................................................20 Minimum Requirement #9 — Operation and Maintenance.........................................................22 Offsite Analysis and Mitigation..................................................................................................22 Conclusions:.............................................................................................................................22 Attachment 1 — SCS Soils Information......................................................................................23 Attachment2 — BMP T5.13.......................................................................................................33 Attachment 3 — Construction Site Sediment Damage Potential.................................................40 Attachment 4 —Geotechnical Soils Report by MTC..................................................................44 Attachment 5 — Report of Groundwater Mounding Assessment by MTC ................................ 106 Attachment 6 — Outpost BSP Basin Map................................................................................ 151 Attachment 7 —WWHM 2012 Calculations............................................................................. 153 Attachment 8 - Operation and Maintenance ........................................................................... 188 Attachment 9 — Construction Stormwater BMP's ....................................................................216 Attachment 10— Civil Plans....................................................................................................292 Executive Summary: This stormwater analysis examines stormwater runoff for the proposed Tacos Tecalitlan project, Lot 1 of the Outpost at Smokey Point, located at 16620 51st Avenue NE, Section 28, Township 31 North, Range 5 East, City of Arlington. The 0.89-acre site is bounded by 51s' Ave NE to the east, existing multi-family to the west, vacant commercial to the north and south. The project is Lot 1 of the Outpost BSP. The stormwater system will infiltrate stormwater runoff and connect to the Phase 1 portion of the Outpost stormwater design. See original design basin map in Attachment 7 and original report for The Outpost. e 1MO SE NE IWM S HE PROJECT SITE VICINITY MAP SMI:1'=113 MYE The proposed development will include a new restaurant with all adjoining parking (some existing), walks, utilities and landscaping. Stormwater Low Impact Development will be utilized onsite, including bioretention cells and permeable pavement with underlying gravel trench bed infiltration systems. The site does not receive run-on, and will not impact downstream basins due to full infiltration. Lot 1 was partially accounted for within the Outpost Phase 1 design and construction; the proposed TDA is not equivalent to the existing parcel size. The site development will result in 5,000 square feet or more of new hard surface area; the site must comply with Minimum Requirements 1-9. See the 2024 SWM excerpt below. Figure 1-3.1: Flow Chart for Determining Requirements for New Development Does all stormwater runoff yes The UIC Rule(Chapter 173-219 WAC) HYI'Q from Bte Project site discher�pe applies.Refer to 1-4 U/G✓mgrem tin a ClawV UIC Well? G�ddOAwa for UIC Program RWArements. IND Sae Redairmopment Prood Does the Site harm 36% Yes Thresholds and the Figure Flow or more of existing hard Chart for Dafararbft surface coverage? Reqc-4�ts fDr RodeK*wmixe. Nb Does the Projed result in 2,000 ac feet or more of new plus replaced hard surface wl5a? OR Does the Land dsturWng adlvtty total T.ODD square fleet or greater? Yes No Minimum Requinements 01 through 95 apply to the new vW replaced hard surkm Mlnlmum Requirement*2 applies. and the Lend disturbed. Next QLmtbn Does the Plm pd add 5,000 square feet or more of now plus replaced hand surfaces? OR Comrart-Yi sans or more of vngnbibm to Lawn or larx6caped areas? OR Comrert 2S acres or more of naWe vegetation to pasture? Yes No ir All Minimum Raquiroments apply to the new and replaced jFN7*ad7d1tloml rvqulreum is hand surfaces and converted vegetuban arms. %W Flow Chart for Determining Requirements for DEPARTMENT of New Development ECOLOGY State of Waahington RwvaedSepWnber2= Existing Conditions: Lot 1 of the Outpost is currently partially seeded within the center portion of the lot, with existing roadways and permeable asphalt parking stalls along the north, west and south side. These paved areas were accounted for within the original stormwater report for Phases I-IV and will not be evaluated in this report. The site's stormwater was designed to be interconnected, with a stub for said connection on the northwest and southwest corners of the undeveloped portion. The proposed project area is enveloped by Basin 1A. A small portion of asphalt removal and new permeable pavement will be completed within Basin 1A, that is not addressed in this report. The area to be modified within Basin 1A is currently underlain by an existing gravel trench bed that will be maintained or replaced. Stormwater currently sheet flows and infiltrates across the site, both within Basin Al and the new development area. No discharge is proposed from onsite improvements. The entire site has been evaluated as forested. Soils Information Materials Testing & consulting, conducted a soils investigation in July, 2018, and report on September 7, 2018, found in Attachment 4. They excavated a total of 8 separate test pits to explore subsurface soil condition, determine the long term infiltration rates of the existing soils, and locate the high ground water table; they installed 4 separate monitoring wells. During the initial onsite evaluation and exploration, MTC found thin lenses of silty sand throughout the site that will need to be removed if found within the designed facilities. Inspection and approval of discovered soils at the subgrade of all infiltration facilities will be required at the time of construction. Geotest Services provided a long term recommended infiltration rate of 5 in/hr (page 19 of 61) in their report. Watertable was assumed to be at 2.5' BGS, per the "moderate mottling and staining" found by MTC, page 9 of their report. During their monitoring this past wet season, 2019-2020, they found the groundwater rose to an average of 1-2' BGS as noted in their Groundwater Mounding Assessment, found in Attachment 5. The onsite soils tested for cation exchange capacity, can be found within the soils report. Most of the topsoil tested will be removed and stockpiled for later replacement, and amendment of the underlying infiltration soils, per page 20 of the MTC report will occur. The Natural Resources Conservation Service rates the existing soils as Custer fine sandy loams, and Norma Loams within their online system, with a hydrologic group rating of C and B respectively. The NRCS information can be found in Attachment 1. The Site Suitability Criteria can be found within the Minimum Requirement 7 section. Developed Conditions Summary: A new restaurant with adjoining drivelanes, parking, utilities and landscaping will be constructed on the inner portion of Lot 1 of the Outpost. See Attachment 10. The site improvements will include Stormwater Low Impact downspout infiltration systems for the proposed rooftops, permeable pavement within the parking areas and an interconnected bioretention cell for the dumpster pad runoff. No discharge from the proposed onsite infiltration system is proposed; the stormwater runoff will completely infiltrated onsite; Lot 1 will be interconnected with the rest of the Outpost, which has an overflow to the existing ditch system at the southeast corner of the Outpost development if a "larger than designed for" storm event occurs. Storm water runoff rates and subsequent design, have been calculated utilizing the WWHM2012 software. The development has been designed to meet: - the LID Duration, see Minimum Requirement #5 section of this report, List #1 or List #2 were not utilized. - the treatment requirement for all impervious hard surfaces and the majority of the pervious surfaces, see Minimum Requirement#6 section of this report. - the flow control requirement for the development/road improvements, see Minimum Requirement#7 section of this report. Minimum Requirement Summary — Table 1 Minimum Requirement Summary Lar a Parcel New Development # Description Not Variance Standard Comments (Report Section Applicable Req'd Requirements Reference or BMP Identifier) Incorporated 1 Preparation of Yes Provided by this entire document. Stormwater Site Plans 2 Construction Yes See Minimum Requirement#2 Stormwater section. Pollution Prevention Plan 3 Source Control of Yes See Minimum Requirement#3 Pollution section. 4 Preservation of Yes See Minimum Requirement#4 Natural Drainage section. Systems and Outfall 5 On-Site Stormwater Yes See Minimum Requirement#5 Management section. 6 Runoff Treatment Yes See Minimum Requirement#6 section. 7 Flow Control Yes See Minimum Requirement#7 section. 8 Wetlands Protection X Not Required 9 Operation and Yes See Minimum Requirement#9 Maintenance section. Additional Comments: See notes in following sections. Minimum Requirement #1 — Stormwater Site Plan The proposed project will result in greater than 5,000 square feet of new plus replaced impervious surface area, exceeding the thresholds in Section 2.4 of the 2014 SWM, resulting in the requirement of a Stormwater Site Plan (SSP). The Civil Construction Plans and Stormwater Site plan/report prepared for the project, have been prepared to meet the Stormwater Site Plan requirements. The SSP includes Best Management Practices, stormwater collection and conveyance calculations and design, for both the temporary construction phase, and the final permanent overall development of the project. Best Management Practices for the completed development, can be found within the Operational Manual, BMPs to be applied during construction can be found within Minimum Requirement#2 and Attachment 8. Minimum Requirement #2 — Construction Stormwater Pollution Prevention The proposed project will result in greater than 2,000 square feet of new plus replaced impervious surface area, and will disturb greater than 7,000 square feet; it is required to provide a Construction Stormwater Pollution Prevention Plan (SWPPP), per Section 2.5.2 of the 2014 SWM. The Civil Construction Plans will be prepared to meet these requirements. There are thirteen (13) minimum requirements for stormwater management during construction. These thirteen items will be addressed both in the Civil Construction Plans and Elements 1-13 within this report. The site has a low potential of generating sediment contaminated runoff. See Attachment 3. Element#1 — Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Vegetation to be preserved, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: • High Visibility Plastic or Metal Fence (BMP C103) The project is currently developed on the exterior, clearing should be clearly delineated without disturbing the border vegetation or damaging existing improvements. If construction area will be fenced, surveyor's lathe with tape should suffice for clearing limits. Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: • Stabilized Construction Entrance (BMP C105) Construction entrances will be provided from 51st Ave. NE south of Lot 1. • Construction Road/Parking Area Stabilization (BMP C107) Early gravel base will be applied to all areas receiving asphalt or concrete treatment, employee vehicles may utilize the existing area parking to minimize tracking on and off the construction area. Element#3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: If construction is planned during the wet season, the contractor shall coordinate with their CESCL and Civil Engineer if sizing and placement of any type of sedimentation pond/trap would be beneficial. No trap or sump shall be constructed on/in infiltration soils. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). Element #4 — Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: • Straw Wattles (BMP C235) • Storm Drain Inlet Protection (BMP C220) Due to the developed condition of the site, wattles and inlet protection should suffice. Contractor/CESCL shall modify BMP's as required. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240). Element#5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: • Temporary and Permanent Seeding (BMP C120) • Mulching (BMP C121) • Plastic Covering (BMP C123) • Topsoiling (BMP C125) • Surface Roughening (BMP C130) • Dust Control (BMP C140) • Early application of gravel base on areas to be paved • Materials on Hand (BMP C150) may also be applicable. See Civil plans for location of required BMP's. Topsoiling noted above is required for all areas temporary seeding, permanent seeding shall be completed with BMP T5.13. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. No soils shall remain exposed and unworked for more than 7 days during the months of May-September. No soils shall remain exposed and unworked for more than 2 days during the months of October-April. Element#6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. No slopes are proposed. The following specific BMPs should be used to protect any unexpected slopes for this project: • Temporary and Permanent Seeding (BMP C120) • Surface Roughening (BMP C130)) • Straw Wattles (BMP C235) Element#7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220)will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection 0 Catch Basin Filters Element#8 — Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. No channels or outlets are proposed for this project. Element#9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. On-site fueling tanks and petroleum product storage containers shall include secondary containment. Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Demolition: Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140). Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Concrete and grout: Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). Sanitary wastewater: Portable sanitation facilities will be firmly secured, regularly maintained, and emptied when necessary. Wheel wash or tire bath wastewater shall be discharged to a separate on-site treatment system or to the sanitary sewer as part of Wheel Wash implementation (BMP C106). Solid Waste: Solid waste will be stored in secure, clearly marked containers. Other: Other BMPs will be administered as necessary to address any additional pollutant sources on site. The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). Element#10 — Control Dewatering Dewatering should not be expected on site, during the dry season. If dewatering is required, it should be dispersed across existing vegetation (existing undeveloped lot, it should not be discharged to the future gravel trench bed areas. Element#11 — Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP's specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. Element#12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: -Design the project to fit the existing topography, soils, and drainage patterns. -Emphasize erosion control rather than sediment control. -Minimize the extent and duration of the area exposed. -Keep runoff velocities low. -Retain sediment on site. -Thoroughly monitor site and maintain all ESC measures. -Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: Phasing of Construction Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: ❑ Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and ❑ Limitations on activities and the extent of disturbed areas; and ❑ Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. Coordination with Utilities and Other Jurisdictions Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: ❑ Assess the site conditions and construction activities that could impact the quality of stormwater, and ❑ Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP The SWPPP shall be retained on-site or within reasonable access to the site. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. Element #13 — Protect Low Impact Development BMP's All areas to be utilized for Low Impact Development, specifically Permeable pavements, Bioretention facilities and gravel trench bed areas, shall be protected from over-compaction, sediment contamination, or other type of pollutions that may harm the ability of the BMP to function properly in the future. The specific BMPs for LID protection that shall be used on this project include: • Straw wattles (BMP C235) Straw wattles on the uphill slope should be utilized to minimize sediment transport onto the LID soils, where sheet flow across the LID soils will occur. . High Visibility Plastic or Metal Fence (BMP C103) Areas of LID will be delineated with high visibility fencing, to minimize compaction of the soils by onsite machinery. • Materials on Hand (BMP C150) To avoid potential erosion and sediment control issues that may cause a violation(s) of the Construction Stormwater General Permit(as provided in Appendix D of the SWPPP), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C of the SWPPP after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. Minimum Requirement #3 - Source Control of Pollution The proposed project will not pose any non-typical source of pollution for a commercial restaurant. The restaurant is not considered a high-use site, and is expected to have less than 300 vehicle trip ends per day; no oil control is required. The site is served by public sanitary sewer; there is no possible septic or drainfield contamination. All waste will be disposed of in a waste container. The site will be required to prepare a spill control plan on site, and have a Operation and Maintenance manual that includes source control. Source controls applicable to the project include: Source control BMP's to be employed onsite include: - S101 BMPs for Formation of a Pollution Prevention Team (PPT) o The owner shall designate an individual or several, to ensure source controls are in place and maintained. - S102 BMPs for Preventive Maintenance and Good Housekeeping o The PPT shall be trained and clearly understand housekeeping required on site. - S105 BMPs for Employee Training o The PPT shall be trained on inspection, pollutant sources. - S106 BMPs for Inspections o The PPT shall understand the stormwater system and it's components, understand how to identify deficiencies in the system, and be able to clearly report on inspection form. - S107 BMPs for Record Keeping o The PPT shall be able to clearly report on inspection form, and maintain a record of inspections, available to the City or owner upon demand. - S108 BMPs for Correcting Illicit Discharges to Storm Drains o The PPT shall be trained to understand illicit discharges to the proposed storm drain, and correct. - S411 BMPs for Landscaping and Lawn/Vegetation Management o The PPT or vegetation management company shall be trained on the BMP's of landscape management - S417 BMPs for Maintenance of Stormwater Drainage Systems and Stormwater Management BMPs o The PPT shall be trained and understand the proposed operation of the stormwater system, maintain the system per the O & M required items, and repair/clean as necessary. - S424 BMPs for Roof/ Building Drains at Manufacturing and Commercial Buildings o The PPT shall be trained on the BMP's of building downspouts and their connection to the storm system. This development is required to evaluate source control. Only the known uses and resulting BMP's are listed here. See Attachment 8 for the preliminary O & M manual and known Source Control BMP's. Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls The proposed development will continue to infiltrate stormwater into the native sandy soils. An overflow between all systems is proposed, to prevent flooding if a localized failure occurs. Minimum Requirement #5 — On-Site Stormwater Management The proposed project triggers minimum requirements 1-9, and is therefore required to meet the Low Impact Development Performance Standard and BMP T5.13 or List #2. The site was designed to meet the LID Duration Standard; List#2 is not required to be met. Table 1-3.1: Minimum Requirement#5 Compliance Options for Projects Triggering Minimum Requirements#1 -#9 Project Location and Parcel Size Minimum Requirement 45 Compliance Options • Usethe LID BMPs from List#2forall sur- Prcjects inside the UGA,on any size parcel faces within each type of surface in List#2; or • Use any Flow Control BMPs desired to Prcjects outside the UGA,on a parcel smal- achieve the LID Performance Standard,and lerthan 5 acres apply 8 M P T .13:Post-Construction Soil Quality and Depth(if feasible)_ Use any Flow Control BMPs desired to achieve the Prcjects outside the UGA,on a parcel 5 LID Performance Stand ard,and apply B M P T5.13: acres or larger Post-Construction Soil Quality and Depth(if feas- ible). Note:This text refers to the Urban Growth Area(UGA)as designated u nderthe Growth Man- agement Act(GMA)(Chapter 36.70A RCW)of the State of W as hington.If the prcject is located in a county that is not subject to planning underthe GMA,the city limits shall be used instead. All areas to be disturbed and landscaped, will be required to meet BMP T5.13, see Attachment 2 for BMP T5.13 information. The WWHM calculations and LID report can be found within Attachment 7. Minimum Requirement #6 — Runoff Treatment The proposed project will create more than 5,000 square feet of pollution generating impervious surfaces; the 2024 SWM requires the site to provide runoff treatment for at least 91% of the total runoff from the development. The proposed developed site is not considered a high-use site, per the 2024 SWM, Section 2, Volume V. The site does not discharge to a receiving water listed for poor water quality. See below for the Treatment Facility Flow Chart excerpt from the 2014 SWM, Figure 2.1.1. Treatment of the stormwater runoff will occur through infiltration into the existing native and amended soils, or through infiltration into the biofiltration soil media located within the proposed bioretention cell. Treatment facilities have been designed to treat the contributing PGHS and contributing area, providing a minimum of 91% treatment for the proposed development. Stormwater runoff from surfaces within the site area, will be treated by infiltration into the native soils, underlying the proposed permeable pavement section. MTC evaluated the infiltration soils underlying the topsoil elsewhere onsite, and they were found to NOT meet treatment soil requirements. Their report does support the use of the existing topsoil to amend those underlying soils, and a subsequent report outlining the amendments and compaction of replaced material. Figure 111-1.1: Runoff Treatment BMP Selection Flow Chart Wo 1:Determine n* remhdng mdera end pollulli of cote ni based m c9aaa —V.I. ihp t:Deterrne Ir yW em a Corrbol BMP lE yNct en ell coerb i BMP Select.PrWe brwrt MP required {wq tre waton'Prebeiiii (seethe 19#in this eectm Wr BhPe'for demlle) No Oil G_he BMP optkre) -Ni li eorrre 3W.hew Step]:Detamina it R u pretree]amert plaided es Pert of Y� praobmbe to prwlde Ru the BMP{eq."tiling In Trvetrnwrt by Irrfllbebnp Irrb blarohrrllan.end the eUwng otam the netl>,e coil In pen. apermyel lg No W"4:DderMro If a YQi Swede Phospi T eetewre NIP soled WIliplmoonBMP, PhwplrvuaTreebrrnl (we PM>eheer7lnieetr�r�atB�opliur) tr Wl bdrrp the rodm sous for Runoff BMP arequired Trei per tre'Sae Buiub lay NO GIOEde'secton. Steps:Dehrrnlm 1. Detemine I Motels "'Runetr Tieskinerd BMP Meteie Tme neat BMP Trnffo a BMP b required Seleoton t:orepki brequired No Yw •Yae,aeT—h—dll P 81m¢6e6ctaBeekTreahm,BMP (seetheteed InthlEaedia for Bask TreefilerM BMP optiale) vo bthe aeleWd Phuspt.—Tr-tir-d BMP one lewd a.a kil l Then meet BMP? "RunoR Tnrmrrert BMP SeYctbn C=P (seBee lterrde he aWd Int erilek T mredeblmnetrnt BMMefPe E " na Y a ff TrtB Selection 8M opllrr] L-RunoR Treetinerrt BMP S.k.Hon Canpetr Runoff Treatment BMP Selection Flow Chart DEPART ECOLOGY S1aG o1 Weahinglon RZ leed Mr h2Q24 Minimum Requirement #7 — Flow Control The proposed development project is required to provide flow control for the developed site. The site was designed to detain and infiltrate 100% of the stormwater runoff to meet the Streambank Erosion Duration Requirement as well as the LID Duration Requirement. Storm water runoff rates and subsequent design, have been calculated utilizing the WWHM2012 software. A mounding analysis can be found within Attachment 5. MTC determined the mounding heights that would occur with different design infiltration rates utilized. Table 2 is excerpted from their report, page 4, below: TABLE 2.Summary of Mounding Analysis Results Soil Gravel Bed H�•draulic RechargeFcc-1-1 imnm Monad \found Height at Maximum Height Conditi NJ_ �idth(w) C(Ksat l{) (1) Height(Hc) Edge of Bed(He) with FS=2 (hsat=k) SP-SM 5 73.05 4.0 0.25 0.15 0.53 SP 5 110.43 4.0 0.16 0.09 0.34 SM 5 21.02 4.0 1.01 0.65 2.64 NOTE: All dimensions in feet. All rates in feet/day. The smallest Ksat MTC evaluated was 21.02 ft/day (10.51 in/hour). Onsite infiltration rates utilized were 0.233 in/hour as previously approved. MTC utilized much larger infiltration rates than the onsite design (100 X larger plus). All infiltration trenches include 0.05' to 0.1' of freeboard, and overflow to the other phase systems. The mounding MTC shows within the above table is based on the much larger infiltration rates. Mounding should not impact the project site as the mounding shown is equal to or less than the depth of the proposed gravel trench beds. The mitigated developed conditions will meet the 2024 SWM streambank and LID duration requirements. In the event that a storm occurs, larger than WWHM 2012 accounts for, there is an underlying safety factor within the proposed pipes, above noted freeboard within the gravel trench beds, and a proposed overflow directed to the other phased systems onsite. Table 2 — Site Characterization Criteria Type Applicable/Completed I Non-Applicable Comments Surface Features Topography—500 feet x Overall topography was identified/explored. Nothing recognized as impeding the project proposed use, drainage, or infiltration of stormwater. Site Use x Site Use is anticipated to be a commercial restuarant. Water Well Supply—500 x There are no DOE listed water feet wells within approximately 500'. Groundwater Protection x There is no known Areas groundwater protection area near the site, two historical dewatering wells were located more than 500' from the proposed development. Description of Local Site x See Geotechnical Report Geology Subsurface Characterization Subsurface Explorations x 8 total Exploration pits completed. See eotechnical report. Proposed infiltration rate x Soil Grain Analysis Proposed, 8 test pits provided, see rate discussion under MR#7 and within the Geotech report Detailed Logs of soil test x See Geotechnical report. its Groundwater monitoring X Historical groundwater, as noted in geotechnical report is expected to be below 2.5-3' BGS. Soils testing @ 2.5 times x Soils testing was completed in facility depth of 10. proposed infiltration layer, to a depth of 4', 2.5-3.0' to the approximate water table. Soils Testing (See Geotechnical report) Grain Size Distribution x Completed at or below expected facility depth. Visual Grain Size x Completed in each test pit. classificaltion Percent Clay content x Completed for each sample at or below expected facility depth. Color/ Mottling x Completed in each test pit. Variations and nature of x Completed in each test pit. stratification CEC x Six tests provided, none of the infiltration soils met the required 5.0, topsoil did. The contractor will need to verify soils CEC and/or treatment capability, or soils will be required to be amended, per eotech recommendations. Infiltration Receptor Groundwater monitoring x Historical groundwater is 2.5-3' deep, as noted in geotechnical report. High Groundwater was determined to be at 1-2' below ground surface during the recent wet season. Ambient Groundwater x No issues known quality Volumetric water holding x Per SCS available water capacity storage is high, with capacity of the most limiting layer to transmit water(Ksat) ranging from moderately high to high. Depth to groundwater x 0-12" per SCS and 2.5-3' per geotechnical report Seasonal variation of x See above and geotechnical groundwater report. Existing ground water flow x Gradient not determined, flow direction and gradient. direction is south, toward Quilceda Creek, discharging to Ebey Slough. Lateral Extent of infiltration x Not completed, see receptor geotechnical report and additional information. Horizontal hydraulic x Similar soils across the site, conductivity horizontal approx. equivalent to vertical. Impact of the infiltration x A mounding study was rate and volume on completed. existing soils Minimum Requirement #9 — Operation and Maintenance A preliminary Operation and Maintenance Manual has been provided in Attachment 8. Upon civil plan approval, an O & M manual meeting the City of Arlington's requirements will be provided for review/approval. Offsite Analysis and Mitigation An offsite qualitative analysis was conducted and a field inspection completed, per the Optional Guidance #2 of the 2014 SWM, Volume I, Section 2.6.2. The site historically sloped south and east towards historical farm ditch system along the south property boundary though no conveyance path or overland flow paths were located to this bounding ditch. It is assumed that surface water infiltrates, and the ditch catches the water in the upper soil layers. The site is currently sheet flowing/infiltrating into its native soils. The proposed development will be designed to infiltrate the site runoff of the developed conditions. No impact is expected to the downstream system due to this development. Conclusions: The proposed development will meet the requirements of the 2024 SWM. An increase of site runoff will occur due to the proposed development, and will be mitigated with the proposed on- site Stormwater Management Practices, treatment, and infiltration facilities. No downstream conveyance or capacity issues are expected as no discharge is expected. The site design provides for infiltration of the stormwater volume greater than the existing site conditions, and should not impact the downstream system. The resulting stormwater impact of this development is negligible. Attachment 1 — SCS Soils Information 3 Mpdrologio Soil Group—Snohornish County Area.Washington a (TACOS TECALITLAN) a "a � •lSA6 95313 92IDJ 9P2'� la# '�xl sae a5» a esrx �enx �I �I II y Soil Nap tstey not Rr valid m tios`s<afe — r r x�x-x I 1 I I I � I I I I r I �` e•aw-x e � � ere �sn � �sr Ana rsu,ai a�a ern 3 3 Nap Yale 1:3D x p".J.n lar✓3tapelll•x B.s')srcEi. ME as N a a s to n Aa is n s r+apvm-lxn:vrc4 mncrmoranares wcsea emu;Ln,mneioNvresea IKIb1 Natural Resources Weh Soil Survey 11f28f2025 3ii Ccnservatlon&,1- National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Snohorish County Area.Washington (TACOS 7PCALI7LAN) MAP LEGEND MAP INFORMATION Aaa of me—(AOh 0 C The sail surveys that oanprise your AOlwere mapped at A—of interest IA011 ■ JD 1:24,000. soles ■ D Warning:Soil Map may not he valid at this scale. Sall Rating Polygons 0 A 0 4M rated or not-634k Enlargement of(naps beyond the scale of mapping can cause misunderstanding of the detail of snapping and accuracy of soil ArD iM1lar Featu rea line placement.The snaps do not show the small areasof q__end Carers contrasting sciisthatwuld have been shown are more detailed B Traneportetlan sold' ero •*+ R.'n Please rey on the bar stale on each map sheen for snap 0 C ti Merstme Ho" measurements. 0 OD us RooPS Source of Map: Natural Resources Conaervation Service Web Soil Survey URL: 0 D Moor Roads Coordinate System: Web Mercator(PPSGf3857) (] Ns ated Ira Renck Mepsfrom the Web Sail Survey are based on the Web Mercator Sall Rating canes eaakgmund projadan,which pieseivestlrection and shape but distorts Ai q o distance and area.A projection that preserves area.such as the A.-ge Protg reasry Albers aqua parea conic projection,should he used 8 more .a AID accurate calculations of distance or area are required. +� a This product is generated from the USDA-NRCS cacti ied data as >ti BID of the version date(a)listed below. C Sal Survey Area: Snohomish County Area,Washington Survey Area Data: bkrsion 27.Aug 28.2025 ... aD Soil map units are labeled(as space allows)for map scales D 1:50.000 or larger. Not aced or not—abH Dete(s)aerial imag"s rs photographed: Aug 14,2022—Sep Solt Rating Pointe 1.2022 ■ A The orthophotoorothet base snap on which the soil lineswere compiled and digitized probabydiffeisfron the background ■ AID imagery displayed on these maps.Asa result,some minor ■ s shifting of map unit boundaries may he evident. ■ WD Natures Ras.o reas Weh Soil Survey 11/28f2025 Cos —teen 8arv1ca National Cooperative Soil Survey Page 2of4 Hydrologic Soil Grou p—S nohorn ish County Area.Washington TACOS TECALIT LAN Hydrologic Sail Group Map unit symbol Map unit name Rating Acres In AOI Pamentof AOI 13 Custer fine sandy loam CID 0.0 1.3% 35 Norma loam BID 0.6 98.7% Totals for Area of Interest 0.6 100.0% Description Hydrologic soil groups are based on estimates of runoff potential.Soils are assigned to one of four groups accord ing to the rate of water infiltration when the soils are not protected by vegetation,are thoroughly wet,and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A,B,C,and D)and three dual classes(AID,BID,and CID)_The groups are defined as follows: Group A.Soils having a high infiltration rate(low runoff potential)when thoroughly wet.These consist mainly of deep,well drained to excessively drained sands or gravelly sands.These soils have a high rate of water transmission. Group B.Soils having a moderate infiltration rate when thoroughly wet.These consist chiefly of moderately deep ordeep,moderately well drained orwell drained soils that have moderately fine textu re to moderately coarse textu re. These soils have a moderate rate of water transmission. Group C.Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture_These soils have a slow rate of water transmission. Group D.Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet.These consist chiefly of clays that have a high shrink-swell potential,soils that have a high water table,soils that have a claypan or clay layer at or near the su rface,and sails that are shallow over nearly impervious material.These soils have a very slow rate of water transmission. V a soil is assigned to a d ual hydrologic group(AID,BID,or CID),the first letter is for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method.Dominant Condition Component Percent Cutoff:None Specified i.� Natural Resources Web Soil Survey W2812025 Conservation Service National CooperatMe Soi19urvey Page 3 of 4 Hydrologic:Soil Group—Snohomish County Area.Washington TACOS TECALIT LAN Tie-break Role:Higher r r)\ Natural Resources Web Soil Survey IUM2025 d� Conservatlon Servlce National Cooperative Soil Survey Page 4 of Map Unit Description--Snohoinish County Area.Washington TACOS TECALIT LAN Map Unit Description The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions in this report,along with the maps,can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape,however,the sails are natu ral phenomena,and they have the characteristic variability of all natural phenomena.Thus,the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely,if ever,can be mapped without including areas of other taxonomic classes.Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named,soils that are similar to the named components,and some minor components that differ in use and management from the major soils. Most of the soils similar to the major components have properties similar to those of the dominant soil or soils in the map unit,and thus they do not affect use and management.These are called nonco ntrasti rig,or similar,components.They may or may not be mentioned in a particular map unit description.Some minor components,however,have properties and behavior characteristics divergent enough to affect use or to require different management.These are called contrasting,or d 1 ss i m i I ar,components.They generally are in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps.If included in the database for a given area,the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed,and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The oEjective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or landform segments that have similar use and management requirements.The delineation of such segments on the map provides sufficient information for the development of resource plans.If intensive use of small areas is planned, however,onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. i.DANatural Resouross Web Soil Survey 11t 2025 Consarvatlon Ssrvlca National Cooperative Soi19urvey Page 1 of 5 Map Unit Description- Snohanish County Area.Washington TACOS TECALIT LAN Soils that have profiles that are almost alike make up a soil series.All the soils of a series have major horizons that are similar in composition,thickness,and arrangement.Soils of a given series can differ in texture of the surface layer, slope,stoniness,salinity,degree of erasion,and other characteristics that affect their use.On the basis of such differences,a soil series is divided into soil phases.Most of the areas shown on the detailed sail maps are phases of soil series.The name of a soil phase com monly indicates a feature that affects use or management.For ex ample,Alpha silt loam,0 to 2 percent slopes,is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes,associations,or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.The pattem and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex,0 to B percent slopes,is an ex am ple. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps.Because of present or anticipated uses of the map units in the su rvey area,it was not considered practical or necessary to map the soils or miscellaneous areas separately.The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha-Beta association,0 to 2 percent slopes,is an ex am ple. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management.The pattem and proportion of the sails or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas,or it can be made up of all of them.Alpha and Beta sails,0 to 2 percent slopes,is an example. Some surveys include miscellaneous areas.Such areas have little or no soil material and support little or no vegetation.Rack outcrop is an example. Additional information about the map units described in this report is available in other soil reports,which give properties of the soils and the limitations, capabilities,and potentials for many uses.Also,the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Report—Map Unit Description Snohomish County Area,Washington 13—Custer fine sandy loam Map Unit Setting National map unit symbol: 2hy0 Elevation: 0 to 150 feet i.DANatural Resouross Web Soil Survey 1UM2025 Consarvatlon Sorvlca National Cooperative Soi19urvey Page 2 of 5 Map Unit Description--Snohomish County Area.Washington TACOS TECALIT LAN Mean annual precipitation: 32 to 50 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 150 to 200 days Farmland classification: Prime farmland if irrigated and drained Map Unit Composition Custer, ondrained, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Custer,Undrained Setting Landform:Outwash plains Parent material:Glacial outwash Typical profile HI-0 to 9 inches: fine sandy loam H2-9 to 35 inches: sand H3-35 to 60inches: sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:20 to 40 inches to strongly contrasting textural stratification Drainage class:Poody drained Capacly of the most limiting layer to transmit water (Ksal):Moderately high(020 to 0-57 irJhr) Depth to water table:About 0 to 12 inches Frequency of ffoocing:None Frequency of poncing:None Maximum salinity:Nonsaline to very slightly saline(0-0 to 2-0 mmhosfcm) Available water supply, 0 to 60 inches: Low(about 3.1 inches) Interpretive groups Land capabdily classification(irrrgateo): None specified Land capability classification(nonirrigateo): 5w Hydrologic Soil Group. CID Ecological site: F002XA007WA-Puget Lowlands Wet Hemlock Fo rest Forage suitabJity group: Wet Soils(G 002XN 1 02WA) Other vegetative classification: Wet Soils(GO 02XN 1 02WA) Hydric soil rating: Yes Minor Components Custer,drained Percent of map unit:5 percent Landform:Depressions Other vegetative classification:Soils with Few Limitations (G002XN502WA) Hydric soil rating: Yes i.rmNatural Resouross Web Soil Survey 11tM2025 Consarvatlon Ssrvlca National Cooperative Soi19urvey Page 3 of 5 Map Unit Description--Snohoinish County Area.Washington TACOS TECALIT LAN Indianola Percent of map unit:5 percent Hydric soil rating: No Norma,undrained Percent of map unit:5 percent Landform:Depressions Other vegetative classification:Wet Soils(G002XN102WA) Hydric soil rating: Yes 39—Norma loam Map Unit Setting National map unit symbol: 2hyx Elevation: 0 to 1,000 feet Mean annual precipitation: 35 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period. 150 to 200 days Farmland classification: Prime farmland if d rained Map Unit Composition Norma, undrained, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Norma,Undrained Setting Landform:Drainageways,depressions Parent material:Alluvium Typical profile H4-0 to 10inches: ashy loam H2-10 to 28 inches: sandy loam H3-28 to 60 inches: sandy loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksal):Moderately high to high(0.57 to 1-08 inrhr) Depth to water table:About 0 inches Frequency of flooding:None Frequ ency of pon ciog:Frequent Available water supply, 0 to 60 inches: Moderate(about 0.0 inches) Interpretive groups Land capability classification(irrigateo): None specified Land capability classification(nonirrigateo): 5w Hydrologic Soil Group: BID i.DANatural Resouross Web Soil Survey IUM2025 Consarvatlon Ssrvlca National Cooperative Soil Survey Page 4 of 5 Map Unit Description--Snohoinish County Area.Washington TACOS TECALIT LAN Ecological site: F002XA007WA-Puget Lowlands Wet Hemlock Forest Forage suftabJity group: Wet Soils(G 002XN 1 02WA) Other vegetative classification: Wet Soils(GO 02XN 1 02WA) Hydfic soil rating: Yes Minor Components Norma,drained Percent of map unit:5 percent Landform:Depressions Other vegetative classification:Seasonally Wet Soils (G002XN202WA) Hydfic soif rating: Yes Terric medisaprists,undrained Percent of map unit:5 percent Landform:Depressions Other vegetative classification:Wet Soils(GO 02XN 1 02WA) Hydfic soil rating: Yes Bellingham,undrained Percent of map unit:5 percent Landform:Depressions Other vegetative classification:Wet Soils(GO 02XN 1 02WA) Hydfic soil rating: Yes Data Source Information Soil Survey Area: Snohomish County Area,Washington Survey Area Data: Version 27,Aug 28,2025 i.DANatural Resouross Web Soil Survey 11tM2025 Consarvatlon Ssrvlca National Cooperative Soi19urvey Page 5of 5 Attachment 2 — BMP T5.13 BMP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring(undisturbed)soil and vegetation provide important stormwater functions including:infiltration;nutrient,sediment,and pollutant adsorption;sediment and pollutant biofiltra- tion;water interflow storage and transmission;and pollutant decomposition.These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod.Not only are these important stormwater functions lost,but such landscapes themselves can become pollution generating pervious surfaces due to increased use of pesti- cides,fertilizers and other landscaping and household/industrial chemicals,the concentration of pet wastes,and pollutants that accompany roadside litter. Establishing soil quality and depth can obtain greater stormwater functions in the post-devel- opment landscape and help preserve the plant and soil system more effectively.This type of approach provides a soil/landscape system with adequate depth,permeability,and organic mat- ter to sustain itself and to continue working as an effective stormwater infiltration system. Applications and Limitations Amending soils to establish a minimum soil quality and depth is not the same as preservation of naturally occurring soil and vegetation.However,establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. This BMP can be considered infeasible on till soil slopes greater than 33 percent. 2024 Stormwater Management Manual for Western Washington Volume V-Chapter 12-Page 1053 Figure V-12.1: Planting Bed Cross-Section Mulch 8'r Loose soil with visible dark organic matter 4" ' V� " C Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington,2010,Washington Organic Recycling Council NOT TO SCALE Planting Bed Cross-Section DEPARTMENT OF ECOLOGY State of Washington Revised June2016 2024 Stormwater Management Manual for Western Washington Volume V-Chapter 12-Page 1058 In addition to providing some amount of Flow Control benefit,this BMP also offers the following benefits: • Amended soils can be included in designs for dispersion BMPs(see V-3 Dispersion BMPs) to improve dispersal and absorption of stormwater flows. • This BMP creates a medium for healthy plant growth,reducing the need for fertilizers and pesticides and peak summer irrigation needs(Chollak,n.d.). • This BMP can improve overall site water quality performance by promoting infiltration; increasing cation exchange capacity,pollutant adsorption,and filtration;and buffering soil pH(USDA and USCC,2005). Design Guidelines Organic Matter Soil organic matter can be attained through numerous materials such as compost,composted woody material,biosolids,forest product residuals,or other locally available materials deemed suitable for this application.The materials used must be appropriate and beneficial to the plant cover to be established and must not have an excessive percentage of clay fines. Soil Retention Retain,in an undisturbed state,the duff layer and native topsoil to the maximum extent prac- ticable. In any areas requiring grading,remove and stockpile the duff layer and topsoil on site in a designated,controlled area,not adjacent to public resources and critical areas,to be reapplied to other portions of the site where feasible. Soil Quality All areas subject to clearing and grading that have not been covered by impervious surface,incor- porated into a drainage facility,or engineered as structural fill or slope shall,at project completion, demonstrate the following: 1. A topsoil layer comprised as follows: • Planting Beds:8-10 percent organic content using 3 inches of compost incor- porated to an 8-inch depth or a topsoil mix containing 35-40 percent compost by volume. • Turf areas:3-5 percent organic content using 1.75 inches of compost incorporated to an 8-inch depth or a topsoil mix containing 20-25 percent compost by volume. • pH between 6.0 and 8.0 or a pH appropriate for installed plants. 2. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria.Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers,where feasible. 2024 Stormwater Management Manual for Western Washington Volume V-Chapter 12-Page 1054 3. Mulch planting beds with 2 inches of organic material. 4. Use compost and other materials that meet the following organic content requirements: • The organic content must be met using the compost specification for BMP T7.30: Bioretention,with the exception that the compost may have up to 35%biosolids or manure. • The compost must also have an organic matter content of 40%to 65%,and a carbon to nitrogen ratio below 25:1.The carbon to nitrogen ratio may be as high as 35:1 for plantings composed entirely of plants native to the Puget Sound Lowlands region. The resulting soil should be conducive to the type of vegetation to be established. Implementation Options The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil,and protect from compaction during con- struction. 2. Amend existing site topsoil or subsoil with organic content at the rates given above. 3. Stockpile existing topsoil during grading,and replace it prior to planting.Stockpiled topsoil must also be amended if needed to meet the organic matter or depth requirements as given above. 4. Import topsoil mix of sufficient organic content and depth to meet the requirements. More than one method may be used on different portions of the same site.Soil that already meets the depth and organic matter quality standards,and is not compacted,does not need to be amended. Construction Criteria Protecting and enhancing site soils requires planning and sequencing of construction activities to reduce impacts.The following recommended steps are adapted from the LowlmpactDevel- opment Technical Guidance Manual for Puget Sound(VVSU and PSP,2012)and the Building Soil—A Foundation for Success website(http://www.buildingsoil.org These steps begin with land clearing and grading and continue through end of construction(prior to planting)and after planting is complete: Land Clearing and Grading Phase • Fence all vegetation and soil protection areas prior to first disturbance,and communicate those areas to clearing and grading operators.The root zones of trees that may extend into the grading zone should be protected or cut rather than ripped during grading. • Chip land-clearing debris on-site and reuse as erosion-control cover or stockpile for reuse as mulch at end of project. 2024 Stormwater Management Manual for Western Washington Volume V-Chapter 12-Page 1055 • Stockpile topsoil to be reused with a breathable cover,such as wood chips or landscape fab- ric. • If amended,topsoils will be placed at end of project.Grade 8 to 12 inches below finish grade to allow for placing the topsoil. Construction Phase • Ensure erosion and sediment control BMPs are in place before and modified after grading to protect construction activities.Compost-based BMPs(compost"blankets"for surface, and compost berms or socks for perimeter controls)give a"two-for-one"benefit because the compost can be reused as soil amendment at the end of the project. • Lay out roads and driveways immediately after grading and place rock bases for them as soon as possible.Keep as much construction traffic as possible on the road base,and off open soils.This will improve erosion compliance,reduce soil compaction,and increase site safety by keeping rolling equipment on a firm base. • Protect amended/restored soils from equipment-caused compaction by using steel plates or other BMPs if equipment access is unavoidable across amended soils. • Maintain vegetation and soil protection area barriers and temporary tree root zone pro- tection BMPs throughout construction and ensure that all contractors understand their importance. End of Construction,Soil Preparation Before Planting • Ensure vegetation and soil protection barriers are maintained through the end of con- struction. • Disturbed or graded soil areas that have received vehicle traffic will need to be decom- pacted to a minimum 12-inch depth.This can be done with a cat-mounted ripper or with bucket-mounted ripping teeth. • Amend all disturbed areas with compost or other specified amendments>_8 inches deep by tilling,ripping,or mixing with a bucket loader.Alternatively,place amended stockpiled top- soil or import an amended topsoil.It is good practice to scarify or mix amended soils several inches into the underlying subsoil to enhance infiltration and root penetration.Compost from erosion BMPs(compost blankets,berms,or socks)can be reused as appropriate if immediately followed by planting and mulching so there is no lapse in erosion control. • Amended topsoil can be placed as soon as building exterior work is complete.During this step,vehicles should stay on roads and driveway pads.Compost,soil blends provide good ongoing erosion protection. • Avoid tilling through tree roots—instead use shallow amendment and mulching. • Final preparation for turf areas should include raking rocks,rolling,and possibly placing 1 to 2 inches of sandy loam topsoil before seeding or sodding. 2024 Stormwater Management Manual for Western Washington Volume V-Chapter 12-Page 1056 • Plan for amended soil to settle by placing amended soil slightly higher than desired final grade,or retain or import a smaller amount of amended topsoil to meet final grades adja- cent to hardscape such as sidewalks. • Keep compost,topsoil,and mulch delivery tickets so inspector can verify that quantities and products used match those intended per the design. After Planting and End of Project Phase • Remove protection area barriers,including sediment fences,filter socks,and curb and storm drain barriers.Evaluate trees for stress and need for treatment,such as pruning,root- feeding,mulching etc.Plan to have an arborist on-site,as appropriate. • Mulch all planting beds where soil has been amended and replanted with 2 to 3 inches of arborist wood chip or other specified mulch. • Communicate a landscape management plan to property owners that includes:on-site reuse of organics(e.g.mulch leaves,mulch-mow grass clippings)to maintain soil health; avoiding pesticide use;and minimal organic-based fertilization. Operation and Maintenance Criteria • Establish soil quality and depth toward the end of construction and once established,pro- tect from compaction,such as from large machinery use,and from erosion. • Plant and mulch areas immediately after amending and settling the soil to stabilize the site as soon as possible. • Leave plant debris or its equivalent on the soil surface to replenish organic matter. • Landscape management plans should continually renew organic levels through mulch- mowing on turf areas,allowing fallen leaves to remain on beds,and/or replenishing mulch layers every 1 to 2 years. • Minimize or eliminate use of irrigation,herbicides,pesticides and fertilizers.Landscape management personnel should be trained to minimize chemical inputs,use nontoxic altern- atives,and manage the landscape areas to minimize erosion,recognize soil and plant health problems,and optimize water storage and soil permeability. • Remove weeds as necessary or appropriate through manual removal,tilling and/or rem- ulching. • Protect amended areas from excessive foot traffic and equipment to prevent compaction and erosion. Runoff Model Representation All areas meeting the soil quality and depth design criteria may be entered into approved runoff models as"Pasture"rather than"Lawn/Landscaping". 2024 Stormwater Management Manual for Western Washington Volume V-Chapter 12-Page 1057 Attachment 3 - Construction Site Sediment Damage Potential Western Washington Phase //Stormwater Permit Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. STEP 1 —Sediment/Erosion Sensitive Feature Identification Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; Category I, II, and III wetlands; iv. Marine near-shore habitat; V. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. STEP 2—Hydraulic Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel or ditch. A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: i. Sheet flow through a vegetated area with dense ground cover ii. Flow through a wetland not included as a sensitive feature iii. Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. STEP 3—Construction Site Sediment Transport Potential Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D)and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low _/>100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff. Construction Site Sediment Transport Potential Worksheet A. Existing slope of site (average,weighted by aerial extents Points 2% or less ... >2-5% .............................................................................................. >5-10% ..........................................................................................15 >10-15% ........................................................................................30 >15% .............................................................................................50 B. Site Area to be cleared and/or graded: <5,000 sq.ft...........................................................................................................0 5,000 sq.ft.— 1 acre............................................................................................30 >1 acres...............................................................................................................50 C. Quantity of cut and/or fill on site: <500 cubic yards....................................................................................................0 500—5,000 cubic yards..............................................................................................5 >5,000— 10,000 cubic yards................................................................................ 10 >10,000—20,000 cubic yards..............................................................................25 >20,000 cubic yards.............................................................................................40 D. Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologicsoil group A...........................................................................................0 Hydrologicsoil group B.........................................................................................10 Hydrologicsoil group C ........................................................................................20 Hydrologicsoil group D ........................................................................................40 E. Erosion Potential of predominant soils(Unified Classification System): GW, GP, SW, SPsoils..................................................................................................................0 Dual classifications(GW-GM, GP-GM, GW-GC, GP-GC, SW-SM, SW-SC, SP-SM, SP-SC)...............................................10 GM, GC, SM, SC soils..........................................................................................20 ML, CL, MH, CH soils...........................................................................................40 F. Surface or Groundwater entering site identified and intercepted 1: Yes.........................................................................................................................0 No.........................................................................................................................25 G. Depth of cut or height of fill >10 feet: Yes.......................................................................................................................25 No.................................................................................................................................0 H. Clearing and grading will occur in the wet season (October 1 —May 1): Yes.................50 No.................................................................................................................................0 TOTAL POINTS............................................................................................. 5555 1 If no surface or groundwater enters site, give 0 points. 43 Attachment 4 —Geotechnical Soils Report by MTC 44 MTC Materials Testing & Consulting, Inc. }. Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting c ah'rials Testing&consU160,M September 7, 2018 Paul Woodmansee, owner BYK Construction PO Box 619 Sedro Woolley, WA 98284 Subject: Report of Geotechnical Investigation and Engineering Proposed Site Development—Arlington Mixed-Use 16612 51 st Avenue NE, Arlington, WA MTC Project No.: 18BO54-04 Dear Mr. Woodmansee: This letter transmits our Geotechnical Investigation and Engineering Report for the above-referenced project. Materials Testing & Consulting, Inc. (MTC) performed this geotechnical study in accordance with our Bid for Geotechnical Services, dated July 9, 2018. We would be pleased to continue our role as your geotechnical engineering consultants during the project planning and construction. We also have a keen interest in providing materials testing and special inspection during construction of this project. We will be pleased to meet with you at your convenience to discuss these services. We appreciate the opportunity to provide our geotechnical services to you for this project. If you have any questions regarding this report, or if we can provide assistance with other aspects of the project, please contact me at(360) 755-1990. Respectfully Submitted, MATERIALS TESTING&CONSULTING,INC. Cass Dimitroff, G.I.T. Senior Project Geologist Attachment: Geotechnical Investigation and Engineering Report Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite #5 • Bellingham, WA 98225 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net GEOTECHNICAL INVESTIGATION AND ENGINEERIG REPORT PROPOSED DEVELOPMENT -ARLINGTON MIXED-USE 16612 51 sT AVENUE NE (PARCEL #31052800100900) ARLINGTON, WASHINGTON Prepared for: Paul Woodmansee, owner BYK Construction PO Box 619 Sedro Woolley, WA 98284 Prepared by: E TF A'P $0966 Eye 09-07-2018 Cass Dimitroff, G.I.T. Medhanie Tecle, P.E. Senior Project Geologist Engineering Manager MATERIALS TESTING & CONSULTING, INC. (MTC) 777 Chrysler Drive MTC Burlington, Washington 98233 Phone: (360) 755-1990 Fax: (360) 755-1980 September 7, 2018 MTC Project Number: 18BO54-04 trials Testing&Constl�t+°� Copyright 2018 Materials Testing & Consulting, Inc. All Rights Reserved ii Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Table of Contents 1.0 INTRODUCTION...............................................................................................................1 1.1 GENERAL......................................................................................................................................................1 1.2 PROJECT DESCRIPTION.............................................................................................................................1 1.3 PURPOSE AND SCOPE OF SERVICES......................................................................................................1 2.0 SITE EXPLORATION AND LABORATORY TESTING................................................3 2.1 SITE EXPLORATION...................................................................................................................................3 2.2 LABORATORY TESTING............................................................................................................................4 3.0 EXISTING SITE CONDITIONS........................................................................................5 3.1 SURFACE DESCRIPTION............................................................................................................................5 3.2 AREA GEOLOGY.........................................................................................................................................7 3.3 SOIL CONDITIONS......................................................................................................................................7 3.4 SURFACE WATER AND GROUNDWATER CONDITIONS.....................................................................9 4.0 KEY GEOTECHNICAL CONSIDERATIONS................................................................10 4.1 GENERAL SITE SOIL CONDITIONS.......................................................................................................10 4.2 SCOPE OF SITE GRADING.......................................................................................................................10 4.3 TEMPORARY EXCAVATION CUT SLOPES,SHORING,AND DEWATERING.................................10 5.0 DESIGN RECOMMENDATIONS...................................................................................12 5.1 FOUNDATION FEASIBILITY...................................................................................................................12 5.2 FOUNDATION RECOMMENDATIONS...................................................................................................13 5.3 SLAB-ON-GRADE FLOOR CONSTRUCTION.........................................................................................15 5.4 SEISMIC DESIGN PARAMETERS AND LIQUEFACTION POTENTIAL.............................................17 5.5 INFILTRATION RATE DETERMINATION..............................................................................................17 6.0 CONSTRUCTION RECOMMENDATIONS...................................................................21 6.1 EARTHWORK.............................................................................................................................................21 6.1.1 Excavation...........................................................................................................................................21 6.1.2 Subgrade Evaluation and Preparation..................................................................................................21 6.1.3 Site Preparation,Erosion Control and Wet Weather Construction......................................................21 6.2 STRUCTURAL FILL MATERIALS AND COMPACTION......................................................................22 6.2.1 Materials..............................................................................................................................................22 6.2.2 Placement and Compaction.................................................................................................................23 6.3 TEMPORARY EXCAVATIONS AND SLOPES........................................................................................23 6.4 PERMANENT SLOPES...............................................................................................................................24 6.5 UTILITY TRENCHES AND EXCAVATIONS..........................................................................................24 7.0 ADDITIONAL RECOMMENDED SERVICES..............................................................25 8.0 LIMITATIONS..................................................................................................................26 Appendix A. SITE LOCATIONAND VICINITY......................................................................27 Appendix B. SITE MAP AND EXPLORATIONLOCATIONS.................................................28 AppendixC. EXPLORATIONLOGS.......................................................................................29 Appendix D. LABORATORY TEST RESULTS.........................................................................42 iii Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 1.0 INTRODUCTION 1.1 GENERAL This report presents the findings and recommendations of Materials Testing & Consulting, Inc.'s (MTC) geotechnical investigation conducted for design and construction of the proposed mixed-use development at the subject property. The project site is located at a single-parcel, 20-acre property, currently used for agricultural and rural residential use at the address of 16612 51 st Avenue NE, in Arlington, Washington, on the west side of the road. The location vicinity and an aerial photo site plan of the project site are shown in Figures 1 and 2 of Appendix A. 1.2 PROJECT DESCRIPTION We understand the project consists of a comprehensive development of the property to include multiple 2,000 SF to 10,000 SF commercial and retail buildings, several 4-story multi-family housing units, and associated exterior improvements. Exterior improvements are proposed to consist of two new road lanes, parking lots for all building locations, courtyard spaces, open-space parks, and numerous LID stormwater facilities. Preliminary plans consider stormwater facilities within multiple open spaces between proposed building locations and parking lots. Construction of multi-family units and commercial/retail building are assumed to employ slab-on-grade or elevated floors and shallow spread or perimeter foundations to support typical residential and commercial loads near present grade. MTC understands that existing grade of the property is roughly equivalent to planned final grade. The project is in the pre-design process by the owner, and we understand that all project layout and design details are subject to change. MTC should be allowed to review the final plans and specifications for the project to ensure that the recommendations presented herein are appropriate. Recommendations and conclusions presented by this report will need to be evaluated and/or expanded upon when final project plans and specifications are determined. 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to explore surface and subsurface conditions at the site and provide geotechnical recommendations for design and construction of the proposed site development. Geotechnical aspects related to residential and commercial construction are addressed in general accordance with applicable building codes and industry standard practices. MTC has performed the concurrent infiltration feasibility assessment in accordance with site characterization guidelines presented in the Washington Department of Ecology Stormwater Management Manual for Western Washington, 2012 edition (SMMWW, 2012). A summary of MTC's findings, interpretations, and recommendations are provided herein for the client's planning and design of on-site infiltration facilities 1 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 and general site development. Our scope of services was consistent with that presented in our BID for Geotechnical Engineering Services, dated July 9, 2018. 2 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 2.0 SITE EXPLORATION AND LABORATORY TESTING 2.1 SITE EXPLORATION Our site exploration activities were performed on July 16th, 17th, and 30th of 2018 and involved directing and logging of eight (8) geotechnical test pits (TPs) excavated within the proposed buildings' footprints and other development areas to a maximum depth of approximately 7.9 feet below present grade (BPG), in general accordance with the project proposal. In addition, three (3) supplemental Wildcat Dynamic Cone Penetrometer (DCP) tests were performed to help characterize site conditions and correlate soil consistencies with test pit stratigraphic observations. Exploration locations were selected via correspondence with the project team to provide optimal coverage of the project site in consideration for development as access and surface conditions allowed. Test pits were excavated until abandoned due strong groundwater flow near planned depths and/or maximum machine reach. DCP tests were advanced until reaching practical refusal with hand-operated equipment. In addition, four (4) groundwater monitoring wells were constructed in accordance with the project proposal, located near select test pits throughout the property. Test pit locations were arranged in a general grid pattern to gain optimum coverage of the site while maintaining a feasibility level of testing due to uncertainties of building and facility locations in the initial development planning stages. Test pits TP-1 and TP-2 were excavated within the eastern quarter of the property and were spaced approximately 200 feet apart, N-S. Test pits TP-3 and TP-4 were excavated near the east-central quarter of the project site, directly north of the existing residence, and were spaced approximately 150 feet apart. TP-5 and TP-6 were excavated approximately 200 feet west of TP-3 and TP-4, respectively, within the west-central quarter of the property. TP-7 and TP-8 were excavated on the western quarter of the property, spaced approximately 200 feet apart and 150 feet east of the western property boundary. Groundwater monitoring wells were installed during the same day and following day of test pit excavations. DCP-1 was advanced near the central point between the four eastern test pits, TP-I through TP-4. DCP-2 was similarly advanced near the center point of the four central test pits, TP-3 through TP-6, near the center of the property. DCP-3 was advanced near the center point of the four western test pits TP-5 through TP-8, in the western third of the property. Monitoring wells MW-1, MW-2, MW-3, and MW-4 were constructed directly adjacent to test pit locations TP-1, TP-3, TP-5, and TP-7, respectively. Monitoring wells were constructed by augering holes near test pit locations with a 9-inch diameter auger to depths ranging from 5.0 to 6.0 feet, below observed groundwater levels per project civil engineer's instruction. Well bodies were constructed of 2- inch diameter PVC pipe with a 3-foot lower screen and screen cap at the base and a solid upper portion. Following installation of well bodies, auger holes were backfilled with screen rock in the lower 3 feet of the boring, then soil tailings up to within 1-foot of the surface, and finally capped with bentonite chips at the surface. Monitoring wells were not developed during the time of construction and may be developed 3 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 at the request of the client. Exploration locations are shown on Figure 2 of Appendix B. Additional information on the site exploration program is provided with our exploration logs in Appendix C of this report. 2.2 LABORATORY TESTING Laboratory tests were performed on selected soil samples in accordance with ASTM standards to determine index and engineering properties of the site soils. Tests included supplementary soil classification and grain-size distribution analysis via sieve and hydrometer methods. Laboratory test results are presented on test reports included in Appendix D. 4 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 3.0 EXISTING SITE CONDITIONS 3.1 SURFACE DESCRIPTION The project site is located on a large 20-acre agricultural lot on the west side of 51s' Avenue NE at the street address of 16612. Surrounding the site vicinity are similar scale agricultural lands as well as commercial and residential properties. On the south side of the property is an agricultural lot comprised of approximately 10 acres followed by the Emerald Springs RV Park farther to the south. North of the property is the chicken farm and food product supplier of National Food Corporation. To the east of the property, across 51"Avenue NE, is a large auto auction and auto parts salvage yard. On the west side of the property is a similar-scale agricultural land used primarily for hay production. The site is generally flat with no observable slopes but some small changes in surface grade. The majority of site surface is covered by rough grass that is seasonally cut and harvested for hay. The property entrance is located along the southern boundary of the property, with a gravel road leading from 51 st Avenue NE into the south-center of the site. The southern gravel access road leads to a single-family residence and associated barn structure and out- buildings located near the south-central portion of the property. The barn is a fully enclosed, metal-side and wood-framed structure while the out-buildings are typically small sheds and covered storage areas. During the time of our visit, an abundance of agricultural machinery and supplies were stored within the barn and out-building areas. Some trees and larger vegetation were observed near the south-central portion of the site, surrounding the single-family residence and associated structures. However, the majority of the project site interior was void of large vegetation and was dominated by harvested grass fields. Within the site, the proposed building area is approximately level and presently covered by grass and gravel surfaces. Grades remain approximately level in all cardinal directions within the project site and extending outwards from the property. MTC understands the development will encompass the predominant majority of the project site. 5 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 TP-6 r r � l r i TP-7 Photo A: Looking east from southwest part of lot. Test locations TP-6 (top) and TP-7 (bottom) are shown. TP-7 TP-6 I :. .:;•,4 �4,, •.-, .,: :...;.;. •_. ,;,: - �: ,. .. ; 'icy ti�.��_ .;� . r Photo B: Looking to south from the northwest corner of the lot. Test location TP-8 in progress with locations of TP-6 and TP-7 in the background at the southern property boundary. 6 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 3.2 AREA GEOLOGY The Geologic Map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington, 1:24,000 scale, (Minard, 1985) published by the U.S. Geologic Survey (USGS), maps the site and vicinity as Unit QvrmMarysville Sand Member of Recessional Outwash of the Vashon Drift of the Fraser Glaciation. The unit is described as well-drained, massive to stratified outwash sand, some gravel, and occasional beds of silt and clay. Sediments were deposited from melt water flowing south from the receding Vashon Glacier. Deposit thickness ranges from one meter to about 30 meters. Glacial till borders this deposit on both the east and west sides and is thought to underlie much of the deposit(Minard, 1985). The USDA NRCS Web Soil Survey maps the majority project area as Custer Fine Sandy Loam and a small portion of the southeast corner of the site as Norma Loam. The Custer Fine Sandy Loam (0 to 2 percent slopes) soil unit is formed on outwash plains from glacial outwash sediments. Typical profile consists of fine sandy loam to 9 inches, followed by sand to 60 inches or more. The map unit is poorly drained, has a moderately high capacity to transmit water, and the depth to the seasonal high-water table is listed as shallow as 0 to 12 inches. It is interpreted as having seasonally wet soil conditions and is classified as Hydrologic Soil Group C/D due to high seasonal groundwater. The Norma Loam (0 to 3 percent slopes) soil unit is formed in depressions and drainageways with a parent material of alluvium. A typical soil profile for this unit consists of ashy loam to a depth of 10 inches followed by sandy loam to 60 inches or greater. The Norma Loam is also poorly drained, has a moderately high to high capacity to transmit water, and has the seasonally perched groundwater level at the ground surface. It is interpreted as having seasonally wet soils and is classified as Hydrologic Soil Group B/D due to high seasonal groundwater. Native soil conditions encountered in the field consist primarily of well to poorly stratified sands to silty sands and some gravels. Glacial Till (Qgt) deposits are expected to exist at depth below the Qvrm deposits based on our interpretations of the area geology sources but were not encountered in this study by maximum depth explored. Soils explored with the subject property generally correspond with available geologic resources mapped for the vicinity. 3.3 SOIL CONDITIONS A general characterization of on-site soil units encountered during our exploration is presented below. The exploration logs in Appendix C present details of soils encountered at each exploration location. The on-site soils are generally characterized as follows in stratigraphic order to depth: 7 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 • Topsoil—Sandy Silt (OL-ML): Topsoil deposits were encountered at all test pit locations to a depth of approximately 1 foot. Topsoil consisted typically of dark brown silt with some sand and local trace gravel content and high organic content, damp, and soft to medium stiff in consistency. • Upper Fine-grained Deposits—Silty Sand to Sand with Silt(SM, SM-SP): Native shallow fine-grained deposits were encountered test pit locations TP-1, TP-3, TP-4, and TP-7. Upper soils directly underlying topsoil typically consisted of light to medium brown silty sand to sand with silt, fine- to medium-grained with varying low levels of gravel and exhibiting moderate orange mottling changing with depth as described below. Shallow soils were generally damp and medium dense, as confirmed by adjacent DCP testing. At TP-1, silt-rich horizons were observed within the upper soils. Trace organics (roots) were present roughly within the upper 0.5 feet below the topsoil deposits. Total thickness of the upper outwash deposits was around 0.8 to 1.0 feet, extending to about 2.0 feet BPG on average. Contact with underlying deposits was, in most cases, gradational and non- distinct. • Lower Outwash Deposits—Sand to Sand with Silt(SP): Lower soils correlated with regional glacial outwash sand deposits (Qvrm) were encountered at all test pits from roughly 1.5 to 2.0 feet BPG to maximum depth explored. At all locations, the deposits consisted of medium- to coarse-grained sand with some to minor fines and gravel. From the upper contact to the maximum depth explored, the soil was variably medium dense to dense, as confirmed by DCP testing. Some variation in content and grain size was noted; most notably, soils at TP-6 were slightly more silt-rich versus other test pit locations. These variations are attributed to the complex fluvial depositional environment of glacial outwash sediments. Deposits were typically medium grey and wet to saturated with depth. Heavy seepage was observed at all excavations between 4.0 to 5.0 feet BPG, corresponding roughly with present seasonally elevated groundwater level. Test pits were terminated within this unit due to pit sidewall collapse and groundwater seepage inundation. 8 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04i Tops Upper depos fine- grained ` ww >ir Lower Outwash �.' osits p ' Photo C: Soil stratigraphy as observed at test pit TP-1. Note upper mottling in fine-grained deposits decreasing in intensity with depth, and groundwater seepage within lower outwash unit. 3.4 SURFACE WATER AND GROUNDWATER CONDITIONS No natural surface water features are present within the close project vicinity. The closest major surface water features are the Gissberg Twin Lakes, approximately 1.1 miles to the southwest of the project site. The groundwater table at the time of the field investigation was measured between 4.0 and 5.0 feet BPG at all test pit excavations after allowing water levels to stabilize in the open pits for a timeframe of approximately 1 to 2 hours. Moderate mottling and staining was commonly present within the upper outwash soils from about 2.5 to 3.0 feet BPG. Shallow scattered mottling observed in upper fine- grained soils are likely due to downward infiltration of surface water. The predominantly gray soil color below an average of 3.5 feet BPG suggests these soils are inundated by groundwater for a majority of the year. Given the timeframe of the explorations in mid-summer, dry season, conditions are assumed to be typical for the dry season, and observed levels at the date of field work do not portray actual peak levels. During MTC's site visit groundwater monitoring wells were constructed according to our proposed services. Our current scope of work did not include the development and observation of monitoring wells. At the request of the client, MTC can perform additional services for monitoring of groundwater elevations during wet season months to verify actual seasonal groundwater conditions. 9 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 4.0 KEY GEOTECHNICAL CONSIDERATIONS This section discusses significant geotechnical issues that must be addressed in project planning and design and forms the basis for the geotechnical engineering design recommendations presented in Section 5.0 and construction recommendations presented in Section 6.0. 4.1 GENERAL SITE SOIL CONDITIONS The results of MTC's investigation indicate shallow soil conditions at the proposed building area beneath native topsoils consist of cover soils derived from Pleistocene-age Glacial Outwash (Qvrm), composed typically of medium dense silty sand and localized sand with silt or sandy silt extending to roughly 1.5 to 2.0 feet BPG in half of the test pit locations (TP-1, TP-3, TP-4, and TP-7) with no obvious control on local occurrences. Coarse-grained soils consisting of predominantly medium dense to dense sands with variable gravel content and some to minor fines were encountered at all locations below the local upper finer soils or directly beneath topsoils in other test pit locations to maximum depths explored, correlating closely with regionally mapped outwash deposits. Cover soils were typically soft to stiff, organic-rich topsoils. Depth to typically medium dense sandy soil layers was approximately 1.0 feet BPG at test locations. Soils remained variably medium dense to dense throughout the maximum depths explored of 12.5 to 13.0 feet BPG. The relatively shallow depth of topsoils on the site, lack of thick uncontrolled fills, and general absence of unsuitably loose or soft soils at anticipated subgrade levels indicates that traditional shallow preparation and construction methods are generally feasible for the proposed project and site conditions. On-site infiltration also appears suitable, with no obvious restrictive conditions encountered and sandy soils available at likely facility depths. Although, the shallow depth to estimated winter groundwater levels poses a particular challenge for stormwater design and will impact earthwork construction practices if undertaken in the wet season. 4.2 SCOPE OF SITE GRADING A grading plan was not available to MTC at the time of this report. However, based on our discussions with the client, this study assumes finished site grade will approximate current grade. Therefore, depths referred to in this report are considered roughly equivalent to final depths. 4.3 TEMPORARY EXCAVATION CUT SLOPES, SHORING,AND DEWATERING Plans for excavation including temporary cut slopes and proposed shoring methods were not available to MTC at the time of report production. Based on the client's project descriptions, general excavations for buildings and exterior constructions are anticipated to be shallow. If deeper excavations are left open and require worker entry, repealed cut slopes and/or shoring and dewatering will likely be needed due to the non-cohesive and saturated nature of site soils. Section 6.3 of this report provides general 10 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 recommendations for treatment of temporary excavations. MTC can provide further consultation, design, and evaluation services for cut slopes if desired prior to and during construction. If shoring is required beyond typical OSHA standards, MTC can provide geotechnical engineering services for shoring design upon request. Extensive dewatering efforts will be necessary for deeper confined excavations throughout the year if required. If earthwork occurs in the winter or spring season, major dewatering efforts may also be required for shallow groundwork (foundation preparations, shallow utilities, etc.). Groundwater was observed during our site investigation completed during the dry summer months at all test pit locations at depths as shallow as 4.0 feet BPG, and peak levels may be within 2.0 to 3.0 feet of the surface based on mottling patterns. General recommendations for site preparation and wet weather construction are addressed in section 6.1.3 of this report. However, it should be noted that this study did not include a hydrogeologic evaluation necessary for accurate appraisal of site flow conditions or volume estimates and is only generally suitable for planning and design of dewatering methods. If groundwork is expected to encounter the water table as based on the results of this investigation and the proposed final design, we recommend a dewatering plan be devised prior to construction and additional investigation and/or engineering be conducted in support of a comprehensive dewatering plan. 11 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 5.0 DESIGN RECOMMENDATIONS 5.1 FOUNDATION FEASIBILITY Two requirements must be fulfilled in the design of foundations. First, the load must be less than the ultimate bearing capacity of the foundation soils to maintain stability; and secondly, the differential settlement must not exceed an amount that will produce adverse behavior of the structure. The allowable settlement is usually exceeded before bearing capacity considerations become important; thus, the allowable bearing pressure is normally controlled by settlement considerations including differential settlement. Excess settlement due to adverse soil conditions may be a result of shallow or deep soils, or a combination of both. Considering the medium dense to dense glacial outwash deposits encountered to termination depth via DCP testing as well as the scale of proposed improvements, the site does not appear susceptible to potential deep settlement from loose or soft soils or liquefaction-induced settlement after development. Therefore, MTC has not recommended further scope of exploration work and analysis towards deep settlement potential or liquefaction hazard at this time. Soil conditions at the site consist of organic-rich topsoil cover with underlying glacial outwash silty sands to sands to the maximum extents explored. Native soils appear generally suitable for bearing support of shallow foundation elements, utilizing the design criteria cited in Section 5.2 below. We recommend avoiding placing footing elements within or over existing topsoil (present to about 1.0 feet BPG on average), or above uncontrolled fills or disturbed native soils if encountered locally, due to the potential for subgrade variability and risk of shallow settlement. All organic-rich topsoil and unsuitably loose or soft upper soils should be removed down to prescribed native subgrade prior to placement of foundation elements. Foundation design specifications were not available at the time of this report. MTC assumes that the buildings will employ continuous perimeter and/or spread footings and a slab-on-grade floor. Finished grade is assumed to be similar to existing grade; therefore, shallow conditions of the existing site soil are relevant to slab-on-grade construction. Soils at likely footings subgrade level generally consist of medium dense silty sand to sand appearing suitable as bearing soils. Locally loose or soft silty soils may be present at specific foundation locations and depths, based on the variations observed; therefore, some site preparation efforts toward recompaction or overexcavation and replacement of unsuitable subgrade with structural fill should be anticipated. It is the opinion of MTC that a shallow foundation is suitable for use assuming the recommendations provided below are followed for foundation design, site preparations, and construction methods. MTC recommends that we be contacted to review plans relating to foundation design and site preparations, to ensure they are consistent with the content and intent of recommendations provided herein. 12 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 5.2 FOUNDATION RECOMMENDATIONS MTC recommends foundations be placed on suitably medium dense undisturbed native sandy soils, or on imported structural fill installed over suitable native soils where raising grade is required. Since the native soils may be locally loose at shallow depths or disturbed during excavations and grading, MTC recommends compacting the existing subgrade at structural locations after preparation to proposed subgrade level but prior to fill placement or proceeding with footings and slab-on-grade construction. Assuming site preparation is completed as described above,we recommend the following: Allowable Soil Bearing Capacity: 2,000 pounds per square foot (psf) for footings placed directly on a suitably medium dense shallow subgrade of native silty sand to sand, or on compacted structural fill placed over these soils per the recommendations presented herein for Structural Fill Materials and Compaction. Soils must be verified as suitably firm and free of organic material at subgrade level. If a higher bearing capacity is required for building foundation design, an allowable bearing capacity of 2,500 psf can be used for foundations placed over a minimum of 18" of compacted structural fill over the conditions stated above. Note: If structural fill is placed below foundations,fill should extend a minimum distance past each edge of the footing equal to the depth of structural fill placed below the footing. For example, for a 2-foot wide perimeter footing, fill placed to 1.0 feet below footing grade will require a total fill width of 4.0 feet (1 feet each side plus 2-foot width offooting). The allowable bearing capacity may be increased by 1/3 for transient loading due to wind and seismic events. Minimum Footing Depth: For a shallow perimeter and spread footing system, all exterior footings shall be embedded a minimum of 18 inches and all interior footings shall be embedded a minimum of 12 inches below the lowest adjacent finished grade, but not less than the depth required by design. However, all footings must penetrate to the prescribed bearing stratum cited above, and no footing should be founded in or above organic or loose soils or non-verified fills. Minimum Footing Width: Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2012 (or current) minimum requirements, whichever is greater. For a shallow perimeter and spread footing system, continuous strip footings should be a minimum of 16 inches wide and interior or isolated column footings should be a minimum of 24 inches wide. 13 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 • Estimated Settlements: We estimate that the maximum settlements will be on the order of 1 inch, or less, with a differential settlement of%2 inch, or less, over 50 linear feet. Settlement is anticipated to occur primarily when the load is applied during construction. • Lateral Load Resistance: Lateral loads can be resisted by passive pressure against buried portions of the foundation elements and sliding resistance along its base. We recommend an allowable lateral pressure equal to that generated by a fluid with an equivalent unit weight of 200 pcf EFW. This value assumes foundations are backfilled with structural fill and includes a factor of safety of two. Alternatively, for foundations placed directly against intact native sand soils, an allowable lateral pressure of 150 pcf is recommended. The upper 18 inches of soil should be ignored unless the area is paved or covered with concrete, due to soil softening associated with freeze/thaw. Sliding resistance between the native coarse-grained subgrade and concrete foundation base should be evaluated using an allowable coefficient of friction of 0.25. This value assumes concrete placed directly on the subgrade and includes a factor of safety of 1.5. Alternatively, where structural fill is planned to be placed beneath footings, an allowable coefficient of friction of 0.35 may be applied. • Footing Drains: Due to the potential for shallow seasonal water conditions near assumed footing grades, MTC recommends exterior foundations employ footing drains to help maintain an unsaturated subgrade. MTC recommends footing drains employ 4-inch minimum perforated pipe. Footing drains shall be backfilled with free-draining material (as specified below for wall drainage) wrapped in filter fabric. Footing drains should be tightlined separately from roof drains to a catch basin system or to a suitable permanent discharge point at least 10 feet from the structure. A schematic illustration of a typical footing drain is shown below. Foundation Backfill: Interior Floor Slab Impervious Upper 1 foot Final grading per project specifications Stem Wall . . . . . . . . . . . . . • .,' k ; ;.Z r r•r•r•r•r•r �•�•�•�•�•�•�•�• Filter Fabric Wrap r•r•r•r•r•r•r• r•r•r•r•r•r•r• ..• • • • • •.•�•�•�•�•. Free-draining Rock rrrrrrr • ti ti ti.ti.ti.ti.ti.ti. • •,r•,r•,r•,••,r•,r•r ••1.1• I�1 �. f•: }rti•�r�r •;�- �; :::. ti. 4-inch Diameter Perforated Pipe Footing "r. r.• (graded to drain by gravity) 14 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 5.3 SLAB-ON-GRADE FLOOR CONSTRUCTION MTC understands a slab-on-grade floor will be constructed for the building interior. No details on slab loading conditions were provided at the time of this study. We assume the floor will be subject to light loading from foot traffic as well as light commercial or warehouse use. Some areas may be subject to differential loading or concentrated loads from material storage, vehicles, and machinery/equipment. Therefore, design and construction of the slab to support the anticipated use and counteract the potential for cracking due to differential settlement is of concern. We recommend the following activities and parameters for slab-on-grade design and construction intended to provide reinforcement against shallow soil variations and potential adverse effects of differential settlement. For the purpose of this report, we assume finished slab grade will be similar to or marginally above present grade for the below recommendations. If floor grades are planned to be substantially raised or lowered from existing grade, MTC should be contacted to confirm or provide revised or alternative recommendations based on a greater extent of site preparations. The below activities and parameters are recommended for slab-on-grade floor construction: • Slab Subgrade Preparations: Any existing uncontrolled fills as well as unsuitably soft, organic, or disturbed soils should be removed from beneath floor slab areas if encountered. Existing silty sand to sand soils of firm quality are suitable to remain below slab-on-grade interiors and exterior flatworks, assuming soils are verified as firm and unyielding during construction. Local areas of excessively soft or loose subgrade will require additional overexcavation and replacement with structural fill where encountered during slab preparations. After stripping and prior to commencing slab construction, the native soil should be recompacted to establish a stable and even sandy subgrade. • Base Pad: A 12-inch minimum section of structural fill base is recommended to be installed beneath the floor slab to ensure a stable pad and adequate slab support over varying shallow conditions. Base pad material may consist of gravel borrow, as recommended herein for general structural fill application, or approved equivalent. As noted below, capillary break material can account for a portion of the section if composed of compacted angular material approved as structural fill. • Subgrade Modulus: A Subgrade Modulus (k) of 150 pci is recommended for use in design of interior slab-on-grade floors constructed over the prescribed base pad atop medium dense silty sand subgrade. This is assuming the slab will be placed over an angular rock capillary break as recommended below installed and compacted over verified suitable subgrade conditions. 15 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 • Proof Roll: Prior to placement of capillary break material and slab construction, the proposed slab subgrade shall be proof-rolled to confirm no soft or deflecting areas are present. This is to ensure the existing base is evenly prepared and adequate for support of the slab. MTC recommends that we be contacted for observation of the proof roll and final visual confirmation of prepared base suitability. Areas of excessive rutting, pumping, or yielding shall be excavated and backfilled with new structural fill as described herein. • Capillary Break: A capillary break is recommended to help maintain a dry slab floor and reduce the potential for floor damage resulting from shallow water inundation. To provide a capillary moisture break, a 6-inch thick, properly compacted granular mat consisting of open-graded, free-draining angular aggregate is recommended below floor slabs. To provide additional slab structural support, or to substitute for a structural fill base pad where specified, MTC recommends the capillary break should consist of crushed rock all passing the 1-inch sieve and no more than 3 percent (by weight)passing the U.S.No. #4 sieve, compacted in accordance with Section 6.2.2 below. • Vapor Barrier: A vapor retarding membrane such as 10 mil polyethylene film should be placed beneath all floor slabs to prevent transmission of moisture through the slab where floor coverings may be affected. Care should be taken during construction not to puncture or damage the vapor retarding membrane. To protect the membrane, a layer of sand no more than 2 inches thick may be placed over the membrane if desired. • Structural Design Considerations: For areas subject to heavy storage, large industrialized equipment, or large vehicle parking/access, we recommend these slabs be designed for increased rigidity and self-support in order to help counteract the increased potential for differential settlement under loading. MTC suggests at least a minimum concrete structural section of 6.0 inches be employed, or as specified by the project structural engineer or architect. It is generally recommended that floor slabs and annular exterior concrete paving subject to large loads or vehicular loading be designed to incorporate reinforcing to help span localized areas of variable soils and eliminate potential cracking. In addition, these areas may call for additional structural fill base to be placed for greater support. We understand design and specifications of slabs and consideration of their loading requirements will be assessed by the project engineer. MTC recommends that we be contacted to review specifications for heavy load or traffic areas if present, and to provide additional recommendations appropriate to the type and magnitude of loading. 16 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 5.4 SEISMIC DESIGN PARAMETERS AND LIQUEFACTION POTENTIAL According to the Liquefaction Susceptibility Map of Snohomish County, Washington and the accompanying Seismic Site Class Map (Palmer et al., 2004), the site vicinity is identified as having a low to moderate liquefaction susceptibility. Liquefaction is a phenomenon associated with a subsurface profile of relatively loose, cohesionless soils saturated by groundwater. Under seismic shaking the pore pressure can exceed the soil's shear resistance and the soil `liquefies', which may result in excessive settlements that are damaging to structures and disruptive to exterior improvements. The accompanying Seismic Site Class Map (Palmer et al., 2004) classifies the project area as Site Class D to E, representing a relatively moderate to high potential for increased amplitude of ground shaking during a seismic event. Based on the results of site explorations, MTC interprets the site to have a relatively low to moderate risk of liquefaction due to the prevalence of medium dense sand deposits. This determination is based on the encountered subsurface conditions to maximum depths explored as reported herein, which concurs with map designations. The USGS Seismic Design Map Tool was used to determine site-specific seismic design coefficients and spectral response accelerations for the project site assuming design Site Class D, representing a subsurface profile (upper 100 feet) of generally dense or stiff soil conditions. Parameters in Table 1 were calculated using 2008 USGS hazard data and 2012/2015 International Building Code standards: Table 1. Seismic Design Parameters—Site Class D I Mapped Acceleration Parameters (MCE horizontal) Ss 1.081 Si 0.421 Site Coefficient Values Fa 1. Fv 1.579579 Calculated Peak SRA SMs 1.154 SMi 0.665 I Design Peak SRA (2/3 of peak) Sns 0.770 Sni 0.444 Seismic Design Category— Short Period(0.2 Second)Acceleration D Seismic Design Category— 1-Second Period Acceleration D 5.5 INFILTRATION RATE DETERMINATION Gradation Analysis Method&Results During test pit excavations, MTC collected representative samples of soil horizons among potential infiltration strata at likely infiltration facility areas and depths. No potential target depths were prescribed prior to field work, but depths of interest were assumed to range from about 1 to 4 feet BPG, with refinement of the design locations and depths to follow the results of this study. Laboratory gradation analyses were completed including sieve and hydrometer tests for stormwater design 17 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 characterization and rate determination to supplement field observations. Results of laboratory testing in terms of rate calculation are summarized below. Laboratory results were interpreted to recommended hydraulic conductivity (Ksat) values in accordance with methods of the Washington State Department of Ecology Stormwater Management Manual for Western Washington (SMMWW), 2012. Standard correction factors were applied as noted in the reference documents. Data and Ksat values are summarized in Table 1. Gradation results were applied to the Massmann (2003) equation (1) to calculate Ksat representing the initial saturated hydraulic conductivity, as described in the 2012 DOE SMMWW Volume I113.3.6.3. (1) 1og10(Ksat) _ -1.57 + 1.90*D10 +0.015*D60 - 0.013*D90 - 2.08*ff Table 1 reports for each sample the input laboratory values and calculated Ksat. Corrected Ksat values presented below are a product of the initial Ksat and correction factor CFT. For a generalized design situation, we have applied a conservative site variability factor of CFv = 0.33 along with typical values of CFt=0.4 (for the Grain Size Method) and CFm= 0.9 (assuming standard influent control). (2) CFT= CFvxCFtx Urn=0.33 x 0.4 x 0.9 = 0.11 Table 1. Results of Massmann Analysis TP# Depth USCS D10 D60 D90 Ff(%) Ksat Corrected Ksat (BPG) (inches/hour) (inches hour) 1 1.3 SM 0.022 0.305 1.1611 28.5 10.47 1.15 1 2.2 SP 0.154 0.411 1.673 6.5 52.88 5.82 2 2.0 SP 0.09 0.389 1.774 8.3 36.53 4.02 4 1.8 SM 0.02 0.158 0.407 50.0 3.77 0.41 4 4.0 SP 0.147 0.38 1.883 3.8 57.94 6.37 5 2.0 SP 0.165 1.147 6.845 3.9 55.22 6.07 6 3.1 SP 0.138 0.348 1.327 2.4 60.49 6.65 8 4.0 SP 0.086 1.094 7.814 9.4 29.12 3.20 Facility Design Discussion and Rates MTC understands the locations and proposed design of infiltration systems are undergoing planning at this time, and the intent of this report is to provide general soil design parameters and depth to seasonal high groundwater. Based on conceptual plans and discussion with the civil engineer, and subsurface conditions found during this study, the system is anticipated to consist of smaller facilities placed 18 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 throughout the property at relatively shallow depths. Due to shallow groundwater restrictions, we understand that shallow bio Swale or other LID stormwater features are most likely to be employed. No other design information was available at the time of this report. Grain Size analysis methods based on the SMMWW 2012 standard calculation criteria and using a conservative site variability factor yielded Corrected Ksat values ranging from about 3.2 to 6.7 inches per hour corresponding to typical native sandy soils typically found beneath topsoil or thin fine-grained units and beginning at approximately 1.0 to 2.0 feet BPG extending to the maximum depths explored. Locally, a relatively lower permeability lens was present at TP-1, TP-3, TP-4, and TP-7 directly below topsoils, which yielded a value of 0.41 to 1.15 inches per hour. These fine-grained soils were locally observed with no obvious control of location but were relatively thin where observed. Based on direct soil observations and lab results, fines content generally decreases and infiltration potential general increases with depth. For a general design application of potential shallow infiltration facilities with final locations and depths to be determined, we recommend a maximum design Ksat value of 5.0 inches/hour. This value represents calculated Ksat values within sandy native deposits found throughout the site either below topsoils or thin fine-grained lenses. However as noted above, shallow seasonal groundwater presence will limit the depth of infiltration facilities. With this limitation, fine- grained lenses, if found in facility locations will likely need to be removed as deepening facilities is not an option. The derived rate is meant to provide a general characterization of subsurface transmission potential for the designer's consideration, but is not necessarily intended to be applied as a final infiltration rate for facilities of an undetermined location and depth or for facilities of larger size/volume. We recommend that further investigation be performed in the location of final facility design either prior to or during construction to confirm adequate soil parameters of facility design. MTC recommends the facility designer review the assumed correction factors per reference literature to ensure applicability with the proposed development, level of anticipated controls, and long-term maintenance plan. The designer may make reasonable adjustments to correction factors and the resulting design values based on these criteria to ensure design and operational intent is met. Use or adjustment of this rate for design should take into account limiting site factors, namely the potential for shallow seasonal groundwater. It may be needed to reduce the application rate to limit groundwater mounding below the facility. Final design approval may require assessment of mounding potential. The project may be eligible for an increase in design rate if Pilot Infiltration Testing (PIT) methods are conducted, which is considered generally more reliable as a confirmation of actual field conditions and therefore can be applied less conservatively. It is our opinion that grain size analysis methods should be suitable for general design use at this site, in accordance with DoE SMMWW 2012 requirements, given 19 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 that native soils are not considered to be compacted by prior development or consolidated by glacial ice, and were observed to be relatively uniform with no significant cementation or local variations. Treatment Suitability To confirm treatment quality of native soils at potential infiltration areas and depths, MTC subcontracted Cation Exchange Coefficient (CEC) testing for two representative samples of the native outwash soils and an additional two samples of the upper fine-grained deposits. CEC tests were conducted on sandy outwash samples from test pits TP-4 (5.2 feet BPG) and TP-8 (4.0 feet BPG). CEC tests were conducted on upper fine-grained samples from test pits TP-1 (1.3 feet BPG) and TP-4 (1.8 feet BPG). Results are appended at the end of this report. Testing yielded CEC values ranging from 3.4 to 10.3 milliequivalents per 100 grams of soil (meq/100g). Lower end results of 3.4 and 3.9 were gained from the sand dominant outwash soils from samples at TP-4 and TP-8, respectively. Conversely, higher yielding samples with values of 10.3 were collected from the fine-grained upper deposits with fine content up to 50%, from samples of TP-1 and TP-4. The Department of Ecology 2012/2014 SMMWW addresses minimum requirements for treatment soils. According to Site Suitability Criteria (SSC)-6, soils meeting a minimum CEC level of 5 meq/100g may be accounted as treatment media without modification. The minimum thickness for infiltration treatment soils is 18 inches or greater, which also applies to the subject site given our test pit observations. Finally, treatment soils are expected to contain 1.0 percent organic content. The results of the two samples from the outwash deposits indicate that CEC values do not meet the SSC-6 standards and require amendment to be conductive to treatment or apply bio-filtration media prior to infiltrating. Finally, organic content values were found to be greater than 1% in all samples and in exceedance of the minimum target levels. Additionally, organic rich topsoils were collected and tested for CEC and organic content to address to ability for use as soil amendment. Topsoil samples from test pits TP- 1 and TP-7 yielded CEC values of 13.1 and 17.9 meq/100g,respectively. Organic content from samples ranged from 8.8 to 9.8. 20 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 6.0 CONSTRUCTION RECOMMENDATIONS 6.1 EARTHWORK 6.1.1 Excavation Excavations can generally be performed with conventional earthmoving equipment such as bulldozers, scrapers, and excavators. Where possible, excavations made within about one foot of finished subgrade level should be performed with smooth edged buckets to minimize subgrade disturbance and the potential for softening to the greatest extent practical. 6.1.2 Subgrade Evaluation and Preparation After excavations have been completed to the planned subgrade elevations, but before placing fill or structural elements, the exposed subgrade soils should be evaluated under the full-time observation and guidance of an MTC representative. Where appropriate, the subgrade should be proof-rolled with a minimum of two passes with a fully loaded dump truck, water truck or scraper. In circumstances where this seems unfeasible, an MTC representative may use alternative methods for subgrade evaluation. Any loose soil should be compacted to a firm and unyielding condition and at least to 95 percent of the modified Proctor maximum dry density per ASTM D1557. Any areas that are identified as being soft or yielding during subgrade evaluation should be over-excavated to a firm and unyielding condition or to the depth determined by the geotechnical engineer. Where over-excavation is performed below a structure, the over-excavation area should extend beyond the outside of the footing a distance equal to the depth of the over-excavation below the footing. The over-excavated areas should be backfilled with properly compacted structural fill. 6.1.3 Site Preparation, Erosion Control and Wet Weather Construction The native silty sand to sand subgrade may be moisture sensitive due to fines content and could become loose or soft and difficult to compact or traverse with construction equipment when over optimal moisture percentages. During wet weather, the contractor should take measures to protect the exposed building pad and subgrades and limit construction traffic during earthwork activities. Once the geotechnical engineer has approved a subgrade, further measures should be implemented to prevent degradation or disturbance of the subgrade. These measures could include, but are not limited to, placing a layer of crushed rock or lean concrete on the exposed subgrade, or covering the exposed subgrade with a plastic tarp and keeping construction traffic off the subgrade. Once subgrade has been approved, any disturbance because the subgrade was not protected should be repaired by the contractor at no cost to the owner. 21 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 During wet weather, earthen berms or other methods should be used to prevent runoff from draining into excavations. All runoff should be collected and disposed of properly. Measures may also be required to reduce the moisture content of on-site soils in the event of wet weather. These measures can include, but are not limited to, air drying and soil amendment, etc. Since soils may be difficult to work with during periods of wet weather due to elevated soil moisture content, and frozen soil is not suitable for use as structural fill, we recommend that earthwork activities generally take place in late spring, summer or early fall. Dewatering efforts may be required locally throughout the year depending on total excavation depth and weather conditions during earthwork. MTC recommends major earthwork activities take place during the dry season if possible to minimize the likely potential for encountering groundwater or seepage near proposed shallow excavation depths. Major dewatering efforts should be anticipated if excavations are required to surpass approximately 4 to 5 feet BPG at any time of the year, or if site preparations are conducted in the winter or spring season when water levels may be within about 2 to 3 feet of the existing surface. If either of these situations are expected, we recommend a dewatering plan be devised prior to construction and additional investigation and/or engineering be conducted in support of a comprehensive dewatering plan. 6.2 STRUCTURAL FILL MATERIALS AND COMPACTION 6.2.1 Materials All material placed below structures or pavement areas should be considered structural fill. Structural fill material shall be free of deleterious material, have a maximum particle size of 6 inches, and be compactable to the required compaction level. Excavated native soils consisting primarily of silty sand to sand may be potentially suitable for limited re-use, such as for utility trench backfill outside of roadways and general non-structural site grading, depending on moisture conditions, season of use, and project specifications. Excavated native soils considered for re-use should be carefully removed and stockpiled to prevent sediment cross- contamination, visually confirmed prior to placement, properly moisture-conditioned and placed in accordance with the recommendations provided below for Placement and Compaction. During warm, dry weather, it will likely be necessary to add water to these soils after residing in stockpiles. The condition and suitability of stockpiled on-site materials should be verified prior to reuse as controlled fill. Material properties of re-used native soils shall meet project specifications for the intended use. Imported material can be used as structural fill. We recommend imported structural fill material should conform to Section 9-03.14(l), Gravel Borrow, of the most recent edition (at the time of construction) of the State of Washington Department of Transportation Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications). 22 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Controlled-density fill (CDF) or lean mix concrete can be used as an alternative to structural fill materials, except in areas where free-draining materials are required or specified. Frozen soil is not suitable for use as structural fill. Fill material may not be placed on frozen soil. The contractor should submit samples of each of the required earthwork materials to the geotechnical engineer for evaluation and approval prior to delivery to the site. The samples should be submitted at least 5 days prior to their delivery and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. 6.2.2 Placement and Compaction Prior to placement and compaction, structural fill should be moisture conditioned to within 3 percent of its optimum moisture content. Loose lifts of structural fill shall not exceed 12 inches in thickness; thinner lifts will be required for walk-behind or hand operated equipment. All structural fill shall be compacted to a dense and unyielding condition and to a minimum percent compaction based on its modified Proctor maximum dry density as determined per ASTM D1557. Structural fill placed beneath each of the following shall be compacted to the indicated percent compaction: Foundation and Floor Slab Subgrades: 95 Percent Pavement Subgrades (upper 2 feet): 95 Percent Pavement Subgrades (below 2 feet): 90 Percent Utility Trenches (upper 4 feet): 95 Percent Utility Trenches (below 4 feet): 90 Percent We recommend that fill placed on slopes steeper than 3:1 (H:V) be `benched' in accordance with hillside terraces entry of section 2-03.3(14) of the WSDOT Standard Specifications. We recommend structural fill placement and compaction be observed on a full-time basis by an MTC representative. A sufficient number of tests shall be performed to verify compaction of each lift. The number of tests required will vary depending on the fill material, its moisture condition and the equipment being used. Initially, more frequent tests will be required while the contractor establishes the means and methods required to achieve proper compaction. 6.3 TEMPORARY EXCAVATIONS AND SLOPES All excavations and slopes must comply with applicable local, state, and federal safety regulations. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing soil type 23 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 information solely as a service to our client for planning purposes. Under no circumstances should the information be interpreted to mean that MTC is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. Temporary excavation slopes in the native sandy soils should be inclined no steeper than 2H:IV, although locally steeper grades may be approvable depending on actual conditions encountered, season of construction, and the depth of excavation. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed near the top of any excavation. Where the stability of adjoining walls or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Earth retention, bracing, or underpinning required for the project(if any) should be designed by a professional engineer registered in the State of Washington. Temporary excavations and slopes should be protected from the elements by covering with plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. 6.4 PERMANENT SLOPES MTC recommends that new areas of permanent slopes including fill embankments be inclined no greater than 3H:IV. Permanent slopes should be planted with a deep-rooted, rapid-growth vegetative cover as soon as possible after completion of slope construction. Alternatively, the slope should be covered with plastic, straw, etc. until it can be landscaped. 6.5 UTILITY TRENCHES AND EXCAVATIONS The contractor shall be responsible for the safety of personnel working in utility trenches. Given that steep excavations in native soils may be prone to caving, we recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. Pipe bedding material should conform to the manufacturer's recommendations and be worked around the pipe to provide uniform support. Cobbles or boulders, if encountered, exposed in the bottom of utility excavations should be covered with pipe bedding or removed to avoid inducing concentrated stresses on the pipe. Trench backfill should be placed and compacted as structural fill as recommended in Section 6.2. Particular care should be taken to insure bedding or fill material is properly compacted to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. 24 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 7.0 ADDITIONAL RECOMMENDED SERVICES The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. Testing and observations performed during construction should include, but not necessarily be limited to, the following: • Geotechnical plan review and engineering consultation as needed prior to construction phase, • Observations and testing during site preparation, earthwork, structural fill, and pavement section placement, • Consultation on temporary excavation cutslopes and shoring if needed, • Testing and inspection of any concrete or masonry included in the final construction plans, and • Geotechnical Consultation as may be required during construction. We strongly recommend that MTC be retained for the construction of this project to provide these and other services. Our knowledge of the project site and the design recommendations contained herein will be of benefit in the event that difficulties arise and either modifications or additional geotechnical engineering recommendations are required or desired. We can also, in a timely fashion observe the actual soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein. We further recommend that project plans and specifications be reviewed by us to verify compatibility with our conclusions and recommendations. Also, MTC retains fully accredited, WABO-certified laboratory and inspection personnel, and is available for this project's testing, observation and inspection needs. Information concerning the scope and cost for these services can be obtained from our office. 25 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 8.0 LIMITATIONS Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, we should be notified immediately in order that a review may be made, and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, express or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard; they are not incorporated into it or "included by referenced", as that latter term is used relative to contracts or other matters of law. This report may be used only by Mr. Paul Woodmansee and his design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mr. Woodmansee or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Mr. Woodmansee agrees to defend, indemnify, and hold harmless MTC from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 26 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Appendix A. SITE LOCATION AND VICINITY N V Regional Vicinity i T: 530 Sr' Silvana Arlington Arlington Heights 530 Warm Beach 53t Lake IS win 7 UXRoad- NorthMarysville T.rl..l'.. 0- Site Vicinity Arlington Municipal Airport G) TOTEM PARK m x LISHO 1n,1dsNE EDGECOMB Proiect Location lJ v - m :Gissberq Twin Lakes $ KEY POINT o I) Klein Relds Q Source: Google 15P d&NE Lim d Strawberry Maps,2018 Materials Testing & Consulting, Inc. Regional and Site Vicinities FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s'Ave NE 1 Arlington, WA 27 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Appendix B. SITE MAP AND EXPLORATION LOCATIONS 01 AAALLL�� _ 101 7 � ------------------- --------------------- W PP TP-8 TP-6 TP-3 TP-2 MW-4 MW-2 Copart TP-4 MW-1 TP- TP-1 0 150 MTC Test Pit Location(Typical) Monitoring Well Location(Typical) SCALE (FEET) ... - 1"=100'Approximate Materials Testing & Consulting, Inc. Aerial Photo & Exploration Locations Base Map: Aerial Photograph FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Source:Google Imagery,2018 Burlington, WA 98233 16612 51St Ave NE Modified by MTC: 7/25/18 2 NOT INTENDED FOR CONSTRUCTION Arlington, WA NOT TO SCALE—Shown is Approximate 28 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Appendix C. EXPLORATION LOGS Grab soil samples were collected from each exploration location by our field geologist during test pit excavation. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. Exploration logs are shown in full in Appendix C. The explorations were monitored by MTC personnel who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS), obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion test pits were backfilled with existing soils tailings. The stratification lines shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. Penetrometer results from Wildcat DCP testing are shown in Appendix C. During penetrometer advancement, blow counts were recorded in 10-centimeter increments as a thirty-five-pound weight was dropped a distance of 15 inches. Blow counts were then converted to resistance (kg/cm2), standard penetration blow counts (N-values), and corresponding soil consistency, as displayed on the logs. 29 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Tnified Soil Classification Svsten Chart a4ajar Ihvisioris Graph •USCS Typical �� Sampler 5.mbolDescrDtion � P Comm c Get' Wen er.dedGramli Gami Sartda[i- =Edc to Te e; : Grained SOUS Grard a .O•° cures S1ttvTube More Than GP Poorhh Graded Gam Y,Gam bSand S�oaf a[iztves .� ® Crab aBulk Coarse Frao- ' timRetaitted ° '° Gaf SiltyGrm6 Grm3 Sand Siltafiztur>_s Mare Tim V.6 Onlro-4 p p' B Calfarni=;30'OD) RetirtedOn Sera Gr_sh Witt.Fims Na 200Sil�= GC Cky-n- n_ml;Graml sz-SGCLt•afix- , af0tdrdCat rrE;2 SOD) tva�. SW wen-g='rd s:n&C G=m nc S=- & Sand Stratkmillsic Contact M-wrt Smtipgki:Cotttct .:ore Tian SP PoortcC,radeCSaIids GamncSani .0f Betws SDil Strata zws.Fro- GaAal O-.np Between Sd Saws=-XS.Swid-Siltaiizares Scat `:.4 Si=i= ��.��. .4gatiwse bcatbrof Saridswitt.Fires Sntga�c Chwp $C Ciwysand4claymilares Fine Grained J%L lhlorpni:Sill rodtFbn:Ct}ey Siks i Gatntxcaercbsen-dattiaecf Solis With Lac Plrttity ezpiortbr. S tYS&Clac t L t i"L 2 it Less CL Imrmai:Chas of Low To afedin Q upioMea atio groiel l or pi level in Tea r PEstic ty ezpicr-tbr_ill or p>e<atirser afore Tian 501.e Per aer cbaf%dat tim- PassiagThe OL OrmnicSiltandOimrtic Sih•Ct'.SOr of empkratbr. NO 2wSim LacPlasttity \IH Imrmnt Silt afafadeta_ePtsti:in \It>dtfiers Silts&Cla�•s LcuidLisit CH ImrgankcusofHigh.Awicitc ] sctiFtic: Gaaet Tlan50 i OH Organic Cla}s:tnd Sits ofafediinto _cnt Hi_2.Plssteity - 7T Pe_=t F]iryvs.So ilsr.ia Pre3 ra:t;: t,�•ith -' H�I>l,:i i ram s=z d� Orr ri C.•m�x do it C o ns is to nc A- G rain Size Grams Sods Fin-grained Sills MCFDna; SIEVE CF-AN SIZE ?PPFDXLMATESIZE SIZE Densin• SPT COMrash• SFT ffionrowe Eiarcou. Bout'ns = IT* >1_'" Lafmrttarabvkeb:11 Very Laose C� Very Soft = Cobbles =-1.' :-I: Fia iob_ 2tball Loose 4-1r, Soft 2-4 -r :4-;' 34-, Thumb tifist Gam'. M-diian lir30 Fum 4-S =e =4-3+4" Q19-0 Iyabaiimb Dense I?1_s? 3450 Stiff 9-1= C r =1D-* 0.079-Q19- Rai:salt b pea r:Dense >50 Vefy Stiff 1:-:: `-�_-t M-6n =40-=10 0.017-O-OV, Siigato rock alt Hard >K Fie =X_=Q 0=-001 -• F1=tOSUw Fires pg <0002r Floe ant 3m ' 1 Materials Testing & Consulting, Inc. Exploration Log Key FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE 3 Arlington, WA 30 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-1 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location SE corner of site(see map). MTC Job#18BO54-04 Logged By :CD 0 V a r Monitoring Wel 0- DESCRIPTION i 0 o 0 ( o 0 0 TOPSOIL:SILT WITH SAND,soft,dry to damp,fine-grained sand, 0 OL-ML strong organics(roots,grass surfacing).Dark BROWN SILTY SAND to SANDY SILT,minor gravel up to 3/4",medium 1 SM-ML dense or stiff,damp,fine-grained sand,some organics(thin roots, charcoal).Light BROWN,moderate orange mottling 28.5 8.1 SAND,minor silt and gravel up to 1.5",trace cobbles up to 6", medium dense to dense with depth,damp to wet with depth, 2 medium-to coarse-grained sand.Medium BROWN to GRAY,with some mottling in upper 1.0' 6.5 9.0 2. 4 Increase in gravel o SP Becoming wet,medium GRAY d a 0 a. w Moderate seepage observed at 5.5'BPG 5. ro 6 `o a 5 y To:7.0'BPG Excavation terminated due to hole flood. m Groundwater stabilized at 4.9'BPG after 2 hr.. d 8 U N O N C7 N O m 10 IJ C N r 0 m 0 31 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-2 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NE comer of site(see map). MTC Job#18BO54-04 Logged By :CD C. 1u ii > y d = J N n N o DESCRIPTION w CD 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SAND,some gravel up to 1.5",some to minor silt with depth,medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 2.0' 2 8.3 9.7 Becoming wet,dominantly gray at 3.2'BPG 4 SP o` cV d o Increase in gravel at 5.0'BPG a. w Moderate Seepage observed at 5.2'BPG w ro d 0 6 D `o rn 3 0 TD:7.2'BPG Excavation terminated due to hole flood. Groundwater stabilized at 4.6'BPG after 2.5 hr. z 8 d U N O N C7 N O m' 10 fJ C N r 0 m 0 32 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-3 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location NE Central of site(see map). MTC Job#18BO54-04 Logged By :CD 0 V 6 L j Monitoring Wel 0- DESCRIPTION � i o 0 ( o 0 0 TOPSOIL:SILT WITH SAND,trace greavel up to 3/4",soft,dry to 0 damp,fine-grained sand,strong organics(roots,grass surfacing). OL-ML Dark BROWN SILTY SAND,some gravel up to 1",medium dense,damp, •1 SM fine-grained sand,some organics(thin roots,charcoal).Medium BROWN,moderate orange mottling SAND,minor silt and gravel up to 1.5",medium dense to dense 2 with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some mottling in upper 2.0' 6 a d 0 a W4 Increase in gravel,dominantly gray 4.1 m Q SP Moderate seepage observed at 4.8'BPG i; g 0 N m' 6 d z ca 0 i; d To:7.5'BPG oExcavation terminated due to hole flood. 8 Groundwater stabilized at 4.0'BPG after 2 hr.. 0 o m' d IL U H co ro T 10 0 N N r 0 33 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-4 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location E Central part of site(see map). MTC Job#18BO54-04 Logged By :CD 0 a) ii > v o DESCRIPTION E LL o 7) o 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SILTY SAND,minor to trace gravel up to 3/4",medium dense,damp,minor organics (thin roots),fine-grained sand.Light BROWN to GRAY,some scattered orange SM mottling 2 50.0 31.3 SAND,some gravel up to 1",minor silt,medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 1.0' Dominantly gray below 3.5'BPG 4 3.8 18.8 `o ~ SP o Increase in gravel at 5.0'BPG a. Moderate Seepage observed at 5.0'BPG a w ro d 6 `o a 5 To:7.2'BPG m Excavation terminated due to hole flood. "g Groundwater stabilized at 4.2'BPG after 2.0 hr. d 8 O U 6 N C7 N O m 10 IJ C N r 0 m 0 34 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-5 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location SW Central of site(see map). MTC Job#18BO54-04 Logged By :CD 0 V a r a) Monitoring Wel o- DESCRIPTION i 0 o O ( o 0 0 TOPSOIL:SILT WITH SAND,trace gravel up to 3/4",soft,dry to 0 damp,fine-grained sand,strong organics(roots,grass surfacing). OL-ML Dark BROWN 1 SAND,some gravel up to 1.5",minor silt,medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in 2 upper 1.8' 3.9 5.6 2. 4 Becoming wet,dominantly gray at 4.0'BPG 0 SP d ~ Increase in gravel at 4.8'BPG m 0 a. Moderate Seepage observed at 5.2'BPG a w 5. ro d 6 `o a 5 m' 8 TD:7.8'BPG N_ Excavation terminated due to hole flood. 8 Groundwater stabilized at 4.8'BPG after 1.75 hr.. U O6 N C7 N O m 10 IJ C N r 0 m 0 35 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-6 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location SW comer of site(see map). MTC Job#18BO54-04 Logged By :CD 0 a) ii > v o DESCRIPTION E LL o 7) O o 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SAND WITH SILT decreasing with depth,minor gravel up to 3/4",medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 2.0' 2 Becoming wet,dominantly gray at 3.2'BPG 2.4 14.6 Increase in gravel,decrease in fines 4 SP `o ro d a 0 a. Moderate Seepage observed at 5.2'BPG a w ro d 6 `o a 5 TD:6.9'BPG Excavation terminated due to hole flood. m Groundwater stabilized at 4.7'BPG after 1.5 hr. d 8 O U 6 N U' N O m 10 IJ C N r 0 m 0 36 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-7 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NW corner of site(see map). MTC Job#18BO54-04 Logged By :CD 0 CD V > r E Monitoring Wel: c a N o DESCRIPTION i o ( o 0 0 0 TOPSOIL:SILT WITH SAND,trace gravel up to 3/4",soft,dry to damp,fine-grained sand,strong organics(roots,grass surfacing). OL-ML Dark BROWN 1 SILTY SAND to SAND WITH SILT,trace gravel up to 1/2", medium dense,damp,trace organics(thin roots),medium-to SM-SP coarse-grained sand.Medium BROWN,some scattered orange mottling 2 SAND,some gravel up to 1.5",minor silt,medium dense to dense 2.15 with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 1.0' 4 o` F SIP Increase in gravel.Becoming wet,dominantly gray at 4.7'BPG o0 a1---5.15 a Moderate Seepage observed at 5.3'BPG w ro d 0 6 D `o rn 3 0 To:7.1'BPG m Excavation terminated due to hole flood. Groundwater stabilized at 4.6'BPG after 1.5 hr.. z 8 d U N O N C7 N O m' 10 fJ C N r 0 m 0 37 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Matertials Testing &Consulting Logof Test Pit TP-8 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/1 612 0 1 8 16612 51 st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NW central part of site(see map). MTC Job#18BO54-04 Logged By :CD C. 1u ii > y d = J N n N o DESCRIPTION w CD 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SAND WITH SILT,minor gravel up to 2",medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 2.0' 2 Dominantly gray at 3.0'BPG Increase in gravel,decrease in fines at 3.8'BPG 4 Becoming wet 9.4 10.2 o` d SP o0 a. Q w Moderate Seepage observed at 5.5'BPG ro 0 0 6 D `o rn 3 0 m 8 To:7.9'BPG Excavation terminated due to hole flood. Groundwater stabilized at 5.0'BPG after 1.5 hr. U N O N C7 N O m' 10 N C N r 0 m 0 38 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 WILDCAT DYNAMIC CONE LOG Page 1 of 2 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04 Bellingham,WA 98225 DATE STARTED: 08-29-2018 DATE COMPLETED: 08-29-2018 HOLE#: DCP-1 CREW: CD/KQ SURFACE ELEVATION: - PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: -4.5' ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs. LOCATION: East-Central CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cmz 0 50 100 150 N' SAND&SILT CLAY 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF 7 31.1 ......••• 8 LOOSE MEDIUM STIFF 1 ft 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF 17 75.5 ..................••• 21 MEDIUM DENSE VERY STIFF 19 84.4 ..................•••••• 24 MEDIUM DENSE VERY STIFF 2 ft 12 53.3 ............••• 15 MEDIUM DENSE STIFF 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF 8 35.5 ......•••• 10 LOOSE STIFF 3 ft 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 1 m 10 44.4 .....o•••••• 12 MEDIUM DENSE STIFF - 17 65.6 ..................• 18 MEDIUM DENSE VERY STIFF - 4 ft 24 92.6 ........................•• - MEDIUM DENSE VERY STIFF - 25 96.5 ........................••• - MEDIUM DENSE VERY STIFF - 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 5 ft 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF - 22 84.9 •••••••••••••••••••••••• 24 MEDIUM DENSE VERY STIFF - 27 104.2 ........................•••••• - MEDIUM DENSE VERY STIFF - 6 ft 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF - 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 2 m 50 193.0 ....................................... - VERYDENSE HARD - 7 ft 26 88.9 ........................• 25 MEDIUM DENSE VERY STIFF - 32 109.4 •••••....-.... ••••••••••••• - DENSE HARD - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 8 ft 18 61.6 ................. 17 MEDIUM DENSE VERY STIFF - 18 61.6 ................. 17 MEDIUM DENSE VERY STIFF - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 9 ft 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 27 92.3 .... •••••••••••••••••••• - MEDIUM DENSE VERY STIFF - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 3 m ]Oft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 18 55.1 ............... 15 MEDIUM DENSE STIFF - 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 39 119.3 ........................... - DENSE HARD - 11 ft 30 91.8 ••••••••••••••••••.-.... - MEDIUM DENSE VERY STIFF - 19 58.1 ............•••• 16 MEDIUM DENSE VERY STIFF - 32 97.9 ........................•••• - MEDIUM DENSE VERY STIFF - 12 ft 32 97.9 ........................•••• - MEDIUM DENSE VERY STIFF - 36 110.2 ..............................• - DENSE HARD - 39 119.3 •••••••••••••••••••••••••••••••••• - DENSE HARD - 4 m 13 ft 50 153.0 ••••••••••••••••••••••••••••••••••••••• - DENSE HARD WILDCATALS 39 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 WILDCAT DYNAMIC CONE LOG Page 1 of 2 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04 Bellingham,WA 98225 DATE STARTED: 08-29-2018 DATE COMPLETED: 08-29-2018 HOLE#: DCP-2 CREW: CD/KQ SURFACE ELEVATION: - PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: —5.0' ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs. LOCATION: Center of site CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cmz 0 50 100 150 N' SAND&SILT CLAY 5 22.2 ••••• 6 LOOSE MEDIUM STIFF 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF 1 ft 16 71.0 ..................•• 20 MEDIUM DENSE VERY STIFF 13 57.7 ................ 16 MEDIUM DENSE VERY STIFF 19 84.4 ..................•••••• 24 MEDFJM DENSE VERY STIFF 2 ft 25 111.0 ................................ - DENSE HARD 37 164.3 ....................................... - DENSE HARD 35 155.4 ....................................... - DENSE HARD 3 ft 42 186.5 ....................................... - VERY DENSE HARD 1 m 24 106.6 ........................•••••• - MEDIUM DENSE VERY STIFF 45 173.7 ....................................... - DENSE HARD 4 ft 50 193.0 ....................................... - VERY DENSE HARD 30 115.8 ................................. - DENSE HARD 30 115.8 ................................. - DENSE HARD 5 ft 25 96.5 ........................••• - MEDIUM DENSE VERY STIFF 25 96.5 ........................••• - MEDIUM DENSE VERY STIFF 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF 6 ft 21 81.1 ..................••••• 23 MEDIUM DENSE VERY STIFF 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF 2 m 23 88.8 ........................• 25 MEDIUM DENSE VERY STIFF 7 ft 28 95.8 ........................••• - MEDIUM DENSE VERY STIFF - 34 116.3 ••••••••••••••••••••••••.—....• - DENSE HARD - 35 119.7 .................................. - DENSE HARD 8 ft 30 102.6 ........................••••• - MEDIUM DENSE VERY STIFF 19 65.0 ............•••••• 18 MEDIUM DENSE VERY STIFF 24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF 9 ft 31 106.0 ........................•••••• - MEDIUM DENSE VERY STIFF - 27 92.3 .....o••••••••••••.—.... - MEDIUM DENSE VERY STIFF - 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 3 m 1011 33 112.9 ................................ - DENSE HARD - 26 79.6 ..................••••• 22 MEDIUM DENSE VERY STIFF - 24 73.4 ..................••• 20 MEDIUM DENSE VERY STIFF - 27 82.6 •••••••••••••••.....— 23 MEDIUM DENSE VERY STIFF 11 ft 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF 27 82.6 ..................••••• 23 MEDIUM DENSE VERY STIFF - 25 76.5 ..................•••• 21 MEDIUM DENSE VERY STIFF - 12 ft 30 91.8 ........................•• - MEDIUM DENSE VERY STIFF - 43 131.6 ...................................... - DENSE HARD - 35 107.1 ••..... - MEDIUM DENSE VERY STIFF - 4 m 13 ft 50 153.0 ••••••••••••••••••••••••••••••••••••••• - DENSE HARD WILDCATALS 40 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04 Bellingham,WA 98225 DATE STARTED: 08-29-2018 DATE COMPLETED: 08-29-2018 HOLE#: DCP-3 CREW: CD/KQ SURFACE ELEVATION: - PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: NA ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs. LOCATION: West-Central CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cmz 0 50 100 150 N' SAND&SILT CLAY 8 35.5 ......•••• 10 LOOSE STIFF - 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 1 ft 14 62.2 .................. 17 MEDIUM DENSE VERY STIFF - 16 71.0 ..................•• 20 MEDIUM DENSE VERY STIFF - 23 102.1 ............................. - MEDIUM DENSE VERY STIFF - 2 ft 31 137.6 ....................................••• - DENSE HARD - 33 146.5 ....................................... _ DENSE HARD - 21 93.2 ........................••• - MEDIUM DENSE VERY STIFF - 3 ft 30 133.2 ....................................•• - DENSE HARD - 1 m 29 128.8 ....................................• - DENSE HARD - 35 135.1 ....................................••• - DENSE HARD - 4 ft 33 127.4 ..............................•••••• - DENSE HARD - 29 111.9 ..............................•• - DENSE HARD - 27 104.2 ........................•••••• - MEDIUM DENSE VERY STIFF - 5 ft 32 123.5 ..............................••••• - DENSE HARD - 45 173.7 ....................................••• - DENSE HARD - 50 193.0 ....................................••• - VERY DENSE HARD - 6 ft 40 154.4 ....................................••• - DENSE HARD - 35 135.1 ....................................... _ DENSE HARD - 2 m 23 88.8 ........................• 25 MEDIUM DENSE VERY STIFF - 7 ft 22 75.2 ..................••• 21 MEDIUM DENSE VERY STIFF - 24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF - 16 54.7 ............••• 15 MEDIUM DENSE STIFF - 8 ft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF - 9 ft 21 71.8 ..................•• 20 MEDIUM DENSE VERY STIFF - 25 85.5 ......o.... ....—... 24 MEDIUM DENSE VERY STIFF - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 3 m 10 ft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 21 64.3 ............•••••• 18 MEDIUM DENSE VERY STIFF - 31 94.9 ........................••• - MEDIUM DENSE VERY STIFF - 25 76.5 ..................•••• 21 MEDIUM DENSE VERY STIFF - 11 ft 27 82.6 o.....—....—..••••• 23 MEDIUM DENSE VERY STIFF - 23 70.4 ..................•• 20 MEDIUM DENSE VERY STIFF - 24 73.4 ..................••• 20 MEDIUM DENSE VERY STIFF - 12 ft 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 38 116.3 ..............................••• - DENSE HARD - 50 153.0 ....................................... _ DENSE HARD - 4 m 13 ft WILDCATALS 41 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Appendix D. LABORATORY TEST RESULTS Laboratory tests were conducted on several representative soil samples to better identify the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual boring logs. However, it is important to note that these test results may not accurately represent in situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. MTC cannot be responsible for the interpretation of these data by others. Soil samples for this project will be retained for a period of 3 months following completion of this report,unless we are otherwise directed in writing. SOIL CLASSIFICATION Soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory where they were reexamined, and the original description checked and verified or modified. With the help of information obtained from the other classification tests, described below, the samples were described in general accordance with ASTM Standard D2487. The resulting descriptions are provided at the appropriate locations on the individual exploration logs, located in Appendix C, and are qualitative only. GRAIN-SIZE DISTRIBUTION Grain-size distribution analyses were conducted in general accordance with ASTM Standard D422 on representative soil samples to determine the grain-size distribution of the on-site soil. The information gained from these analyses allows us to provide a description and classification of the in-place materials. In turn, this information helps us to understand engineering properties of the soil and thus how the in- place materials will react to conditions such as heavy seepage, traffic action, loading, potential liquefaction, infiltration potential and so forth. The results are presented in this Appendix. 42 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 2017 S011test farm consultants, inc. 2017 2W Orlpps Dr..Moses Lake.Yke 9M? •-kosuesdab kn L000elo.y Oulu: 7iSA621 fn:7p 70SOI1s Is0017a4161i MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX Sampled BY: Burlington, WA 98233 Field: B18-0688 TP-10.5FT Laboratory#: 518-13257 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 13.1 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 8.8 W Materials Testing & Consulting,Inc. Lab Sample: TP-1 @ 0.5' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51"Ave NE 4 Arlington,WA 43 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18BO54-04 Sampled By: C.Dimitroff SM,Silty Sand WM Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITEDI Source: TP-1 @ 1.3' Tested By:A.Eifrig brown CWH-11MO1.1ma Sam le#: B18-0689 ASTM D-2216,ASTM D-2419 ASTM D-4318 D-5821 Dt.,1=0.013 1nm %Gravel=2.00/6 Coeff.of Curvature,Cc=0.92 Specifications Dllg1-0.026 turn %Sand=69.5% Coeff.of Uniformity,Cu=11.58 No Specs D(1s)=0.040 tutu %Silt&Clay=28.5% Fineness Modulus=1.46 Sample Meets Specs?N/A D(,g)=0.086 turn Liquid Link=n/a Plastic Lanit=n/a D15g1=0.232 tutu Plasticity Index=n/a Moisture%,as sampled=8.1% D16g1=0.305 mm Sand Equivalent=n/a Req'd Sand Equivalent= D19g1=1.611 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio- 19/51 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated GremB.Distr3utrov Cumulative Cumulative Sieve Size Percent Percent Specs Specs Ilr; _ .. US Metric Passin Passin Max Min r' y liiii ,'OI1i "" rll'' 1 i ^LII• 12.00" 300.00 100% 100.0% 0.0% , ! i i 10.00" 250.00 100% 100.0% 0.0% loon. 'c-s.'I is�s�ss'l,!!� �},-,"'--"-t"-"--�!!!!!!! ! 8.00" 200.00 1001% 100.0% 0.0% -r--";m-rrrr�-----��i -;r---7 ;••;•-�--'----- -- ------- --------- '." 6.00 150.00 100% 100.00/ 0.0% I i i i i •i�I 4.00" 100.00 100% 100.00/ 0.0% _---�11 ' 3.00 75.00 100% 100.00/ 0.0% } 2.50" 63.00 100% 100.00/1 0.0% 2.00" 50.00 100% 100.01% 0.0% lox --f. ! i. - ---rci �'r --.'.i:i-".----- - -- ---- -------- or. ...;. •r•l•; r 1.75" 45.00 100% 100.0°/ 0.0% 1.50" 37.50 100% 100.0% 0.0 1.25" 31.50 100% 100.01% 0.0% 60x --;_,_*_L- I,}.i ------ - -- ------ --- ----- - 1.00" 25.00 100% 100.01% 0.0% s 3/4" 19.00 100% 100.0% 0.00/0 s" i+i 'i 'i'i 'i !'i i• " F{ ------{#14 4i+{-I-4-1---F---- so.0'3 5/8" 16.00 100% 100.0% 0.0 1/2" 12.50 100% 100% 100.0% 0.0% n o 0 0 � sax __{______iii-Fi_____l_.____f4H_4.4.1__.F___._+4h4+i-_t_ { ! +__{_.__-!ll!l ! ! 3/8 9.50 99/ 99/ 100.0% 0.0/ <ox +- -- .-.--.- . ,--.--,-� -.---.- -...,.., oo.ox 1/4" 6.30 98% 100.00/ 0.0% 44 4.75 98% 98% 100.00/ 0.0% 48 2.36 95% 100.01% 0.0% aox - -1- ------- -- ---- --------- o� #10 2.00 940/6 94% 100.01% 0.0% #16 1.18 85% 100.01/6 0.0% jj !iiiji lox --f- !! ! !'_+__'_ "+-'--'----- -------- --- ------ .ox #20 0.850 81% 100.0% 0.0% �• ----i'l, j1LL!!; li!!i '! •� #30 0.600 78% 100.01% 0.0% #40 0.425 76% 76% 100.0% 0.0% ios __1______iA-ii_i_1.__1_.____µii-44__+____''mi '!!!!!: } T: �f_{___f____ #50 0.300 59% 100.01/0 0.0% #60 0.250 52% 100.00/0 0.0% j 'IIIIII llulll I:,:I: al:l• naII. #80 0.180 43% 100.0% 0.0% �oo 10. '.o °r 00 n. eo 00 ,o °.n #100 0.150 39% 100.00/ 0.0% #140 0.106 33% 100.01% 0.0% #170 0.090 31% 100.00/ 0.0% #200 0.075 28.5% 28.5% 100.00/ 0.0% �"_�__ -M=•r==• -M��__• -•-�_��"_ Copyright,Speare Engineering&Technical Services PS,1996-98 Ni results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions....tracts from or regarding our reports Is reserved pending our wdaen approval. Comments: Reviewed by: Megban Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 1.3' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech c Burlington, WA 98233 16612 5 Pt Ave NE J Arlington, WA 44 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Hydrometer Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D 2487 Soils Classification Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color Source: TP-1 @ 1.3' Tested By: M.Carrillo brown Sam le#: B18-0689 ASTM D-422,HYDROMETER ANALYSIS ASTM C-136 Assumed Sp Gr: 2.70 Sieve Analysis Sample Weight: 100.22 grams Grain Size Distribution Hydroscopic Moist.: 1.75% Sieve Percent Soils Particle Adj.Sample Wgt: 98.50 grams Size Passing Diameter ACCREDITED 3.0" l00% 75.000 mm Hydrometer CeiO6i1et73611,011N602 2.0" 100% 50.000 mm Reading Corrected Percent Soils Particle 1.5" 100% 37.500 mm Minutes Reading Passing Diameter 1.25" 100% 31.500 nun 2 14.5 13.8% 0.0356 mm 1.0" 100% 25.000 mm 5 11 10.4% 0.0229 mm 3/4" 100% 19.000 mm 15 8 7.6% 0.0134 mm 5/8" 100% 16.000 mm 30 6.5 6.2% 0.0096 mm 1/2" 100% 12.500 mm 60 5 4.7% 0.0068 and 3/8" 99% 9.500 mm 250 2 1.9% 0.0034 mm 1/4" 98% 6.300 nun 1440 1 0.9% 0.0014 mm #4 98% 4.750 mm #10 94% 2.000 mm %Grave1: 2.0% Liquid Limit:n/a #20 81% 0.850 mm %Sand: 69.5% Plastic Limit:n/a #40 76% 0.425 mm e/Silt: 25.3% Plasticity Index:n/a #100 39e/ 0.150 mm %Clay: 3.2% #200 28.5% 0.075 mm Silts 28.1% 0.074 mm 19.2% 0.050 mm 9.6% 0.020 mm Clays 3.2% 0.005 mm 1.2% 0.002 nun Colloids 0.7% 0.001 mm USDA Soil Textural Classification Particle Size %Sand: 2.0-0.05 mm %Silt: 0.05-0.002 mm %Clay: <0.002 mm USDA Soil Textural Classification #NAME? All results apply only to actual locations and materials tested.Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: �0 y A/w Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 1.3' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE Arlington, WA 45 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 PAP-AeaeditdJi JIS011test 2017 farm consultants, inc. 4k 2017 xeri Drpee Dr..Yosee uAe.Va wut .nww.saueneb.com vanKuatnQ omc.:tsa a•ieu -r..:ea lawn. -�roo�ia-aa "m`° • MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX Sampled BV: Burlington, WA 98233 Field: B18-0689 TP-1 1.3FT Laboratory#: 518-13258 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 10.3 pH 1A E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium- N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 5.5 %: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 1.3' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51"Ave NE 7 Arlington, WA 46 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: "ACCREDITED Source: TP-1 @2.2' Tested By:A.Eifrig brown anw.�lx�ontm� Sam le#: B18-0690 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 IL D(,)=0.058 mm %Gravel=2.6% Coeff.of Curvature,Cc=1.04 Specifications D(,g)=0.154 tutu %Sand=90.9% Coeff.of Uniformity,Cc=2.67 No Spccs D(,,)=0.180 tutu %Silt&Clay=6.5% Fineness Modulus=2.16 Sample Meets Specs?N/A D(,g)=0.257 tutu Liquid Lint=n/a Plastic Lrtnit=n/a 1),,n=0.359 tutu Plasticity Index=n/a Moisture%,as sampled=9.0% D(6,)=0.411 turn Sand Equivalent=n/a Req'd Sand Equivalent= D(gg)=1.673 tutu Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 3/29 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Cumulative Cumulative cams n�twma0 Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min m u m ��oo•e ses a-�,d,1,4,�A,�,�PI=1�t•''��'1h"+n�44=#+pi--;iA+a k+' I;I A0I I&.M" 1,1 I-TI I, 'uIIiI,I•I•I• 12.00" 300.00 100% 100.00/1 0.0% t, I I 10.00" 250.00 100% 100.0% 0.0% Hii 8.00" 200.00 100°/, 100.01/. 0.0% '"� --r----- rr-n-- ----- l ! F r---r'�-17-' -- o...r;rrr- --- -- - -- --- 6.00" 150.00 100% ]00.0% 0.0% 4.00" 100.00 1000/0 100.00/0 0.0% ! _- - -- ---- --_-_-- os "...-r-r ... ..!.i i 0 3.00" 75.00 1000/0 100.00/0 0.0% I �liiii i i I 2.50" 63.00 100% 100.01/0 0.0% iii ,.,, 2.00" 50.00 100% 100.0% 0.0% vpi i-----i�'_' 'iT1-I--'-----r.,'',.:-r'--'-----r}i- F'--'--- roox 1.75" 45.00 100% 100.00/ 0.0% 1.50" 37.50 100% 100.00/ 0.0% i 1. 1.25" 31.50 100% 100.00% 0.0% epi -+'----;' 1.00" 25.00 100% 100% 100.00/ 0.0% 3/4" 19.00 98% 98% 100.00% 0.0% ' " 4 1 k f i f-. L4H_f_L_�- 518" 16.00 98% 100.00/ 0.0% sav _1'----{ii i;_-_' ,,�i-T--r;�ri+a ' i___f1�1'!-- -i__- 1/2" 12.50 98% 98% 100.01% 0.0% 3/8" 9.50 98% 98% 100.01% 0.0% -�-----ia 4:i-a' - -- ------ --- ----- oe aav - -+- ;: :77 --- ----- 1/4" 6.30 97% 100.0% 0.0% j .ri #4 4.75 97% 97% 100.0% 0.0% I, �, � -- 1-,-�1 #8 2.36 97% 100.0% 0.0% pow ^'-r-'-1-- --rm',-.,_ .._.._- --- ----- 0% #10 2.00 97% 97% 100.01/0 0.0% #16 1.18 79% 100.01/6 0.0% :.. #20 0.850 72% 100.01% 0.0% #30 0.600 67% 100.00/ 0.0% !! i�1 #40 0.425 63% 63% 100.00/ 0.0% tpx -i------{i ii+-+,-i- i i-t - '�LL4ai,-t-- :--}i,-Fi-i-¢--1---L'r}i,- r-+,--t--- I o.o•�. #50 0.300 38% 100.00/ 0.0% #60 0.250 29% 100.0% 0.0% OM 011I ,000 0 III 1 0 0. I I I I I #80 0.180 15% 100.0% 0.0% 0.011 00 !0.000 410U I #100 0.150 9% 90/ 100.0"/0 0.0% #140 0.106 80/1 100.00/0 0.0% #170 0.090 7% 100.00/0 0.0% #200 0.075 6.5% 6.5% 100.00/0 0.00/0 . s«•=era --Mox On<.= -mh seros �,...,a.,..... Copyright Spears Engineering&Technical Services PS,1996-98 All results apply only to acW,l location,antl materials test,d As a mutual protection to 0-ts,the public and ourselves,all reports arc subrld,d as the confid-tial properly of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is re-d p,,ding our wnaen approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 2.2' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Q Burlington, WA 98233 16612 51st Ave NE U Arlington, WA 47 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18BO54-04 Sampled By:C.Dimitroff SP-SM,Poorly graded Sand with Silt Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-2 @ 2.0' Tested By:A-Eifrig reddish-brown c.1w..lsaot t>m� Sam le#: B18-0691 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Dt51=0.045 into %Gravel=2.9% Coeff.of Curvature,Cc=1.42 Specifications D(,g)=0.090 into %Sand=88.81% Coeff.of Uniformity,Cu=4.33 No Specs D(,$)=0.133 tom %Silt&Clay=8.3% Fineness Modulus=2.00 Sample Meets Specs?N/A D(,g)=0.223 min Liquid Lrtnit=n/a Plastic Limit=n/a D(s,)=0.334 min Plasticity Index=n/a Moisture%,as sampled=9.7% Debg)=0.389 into Sand Equivalent=n/a Req'd Sand Equivalent= D(yg)=1.774 tom Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 1/8 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated GamBizz Dist butron Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min ."s�.,.. .� ��.yr,-A, , :A,+h ,,.. 12.00" 300.00 100% 100.00/1 0.0% j r.� ` „i' 10.00" 250.00 100% 100.0% 0.0% 8.00" 200.00 1001% 100.01/ 0.0% '°°^ " - ?;; ei-1--T---- ----- --------- --------- °.e ! ��iii 6.00" 150.00 100% 100.0% 0.0% --- ,I ! !iiiiii i i !�IIi,I ! ' 4.00" 100.00 100/ 100.01/. 0.0% 3.00" 75.00 100/ 100.00/0 0.0% - _ ..- :. 2.50" 63.00 100% 100.01/0 0.0% 2.00" 50.00 100% 100.01% 0.0% 70% i- -. y{'; t1�i-t____i -- --- ----- °x 1.75" 45.00 100% 100.01/0 0.0% ------',-,'- 1.50" 37.50 100% 100.01/ 0.0% 1.25" 31.50 100% 100.01/ 0.0% e°•i. --i-----'`` `',,- i i'i'---?--???a't'i --_ ....i.i ---` --------- °s 1.00" 25.00 100% 100% 100.00/ 0.0% 3/4" 19.00 100% 100% 100.01% 0.0% _ • 50 1-----i{H{F{�4 5/8" 16.00 99% 100.01/ 0.0% 1/2" 12.50 99% 99% 100.01/ 0.0% 3/8" 9.50 99% 99% 100.00/1 0.0% i-a--i-----ii: l-!--1-----7-Ti1-- -J-------- -- ------ --- -mi ----- o, 1/4" 6.30 98% 100.01/6 0.0% #4 4.75 97% 97% 100.0% 0.0% 'liiii i ° - ---------- ------ - -- ----- --- ----- #8 2.36 94/0 100.0% 0.0% 'ur_:+� " I #10 2.00 94% 94% 100.0% 0.0% ! ! ii i i #16 1.18 80% 100.01% 0.0% #20 0.850 74/ 100.01% 0.0% ! ! ! ! #30 0.600 70% 100.00/ 0.0% ! \fli I•.66% tax {1 -{I?li r{L - i!; i !- !;1-i' 1; ♦. #0 0.300 44°/ 100.0/ 0.0% Lh+1-1-L-1--4---- io.o•r. - #60 0.250 35% 100.00/ 0.0% i iii 'l 111 1 1 1 illl l l dill l l i #80 0.180 22% 100.01% 100 0.0% °M .oao 1.0oo D.100 #100 0.150 17% 17% 100.01/ 0.0% #140 0.106 12% 100.0% 0.0% #170 0.090 101/0 100.00/0 0.0% #200 0.075 8.3% 8.3% 100.00/0 0.0% Copyright I Spears En in.ring&Technical Services PS,1996-98 All results apply only to actual locations and materials te1t1d,As a mutual protection to clients,the public a,d ourselves,all reports are submiffetl as the confid,,tlal property of clients,and authorization for publication of statements,conclusions or exlrac[s from or regarding our '.Pori..reserved pending our written approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-2 @ 2.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s1 Ave NE Arlington, WA 48 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-4 @ 1.8' Tested By:A.Eifrig brown caw..tsaot tIB10t Sam le#: B18-0692 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D(s)=0.008 mm %Gravel=2.00/, Coeff.of Curvature,Cc=0.85 Specifications D(,g)=0.015 mm %Sand=48.0% Coef£of Uniformity,Cc=10.54 No Specs D(15)=0.023 mm %Silt&Clay=50.00/. Fineness Modulus=0.83 Sample Meets Specs?N/A D(,g)=0.045 mm Liquid Lnnit=n/a Plastic Limit=n/a Di,n=0.075 mm Plasticity Index=n/a Moisture%,as sampled=31.3% D(6,)=0.158 mm Sand Equivalent=n/a Req'd Sand Equivalent= D(gg)=0.407 ram Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 45/83 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated cao,sm Dtitwmmn Cumulative Cumulative Sieve Size Percent Percent Specs Specs e$me_�$ US Metric passing Passing Max Min re^esu�.a-aar�,sgq.ja..✓- P ------ .ox A -,-,, 12.00" 300.00 100% H 100.0% 0.0% ill"!�iµ :liii i i 10.00" 250.00 100/ 100.0% 0.0% Hi i 8.00" 200.00 100% 100.0% 0.0% '° --1------r - -----ir-;--T----- ------- --------- --- ------ °•� 6.00" 150.00 1000/0 100.01% 0.0% 4.00" 100.00 1000/0 100.00/0 0.0% i_ 3.00" 75.00 1000/0 100.00/0 0.0% I 4 2.50" 63.00 100% 100.01/0 0.0% j 7 2.00" 50.00 100% 100.01% 0.0% 70% I , - !.i _._: ! j_1'\\\y\---- - --- --- x 45.00 .,'LL- !- -TIT :- 1.75" % % 1.50" 37.50 100% 100.000/ 0.0% ! ! i l! ! ! ! 1• 1.25" 31.50 100% 100.01% 0.0% 60°' --{- 1.00" 25.00 100% 100.00/ 0.0% 5 3/4" 19.00 100% 100.0e/ 0.0% 518" 16.00 100% 100.0e/ 0.0% :ox 4 -----'1;;{i- jt ;�',�i- --rr�trJ,--- •"�',,^'- +,---I;I I!I ; 1/2" 12.50 100% 100% 100.0°/ 0.0% 3/8" 9.50 99% 99% 100.01/6 0.00/1 a°v 4.-+-T--i------:lm!-;�_i-- --- a°.o•i. 1/4" 6.30 98% 100.0% 0.0% #4 4.75 98% 98% 100.0% 0.0% #8 2.36 97% 100.0% 0.0% 30% -- - ------- --- ----- #10 2.00 96% 96% 100.01% 0.0% #16 1.18 94% 100.00/1 0.0% #20 0.850 93% 100.0% %0.0 930 0.600 93% 100.01% 0.0% #40 0.425 92% 92% 100.00/ 0.0% lox -4-----,iii-N-'L-i-4---iiii-i11-- --�LLiai--'r--i----Ii F+i-b- --'L'rli-i L-i--'r--- lo.o•r. #50 0.300 77% 100.00% 0.0% #60 0.250 71% 100.01% 0.0% #80 0.180 63% 100.01% 0.0% °M too.000 lo.000 l.000 o.loo °,��, o.00l .. #100 0.150 59% 100.01% 0.0% #140 0.106 54% 100.00/o 0.0% #170 0.090 52% 100.01/0 0.00/0 #200 0.075 50.01/o 50.0"/o 100.00/0 0.00/0 . aKv.se=• --M•x x==s -n7h so=== as.�e nwn. Copyri ht Spears En in...i.g&Technical Services PS,1996-98 All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submided as the confidential property of clients,and auth.ii-tion for publication of statements,condusions or ezbacts from or regarding our reports m reserved pending our wnften approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.8' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s1 Ave NE 1 Arlington, WA 49 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Hydrometer Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D 2487 Soils Classification Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color Source: TP-4 @ 1.8' Tested By: M.Carrillo brown Sam le#: B18-0692 ASTM D-422,HYDROMETER ANALYSIS ASTM C-136 Assumed Sp Gr: 2.70 Sieve Analysis Sample Weight: 100.82 grams Grain Size Distribution Hydroscopic Moist.: 1.76% Sieve Percent Soils Particle Adj.Sample Wgt: 99.08 grams Size Passing Diameter ACCREDITED 3.0" 100% 75.000 mm Hydrometer CA 01C0it13°°017r 2.0" 100% 50.000 mm Reading Corrected Percent Soils Particle 1.5" 100% 37.500 mm Minutes Reading Passing Diameter 1.25" 100% 31.500 mm 2 22.5 21.7% 0.0339 turn 1.0" 100% 25.000 mm 5 13.5 13.0% 0.0226 mm 3/4" 100% 19.000 mm 15 8 7.7% 0.0134 mm 5/8" 100% 16.000 tutu 30 6 5.8% 0.0096 nun 1/2" 100% 12.500 mm 60 4.5 4.3% 0.0069 mm 3/8" 99% 9.500 mm 250 1 1.0% 0.0034 tutu 1/4" 98% 6.300 tutu 1440 1 1.0% 0.0014 turn #4 98% 4.750 mm #10 96% 2.000 mm Gravel: 2.0% Liquid Limit:n/a #20 93% 0.850 tutu %Sand: 48.0% Plastic Limit:n/a #40 92% 0.425 >nm %Silt: 47.4% Plasticity Index:n/a #100 5911 0.150 tutu %Clay: 2.5% #200 50.0% 0.075 mm Silts 49.3% 0.074 from 32.8% 0.050 mm 11.5% 0.020 mm Clays 2.5% 0.005 rum 1.011 0.002 mm Colloids 0.7% 0.001 mm USDA Soil Textural Classification Particle Size %Sand: 2.0-0.05 mm %Silt: 0.05-0.002 mm %Clay: <0.002 mm USDA Soil Textural Classification V #NAME? All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.8' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51St Ave NE 11 Arlington, WA 50 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 PAPAuareditd — ' er.rrn weor. S011test 20/7 farm consultants, inc. 2017 zrze orgy.o-..uo...u...w.war rrw..ae..mo,c.m ?noro°�o:re om.:iw.ranur r...so.town. wo re4ia: MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX Sampled BY: Burlington, WA 98233 Field: B18-0692 TP-4 1.8FT Laboratory#: 518-13259 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 10.3 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 5.2 %: Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.8' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 5 1"Ave NE 12 Arlington, WA 51 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18BO54-04 Sampled By: C.Dimitroff SP,Poorly graded Sand Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREOITEDI Source: TP-4 @ 4.0' Tested By:A.Eifrig grayish-brown Sam le#: B18-0693 ASTM D-2216 ASTM D-2419 ASTM D-4318 ASTM D-5821 D1,,=0.089 nun %Gravel=6.0% Coeff.of Curvature,Cc=1.04 Specifications Dtlp,=0.147 min %Sand=90.2% Coeff.of Uniformity,CG=2.59 No Specs D(,,)=0.172 nun %Sift&Clay=3.8% Fineness Modulus=2.11 Sample Meets Specs?N/A DOg1=0.241 min Liquid Limit=n/a Plastic Lnnit=n/a Dlyg1=0.334 min Plasticity Index=n/a Moisture%,as sampled=18.8% DIbg1=0.380 min Sand Equivalent=n/a Req'd Sand Equivalent= Dlyo1=1.883 min Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio- 2/37 Fracture%,2+Faces-n/a Req'd Fracture%,2+Faces- ASTM C-136 ASTM D-6913 Actual Interpolated Greco Bea Distr3utron Cumulative Cumulative Sieve Size Percent Percent Specs Specs m = e$e e8g ; -- Z. n e� US Metric Passma Passing Max Min - 77 t, ----_---- ° 12.00" 300.00 1000/0 100.00/0 0.0% vu 1 1 1 i 10.00" 250.00 1000/1 100.00/1 0.0% 1 �tiyy i iiii--, 111111 ;; 8.00" 200.00 100% 100.0% 0.0% 90% �'---'---,;r;�� 6.00" 150.00 1000/ 100.0% 0.0% 4.00" 100.00 1000/ 100.00/ 0.0% Hu ""u 3.00" 75.00 100°/ 100.01/ 0.0% ----i i i IM i H i i l' , - ?i- 2.50" 63.00 100% 100.01% 0.0 ! ! ! iii _ __ ____ _ 2.00" 50.00 100% 100.0% 0.0% _-- �.-hl, - -...: ! ! -....----- ,o.o..70% --.- � tfrlY��r 1.75" 45.00 100% 100.01% 0.0% 1.50" 37.50 100% 100.01% 0.0 1.25" 31.50 100% 100.01% 0.0% -i- --1 ;.;.1_,_1__ _ !LL11.--i---- - -- ------ --- ---- °, 1.00" 25.00 100% 100% 100.0% 0.0 3/4" 19.00 100% 100% 100.0% 0.00/0 5/8" 16.00 99% 100.0% 0.0% 1/2" 12.50 99% 99% 100.00/1 0.0% 3/8" 9.50 97% 97% 100.0°/ 0.0% 4. -i------ii °1 1/4" 6.30 95% 100.01% 0.0% 7 #4 4.75 940/, 94% 100.000 0.0% #8 2.36 92% 100.01 0.0% '°" -i- ,r•-r_:_ _,.:.:- r�,;',„''-::_ ..._.;_._�_:_ _.».-!- 1 °� #10 2.00 92% 92% 100.01% 0.0% #16 1.18 80% 100.00/ 0.0% #20 0.850 76% 100.01/6 0.0% .i i,iiii :11M iiii #0 0.300 70% 43 100.00/ 0.0% iii+'' W i' i ''' 1 �l a ; #60 0.250 32% 100.0% 0.0% °'` I_____ _I.1,'__i i'{+_____, ...+,',+_{_____. #80 0.180 17% 100.0% 0.0% ,.°on o.,°° °.°o, #100 0.150 100/ 100/ 100.0% 0.0% #140 0.106 61/o 100.0% 0.0% #170 0.090 5% 100.00/ 0.0% #200 0.075 3.81/. 3.8% 100.00/ 0.0% �"_�__ -M=•r==• -°+��__• -•-�_��"• Copyright,Spears Engineering&Technical Services PS,1996-98 A11 results apply only to actual locations and materials tested.As.....protection[o Gients,the public antl ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports Is reserved pending our wrinen approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 4.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 5 Pt Ave NE 13 Arlington, WA 52 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP,Poorly graded Sand Client:BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-5 @ 2.0' Tested By:A.Eifrig brown caw. tsaot tIB10t Sam le#: B18-0694 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D(s)=0.095 turn %Gravel=12.20/ Coeff.of Curvature,Cc=0.56 Specifications Dpg1=0.165 mm %Sand=83.9% Coef£of Uniformity,Cc=6.93 No Specs Dp51=0.206 mm %Silt&Clay=3.9% Fineness Modulus=2.99 Sample Meets Specs?N/A Dt311=0.327 mm Liquid Lnnit=n/a Plastic Limit=n/a Dt5g1=0.744 mm Plasticity Index=n/a Moisture%,as sampled=5.6% Dt6g1=1.147 mm Sand Equivalent=n/a Req'd Sand Equivalent= Dtgo1=6.845 ram Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 5/54 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Cumulative Cumulative cams �titwman Sieve Size Percent Percent Secs Secs P P N Poiiip „= ame�sm='sue US Metric Passim Passim Max Min m • "' 12.00" 300.00 100% 100.0% 0.0% a R 4 461"Aft 10.00" 250.00 100% 100.0% 0.0% I• '° --4----- F -i---1i!:-rT-4-------- -------- ----------- -8.00" 200.00 100% 100.0% 0.0% ------ °°� ^� l 6.00" 150.00 100% 100.0% 0.0% 4.00" 100.00 100% 100.0% 0.0% ;�! � �. mm,,, ' , - .,.III' 3.00" 75.00 100% ]0100.00/00.0% '-- _ I -- � i .-..�•� i I I 2.50" 63.00 100% 100.01/0 0.0% j 2.00" 50.00 100% 100.01% 0.0% 70% --4-------------------------------'r-1--'----l�.i.i!, -- ------ --- ----- 71°% 1.75" 45.00 100% 100.00/ 0.0% 1.50" 37.50 100% 100.00/ 0.0% '0% --1- --,r;;; 1.25" 31.50 100% 100.00/ 0.0% ;„ - '';I iiiy.- - ij�- -- -- -- --------- °� 1.00" 25.00 100% 100% 100.0% 0.0% --- - -- --� 3/4" 19.00 96% 96% 100.00% 0.0% spv ii" Fi i J sp.o°F _1.____.'; 4 i k �+4V + 4+i L4H_I_L_i- 5/8" 16.00 95% 100.0% 0.0% +;'-, ,,;,,,L-s-!--'----'�i ---+1,'�,,'�, '- +,---I; 1/2" 12.50 93% 93% 100.01% 0.0% I,I, I, -+-- -,I f' 3/8" 9.50 93% 93% 100.0% 0.0% a°v - '! !-' '-1-77-;----7 -7'-i--�---- a°.o.. 1/4" 6.30 89% 100.0% 0.0% #4 4.75 88% 88% 100.0% 0.0% #8 2.36 82% 100.0% 0.0% 30% -i- --4-- - )--1 ------ - -- ----- --- ----- #10 2.00 81% 81% 100.01/0 0.0% #16 1.18 61% 100.0% 0.0% ----j4iil! #20 0.850 53% 100.01% 0.0% j #30 0.600 46% 100.00/ 0.0% !! #40 0.425 42% 42% 100.00/ 0.0% i4- ' i i; i ; #50 0.300 27% 100.00/ 0.0% I wF{r+�' � ! ,",+*{-,--•�+'II i #60 0.250 20% 100.00/ 0.0% i iiii ! +tt,-- - , 0�,�,,,, , #80 0.180 12% 100.00/6 0.0% #100 0.150 81/. 8% 100.0"/0 0.0% #140 0.106 6a/o 100.00/0 0.0% #170 0.090 5% 100.00/0 0.0% #200 0.075 3.9% 3.91/o 100.00/0 0.00/0 . aKv=�=• -M.*x==s -Mh so== as.�e Iwo• Copyri ht Spears Engineenn &Technical Services PS,1996-98 All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submided as the confidential property of clients,and authorization for publication of statements,condusions or ezbacts from or regarding our reports m reserved pending our written approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-5 @ 2.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s1 Ave NE 14 Arlington, WA 53 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 PAP-Acwwred win..w„v.n soiltest �17 41 farm consultants, inc. 2017 ift7 Dnpp.p..Yww L.M..Wa N177 .rww..WOMWD.cam ParlkiPalnq 011k�_fSM 7f3-1672 - iar:70110}pll -(iYD17641072 LaUoralory MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX Sampled BV: Burlington, WA 98233 Field: B18-0694 TP-5 2.OFT Laboratory#: 518-13260 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 3.9 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium- N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 2.5 %: Materials Testing & Consulting, Inc. Lab Sample: TP-5 @ 2.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 5 1"Ave NE 15 Arlington, WA 54 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18BO54-04 Sampled By: C.Dimitroff SP,Poorly graded Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREOITEDI Source: TP-6 @ 3.1' Tested By:A.Eifrig grayish-brown c.w..c1 ac0,.uesm Sam le#: B18-0695 ASTM D-2216 ASTM D-2419 ASTM D-4318 ASTM D-5821 D1,,=0.097 mm %Gravel=0.5% Coeff.of Curvature,Cc=1.06 Specifications Dtig)=0.138 mm %Sand=97.1% Coeff.of Uniformity,CG=2.52 No Specs D(1s)=0.165 nun %Si@&Clay=2.4% Fineness Modulus=1.73 Sample Meets Specs?N/A D0g1=0.226 nun Liquid Limit=n/a Plastic Lank=n/a Dls6>=0.307 tnm Plasticity Index=n/a Moisture%,as sampled=14.60/. D(68)=0.348 mm Sand Equivalent=n/a Req'd Sand Equivalent= Dfyo1=1.327 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 1/33 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated G ram Bea Distrmutrov Cumulative Cumulative Sieve Size Percent Percent Specs Specs „ +l US Metric Passma passma I Max Min - .... 0 12.00" 300.00 1000/0 100.00/0 0.0/ w=r. yam_ 4�s�.�.-�� is •4-�,,,, SM ! •r•, 10.00" 250.00 100% 100.0% 0.0% 8.00" 200.00 100% 100.00/1 0.0% sa% --i--._' i " 6.00" 150.00 100% 100.0% 0.0% i! iiii --- 4.00" 100.00 100"/ 100.01% 0.0% i 3.00" 75.00 100% 100.00/1 0.0% 0.0% - --- 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.01% 0.0% 70% 1.75" 45.00 100% 100.00/ 0.0% ----? I 'i 'i'i 'i 'iHM ! unl1l 1.50" 37.50 100% 100.00/0 0.0HM i 1.25" 31.50 100% 100.01% 0.0% ca% -+- -- -i--+_ -�•� ---- - -- ------- --- ---- 0r. 1.00" 25.00 100% 100.0% 0.0 i 3/4" 19.00 100% 100.0% 0.00/0 � s7% _{______111-Fi-1-{--'_.__-'fii'-F-{__.F___._y44+i___{______ :' � iM. " - 1 f 1 Hi-Fi-+-O--/-----iF11--F-i---1---- so.a^r.� 5/8" 16.00 100% 100.0% 0.0% 1/2" 12.50 100% 100% 100.00/1 0.0% 3/8" 9.50 100% 100% 100.00/ 0.0% 40% -;------ii i i-i- --- rtrri-i----=rT - --- --------- 0r.T -- - 1/4" 6.30 100% 100.0°/ 0.0% #4 4.75 99% 99% 100.01/ 0.0% ;wI:I #8 2.36 98% 100.01% 0.0% a0% -i- ,,;'r ,..: r;•�i--i-'- ..._.'_._�_:_ #10 2.00 98% 98% 100.00/ 0.0% #16 1.18 88% 100.00/ 0.0% #20 0.850 84% 100.0% 0.0% #30 0.600 81% 100.0% 0.0% y i i I 79% i444 a n roN -{_____ 44--1 '- -1 -- #0 0.300 48/0 100.0% 0.0/0 i ! --- ,i}4-4 1 +--- #60 0.250 36% 100.00/0 0.0% i iiiiiii i #80 0.180 19% 100.0% 0.0% 0� r00.000 �0.000 �.000 o.r00 0.010 0.0. #100 0.150 11% 11% 100.0% 0.0% #140 0.106 6% 100.0% 0.0% a°"'•"a�"""' #170 0.090 41/o 100.00/1 0.0% #200 0.075 2.40/ 2.40/ 100.00/1 0.0% �"_�__ -M••r==• -0,.,sp= •-�•=�..�a. Copyright,Spears En Ineedng&Technical Services PS,1996-98 Ni results apply only to actual locations and materials tested.As a mutual protection to dients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports Is reserved pending our wrlaen approval. Comments: Reviewed by: Megban Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-6 @ 3.1' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51St Ave NE 16 Arlington, WA 55 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 PAP-AaWWW f 11soiltest 2017 farm consultants, inc. 41 2017 zen onyy.w..No...�.A..va uur ww..ais.n.e,can onk.:��a ra•iat: r.,:ea resa�u roone4ieu MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX Sampled BV: Burlington, WA 98233 Field: B18-0696 TP-7 0.51FT Laboratory#: 518-13261 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 17.9 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium- N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 9.8 %: Materials Testing & Consulting, Inc. Lab Sample: TP-7 @ 0.5' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech r� Burlington, WA 98233 16612 5 1"Ave NE 17 Arlington, WA 56 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18BO54-04 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: pCCREDITED� Source: TP-8@4.0' Tested By:A-Eifrig grayish-browns„,moo„p„� Sam le#: B18-0697 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Df5)=0.040 man %Gravel=14.5% Coeff.of Curvature,Cc=0.87 Specifications D(,g)=0.086 mm %Sand=76.2% Coeff.of Uniformity,Cu=12.78 No Specs 1)(15)=0.160 mun %Silt&Clay=9.4% Fineness Modulus=2.85 Sample Meets Specs?N/A D(,g)=0.286 mm Liquid Link=n/a Plastic Lial n/a 1),,W=0.598 mm Plasticity Index=n/a Moisture%,as sampled=10.2% D(6,)=1.094 mm Sand Equivalent=n/a Req'd Sand Equivalent= D(gg)=7.814 non Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 115 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated cao,sm oistwmma Cumulative Cumulative Sieve Size Percent Percent Specs Specs a e US Metric Passing Passing Max Min ,.,.` '"�iA4' , ---,_- 12.00" 300.00 100°/ 100.0"/ 0.0% ;•� 10.00" 250.00 100% 100.01% 0.0% 8.00" 200.00 100°/. 100.0% 0.0% '°_ --1----- i,------- T---';r-i^! -T--i- 6.00" 150.00 100% ]00.0% 0.0% ! ! - --------- - - -- --- ---- 4.00" 100.00 100/ 100.000/0 0.0% _ _ 3.00 75.00 1000/0 100.00/0 0.0% 2.50" 63.00 100% 100.01/0 0.0 2.00" 50.00 100% 100.0"/0 0.0% !l1J_:-J----- 71 - 1.75" 45.00 100% 100.0a/ 0.0% 1.50" 37.50 100% 100.00/ 0.0 1.25" 31.50 100% 100.00/ 0.0% `°''° --{- i. i_. !! ! ! ;_•u. .__{_ ....i.i -- ------ °�, 1.00" 25.00 100% 100.00/ 0.0% 5 ! Mi,i, - - 3/4" 19.00 100% 100% 100.0%. 0.0% spv -------ti i-i- -i-----t:! --4 ',* ----_ 518" 16.00 97% 100.0% 0.0% ,,!!!!!! I ! IttHtt! !----I!i!:,1't-- �1�r ,Ht °•__ 1/2" 12.50 940/6 940/6 100.0"/ 0.0% I1111m lln l ::l:l 3/8" 9.50 92% 92% 100.0% a°v 0.0% ! !! ____iiiiii-i_--_-_,iiiii - - -- ------ --- ------ °0 '+ 1/4" 6.30 88% 100.0% 0.0% i ------ #4 4.75 86% 86% 100.0"/6 0.0% #8 2.36 79% 100.0% 0.0% J0M --»- e-t-i- �.: -- ----- - -- ----- --- ----- or. #10 2.00 78% 78% 100.01% 0.0% #16 1.18 62% 100.01% 0.0% ___ _ __ __ __ zax _ i-'_-- - ----- - -- __-- ----- or. y #20 0.850 55% 100.00/ 0.0% jJim!j ;` #30 0.600 50% 100.0% 0.0% liiiiii �,I,,I,, " i 1 1 1 i 1 +FF111--F--{--_',.•i.,.i-+�_1---,hill,1 Fi--4---- o.ii•,.#40 0.425 47% 47% 100.0% 0.0% tpx -i------{rr -',-- r-, r--""', #50 0.300 32% 100.00% 0.0% 1 #60 0.250 260/, 100.0% 0.0% #80 0.180 17% 100.01% 0.0% °M too.000 to.000 t.000 p"aO o.oto o.00t #100 0.150 140/6 140% 100.0"/. 0.0% #140 0.106 11% 100.00/0 0.0% #170 0.090 10% 100.01/0 0.0% #200 0.075 9.41/o 9.41/. 100.00/1 0.0% Copyright I Spears Engi...nn &Technical Services PS,[996-98 All results apply only to actual location.end materials tested As a mutual protection to cl loots,the public and ourselves,all reports arc submitt,d as tho confidential property of clients,and authorization for publlcanon of statements,conclusions or extracts from or regarding our reports is r -s!pentling our wnaen approval. Comments: A Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP 8 @ 4.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s1 Ave NE 18 Arlington, WA 57 Arlington Mixed-Use Geotechnical Investigation,Arlington,WA Materials Testing&Consulting,Inc. September 7,2018 Project No.: 18B054-04 F VU'Acoredftd %S011test zo» farm consultants, inc. 2U77 l�t3 Drgps Or_Yww Lek..YN Mp7 •ww.aaraaOW.cw PenklValnq Ottica:1309143-1672 Fu:SOY 101031 -(iW1761-16t2 Laeoralo.y MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX Sampled BY: Burlington, WA 98233 Field: B18-0697 TP-8 4.OFT Laboratory#: 518-13262 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange 10EC meq/100g 1.4 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 2.1 W Materials Testing & Consulting, Inc. Lab Sample: TP-8 @ 4.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 5 1"Ave NE 19 Arlington, WA 58 Attachment 5 — Report of Groundwater Mounding Assessment by MTC 106 JVWVE1111111 MATERIALS TESTING&CONSULTING,INC. April 3, 2020 Paul Woodmansee, owner **DRAFT** BYK Construction PO Box 619 Sedro Woolley, WA 98284 Subject: Report of Groundwater Mounding Assessment Proposed Site Development—Arlington Mixed-Use 16612 5 1"Avenue NE Arlington, Washington MTC Project No.: 19BO18-12 Dear Mr. Woodmansee & Project Team: At your request, Materials Testing & Consulting, Inc. (MTC) has performed geotechnical consulting services for assessment of potential groundwater mounding in support of final stormwater infiltration facility design and approval at the above referenced project site. MTC has performed the geotechnical services described herein in accordance with project discussions with the client and our approved proposal dated October 15, 2019. To date, our work has included: ➢ Consultation with the project team. ➢ Review and reuse of available subsurface information from adjacent site (prior work by MTC). ➢ Continuous groundwater monitoring from October 22, 2019 to March 20, 2019. ➢ Calculation of soil parameters using existing laboratory data. ➢ Calculation of groundwater mounding potential. ➢ Preparation of this summary letter addressing findings and viability of the system as designed. This letter summarizes provided project information, data resources utilized, and reports the results of MTC's Groundwater Mounding Assessment for the designer's use in final infiltration design. Typical soil conditions of the site area at design depth are composed of sand to sand with silt conducive to infiltration and lateral spreading of infiltrated stormwater A site location and vicinity maps are shown in Figure 1 of Appendix A. The aerial photo in Appendix B shows the approximate extent of the project site and test pit and monitoring well locations. Attached in Appendix C are exploration logs with laboratory results in Appendix D. Groundwater monitoring graphs are attached in Appendix E. Environmental•Geotechnical Engineering•Special Inspection•Non-Destructive Testing•Materials Testing Burlington I Olympia l Bellingham I Silverdale ITukwila 360.755.1990 www.mtc-inc.net Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Site Monitoring Methodology: MTC understands the project is currently in design for implementing stormwater infiltration facilities. During MTC's previous site exploration, monitoring wells were installed directly adjacent to test pit locations TP-1, TP-4, TP-5 and TP-7. Monitoring wells were constructed by augering holes near test pit locations with a 9-inch diameter auger to depths ranging from 5.0 to 6.0 feet below observed groundwater levels per project civil engineer's instruction. Well bodies were constructed of 2-inch diameter PVC pipe with a 3-foot lower screen and screen cap at the base and a solid upper portion. Following installation of well bodies. Auger holes were backfilled with screen rock in the lower 3.0 feet of the boring, then soil tailings up to within 1-foot of the surface, and finally capped with bentonite chips at the surface. Monitoring wells were no developed during the time of construction. On October 22, 2019 an MTC geologist installed downhole automated piezometric data loggers and one surface barometric logger. An MTC staff geologist retuned periodically to verify equipment operation, download interim data, and collect supplemental direct measurements for data confirmation and correlation purposes. Monitoring services were terminated on March 20, 2020 with one final direct reading and removal of data loggers. Well locations shown on the site plan are approximate. Mounding Analysis Methods &Results: Ksat Determination MTC performed the following mounding calculations using the simplified solutions for recharge strip mounding derived by Zomorodi (1991, 2005). Preparing for the calculations required determining saturated hydraulic conductivities (Ksat) for representative soil conditions. Applicable laboratory results from MTC's prior study of the site, were applied to the Massmann (2003) equation (1) to calculate Ksat values as shown in Table 1 below. (1) log10(Ksat) _ -1.57 + 1.90*D10 + 0.015*D60 - 0.013*D90 - 2.08*ff 2 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Table 1. Soil hydraulic conductivities based on Massmann(2003) Analysis De th Ksat TP # Dept) USCS D10 D60 D90 Ff(%) (ft/day) 1 1.3 SM 0.026 0.305 1.611 28.5 21.02 1 2.2 SP-SM 0.154 0.411 1.673 6.5 105.76 2 2 SP-SM 0.09 0.389 1.774 8.3 73.05 4 1.8 SM 0.015 0.158 0.407 50 7.38 4 4 SP 0.147 0.38 1.883 3.8 115.87 5 2 SP 0.165 1.147 6.845 3.9 110.43 6 3.1 SP 0.138 0.348 1.327 2.4 120.99 8 4 SP-SM 0.086 1.094 7.814 9.4 29.12 Differences in the above values sampled from similar soil strata throughout the study area are interpreted to represent natural variation in soil gradation. For assessment of the entire site, above expected groundwater table, Ksat values were used separately so as to not average out the lower range of expected conditions. Therefore, Ksat values assigned for mounding analysis are: Sand with Silt(SP-SM) Ksat= 73.05 feet/day Sand, low fines (SP) Ksat= 110.43 feet/day Silty Sand(SM) Ksat=21.02 feet/day Mounding Calculations In a simplified case, mounding potential for infiltrating water above a water table or restrictive horizon (h) is a function of recharge rate (i), horizontal Ksat(k), and recharge facility width (w)per equation(2): (2) h=(0.86 * i * w) /(k-i) Width of the facility is defined as w = 5.0 feet. To address a maximum input scenario, the recharge rate (i) was set by using the USDA method design infiltration rate (recommended by MTC = 2.0 inches/hour, or 4.0 feet/day) equal to the recharge rate of 2.0 inches/hour(4.0 feet/day). Conductivity (k) was applied using representative Ksat values from above. Mounding inputs and results are tabulated in Table 2: 3 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 TABLE 2. Summary of Mounding Analysis Results Soil Gravel Bed Hydraulic Recharge Maximum Mound Mound Height at Maximum Height Condition Width(w) Conductivity (i) Central Height(Hc) Edge of Bed(He) with FS=2 (Ksat=k) SP-SM 5 73.05 4.0 0.25 0.15 0.53 SP 5 110.43 4.0 0.16 0.09 0.34 SM 5 21.02 4.0 1.01 0.65 2.64 NOTE: All dimensions in feet. All rates in feet/day. Discussion of Results Mounding Analysis According to the results of this analysis, mounding will occur to some extent under the facility while stormwater infiltrates vertically and spreads laterally. It should be noted that the 2019 Stormwater Management Manual for western Washington section V-5.6 Site Suitability Criteria (SSC) recommends the base of infiltration basins and trenches be at least 3 feet above the seasonal high-water mark. The far right column of Table 2 presents calculations of mound height using a lower soil Ksat value reduced by a factor of 2. The height approximately doubles, up to a maximum of 2.64 feet at center for the less transmissive soil type. The input parameters, representing peak conditions, and conservative approach to analysis should provide an indication of maximum potential mounding. Actual mounding in most cases should be notably reduced from that reported above. Groundwater Monitoring Complete results of groundwater monitoring are attached. Provided in Appendix E are the graphs of groundwater levels recorded by the data loggers every 1 hour. Review of direct groundwater measurements taken during subsequent periodic visits indicate a strong correlation. Therefore, the logger data is considered verified by the periodic direct measurements. Graphs generally show seasonal high-water conditions fluctuating between -1.0 and -2.0 feet below ground surface (BGS) between early January and the beginning of March. A higher than normal peak 4 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 was noted in the beginning of February, raising the groundwater level to a maximum of-0.163 feet BGS. This is noted to correspond with a record high rainfall event. Reuse of Native Soils MTC understands that the client intends to reuse native soils in the infiltration galleries where possible. MTC recommends the native soils used in the infiltration system be limited to the SP — poorly graded Sand unit. In order to maintain a similar infiltration rate as the undisturbed native, on site soils used for fill in the infiltration system should be compacted to approximately 85% to 90% based on the modified Proctor maximum dry density as determined per ASTM D1557. Closing Remarks: MTC has completed a simplified mounding analysis employing the methods of Zomorodi (1991, 2005) for the proposed stormwater infiltration system at the Arlington Mixed Use project site. At request of the project team, seasonal groundwater conditions were obtained through direct groundwater monitoring using remote data loggers. We recommend that the actual conditions below the infiltration chamber be assessed during construction to ensure the native soils at the facility location are suitable for the proposed design. MTC should be contacted to verify subgrade conditions once exposed, and to consult on any mitigations if required due to local variations if encountered. In addition, MTC should be retained for earthwork testing and special inspections as required for the project construction. If conditions are encountered that differ from those reported herein and in the referenced materials, MTC shall be contacted for consultation. Mr. Woodmansee & Project Team, we trust this correspondence presents the information you require. If you have questions,please do not hesitate to call. Respectfully Submitted, Materials Testing and Consulting,Inc. ***DRAFT*** 04-03-2020 Kevin Walters L.G. Medhanie Tecle, P.E. Geotechnical Division Manager Engineering Manager 5 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Attachments: Limitations and Use of this Report Appendix A. Location and Vicinity Map Appendix B. Site Aerial Photo Appendix C. Exploration Logs Appendix D. Laboratory Results Appendix E Groundwater Monitoring Graphs REFERENCES: Zomorodi, K, 2005. Simplified Solutions for Groundwater Mounding Under Stormwater Infiltration Facilities, AWRA 2005 Annual Water Resources, Seattle, WA. Zomorodi, K., 1991. Evaluation of the response of a water table to a variable recharge rate. Hydrologic Science Journal 36 (1), 67-78. 6 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. Aphl 3,2020 19BO18-12 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, we should be notified immediately in order to review and provide supplemental recommendations. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, we should be notified to review and provide supplemental recommendations. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. This report may be used only by the Client and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. It is the Client's responsibility to ensure that the Designer, Contractor, Subcontractors, etc. are made aware of this report in its entirety. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the Client or anyone else will release MTC from any liability resulting from the use of this report. The Client, the design consultants, and any unauthorized party, agree to defend, indemnify, and hold harmless MTC from any claim or liability associated with such unauthorized use or non- compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. 7 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 8 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Appendix A. SITE LOCATION AND VICINITY N Regional Vicinity =ira i I j r u Arlington Arlington Heights s3o Warm Beach 531 r ° Lake odwin s c� J an North Road-Ca on C Marysville reek Granite Fall © o Site Vicinity Arlington Municipal Airport am TOTEM PARK L I S H —d S, E 0 m Project EDGECO 7 3 v - m � m Gissberg s Twin Lakes - KEY POIN` o Source: Google Klein FieldsQ Maps, 2018 1521d SI NE p—nd Strawberry Materials Testing & Consulting, Inc. Regional and Site Vicinities FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 515t Ave NE Arlington, WA 9 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Appendix B. SITE MAP AND EXPLORATION LOCATIONS N TP-6 TP-3 (D 0 0 TP-2 MW-2 TP-4 _ MW-3 r- __ MW-1 TP-1 t r 0 150 MTC Test Pit Location (Typical) Monitoring Well Location (Typical) SCALE (FEET) ... . 1"=100'Approximate Materials Testing & Consulting, Inc. Aerial Photo & Exploration Locations Base Map: Aerial Photograph FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Source:Google Imagery,2018 Burlington, WA 98233 16612 51"Ave NE NOT Modified N MTC: 7/CO 2 g � NOT INTENDED FOR CONSTRUCTION Arlington, WA NOT TO SCALE-Shown is Approximate 10 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Appendix C. EXPLORATION LOGS Grab soil samples were collected from each exploration location by our field geologist during test pit excavation. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. Exploration logs are shown in full in Appendix C. The explorations were monitored by MTC personnel who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS), obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion test pits were backfilled with existing soils tailings. The stratification lines shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. Penetrometer results from Wildcat DCP testing are shown in Appendix C. During penetrometer advancement, blow counts were recorded in 10-centimeter increments as a thirty-five-pound weight was dropped a distance of 15 inches. Blow counts were then converted to resistance (kg/cm2), standard penetration blow counts (N-values), and corresponding soil consistency, as displayed on the logs. 11 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Unified Soil Classification System Chart C a�Y. ?�^S Sampler 5vmbolDexr ptIon Dfajor Ditisicme r =.-pioal D�.nFticn _ Coane °G `. GLL Grained Sol Soils Grarel Gait GmawL More Thaa PoorlyGradedGrawY,Grawl-Sand 50°vod : .�'� Mixn es ® Gr_borBuG Coarse F. tionRetaied o 0 o G:.I S&Y Gr:=_Is.Gr_w3 Szd-Sikafatwes More Than5X- On No4 0 0 "'iforrr ?T OD; RetinedOn Sew Gres.s6 Wit.Fims No 20OSew GC C1a _Gr:zL Gr_:=_i=astbCtvNfa- tir,; 3 LL" We>l�.dedSanda G=wlly Sir&Sad Strataplsic Contact C1•anSartds Distitrt Sm-tipajtx Cst:t MoreT7aa SP Poarh-Grp s-fds, Gr:=_n:•_a& - Benw?r:Sail States C mfs?Frao- Gr.:dsal tlarmB?trn:S:i tioaP_nim SD1 Sdrv2a�Sand-SiltAtiztres Slit No 4 Set= :lpprarime bcatixd SandswithFires •••••• stratg<-ok:Y—* SC C Ewy S ands,Clay Aiiztres Fine Grained I+II Isar rcSilt,rockFbtsChy_ySilt i Grar-6vaerdoaEv.=-1at the d Soil With Low Pkstc ity exploration S ks&Clar s L'uid Limit Less C L Irnrganc Ckys of Low To Aladittm Q Aleaapd gait t ser 1=_wl ir. 4 5;.� Plisticty ezploratbr_twil or pi�a_t-r T2an Mare T*ta 50°: Pgchedttaer ober.=dst time Panirt:The OL OrrpnYSih and Oapnic SityClaysof dezplaratbn No -0 2 e:s LowPlsstcity `IH I=Pnb Silt-ofalod-lePlisticity Modifiers Description S&s&C1ws LquidLiatit CH I:tor�ncClaysofHi9:Pb-strity �° Greaser Tir .r.5. Tare � OH � Orr is Ckys arid Sitsoi\f Ci a b $o:ne Hig:Plistic kv ?T PeatHaMSoitstcithpredomiranv_: With >i2 llplllt'O Nad Y Sods OfFnic COrt-21Y Soil Consistencv Grain Sine Granular Soils Fim-graimd Soils IECFIPTIClC SIF"E MAN SIZE APPROXIM-AMSIZE SIB, Dertsdt' SPT consirrnn SPT ffiomromutr Ezonrowr Rout ers >1:. >1:•• I smrt*c.aba4A)V L.-o 3e C�4 L'- So*t Cottle: _-11, 1= =it b tr>lvwl I.�ose 41 So`t 24r3e ? ? _4-3- 1 Thumb bfi3t Css:=_: \faiutr. 1 Firr 48 -=4' a19-0__5- Pea Dense Dense Dense 30-50 Stir 8-1 ::xr3e =10-=4 0-079-019" Rack sak to pea ervDerse >50 Lr:Sties 15-_: S::td Aledin =40-=10 0.017-0.03T Sugarbrockraft >; Fre —Do-*0 00029-001" Fknr toSujw Fires P"�g <OOmr Ftovraadtma111 Materials Testing & Consulting, Inc. Exploration Log Key FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 5 Pt Ave NE 3 Arlington, WA 12 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Logof Test Pit TP-1 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :SE corner of site(see map). MTC Job#18BO54-04 Logged By :CD 0 cli LL v L Monitoring Wel C = ) 7 N U m a DESCRIPTION @ o m ii o Z) 0 Z o 0 0 TOPSOIL:SILT WITH SAND,soft,dry to damp,fine-grained sand, 0 OL-ML strong organics(roots,grass surfacing).Dark BROWN SILTY SAND to SANDY SILT,minor gravel up to 3/4",medium 1 SM-ML dense or stiff,damp,fine-grained sand,some organics(thin roots, charcoal).Light BROWN,moderate orange mottling 28.5 8.1 SAND,minor silt and gravel up to 1.5",trace cobbles up to 6", medium dense to dense with depth,damp to wet with depth, 2 medium-to coarse-grained sand.Medium BROWN to GRAY,with some mottling in upper 1.0' X 6.5 9.0 2. 4 Increase in gravel 6 SP Becoming wet,medium GRAY d 0 a 'a w Moderate seepage observed at 5.5'BPG 5. d 0 6 i; 5 TD:7.0'BPG Excavation terminated due to hole flood. °0 Groundwater stabilized at 4.9'BPG after 2 hr.. d d 8 0 d c� 0 0 m m' 10 IV O N r O 13 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Log of Test Pit TP-2 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NE comer of site(see map). MTC Job#18BO54-04 Logged By :CD 0 cli a) c LL > L V N Mn Co DESCRIPTION E o LL 0 U2 o 0 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SAND,some gravel up to 1.5",some to minor silt with depth,medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 2.0' 2 8.3 9.7 Becoming wet,dominantly gray at 3.2'BPG 4 SP `o a N rL F o Increase in gravel at 5.0'BPG N Moderate Seepage observed at 5.2'BPG w ro o c' 6 i; m 5 0 To:7.2'BPG 00 Excavation terminated due to hole flood. Groundwater stabilized at 4.6'BPG after 2.5 hr. d 8 d 0 c� d `o a m 10 IJ m 0 N r 0 d, 0 14 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Logof Test Pit TP-3 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NE Central of site(see map). MTC Job#18BO54-04 Logged By :CD 0 N LL v t Monitoring Wel C N o a- 0DESCRIPTION o c� c o 0 0 TOPSOIL:SILT WITH SAND,trace greavel up to 3/4",soft,dry to 0 damp,fine-grained sand,strong organics(roots,grass surfacing). OL-ML Dark BROWN SILTY SAND,some gravel up to 1",medium dense,damp, SM fine-grained sand,some organics(thin roots,charcoal).Medium BROWN,moderate orange mottling SAND,minor silt and gravel up to 1.5",medium dense to dense 2 with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some mottling in upper 2.0' `o a <+i rL a 0 a w4 Increase in gravel,dominantly gray 4 1 0 � SP D Moderate seepage observed at 4.8'BPG 0 m 3 0 o'0 6 m iq U N O N d TD:7.5'BPG Excavation terminated due to hole flood. `o 8 Groundwater stabilized at 4.0'BPG after 2 hr.. rn m' m LL U H c'o 16 co 10 0 N N r 15 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Logof Test Pit TP-4 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :E Central part of site(see map). MTC Job#18BO54-04 Logged By :CD 0 04 LL > L U N U a DESCRIPTION m o ii o Z) U o 0 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SILTY SAND,minor to trace gravel up to 3/4",medium dense,damp,minor organics (thin roots),fine-grained sand.Light BROWN to GRAY,some scattered orange SM mottling 2 50.0 31.3 SAND,some gravel up to 1",minor silt,medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 1.0' Dominantly gray below 3.5'BPG 4 3.8 18.8 `o ~ SP o Increase in gravel at 5.0'BPG Moderate Seepage observed at 5.0'BPG W m °v 0 6 0 5 0 N TD:7.2'BPG m Excavation terminated due to hole flood. Groundwater stabilized at 4.2'BPG after 2.0 hr. d 8 0 d c� 0 0 m m' 10 N O N r O 16 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Logof Test Pit TP-5 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :SW Central of site(see map). MTC Job#18BO54-04 Logged By :CD 0 cli LL v L Monitoring Wel C = ) 7 N U m a DESCRIPTION @ o m ii o Z) 0 o 0 0 TOPSOIL:SILT WITH SAND,trace gravel up to 3/4",soft,dry to 0 damp,fine-grained sand,strong organics(roots,grass surfacing). OL-ML Dark BROWN 1 SAND,some gravel up to 1.5",minor silt,medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in 2 upper 1.8' X 3.9 5.6 2. 4 Becoming wet,dominantly gray at 4.0'BPG `o 6 SIP d Increase in gravel at 4.8'BPG 0 Moderate Seepage observed at 5.2'BPG 'a W 5. m °v 0 6 0 5 0 N Gl N 8 TD:7.8'BPG N Excavation terminated due to hole flood. Groundwater stabilized at 4.8'BPG after 1.75 hr.. 0 d c� 0 0 m m' 10 IV O N r O 17 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Logof Test Pit TP-6 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :SW comer of site(see map). MTC Job#18BO54-04 Logged By :CD 0 04 lL > L U N U a DESCRIPTION m o ii o Z) U o 0 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SAND WITH SILT decreasing with depth,minor gravel up to 3/4",medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 2.0' 2 Becoming wet,dominantly gray at 3.2'BPG X2.4 14.6 Increase in gravel,decrease in fines 4 SP `o d 0 Moderate Seepage observed at 5.2'BPG 'a w °v 0 6 0 5 b TD:6.9'BPG z Excavation terminated due to hole flood. m' Groundwater stabilized at 4.7'BPG after 1.5 hr. d d 8 0 d c� 0 0 m m' 10 N O N r O 18 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Log of Test Pit TP-7 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NW corner of site(see map). MTC Job#18BO54-04 Logged By :CD 0 LL V m Monitoring Wei: � � w y V) o I DESCRIPTION � o c o u CL � E m C0 in o 0 0 TOPSOIL:SILT WITH SAND,trace gravel up to 3/4",soft,dry to 0 damp,fine-grained sand,strong organics(roots,grass surfacing). OL-ML Dark BROWN SILTY SAND to SAND WITH SILT,trace gravel up to 1/2", 1 medium dense,damp,trace organics(thin roots),medium-to SM-SP coarse-grained sand.Medium BROWN,some scattered orange mottling 2 SAND,some gravel up to 1.5",minor silt,medium dense to dense 2.15 with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 1.0' 4 `o a a. SP Increase in gravel.Becoming wet,dominantly gray at 4.7'BPG m 0 a 5.15 a Moderate Seepage observed at 5.3'BPG w ro o 6 0 m 5 0 !N To:7.1'BPG o'o Excavation terminated due to hole flood. Groundwater stabilized at 4.6'BPG after 1.5 hr.. d 8 d 0 c� d `o a m 10 IJ m 0 N r 0 d, 0 19 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Matertials Testing &Consulting Log of Test Pit TP-8 Burlington,WA Geotechnical and Environmental Engineering Arlington Mixed Use Geotech Date Started :7/16/2018 16612 51st Ave NE Date Completed :7/16/2018 Arlington,Washington Sampling Method :Grab Samples Location :NW central part of site(see map). MTC Job#18BO54-04 Logged By :CD 0 cli LL iv c > L V N Mn WE CO C o DESCRIPTION E o LL 0 rn o 0 0 TOPSOIL:SILT,some sand,soft,damp,fine-grained sand,strong organics(roots, grass surfacing).Dark BROWN OL-ML SAND WITH SILT,minor gravel up to 2",medium dense to dense with depth,damp to wet with depth,medium-to coarse-grained sand.Medium BROWN to GRAY,with some scattered mottling in upper 2.0' 2 Dominantly gray at 3.0'BPG Increase in gravel,decrease in fines at 3.8'BPG 4 Becoming wet 9.4 10.2 `o a SP a. m 0 a W Moderate Seepage observed at 5.5'BPG ro 6 i; m 5 0 m' d 8 To:7.9'BPG Excavation terminated due to hole flood. Groundwater stabilized at 5.0'BPG after 1.5 hr. d 0 c� d `o a m 10 N m 0 N r 0 d, 0 20 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 WILDCAT DYNAMIC CONE LOG Page I of 2 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04 Bellingham,WA 98225 DATE STARTED: 08-29-2018 DATE COMPLETED: 08-29-2018 HOLE#: DCP-1 CREW: CD/KQ SURFACE ELEVATION: - PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: -4.5' ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs. LOCATION: East-Central CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cm2 0 50 100 150 N' SAND&SILT CLAY - 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 7 31.1 ......••• 8 LOOSE MEDIUM STIFF - 1 ft 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 17 75.5 ..................••• 21 MEDIUM DENSE VERY STIFF - 19 84.4 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 2 ft 12 53.3 ............••• 15 MEDIUM DENSE STIFF - 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 8 35.5 ......•••• 10 LOOSE STIFF - 3 ft 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 1 m 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 17 65.6 ..................• 18 MEDIUM DENSE VERY STIFF - 4 ft 24 92.6 ........................•• - MEDIUM DENSE VERY STIFF - 25 96.5 ........................••• - MEDIUM DENSE VERY STIFF - 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 5 ft 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF - 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 27 104.2 ........................•••••• - MEDIUM DENSE VERY STIFF - 6 ft 20 77.2 ..................•••• 22 MEDIUM DENSE VERY STIFF - 22 84.9 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 2 m 50 193.0 ....................................••• - VERYDENSE HARD - 7 ft 26 88.9 ........................• 25 MEDIUM DENSE VERY STIFF - 32 109.4 ..............................• - DENSE HARD - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 8 ft 18 61.6 ............••••• 17 MEDIUM DENSE VERY STIFF - 18 61.6 ............••••• 17 MEDIUM DENSE VERY STIFF - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 9 ft 25 85.5 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 27 92.3 ........................•• - MEDIUM DENSE VERY STIFF - 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 3 m 10 ft 20 68.4 ..................• 19 MEDIUM DENSE VERY STIFF - 18 55.1 ............••• 15 MEDIUM DENSE STIFF - 28 85.7 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 39 119.3 ..............................•••• - DENSE HARD - lift 30 91.8 ........................•• - MEDIUM DENSE VERY STIFF - 19 58.1 ............•••• 16 MEDIUM DENSE VERY STIFF - 32 97.9 ........................•••• - MEDIUM DENSE VERY STIFF - 12 ft 32 97.9 ........................•••• - MEDIUM DENSE VERY STIFF - 36 110.2 ..............................• - DENSE HARD - 39 119.3 ..............................•••• - DENSE HARD - 4 m 13 ft 50 153.0 ....................................••• - DENSE HARD WILDCAT.XLS 21 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 WILDCAT DYNAMIC CONE LOG Page I of 2 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04 Bellingham,WA 98225 DATE STARTED: 08-29-2018 DATE COMPLETED: 08-29-2018 HOLE#: DCP-2 CREW: CD/KQ SURFACE ELEVATION: - PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: -5.0' ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs. LOCATION: Center of site CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cm2 0 50 100 150 N' SAND&SILT CLAY - 5 22.2 ••••• 6 LOOSE MEDIUM STIFF - 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 1 ft 16 71.0 ..................•• 20 MEDIUM DENSE VERY STIFF - 13 57.7 ............•••• 16 MEDIUM DENSE VERY STIFF - 19 84.4 ..................•••••• 24 MEDIUM DENSE VERY STIFF - 2 ft 25 111.0 ................................ - DENSE HARD - 37 164.3 ....................................... - DENSE HARD - 35 155.4 ....................................... - DENSE HARD - 3 ft 42 186.5 ....................................... - VERYDENSE HARD - 1 m 24 106.6 ........................•••••• - MEDIUM DENSE VERY STIFF - 45 173.7 ....................................... - DENSE HARD - 4 ft 50 193.0 ••••••••••••••••••••••••••••••••••••••• - VERYDENSE HARD - 30 115.8 ••••.......0......0......0...... - DENSE HARD - 30 115.8 ••••••••••••......0......0....... - DENSE HARD - 5 ft 25 96.5 ••••••••••••••••••••••••••• - MEDIUM DENSE VERY STIFF - 25 96.5 ....0...................••• - MEDIUM DENSE VERY STIFF - 20 77.2 •••• ...... 22 MEDIUM DENSE VERY STIFF - 6 ft 21 81.1 ••••••••••••••••••••••• 23 MEDIUM DENSE VERY STIFF - 20 77.2 .....0......0......••• 22 MEDIUM DENSE VERY STIFF - 2 m 23 88.8 ........................• 25 MEDIUM DENSE VERY STIFF - 7 ft 28 95.8 ••••••••••••••••••••••••••• - MEDIUM DENSE VERY STIFF - 34 116.3 ••••••..............0...••••••••• - DENSE HARD - 35 119.7 .....•..............0......0..•••• - DENSE HARD - 8 ft 30 102.6 ••••••••••••••••••••••••••••• - MEDIUM DENSE VERY STIFF - 19 65.0 ......0......••••• 18 MEDIUM DENSE VERY STIFF - 24 82.1 ......0................ 23 MEDIUM DENSE VERY STIFF - 9 ft 31 106.0 •••••••••••••••••••••••••••••• - MEDIUM DENSE VERY STIFF - 27 92.3 ........................•• - MEDIUM DENSE VERY STIFF - 25 85.5 ......0....... ......••• 24 MEDIUM DENSE VERY STIFF - 3 m 10 ft 33 112.9 •••••••••••••••••••••••••••••••• - DENSE HARD - 26 79.6 .......0...... ......•• 22 MEDIUM DENSE VERY STIFF - 24 73.4 0.................••• 20 MEDIUM DENSE VERY STIFF - 27 82.6 ••••••••••••••••••••••• 23 MEDIUM DENSE VERY STIFF - 11 ft 28 85.7 ........0......0..•••••• 24 MEDIUM DENSE VERY STIFF - 27 82.6 ••......0......0...... 23 MEDIUM DENSE VERY STIFF - 25 76.5 •••••••••••••••••••••• 21 MEDIUM DENSE VERY STIFF - 12 ft 30 91.8 ••••••••••......0......••• - MEDIUM DENSE VERY STIFF - 43 131.6 ••••••••••••....0...... ......•....... - DENSE HARD - 35 107.1 ••••••••••••••••••••••••••••••• - MEDIUM DENSE VERY STIFF - 4 m 13 ft 50 153.0 ••••••••••••••••••••••••••••••••••••••• - DENSE HARD WILDCAT.XLS 22 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 WILDCAT DYNAMIC CONE LOG Page I of I Materials Testing and Consulting 805 Dupont,Suite 5 PROJECTNUMBER: 18B054-04 Bellingham,WA 98225 DATE STARTED: 08-29-2018 DATE COMPLETED: 08-29-2018 HOLE#: DCP-3 CREW: CD/KQ SURFACE ELEVATION: - PROJECT: Arlington Mixed-Use Geotech WATER ON COMPLETION: NA ADDRESS: 16612 51 st Ave NE,Arlington,WA HAMMER WEIGHT: 35 lbs. LOCATION: West-Central CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm K cm2 0 50 100 150 N' SAND&SILT CLAY - 8 35.5 ......•••• 10 LOOSE STIFF - 10 44.4 ......•••••• 12 MEDIUM DENSE STIFF - 1 ft 14 62.2 ............•••••• 17 MEDIUM DENSE VERY STIFF - 16 71.0 ..................•• 20 MEDIUM DENSE VERY STIFF - 23 102.1 ........................••••• - MEDIUM DENSE VERY STIFF - 2 ft 31 137.6 ....................................... - DENSE HARD - 33 146.5 ....................................... - DENSE HARD - 21 93.2 ........................••• - MEDIUM DENSE VERY STIFF - 3 ft 30 133.2 ...................................... - DENSE HARD - 1 m 29 128.8 ..................................... - DENSE HARD - 35 135.1 ....................................... - DENSE HARD - 4 ft 33 127.4 .................................... - DENSE HARD - 29 111.9 ................................ - DENSE HARD - 27 104.2 ........................•••••• - MEDIUM DENSE VERY STIFF - 5 ft 32 123.5 ................................... - DENSE HARD - 45 173.7 ....................................... _ DENSE HARD - 50 193.0 ...................................... - VERYDENSE HARD - 6 ft 40 154.4 ••••••••••••••••••••••••••••••••••••••• - DENSE HARD - 35 135.1 ••••••••••••......0...... ...... ...... - DENSE HARD - 2 m 23 88.8 ....0......0......0...... 25 MEDIUM DENSE VERY STIFF - 7 ft 22 75.2 ••••••••••••••••••••• 21 MEDIUM DENSE VERY STIFF - 24 82.1 .0......0......0..••••• 23 MEDIUM DENSE VERY STIFF - 16 54.7 ............••• 15 MEDIUM DENSE STIFF - 8 ft 20 68.4 ••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 25 85.5 .....0......•••••••••••• 24 MEDIUM DENSE VERY STIFF - 24 82.1 ..................••••• 23 MEDIUM DENSE VERY STIFF - 9 ft 21 71.8 •••••••••••••••••••• 20 MEDIUM DENSE VERY STIFF - 25 85.5 ......0..........0•••••• 24 MEDIUM DENSE VERY STIFF - 20 68.4 ......0......0..... 19 MEDIUM DENSE VERY STIFF - 3 m 10 ft 20 68.4 ••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF - 21 64.3 0......0......•••• 18 MEDIUM DENSE VERY STIFF - 31 94.9 0......0................••• - MEDIUM DENSE VERY STIFF - 25 76.5 ••••••••••••0.....•••• 21 MEDIUM DENSE VERY STIFF - 11 ft 27 82.6 ....0..........0...... 23 MEDIUM DENSE VERY STIFF - 23 70.4 .0......0......0.... 20 MEDIUM DENSE VERY STIFF - 24 73.4 ......••••••••••••••• 20 MEDIUM DENSE VERY STIFF - 12 ft 28 85.7 ........••......0.•••••• 24 MEDIUM DENSE VERY STIFF - 38 116.3 ................0......0......••• - DENSE HARD - 50 153.0 ..................0......0............. _ DENSE HARD - 4m 13ft WILDCAT.XLS 23 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Appendix D. LABORATORY TEST RESULTS Laboratory tests were conducted on several representative soil samples to better identify the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual boring logs. However, it is important to note that these test results may not accurately represent in situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. MTC cannot be responsible for the interpretation of these data by others. Soil samples for this project will be retained for a period of 3 months following completion of this report,unless we are otherwise directed in writing. SOIL CLASSIFICATION Soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory where they were reexamined, and the original description checked and verified or modified. With the help of information obtained from the other classification tests, described below, the samples were described in general accordance with ASTM Standard D2487. The resulting descriptions are provided at the appropriate locations on the individual exploration logs, located in Appendix C, and are qualitative only. GRAIN-SIZE DISTRIBUTION Grain-size distribution analyses were conducted in general accordance with ASTM Standard D422 on representative soil samples to determine the grain-size distribution of the on-site soil. The information gained from these analyses allows us to provide a description and classification of the in-place materials. In turn, this information helps us to understand engineering properties of the soil and thus how the in- place materials will react to conditions such as heavy seepage, traffic action, loading, potential liquefaction, infiltration potential and so forth. The results are presented in this Appendix. CATION EXCHANGE CAPACITY AND ORGANIC CONTENT Cation Exchange Capacity (CEC) and Organic Content (OC) tests were conducted on samples to analyze the potential of site soils for stormwater infiltration treatment. These tests were subcontracted to Soiltest Farm Consultants Inc. and were performed in conjunction with MTC's grain size distribution analyses to pair flow-potential with treatment-potential parameters. The CEC/OC results are included in this appendix. 24 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 PAPADDroDMO J 2017 soz test farm consultants, inc. 2017 bri Drpps Dr..wonw ub.wn Npi •►rM.nMOMWb can i teec�ia�ie.i 011k�:fsa 763-IOli iu:70i 7ES071 -IWolla-1672 MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX Sampled BV: Burlington, WA 98233 Field: B18-0688 TP-10.5FT Laboratory#: 518-13257 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 11.1 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium- N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 8.8 %: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 0.5' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech A Burlington, WA 98233 16612 5 1"Ave NE 4 Arlington, WA 25 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dirnitroff SM,Silty Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-1 @ 1.3' Tested By:A Eifrig brown FA_CCR �lxE6_1 TE D Sam le#: B18-0689 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D1s/=0.013 mm %Gravel=2.0% Coeff.of Curvature,Cc=0.92 Specifications D,,,=0.026 mm %Sand=69.5% Coeff.of Uniformity,Cu=11.58 No Specs 1)p51=0.040 mm %Silt&Clay=28.5% Fineness Modulus=1.46 Sample Meets Specs?N/A DoOI=0.086 ram Liquid Lmvt=n/a Plastic Limit=n/a Dl.,o1=0.232 mm Plasticity Index=n/a Moisture%,as sampled=8.1% D(6,)=0.305 mm Sand Equivalent=n/a Req'd Sand Equivalent= D(,,)=1.611 arm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 19/51 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-69 Actual Interpolated Grain Size Distribution Cumulative Cumulative Sieve Size Percent Percent Specs Specs Us Metric Passing Passing Max Min tmscs• ;iNai '• """ ---.---- tm.c 12.00" 300.00 100% 100.0% 0.0% !iM iRii i Il !'T ! 10.00" 250.00 100% 100.0% 0.0% iiiiii�M--�^k'4� MATr'•--r---,,•• � •' ! 8.00" 200.00 100% 100.0% 0.0% 91s iiFli--�-I- ?llFlr-i-- ------- ----- - ---- 6.00" 150.00 1000/0 100.01/0 0.0 4.00" 100.00 1001% 100.00/0 0.0% '' 3.00" 75.00 100% 100.0% 0.0% eM ;!!ii i4y L-' 'I'��-'-'--- ------- - -- ---- --------- as 2.50" 63.00 100% 100.0% 0.0% t -',r;;I ! ! ---!I;I!I ! ! •III; •lIII. !,I 2.00" 50.00 100°/ 100.0% 0.0% roa -i----- -i-- -Fr iLL-i- ---+ LL 1--i---- - ------ --- ------ ro.ox 1.75" 45.00 100% 100.00/1 0.0% 1.50" 37.50 100% 100.00/0 0.0% 1.25" 31.50 100% 100.01% 0.0% 6� --i- iiit i-+-1- •-t+---'----- ------- - ------ --- ------ so.os 1.00" 25.00 100% 100.01% 0.0% i 3/4 19.00 100% 100.01% 0.0% __ t T _.. 5/8" 16.00 100% 100.0% 0.0% i 1/2" 12.50 100% 100% 100.0% 0.0% ! ,�_ 3/8 9.50 99% 99% 100.0% 0.0% -{`---141-',44 -k----Etr, ��- tii11-{-'----'r411-i--' 1/4" 6.30 98% 100.01/0 0.0% 'I #4 4.75 98% 98% 100.0% 0.0% #8 2.36 95% 100.0% 0.0% •- - ,""'�' '' x�if; � - #10 2.00 94% 94% 100.01% 0.0% #16 1.18 85% 100.01% 0.0% zoz - --r'; ,.0 - --------- ------ --- ------ _. #20 0.850 81% 100.0% 0.0% --_,.,..�.'I ! z°,... I I #30 0.600 78% 100.0% 0.0% #40 0.425 760/, 761% 100.01% 0.0% 1. --i-----4ii4l-+--i-___444_i I_+___d��4 _Ai,'i-I- #50 0.300 59% 100.01/. 0.0% #60 0.250 52% 100.01/6 0.0% ii #80 0.180 43% 100.0% 0.0% °R ! "' ooss t ro.000 to.000 roro o.tro 0.610 oom #100 0.150 390/. 100.01/0 0.0% #140 0.106 33% 100.00/0 0.0"/o Pam"le sl�imm� #170 0.090 31% 100.0% 0.00/0 #200 0.075 28.5% 28.5% 100.0% 0.0% s"�"saw _m�sp"� -mmsp".. Copyright Spears Engineering&Technical Services PS,1996-98 All results apply only tp actual locations and materials te-d As a muWal protection clients,the public antl ourselves,all reports are submided as Ne confitlential property of clients,antl autl,onzation for publication of statements,conclusions or extracts from or regartling our reports is reserved pending our wriden approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting,Inc. Lab Sample: TP-1 @ 1.3' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech C Burlington, WA 98233 16612 51st Ave NE J Arlington, WA 26 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Hydrometer Report Project: Arlington Mixcd Use Gcotcch Date Received: 9-Aug-18 ASTM D 2487 Soils Classification Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color Source: TP-1 @ 1.3' Tested By: M.Carrillo brown Sam le#: B18-0689 IMF ASTM D-422,HYDROMETER ANALYSIS ASTM C-136 Assumed Sp Gr: 2.70 Sieve Analysis Sample Weight: 100.22 grams Grain Size Distribution Hydroscopic Moist.: 1.75% Sieve Percent Soils Particle Adj.Sample Wgt: 98.50 grams Size Passing Diameter ACCREDITED 3.0" 100% 75.000 mm Hydrometer CMfiutet136601,1366.02 20" 100% 50.000 mm Reading Corrected Percent Soils Particle 1.5" 100% 37.500 mm Minutes Reading Passing Diameter 1.25" 100% 31.500 mm 2 14.5 13.8% 0.0356 mm 1.0" 100% 25.000 mm 5 11 10.4% 0.0229 mm 3/4" 100% 19.000 mm 15 8 7.6% 0.0134 mm 5/8" 100% 16.000 mm 30 6.5 6.2% 0.0096 mm 1/2" 100% 12.500 mm 60 5 4.7% 0.0068 mm 3/8" 99e/ 9.500 mm 250 2 1.9% 0.0034 mm 1/4" 98% 6.300 mm 1440 1 0.9% 0.0014 mm #4 98% 4.750 mm #10 94e/ 2.000 mm %Gravel: 2.0% Liquid Limit:n/a #20 81% 0.850 mm %Sand: 69.5% Plastic Limit:n/a #40 76% 0.425 mm %Silt: 25.3% Plasticity Index:n/a #100 39a/o 0.150 mm %Clay: 3.2% #200 28.5% 0.075 mm Silts 28.1% 0.074 mm 19.2% 0.050 mm 9.6% 0.020 mm Clays 3.2% 0.005 mm 1.2% 0.002 mm Colloids 0.7% 0.001 nun USDA Soil Textural Classification Particle Size %Sand: 2.0-0.05 mm %Silt: 0.05-0.002 mm %Clay: <0.002 mm USDA Soil Textural Classification r #NAME? All results apply only to actual locations and materials tested.Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: / Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting,Inc. Lab Sample: TP-1 @ 1.31 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech L Burlington, WA 98233 16612 515t Ave NE V Arlington, WA 27 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19B018-12 PAP-l1DawDMd w a rra nevw S011test 2017 farm consultants, inc. Z C l7 n25 Drlggs Dr..Mo Lal._va war -rxw"W Wb-5 P eoreaio:y omc.:(M1705-1522 -rw:wsiasau -iW?64-1eu MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX Sampled By: Burlington, WA 98233 Field: B18-0689 TP-1 1.31FT La)oratorv#: 518-13258 Customer Account#: Soil Test Results Customer Sample ID: (Cation Exchange CEC meq/10u�� 10.; pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium- N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(1-01): 5.5 W Materials Testing & Consulting,Inc. Lab Sample: TP-1 @ 1.3' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 515t Ave NE Arlington, WA 28 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: pCCREDITED� Source: TP-1 @2.2' Tested By:A.Eifrig brown .d�er•,aw ot,aso; Sam le#: B18-0690 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Dt,,=0.058 mm %Gravel=2.6% Coeff.of Curvature,Cc=1.04 Specifications Doug-0.154 mm %Sand=90.9% Coeff.of Uniformity,Cu=2.67 No Specs Dt151=0.180 min %Silt&Clay=6.5% Fineness Modulus=2.16 Sample Meets Specs?N/A DOgI=0.257 mm Liquid Limit=n/a Plastic Limit=n/a D(5g)=0.359 mm Plasticity Index=n/a Moisture%,as sampled=9.0°/ Dpiof=0.411 mm Sand Equivalent=n/a Req'd Sand Equivalent= D(,g)=1.673 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 3/29 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Groin Size DisMbutlon Cumulative Cumulative Sieve Size Percent Percent Secs Secs _ a g US Metric PassingPassingMax Minim♦�♦• ` ' ,_,_r__,____ P P 12.00" 300.00 100% 100.0% 0.0°/ •'` •' iiiiiii ; 10.00" 250.00 100°/ 100.0% 0.0°/ INH 8.00" 200.00 100e/ 100.0% 0.0°/ 90x --:----'ri r-r--rfit i�_i-- __ ----_ - -- ---_ ---____ aces 6.00" 150.00 100% 100.00/1 0.0% 4.00" 100.00 100% 100.00/1 0.0% etld -'- i11Y1-;--_1_ ��ii - --- - -- - --- ------- ter,:, 3.00" 75.00 100°/ 100.0% 0.0% 2.50" 63.00 1000/1 100.0% 0.0% llllll ; ii ' 2.00" 50.00 1000/0 100.00/1 0.0% pox --+- iiirFi-'-r- .••••:--'--'--- ------- - -- ---- --------- °°.. 1.75" 45.00 100% 100.0% 0.0% Y 1.50" 37.50 1000/0 100.01/0 0.0% 1.25" 31.50 1000/0 100.0% 0.0% r t--' a�sox ----lttltt-t-,--r-----m;; 1.00" 25.00 1001% 100% 100.0% 0.0% Hu 3/4" 19.00 98% 98% 100.01% 0.0% - ce 5/8" 16.00 98% 100.01% 0.0% so% --i-----11114i l_t_-4-----4HH_tt_f-+----H#i+' 'I 1/2" 12.50 98% 98% 100.01% 0.0% 'I 3/8" 9.50 98% 98% 100.0% 0.0% 4oa - liiir i77T717-1-e---- i e1-i------- ----- - ------ --- ----- r1. 1/4" 6.30 97% 100.0% 0.0% i Iiiiii i #4 4.75 97% 97% 100.0% 0.0% iiiiii lll:l i; #8 2.36 97% 100.0% 0.0% MiT::-.-1- ::::,-1--;- ^:i�'�.---- - -- ---- -------- #10 2.00 97% 97% 100.0% 0.0% i 111111 i i i iiii I #16 1.18 79% 100.0% 0.0% iHHHiiiii i i ullii ___ 2az --i- ri+�i-�_;_ .u::_.__;__�_ ,ii iii.- - -- __ _--_ ____ __- c.. iiiiii'l W:: #20 0.850 72% 100.0% 0.0% I I I #30 0.600 67% 100.00/0 0.0% 940 0.425 63% 63% 100.0% 0.0% -4-----44+444---4444-44---i+io-i+i--'r--i- I • 'i . #50 0.300 38% 100.0% 0.0°/ HHH#60 0.250 29% 100.0% 0.0% iH i ii iiiiii i i #80 0.180 15% 100.0% 0.0% °s ,m.ggp ,ggpg ,per d- g.g,g a.om #100 0.150 9% 9% 100.0% 0.0 #140 0.106 8% 100.0% 0.00/ r•°°iae si�tmmt #170 0.090 7% 100.0% 0.0°/ #200 0.075 6.5% 6.5% 100.0% 0.01/e Cop ri ht Spears En In..d,g&Technical Services PS,1996-98 All results apply only m actual locations and materials testetl.As a mutual protection to clients,[he public antl ourselves,all reports are submiaetl as[he confitlenllal property of clients,and authorization for publication of statements,conclusions or.Ann-from or regarding our reports is reserved pending our wnden approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting,Inc. Lab Sample: TP-1 @ 2.2' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51s1 Ave NE Arlington, WA 29 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-2 @2.0' Tested By:AEifrig reddish-brown cda,,•c 13.a,116601 Sam le#: B18-0691 ASTM D-2216,ASTM D-2419 ASTM D-4318 ASTM D-5821 Dfs)=0.045 - %Gravel=2.9% Coeff.of Curvature,Cc=1.42 Specifications D(,,=0.090 mm %Sand=88.8% Coeff.of Uniformity,Cu=4.33 No Specs D(,$)=0.133 mm %Silt&Clay=8.3% Fineness Modulus=2.00 Sample Meets Specs 7 N/A D(3o)=0.223 mm Liquid Limit=n/a Plastic Lnat=n/a D(5o)=0.334 mm Plasticity Index=n/a Moisture%,as sampled=9.7% Dt6o)=0.389 mm Sand Equivalent=n/a Req'd Sand Equivalent= Di9g1=1.774 am Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 1/8 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Grain Size Disidbution Cumulative Cumulative Sieve Size Percent Percent specs Specs = - = g8Q 4 m.,aM ire asks j US Metric PassingPassingMax Min '. _______ _.-__ 12.00" 300.00 100% 100.0% 0.0% imxs •41 � !t .: 10.00" 250.00 100% 100.00/0 0.00/0 8.00" 200.00 100"/. 100.00/0 0.0"/o v z --;- ::u::-s_:_ ii-:--a---- -------- - ----- --- ----- .�. 6.00" 150.00 100"/. 100.0% 0.0°/. ---- ---',iijij 4.00" 100.00 100% 100.00/. 0.0% 3.00" 75.00 1 W/ 100.0% 0.0% j 2.50" 63.00 100% 100.01% 0.0% j I, -- ULI III `I I :::�:: ---rrr,' --'-- 2.00" 50.00 100% 100.00/ 0.0% --!---` ! I„„Hiiiii ---':ill,- �--i----III i.- --- --------- . 2oz 1.75 45.00 100% 100.0% 0.0% l 1.50" 37.50 1000/. 100.01% 0.0% 1.25" 31.50 1000/. 100.01% 0.0% 60z -'-----+?++":-�- ":'•?_:__;__ .L} -_i_____ __ __ _ ---- 6o.. 1.00" 25.00 100/ 100% 100.01% 0.0% 3/4" 19.00 100/ 100% 100.000/0 0.0% e ce s°a --i------iii i44-4--i---Fi4i-i 4- b4 -'-i----iii"i-I-T-i -'Fill-I+-i 5o.oz 5/8" 16.00 99% 100.01/0 0.0% Hill i .I 1/2" 12.50 99% 99% 100.00/0 0.0% 'I ii 3/8" 9.50 99% 99% 100.0% 0.0% ----iiiiii-I I - -- ---- --- _ i I l I 1/4" 6.30 98% 100.0% 0.0% Hill i ii #4 4.75 97% 97% 100.0% 0.0% #8 2.36 94% 100.01% 0.0% 30x -'-'- !.i i_:__?----- __----- - _- __-- ___--_--- son, I it ill#10 2.00 94% 941/. 100.00/1 0.0% #16 1.18 80% 100.00/1 0.0°/. lox --i- !!!`'--'- `'-i'-+--�_ ii----- --- - - ----- 2o.m u #20 0.850 74/ 100.0% 0.0/ #30 0.600 70% 100.0% 0.0% ! #40 0.425 660/. 66% 100.00/. 0.0% MH4 1-'•,--- i'! -?-- ,i. .',;--`--- - ------ ----F---- c;. #50 0.300 44% 100.00/0 0.0% i #60 0.250 35% 100.0% 0.0"/o 'lili i i #80 0.180 22% 100.0% 0.0"/0 °R im.om io.mo rom o.im cold o.00i #100 0.150 170% 171/. 100.0% 0.0"/0 #140 0.106 12% 100.0% 0.0e/ P.-l-immi #170 0.090 101/0 100.0% 0.00/1 #200 0.075 8.3% 8.3% 100.0% 0.0e/ Copy,ight,Speads En in.ring&Technical Services PS,1996-98 All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our wdaen approval. Comments: /1 Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-2 @ 2.01 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE Arlington, WA 30 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-4 @ 1.8' Tested By: A-Eifrig brown c.mrcwrlase 01,1w5ot Sam le#: B18-0692 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Dt,,=0.008 turn %Gravel=2.0% Cceff.of Curvature,Cc=0.85 Specifications D(tu)=0.015 turn %Sand=48.0% Coeff.of Uniformity,Cu=10.54 No Specs D(15)=0.023 min %Silt&Clay=50.0% Fineness Modulus=0.83 Sample Meets Specs?N/A D0g1=0.045 mm Liquid Limit=n/a Plastic Limit=n/a D(su)=0.075 n m Plasticity Index=n/a Moisture%,as sampled=31.3% D(6o)=0.158 mm Sand Equivalent=n/a Req'd Sand Equivalent= D(,d)=0.407 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio=45/83 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Grain Size Distribution Cumulative Cumulative Sieve Size Percent Percent Specs Specs = _� US Metric PassingPassingMax Min trox !��_s..Nsw��r�c� "-yam" $"ate$"., �me eM TUT 12.00" 300.00 1000/0 100.0% 0.0% j M i i i i j i'!� iiii --------- --- 10.00" 250.00 100% 100.0% 0.0% �I',,i i`_i__ 8.00" 200.00 100°/ 100.0% 0.0% 90x -ir i-i --rfi i --- --- - -- ---- ----,-- 6.00" 150.00 100% 100.0% 0.0% 4.00" 100.00 100% 100.0% 0.0% 3.00" 75.00 100% 100.0% 0.0% ,III ! i i 2.50" 63.00 1000/1 100.0% 0.0% 2.00" 50.00 1000/0 100.00/1 0.0% lox --:-----''?Fi?''-i- -»i - -- ---- - -- ---- ---- -- -... 1.75" 45.00 100% 100.000/0 0.0% - ; iii i - iiiii i 1.50" 37.50 1000/0 100.01/0 0.0% '.� I I 1.25" 31.50 100% 100.00/0 0.0% --I �f i1_i_ _ -- _ -- - --_-- eox }--___ ! ! 1.001, 25.00 100% 100.0% 0.0% iiii i --� - 3/4" 19.00 100% 100.000/ 0.0% _i --- HH%-f+-;--; + Fi-i- 5/8" 16.00 100% 100.011 0.0% " s°x iii-ii_F_i___i___,,,Ii1''i +___+,F,Fi+i,__F__i_____,,, ri t__t ,Fiiai 1/2" 12.50 100% 100% 100.000/ 0.0% 3/8" 9.50 99% 99% 100.0°/ 0.0% <ox - -;il ii-i-J--HiMi --is i- -------4 I---------HHH -ii ------- --- ----- 40- 1/4" 6.30 98% 100.01% 0.0% #4 4.75 98% 98% 100.011 0.0% HiM ! ! iii #8 2.36 97% ]00.0% 0.0% aax :�::--1- i '-i-- ----- ----- a:cul,l------- ----- ,i a #10 2.00 960/. 96% 100.011% 0.0% #16 1.18 94% 100.01/0 0.0% zaz iii -- iiii-i1-+-+---iiii i-r- --- ------- -- ----- ---- ---- .av #20 0.850 93% 100.01/0 0.0% HHH: I #40 0.425 92% 92% 100.0% 0.0% t z -4-----4444-1-+--r-----4iii-44--+----H:::'r--i-----iiii+i-i-+-- ---'rrii-i-'r-i---r---- #50 0.300 77% 100.01% 0.0% HH#60 0.250 71% 100.0% 0.0% i iiii i i iiiiiii 'iiiiiii i #80 0.180 63% 100.0% 0.0% °x ,mAm t10p0 tom O.Im 0.ot0 0.001 #100 0.150 590/ 100.00/1 0.0% #140 0.106 54% 100.0% 0.00/1 roiiae si�tmmt #170 0.090 52% 100.0% 0.0/ #200 0.075 50.0% 50.011. 100.0% 0.00/. Cop ri ht Spears En In n &Technical Services PS,1996-98 All results apply only to actual locations and materials testetl.As a mutual protection to clients,[he public antl ourselves,all reports are submiaetl as[he confitlenllal property of clients,and authorization for publication of statements,conclusions or.A,-,from or regarding our reports is reserved pending our wriden approval. Comments: Reviewed by: Megban Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.81 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech O Burlington, WA 98233 16612 51st Ave NE Arlington, WA 31 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Hydrometer Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D 2487 Soils Classification Project#: 18B054-04 Sampled By: C.Dimitroff SM,Silty Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color Source: TP-4 @ 1.8' Tested By: M.Carrillo brown Sam le#: B18-0692 ASTM D-422,HYDROMETER ANALYSIS ASTM C-136 Assumed Sp Gr: 2.70 Sieve Analysis Sample Weight: 100.82 grams Grain Size Distribution Hydroscopic Moist.: 1.76% Sieve Percent Soils Particle Adj.Sample Wgt: 99.08 grams Size Passing Diameter ACCREDITED] 3.0" 100% 75.000 mm Hydrometer cennuler.tMU1,tsss'oz 2.0" 100/ 50.000 mm Reading Corrected Percent Soils Particle 1.5" 1000/0 37.500 mm Minutes Reading Passing Diameter 1.25" 1000/0 31.500 mm 2 22.5 21.7% 0.0339 mm 1.0" 100/ 25.000 mm 5 13.5 13.0% 0.0226 mm 3/4" 1001/0 19.000 mm 15 8 7.7% 0.0134 mm 5/8" 1000/0 16.000 mm 30 6 5.8% 0.0096 mm 1/2" 100/ 12.500 mm 60 4.5 4.3% 0.0069 mm 3/8" 990/0 9.500 mm 250 1 1.0% 0.0034 mm 1/4" 98% 6.300 mm 1440 1 1.0% 0.0014 mm #4 98% 4.750 mm #10 96% 2.000 mm %Gravel: 2.0% Liquid Limit:n/a #20 93% 0.850 mm %Sand: 48.0% Plastic Limit:n/a #40 92% 0.425 mm %Silt: 47.4% Plasticity Index:n/a #100 59% 0.150 mm %Clay: 2.5% #200 50.0% 0.075 mm Silts 49.3% 0.074 mm 32.8% 0.050 mm 11.5% 0.020 mm Clays 2.5% 0.005 mm 1.00/o 0.002 mm Colloids 0.71/. 0.001 mm USDA Soil Textural Classification Particle Size %Sand: 2.0-0.05 mm %Silt: 0.05-0.002 mm %Clay: <0.002 mm USDA Soil Textural Classification #NAME? All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.81 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech 11 Burlington, WA 98233 16612 51st Ave NE Arlington, WA 32 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 �-��41 S011test zon farm Consultants, inc. 2017 N25 onW.or N—uk.-M w 7 -ww.. —Ub pan a.nkivauc omt._150917"-1022 -r..:oa iaswu -iwova-zon Le°"°"•• MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 1813054-04-ARLINGTON MIX Sampled Bv: Burlington, WA 98233 Field: B18-0692 TP-4 1.8FT Laboratory#: S18-13259 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 10. pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 5.2 %: Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 1.81 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE 12 Arlington, WA 33 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dirnitroff SP,Poorly graded Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-4 @4.0' Tested By:A.Eifrig grayish-brown anrwc,xe.o,nxeo: Sam le#: B18-0693 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Dfs/=0,089 mm %Gravel=6.0% Coeff.of Curvature,Cc=1.04 Specifications Df,o/=0.147 ram %Sand=90.2% Coeff.of Uniformity,Cu=2.59 No Specs Dos1=0.172 arm %Sik&Clay=3.8% Fineness Modulus=2.11 Sample Meets Specs?N/A Dodl=0.241 ram Liquid Lmrit=n/a Plastic Limit=n/a D(5o)=0.334 turnPlasticity Index=n/a Moisture%,as sampled=18.8% Doe =0.380 ram Sand Equivalent=n/a Req'd Sand Equivalent= Do -1.883 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 2/37 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D- Actual Interpolated Grain Size Distdbution Cumulative Cumulative Sieve Size Percent Percent Specs Specs Us Metric Passing Passing Max Min a m a f f c. Im%!♦ ; ' iyiliii�' R�$S•R8$8SRi IW.Cx: 12.00" 300.00 100"/0 100.0% 0.0% iiii nl,I?? 10.00" 250.00 100% 100.0% 0.0% f �t�t -f 1•!--- -;'•;•; 1, 8.00" 200.00 100% 1001 0.0% ---- ----- - ---- 6.00" 150.00 100% 1001 0.0% ,I 4.00" 100.00 100% 1001 0.0% eax 3.00" 75.00 100% 100.0% 0.0% 2.50" 63.00 1001% 100.0a/ 0.0/" "l 2.00" 50.00 100% 100.0% 0.0% iil_:_-'--_- --:---- 1.75" 45.00 100941 100.01% 0.0% --- --- 1.50" 37.50 100% 100.0% 0.0% 1.25" 31.50 100% 100.01% 0.0% sox --;- is L�_+---- -+--'---- ------ - ------ --- ------ so.os 1.00" 25.00 100% 100% 100.01% 0.0% 3/4" 19.00 100% 100% 100.0e/ 0.0% _� -ry f t rr,ii 5/8" 16.00 99% 100.01 0.0% soz -------it _t ____-liri_,�Il-1_ _-_}l'I'I _1_--tii,�',r+i-.__-_',,rrt+r,-• 1/2" 12.50 99% 99% 100.0% 0.0% 3/8" 9.50 97% 97% 100.0% 0.0% .;aoR 1/4" 6.30 95% 100.0% 0.0% #4 4.75 94% 94% 100.0% 0.0% #8 2.36 92% 100.0a/ 0.0941 a- --:- i.i -'- ---rR Ir'--'-- ---- - ------- --- ------ �;. #10 2.00 92% 92% 100.0% 0.0% #16 1.18 80% 100.01% 0.0% HH zoz - ! ! - --- - ------ --- ------ 1,. ' _ #20 0.850 76% 100.0% 0.0% l -- ---- j #30 0.600 72% 100.0% 0.0% iiiii, •---,,'l,i'l, ..I 1 '_ _ o ° o I gill I �� -1- _ ___ --- o iiliiii „' ' r y #40 0.425 70°/ 70°/ 100.0% 0.0% loz r----! r+r l,•,h,, '-�---',;".';:' .ii ; rr;u� t `f• ''i1rli #50 0.300 43/ 100.0°/ 0.0% #60 0.250 32% 100.0% 0.0% i #80 0.180 17% 100.0% 0.0% ox I:I II:I II: " rt oos� Ir0000 lo.000 Loro o- polo pool #100 0.150 10% 101% 100.0% 0.0% #140 0.106 6% 100.0% 0.0% #170 0.090 5% 100.0% 0.0% #200 0.075 3.8% 3.8% 100.0% 0.0% sa�asaa, _M pa, ,tip"rPe� asa�e he=uu, Copyright Spears Engineering&Technical 5ervices P5,1996-98 All results apply only to actual lopations and materials tested.As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,antl authodzafion for publication of statements,conclusions or extracts from or regartling our reports is reserved pending our wriden approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-4 @ 4.01 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE 13 Arlington, WA 34 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP,Poorly graded Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-5@2.0' Tested By: A-Eifrig brown c.mrcwrtase°i,[w5ot Sam le#: B18-0694 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Dt,,=0.095 mm %Gravel=12.2% Cceff.of Curvature,Cc=0.56 Specifications D(iu)=0.165 mm %Sand=83.9% Coeff.of Uniformity,Cu=6.93 No Specs D(15)=0.206 mm %Silt&Clay=3.9% Fineness Modulus=2.99 Sample Meets Specs?N/A D0g1=0.327 mm Liquid Limit=n/a Plastic Limit=n/a Desut=0.744 mm Plasticity Index=n/a Moisture%,as sampled=5.6% 13(6d)=1.147 mm Sand Equivalent=n/a Req'd Sand Equivalent= Dt,dt=6.845 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 5/54 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Grain Size Distribution Cumulative Cumulative Sieve Size Percent Percent Specs Specs = __� US Metric PassingPassingMax Min meeMtir_ " °aRasussRRB r 0°% •.�,�•„y.6Aj�•....i i;i y__k�„4,I{„y„y-,�yr_________ ___ 12.00" 300.00 1000/1 100.0% 0.00/1HiM iv� 10.00" 250.00 1001% 100.0% 0.00/1 HiM i•'i'�;11 i 8.00" 200.00 100% 100.0% 0.0% roz --:- iiilil-t-i- .H. i ---I,;i1 t --- - -- ---- -----,-- 6.00" 150.00 100% 100.00/1 0.0% 4.00" 100.00 100% 100.00/1 0.0% :i •i �...�. ! .�..�. fit...:. 3.00" 75.00 100°/ 100.0% 0.0% 2.50" 63.00 1000/1 100.01/. 0.0% 2.00" 50.00 100% 100.00/1 0.0% 7ox -... 1.75" 45.00 1000/0 100.00/0 0.0% 1.50" 37.50 1000/0 100.01/0 0.0% Hi i 1.25" 31.50 100% ]00.0% 0.0% - i i j_i_L .i i_?-_'-• ____--- _ __ _--_ -----___ .M 1.00" 25.00 1000/1 100% 100.0% 0.0% m a \:i i i3/4" 19.00 96% 96% ]00.0% 0.0% "" i i i 444+4+-+--4--- � i t ii 1- V i5/S" 16.00 95% 100.0% 0.0% {n; i i '; ilt i i� i 4H _F}_�__}___ }}_F__i____._j Fi_ y__t_____F41i_y__ 1/2" 12.50 93% 93% 100.01% 0.0% 3/8" 9.50 93% 93% 100.00/1 0.0% 4oa --l-----1i 1. i-1-li----i... iS-i--1----ii. ---i. .... 77 ------ --- ----- 4- 1/4" 6.30 89% 100.01% 0.0% i i i i i #4 4.75 88% 88% 100.01% 0.0% i aax :::_::-�- ix--'----- - -- ---- -------- ap.px #8 2.36 82% 100.0% 0.0% ""'" - MM #10 2.00 81% 81% 100.00/0 0.0% :iiiiii #16 1.18 61% 100.01/0 0.0% HHH i iii ii ! zaz --r----+uttr`*- •r,rt.�i:- :- ----"I',-,- ----L ii------- .av #20 0.850 53% 100.01/0 0.0% #30 0.600 46% 100.0% 0.0% (\ iA °° ° f ' iiiiii:i i :iiiiii : ; : : : : o °o ioR 4_____I444+44-}__i_____i4i41_i4_4__4____444}i+}_i__4`__._ ..' ti.__{__ i°, . #0 0.300 42% 27% 100.0% 0.0°/ :HH ii i iiiiii? ;•`t',�Iril ,, 'l #60 0.250 20% 100.0% 0.0% :iiiiii :::::::. . :iiiiii #80 0.180 120% 100.0% 0.0% °x ,mAm ramp Qom p.�m p.o�p °.op. #100 0.150 8% 8% 100.0% 0.0% #140 0.106 6% 100.0% 0.01/0 "�iae si�immi #170 0.090 5% 100.0% 0.0°/ #200 0.075 3.9% 3.9% 100.0% 0.0°/ Cop ri ht Spears En nq&Technical Services PS,1996-98 All results apply only to actual locations and materials testetl.As a mutual protection to clients,[he public antl ourselves,all reports are submi[letl as[he confitlenllal property of clients,and authorization for publication of statements,conclusions or.A,-,from or regarding our reports is reserved pending our wriden approval. Comments: Reviewed by: Megban Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-5 @ 2.01 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech 14 Burlington, WA 98233 16612 51st Ave NE Arlington, WA 35 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19B018-12 eM•N..11.q �� soiltest 2017 farm consultants, inc. 2077 21,1.01 .0.1 I: wLM.el. W1•7*a..an 11--. P.llclp.nq omc.:isa�tu•7en ram: teS07H� gooua•ieu MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18B054-04-ARLINGTON MIX Sampled Bv: Burlington, WA 98233 Field: B18-0694 TP-5 2.OFT Laboratory#: 518-13260 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 3.9 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 2.5 %: Materials Testing & Consulting, Inc. Lab Sample: TP-5 @ 2.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech 15 Burlington, WA 98233 16612 51st Ave NE Arlington, WA 36 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project:Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dinutroff SP,Poorly graded Sand Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-6 @3.1r Tested By:A.Eifrig grayish-brown Sam le#: B18-0695 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D,,,=0,097 rum %Gravel=0.5% Coeff.of Curvature,Cc=1.06 Specifications Dt,o1=0.138 tutu %Sand=97.1% Coeff.of Uniformity,Co=2.52 No Specs 1)t151=0.165 ram %Silt&Clay=2.4% Fineness Modulus=1.73 Sample Meets Specs?N/A Door=0.226 mm Liquid Lmvt=n/a Plastic Limit=n/a Dlsa=0.307 mm Plasticity Index=n/a Moisture%,as sampled=14.6% Dsn-0.348 turn Sand Equivalent=n/a Req'd Sand Equivalent= Dtv91=1.327 ram Fracture%,1 Face=n/a Req'd Fracture%1 Face= Dust Ratio= 1/33 Fracture%,2+Faces=n/a Re'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Grain Size Distribution Cumulative Cumulative Sieve Size Percent Percent Specs Specs Us Metric Passing Passing Max Min _________ ___ i.9 -- �" fi T 12.00" 300.00 100% 100.0% 0.0% -ill: 1 1 10.00" 250.00 100% 100.0% 0.0% ,,,, i 8.00" 200.00 100% 100.0% 0.0% 91s --^-----iii.lFFi-- lit; i--+-- i er i--a---- -- - - ------ 9o.M i I I I 6.00" 150.00 100% 100.0% 0.0% 4.00" 100.00 100% 100.0% 0.0% em 1Hii ' --'--- I„ ,,,, i 3.00" 75.00 100% 100.0% 0.0% " 1 ' 1 i.�.-'-`--`---' - - 2.50" 63.00 100% 100.0% 0.0% 2.00" 50.00 100°h 100.01/. 0.0% 71- 1.75" 45.00 100% 100.01% 0.0% 1- 1 i :in:1.1 1.50" 37.50 100% 100.0% 0.0% 1.25" 31.50 100% 100.01% 0.0% '---- ------ - ------ --- ------ so.ox 1.00" 25.00 100% 100.01/6 0.0% 3/4" 19.00 100% 100.01/6 0.0% __ 5/8" 16.00 100% 100.0% 0.0% soz ------_iiii+i-i-+r-------jr�ri-r e-i--+--- "'++a 1/2" 12.50 100% 100% 1001 0.0% iiiii i i IIIIII 3/8" 9.50 100% 100% 10(1 0.0% ao.m ao;c - iiii;:-F-r -,a•I+r+'-- -- ------ 1/4" 6.30 100% 10(1 0.0% #4 4.75 99% 99% 100.01/. 0.0% #8 2.36 98% 100.01/. 0.0% "I-i"-; #10 2.00 98% 98% 100.01% 0.0% #16 1.18 88% 10(1 0.0% Ilil l l i l ::fll f #20 0.850 84% ]00.0% 0.0% Hill i i r-+------ 1 , 1n1II 1 ir1111 iiiiii i #30 0.600 81% ]00.0% 0.0% 1i1111 1 `' #40 0.425 79% 79% 100.0°/ 0.0% lo£ -i----yili+i-'r-+--r-----rrrrrr+-r+---- -., i F1 °µ #50 0.300 48% 100.0°/ 0.0% 1 ,Hiii: i iii-'---F4�1!i i ° I 'I I I I I I I I �}}f1++-F--�--{Hi' f r-_I `%':iii #60 0.250 360/. 100.0% 0.0% 1;1',111 #80 0.180 19% 100.0% 0.0% ox iii iiii I.- i o7;)J iM o.Iro a- 000l #100 0.150 11% 11% 100.01/o 0.0% #140 0.106 6% 100.0% 0.0% eama°sl>e imm� #170 0.090 4% 100.0% 0.0"/° #200 0.075 2.4% 2.4% 100.0% 0.0% Copyright Spears Engineering&Technical 5ervices P5,1996-98 All results apply only to actual locations and materials tested.Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions°r extracts from or regarding o r reports is reserved pending our written approval. Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP-6 @ 3.11 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE 16 Arlington, WA 37 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 DS0151test 2017 farm consultants, inc. 4k 2017 2925 orgy.or_Ml uM..We MW -.w.,eawmo,cae ORke:[5NIT05-1022 - F...(M)70"114 -(100(1041072 MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 18BO54-04-ARLINGTON MIX Sampled Bv: Burlington, WA 98233 Field: B18-0696 TP-7 0.5FT Laboratory#: S18-13261 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange CEC meq/100g 17.9 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium- N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(LOI): 9.8 %: Materials Testing & Consulting, Inc. Lab Sample: TP-7 @ 0.5' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE 17 Arlington, WA 38 Arlington Mixed Use,Arlington,WA-Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Sieve Report Project: Arlington Mixed Use Geotech Date Received: 9-Aug-18 ASTM D-2487 Unified Soils Classification System Project#: 18B054-04 Sampled By: C.Dimitroff SP-SM,Poorly graded Sand with Silt Client: BYK Construction Date Tested: 13-Aug-18 Sample Color: ACCREDITED Source: TP-8@4.0' Tested By:A.Eifrig grayish-brown udacwrtxe of tree at Sam le#: B18-0697 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 Dt,,=0.040 mm %Gravel=14.5% Coeff.of Curvature,Cc=0.87 Specifications D(,,)=0.086 nun %Sand=76.2% Coeff.of Uniformity,Cu=12.78 No Specs D(15)=0.160 min %Silt&Clay=9.4% Fineness Modulus=2.85 Sample Meets Specs?N/A D0g1=0.286 min Liquid Limit=n/a Plastic Limit=n/a D(5g)=0.598 mm Plasticity Index=n/a Moisture%,as sampled=10.2% D(,,)=1.094 turn Sand Equivalent=n/a Req'd Sand Equivalent= D1yg1=7.814 tutu Fracture%,1 Face=n/a Rcq'd Fracture%,1 Face= Dust Ratio= 115 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= ASTM C-136 ASTM D-6913 Actual Interpolated Groin Size DisMbufion Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min Iron a.>ts-spAue �r{fi�;; Fiji - ,T _ - 12.00" 300.00 100% 100.0% 0.0% 'ii!! "' ,i,i 'I j ; ; ! Mill I 10.001, 250.00 100°/ 100.0% 0.0°/ !!!! 8.00" 200.00 100°/ 100.0% 0.0% --- - 6.00" 150.00 100% 100.00/1 0.0% ii i�'ii 4.00" 100.00 100°/ 100.01/. 0.0% j 3.00" 75.00 100°/ 100.01/. 0.0% 2.50" 63.00 1000/1 100.01/. 0.0% 2.00" 50.00 1009/n 100.00/1 0.0% 70x -.:.----- i-'rF-----E i'r ice-'--' -- ----- - -- ---- -------- ieax 1.75" 45.00 100/ 100.00/0 0.0% ! 1.50" 37.50 100/ 100.01/0 0.0% 1.25" 31.50 1000/0 100.01/0 0.0% i-'-- _ .ii _:__�-� ______-- - _ 1.00" 25.00 100% 100.0% 0.0% ----!''r•! ! 3/4" 19.00 100°/ 100% 100.0% 0.0% s� _1--- i' 'I'I 'I •,y •i,'I'I - m;;; 1 Y ;;u;; tY a 5/8" 16.00 97% 100.0% 0.0% ,,,,,,; ; 1/2" 12.50 94% 94% 100.0% 0.0% ; ; ; !iii!i i ; 3/8" 9.50 92% 92% 100.0% 0.0°/" <ox --:-----ir,''--1-e- :e:i iS---4----- ------ - ------ --- ------ ap.px 1/4" 6.30 88% 100.0% 0.0% Iliiiiii ---'j jii j �T #4 4.75 86% 861/6 100.01/. 0.0% #8 2.36 79% 100.0% 0.0% aab --i. :::�:: --- �l�1'-�--?-----.ii! #10 2.00 78% 78% 100.01/. 0.0% #16 1.18 62% 100.00/0 0.0% 2. #20 0.850 55% 100.01/0 0.00/0 #30 0.600 50% 100.00/0 0.00/0 IaR __ 444; l+}_i__{____ , H __Y__- 1°.a➢#40 0.425 47% 47% 100.0% 0.0% __1_ 4 et+i-Y-+-r----rrii--+----,,u; ; #50 0.300 32% 100.0% 0.0% #60 0.250 26% 100.0% 0.0% j j j #80 0.180 17% 100.0% 0.0% °s ,m.ppo OWC Lom 0.1W p.olp p.op� #100 0.150 140/, 14% 100.0% 0.0°/ #140 0.106 11% 100.0% 0.0% aedi"ie si��mm� #170 0.090 101% 100.0% 0.0°/ 4200 0.075 9.4% 9.4% 100.0% 0.0% . sa~e saes -n7�s�« M"spe=. psa�a e�w. C,i Spears En ding&Technical Services PS,1996-98 All r,=apply only to actual locations antl materials tested.As a mutual protection to clients,the public antl ourselves,all reports are submitted as the confdentlal property of clients,antl authorization for publication of statements,conclusions or eAr,d,from or regarding our reports is reserved pending our written approval. Comments: Reviewed by: Megban Blodgett-Carrillo Materials Testing & Consulting, Inc. Lab Sample: TP 8 @ 4.01 FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Q Burlington, WA 98233 16612 51st Ave NE 18 Arlington, WA 39 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 war-AcaedKeC SS011test 2017 farm consultants, inc. 2017 nzs onpp.or_Alww LMw YIeMp1 rww..aa.a.o.can r.rtkic.�ny Oflkc 7e!•1e7] Nr reemle roo 7e41ea LeEOMory MATERIALS TESTING Date Received: 8/10/2018 777 CHRYSLER DR Grower: 186054-04-ARLINGTON MIX Sampled Bv: Burlington, WA 98233 Field: B18-0697 TP-8 4.OFT Laboratory#: S18-13262 Customer Account#: Soil Test Results Customer Sample ID: Cation Exchange ICEC meq/100gl 3.41 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Organic Matter(1-01): 2.1 %: Materials Testing & Consulting, Inc. Lab Sample: TP-8 @ 4.0' FIGURE 777 Chrysler Drive Arlington Mixed Use Geotech Burlington, WA 98233 16612 51st Ave NE 19 Arlington, WA 40 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Monitoring Well: MW-1 ti ti ti ti � � 0.0 -1.0 -2.0 -3.0 -4.0 -5.0 Q -6.0 -7.0 -8.0 -9.0 -10.0 41 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Monitoring Well: MW-2 o oCbti Cb °' �,��^ �� N�� ,�� \�\��o��O��o�o��o��)�o�o��o\�1 '01��O��O��O�cP \rp�o��0� 0�0&00�� 40rp ti ti ti ti ti rb 3 9 rt 3 3 0.0 -1.0 -2.0 -3.0 -4.0 �Q -5.0 Q-+ -6.0 Q -7.0 rct r -8.0 -9.0 -10.0 42 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Monitoring Well: MW-3 o OCbti NIZ� °' °,��,��^°'� � �� ,� � ��\�\��o��O��o�o��o��o�o��o\If, ' o 45 ��O ��O��O��T�\�p�o\T0�\T0�0�00��\�00�T0 0.0 -1.0 -2.0 \JW N -3.0 -4.0 -5.0 -6.0 N Q -7.0 c� -8.0 -9.0 -10.0 43 Arlington Mixed Use,Arlington,WA—Groundwater Mounding Assessment Materials Testing&Consulting,Inc. April 3,2020 19BO18-12 Monitoring Well: MW-4 o OCbti NIZ� °' °,��,��^°'� � �� ,� � ��\�\��o��O��o�o��o��o�o��o\If, ' o 45 ��O ��O��O��T�\�p�o\T0�\T0�0�00��\�00�T0 0.0 -1.0 -2.0 -3.0 N -4.0 I a -5.0 -6.0 N Q -7.0 N ct -8.0 -9.0 -10.0 44 Attachment 6 — Outpost BSP Basin Map 151 i I I yi 20.0' 3 I I I I � 40 LI -._._ 4_ LOT 13 I e a 6 ss =o - � ss oE6E 4 2 49 _ # I p 7 15 LOT I ] 31 5 SD 11 6 AP 9; 1 I I 17 ` o- tli 5 LAI 2 11 23 29 1_ 58 LOT 12 2'S 1 LOT 10 L 33 10 ss s LOT 16 SS- sS S _ n L07 14 < SSA - ro ro ro 34 7 T I rn ro r . 1 I I I 2 cc Pc I T I LOT 8 LOT 7 LOT 6 # LOT 5 37 L07 4 19C I a _ LOT 3 ' I � LOT 1 I — a 1 a 33 I — 2 3 1 I E s a 52 39 2 2W I 46 43 29 1 I 5 2 47 cg I 11111 2 �, I 30 48C I c c I- C I� I 27. vEtr 5 47 - .. f 3 9 ,# ' C a C � 1 _•158 I 4 0'tl 1 a � 64 _ 66 66 40 C C 43 65C 36C 60 # 13 414 36 C C C C x # ]i 43 I �— 6 a 620•. �C ffT� 14 I 7 P P[xE acR P�� v �� _ � �� 5C ] 5C ] .6 69I ) - 43 9 acAr ��I�� _V' 25 FaE PE6r - I � LOT 2 8 ]6 I 3]0 75 _ PZ 80 81 pg 33 0 I I I I I I I I I I I I I I SHffT DESCRIPTION SCALE 1"=200' PROJECT JOB NO CALL 48 HOURS Sound Development Group DEVELOPED ONSITE DRAWN BY TZEMPEL THE OUTPOST AT SMOKEY POINT 18096 ENGINEERING,SURVEYING&LAND DEVELOPMENT SERVICES DESIGNED BY TZEMPEL DRAWING NAME BEFORE YOU DIG FOR 1.800.424.5555 P.O. Box 1705 1711 Cleveland Avenue, Suite 202 BASIN PLAN CHfCKfDBY PSLVERIN 18098Lwsindwg Mount Vernon, WA 88273 RLLDBOOK#Aa, ARLINGTON 515T STREET LLC S/IELT N0 DAIF REHRM BY AMM Tel: 360-404-2010 Fox: 360-404-2013 DATE 062020 ATTACH. 6 Attachment 7 — WWHM 2012 Calculations 153 WWHM2012 PROJECT REPORT General Model Information WWHM2012 Project Name: 18098.TACOS T Site Name: Site Address: City: Report Date: 1/26/2026 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2025/05/13 Version: 4.3.2 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 18098.TACOS T 1/26/2026 9:13:08 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 0.415 Pervious Total 0.415 Impervious Land Use acre Impervious Total 0 Basin Total 0.415 Element Flow Componants: Surface I nterflow Groundwater Componant Flows To: POC 1 POC 1 18098.TACOS T 1/26/2026 9:13:08 AM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Pasture, Flat 0.068 Pervious Total 0.068 Impervious Land Use acre ROADS FLAT 0.177 ROOF TOPS FLAT 0.107 SIDEWALKS FLAT 0.063 Impervious Total 0.347 Basin Total 0.415 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Gravel Trench Bed 1 Gravel Trench Bed 1 18098.TACOS T 1/26/2026 9:13:08 AM Page 4 Routing Elements Predeveloped Routing 18098.TACOS T 1/26/2026 9:13:08 AM Page 5 Mitigated Routing Gravel Trench Bed 1 Bottom Length: 174.00 ft. Bottom Width: 40.00 ft. Trench bottom slope 1: 0.1 To 1 Trench Left side slope 0: 0.1 To 1 Trench right side slope 2: 0.1 To 1 Material thickness of first layer: 1.5 Pour Space of material for first layer: 0.35 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 0.233 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 72.335 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 72.335 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 1.45 ft. Riser Diameter: 8 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-%) Discharge(cfs) Infilt(cfs) 0.0000 0.159 0.000 0.000 0.000 0.0167 0.159 0.000 0.000 0.037 0.0333 0.159 0.001 0.000 0.037 0.0500 0.159 0.002 0.000 0.037 0.0667 0.159 0.003 0.000 0.037 0.0833 0.159 0.004 0.000 0.037 0.1000 0.159 0.005 0.000 0.037 0.1167 0.159 0.006 0.000 0.037 0.1333 0.159 0.007 0.000 0.037 0.1500 0.159 0.008 0.000 0.037 0.1667 0.159 0.009 0.000 0.037 0.1833 0.160 0.010 0.000 0.037 0.2000 0.160 0.011 0.000 0.037 0.2167 0.160 0.012 0.000 0.037 0.2333 0.160 0.013 0.000 0.037 0.2500 0.160 0.014 0.000 0.037 0.2667 0.160 0.014 0.000 0.037 0.2833 0.160 0.015 0.000 0.037 0.3000 0.160 0.016 0.000 0.037 0.3167 0.160 0.017 0.000 0.037 0.3333 0.160 0.018 0.000 0.037 0.3500 0.160 0.019 0.000 0.037 0.3667 0.160 0.020 0.000 0.037 18098.TACOS T 1/26/2026 9:13:08 AM Page 6 0.3833 0.160 0.021 0.000 0.037 0.4000 0.160 0.022 0.000 0.037 0.4167 0.160 0.023 0.000 0.037 0.4333 0.160 0.024 0.000 0.037 0.4500 0.160 0.025 0.000 0.037 0.4667 0.160 0.026 0.000 0.037 0.4833 0.160 0.027 0.000 0.037 0.5000 0.160 0.028 0.000 0.037 0.5167 0.160 0.028 0.000 0.037 0.5333 0.160 0.029 0.000 0.037 0.5500 0.160 0.030 0.000 0.037 0.5667 0.160 0.031 0.000 0.037 0.5833 0.160 0.032 0.000 0.037 0.6000 0.160 0.033 0.000 0.037 0.6167 0.160 0.034 0.000 0.037 0.6333 0.160 0.035 0.000 0.037 0.6500 0.160 0.036 0.000 0.037 0.6667 0.160 0.037 0.000 0.037 0.6833 0.160 0.038 0.000 0.037 0.7000 0.160 0.039 0.000 0.037 0.7167 0.160 0.040 0.000 0.037 0.7333 0.160 0.041 0.000 0.037 0.7500 0.160 0.042 0.000 0.037 0.7667 0.160 0.043 0.000 0.037 0.7833 0.160 0.043 0.000 0.037 0.8000 0.160 0.044 0.000 0.037 0.8167 0.160 0.045 0.000 0.037 0.8333 0.160 0.046 0.000 0.037 0.8500 0.160 0.047 0.000 0.037 0.8667 0.160 0.048 0.000 0.037 0.8833 0.160 0.049 0.000 0.037 0.9000 0.160 0.050 0.000 0.037 0.9167 0.160 0.051 0.000 0.037 0.9333 0.160 0.052 0.000 0.037 0.9500 0.160 0.053 0.000 0.037 0.9667 0.160 0.054 0.000 0.037 0.9833 0.160 0.055 0.000 0.037 1.0000 0.160 0.056 0.000 0.037 1.0167 0.160 0.057 0.000 0.037 1.0333 0.160 0.058 0.000 0.037 1.0500 0.160 0.058 0.000 0.037 1.0667 0.160 0.059 0.000 0.037 1.0833 0.160 0.060 0.000 0.037 1.1000 0.160 0.061 0.000 0.037 1.1167 0.160 0.062 0.000 0.037 1.1333 0.160 0.063 0.000 0.037 1.1500 0.160 0.064 0.000 0.037 1.1667 0.160 0.065 0.000 0.037 1.1833 0.160 0.066 0.000 0.037 1.2000 0.161 0.067 0.000 0.037 1.2167 0.161 0.068 0.000 0.037 1.2333 0.161 0.069 0.000 0.037 1.2500 0.161 0.070 0.000 0.037 1.2667 0.161 0.071 0.000 0.037 1.2833 0.161 0.072 0.000 0.037 1.3000 0.161 0.073 0.000 0.037 1.3167 0.161 0.073 0.000 0.037 1.3333 0.161 0.074 0.000 0.037 18098.TACOS T 1/26/2026 9:13:08 AM Page 7 1.3500 0.161 0.075 0.000 0.037 1.3667 0.161 0.076 0.000 0.037 1.3833 0.161 0.077 0.000 0.037 1.4000 0.161 0.078 0.000 0.037 1.4167 0.161 0.079 0.000 0.037 1.4333 0.161 0.080 0.000 0.037 1.4500 0.161 0.081 0.000 0.037 1.4667 0.161 0.082 0.015 0.037 1.4833 0.161 0.083 0.043 0.037 1.5000 0.161 0.084 0.078 0.037 18098.TACOS T 1/26/2026 9:13:08 AM Page 8 Analysis Results POC 1 0.04 o. Cumulative Rnbabildy a.i 6ppp OCb U0.03 + + »>> 0.02 ooi p ' + + + +++ 0.02 0.01 10E-5 10E-4 10E-3 10E-2 t0E-1 1 10 100 o.ow o.00i Porcont Timo ExcoQdin9 05 1 2 5 10 20 30 50 70 BO 90 95 98 W 99.5 1 F 0.01 �- U v $� 0 0.00 u 0.00 0.00 10E-5 10E-4 10E-3 10E-2 10E 1 1 111 110 Percent Time Exceeding + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.415 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.068 Total Impervious Area: 0.347 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.013944 5 year 0.021391 10 year 0.027134 25 year 0.03535 50 year 0.042194 100 year 0.049678 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks 18098.TACOS T 1/26/2026 9:13:08 AM Page 9 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.014 0.000 1950 0.014 0.000 1951 0.013 0.000 1952 0.010 0.000 1953 0.008 0.000 1954 0.046 0.000 1955 0.018 0.000 1956 0.016 0.000 1957 0.020 0.000 1958 0.014 0.000 1959 0.014 0.000 1960 0.013 0.000 1961 0.025 0.000 1962 0.012 0.000 1963 0.020 0.000 1964 0.014 0.000 1965 0.012 0.000 1966 0.007 0.000 1967 0.014 0.000 1968 0.017 0.000 1969 0.042 0.000 1970 0.010 0.000 1971 0.016 0.000 1972 0.012 0.000 1973 0.011 0.000 1974 0.024 0.000 1975 0.010 0.000 1976 0.010 0.000 1977 0.008 0.000 1978 0.010 0.000 1979 0.028 0.000 1980 0.013 0.000 1981 0.010 0.000 1982 0.013 0.000 1983 0.023 0.000 1984 0.014 0.000 1985 0.017 0.000 1986 0.039 0.000 1987 0.019 0.000 1988 0.010 0.000 1989 0.010 0.000 1990 0.013 0.000 1991 0.013 0.000 1992 0.010 0.000 1993 0.008 0.000 1994 0.009 0.000 1995 0.014 0.000 1996 0.023 0.000 1997 0.046 0.000 1998 0.009 0.000 1999 0.011 0.000 2000 0.008 0.000 2001 0.003 0.000 2002 0.013 0.000 2003 0.010 0.000 2004 0.017 0.000 18098.TACOS T 1/26/2026 9:29:02 AM Page 10 2005 0.012 0.000 2006 0.031 0.000 2007 0.024 0.000 2008 0.034 0.006 2009 0.010 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0462 0.0057 2 0.0455 0.0000 3 0.0425 0.0000 4 0.0389 0.0000 5 0.0343 0.0000 6 0.0309 0.0000 7 0.0279 0.0000 8 0.0248 0.0000 9 0.0245 0.0000 10 0.0239 0.0000 11 0.0232 0.0000 12 0.0227 0.0000 13 0.0201 0.0000 14 0.0196 0.0000 15 0.0186 0.0000 16 0.0179 0.0000 17 0.0175 0.0000 18 0.0167 0.0000 19 0.0166 0.0000 20 0.0158 0.0000 21 0.0158 0.0000 22 0.0145 0.0000 23 0.0144 0.0000 24 0.0142 0.0000 25 0.0142 0.0000 26 0.0141 0.0000 27 0.0139 0.0000 28 0.0137 0.0000 29 0.0136 0.0000 30 0.0134 0.0000 31 0.0133 0.0000 32 0.0131 0.0000 33 0.0131 0.0000 34 0.0130 0.0000 35 0.0127 0.0000 36 0.0127 0.0000 37 0.0122 0.0000 38 0.0121 0.0000 39 0.0117 0.0000 40 0.0116 0.0000 41 0.0111 0.0000 42 0.0110 0.0000 43 0.0105 0.0000 44 0.0102 0.0000 45 0.0102 0.0000 46 0.0100 0.0000 47 0.0100 0.0000 48 0.0100 0.0000 49 0.0100 0.0000 18098.TACOS T 1/26/2026 9:29:02 AM Page 11 50 0.0099 0.0000 51 0.0098 0.0000 52 0.0097 0.0000 53 0.0096 0.0000 54 0.0093 0.0000 55 0.0085 0.0000 56 0.0085 0.0000 57 0.0084 0.0000 58 0.0084 0.0000 59 0.0083 0.0000 60 0.0071 0.0000 61 0.0033 0.0000 18098.TACOS T 1/26/2026 9:29:02 AM Page 12 LID Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0011 315485 4 0 Pass 0.0012 303721 4 0 Pass 0.0012 292599 4 0 Pass 0.0013 282118 4 0 Pass 0.0014 272066 4 0 Pass 0.0014 262654 4 0 Pass 0.0015 253671 4 0 Pass 0.0015 245116 4 0 Pass 0.0016 236988 3 0 Pass 0.0016 229074 3 0 Pass 0.0017 221374 3 0 Pass 0.0018 214102 3 0 Pass 0.0018 207086 3 0 Pass 0.0019 200285 3 0 Pass 0.0019 193761 3 0 Pass 0.0020 187494 3 0 Pass 0.0021 181356 3 0 Pass 0.0021 175452 3 0 Pass 0.0022 169870 3 0 Pass 0.0022 164608 3 0 Pass 0.0023 159560 3 0 Pass 0.0024 154620 3 0 Pass 0.0024 149829 3 0 Pass 0.0025 145080 3 0 Pass 0.0025 140738 3 0 Pass 0.0026 136461 3 0 Pass 0.0027 132268 3 0 Pass 0.0027 128204 3 0 Pass 0.0028 124290 3 0 Pass 0.0028 120504 3 0 Pass 0.0029 116933 3 0 Pass 0.0029 113489 3 0 Pass 0.0030 110174 3 0 Pass 0.0031 107072 3 0 Pass 0.0031 104035 3 0 Pass 0.0032 101083 3 0 Pass 0.0032 98217 3 0 Pass 0.0033 95501 3 0 Pass 0.0034 92849 3 0 Pass 0.0034 90261 3 0 Pass 0.0035 87715 3 0 Pass 0.0035 85299 3 0 Pass 0.0036 83010 3 0 Pass 0.0037 80785 2 0 Pass 0.0037 78647 2 0 Pass 0.0038 76529 2 0 Pass 0.0038 74412 2 0 Pass 0.0039 72401 2 0 Pass 0.0040 70369 2 0 Pass 0.0040 68487 2 0 Pass 0.0041 66626 2 0 Pass 0.0041 64872 2 0 Pass 0.0042 63118 2 0 Pass 18098.TACOS T 1/26/2026 9:29:02 AM Page 13 0.0043 61450 2 0 Pass 0.0043 59867 2 0 Pass 0.0044 58284 2 0 Pass 0.0044 56787 2 0 Pass 0.0045 55269 2 0 Pass 0.0045 53836 1 0 Pass 0.0046 52445 1 0 Pass 0.0047 51055 1 0 Pass 0.0047 49772 1 0 Pass 0.0048 48488 1 0 Pass 0.0048 47312 1 0 Pass 0.0049 46136 1 0 Pass 0.0050 44981 1 0 Pass 0.0050 43868 1 0 Pass 0.0051 42820 1 0 Pass 0.0051 41751 1 0 Pass 0.0052 40681 1 0 Pass 0.0053 39719 1 0 Pass 0.0053 38714 1 0 Pass 0.0054 37751 1 0 Pass 0.0054 36789 1 0 Pass 0.0055 35826 1 0 Pass 0.0056 34928 1 0 Pass 0.0056 34072 1 0 Pass 0.0057 33238 0 0 Pass 0.0057 32404 0 0 Pass 0.0058 31613 0 0 Pass 0.0058 30821 0 0 Pass 0.0059 30073 0 0 Pass 0.0060 29367 0 0 Pass 0.0060 28682 0 0 Pass 0.0061 28019 0 0 Pass 0.0061 27378 0 0 Pass 0.0062 26715 0 0 Pass 0.0063 26073 0 0 Pass 0.0063 25474 0 0 Pass 0.0064 24832 0 0 Pass 0.0064 24255 0 0 Pass 0.0065 23677 0 0 Pass 0.0066 23100 0 0 Pass 0.0066 22565 0 0 Pass 0.0067 22052 0 0 Pass 0.0067 21539 0 0 Pass 0.0068 21042 0 0 Pass 0.0069 20565 0 0 Pass 0.0069 20076 0 0 Pass 0.0070 19590 0 0 Pass 18098.TACOS T 1/26/2026 9:29:02 AM Page 14 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0070 19590 0 0 Pass 0.0073 16989 0 0 Pass 0.0077 14666 0 0 Pass 0.0080 12722 0 0 Pass 0.0084 10919 0 0 Pass 0.0088 9437 0 0 Pass 0.0091 8166 0 0 Pass 0.0095 7075 0 0 Pass 0.0098 6126 0 0 Pass 0.0102 5315 0 0 Pass 0.0105 4671 0 0 Pass 0.0109 4075 0 0 Pass 0.0112 3548 0 0 Pass 0.0116 3140 0 0 Pass 0.0120 2761 0 0 Pass 0.0123 2453 0 0 Pass 0.0127 2150 0 0 Pass 0.0130 1892 0 0 Pass 0.0134 1657 0 0 Pass 0.0137 1508 0 0 Pass 0.0141 1372 0 0 Pass 0.0144 1251 0 0 Pass 0.0148 1155 0 0 Pass 0.0152 1070 0 0 Pass 0.0155 1009 0 0 Pass 0.0159 950 0 0 Pass 0.0162 888 0 0 Pass 0.0166 826 0 0 Pass 0.0169 777 0 0 Pass 0.0173 734 0 0 Pass 0.0176 687 0 0 Pass 0.0180 648 0 0 Pass 0.0184 622 0 0 Pass 0.0187 602 0 0 Pass 0.0191 583 0 0 Pass 0.0194 561 0 0 Pass 0.0198 537 0 0 Pass 0.0201 507 0 0 Pass 0.0205 487 0 0 Pass 0.0208 473 0 0 Pass 0.0212 457 0 0 Pass 0.0216 440 0 0 Pass 0.0219 424 0 0 Pass 0.0223 408 0 0 Pass 0.0226 394 0 0 Pass 0.0230 380 0 0 Pass 0.0233 368 0 0 Pass 0.0237 353 0 0 Pass 0.0240 341 0 0 Pass 0.0244 333 0 0 Pass 0.0248 322 0 0 Pass 0.0251 313 0 0 Pass 0.0255 302 0 0 Pass 18098.TACOS T 1/26/2026 9:29:24 AM Page 15 0.0258 293 0 0 Pass 0.0262 284 0 0 Pass 0.0265 276 0 0 Pass 0.0269 266 0 0 Pass 0.0273 257 0 0 Pass 0.0276 241 0 0 Pass 0.0280 234 0 0 Pass 0.0283 226 0 0 Pass 0.0287 212 0 0 Pass 0.0290 205 0 0 Pass 0.0294 195 0 0 Pass 0.0297 187 0 0 Pass 0.0301 177 0 0 Pass 0.0305 166 0 0 Pass 0.0308 160 0 0 Pass 0.0312 150 0 0 Pass 0.0315 146 0 0 Pass 0.0319 135 0 0 Pass 0.0322 128 0 0 Pass 0.0326 120 0 0 Pass 0.0329 111 0 0 Pass 0.0333 99 0 0 Pass 0.0337 85 0 0 Pass 0.0340 75 0 0 Pass 0.0344 63 0 0 Pass 0.0347 59 0 0 Pass 0.0351 56 0 0 Pass 0.0354 50 0 0 Pass 0.0358 42 0 0 Pass 0.0361 39 0 0 Pass 0.0365 37 0 0 Pass 0.0369 36 0 0 Pass 0.0372 30 0 0 Pass 0.0376 28 0 0 Pass 0.0379 26 0 0 Pass 0.0383 19 0 0 Pass 0.0386 16 0 0 Pass 0.0390 13 0 0 Pass 0.0393 8 0 0 Pass 0.0397 6 0 0 Pass 0.0401 5 0 0 Pass 0.0404 4 0 0 Pass 0.0408 4 0 0 Pass 0.0411 3 0 0 Pass 0.0415 3 0 0 Pass 0.0418 3 0 0 Pass 0.0422 3 0 0 Pass 18098.TACOS T 1/26/2026 9:29:24 AM Page 16 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. 18098.TACOS T 1/26/2026 9:29:24 AM Page 17 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC 0 65.82 72.34 72.33 0 100.00 72.33 100.00 Treat.Credit Total Volume Infiltrated 65.82 72.34 72.33 100.00 72.33 72/72= Treat.Credit 100% =100% Compliance with LID Duration Standard 8%of2-yrto 50%of Analysis 2 yr Result= Passed 18098.TACOS T 1/26/2026 9:29:24 AM Page 18 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 18098.TACOS T 1/26/2026 9:29:29 AM Page 19 Appendix Predeveloped Schematic Basin 1 L 0.42ac 18098.TACOS T 1/26/2026 9:29:29 AM Page 20 Mitigated Schematic Basin 1 0.42ac SI Gravel Trench Bed 1 18098.TACOS T 1/26/2026 9:29:29 AM Page 21 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 18098.TACOS T.wdm MESSU 25 Prel8098.TACOS T.MES 27 Prel8098.TACOS T.L61 28 Prel8098.TACOS T.L62 30 POC18098.TACOS T1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INF01 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 18098.TACOS T 1/26/2026 9:29:30 AM Page 22 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI 18098.TACOS T 1/26/2026 9:29:30 AM Page 23 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 0.415 COPY 501 12 PERLND 10 0.415 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC 18098.TACOS T 1/26/2026 9:29:30 AM Page 24 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 18098.TACOS T 1/26/2026 9:29:30 AM Page 25 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 18098.TACOS T.wdm MESSU 25 Mitl8098.TACOS T.MES 27 Mitl8098.TACOS T.L61 28 Mitl8098.TACOS T.L62 30 POC18098.TACOS T1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 IMPLND 4 IMPLND 8 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 13 C, Pasture, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO 18098.TACOS T 1/26/2026 9:29:30 AM Page 26 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 13 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 13 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 8 0 0 0 0 0 18098.TACOS T 1/26/2026 9:29:30 AM Page 27 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 8 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 8 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 13 0.068 RCHRES 1 2 PERLND 13 0.068 RCHRES 1 3 IMPLND 1 0.177 RCHRES 1 5 IMPLND 4 0.107 RCHRES 1 5 IMPLND 8 0.063 RCHRES 1 5 ******Routing****** PERLND 13 0.068 COPY 1 12 IMPLND 1 0.177 COPY 1 15 IMPLND 4 0.107 COPY 1 15 IMPLND 8 0.063 COPY 1 15 PERLND 13 0.068 COPY 1 13 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Gravel Trench Be-007 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 18098.TACOS T 1/26/2026 9:29:30 AM Page 28 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.03 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.159780 0.000000 0.000000 0.000000 0.016667 0.159796 0.000932 0.000000 0.037539 0.033333 0.159812 0.001864 0.000000 0.037539 0.050000 0.159829 0.002797 0.000000 0.037539 0.066667 0.159845 0.003729 0.000000 0.037539 0.083333 0.159862 0.004661 0.000000 0.037539 0.100000 0.159878 0.005594 0.000000 0.037539 0.116667 0.159894 0.006527 0.000000 0.037539 0.133333 0.159911 0.007459 0.000000 0.037539 0.150000 0.159927 0.008392 0.000000 0.037539 0.166667 0.159943 0.009325 0.000000 0.037539 0.183333 0.159960 0.010258 0.000000 0.037539 0.200000 0.159976 0.011191 0.000000 0.037539 0.216667 0.159993 0.012125 0.000000 0.037539 0.233333 0.160009 0.013058 0.000000 0.037539 0.250000 0.160025 0.013991 0.000000 0.037539 0.266667 0.160042 0.014925 0.000000 0.037539 0.283333 0.160058 0.015859 0.000000 0.037539 0.300000 0.160074 0.016792 0.000000 0.037539 0.316667 0.160091 0.017726 0.000000 0.037539 0.333333 0.160107 0.018660 0.000000 0.037539 0.350000 0.160124 0.019594 0.000000 0.037539 0.366667 0.160140 0.020528 0.000000 0.037539 0.383333 0.160156 0.021462 0.000000 0.037539 0.400000 0.160173 0.022397 0.000000 0.037539 0.416667 0.160189 0.023331 0.000000 0.037539 0.433333 0.160206 0.024266 0.000000 0.037539 0.450000 0.160222 0.025200 0.000000 0.037539 0.466667 0.160238 0.026135 0.000000 0.037539 0.483333 0.160255 0.027070 0.000000 0.037539 0.500000 0.160271 0.028004 0.000000 0.037539 0.516667 0.160288 0.028939 0.000000 0.037539 18098.TACOS T 1/26/2026 9:29:30 AM Page 29 0.533333 0.160304 0.029874 0.000000 0.037539 0.550000 0.160320 0.030810 0.000000 0.037539 0.566667 0.160337 0.031745 0.000000 0.037539 0.583333 0.160353 0.032680 0.000000 0.037539 0.600000 0.160369 0.033616 0.000000 0.037539 0.616667 0.160386 0.034551 0.000000 0.037539 0.633333 0.160402 0.035487 0.000000 0.037539 0.650000 0.160419 0.036423 0.000000 0.037539 0.666667 0.160435 0.037358 0.000000 0.037539 0.683333 0.160451 0.038294 0.000000 0.037539 0.700000 0.160468 0.039230 0.000000 0.037539 0.716667 0.160484 0.040166 0.000000 0.037539 0.733333 0.160501 0.041103 0.000000 0.037539 0.750000 0.160517 0.042039 0.000000 0.037539 0.766667 0.160533 0.042975 0.000000 0.037539 0.783333 0.160550 0.043912 0.000000 0.037539 0.800000 0.160566 0.044848 0.000000 0.037539 0.816667 0.160583 0.045785 0.000000 0.037539 0.833333 0.160599 0.046722 0.000000 0.037539 0.850000 0.160615 0.047659 0.000000 0.037539 0.866667 0.160632 0.048596 0.000000 0.037539 0.883333 0.160648 0.049533 0.000000 0.037539 0.900000 0.160665 0.050470 0.000000 0.037539 0.916667 0.160681 0.051407 0.000000 0.037539 0.933333 0.160697 0.052345 0.000000 0.037539 0.950000 0.160714 0.053282 0.000000 0.037539 0.966667 0.160730 0.054220 0.000000 0.037539 0.983333 0.160747 0.055157 0.000000 0.037539 1.000000 0.160763 0.056095 0.000000 0.037539 1.016667 0.160779 0.057033 0.000000 0.037539 1.033333 0.160796 0.057971 0.000000 0.037539 1.050000 0.160812 0.058909 0.000000 0.037539 1.066667 0.160829 0.059847 0.000000 0.037539 1.083333 0.160845 0.060785 0.000000 0.037539 1.100000 0.160862 0.061723 0.000000 0.037539 1.116667 0.160878 0.062662 0.000000 0.037539 1.133333 0.160894 0.063600 0.000000 0.037539 1.150000 0.160911 0.064539 0.000000 0.037539 1.166667 0.160927 0.065478 0.000000 0.037539 1.183333 0.160944 0.066416 0.000000 0.037539 1.200000 0.160960 0.067355 0.000000 0.037539 1.216667 0.160976 0.068294 0.000000 0.037539 1.233333 0.160993 0.069233 0.000000 0.037539 1.250000 0.161009 0.070172 0.000000 0.037539 1.266667 0.161026 0.071112 0.000000 0.037539 1.283333 0.161042 0.072051 0.000000 0.037539 1.300000 0.161058 0.072991 0.000000 0.037539 1.316667 0.161075 0.073930 0.000000 0.037539 1.333333 0.161091 0.074870 0.000000 0.037539 1.350000 0.161108 0.075810 0.000000 0.037539 1.366667 0.161124 0.076749 0.000000 0.037539 1.383333 0.161141 0.077689 0.000000 0.037539 1.400000 0.161157 0.078629 0.000000 0.037539 1.416667 0.161173 0.079569 0.000000 0.037539 1.433333 0.161190 0.080510 0.000000 0.037539 1.450000 0.161206 0.081450 0.000000 0.037539 1.466667 0.161223 0.082390 0.015217 0.037539 1.483333 0.161239 0.083331 0.042996 0.037539 1.500000 0.161256 0.084272 0.078856 0.037539 1.516667 0.161272 0.086959 0.121030 0.037539 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP 18098.TACOS T 1/26/2026 9:29:30 AM Page 30 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR 0 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 18098.TACOS T 1/26/2026 9:29:30 AM Page 31 Predeveloped HSPF Message File 18098.TACOS T 1/26/2026 9:29:30 AM Page 32 Mitigated HSPF Message File 18098.TACOS T 1/26/2026 9:29:30 AM Page 33 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2026; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 18098.TACOS T 1/26/2026 9:29:30 AM Page 34 Attachment 8 - Operation and Maintenance A complete Operation and Maintenance will be submitted per City of Arlington requirements upon approval of the Stormwater Site Plan. 188 i p O c6 6 6Q C O C N Q m c6 C ` O -0 C N O R a) _ O (n L L cnCco -0O O C N � ja — ,F N (n ca C _0 co � Q E •C O a) C L = d Q m O (Q C 7 Q Zi Q E O O U N L O N O O �j Co O - N O O Q "O Q O N L U 0 N C Y O C aQ+ U) Q O N —C 7 0 L co L U OL O v C i Q N O = O -0 O O L cn d O c0 C O cm U N O O CL a L N N E N C m N 7 aa) C C Q x L O a C }+? +� U O U O O O O C cn in O O c0 N � Q Q N 0 cn t6 L c0 E CC N L O N 7 Z U Z Z v Z LL co m d m Z Z Z O O N o O U O O O Q O O O O (p O C Q O N O Q C L a)E - U >, U a) S O C:-0N Q O " a) (4 "O O O Q CD > > cu a)-0 L Q a) .Q y = O N (� i N C O y o O a) a� O p o E o C a t O O O > O E O L (n U mLL O a)rn O a) C - C m O > a) m Q S- 00 V O a) N(n O N Q (n y $ •C O 0 OL o a) "Oa) 0 O L N d 0 U � E N E = O N y co a) o m o f p 7 O to 0 0 (� C E (nO rn +. a)u y cB O .O (n a) C L L L O -0 y--i C a) O O C C E � N U a) N R Q N O O � O U N Q O N O E O O O -C m Q Q = C O L (n (n U L O (n i � � p � L Q C O Co _O E O rL-+ M O o •C c4 M U L C O O CO C Q C.) 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Y♦ d C C O v d CL (n fn CO U) d m Q Q Q a Q a a c a) a) V = a m i O 3 m m c 4 m o U) ■ c � a) m al) :t-! tf •� � L � U Y Q Ll w U cu ii ii � t C c a .� C is ca c m C a) : o >, N U 7 o U = N c9 cu U O Q c0 m > U C U — (10 U O E (0 E -0 L () cu p � O L U a) i N O c0 a) (9 7 "O C .0 .� Q U N -0 a) a) a) a) 0 a) (n "O C C (�6 O 16 U C >,-O U c O U) ) O C U Q cu O U C c) O ca ca 2 E ca L a) o a) _ O Q- N C 0)L a) a) C E o in L N O a) 01 C N O " L c E U "= E L U CL a) +-• 07 cu (� _ Q a) O U CM (n L 1 U) (n (� E L L 7 _ O cu L p L p (n > O 0 C O E C a) C C a) cu (p (n -0 O 7 L C L 6L a) •� 7 0- a) a) O L co C 7 co (6 C E O E U C L O 0 0 O 0- (n — U O a) L c c c9 U C 4? O > i O cn 0 L p L a) cu c U) c � E o a U E ms a E O C o O O L .0 y-+ U " U) _ L >1 C a) a) cu U oU cu7 p 0 0 a) fl a) O L — O U O mo L ccu a) a Z O U ) L E L u � >+ 0 0 C > — = L 7 ,� 07 a) L a) O- O .� C O m L C cu O O C a) o O >, OL N � cn U U) � � V C a) a) p U � a) CL m 'p p 0 O C V 0 Q o o o C a) a cn C a) o Ncu d _ o a �) N O C E m 0 >� C ' O c _ a) a > O o � .� Cu ° > a) o c a o > m c°)i a? Y �+ C 0) a) c a) a (n c = (n >, c o 0 a3 cu o= U p L O to N O C O 7 (n 0 U a) a (n O c O N O cu U) Q V N O +' O ca N O a) N E C ca cu .E ` E N c O u a) C a '� -0 E E m O L a c �' > L .2 (M E C S (n "t O Qo ° E 'E CO O O E (B p L a) I# � L m � m a) o � (n U L O o cn cu to N (n O •� C O Q O a) O U Y cp a) — c m m 3 C m L Y CO c)(n a) O L O L L C a) cu 7 N o (n O O O c0 a) > -- O p C a) N N L O a) p C7 'i L cu � d n3 a) a 0 n3 o a) C a) E o rn L _ a) a) Ui L O U C O > U L Q U Q L to p E Y cu a) m L o a) a3 a) a) m E ca Q Q) U p "O p N C a) c E >N C O C a) U a) �pa O c U �> a E a) a (n .� a) CU C � ' L CL a) G� > czaa)) y = d c) U) p 0) 3 C a) = d 7 U _ CU O O a)0 -0 N +J O E O O p a) c O O U O M >, u) C a) > m L C �. L OCu — a) p) O > C 0) O) O .O O ( M 'O U O O C L a) a) M -0L� L co N c co o Q o 3 o a) . 0 N S L c) N � � Q � a) a) p Q (n p N O C N X U A cn N a) :� 0) a � � C m a) C > ca C C o c E C: > O 7 L .� C L C ,C + c0 O O O a) � °C o °) c (n c 'L o -a O a) > O U � L Q C CD ca 0O M Q O � > c) O C E ° (n 3 E C O m v) L m Y L C L O U L L U U o o E (L° x 0 (0 a) O U U Q cn w w n 3 m Q � m 2 U Z r_ L m m c cu a >, o i O CCL a) U- j O aa)) a) C � O C w+ L > V d N Cu w 2 a) Q a) C C 0) fn (n U) c C (n p E 0 N (0 p U)Q Q Q m Q Q U U) U O N V ;:' — CL 7 v y Z cu vpi Y a O E O O CL E cu _ a+ a) O O U 0 a) J O) O i Q O O C O L O o Q a) 7 J > U O L O a) cn O E a) U a) L 0 C U a) O co O C O O- p O U O L U) Q J a) co C O O7 7 p Cfl Q a) 7 = � O O O _0E U U (o a U N C U a) U_ O a, E coCL O .c a) a) co a) (� 7 O LO Q a� a) LO U co a) C cn —_ � C U O C � O O a) U O O C) O Q m m U co p 0 co U a � � Fu I , O -0 U)U (� z C co a) co C "p joaol-) 0) _O (D C m E 7 x 2 — Z S _ � O >p O _ N cn L coO7 0 > aj a) Q � C > Q- a) - a 3 O O co O O- O O co O Y O cn E O O � Q N E O o a) d .. 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V 0) -j o O M = o _0 cv w = U, o 0 Qco L aL C13 u = L Q L Q -0 > > N = a) -0 T Q _N O O O N4 C O � � � � w ca � r2 Da) Q a) O cam O a) . _ (D I I U) � O � U � d Cu > > O Cu � O a) > a) U U >O L 0 0 Q -0 O OEn cu L O � •V II � E z E d U i O V c 7 m > O a- - L > V O= Q O C Q O O V > U U 0 C 3: U) E a) cO > •O O C "a (6 M c: m L (B a) r +--� E m L O M 0 CuII C E O m 0 � 0 N m L (D U Ca m 0- U CU CO Q. o Cu c c E L) E Q 5 aa)) � C) Q P II 0 L d d W U cn 't U) -a C -D c _ Q a) a) a) R a) U ICI m N U O = m cn a`)) a) (n o a) O O _0 � a) I v f° x °) °' E L > c O O O LL (6 O z z Q a) a (n IVA Source Control BMPs Applicable to All Sites S101 BMPs for Formation of a Pollution Prevention Team The pollution prevention team should be responsible for implementing and maintaining all BMPs and treatment for the site. This team should be able to address any corrective actions needed on site to mitigate potential stormwater contamination. The team members should: • Consist of those people who are familiar with the facility and its operations. • Possess the knowledge and skills to assess conditions and activities that could impact stormwater quality at your facility, and who can evaluate the effectiveness of control meas- ures. • Assign pollution prevention team staff to be on duty on a daily basis to cover applicable per- mittee facilities when those facilities are in operation. • Have the primary responsibility for developing and overseeing facility activities necessary to comply with stormwater requirements. • Have access to all applicable permit, monitoring, SWPPP, and other records. • Be trained in the operation, maintenance and inspections of all BMPs and reporting pro- cedures. • Establish responsibilities for inspections, operation, maintenance, and emergencies. • Regularly meet to review overall facility operations and BMP effectiveness. S102 BMPs for Preventive Maintenance and Good Housekeeping Preventive maintenance and good housekeeping practices reduce the potential for stormwater to come into contact with pollutants and can reduce maintenance intervals for the drainage system and sewer system. Applicable BMPs: • Prevent the discharge of unpermitted liquid or solid wastes, process wastewater, and sewage to groundwater or surface water, or to storm drains that discharge to surface water, or to the ground. Conduct all oily parts cleaning, steam cleaning, or pressure washing of equipment or containers inside a building, or on an impervious contained area, such as a concrete pad. Direct contaminated stormwater from such an area to a sanitary sewer where allowed by local sewer authority, or to other approved treatment. 2024 Stormwater Management Manual for Western Washington Volume IV- Chapter 1 -Page 541 • Promptly contain and clean up solid and liquid pollutant leaks and spills including oils, solvents, fuels, and dust from manufacturing operations on any exposed soil, vegetation, or paved area. • If a contaminated surface must be pressure washed, collect the resulting washwater for proper disposal (usually involves plugging storm drains or otherwise preventing discharge, and pumping or vactoring up washwater for discharge to sanitary sewer or for vactor truck transport to a wastewater treatment plant for disposal). • Do not hose down pollutants from any area to the ground, storm drains, conveyance ditches, or receiving water. Convey pollutants before discharge to a treatment system approved by the local jurisdiction. • Sweep all appropriate surfaces with vacuum sweepers quarterly, or more frequently as needed, for the collection and disposal of dust and debris that could contaminate storm- water. Use mechanical sweepers, and manual sweeping as necessary to access areas that a vacuum sweeper can't reach to ensure that all surface contaminants are routinely removed. • Do not pave over contaminated soil unless it has been determined that groundwater has not been and will not be contaminated by the soil. Call Ecology for assistance. • Construct impervious areas that are compatible with the materials handled. Portland cement concrete, asphalt, or equivalent material may be considered. • Use drip pans to collect leaks and spills from industrial/commercial equipment such as cranes at ship/boat building and repair facilities, log stackers, industrial parts, and trucks and other vehicles stored outside. • At industrial and commercial facilities, drain oil and fuel filters before disposal. Discard empty oil and fuel filters, oily rags, and other oily solid waste into appropriately closed and properly labeled containers, and in compliance with the Uniform Fire Code or International Building Code. • For the storage of liquids, use containers such as steel and plastic drums, that are rigid and durable, corrosion resistant to the weather and fluid content, non-absorbent, water tight, rodent-proof, and equipped with a close fitting cover. • For the temporary storage of solid wastes contaminated with liquids or other potential pol- luted materials use dumpsters, garbage cans, drums, and comparable containers, which are durable, corrosion resistant, non-absorbent, non-leaking, and equipped with either a solid cover or screen cover to prevent littering. If covered with a screen, the container must be stored under a roof or other form of adequate cover. • Where exposed to stormwater, use containers, piping, tubing, pumps, fittings, and valves that are appropriate for their intended use and for the contained liquid. • Clean oils, debris, sludge, etc.from all stormwater BMPs regularly, including catch basins, settling/detention basins, oil/water separators, boomed areas, and conveyance systems, to prevent the contamination of stormwater. Refer to Ecology Requirements for Generators of Dangerous Wastes in 1-2.17 Other Regulations and Programs for references to assist in 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 1 -Page 542 handling potentially dangerous waste. • Promptly repair or replace all substantially cracked or otherwise damaged paved secondary containment, high-intensity parking, and any other contributing drainage areas, subjected to pollutant material leaks or spills. Promptly repair or replace all leaking connections, pipes, hoses, valves, etc., that can contaminate stormwater. • Do not connect floor drains in potential pollutant source areas to storm drains, receiving waters, or to the ground. Recommended BMPs: • Where feasible, store potential stormwater pollutant materials inside a building or under a cover and/or containment. • Minimize use of toxic cleaning solvents, such as chlorinated solvents, and other toxic chem- icals. • Use environmentally safe raw materials, products, additives, etc., such as substitutes for zinc used in rubber production. • Recycle waste materials such as solvents, coolants, oils, degreasers, and batteries to the maximum extent feasible. Contact Ecology's Hazardous Waste & Toxics Reduction Pro- gram at the following web address, or your local jurisdiction, for recommendations on recyc- ling or disposal of vehicle waste liquids and other waste materials: https://ecology.wa.gov/About-us/Get-to-know-us/Our-Programs/Hazardous-Waste-Tox- ics-Reduction • Empty drip pans immediately after a spill or leak is collected in an uncovered area. • Stencil warning signs at catch basins and drains, e.g., "Dump no waste—Drains to stream". See S442 BMPs for Labeling Storm Drain Inlets On Your Property. • Use solid absorbents, e.g., clay and peat absorbents and rags for cleanup of liquid spill- s/leaks, where practicable. • Promptly repair/replace/reseal damaged paved areas at industrial facilities. • Recycle materials, such as oils, solvents, and wood waste, to the maximum extent prac- ticable. Note: Evidence of stormwater contamination can include the presence of visible sheen, color, or turbidity in the runoff, or present or historical operational problems at the facility. Operators can use simple pH tests, for example with litmus or pH paper. These tests can screen for high or low pH levels (anything outside the 6.5 to 8.5 range)due to contamination of stormwater. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 1 -Page 543 S105 BMPs for Employee Training Train all employees that work in pollutant source areas about the following topics: • Identifying Pollution Prevention Team members. • Identifying pollutant sources. • Understanding pollutant control measures. • Spill prevention and response. • Emergency response procedures. • Handling practices that are environmentally acceptable. Particularly those related to vehicle/equipment liquids such as fuels, and vehicle/equipment cleaning. Additional specialized training may be needed for staff who will be responsible for handling haz- ardous materials. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 1 -Page 545 S106 BMPs for Inspections Qualified personnel shall conduct inspections monthly. Make and maintain a record of each inspection on-site. The following requirements apply to inspections: • Be conducted by someone familiar with the facility's site, operations, and BMPs. • Verify the accuracy of the pollutant source descriptions in the SWPPP. • Assess all BMPs that have been implemented for effectiveness and needed maintenance and locate areas where additional BMPs are needed. • Reflect current conditions on the site. • Include written observations of the presence of floating materials, suspended solids, oil and grease, discoloration, turbidity and odor in the stormwater discharges; in outside vehicle maintenance/repair; and liquid handling, and storage areas. In areas where acid or alkaline materials are handled or stored use a simple litmus or pH paper to identify those types of stormwater contaminants where needed. • Eliminate or obtain a permit for unpermitted non-stormwater discharges to storm drains or receiving waters, such as process wastewater and vehicle/equipment washwater. • Identify actions to address inspection deficiencies. S107 BMPs for Record Keeping See the applicable permit for specific record-keeping requirements and retention schedules for the following reports. At a minimum, retain the following reports for five years: • Inspection reports which should include: • Time and date of the inspection • Locations inspected • Statement on status of compliance with the permit • Summary report of any remediation activities required • Name,title, and signature of person conducting the inspection • Reports on spills of oil or hazardous substances in greater than reportable quantities (Code of Federal Regulations Title 40 Parts 302.4 and 117). Report spills of the following: anti- freeze, oil, gasoline, or diesel fuel, that cause: • A violation of the State of Washington's Water Quality Standards. • A film or sheen upon or discoloration of the waters of the State or adjoining shorelines. • A sludge or emulsion to be deposited beneath the surface of the water or upon adjoin- ing shorelines. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 1 -Page 546 To report a spill or to determine if a spill is a substance of a reportable quantity, call the Eco- logy regional office and ask for an oil spill operations or a dangerous waste specialist: • Northwest Region: (206) 594-0000 • Southwest Region: (360)407-6300 • Eastern Region: (509)329-3400 • Central Region: (509)575-2490 In addition, call the Washington Emergency Management Division at 1-800-258-5990 or 1- 800-OILS-911 AND the National Response Center at 1-800-424-8802. Also, refer to Focus on Emergency Spill Response(Ecology, 2013b). The following is additional recommended record keeping: Maintain records of all related pollutant control and pollution generating activities such as training, materials purchased, material use and disposal, maintenance performed, etc. S108 BMPs for Correcting Illicit Discharges to Storm Drains Description of Pollutant Sources: Illicit discharges are unpermitted sanitary or process wastewater discharges to a storm sewer or to surface water, rather than to a sanitary sewer, indus- trial process wastewater, or other appropriate treatment. They can also include swimming pool water, filter backwash, cleaning solutions/washwaters, cooling water, etc. Experience has shown that illicit discharges are common, particularly in older buildings. Pollutant Control Approach: Identify and eliminate unpermitted discharges or obtain an NPDES permit,where necessary, particularly at industrial and commercial facilities. Applicable Operational BMPs: • For all real properties, responsible parties must examine their plumbing systems to identify any potential illicit discharges. Review site plans, engineering drawings, or other sources of information for the plumbing systems on the property. • If an illicit discharge is suspected, trace the source using an appropriate method such as visual reconnaissance, smoke test,flow test, dye test with a nontoxic dye, or closed circuit television (CCTV) inspection. These tests are to be performed by qualified personnel such as a plumbing contractor. Note: Contact Ecology prior to performing a dye test which may result in a discharge to a receiving water. • If illicit connections are found, permanently plug or disconnect the connections. • Eliminate prohibited discharges to storm sewer(s), groundwater, or surface water(s). • Convey unpermitted discharges to a sanitary sewer if allowed by the local sewer authority, or to other approved treatment. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 1 -Page 547 • Obtain all necessary permits for altering or repairing side sewers and plumbing fixtures. Restrictions on certain types of discharges, particularly industrial process waters, may require pretreatment of discharges before they enter the sanitary sewer. It is the respons- ibility of the property owner or business operator to obtain the necessary permits and to replace the connection. • Obtain appropriate state and local permits for these discharges. Recommended Operational BMPs: At commercial and industrial facilities, conduct a survey of wastewater discharge connections to storm drains and to surface water as follows: • Conduct a field survey of buildings, particularly older buildings, and other industrial areas to locate storm drains from buildings and paved surfaces. Note where these discharge. • During non-stormwater conditions, inspect each storm drain for non-stormwater dis- charges. Record the locations of all non-stormwater discharges. Include all permitted dis- charges. • If useful, prepare a map of each area. Show on the map the known location of storm sew- ers, sanitary sewers, and permitted and unpermitted discharges.Aerial photos may be use- ful. Check records such as piping schematics to identify known side sewer connections and show these on the map. Consider using smoke, dye, or chemical analysis tests to detect connections between two conveyance systems (e.g. process water and stormwater). If desirable, conduct Closed Circuit Television (CCTV) inspections of the storm drains and record the footage. • Compare the observed locations of connections with the information on the map and revise the map accordingly. Note suspect connections that are inconsistent with the field survey. • Identify all connections to storm sewers or to surface water and take the actions specified above as applicable BMPs. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 1 -Page 548 S424 BMPs for Roof / Building Drains at Manufacturing and Commercial Buildings Description of Pollutant Sources: Stormwater runoff from roofs and sides of manufacturing and commercial buildings can be sources of pollutants caused by leaching of roofing materials, paints, caulking, building vents, and other air emission sources. Research has identified vapors and entrained liquid and solid droplets/particles as potential pollutants in roof/building runoff. Metals, solvents, acidic/alkaline pH, BOD, PCBs, and organics are some of the pollutant constituents iden- tified. Ecology has performed a study on zinc in industrial stormwater. The study is presented in Sugges- ted Practices to Reduce Zinc Concentrations in Industrial Stormwater Discharges(Ecology, 2008). The user should refer to this document for more details on addressing zinc in stormwater. Ecology has also researched the characterization and abatement of PCBs in building materials before demolition or renovation (Ecology, 2024). The user should refer to that guidance document for more details on preventing PCBs from entering stormwater from buildings that have, or likely have, PCB-containing materials on roofs and building exteriors like siding,joint materials (caulk), paint, and other potential sources. Pollutant Control Approach: Evaluate the potential sources of stormwater pollutants and apply source control BMPs where feasible. Applicable Operational Source Control BMPs: • If leachates and/or emissions from buildings are suspected sources of stormwater pol- lutants, then sample and analyze the stormwater draining from the building. • If PCBs in external building materials are suspected, assess the building materials and report findings consistent with the guidance in How to Find and Address PCBs in Building Materials(Ecology, 2024). • Sweep the area routinely to remove any residual pollutants. • If a roof/building stormwater pollutant source is identified, implement appropriate source control measures such as air pollution control equipment, selection of materials, oper- ational changes, material recycle, process changes, removal/abatement, etc. Applicable Structural Source Control BMPs: • Paint/coat the galvanized surfaces as described in Suggested Practices to Reduce Zinc Concentrations in Industrial Stormwater Discharges(Ecology, 2008). Applicable Treatment BMPs: Treat runoff from roofs to the appropriate level. The facility may use Metals Treatment BMPs as described in III-1.2 Choosing Your Runoff Treatment BMPs. Some facilities regulated by the Industrial Stormwater General Permit, or local jurisdiction, may have requirements than cannot be achieved with Metals Treatment BMPs. In these cases, additional treatment measures may be 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 7-Page 644 required. A treatment method for meeting stringent requirements such as Chitosan-Enhanced Sand Filtration may be appropriate. 2024 Stormwater Management Manual for Western Washington Volume IV- Chapter 7-Page 645 S411 BMPs for Landscaping and Lawn / Vegetation Management Description of Pollutant Sources: Landscaping can include grading, soil transfer, vegetation planting, and vegetation removal. Examples include weed control on golf course lawns, access roads, and utility corridors and during landscaping; and residential lawn/plant care. Proper man- agement of vegetation can minimize excess nutrients and pesticides. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 4-Page 573 Pollutant Control Approach: Maintain appropriate vegetation to control erosion and the dis- charge of stormwater pollutants. Prevent debris contamination of stormwater. Where practicable, grow plant species appropriate for the site, or adjust the soil properties of the site to grow desired plant species. Applicable BMPs: • Install engineered soil/landscape systems to improve the infiltration and regulation of storm- water in landscaped areas. • Select the right plants for the planting location based on proposed use, available main- tenance, soil conditions, sun exposure, water availability, height, sight factors, and space available. • Ensure that plants selected for planting are not on the noxious weed list. For example, but- terfly bush often gets planted as an ornamental but is actually on the noxious weed list. The Washington State Noxious Weed List can be found at the following webpage: https://www.nwcb.wa.gov/printable-noxious-weed-list • Do not dispose of collected vegetation into waterways or storm sewer systems. • Do not blow vegetation or other debris into the drainage system. • Dispose of collected vegetation such as grass clippings, leaves, sticks by composting or recycling. • Remove, bag, and dispose of class A and B noxious weeds in the garbage immediately. • Do not compost noxious weeds as it may lead to spreading through seed or fragment if the composting process is not hot enough. • Use manual and/or mechanical methods of vegetation removal (pincer-type weeding tools, flame weeders, or hot water weeders as appropriate) rather than applying herbicides, where practical. • Use at least an 8 inch "topsoil" layer with at least 8% organic matter to provide a sufficient vegetation-growing medium. Organic matter is the least water-soluble form of nutrients that can be added to the soil. Composted organic matter generally releases only between 2% and 10% of its total nitrogen annually, and this release corresponds closely to the plant growth cycle. Return natural plant debris and mulch to the soil, to continue recycling nutri- ents indefinitely. • Select the appropriate turfgrass mixture for the climate and soil type. Certain tall fescues and rye grasses resist insect attack because the symbiotic endo- phytic fungi found naturally in their tissues repel or kill common leaf and stem-eating lawn insects. 2024 Stormwater Management Manual for Western Washington Volume IV- Chapter 4-Page 574 ■ The fungus causes no known adverse effects to the host plant or to humans. ■ Tall fescues and rye grasses do not repel root-feeding lawn pests such as Crane Fly larvae. ■ Tall fescues and rye grasses are toxic to ruminants such as cattle and sheep • Endophytic grasses are commercially available; use them in areas such as parks or golf courses where grazing does not occur. • Local agricultural or gardening resources such as the Washington State University Extension office can offer advice on which types of grass are best suited to the area and soil type. • Use the following seeding and planting BMPs, or equivalent BMPs, to obtain information on grass mixtures, temporary and permanent seeding procedures, maintenance of a recently planted area, and fertilizer application rates: • BMP C120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C123: Plastic Covering • BMP C124: Sodding • Adjusting the soil properties of the subject site can assist in selection of desired plant spe- cies. Consult a soil restoration specialist for site-specific conditions. Recommended Additional BMPs: • Conduct mulch-mowing whenever practicable. • Use native plants in landscaping. Native plants do not require extensive fertilizer or pesti- cide applications. Native plants may also require less watering. • Use mulch or other erosion control measures on soils exposed for more than: one week during the dry season (May 1 to September 30), or 2 days during the wet season (October 1 to April 30). • Till a topsoil mix or composted organic material into the soil to create a well-mixed transition layer that encourages deeper root systems and drought-resistant plants. • Apply an annual topdressing application of 3/8 inches of compost. Amending existing land- scapes and turf systems by increasing the percentage of organic matter and depth of top- soil can: • Substantially improve the permeability of the soil. • Increase the disease and drought resistance of the vegetation. • Reduce the demand for fertilizers and pesticides. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 4-Page 575 • Disinfect gardening tools after pruning diseased plants to prevent the spread of disease. • Prune trees and shrubs in a manner appropriate for each species. • If specific plants have a high mortality rate, assess the cause and replace with another more appropriate species. • When working around and below mature trees, follow the most current American National Standards Institute (ANSI)ANSI A300 standards (see http://www.t- cia.org/TCIA/BUSINESS/ANSIA300Standards_/TCIA/BUSINESS/A300Stand- ards/A300 Standards.aspx?hkey=202ff566-4364-4686-b7cl-2a365af59669)and International Society of Arboriculture (ISA) BMPs to the extent practicable (e.g. take care to minimize any damage to tree roots and avoid compaction of soil). • Monitor tree support systems (stakes, guys, etc.). Repair and adjust as needed to provide support and prevent tree damage. Remove tree supports after one growing season or maximum of 1 year. o Backfill stake holes after removal. • When continued, regular pruning (more than one time during the growing season) is required to maintain visual sight lines for safety or clearance along a walk or drive, consider relocating the plant to a more appropriate location. • Make reasonable attempts to remove and dispose of class C noxious weeds. • Re-seed bare turf areas until the vegetation fully covers the ground surface. • Watch for and respond to new occurrences of especially aggressive weeds such as Him- alayan blackberry, Japanese knotweed, morning glory, English ivy, and reed canary grass to avoid invasions. • Plant and protect trees per BMP T5.16: Tree Retention and Tree Planting. • Aerate lawns regularly in areas of heavy use where the soil tends to become compacted. Conduct aeration while the grasses in the lawn are growing most vigorously. Remove lay- ers of thatch greater than 3/4-inch deep. • Set the mowing height at the highest acceptable level and mow at times and intervals designed to minimize stress on the turf. Generally mowing only 1/3 of the grass blade height will prevent stressing the turf. Mowing is a stress-creating activity for turfgrass. Grass decreases its productivity when mowed too short and there is less growth of roots and rhizomes. The turf becomes less tolerant of environmental stresses, more disease prone and more reliant on outside means such as pesticides, fertilizers, and irrigation to remain healthy. 2024 Stormwater Management Manual for Western Washington Volume IV- Chapter 4-Page 576 Additional BMP Information: • King County's Best Management Practices for Golf Course Development and Operation (King County, 1993) has additional BMPs for Turfgrass Maintenance and Operation. • King County, Seattle Public Utilities, and the Saving Water Partnership have created the fol- lowing natural lawn and garden care resources that include guidance on building healthy soil with compost and mulch, selecting appropriate plants, watering, using alternatives to pesticides, and implementing natural lawn care techniques. ■ Natural Yard Care-Five steps to make your piece of the planet a healthier place to live(King County and SPU, 2008) ■ The Natural Lawn & Garden Series:Smart Watering(Saving Water Partnership, 2006) ■ Natural Lawn Care for Western Washington(Saving Water Partnership, 2007) ■ The Natural Lawn & Garden Series: Growing Healthy Soil, Choosing the Right Plants;and Natural Pest, Weed and Disease Control(Saving Water Partnership, 2012 • The International Society of Arboriculture (ISA)is a group that promotes the professional practice of arboriculture and fosters a greater worldwide awareness of the benefits of trees through research, technology, and education. ISA standards used for managing trees, shrubs, and other woody plants are the American National Standards Institute(ANSI)A300 standards. The ANSI A300 standards are voluntary industry consensus standards developed by the Tree Care Industry Association (TCIA)and written by the Accredited Standards Committee (ASC). The ANSI standards can be found on the ISA website: www.isa-arbor.com/education/publications/index.aspx • Washington State University's Gardening in Washington State website at http://garden- ing.wsu.edu contains Washington State specific information about vegetation management based on the type of landscape. • See the Pacific Northwest Plant Disease Management Handbook(Pscheidt and Ocamb, 2016)for information on disease recognition and for additional resources. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 4-Page 577 S417 BMPs for Maintenance of Stormwater Drainage Systems and Stormwater Management BMPs Description of Pollutant Sources: Facilities include roadside catch basins on arterials and within residential areas, stormwater conveyance systems, detention BMPs such as ponds and vaults, oil/water separators, biofilters, settling basins, infiltration systems, and all other types of stormwater management BMPs presented in Volume V. Oil and grease, hydrocarbons, debris, heavy metals, sediments, and contaminated water are found in catch basins, oil and water sep- arators, settling basins, etc. Pollutant Control Approach: Provide maintenance and cleaning of debris, sediments, and other pollutants from stormwater collection, conveyance, and Runoff Treatment and Flow Control BMPs to maintain proper operation. Applicable Operational BMPs: Maintain stormwater management BMPs per the operations and maintenance (O&M) procedures presented in Appendix V-A: BMP Maintenance Tables, in addition to the following BMPs: • Inspect and clean stormwater management BMPs, conveyance systems, and catch basins as needed, and determine necessary O&M improvements. • Promptly repair any deterioration threatening the structural integrity of stormwater facilities. These include replacement of clean-out gates, catch basin lids, and rock in emergency spill- ways. • Ensure adequacy of storm sewer capacities and prevent heavy sediment discharges to the sewer system. • Regularly remove debris and sludge from BMPs used for peak-rate control, treatment, etc. and discharge to a sanitary sewer if approved by the sewer authority, or truck to an appro- priate local or state government approved disposal site. • Clean catch basins when the depth of deposits reaches 60 percent of the sump depth as measured from the bottom of basin to the invert of the lowest pipe into or out of the basin. However, in no case should there be less than six inches clearance from the debris surface to the invert of the lowest pipe. Some catch basins (for example, WSDOT's Catch Basin Type IL (WSDOT, 2011 b)) may have as little as 12 inches sediment storage below the invert. These catch basins need frequent inspection and cleaning to prevent scouring. Where these catch basins are part of a stormwater collection and treatment system,the sys- tem owner/operator may choose to concentrate maintenance efforts on downstream con- trol devices as part of a systems approach. • Properly dispose of all solids, polluted material, and stagnant water collected through sys- tem cleaning. Do not decant water back into the drainage system from eductor trucks or vacuum equipment since there may be residual contaminants in the cleaning equipment. Do not jet material downstream into the public drainage system. 2024 Stormwater Management Manual for Western Washington Volume IV-Chapter 3-Page 565 • Clean woody debris in a catch basin as frequently as needed to ensure proper operation of the catch basin. • Post warning signs; "Dump No Waste- Drains to Groundwater,""Streams,""Lakes,"or emboss on or adjacent to all storm drain inlets where possible. See S442 BMPs for Label- ing Storm Drain Inlets On Your Property. • Disposal of sediments and liquids from the catch basins must comply with Appendix IV-B: Management of Street Waste Solids and Liquids. 2024 Stormwater Management Manual for Western Washington Volume IV- Chapter 3-Page 566 Attachment 9 — Construction Stormwater BMP's 216 BMP C103: High-Visibility Fence Purpose High-visibility fencing is intended to: • Restrict clearing to approved limits. • Prevent disturbance of sensitive areas, their buffers, and other areas required to be left undisturbed. • Limit construction traffic to designated construction entrances, exits, or internal roads. • Protect areas where marking with survey tape may not provide adequate protection. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 315 Conditions of Use To establish clearing limits, plastic,fabric, or metal fence may be used: • At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. • As necessary to control vehicle access to and on the site. Design and Installation Specifications High-visibility plastic fence shall be composed of a high-density polyethylene (HDPE) material and shall be at least four feet in height. Posts for the fencing shall be steel or wood and placed every 6 feet on center(maximum)or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On long continuous lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high-visibility orange. The fence tensile strength shall be 360 Ibs/ft using the ASTM D4595 testing method. If appropriate, install fabric silt fence in accordance with BMP C233: Silt Fence to act as high-vis- ibility fence. Silt fence shall be at least 3 feet high and must be highly visible to meet the require- ments of this BMP. Metal fences shall be designed and installed according to the manufacturer's specifications. Metal fences shall be at least 3 feet high and must be highly visible. Fences shall not be wired or stapled to trees. Maintenance Standards If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. 2024 Stormwater Management Manual for Western Washington Volume//-Chapter 4-Page 316 On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized accesses not shown in the initial Con- struction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and Installation Specifications • See Figure II-4.1: Stabilized Construction Access for details. Note: the 100' minimum length of the access shall be reduced to the maximum practicable size when the size or con- figuration of the site does not allow the full length (100'). • Construct stabilized construction accesses with a 12-inch thick pad of 4-inch to 8-inch quarry spalls, a 4-inch course of asphalt treated base (ATB), or use existing pavement. Do not use crushed concrete, cement, or calcium chloride for construction access stabilization because these products raise pH levels in stormwater and concrete discharge to waters of the State is prohibited. • A separation geotextile shall be placed under the spalls to prevent fine sediment from pump- ing up into the rock pad. The geotextile shall meet the standards listed in Table 11-4.2: Stab- ilized Construction Access Geotextile Standards. Table II-4.2: Stabilized Construction Access Geotextile Standards Geotextile Property Required Value Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786-80a) 400 psi min. AOS(ASTM D4751) No. 20 to No.45(U.S.standard sieve size) • Consider early installation of the first lift of asphalt in areas that will be paved; this can be used as a stabilized access. Also consider the installation of excess concrete as a sta- bilized access. During large concrete pours, excess concrete is often available for this pur- pose. • Fencing (see BMP C103: High-Visibility Fence)shall be installed as necessary to restrict traffic to the construction access. • Whenever possible,the access shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for main- tenance. • Construction accesses should avoid crossing existing sidewalks and back of walk drains if at all possible. If a construction access must cross a sidewalk or back of walk drain, the full length of the sidewalk and back of walk drain must be covered and protected from sediment leaving the site. Alternative Material Specification 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 317 WSDOT has raised safety concerns about the quarry spall rock specified above. WSDOT observes that the 4-inch to 8-inch rock sizes can become trapped between dually truck tires, and then released off-site at highway speeds. WSDOT has chosen to use a modified specification for the rock while continuously verifying that the stabilized construction access remains effective. To remain effective, the BMP must prevent sediment from migrating off site. To date, there has been no performance testing to verify operation of this new specification. Local jurisdictions may use the alternative specification, but must perform increased off-site inspection if they use, or allow others to use, it. Stabilized construction accesses may use material that meets the requirements of WSDOT's Standard Specifications for Road, Bridge, and Municipal Construction Section 9-03.9(1) (WSDOT, 2016)for ballast except for the following special requirements. The grading and quality requirements are listed in Table II-4.3: Stabilized Construction Access Alternative Material Requirements. Table II-4.3: Stabilized Construction Access Alternative Material Requirements Sieve Size Percent Passing 2'/2" 99 to 100 2" 65 to 100 3/" 40 to 80 No.4 5 max. No. 100 0 to 2 % Fracture 75 min. Notes: 1. All percentages are by weight. 2. The sand equivalent value and dust ratio require- ments do not apply. 3. The fracture requirement shall be at least one fractured face and will apply the combined aggregate retained on the No. 4 sieve in accord- ance with FOP for AASHTO T 335. Maintenance Standards Quarry spalls shall be added if the pad is no longer in accordance with the specifications. • If the access is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. This may include replace- ment/cleaning of the existing quarry spalls, street sweeping, an increase in the dimensions 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 318 of the access, or the installation of BMP C106: Wheel Wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweep- ing. The sediment collected by sweeping shall be removed or stabilized on site. The pave- ment shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump to contain the wash water shall be considered. The sediment would then be washed into the sump where it can be controlled. • Perform street sweeping by hand or with a high efficiency sweeper. Do not use a non-high efficiency mechanical sweeper because this creates dust and throws soils into storm sys- tems or conveyance ditches. • Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction access(es), BMP C103: High-Visibility Fence shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as per- manent access for maintenance shall be permanently stabilized. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 319 Figure II-4.1: Stabilized Construction Access NOT TO SCALE oad 100'min. Install driveway culvert if there is a roadside ditch present 4"-8"quarry spalls Geotextile Notes: 15'min. 1. Driveway shall meet the requirements of the 12"minimum thickness \� permitting agency. 2. It is recommended that Provide full width the access be crowned of ingress/egress so that runoff drains off area the pad. Stabilized Construction Access DEPARTMENT OF ECOLOGY State of Washington Revised June2018 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 320 Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol—Ecology(TAPE) process. Local jur- isdictions may choose not to accept these products, or may require additional testing prior to con- sideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology's website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies 2024 Stormwater Management Manual for Western Washington Volume //-Chapter 4-Page 321 BMP C107: Construction Road / Parking Area Stabilization Purpose Stabilizing roads, parking areas, and other on-site vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or stormwater runoff. Conditions of Use Roads and parking areas shall be stabilized wherever they are constructed,whether permanent or temporary,for use by construction traffic. BMP C103: High-Visibility Fence shall be installed, if necessary, to limit the access of vehicles to only those roads and parking areas that are stabilized. Design and Installation Specifications • On areas that will receive asphalt as part of the project, install the first lift as soon as pos- sible. • A 6-inch depth of 2-to 4-inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation.A 4-inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for road base stabilization, pH monitoring and BMP C252: Treating and Dis- posing of High pH Water is necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6-inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever pos- sible, construction roads and parking areas shall be placed on a firm, compacted subgrade. • Temporary road gradients shall not exceed 15 percent. Roadways shall be carefully graded to drain. Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super-elevated section. Drainage ditches shall be directed to a sediment control BMP. • Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet flows into a heavily vegetated area with a well-developed topsoil. Landscaped areas are not adequate. If this area has at least 50 feet of vegetation that water can flow through, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include wetlands or their buffers. If runoff is allowed to sheet flow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. • Storm drain inlets shall be protected to prevent sediment-laden water entering the drainage system (see BMP C220: Inlet Protection). 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 324 Maintenance Standards Inspect stabilized areas regularly, especially after large storm events. Crushed rock, gravel base, etc., shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. Following construction, these areas shall be restored to pre-construction condition or better to pre- vent future erosion. Perform street cleaning at the end of each day or more often if necessary. BMP C120: Temporary and Permanent Seeding Purpose Seeding reduces erosion by stabilizing exposed soils.A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use • Use seeding throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. See 11-2.5 Element 5: Stabilize Soils for spe- cific timelines for stabilizing exposed soils. • See Table II-4.4: Seeding Windows in Western Washington (continued)for appropriate seeding windows. • Review all disturbed areas in late August to early September and complete all seeding by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average protection. • Mulch is required at all times for seeding because it protects seeds from heat, moisture loss, and transport due to runoff. Mulch can be applied on top of the seed or simultaneously by hydroseeding. See BMP C121: Mulching for specifications. • Seed and mulch all disturbed areas not otherwise vegetated at final site stabilization. Final stabilization means the completion of all soil disturbing activities at the site and the estab- lishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions, or geotextiles)which will prevent erosion. See BMP T5.13: Post-Construction Soil Quality and Depth. Table II-4.4: Seeding Windows in Western Washington Month Seeding Recommendations January February Seeding requires a cover of mulch or an erosion control blanket until 75%grass cover is established March 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 325 Table II-4.4: Seeding Windows in Western Washington (continued) Month Seeding Recommendations April May Optimum seeding window June July Seeding requires irrigation until 75% grass cover is established August September Optimum seeding window October November Seeding requires a cover of mulch or an erosion control blanket until 75 percent grass cover is established December Design and Installation Specifications General • Install channels intended for vegetation before starting major earthwork and hydroseed with a Bonded Fiber Matrix(BFM). For vegetated channels that will have high flows, install erosion control blankets over the top of hydroseed. Before allowing water to flow in veget- ated channels, establish a 75%vegetation cover. If vegetated channels cannot be estab- lished by seed before water flow, install sod or prevegetated mats in the channel bottom over top of hydromulch and erosion control blankets. • Confirm the installation of all required stormwater control measures to prevent seed from washing away. • Hydroseed applications shall include a minimum of 1,500 pounds per acre (lb/acre)of mulch with 3%tackifier. See BMP C121: Mulching for specifications. • Areas that will have seeding only, and not landscaping, may need compost or meal-based mulch included in the hydroseed in order to establish vegetation. Re-install native topsoil on the disturbed soil surface before application. See BMP T5.13: Post-Construction Soil Qual- ity and Depth. • When installing seed via hydroseeding operations, only about 1/3 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. To overcome this, consider increasing seed quantities by up to 50 percent. • Vegetation establishment can be enhanced by one of the following two approaches: o Approach 1: Enhance vegetation establishment by dividing the hydromulch operation into two phases: 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 326 ■ Phase 1 —Install all seed and fertilizer with 25%to 30% mulch and tackifier onto the soil in the first lift. ■ Phase 2—Install the remaining mulch and tackifier over the first lift. o Approach 2: Vegetation can also be enhanced by: ■ Installing the mulch, seed,fertilizer, and tackifier in one lift; ■ Spreading or blowing straw over the top of the hydromulch at a rate of about 800 to 1,000 lb/acre; or ■ Holding straw in place with a standard tackifier. Both of these approaches(Approach 1 and Approach 2)will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cost may be off- set by the reduced need for: Irrigation, Reapplication of mulch, and Repair of failed slope surfaces. Either of these approaches can use standard hydromulch (1,500 lb/acre minimum)and BFM/mechanically bonded fiber matrix(MBFM) (3,000 lb/acre minimum). • Seed may be installed by hand if it is: o Temporary and covered by straw, mulch, or topsoil; or Permanent in small areas (usually less than 1 acre)and covered with mulch, topsoil, or erosion blankets. • Consult the local suppliers and/or the local conservation district for their recommendations for appropriate seed mixes and application rates. The appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. • In addition to meeting erosion control functions and not hindering maintenance operations, selection of long-lived, successional growth native vegetation that can compete against or exclude weeds and grow with minimal maintenance after plant establishment is preferred. Provide diversity to the greatest extent possible and plan for a succession of flowering times to improve pollinator habitat. • The seed mixes listed in Table II-4.5: Temporary and Permanent Seed Mixes for Western Washington (continued) include recommended mixes for both temporary and permanent seeding.Alternative seed mixes approved by the local jurisdiction may also be used. • Apply the mixes in Table 11-4.5: Temporary and Permanent Seed Mixes for Western Wash- ington (continued),with the exception of the wet area seed mix, at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow-release fertilizers are used. Apply the wet area seed mix at a rate of 60 pounds per acre. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 327 Table II-4.5: Temporary and Permanent Seed Mixes for Western Washington Common Name Latin Name 7 %Weight % Purity % Germination Temporary Erosion Control Seed Mix A standard mix for areas requiring a temporary vegetative cover. Chewings or annual Festuca rubra var. blue grass commutate or 40 98 90 Poa anna Perennial rye Lolium perenne 50 98 90 Redtop or colonial Agrostis alba or 5 92 85 bentgrass Agrostis tenuis White dutch clover Trifolium repens 5 98 90 Landscaping Seed Mix A recommended mix for landscaping seed. Perennial rye blend Lolium perenne 70 98 90 Chewings and red Festuca rubra var. fescue blend commutate or Fes- 30 98 90 tuca rubra Low-Growing Turf Seed Mix A turf seed mix for dry situations where there is no need for watering.This mix requires very little main- tenance. Dwarf tall fescue Festuca arundin- 45 98 90 (several varieties) acea var. Dwarf perennial rye Lolium perenne 30 98 90 (Barclay) var. barclay Red fescue Festuca rubra 20 98 90 Colonial bentgrass Agrostis tenuis 5 98 90 Bioswale Seed Mix A seed mix for bioswales and other intermittently wet areas. Tall or meadow fes- Festuca arundin- acea or Festuca 75-80 98 90 cue elatior Seaside/Creeping Agrostis palustris 10-15 92 85 bentgrass Redtop bentgrass Agrostis alba or 5-10 90 80 Agrostis gigantea Wet Area Seed Mix 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 328 Table II-4.5: Temporary and Permanent Seed Mixes for Western Washington (continued) Common Name Latin Name %Weight % Purity % Germination A low-growing, relatively non-invasive seed mix appropriate for very wet areas that are not regulated wet- lands. Consult Hydraulic Permit Authority(HPA)for seed mixes if applicable. Tall or meadow fes- Festuca arundin- acea or Festuca 60-70 98 90 cue elatior Seaside/Creeping bentgrass Agrostis palustris 10-15 98 85 Meadow foxtail Alepocurus 10-15 90 80 pratensis Alsike clover Trifolium 1-6 98 90 hybridum Redtop bentgrass Agrostis alba 1-6 92 85 Meadow Seed Mix A recommended meadow seed mix for infrequently maintained areas or non-maintained areas where colonization by native plants is desirable. Likely applications include rural road and utility right-of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. Consider the appropriateness of clover,a fairly invasive species, in the mix. Amending the soil can reduce the need for clover. Redtop or Oregon Agrostis alba or bentgrass Agrostis ore- 20 92 85 gonensis Red fescue Festuca rubra 70 98 90 White dutch clover Trifolium repens 10 98 90 Roughening and Rototilling • The seedbed should be firm and rough. Roughen all soil no matter what the slope. Track walk slopes before seeding if engineering purposes require compaction. Backblading or smoothing of slopes greater than 4H:1 V is not allowed if they are to be seeded. • Restoration-based landscape practices require deeper incorporation than that provided by a simple, single-pass rototilling treatment.Wherever practical, initially rip the subgrade to improve long-term permeability, infiltration, and water inflow qualities.At a minimum, per- manent areas shall receive soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches, complete the rototilling process in multiple lifts, or prepare the soil amend- ments per the specifications and place to achieve the specified depth. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 329 Fertilizers • Conducting soil tests to determine the exact type and quantity of fertilizer needed is recom- mended. This will prevent the overapplication of fertilizer. • Organic matter is the most appropriate form of fertilizer because it provides nutrients (includ- ing nitrogen, phosphorus, and potassium) in the least water-soluble form. • In general, use 10-4-6 N-P-K(nitrogen-phosphorus-potassium)fertilizer at a rate of 90 pounds per acre. • Always use slow-release fertilizers because they are more efficient and have fewer envir- onmental impacts. Do not add fertilizer to the hydromulch machine, or agitate, more than 20 minutes before use. Too much agitation destroys the slow-release coating. • There are numerous products available to take the place of chemical fertilizers, including several with seaweed extracts that are beneficial to soil microbes and organisms. If 100% cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be neces- sary. Cottonseed meal provides a good source of long-term, slow-release, available nitro- gen. Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix • On steep slopes, use Bonded Fiber Matrix(BFM)or Mechanically Bonded Fiber Matrix (MBFM) products.Apply BFM/MBFM products at a minimum rate of 3,000 pounds per acre with approximately 10%tackifier. Achieve a minimum of 95%soil coverage during applic- ation. Numerous products are available commercially. Most products require 24-36 hours to cure before rainfall, and cannot be installed on wet or saturated soils. Generally, products come in 40-50 pound bags and include all necessary ingredients except for seed and fer- tilizer. • Install products per manufacturer's instructions. • BFMs and MBFMs provide good alternatives to blankets in most areas requiring vegetation establishment. Advantages over blankets include the following: BFM and MBFMs do not require surface preparation. Helicopters can assist in installing BFM and MBFMs in remote areas. On slopes steeper than 2.5H:1 V, blanket installers may require ropes and harnesses for safety. Installing BFM and MBFMs can save at least$1,000 per acre compared to blankets. Maintenance Standards • Reseed any seeded areas that fail to establish at least 75% cover(100% cover for areas that receive sheet or concentrated flows)of all seeded areas after 3 months of active growth following germination during the growing season. If reseeding is ineffective, use an alternate method, such as sodding, mulching, or nets/blankets. If winter weather prevents 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 330 adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. • Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. • Supply seeded areas with adequate moisture, but do not water to the extent that it causes runoff. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol— Ecology(TAPE) process. Local jur- isdictions may choose not to accept these products, or may require additional testing prior to con- sideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology's website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-guidance-resources/Emerging-stormwater-treatment-technologies BMP C121 : Mulching Purpose Mulching soils provides immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and mod- erating soil temperatures. There are a variety of mulches that can be used. This section discusses only the most common types of mulch. Conditions of Use As a temporary cover measure, mulch should be used: • For less than 30 days on disturbed areas that require cover. • At all times for seeded areas, especially during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3HA V with more than 10 feet of vertical relief. Mulch may be applied at any time of the year and must be refreshed periodically. For seeded areas, mulch may be made up of 100 percent: • Cottonseed meal; • Fibers made of wood, recycled cellulose, hemp, or kenaf; 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 331 • Compost; • Or blends of these. Tackifier shall be plant-based, such as guar or alpha plantago, or chemical-based such as poly- acrylamide or polymers. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of applic- ation. Recycled cellulose may contain polychlorinated biphenyl (PCBs). Ecology recommends that products should be evaluated for PCBs prior to use. Refer to BMP C126: Polyacrylamide (PAM)for Soil Erosion Protection for conditions of use. PAM shall not be directly applied to water or allowed to enter a water body. Any mulch or tackifier product used shall be installed per the manufacturer's instructions. Design and Installation Specifications For mulch materials, application rates, and specifications, see Table II-4.7: Mulch Standards and Guidelines (continued). Consult with the local supplier or the local conservation district for their recommendations. Increase the application rate until the ground is 95% covered (i.e. not visible under the mulch layer). Note: Thickness may be increased for disturbed areas in or near sensitive areas or other areas highly susceptible to erosion. Where the option of"Compost" is selected, it should be a coarse compost that meets the size grad- ations listed in Table II-4.6: Size Gradations of Compost as Mulch Material when tested in accord- ance with Test Method 02.02-13 found in Test Methods for the Examination of Composting and Compost(Thompson, 2001). Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities)than straw,wood, or chipped material. Consult the Hydraulic Permit Authority(HPA) for mulch mixes if applicable. Table II-4.6: Size Gradations of Compost as Mulch Material Sieve Size Percent Passing 3" 100% 1" 90%- 100% 3/4" 70%- 100% 1/4" 40%- 100% Table II-4.7: Mulch Standards and Guidelines Mulch Mater- ial Guideline Description Straw Quality Stand- Air-dried;free from undesirable seed and coarse material. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 332 Table II-4.7: Mulch Standards and Guidelines (continued) Mulch Mater- Guideline Description ial ards Application 2"to 3"thick; 5 bales per 1,000 sf or 2 to 3 tons per acre Rates Cost-effective protection when applied with adequate thickness. Hand-application generally requires greater thickness than blown straw.The thickness of straw may be reduced by half when used in conjunction with seeding. In windy areas, straw must be held in place by crimping, using a tackifier,or covering with netting. Blown straw always has to be held in place with a tackifier because even Remarks light winds will blow it away. Straw, however, has several defi- ciencies that should be considered when selecting mulch materials. It often introduces and/or encourages the propagation of weed spe- cies,and it has no significant long-term benefits. Straw should only be used if mulches with long-term benefits are unavailable locally. It should also not be used within the ordinary high-water elevation of surface waters(due to flotation). Quality Stand- No growth inhibiting factors. ards Application Approx. 35-45 Ibs per 1,000 sf or 1,500-2,000 Ibs per acre Hydromulch Rates Shall be applied with hydromulcher. Shall not be used without seed Remarks and tackifier unless the application rate is at least doubled. Fibers longer than about 3/4- 1 inch clog hydromulch equipment. Fibers should be kept to less than 3/4 inch. Quality Stand- No visible water or dust during handling. Must be produced per WAC ards 173-350, Solid Waste Handling Standards, but may have up to 35/o biosolids. Application 2"thick minimum;approximately 100 tons per acre(approximately Rates 750 Ibs per cubic yard) More effective control can be obtained by increasing thickness to 3". Compost Compost makes an excellent mulch for protecting final grades until landscaping because it can be directly seeded or tilled into soil as an amendment. Compost used for mulch has a coarser size gradation Remarks than compost used for BMP C125:Topsoiling/Composting or BMP T5.13: Post-Construction Soil Quality and Depth. It is more stable and practical to use in wet areas and during rainy weather con- ditions. Do not use compost near wetlands if biosolids are included. Do not use compost near phosphorous impaired water bodies. Chipped Site Quality Stand- Gradations from fines to 6 inches in length for texture,variation,and Vegetation ards interlocking properties. Include a mix of various sizes so that the 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 333 Table II-4.7: Mulch Standards and Guidelines (continued) Mulch Mater- Guideline Description ial average size is between 2 and 4 inches. Application 2"thick minimum. Rates This is a cost-effective way to dispose of debris from clearing and grubbing,and it eliminates the problems associated with burning. Generally, it should not be used on slopes above approximately 10% because of its tendency to be transported by runoff. It is not recom- mended within 200 feet of surface waters. If permanent seeding or Remarks planting is expected shortly after mulch,the decomposition of the chipped vegetation may tie up nutrients important to grass estab- lishment. Note:Thick application of this material over existing grass, herb- aceous species,and some groundcovers could smother and kill vegetation. Quality Stand- No visible water or dust during handling. Must be purchased from a ards supplier with a Solid Waste Handling Permit or one exempt from solid waste regulations. Application 2"thick minimum;approximately 100 tons per acre(approximately Rates 750 lbs. per cubic yard). Wood-Based This material is often called "wood straw"or"hog fuel".The use of Mulch mulch ultimately improves the organic matter in the soil.Special cau- tion is advised regarding the source and composition of wood-based Remarks mulches. Its preparation typically does not provide any weed seed control,so evidence of residual vegetation in its composition or known inclusion of weed plants or seeds should be monitored and prevented (or minimized). Quality Stand- A blend of loose, long,thin wood pieces derived from native conifer ards or deciduous trees with high length-to-width ratio. Application 2"thick minimum. Rates Wood Strand Cost-effective protection when applied with adequate thickness.A Mulch minimum of 95%of the wood strand shall have lengths between 2 and 10 inches,with a width and thickness between 1/16 and 0.5 Remarks inches.The mulch shall not contain resin,tannin,or other com- pounds in quantities that would be detrimental to plant life. Sawdust or wood shavings shall not be used as mulch. See specification 9- 14.4(4)from the Standard Specifications for Road, Bridge, and Muni- cipal Construction(WSDOT,2016) Maintenance Standards The thickness of the mulch cover must be maintained. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 334 Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related,then the problem shall be fixed and the eroded area rem- ulched. BMP C122: Nets and Blankets Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addi- tion, some nets and blankets can be used to permanently reinforce turf to protect drainage sys- tems during high flows. Nets (commonly called matting)are strands of material woven into an open, but high-tensile strength net(e.g. coconut fiber matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir(coconut fiber)fabric comes as both nets and blankets. Conditions of Use Erosion control netting and blankets shall be made of natural plant fibers unaltered by synthetic materials. Erosion control nets and blankets should be used: • To aid permanent vegetated stabilization of slopes 2H:1 V or greater and with more than 10 feet of vertical relief. • For drainage ditches and swales (highly recommended). The application of appropriate net- ting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sed- iment due to their open, porous structure. Nets and blankets can be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. Disadvantages of nets and blankets include: • Surface preparation is required. • On slopes steeper than 2.5H:1 V, net and blanket installers may need to be roped and har- nessed for safety. • They cost at least$4,000-$6,000 per acre installed. Advantages of nets and blankets include: • Installation without mobilizing special equipment. • Installation by anyone with minimal training 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 335 • Installation in stages or phases as the project progresses. • Installers can hand place seed and fertilizer as they progress down the slope. • Installation in any weather. • There are numerous types of nets and blankets that can be designed with various para- meters in mind. Those parameters include: fiber blend, mesh strength, longevity, bio- degradability, cost, and availability. An alternative to nets and blankets in some limited conditions is BMP C202: Riprap Channel Lin- ing. Ensure that BMP C202: Riprap Channel Lining is appropriate before using it as a substitute for nets and blankets. Design and Installation Specifications • See Figure II-4.3: Channel Installation (Clackamas County et al., 2008)and Figure II-4.4: Slope Installation for typical orientation and installation of nets and blankets used in chan- nels and as slope protection. Note:these are typical only; all nets and blankets must be installed per manufacturer's installation instructions. • Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. • Install nets and blankets on slopes per the following steps: 1. Complete final grade and track walk up and down the slope. Soils should be raked and uniform prior to installing nets or blankets. To be effective, nets and blankets must have good adhesion to the soil. 2. Install hydromulch with seed and fertilizer. 3. Dig a small trench, approximately 12 inches wide by 6 inches deep along the top of the slope. 4. Install the leading edge of the net/blanket into the small trench and staple approx- imately every 18 inches. NOTE: Staples are metal, "U"-shaped, and a minimum of 6 inches long. Longer staples are used in sandy soils. Biodegradable stakes are also available. 5. Roll the net/blanket slowly down the slope as the installer walks backward. NOTE: The net/blanket rests against the installer's legs. Staples are installed as the net/blanket is unrolled. It is critical that the proper staple pattern is used for the net/b- lanket being installed. The net/blanket is not to be allowed to roll down the slope on its own as this stretches the net/blanket, making it impossible to maintain soil contact. In addition, no one is allowed to walk on the net/blanket after it is in place. 6. If the net/blanket is not long enough to cover the entire slope length, the trailing edge of the upper net/blanket should overlap the leading edge of the lower net/blanket and be stapled. On steeper slopes, this overlap should be installed in a small trench, stapled, and covered with soil. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 336 • With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the designer consult the manufacturer's information and that a site visit takes place in order to ensure that the product specified is appropriate. Information is also available in WSDOT's Standard Specifications for Road, Bridge, and Municipal Construction Division 8-01 and Division 9-14 (WSDOT, 2016). • Use jute matting in conjunction with mulch (BMP C121: Mulching). Excelsior, woven straw blankets and coir(coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. • In general, most nets (e.g.,jute matting)require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usu- ally provide complete protection of the surface. • Extremely steep, unstable, wet, or rocky slopes are often appropriate candidates for use of synthetic blankets, as are riverbanks, beaches and other high-energy environments. If syn- thetic blankets are used, the soil should be hydromulched first. • 100 percent biodegradable blankets are available for use in sensitive areas. These organic blankets are usually held together with a paper or fiber mesh and stitching which may last up to a year. • Most netting used with blankets is photodegradable, meaning it breaks down under sunlight (not UV stabilized). However, this process can take months or years even under bright sun. Once vegetation is established, sunlight does not reach the mesh. It is not uncommon to find non-degraded netting still in place several years after installation. This can be a prob- lem if maintenance requires the use of mowers or ditch cleaning equipment. In addition, birds and small animals can become trapped in the netting. Maintenance Standards • Maintain good contact with the ground. Erosion must not occur beneath the net or blanket. • Repair and staple any areas of the net or blanket that are damaged or not inclose contact with the ground. • Fix and protect eroded areas if erosion occurs due to poorly controlled drainage. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 337 Figure II-4.3: Channel Installation NOT TO SCALE \\ \\ 6 \ \ LONGITUDINAL ANCHOR TRENCH TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH STAKE AT 3'-5'P INTERVALS. coo 00 P P 6 P CHECK SLOT AT 25' INTERVALS P //♦/ P // / //\\\/ ISOMETRIC VIEW P P P 6ro INITIAL CHANNEL ANCHOR TRENCH INTERMITTENT CHECK SLOT Notes: 1. Check slots to be constructed per manufacturers specifications. (Clackamas County et al.,2008) 2. Staking or stapling layout per manufacturers specifications. Channel Installation DEPARTMENT OF ECOLOGY State of Washington Revised July2016 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 338 Figure II-4.4: Slope Installation Anchor in 6"x 6"min. trench and staple at 12"intervals Min.2"overlap II�II,,• III I, Min.6"overlap —III I I I I—I I I I I I I— I I :.::...•:..-•.. ::...:.:.:..., ,...:.;.. . . i- Staple overlaps ` max.5"spacing Bring material down to a level area,turn the end under 4" and staple at 12"intervals Notes: 1. Slope surface shall be smooth before placement for proper soil contact. 2. Stapling pattern as per manufacturer's recommendations. 3. Do not stretch blankets/mattings tight-allow the rolls to mold to any irregularities. 4. For slopes less than 3H:1 V,rolls may be placed in horizontal strips. 5. If there is a berm at the top of the slope,anchor upslope of the berm. 6. Lime,fertilize,and seed before installation.Planting of shrubs,trees,etc.should occur after installation. NOT TO SCALE Slope Installation DEPARTMENT OF ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 339 BMP C123: Plastic Covering Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of Use Plastic covering may be used on disturbed areas that require cover measures for less than 30 days, except as stated below. • Plastic is particularly useful for protecting cut and fill slopes and stockpiles. However, the rel- atively rapid breakdown of most polyethylene sheeting makes it unsuitable for applications greater than six months. • Due to rapid runoff caused by plastic covering, do not use this method upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. • Plastic sheeting may result in increased runoff volumes and velocities, requiring additional on-site measures to counteract the increases. Creating a trough with wattles or other mater- ial can convey clean water away from these areas. • To prevent undercutting, trench and backfill rolled plastic covering products. • Although the plastic material is inexpensive to purchase, the cost of installation, main- tenance, removal, and disposal add to the total costs of this BMP. • Whenever plastic is used to protect slopes, install water collection measures at the base of the slope. These measures include plastic-covered berms, channels, and pipes used to con- vey clean rainwater away from bare soil and disturbed areas. Do not mix clean runoff from a plastic covered slope with dirty runoff from a project. • Other uses for plastic include: • Temporary ditch liner. • Pond liner in temporary sediment pond. • Liner for bermed temporary fuel storage area if plastic is not reactive to the type of fuel being stored. • Emergency slope protection during heavy rains. • Temporary drainpipe ("elephant trunk") used to direct water. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 340 Design and Installation Specifications • Plastic slope cover must be installed as follows: 1. Run plastic up and down the slope, not across the slope. 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet. 3. Provide a minimum of 8-inch overlap at the seams. 4. On long or wide slopes, or slopes subject to wind, tape all seams. 5. Place plastic into a small (12-inch wide by 6-inch deep)slot trench at the top of the slope and backfill with soil to keep water from flowing underneath. 6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and tie them together with twine to hold them in place. 7. Inspect plastic for rips, tears, and open seams regularly and repair immediately. This prevents high velocity runoff from contacting bare soil, which causes extreme erosion. 8. Sandbags may be lowered into place tied to ropes. However, all sandbags must be staked in place. • Plastic sheeting shall have a minimum thickness of 6 mil. • If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance Standards • Torn sheets must be replaced and open seams repaired. • Completely remove and replace the plastic if it begins to deteriorate due to ultraviolet radi- ation. • Completely remove plastic when no longer needed. • Dispose of old tires used to weight down plastic sheeting appropriately. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol—Ecology(TAPE) process. Local jur- isdictions may choose not to accept these products, or may require additional testing prior to con- sideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology's website at: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-qu idance-resources/Emerging-stormwater-treatment-technologies 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 341 Maintenance Standards If the grass is unhealthy, the cause shall be determined and appropriate action taken to rees- tablish a healthy ground cover. If it is impossible to establish a healthy ground cover due to fre- quent saturation, instability, or some other cause, the sod shall be removed, the area seeded with an appropriate mix, and protected with a net or blanket(BMP C122: Nets and Blankets). BMP C125: Topsoiling / Composting Purpose Topsoiling and composting provide a suitable growth medium for final site stabilization with veget- ation. While not a permanent cover practice in itself, topsoiling and composting are an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Use this BMP in conjunction with other BMPs such as BMP C120: Temporary and Permanent Seeding, BMP C121: Mulching, or BMP C124: Sodding. Implementation of this BMP may meet the post-construction requirements of BMP T5.13: Post- Construction Soil Quality and Depth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but also serve as effective biofilters for urban pollutants and, by supporting more vig- orous plant growth, reduce the water, fertilizer, and/or pesticides needed to support installed land- scapes. Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of Use • Permanent landscaped areas shall contain healthy topsoil that reduces the need for fer- tilizers, improves overall topsoil quality, provides for better vegetative health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. • Leave native soils and the duff layer undisturbed to the maximum extent practicable. Strip- ping of existing, properly functioning soil system and vegetation for the purpose of top- soiling during construction is not acceptable. Preserve existing soil systems in undisturbed and uncompacted conditions if functioning properly. • Areas that already have good topsoil, such as undisturbed areas, do not require soil amend- ments. • Restore, to the maximum extent practical, native soils disturbed during clearing and grading to a condition equal to or better than the original site condition's moisture-holding capacity. Use on-site native topsoil, incorporate amendments into on-site soil, or import blended top- soil to meet this requirement. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH (high acid)levels. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 343 steep slopes, silty and clayey soils (USDA Classification Type"C"and "D"soils), long grades, and high precipitation areas. When PAM is applied first to bare soil and then covered with straw, a reapplication may not be necessary for several months. • PAM may affect the treatment efficiency of chitosan flocculent systems. BMP C130: Surface Roughening Purpose Surface roughening aids in the establishment of vegetative cover, reduces runoff velocity, increases infiltration, and provides for sediment trapping through the provision of a rough soil sur- face. Horizontal depressions are created by operating a tiller or other suitable equipment on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other BMPs such as BMP C120: Temporary and Permanent Seeding, BMP C121: Mulching, or BMP C124: Sodding. Conditions for Use • All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. • Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. • Slopes with a stable rock face do not require roughening. • Slopes where mowing is planned should not be excessively roughened. Design and Installation Specifications There are different methods for achieving a roughened soil surface on a slope, and the selection of an appropriate method depends on the type of slope. Roughening methods include stair-step grading, grooving, contour furrows, and tracking. See Figure II-4.5: Surface Roughening by Track- ing and Contour Furrows. Factors to be considered in choosing a roughening method are slope steepness, mowing requirements, and whether the slope is formed by cutting or filling. • Disturbed areas that will not require mowing may be stair-step graded, grooved, or left rough after filling. • Stair-step grading is particularly appropriate in soils containing large amounts of soft rock. Each "step"catches material that sloughs from above, and provides a level site where vegetation can become established. Stairs should be wide enough to work with standard earth moving equipment. Stair steps must be on contour or gullies will form on the slope. • Areas that will be mowed (these areas should have slopes less steep than 3H:1 V) may have small furrows left by disking, harrowing, raking, or seed-planting machinery operated on the contour. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 350 • Graded areas with slopes steeper than 3H:1 V but less than 2H:1 V should be roughened before seeding. This can be accomplished in a variety of ways, including "track walking", or driving a crawler tractor up and down the slope, leaving a pattern of cleat imprints parallel to slope contours. • Tracking is done by operating equipment up and down the slope to leave horizontal depres- sions in the soil. Maintenance Standards • Areas that are surface roughened should be seeded as quickly as possible. • Regular inspections should be made of the area. If rills appear, they should be re- roughened and re-seeded immediately. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 351 Figure II-4.5: Surface Roughening by Tracking and Contour Furrows ge- �peg g e- e. 8- 8 8- 8 8- o o 3 8" 8- 8- 38- 8- O g 8- Tracking with machinery up and down e e Bge e e ti the slope provides grooves that will e e e e catch seed,rainfall,and reduce runoff. e e e e e e- e Tracking .I IMIll ��= - � 50, 6"min II (15m) (150mm) '��11IIIIIIIII �II1=1II 3 ''--I I IIII Contour Furrows 1 I I I I 111= Maximum -i III I I Grooves will catch seed,fertilizer, I I 11 I� —III _ — =11 I mulch,rainfall,and decrease runoff. 11 NOT TO SCALE Surface Roughening by Tracking DEPARTMENT OF and Contour Furrows ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 352 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, into drain- age systems, and into surface waters. Conditions of Use Use dust control in areas (including roadways)subject to surface and air movement of dust where on-site or off-site impacts to roadways, drainage systems, or surface waters are likely. Design and Installation Specifications • Vegetate or mulch areas that will not receive vehicle traffic. In areas where planting, mulch- ing, or paving is impractical, apply gravel or landscaping rock. • Limit dust generation by clearing only those areas where immediate activity will take place, leaving the remaining area(s) in the original condition. Maintain the original ground cover as long as practical. • Construct natural or artificial windbreaks or windscreens. These may be designed as enclosures for small dust sources. • Sprinkle the site with water until the surface is wet. Repeat as needed. To prevent carryout of mud onto the street, refer to BMP C105: Stabilized Construction Access and BMP C106: Wheel Wash. • Irrigation water can be used for dust control. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local jurisdictions may approve other dust palliatives such as calcium chlor- ide or PAM. • PAM (BMP C126: Polyacrylamide (PAM)for Soil Erosion Protection)added to water at a rate of 0.5 pounds per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may reduce the quantity of water needed for dust control. Note that the application rate specified here applies to this BMP, and is not the same applic- ation rate that is specified in BMP C126: Polyacrylamide (PAM)for Soil Erosion Protection, but the downstream protections still apply. Refer to BMP C126: Polyacrylamide (PAM)for Soil Erosion Protection for conditions of use. PAM shall not be directly applied to water or allowed to enter a water body. PAM use shall 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 356 be reviewed and approved by the local permitting authority and discharge of PAM may be a basis for penalties per RCW 90.48.080. • Contact your local Air Pollution Control Authority for guidance and training on other dust control measures. Compliance with the local Air Pollution Control Authority constitutes com- pliance with this BMP. See the following website for more information: https://ecology.wa.gov/About-us/Our-role-in-the-community/Partnerships-com- mittees/Clean-air-agencies • Use vacuum street sweepers. • Remove mud and other dirt promptly so it does not dry and then turn into dust. • Techniques that can be used for unpaved roads and lots include: Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. Upgrade the road surface strength by improving particle size, shape, and mineral types that make up the surface and base materials. • Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm)to 10 to 20 percent. • Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. • Encourage the use of alternate, paved routes, if available. • Apply chemical dust suppressants using the admix method, blending the product with the top few inches of surface material. Suppressants may also be applied as surface treatments. • Limit dust-generating work on windy days. Pave unpaved permanent roads and other trafficked areas. Maintenance Standards Respray area as necessary to keep dust to a minimum. BMP C150: Materials on Hand Purpose Keep quantities of erosion prevention and sediment control materials on the project site at all times to be used for regular maintenance and emergency situations such as unexpected heavy rains. Having these materials on-site reduces the time needed to replace existing or implement new BMPs when inspections indicate that existing BMPs are not meeting the Construction SWPPP requirements. In addition, contractors can save money by buying some materials in bulk and storing them at their office or yard. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 357 Conditions of Use • Construction projects of any size or type can benefit from having materials on hand.A small commercial development project could have a roll of plastic and some gravel available for immediate protection of bare soil and temporary berm construction.A large earthwork pro- ject, such as highway construction, might have several tons of straw, several rolls of plastic, flexible pipe, sandbags, geotextile fabric and steel "T" posts. • Materials should be stockpiled and readily available before any site clearing, grubbing, or earthwork begins.A large contractor or project proponent could keep a stockpile of mater- ials that are available for use on several projects. • If storage space at the project site is at a premium, the contractor could maintain the mater- ials at their office or yard. The office or yard must be less than an hour from the project site. Design and Installation Specifications Depending on project type, size, complexity, and length, materials and quantities will vary.A good minimum list of items that will cover numerous situations includes: • Clear plastic, 6 mil • Drainpipe, 6 or 8 inch diameter • Sandbags,filled • Straw bales for mulching • Quarry spalls • Washed gravel • Geotextile fabric • Catch basin inserts • Steel "T" posts • Silt fence material • Straw wattles Maintenance Standards • All materials with the exception of the quarry spalls, steel "T" posts, and gravel should be kept covered and out of both sun and rain. • Re-stock materials as needed. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 358 BMP C151 : Concrete Handling Purpose Concrete work can generate process water and slurry that contain fine particles and high pH, both of which can violate water quality standards in the receiving water. Concrete spillage or concrete discharge to waters of the State is prohibited. Use this BMP to minimize and eliminate concrete, concrete process water, and concrete slurry from entering waters of the State. Conditions of Use Any time concrete is used, utilize these management practices. Concrete construction project components include, but are not limited to: • Curbs • Sidewalks • Roads • Bridges • Foundations • Floors • Runways Disposal options for concrete, in order of preference are: 1. Off-site disposal 2. Concrete wash-out areas (see BMP C154: Concrete Washout Area) 3. De minimus washout to formed areas awaiting concrete Design and Installation Specifications • Wash concrete truck drums at an approved off-site location or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground (including formed areas awaiting concrete), or into storm drains, open ditches, streets, or streams. Refer to BMP C154: Concrete Washout Area for information on concrete washout areas. o Return unused concrete remaining in the truck and pump to the originating batch plant for recycling. Do not dump excess concrete on site, except in designated con- crete washout areas as allowed in BMP C154: Concrete Washout Area. • Wash small concrete handling equipment(e.g. hand tools, screeds, shovels, rakes, floats, trowels, and wheelbarrows) into designated concrete washout areas or into formed areas awaiting concrete pour. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 359 • At no time shall concrete be washed off into the footprint of an area where an infiltration fea- ture will be installed. • Wash equipment difficult to move, such as concrete paving machines, in areas that do not directly drain to natural or constructed stormwater conveyance or potential infiltration areas. • Do not allow washwater from areas, such as concrete aggregate driveways, to drain directly (without detention or treatment)to natural or constructed stormwater conveyances. • Contain washwater and leftover product in a lined container when no designated concrete washout areas (or formed areas, allowed as described above)are available. Dispose of con- tained concrete and concrete washwater(process water) properly. • Always use forms or solid barriers for concrete pours, such as pilings, within 15-feet of sur- face waters. • Refer to BMP C252: Treating and Disposing of High pH Water for pH adjustment require- ments. • Refer to the Construction Stormwater General Permit(CSWGP)for pH monitoring require- ments if the project involves one of the following activities: Significant concrete work(as defined in the CSWGP). The use of soils amended with (but not limited to) Portland cement-treated base, cement kiln dust or fly ash. Discharging stormwater to segments of water bodies on the 303(d)list(Category 5) for high pH. Maintenance Standards Check containers for holes in the liner daily during concrete pours and repair the same day. BMP C152: Sawcutting and Surfacing Pollution Prevention Purpose Sawcutting and surfacing operations generate slurry and process water that contain fine particles and have a high pH (concrete cutting), both of which can violate the water quality standards in the receiving water. Concrete spillage or concrete discharge to waters of the State is prohibited. Use this BMP to minimize and eliminate process water and slurry created by sawcutting or surfacing from entering waters of the State. Conditions of Use Utilize these management practices anytime sawcutting or surfacing operations take place. Saw- cutting and surfacing operations include, but are not limited to: 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 360 • Sawing • Coring • Grinding • Roughening • Hydro-demolition • Bridge and road surfacing Design and Installation Specifications • Vacuum slurry and cuttings during cutting and surfacing operations. • Slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. • Slurry and cuttings shall not drain to any natural or constructed drainage conveyance includ- ing stormwater systems. This may require temporarily blocking catch basins. • Dispose of collected slurry and cuttings in a manner that does not violate groundwater or surface water quality standards. • Do not allow process water generated during hydro-demolition, surface roughening, or sim- ilar operations to drain to any natural or constructed drainage conveyance including storm- water systems. Dispose of process water in a manner that does not violate groundwater or surface water quality standards. • Handle and dispose of cleaning waste material and demolition debris in a manner that does not cause contamination of water. Dispose of sweeping material from a pick-up sweeper at an appropriate disposal site. Maintenance Standards Continually monitor operations to determine whether slurry, cuttings, or process water could enter waters of the state. If inspections show that a violation of water quality standards could occur, stop operations and immediately implement preventive measures such as berms, barriers, secondary containment, and/or vacuum trucks. BMP C153: Material Delivery, Storage, and Containment Purpose Prevent, reduce, or eliminate the discharge of pollutants to the stormwater system or water- courses from material delivery and storage. Minimize the storage of hazardous materials on-site, store materials in a designated area, and install secondary containment. 2024 Stormwater Management Manual for Western Washington Volume //-Chapter 4-Page 361 Conditions of Use Use at construction sites with delivery and storage of the following materials: • Petroleum products such as fuel, oil and grease • Soil stabilizers and binders (e.g., polyacrylamide) • Fertilizers, pesticides, and herbicides • Detergents • Asphalt and concrete compounds • Hazardous chemicals such as acids, lime, adhesives, paints, solvents, and curing com- pounds • Any other material that may be detrimental if released to the environment Design and Installation Specifications • The temporary storage area should be located away from vehicular traffic, near the con- struction entrance(s), and away from waterways or storm drains. • Safety Data Sheets(SDS)should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. • Hazardous material storage on-site should be minimized. • Hazardous materials should be handled as infrequently as possible. • During the wet weather season (October 1 —April 30), consider storing materials in a covered area. • Materials should be stored in secondary containments, such as an earthen dike, horse trough, or even a children's wading pool for non-reactive materials such as detergents, oil, grease, and paints. Small amounts of material may be secondarily contained in "bus boy" trays or concrete mixing trays. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items on a pallet and, when possible,within secondary containment. • If drums must be kept uncovered, store them at a slight angle to reduce ponding of rain- water on the lids to reduce corrosion. Domed plastic covers are inexpensive and snap to the top of drums, preventing water from collecting. • Liquids, petroleum products, and substances listed in 40 CFR Parts 110, 117, or 302 shall be stored in approved containers and drums and shall not be overfilled. Containers and drums shall be stored in temporary secondary containment facilities. • Temporary secondary containment facilities shall provide for a spill containment volume able to contain 10%of the total enclosed container volume of all containers, or 110% of the capacity of the largest container within its boundary,whichever is greater. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 362 • Secondary containment facilities shall be impervious to the materials stored therein for a minimum contact time of 72 hours. • Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. • During the wet weather season (Oct 1 —April 30), each secondary containment facility shall be covered during non-working days. • Secondary containment facilities shall be covered at all times, except when in active use. • Keep material storage areas clean, organized, and equipped with an ample supply of appro- priate spill clean-up material (spill kit). • The spill kit should include, at a minimum: 1 -Water resistant nylon bag 3-Oil absorbent socks 3"x 4' 2 -Oil absorbent socks 3"x 10' 12- Oil absorbent pads 17"x19" 1 - Pair splash resistant goggles o 3- Pairs nitrile gloves 10- Disposable bags with ties o Instructions Maintenance Standards • Secondary containment facilities shall be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills shall be collected and placed into drums. These liquids shall be handled as hazardous waste unless testing determines them to be non-hazardous. • Re-stock spill kit materials as needed. BMP C154: Concrete Washout Area Purpose Prevent or reduce the discharge of pollutants from concrete waste to stormwater by conducting washout off-site, or performing on-site washout in a designated area. Conditions of Use Concrete washout areas are implemented on construction projects where: 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 363 • Concrete is used as a construction material • It is not possible to dispose of all concrete wastewater and washout off-site (ready mix plant, etc.). • Concrete truck drums are washed on-site. Note that auxiliary concrete truck components (e.g. chutes and hoses)and small concrete handling equipment(e.g. hand tools, screeds, shovels, rakes, floats, trowels, and wheel- barrows) may be washed into formed areas awaiting concrete pour. At no time shall concrete be washed off into the footprint of an area where an infiltration feature will be installed. Design and Installation Specifications Implementation • Perform washout of concrete truck drums at an approved off-site location or in designated concrete washout areas only. • Do not wash out concrete onto non-formed areas, or into storm drains, open ditches, streets, or streams. • Wash equipment difficult to move, such as concrete paving machines, in areas that do not directly drain to natural or constructed stormwater conveyance or potential infiltration areas. • Do not allow excess concrete to be dumped on-site, except in designated concrete washout areas as allowed above. • Concrete washout areas may be prefabricated concrete washout containers, or self- installed structures (above-grade or below-grade). • Prefabricated containers are most resistant to damage and protect against spills and leaks. Companies may offer delivery service and provide regular maintenance and disposal of solid and liquid waste. • If self-installed concrete washout areas are used, below-grade structures are preferred over above-grade structures because they are less prone to spills and leaks. • Self-installed above-grade structures should only be used if excavation is not practical. • Concrete washout areas shall be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. Education • Discuss the concrete management techniques described in this BMP with the ready-mix concrete supplier before any deliveries are made. • Educate employees and subcontractors on the concrete waste management techniques described in this BMP. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 364 • Arrange for the contractor's superintendent or Certified Erosion and Sediment Control Lead (CESCL)to oversee and enforce concrete waste management procedures. • A sign should be installed adjacent to each concrete washout area to inform concrete equip- ment operators to utilize the proper facilities. Contracts Incorporate requirements for concrete waste management into concrete supplier and sub- contractor agreements. Location and Placement • Locate concrete washout areas at least 50 feet from sensitive areas such as storm drains, open ditches,water bodies, or wetlands. • Allow convenient access to the concrete washout area for concrete trucks, preferably near the area where the concrete is being poured. • If trucks need to leave a paved area to access the concrete washout area, prevent track-out with a pad of rock or quarry spalls (see BMP C105: Stabilized Construction Access). These areas should be far enough away from other construction traffic to reduce the likelihood of accidental damage and spills. • The number of concrete washout areas you install should depend on the expected demand for storage capacity. • On large sites with extensive concrete work, concrete washout areas should be placed in multiple locations for ease of use by concrete truck drivers. Concrete Truck Washout Procedures • Washout of concrete truck drums shall be performed in designated concrete washout areas only. • Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated concrete washout areas or properly disposed of off-site. Concrete Washout Area Installation • Concrete washout areas should be constructed as shown in the figures below, with a recom- mended minimum length and minimum width of 10 ft, but with sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. • Plastic lining material should be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. • Lath and flagging should be commercial type. • Liner seams shall be installed in accordance with manufacturers' recommendations. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 365 • Soil base shall be prepared free of rocks or other debris that may cause tears or holes in the plastic lining material. Maintenance Standards Inspection and Maintenance • Inspect and verify that concrete washout areas are in place prior to the commencement of concrete work. • Once concrete wastes are washed into the designated washout area and allowed to harden, the concrete should be broken up, removed, and disposed of per applicable solid waste regulations. Dispose of hardened concrete on a regular basis. • During periods of concrete work, inspect the concrete washout areas daily to verify con- tinued performance. Check overall condition and performance. • Check remaining capacity(%full). • If using self-installed concrete washout areas, verify plastic liners are intact and side- walls are not damaged. • If using prefabricated containers, check for leaks. • Maintain the concrete washout areas to provide adequate holding capacity with a minimum freeboard of 12 inches. • Concrete washout areas must be cleaned, or new concrete washout areas must be con- structed and ready for use once the concrete washout area is 75%full. • If the concrete washout area is nearing capacity, vacuum and dispose of the waste material in an approved manner. • Do not discharge liquid or slurry to waterways, storm drains or directly onto ground. • Do not discharge to the sanitary sewer without local approval. • Place a secure, non-collapsing, non-water collecting cover over the concrete washout area prior to predicted wet weather to prevent accumulation and overflow of precipitation. • Remove and dispose of hardened concrete and return the structure to a functional condition. Concrete may be reused on-site or hauled away for disposal or recycling. • When you remove materials from a self-installed concrete washout area, build a new struc- ture; or, if the previous structure is still intact, inspect for signs of weakening or damage, and make any necessary repairs. Re-line the structure with new plastic after each cleaning. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 366 Removal of Concrete Washout Areas • When concrete washout areas are no longer required for the work, the hardened concrete, slurries and liquids shall be removed and properly disposed of. • Materials used to construct concrete washout areas shall be removed from the site of the work and disposed of or recycled. • Holes, depressions or other ground disturbance caused by the removal of the concrete washout areas shall be backfilled, repaired, and stabilized to prevent erosion. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 367 Figure II-4.7: Concrete Washout Area with Wood Planks 3m Minimum Lath and flagging 0 0 0 on 3 sides Sandbag Berm Sandbag 10 mil plastic lining Varies 0 A O A 1m O 1 /�i / / / Berm 0 O O O Section A-A 10 mil plastic lining Plan Notes: 1. Actual layout determined in the field. Type "Below Grade" 2. A concrete washout sign shall be installed within 10 m of the 3m Minimum temporary concrete washout facility. Wood frame B B securely fastened around entire perimeter with two stakes Varies 10 mil plastic lining Stake(typ.) Section B-B 10 mil plastic lining Two-stacked 2x12 rough Plan wood frame Type "Above Grade" with Wood Planks NOT TO SCALE Concrete Washout Area with Wood Planks DEPARTMENT OF ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 368 Figure II-4.8: Concrete Washout Area with Straw Bales Straw bale 10 mil plastic lining Binding wire Staples Native material (2 per bale) (optional) Wood or Plywood metal stakes 1200 mm x 610 mm Wood post (2 per bale) painted white (89 mm x 89 mm Lag screws x 2.4 m) Section B-B (12.5 mm) (CONCRETE, Black letters :WASHOUT 150 mm height 915 mm 915 mm 3m Minimum -F Concrete Washout Sign Stake(typ) Detail (or equivalent) B B Varies j — 50 mm 200 mm nip stee mm dia. steel wire Staple Detail Straw bale 10 mil plastic lining Notes: 1. Actual layout (typ-) determined in the field. Plan 2. The concrete washout sign shall be installed within 10 m of the temporary concrete washout facility. Type "Above Grade" with Straw Bales NOT TO SCALE Concrete Washout Area with Straw Bales DEPARTMENT OF ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 369 Figure 11-4.9: Prefabricated Concrete Washout Container with Ramp 1 NOT TO SCALE Prefabricated Concrete Washout Container DEPARTMENT OF with Ramp ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 370 BMP C201 : Grass-Lined Channels Purpose To provide a channel with a vegetative lining for conveyance of runoff. The purpose of the veget- ative lining is to prevent transport of sediment and erosion. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 375 Conditions of Use This practice applies to construction sites where concentrated runoff needs to be directed to pre- vent erosion or flooding. • Use this BMP when a vegetative lining can provide sufficient stability for the channel cross section and at lower velocities of water(normally dependent on grade). This means that the channel slopes are generally less than 5% and space is available for a relatively large cross section. • Typical uses include roadside ditches, channels at property boundaries, outlets for diver- sions, and other channels and drainage ditches in low areas. • Channels that will be vegetated should be installed before major earthwork and hydro- seeded with a bonded fiber matrix(BFM). The vegetation should be well established (i.e. 75% cover) before water is allowed to flow in the ditch unless BMP C122: Nets and Blankets is used to protect the channel. With channels that will have high flows, erosion con- trol blankets should be installed over the hydroseed. If vegetation cannot be established from seed before water is allowed in the ditch, sod should be installed in the bottom of the ditch in lieu of hydromulch and blankets. Design and Installation Specifications See Figure II-4.10: Typical Grass-Lined Channels Locate channels where they can conform to the topography and other features such as roads. Use natural drainage systems to the greatest extent possible • Avoid sharp changes in alignment or bends and changes in grade. • Do not reshape the landscape to fit the drainage channel. • The maximum design velocity shall be based on soil conditions, type of vegetation, and method of revegetation, but at no time shall velocity exceed 5 feet/second. The channel shall not be overtopped by the peak volumetric flow rate calculated by one of the following methods: • Single Event Hydrograph Method: The peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the worst- case land cover condition. OR • Continuous Simulation Method: The 10-year peak flow rate, as determined by an approved continuous runoff model with a 15-minute time step for the worst-case land cover condition. Worst-case land cover conditions (i.e. producing the most runoff)should be used for ana- lysis (in most cases, this would be the land cover conditions just prior to final landscaping). • Where the grass-lined channel will also function as a permanent stormwater conveyance facility, consult the drainage conveyance requirements of the local jurisdiction. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 376 • An established grass or vegetated lining is required before the channel can be used to con- vey stormwater, unless stabilized with nets or blankets (see BMP C122: Nets and Blankets). • If design velocity of a channel to be vegetated by seeding exceeds 2 ft/sec, a temporary channel liner is required. Geotextile or special mulch protection such as fiberglass roving or straw and netting provides stability until the vegetation is fully established. See Figure II- 4.11: Temporary Channel Liners. • Check dams shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4%. The area beneath the check dams shall be seeded and mulched immediately after dam removal. • If vegetation is established by sodding, the permissible velocity for established vegetation may be used and no temporary liner is needed. • Do not subject the grass-lined channel to sedimentation from disturbed areas. Use sed- iment-trapping BMPs upstream of the channel. • V-shaped grass channels generally apply where the quantity of water is small, such as in short reaches along roadsides. The V-shaped cross section is least desirable because it is difficult to stabilize the bottom where velocities may be high. • Trapezoidal grass channels are used where runoff volumes are large and slope is low so that velocities are nonerosive to vegetated linings. Note: it is difficult to construct small parabolic shaped channels. • Subsurface drainage or riprap channel bottoms may be necessary on sites that are subject to prolonged wet conditions due to long duration flows or a high water table. • Provide outlet protection at culvert ends and at channel intersections. • Grass channels, at a minimum, should carry peak runoff for temporary construction drain- age facilities from the 10-year, 24-hour storm for the worst case land cover condition without eroding. Where flood hazard exists, increase the capacity according to the potential damage. • Grassed channel side slopes generally are constructed 3H:1 V or flatter to aid in the estab- lishment of vegetation and for maintenance. • Construct channels a minimum of 0.2 foot larger around the periphery to allow for soil bulk- ing during seedbed preparations and sod buildup. Maintenance Standards During the establishment period, check grass-lined channels after every rainfall. • After grass is established, periodically check the channel; check it after every heavy rainfall event. Immediately make repairs. • Check the channel outlet and all road crossings for bank stability and evidence of piping or scour holes. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 377 • Remove all significant sediment accumulations to maintain the designed carrying capacity. Keep the grass in a healthy, vigorous condition at all times, since it is the primary erosion protection for the channel. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 378 Figure II-4.10: Typical Grass-Lined Channels Typical V-Shaped Channel Cross-Section With Rock Center A r 11 e_XX�71x,��z 6"-9" (150-225mm) Key in Fabric Grass-LinedVA�\/�AA� Filter Fabric Typical Parabolic Channel Cross-Section With Rock Center for Base Flow QAV�� /v �Aj/� \ l \ \\ (150 225mm) With Channel Key in Fabric /�V�/ Filter Fabric Liner Typical Trapezoidal Channel Cross-Section Design Depth J !\ IV Overcut channel 2"(50mm)to allow bulking during seedbed preparation \� ' and growth of vegetation. With Rock Center Filter Fabric for Base Flow NOT TO SCALE Typical Grass-Lined Channels DEPARTMENT OF ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 379 Figure 11-4.11: Temporary Channel Liners Overlap 6" (150mm)minimum Excavate channel to design grade and cross section Longitudinal Design Depth anchor trench Overcut channel 2'(50mm)to allow bulking during seedbed preparation i ikk V, Typical installation with erosion control blankets • or turf reinforcement mats 6 „ /�\\//\\ //��/j/\ i6//��/\// Intermittent Check Slot Longitudinal Anchor Trench Shingle-lap spliced ends or begin new roll in an intermittent check slot Prepare soil and apply seed before 0 i installing blankets,mats,or other LL temporary channel liner system Notes: 1. Design velocities exceeding 2 ft/SE, 0.5 m/sec)require temporary blankets,mats, or similar liners to protect seed and soil until vegetation becomes established. 2. Grass-lined channels with design velocities exceeding 6 ft/sec(2 m/sec)should include turf reinforcement mats. NOT TO SCALE Temporary Channel Liners DEPARTMENT OF ECOLOGY State of Washington Revised July 2016 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 380 BMP C206: Level Spreader Purpose The purpose of a level spreader as a Construction Stormwater BMP is to provide a temporary out- let for dikes and diversions and convert concentrated runoff to sheet flow prior to releasing it to sta- bilized areas. Conditions of Use Use level spreaders when a concentrated flow of water needs to be dispersed over a large area with existing stable vegetation. Use only where the slopes are gentle, the water volume is relatively low, and the soil will adsorb most of the low flow events. Items to consider are: • What is the risk of erosion or damage if the flow becomes concentrated? • Is an easement required if the flow is discharged to adjoining property? Design and Installation Specifications • Use above undisturbed areas that are stabilized by existing vegetation. • Discharge area below the outlet must be uniform with a slope flatter than 5HA V. • Do not allow any low points in the level spreader. If the level spreader has any low points, flow will concentrate, create channels and may cause erosion. • Ensure the outlet is level in a stable, undisturbed soil profile (not on fill). 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 391 • The runoff shall not re-concentrate on site after release from the level spreader unless it is intercepted by another downstream measure. • The grade of the channel for the last 20 feet of the dike or interceptor entering the level spreader shall be less than or equal to 1%. The grade of the level spreader shall be 0% to ensure uniform spreading of runoff. • A 6-inch high gravel berm placed across the level lip shall consist of washed crushed rock, 2-to 4-inch or 3/4-inch to 1'/z-inch size. • The spreader length must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour design storm. The length of the spreader shall be a minimum of 15 feet for 0.1 cfs and shall increase by 10 feet for each 0.1 cfs thereafter to a maximum of 0.5 cfs per spreader. Use multiple spread- ers for higher flows. • The width of the approach to the spreader should be at least 6 feet. • The depth of the spreader as measured from the lip should be at least 6 inches and it should be uniform across the entire length. • Level spreaders shall be set back from the property line unless there is an easement for flow. • Materials that can be used for level spreaders include sand bags, lumber, logs, concrete, pipe, and capped perforated pipe. To function properly, the material needs to be installed level and on contour. • See Figure II-4.14: Cross Section of Level Spreader and Figure II-4.15: Detail of Level Spreader. Maintenance Standards The level spreader should be inspected during and after runoff events to ensure that it is func- tioning correctly. • The contractor should avoid the placement of any material on the level spreader, and should prevent construction traffic from crossing over the level spreader. • If the level spreader is damaged by construction traffic, it shall be immediately repaired. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 392 Figure II-4.14: Cross Section of Level Spreader Width 6'minimum Pressure-treated 2"x10" or other material =1I—III—I Denselyvegetated for a min.of =III=III=III=III=11G ve g a� I IIIIIIIIiilll��,llI-III-11I- 100'and slope less than 5:1 I ti• II=III- 1=III=III=III=1 =III==_ 1'Min. II=111 1=III=III=III=III=III=III—III—=III—III—III—III— III=III- 11.-1 11=1 11=1 11=1 11=1 I— I I 1=1 I i =III=III=III=1111I1=1I1=1I1=1I1=1I1=III=1 —- _III111=III=III-III=III== III 11=1 11=1 11=1 11=1 11=1 11=1 11= —I 1-1 I I I I I I I I I I I I I I I I I I I I�I I 1=1 11=1' NOT TO SCALE Cross Section of Level Spreader DEPARTMENT OF ECOLOGY State of Washington Revised July 2017 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 393 Figure II-4.15: Detail of Level Spreader Spreader must be level Pressure treated 2"x 10"may be abutted 6"min. end to end for max.spreader length of 55' 6"min. I I-III-III III-III-III-III-III-III-III-III-I I-III-III- 18"min.rebar supports 8'max.spacing NOT TO SCALE Detail of Level Spreader DEPARTMENT OF ECOLOGY State of Washington Revised July2017 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 394 BMP C220: Inlet Protection Purpose Inlet protection prevents coarse sediment from entering drainage systems prior to permanent sta- bilization of the disturbed area. Conditions of Use Use inlet protection at inlets that are operational before permanent stabilization of the disturbed areas that contribute runoff to the inlet. Provide protection for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless those inlets are preceded by a sediment trapping BMP. Also consider inlet protection for lawn and yard drains on new home construction. These small and numerous drains coupled with lack of gutters can add significant amounts of sediment into the roof drain system. If possible, delay installing lawn and yard drains until just before landscaping, or cap these drains to prevent sediment from entering the system until completion of landscaping. Provide 18-inches of sod around each finished lawn and yard drain. Table II-4.11: Storm Drain Inlet Protection lists several options for inlet protection.All of the meth- ods for inlet protection tend to plug and require a high frequency of maintenance. Limit con- tributing drainage areas for an individual inlet to one acre or less. If possible, provide emergency overflows with additional end-of-pipe treatment where stormwater ponding would cause a hazard. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 400 Table II-4.11: Storm Drain Inlet Protection Type of Inlet Pro- Emergency Applicable for tection Overflow Paved / Earthen Conditions of Use Surfaces Drop Inlet Protection Excavated drop Yes,temporary Applicable for heavy flows. Easy inlet protection flooding may Earthen to maintain. Large area requirement: occur 30'x30'/acre Block and gravel drop inlet pro- Yes Paved or Earthen Applicable for heavy concentrated flows. Will not pond. tection Gravel and wire drop inlet pro- No Paved or Earthen Applicable for heavy concentrated flows. Will pond. Can withstand traffic. tection Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection Curb inlet pro- Small capacity Used for sturdy, more compact install- tection with overflow Paved ation. wooden weir Block and gravel curb inlet pro- Yes Paved Sturdy, but limited filtration. tection Culvert Inlet Protection Culvert inlet sed- N/A N/A 18 month expected life. iment trap Design and Installation Specifications Excavated Drop Inlet Protection Excavated drop inlet protection consists of an excavated impoundment around the storm drain inlet. Sediment settles out of the stormwater prior to entering the storm drain. Design and install- ation specifications for excavated drop inlet protection include: • Provide a depth of 1 to 2 feet as measured from the crest of the inlet structure. • Side slopes of excavation should be no steeper than 2H:1 V. • Minimum volume of excavation is 35 cubic yards. • Shape the excavation to fit the site,with the longest dimension oriented toward the longest inflow area. • Install provisions for draining to prevent standing water. • Clear the area of all debris. 2024 Stormwater Management Manual for Western Washington Volume ll-Chapter 4-Page 401 • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet. • Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. • Build a temporary dike, if necessary,to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter A block and gravel filter is a barrier formed around the inlet with standard concrete blocks and gravel. See Figure II-4.17: Block and Gravel Filter. Design and installation specifications for block and gravel filters include: • Provide a height of 1 to 2 feet above the inlet. • Recess the first row of blocks 2-inches into the ground for stability. • Support subsequent courses by placing a pressure treated wood (2x4)through the block opening. • Do not use mortar. • Lay some blocks in the bottom row on their side to allow for dewatering the pool. • Place hardware cloth or comparable wire mesh with 0.5-inch openings over all block open- ings. • Place gravel to just below the top of blocks on slopes of 2H:1 V or flatter. • An alternative design is a gravel berm surrounding the inlet, as follows: Provide a slope of 3H:1 V on the upstream side of the berm. Provide a slope of 2H:1 V on the downstream side of the berm. Provide a 1-foot wide level rock area between the gravel berm and the inlet. Use rocks 3 inches in diameter or larger on the upstream slope of the berm. Use gravel 0.5 to 0.75 inch at a minimum thickness of 1-foot on the downstream slope of the berm. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 402 Figure 11-4.17: Block and Gravel Filter A Drain grate ° ,�-.�a�o°�000Do�o�°0.0�°4 _o��o�o�O�O��p Do°a o O o O ilk'_ o�O•o o°p�o o° o °°••°°.U-0a o��o° ° o�o ��1��°o Concrete block 0 00 1c, 000° ° 0 C;!5ob�oCIVQo ,Q�a�J � o 0 Gravel backfill Oo 0 �a.J'0f� °O o° 4 oO o O D 0 Wa.�Dkjj ^c��r�•�00400� D °koo o o °o°%-00o°p-ao0h� eyyraQe W° O0 0 00 Plan View Concrete block Wire screen or filter fabric Gravel backfill Overflow o.o water Pond o. ing height °= o• Water •o00�0 Drop inlet Section A-A Notes: 1. Drop inlet sediment barriers are to be used for small,nearly level drainage areas.(less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure(ponding height)must be well below the ground elevation downslope to prevent runoff from bypassing the inlet.A temporary dike may be necessary on the downslope side of the structure. NOT TO SCALE Block and Gravel Filter Revised June 2016 DEPARTMENT OF ECOLOGY State of Washington 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 403 Gravel and Wire Mesh Filter Gravel and wire mesh filters are gravel barriers placed over the top of the inlet. This method does not provide an overflow. Design and installation specifications for gravel and wire mesh filters include: • Use a hardware cloth or comparable wire mesh with 0.5 inch openings. • Place wire mesh over the drop inlet so that the wire extends a minimum of 1-foot bey- ond each side of the inlet structure. • Overlap the strips if more than one strip of mesh is necessary. • Place coarse aggregate over the wire mesh. Provide at least a 12-inch depth of aggregate over the entire inlet opening and extend at least 18-inches on all sides. Catch Basin Filters Catch basin filters are designed by manufacturers for construction sites. The limited sediment stor- age capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. To reduce maintenance requirements, combine a catch basin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of-way. Design and installation specifications for catch basin filters include: • Provides 5 cubic feet of storage. • Requires dewatering provisions. • Provides a high-flow bypass that will not clog under normal use at a construction site. • Insert the catch basin filter in the catch basin just below the grating. Curb Inlet Protection with Wooden Weir Curb inlet protection with wooden weir is an option that consists of a barrier formed around a curb inlet with a wooden frame and gravel. Design and installation specifications for curb inlet pro- tection with wooden weirs include: • Use wire mesh with 0.5 inch openings. • Use extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against the wire and fabric. • Place weight on the frame anchors. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 404 Block and Gravel Curb Inlet Protection Block and gravel curb inlet protection is a barrier formed around a curb inlet with concrete blocks and gravel. See Figure II-4.18: Block and Gravel Curb Inlet Protection. Design and installation spe- cifications for block and gravel curb inlet protection include: • Use wire mesh with 0.5 inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 405 Figure II-4.18: Block and Gravel Curb Inlet Protection A Catch basin Back of sidewalk 2x4 Wood stud Back of curb Curb inlet CCD! Z�'- Concrete block °�.° . ae P E Wire screen or ~g filter fabric :O� oOOP OPP° vOQ ;O°nOPP°. °nO PP°8� O° O�Y Y4 inch(20 mm) A Concrete block Drain gravel Plan View Ponding height Y4 inch(20 mm) Drain gravel Overflow Curb inlet Wire screen or filter fabric 2x4 Wood stud (100x50 Timber stud) Catch basin \j Concrete block Section A-A Notes: 1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment,where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event.Sediment and gravel must be removed from the traveled way immediately. NOT TO SCALE Block and Gravel Curb Inlet Protection DEPARTMENT OF ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 406 Curb and Gutter Sediment Barrier A curb and gutter sediment barrier is a sandbag or rock berm (riprap and aggregate)3 feet high and 3 feet wide in a horseshoe shape. See Figure II-4.19: Curb and Gutter Barrier. Design and installation specifications for curb and gutter sediment barriers include: • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the upstream side of the berm. Size the trap to sediment trap standards for protecting a culvert inlet. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 407 Maintenance Standards • Inspect all forms of inlet protection frequently, especially after storm events. Clean and replace clogged catch basin filters. For rock and gravel filters, pull away the rocks from the inlet and clean or replace. An alternative approach would be to use the clogged rock as fill and put fresh rock around the inlet. • Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. Approved as Functionally Equivalent Ecology has approved products as able to meet the requirements of this BMP. The products did not pass through the Technology Assessment Protocol—Ecology(TAPE)process. Local jur- isdictions may choose not to accept these products, or may require additional testing prior to con- sideration for local use. Products that Ecology has approved as functionally equivalent are available for review on Ecology's website at: https:HecologV.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-per- mittee-gu idance-resources/Emerging-stormwater-treatment-technologies 2024 Stormwater Management Manual for Western Washington Volume //-Chapter 4-Page 409 • Filter fabric(geotextile) may be anchored over the brush berm to enhance the filtration abil- ity of the barrier. Ten-ounce burlap is an adequate alternative to filter fabric. • Chipped site vegetation, composted mulch, or wood-based mulch (hog fuel)are acceptable materials to construct brush barriers. • A 100% biodegradable installation can be constructed using 10-ounce burlap held in place by wooden stakes. • Figure 11-4.20: Brush Barrier depicts a typical brush barrier. Maintenance Standards • There shall be no signs of erosion or concentrated runoff under or around the barrier. If con- centrated flows are bypassing the barrier, it must be expanded or augmented by toed-in fil- ter fabric. • The dimensions of the barrier must be maintained. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 410 BMP C233: Silt Fence Purpose Silt fence reduces the transport of coarse sediment from a construction site by providing a tem- porary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use Silt fence may be used downslope of all disturbed areas. • Silt fence shall prevent sediment carried by runoff from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. • Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Convey any concentrated flows through the drainage system to a sediment trapping BMP. • Do not construct silt fences in streams or use in V-shaped ditches. Silt fences do not provide an adequate method of silt control for anything deeper than sheet or overland flow. 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 414 Figure II-4.22: Silt Fence Joints in geotextile fabric shall be spliced at posts.Use staples,wire rings or equivalent to attach fabric to posts 2"x2"by 14 Ga.wire or equivalent, if standard strength fabric used -- rr------ --------�� Minimum I I 6'max I I 4"x4"trench I_ � I Post spacing may be increased to 8'if wire backing is used 2"x2"wood posts,steel fence posts,or equivalent 2"x2"by 14 Ga.wire or equivalent, if standard strength fabric used \�\\ Geotextile fabric \��\\ 2'min Backfill trench with native soil or Y4"- 1.5"washed gravel \\/12"mm Minimum 4"x4"trench 2"x2"wood posts,steel fence posts,or equivalent NOT TO SCALE Silt Fence DEPARTMENT OF ECOLOGY State of Washington Revised July2017 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 415 Design and Installation Specifications • Use in combination with other construction stormwater BMPs. • Maximum slope steepness (perpendicular to the silt fence line) 1 H:1 V. • Maximum sheet or overland flow path length to the silt fence of 100 feet. • Do not allow flows greater than 0.5 cfs. • Use geotextile fabric that meets the following standards.All geotextile properties listed below are minimum average roll values (i.e. the test result for any sampled roll in a lot shall meet or exceed the values shown in Table II-4.12: Geotextile Fabric Standards for Silt Fence): Table II-4.12: Geotextile Fabric Standards for Silt Fence Geotextile Property Minimum Average Roll Value Polymeric Mesh AOS 0.60 mm maximum for slit film woven (#30 sieve). (ASTM D4751) 0.30 mm maximum for all other geotextile types(#50 sieve). 0.15 mm minimum for all fabric types(#100 sieve). Water Permittivity 0.02 sec-1 minimum (ASTM D4491) Grab Tensile Strength 180 Ibs minimum for extra strength fabric. (ASTM D4632) 100 Ibs minimum for standard strength fabric. Grab Tensile Strength 30% maximum (ASTM D4632) Ultraviolet Resistance 70% minimum (ASTM D4355) • Support standard strength geotextiles with wire mesh, chicken wire, 2-inch x 2-inch wire, safety fence, orjute mesh to increase the strength of the geotextile. Silt fence materials are available that have synthetic mesh backing attached. • Silt fence material shall contain ultraviolet ray inhibitors and stabilizers to provide a min- imum of 6 months of expected usable construction life at a temperature range of 0°F to 120°F. • 100% biodegradable silt fence is available that is strong, long lasting, and can be left in place after the project is completed, if permitted by the local jurisdiction. • Refer to Figure II-4.22: Silt Fence for standard silt fence details. Include the following Stand- ard Notes for silt fence on construction plans and specifications: 1. The Contractor shall install and maintain temporary silt fences at the locations shown in the Plans. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 416 2. Construct silt fences in areas of clearing, grading, or drainage prior to starting those activities. 3. The silt fence shall have a 2-foot min. and a 2.5-feet max. height above the original ground surface. 4. The geotextile fabric shall be sewn together at the point of manufacture to form fabric lengths as required. Locate all sewn seams at support posts.Alternatively, two sec- tions of silt fence can be overlapped, provided that the overlap is long enough and that the adjacent silt fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. 5. Attach the geotextile fabric on the up-slope side of the posts and secure with staples, wire, or in accordance with the manufacturer's recommendations.Attach the geo- textile fabric to the posts in a manner that reduces the potential for tearing. 6. Support the geotextile fabric with wire or plastic mesh, dependent on the properties of the geotextile selected for use. If wire or plastic mesh is used,fasten the mesh securely to the up-slope side of the posts with the geotextile fabric up-slope of the mesh. 7. Mesh support, if used, shall consist of steel wire with a maximum mesh spacing of 2- inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 Ibs grab tensile strength. The poly- meric mesh must be as resistant to the same level of ultraviolet radiation as the geo- textile fabric it supports. 8. Bury the bottom of the geotextile fabric 4-inches min. below the ground surface. Back- fill and tamp soil in place over the buried portion of the geotextile fabric, so that no flow can pass beneath the silt fence and scouring cannot occur. When wire or poly- meric back-up support mesh is used, the wire or polymeric mesh shall extend into the ground 3-inches min. 9. Drive or place the silt fence posts into the ground 18-inches min.A 12—inch min. depth is allowed if topsoil or other soft subgrade soil is not present and 18-inches can- not be reached. Increase fence post min. depths by 6 inches if the fence is located on slopes of 3H:1 V or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading. 10. Use wood, steel or equivalent posts. The spacing of the support posts shall be a max- imum of 6 feet. Posts shall consist of one of the following: • Wood with minimum dimensions of 2 inches by 2 inches by 3 feet. Wood shall be free of defects such as knots, splits, or gouges. • No. 6 steel rebar or larger. • ASTM A 120 steel pipe with a minimum diameter of 1-inch. • U, T, L, or C shape steel posts with a minimum weight of 1.35 Ibs./ft. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 417 • Other steel posts having equivalent strength and bending resistance to the post sizes listed above. 11. Locate silt fences on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. 12. If the fence must cross contours, with the exception of the ends of the fence, place check dams perpendicular to the back of the fence to minimize concentrated flow and erosion. The slope of the fence line where contours must be crossed shall not be steeper than 3H:1 V. • Check dams shall be approximately 1 foot deep at the back of the fence. Check dams shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. • Check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast. Check dams shall be located every 10 feet along the fence where the fence must cross contours. • Refer to Figure II-4.23: Silt Fence Installation by Slicing Method for slicing method details. The following are specifications for silt fence installation using the slicing method: 1. The base of both end posts must be at least 2 to 4 inches above the top of the geo- textile fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before installation. 2. Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet apart in stand- ard applications. 3. Install posts 24 inches deep on the downstream side of the silt fence, and as close as possible to the geotextile fabric, enabling posts to support the geotextile fabric from upstream water pressure. 4. Install posts with the nipples facing away from the geotextile fabric. 5. Attach the geotextile fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach each tie diagonally 45 degrees through the fabric,with each puncture at least 1-inch vertically apart. Each tie should be positioned to hang on a post nipple when tightening to prevent sagging. 6. Wrap approximately 6 inches of the geotextile fabric around the end posts and secure with 3 ties. 7. No more than 24 inches of a 36 inch geotextile fabric is allowed above ground level. 8. Compact the soil immediately next to the geotextile fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. Check and correct the silt fence installation for any deviation before compaction. Use a flat-bladed shovel to tuck the fabric deeper into the ground if necessary. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 418 Figure II-4.23: Silt Fence Installation by Slicing Method Ponding height max.24" POST SPACING: 7'max.on open runs Attach fabric to 4'max.on pooling areas Top of Fabric upstream side of post Belt FLOW — POST DEPTH: top 8^ Drive over each side of As much below ground silt fence 2 to 4 times as fabric above ground with device exerting 60 p.s.i.or greater Diagonal attachment 100%compaction 100%compaction doubles strength III=III-III =III III III=M-1 II -1 1=1 1=1 1=1 1-1 I-1 I-1 1-1 1 = R H R d 1-111=111-111-111-1 I-1 I I1 I I1 I I1 I1 I I1 I I-1 I I1 I I1 I I: I III=III N M M M—III= I-1 11=1 I— a 1-1 1-1 I 1 I I-1 11-1 E 111-1I 11 11 -c I I-111-111-1I-1I1— Attachment Details: 1 1 0 1=111=111=11 M= I—I I I 1 11 11 n l l R I I—I H= =1 I— Gather fabric at posts,if needed. N I= = = =III= . Utilize three ties per post,all within top 8" 11 IIIII _ I 1I1I1I1= 1 =111=1 =1 =1 =1 of fabric. 1 111 1—I 1—I 1 111 111— =1 =1 1 =1 Position each tie diagonally,puncturing 1=111I —I11=1111=1 I1=1I—I holes vertical) a minimum of 1"apart. IIIIIIIII111111- 1111III-III1'' Y P =11 =1 11 I 1=1 1=1 Hang each tie on a post nipple and tighten No more than 24"of a 36" securely.Use cable ties(50 Ibs)or soft fabric is allowed above ground wire. f Operation Roll of silt fence Post installed Fabric after above compaction Oground Silt Fence III1 11111 1 200- 1 11 1 1 _I d IIIII 1I1=1I1=1II=III=III —III- III1 1I' 1I1 I==I 1 111 -I I1 I1-1 -11 I I11 I 300mm= - 1 =I I 71 I; = _1 =1 1 _ 1 1 Horizontal chisel point Slicing blade (76 mm width) (18 mm width) Completed Installation Vibratory plow is not acceptable because of horizontal compaction NOT TO SCALE Silt Fence Installation by Slicing Method DEPARTMENT OF ECOLOGY State of Washington Revised June 2016 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 419 Maintenance Standards • Repair any damage immediately. • Intercept and convey all evident concentrated flows uphill of the silt fence to a sediment trap- ping BMP. • Check the uphill side of the silt fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence and remove the trapped sediment. • Remove sediment deposits when the deposit reaches approximately one-third the height of the silt fence, or install a second silt fence. • Replace geotextile fabric that has deteriorated due to ultraviolet breakdown. BMP C234: Vegetated Strip Purpose Vegetated strips reduce the transport of coarse sediment from a construction site by providing a physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use • Vegetated strips may be used downslope of all disturbed areas. • Vegetated strips are not intended to treat concentrated flows, nor are they intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to BMP C241: Sediment Pond (Temporary)or other sediment trapping BMP. The only circumstance in which overland flow can be treated solely by a vegetated strip, rather than by a sediment trapping BMP, is when the following criteria are met(see Table II-4.13: Contributing Drainage Area for Vegetated Strips): Table II-4.13: Contributing Drainage Area for Vegetated Strips Average Contributing Average Contributing Area Per- Maximum Contributing Area Area Slope cent Slope Flowpath Length 1.5H : 1 V or flatter 67%or flatter 100 feet 2H : 1 V or flatter 50%or flatter 115 feet 4H : 1 V or flatter 25%or flatter 150 feet 6H : 1 V or flatter 16.7%or flatter 200 feet 1 OH : 1 V or flatter 10%or flatter 250 feet 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 420 Design and Installation Specifications • The vegetated strip shall consist of a continuous strip of dense vegetation with topsoil for a minimum length of 25 feet along the flow path. Grass-covered, landscaped areas are gen- erally not adequate because the volume of sediment overwhelms the grass. Ideally, veget- ated strips shall consist of undisturbed native growth with a well-developed soil that allows for infiltration of runoff. • The slope within the vegetated strip shall not exceed 4H:1 V. • The uphill boundary of the vegetated strip shall be delineated with clearing limits. Maintenance Standards • Any areas damaged by erosion or construction activity shall be seeded immediately and protected by mulch. • If more than 5 feet of the original vegetated strip width has had vegetation removed or is being eroded, sod must be installed. • If there are indications that concentrated flows are traveling across the vegetated strip, stormwater runoff controls must be installed to reduce the flows entering the vegetated strip, or additional perimeter protection must be installed. BMP C235: Wattles Purpose Wattles are temporary erosion and sediment control barriers consisting of straw, compost, or other material that is wrapped in netting made of natural plant fiber or similar encasing material. They reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. Conditions of Use • Use wattles: In disturbed areas that require immediate erosion protection. On exposed soils during the period of short construction delays, or over winter months. On slopes requiring stabilization until permanent vegetation can be established. • The material used dictates the effectiveness period of the wattle. Generally, wattles are effective for one to two seasons. • Prevent rilling beneath wattles by entrenching and overlapping wattles to prevent water from passing between them. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 421 Design Criteria • Wattles shall consist of cylinders of plant material such as weed-free straw, coir, wood chips, excelsior, or wood fiber or shavings encased within netting made of natural plant fibers unaltered by synthetic materials. • See Figure II-4.24: Wattles for typical construction details. • Wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. • Install wattles perpendicular to the flow direction and parallel to the slope contour. • Place wattles in shallow trenches, staked along the contour of disturbed or newly con- structed slopes. Dig narrow trenches across the slope (on contour)to a depth of 3 to 5 inches on clay soils and soils with gradual slopes. On loose soils, steep slopes, and areas with high rainfall, the trenches should be dug to a depth of 5 to 7 inches, or 1/2 to 2/3 of the thickness of the wattle. • Start building trenches and installing wattles from the base of the slope and work up. Spread excavated material evenly along the uphill slope and compact it using hand tamping or other methods. • Construct trenches at intervals of 10 to 25 feet depending on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. • Install the wattles snugly into the trenches and overlap the ends of adjacent wattles 12 inches behind one another. • Install stakes at each end of the wattle, and at 4 foot centers along entire length of wattle. • If required, install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. • Wooden stakes should be approximately 0.75 x 0.75 x 24 inches minimum.Willow cuttings or 3/8 inch rebar can also be used for stakes. • Stakes should be driven through the middle of the wattle, leaving 2 to 3 inches of the stake protruding above the wattle. 2024 Stormwater Management Manual for Western Washington Volume 11-Chapter 4-Page 422 Figure II-4.24: Wattles 3'-4' (1.2m) Overlap adjacent rolls 12"behind Straw rolls must be /�� one another placed along slope contours ��` `1e►Il Y 10'-25'(3-8m) \/ CY Spacing depends on soil type and slope steepness Sediment,organic matter, and native seeds are captured behind the rolls. 3"-5"(75-125mm) 8"-10"Dia. ��\ •��A \ �� (200-250mm) . � r Live Stake _7—>--�� 1"x 1"Stake (25 x 25mm) (` NOTE: 1. Straw roll installation requires the placement and secure staking i of the roll in a trench,3"-5"(75-125mm)deep,dug on contour. Runoff must not be allowed to run under or around roll. NOT TO SCALE Wattles DEPARTMENT OF ECOLOGY State of Washington Revised December2016 2024 Stormwater Management Manual for Western Washington Volume 11- Chapter 4-Page 423 Attachment 10— Civil Plans 292 SE14 SECTION 19 TOWNSHIP 35,RANGE SE,SEDRO-WOOLLEY,SKAGIT COUNTY TACOS TECAUTLAN FOR 7 Sound Development Group B Y K CONSTRUCTION M INEVemon,WA 98273 ND DEVELOPMENTT.I:360404-2010 P.O.Box 1705•1111 Cleveland Avenue,Suite 202 Mount Vemon,WA 98273 Tel:380-004-2010 SHEET REVISIONS: NO.DATE DESCRIPTION APPROVED ARLINGTON, WASHINGTON 1 12.06.25 PRE-PPP SITE/CIAUSN CMPEL 2 12.06.25 SITE PLAN/CIVICS i.ZEMPEL/P.SEVIAIN LEGAL DESCRIPTION:LOT I CITY ARLINGTON BINDING SITE PLAN 633, AFN 202105055002,RECORDS OF SNOHOMISH COUNTY, J ^ N U ^/�RY 20 2 /� i SHEET INDEX WASHINGTON. SHEET SHEET TITLE VERTICAL DATUM - NGVD29 NUMBER CALL 48 HOURS NAVD 88-NGVO 29=3.72 FEET. VERTICAL BASED ON CPS TIE USING WSEA BENCHMARK AS SHOWN HEREON.TOP NORTHWEST NUT of FIREHYDRANT-121.34 FEET NAVD 88 C1.0 COVER SHEET BEFORE YOU DIG BASIS OF BEARING C1.1 EXISTING CONDITIONS, DEMOLITION & TESC PLAN 1.800.424.5555 BEARING FROM FOUND NORTHEAST SECTION CORNER MONUMENT IN CASE TO THE EAST QUARTER - C1.2 TESC DETAILS AND SPECIFICATIONS CORNER MONUMENT IN CASE AS SHOWN HEREON BEARS NORTH 02.02'30"FAST C2.1 SITE DIMENSIONAL, WATER AND SEWER PLAN C2 ARLINGTON MUNICIPAL AIRPORT AVICATION �, C23 SITE GRADING PLAN Za J EASEMENT STORMWATER PLAN AND PROFILES 0 C3.1 CONSTRUCTION DETAILS Z WHEREAS, LAND SIT STET STREET LLC,HEREINAFTER CALLED Y OF SNOHOMISH, IS THE OWNER OF THAT CERTAIN C3.2 CONSTRUCTION DETAILS C PARCEL OF LAND SITUATED IN THE CITY OF ARLINGTON,COUNTY OF SNOHOMISH,STATE OF WASHINGTON,TO - WIT: C3.3 CONSTRUCTION SPECIFICATIONS J HEREINAFTER CALLED'GRANTORS PROPERTY',AND OUTLINED ON THE ATTACHED MAP. NOW,THEREFORE,FOR GOOD AND VALUABLE CONSIDERATION NT THE GRANTOR,THE RECEIPT AND,SUBJECT C3.4 CONSTRUCTION SPECIFICATIONS r / OF WHICH IS HEREBY SPECIFICALLY ACKNOWLEDGED,THE GRANTOR,ITS SUCCESSORS AND ASSIGNS,SUBJECT 72fvD S7 NE ��/ TO THE PROVISIONS HEREIN CONTAINED,HEREBY GRAMS,BARGAINS,SELLS AND CONVEYS UNTO THE CITY OF ARLINGTON,STATE OF WASHINGTON,ITS SUCCESSORS AND ASSIGNS('GRANTEE'),FOR USE AND BENEFIT OF - - THE PUBLIC,A PERPETUAL EASEMENT AND RIGHT-OF-WAY OVER THAT PORTION OF THE GRANTOR'S a W ABOVE-DESCRIBED LAND STARTING AT 292'MEAN SEA LEVEL(MSH,IN THE VICINITY OF ARLINGTON MUNICIPAL - W ` AIRPORT,FOR THE PURPOSE OF THE PASSAGE OF ALL AIRCRAFT('AIRCRAFT BEING _ 1681H ST HE " a r DEFlNED FOR THE PURPOSE OF THIS INSTRUMENT AS ANY DEVICE NOW KNOWN OR HEREAFTER INVENTED, USED OR DESIGNATED FOR NAVIGATION OF,OR FLIGHT IN THE AIR)BY WHOMSOEVER OWNED AND OPERATED ¢ /A ' IN THE AIR SPACE TO AN INFINITE HEIGHT ABOVE THE SURFACE OF THE GRANTOR'S PROPERTY,TOGETHER fir/ !� WITH THE RIGHT TO CAUSE IN SAID AIR SPACE NOISE,VIBRATION,VAPORS,EXHAUST,SMOKE,DUST AND ALL - /, OTHER EFFECTS THAT MAY BE CAUSED BY THE OPERATION OF AIRCRAFT LANDING AT OR TAKING OFF FROM, AT IlnyloN - PROJECT O J E CT V 0 OR OPERATED AT,OR ON ARLINGTON MUNICIPAL AIRPORT,LOCATED IN SNOHOMISH COUNTY,STATE OF - - - �- - r WASHINGTON,GRANTOR HEREBY WAIVES,REMISES AND RELEASES ANY RIGHT OR CAUSE OF ACTION WHICH •rr� GRANTOR HAS NOW,OR WHICH GRANTOR MAY HAVE IN THE FUTURE AGAINST THE GRANTEE,ITS SUCCESSORS ASSIGNS, H NOISE,V VAP EXHAUST,SMOKE, AN H EFFECTS THAT i AND SSG S DUE TO O F AIRCRAFT ORS,E UST,I 0 E,DUST AND ERE EC N SITE MAY BE CAUSED BY THE OPERATION OF AIRCRAFT LANDING AND TAKING OFF FROM,OR OPERATING ON OR T;gin L ,es L NEAR THE(A)ARLINGTON MUNICIPAL AIRPORT.THE GRANTOR FURTHER COVENANTS AND AGREES THAT UPON SAID fciestieal LEGEND r Gam' PROPERTY(A)NO USE SHALL SI PERMITTED VEER CAUSES C DISCHARGE INTO THE AIR RF FUMES,SMOKE OR - P'K". U�y4 DUST WHICH WILL OBSTRUCT VISIBIDtt AND ADVERSELY AFFECT THE OPERATION OF AIRCRAFT,NOR SHALL ANY —————— E%ISHNG RIGHT OF WAY LINE USE BE PERMITTED WHICH CAUSES ANY INTERFERENCE WITH NAVIGATIONAL FACILITIES NECESSARY TO AIRCRAFT EXISTING PROPERTY UNE i PROPOSED SIGN OPERATION;AND(B)NO DEVELOPMENT OR CONSTRUCTION SHALL BE PERMITTED WHICH WILL INTERFERE IN EXISTING ROAD CENTERLINE SD PROPOSED STORM DRAIN ANY WAY WITH THE SAFE OPERATION OF AIRCRAFT IN THE AIR SPACE OVER THE LAND DESCRIBED HEREIN OR - _ - O EXISTING PROPERTY CORNER PERF PROPOSED PERFORATED STORM PIPE AT OR ON THE ARLINGTON MUNICIPAL AIRPORT. THIS EASEMENT SHALL BE EFFECTIVE AND SHALL INURE TO THE BENEFIT OF THE GRANTEE,ITS SUCCESSORS So SD EXISTING STORM DRAIN PROPOSED STORM CATCH BASIN AND ASSIGNS,UNTIL THE ARUNGTON MUNICIPAL AIRPORT SHALL BE ABANDONED AND SHALL CEASE TO BE - - ® EXISHNG TYPE 2 CB PROPOSED BIORETENTION OVERFLOW USED FOR AIRPORT PURPOSES.IT IS SPECIFICALLY UNDERSTOOD AND AGREED THAT THIS EASEMENT,ITS -_ COVENANTS AND AGREEMENTS SHALL RUN WITH THE LAND,WHICH IS DESCRIBED HEREIN.THE GRANTOR,ON ,i;,,-; - ❑ EXIBENG TYPE 1 CB ••••••••••••••• PROPOSED GRAVEL TRENCH BED 9 �r t BEHALF OF ITSELF,ITS SUCCESSORS AND ASSIGNS,FURTHER ACKNOWLEDGES THAT THE EASEMENTS HEREIN t;2ntl St NE N."i,r,ounry ------ EXIST NO GRAVEL TRENCH BED SS PROPOSED SANITARY SEWER GRANTED CONTEMPLATE AND INCLUDE ALL EXISTING AND FUTURE OPERATIONS AT ARLINGTON MUNICIPAL a Wil atiie EXISTINGSA A O NITARY SEWER PROPOSED SANITARY MANHOLE IRPRT,ACKNOWLEDGING THAT FUTURE AIRCRAFT NUMBERS AND TYPES WILL MOST LIKELY INCREASE AND ar�.,c.,,�. NOISE PATTERNS MAY ALSO INCREASE,AND THAT THE RIGHTS,OBLIGATIONS AND COVENANTS HEREIN SET v Q EXISTING SANITARY MANHOLE PROPOSED SANI OR STORM CLEANOUT FORTH SHALL NOT TERMINATE OR VARY IN THE EVENT OF CHANGES IN THE FLIGHT VOLUME OR NOISE, w DISPNG WATERLINE W PROPOSED WATERLINE I" TRAFFIC PATTERNS,RUNWAY LENGTHS OR LOCATIONS OR CHARACTERISTICS OR TYPE OR CATEGORY OF = I>4 EXISHNG WATER VALVE K PROPOSED WATER VALVE Z AIRCRAFT USING THE ARLINGTON MUNICIPAL AIRPORT,CITY OF ARLINGTON,STATE OF WASHINGTON. , � EXISHNG FIRE HYDRANT PROPOSED EXTRUDED CONC CURB 0 W VICINITY MAP t EXISHNG FDC PROPOSED CONCRETE LV SITE INFORMATION: / MISTING GAS LINE 0 PROPOSED PERMEABLE PAVEMENT SCALE: 1"= 1 3 MILE p MISTING POWERUNE PROPOSED ASPHALT SITE PARCEL NUMBERS: 16620 51ST A00 SITE ADDRESS: 16620 51 ST AVENUE HE Ro E%ISHNG FIBER OPTIC 2s PROPOSED CONTOUR U TOTAL SITE AREA: 38,698 SQ.Ff.-0.89 ACRES E%ISHNG FEND LINE f� PROPOSED CHARGING STATION E%ISHNG EDGE OF ASPHALT LLLJ SITE ZONING: GENERAL COMMERCIAL-MIXED USE OVERLAY EXISTING CURB&GUTTER Q W EXIST NO MAX BUILDING HEIGHT: 50' EXISTING ASPHALTS W EXISTING PERMEABLE ASPHALT LIJ G SCHOOL DISTRICT: ARLINGTON SCHOOL DISTRICT 16 ----2s--------- EXISTING CONTOUR FIRE DISTRICT: ARLINGTOSUB-DISTRICT FIRE DISTRICT JPTP-x EXISTING SOILS TEST PIT VT AIRPORT DISTRICT: SUB-DISTRICT A2 OF THE ARLINGTON AIRPORT SITE AREAS: PROJECT CONTACTS: EXISTING IMPERVIOUS SURFACES TO REMAIN:16,570 SF-0.38 AC OWNER/DEVELOPEk EXISTING LANDSCAPING TO REMAIN:4,236 SF-0.097 AC ARLINGTON 51ST STREET LLC NEW PGHS: 7,720 SF-OT 77 AC ATTN:PAUL WOODMANSEE NEW NESTS: 7,420-0.170 AC PO BOX 619 NEW LANDSCAPING: 2,952 SF-0.068 AC SEDRO-WOOLLEY,WA 98284 PHONE:(360)755-3101 EMAIL:PAULOBYKCONSTRUCTION.COM CITY CONTACTS ENGINEER: C,oF w,,_,H�c ARLINGTON PUBLIC WORKS-WATER&SEWER CITY OF ARLINGTON SOUND DEVELOPMENT GROUP,L.L.C. 154 W.COX c p. TLt ATTN: zEMPEL/PAT sEVERIN PE ARLINGTON,WA san3 CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT 4 Z P.O.BOXOX 1 VERNONCONTACT: SHAUN HUSBY-SEWER MOUNT NON,WA 98273 EMAIL:SHUSBYOARLINGTONWA.GOV PHONE(360)404-2010 THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE FAX (360)404-2013 PHONE:360.913.4656 CITY OF ARLINGTON CODES AND ORDINANCES.CONFORMANCE OF THE DESIGN WITH ALL ,c RFctsT 6 EMAIL:TAMMY®SDG-LLC.COM UTILITIES SERVING THE SITE EMAILTSPRAGUE@ARLINNGTONWA.GOV ER THEUCABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE UCENS D DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEARBON THIS ILITY OF �SS7aNAL ARCHITECT: WATER/SEWER: TELEPHONE PHONE 360.403.3525 SHEET. ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY 1/26/26 CARLETTI ARCHITECTS CITY OF ARLINGTON FRONTIER ARLINGTON COMMUNITY&ECONOMIC DEv. CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY, STATE SCALE: AS NOTED 1C/O16 QUIENTS STREET ER,LEER ca CONTACT:DEAN DUPREE 18204 59TH AVENUE HE OR FEDERAL PERMIT REVIEW AND APPROVAL.THE PROPERTY OWNER AND LICENSED E.FIRSTREET,SUITE A (360)653-536o ARLINGTON,WA 98223 DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISTi0N AND COMPLIANCE OF DRAWN BY: T-ZEMPEL MOUNT VERNON,WA 98273 ALL APPLICABLE PERMITS AND/OR AUTHORIZATION WHICH MAY INCLUDE,BUT ARE NOT PHONE: (360)424-0394 GAS; POWER: UMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL NPA),WSDOE NOTICE OF INTENT DESIGNED BY: T.ZEMPEL EMAIL: QUIENTIN®CARLETTIARCHITECTS.COM CASCADE NATURAL GAS SNOHOMISH COUNTY PUD CONTACT: TEN (N01), ARMY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE DATE: 01.25.2026 LANDSCAPE ARCHLTECC CONTACT: CONTACT:BRETT SMITH PH: 360.403.3552 ENDANGERED SPECIES ACT. GRADING A TlT/E ECCOS DESIGN LLC 360.336.387 HOBBS 6 (360)435-7512 CONTACT: THAD NEWPORT,DEV.SERVICES MANAGER JOB NUMBER: I8098-T THESE QUANTITIES ARE FOR PRELIMINARY PERMITING PURPOSES C/O PATRIK DYLAN EMAIL:TNEWPORT@ARHNCTONWA.GOV DWG NAME 18098 TACOS.PLN2.DWG ONLY. QUANTITIES REFLECT IN-PUCE MATERIAL,AND WERE DERIVED PHONE: 360 419-7400 GABLE PH:360.403.3434 BY: DATE: USING AUTOCAD CIVIL SO,2026. ( ) Development Services Manager SHEET NUMBER: EMAIL: ECCOSDESIGN®GMAILCOM COMCAST CONTACT: KRISTIN FOSTER,PERMITTING FILL 180 CY CONTACT:BUSINESS SVC.'S GROUP EMAIL KFO TEROARLINGTONWA.GOV THESE APPROVED CONSTRUCTION PLANS EXPIRE AFTER 19 MONTHS FROM THE DATE /'►�� ■O CUT 60 CY (877)824-2288 SHOWN ABOVE OR UPON EXPIRATION OF PREUMINARY PLAT OR SITE PLAN APPROVAL. v 1 OF 1 SE/4 SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY 20 0 20 SCALE: 1" = 20' NORTH TESC PLAN LEGEND DEMOLITION NOTES: D -� Fo SYMBOL DESCRIPTION Fo p F0 Fo — ASV EXISTING FDC LINE SHALL BE REMOVED OR ABANDONED IN-PUCE BELOW GROUND. CONSTRUCTION ROAD STABILIZATION -----' _O----__ so BMP C705-WSDOT STD.PUN-80.10.-02 R ss- ___ EXISTING FIRE SERVICE LINE SHALL BE DECOMMISSIONED AT THE EXISTING GATE VALVE,PER CITY OF LONGHOUSE TRAIL LANE ARLINGTON REQUIREMENTS. SILT FENCE,STRAW WATTLES,OR OTHER SILTATION CONTROL Sound Development Group IX SS 1-2 5$-55— BMP C233 OR C235,WSDOT STD.PLANS I-30,17-00,I30.30-01 ENGINEERING,SURVEYING&LAND DEVELOPMENT SERVICES sB ,S8726'11'E CB OF-1 ss 55 3. SAWCUT EXISTING WALK IN A NEAT,STRAIGHT AND CLEAN LINE,FULL DEPTH. BMP C152 SHALL BE _ P.O.Boa 1]05 1711 Cleveland Avenue,Suite 202 '--' asp o SILT FENCE,BMP C233,WSDOT STD.PWJS-30.17-00 }'--- 55.22' —— -- SB7'26'11"E 142.69 EMPLOYED,AND EXTREME CARE TAKEN TO PREVENT ANY CONCRETE DUST REACHING THE EXISTING PERVIOUS Mount Vernon,WA 98273 Tel:360-404-2010 W Vd —— __ —— SSMH 51- ENGAGED AND AS a ' W W�-m—W NO CONSTRUCTION ENTRANCE OR EXR , NEEDED. SAWCUTTINC SHALL NOT BE COMPLETED DURING ANY SIZE RAIN EVENT. EX 1 PAVEMENT. WATER AND VACUUM SHALL BE EMPLOYED AT ALL TIMES WHILE SAW IS � W ___` OO INLET PROTECTION(CATCH BASIN SHEET REVISIONS: _ W _ T INSERT)BMP C220-WSDOT STD.PUN-40.20-00 PE1° aF I _-- IP------------- - -LA' W IF PAVEMENT IS DAMAGED DURING CONCRETE REMOVAL,EXISTING ASPHALT SHALL BE SAWCUT TO PROVIDE A N0.DATE DESCRIPTION APPROVED ` _ _ CLEAN STRAIGHT MATCH LINE. BMP C152 SHALL BE EMPLOYED,AND EXTREME CARE TAKEN TO PREVENT YEG RETAIN EXISTING VEGETATION AS POSSIBLE,BMP C701 I 10.I 5 PRE-APE SITE PUN T.ZEMPEL ®I_ __ ANY CURING DUST REACHING THE EXISTING PERVIOUS PAVEMENT. WATER AND VACUUM SHALL BE 2 12.06.25 SITE PUN/CALLS T.ZEMPEL/P.SEVERIN T CBI-2 PE ar vE _` EMPLOYED AT ALL TIMES WHILE SAW IS ENGAGED AND AS NEEDED. SAWCUTTING SHALL NOT BE �► CONCERETE WASHOUT,BMP C751 CB 11-1 IP r COMPLETED DURING ANY SIZE RAIN EVENT. o �--OPC ► PLASTIC COVERING,BMP C723 y �5 EXISTING ASPHALT SHALL DT AND REMOVED.BMP CI52 SHALL BE EMPLOYED,AND EXTREME CARE TAKEN TO PREVENT ANY CUTTING DUST REACHING THE EXISTING PERVIOUS PAVEMENT. WATER AND VACUUM DUST CONTROL,BMP C140 ? -1 SHALL BE EMPLOYED AT ALL TIMES WHILE SAW IS ENGAGED AND AS NEEDED. SAWCURANG SHALL NOT PS PERMANENT SEEDING AND PUNTING,BMP C120 AND BMP T5.13 a m' SE COMPLETED DURING ANY SIZE RAIN EVENT. F EARLY GRAVEL BASE,BMP C107 I W W EX.FIRE SVC&EDO STUBS 6. STRAW WATTLES TO BE INSTALLED AT BASE OF STOCKPILES WHEN PLASTIC COVERING IS UTILIZED,TO ` o + TBR � a a ° � � PROMOTE A DISPERSED FLOW AND PREVENT EROSION. TBR TO BE REMOVED CALL 48 HOURS iN IP sD s _� EX 2"WATER$VC STUB PS '� d i 7. CONSTRUCTION ENTRANCE SHOULD NOT BE REQUIRED DUE TO EXISTING ASPHALTED ACCESS AND EXISTING BMP C152-SAWCURING&SURFACING POLLUTION PREVENTION BEFORE YOU DIG CB 11�19 PEaF CB 11-20 ' O 17 © ---- VV STRUCTURAL FILL ON SITE. 1.800.424.5555 EX 8"SO STUB `� ,'F IT IS THE CONTRACTORS(CESCL)RESPONSIBILITY TO PROVIDE APPROPRIATE ® STALL STRIPING TO BE REMOVED AS SHOWN. CONTRACTOR TO UTILIZE INDUSTRIAL VACUUM WHILE PROTECTION IN AREAS THAT WILL SUPPORT PROPOSED LID DEVELOPMENT REMOVING,CONSTRACTOR SHALL NOT UTILIZE WASH WATER DURING REMOVAL. ONSITE.ROCK RESERVOIRS AND PERMEABLE PAVEMENT AREAS PRE NOTED ON THE DRAINAGE PLANS AND DETAIL SHEETS.MANY OF THOSE AREAS ARE { rn d WNHIN CUT OR FILL AREAS.THE CONTRACTOR SHALL BE MADE AWARE OF U THE TIMING(WITHIN 1 OF FILL OR CUT GRADE)OF NEEDED PROTECTION. 1 - I CONTRACTOR SHALL DELINEATE/DEMARCATE ALL AREAS OF PROPOSED I EX.6"PVC SEWER STUB INFILTRATION HUD)WHEN GRADING IS WITHIN 2 OF FINISHED SUBGRADE, DEMOLITION AND TESC NOTES: WITH HIGH MOBILITY FENCE,BMP C103.HEAVY OR MBRATORY EQUIPMENT W TRAFFIC SHALL BE EXTREMELY LIMITED IN THESE AREAS WHEN WORK IS TO P �I Z 1. CONTRACTOR TO COORDINATE LOCATION OF TEMPORARY POWER,WITH OWNER. BE COMPLETED IN THESE AREAS,THE FENCING/OTHER ARFRovro TYPE aF Z . , DE SBALL BE REMOVED THEN REIN A F WHEN WORK COMPLETE 2 AS SITE IS STRIPPED GRAVEL BASE SHALL BE IMMEDIATELY PLACED IN PHASE O W ANY AREAATSS TO HA DTUZED THAT ARE WITHINA FILL AREA OF THEE DEAL ' J 1 CONSTRUCTION AREAS TO MINIMIZE SOIL DISTURBANCE/SEDIMENTATION. AS DESIGN,SHALL BE EXCAVATED To A MINIMUM OF r BROW FACULTY,AND J THE BULK CUT AND FILL IS COMPLETED ON PHASES 2 4,TOPSOIL TO BE NATNT PERVIOUS MATERIAL REINSTALLED To A MAX.or sox COMPACTION, I 49 Ll SDCO I1-1- wl AND SHEET 4 TO THE APPROVAL OF THE GEOTECHNICAL ENGINEER SEE BMP NOTES r REPLACED AS SOON AS POSSIBLE,AND HYDROSEEDD 'V+ 3. INTEGRITY OF EXISTING UTILITIES SHALL BE MAINTAINED. CONTRACTOR SHALL r 6 TBR . Ln COORDINATE WITH UTILITY PURVEYORS THE CONNECTION AND LOCATION OF AREAS IMPACTED BY WORK SHALL BE OVEREXCAVATEo To A DEPTH V '� I a EXISTING UTILITIES. SATISFACTORY TO THE GEOTECHNICAL ENGINEER,AND NATIVE OR SANDY a 1 I p 4. CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER THE FILLING AND MATERIAL REPLACED,AND COMPACTED PER GEOTECHNICAL RECOMMENDATIONSW O 12 oxs E. 3 1 f COMPACTION OF EXISTING TESTHOLES,TO VERIFY SUBGRADE STABILITY. a ITBR I W I Z e I H ' TBR I I I • M� ,f ILA W 3 ° TBR I Z 3 IP EX.8"ESD STUBEXISTING GRAVEL TRENCH BED _ INFILTRATION BED CONSTRUCTION: Z aF 1. CONSTRUCTION OF THE INFILTRATION BED AND PERMEABLE PAVEMENT BEGINS AFTER THE ENURE CONTRIBUTING DRAINAGE AREA HAS ;CB 11-18 PE P 5 I a 4 BEEN STABILIZED.THE PROPOSED SITE SHOULD BE CHECKED FOR EXISTING UTILITIES PRIOR TO ANY EXCAVATION. DO NOT INSTALL PERVIOUS Z CONCRETE OR POROUS ASPHALT IN RAIN OR SNOW,AND DO NOT INSTALL FROZEN AGGREGATE MATERIALS UNDER ANY OF THE SURFACES J Q J a a d, TBR 2. TEMPORARY EROSION AND SEDIMENT CONTROLS ARE NEEDED DURING INSTALLARON TO DIVERT STORMWATER AWAY FROM THE PERMEABLE O Z a PAVEMENT AREA UNTIL IT IS CONSTRUCTED AND CONTRIBUTING DRAINAGE AREAS HAVE BEEN STABILIZED BY A UNIFORM PERENNIAL C VEGETATIVE COVER WITH A DENSITY OF AT LEAST 70 PERCENT OVER THE ENURE PERVOUS SURFACE AREA,OR OTHER EQUIVALENT MEANS. Z c O 3 I SPECIAL PROTECTION MEASURES SUCH AS EROSION CONTROL FABRICS MAY BE NEEDED TO PROTECT WLNERABLE SIDE SLOPES FROM _ J ®`+ © 1 SDCO 11-2 IP DR EROSION DURING AND AFTER THE EXCAVATION PROCESS.THE PROPOSED PERMEABLE PAVEMENT AREA MUST BE KEPT FREE FROM SEDIMENT O W O I I o a I DURING THE ENTIRE CONSTRUCTION PROCESS. P Q N N 1 ! 587'57'24T I —_ — ' 4 INLET PR TECTION ON ALL 3. CONSTRUCTION MATERIALS CONTAMINATED BY SEDIMENTS MUST BE REMOVED AND REPLACED WITH CLEAN MATERIALS d O a I F CB'S ON CONSTRUCTION ROUTE v/ s^ WITHIN 3 OF THE PROJECT. 4.WHERE POSSIBLE EXCAVATION STUDIED WORK FROM THE SIDES AND OUTSIDE THE FOOTPRINT OF THE PERMEABLE PAVEMENT AREA TO 1 - STRAW ( Z WATTLES BACKE D BY SANDBAGS � � w S '' I � AVOID SOIL COMPACTIONO CONTRACTORS SHOULD UTILIZE THE'CELL"CONSTRUCTION APPROACH,WHEREBY THE PROPOSED PERMEABLE W �� `iRAW WATTLES BACKEJY BY SANDBAGS I I In Z O PAVEMENT CELL AREAS THAT THE CELLS CAN BE EXCAVATED FROM THE SIDE.THE EARTHEN BERMS SHOULD BE IMMEDIATELY STABILIZED W O ,+ i o WITH STRUCTURAL FILTER FABRIC,MIRAFI I40N OR EQUIVALENT. THE FABRIC SHALL BE PLACED FROM EACH SIDE OF THE BERM SO THAT IT V CAN BE LIFTED BACK OVER THE RESERVOIR GRAVEL AND THE BERM TOP ELEVATION CAN BE LEVELED AND BROUGHT TO THE CORRECT L O DESIGN ELEVATION. EXCAVATED MATERIAL SHOULD BE PLACED AWAY FROM THE OPEN EXCAVATION TO MAINTAIN STABILITY OF THE SIDE r_ L 3 _ IP F WALLS. LIJQ r IP ' sD so sD F IP 5.THE NATIVE SOILS ALONG THE BOTTOM OF THE PERMEABLE PAVEMENT SYSTEM SHALL BE SCARIFIED OR TILLED TO A DEPTH OF 3 TO 4 W I w FRv ' so r�F PCR INCHES PRIOR TO THE PLACEMENT OF THE AGGREGATE. THE PROPOSED SUBGRADE SHALL BE INSPECTED AND APPROVED BY THE = z W GEOTECHNICAL ENGINEER. !n O O M 4 0 6. GEOIEXTILE SHOULD BE INSTALLED ON THE SIDES OF THE RESERVOIR EXTENDING THE FULL BASE DEPTH. C 7.PROVIDE A MINIMUM OF 2 INCHES OF AGGREGATE AROUND LEDERMAIN PIPES.WHERE AN LINDERMAIN PIPE IS CONNECTED TO A G 1 TRUCTURE,THERE SHOULD BE NO PERFORATIONS WITHIN AT LEAST ONE FOOT OF THE STRUCTURE.ENSURE THAT THERE ARE NO F PERFORATIONS IN CLEAN-OUTS WITHIN AT LEAST ONE FOOT FROM THE SURFACE. IA W WL N 8.SPREAD MAXIMUM 8 INCH LIFTS(6 INCH PREFERRED)OF THE RESERVOIR BASE/SUBBASE OR BASE STONE.MOISTENING THE AGGREGATE r DURING SPREADING WILL FACILITATE BETTER COMPACTION.COMPACT RESERVOIR LAYERS AS DIRECTED BY GEOTECHNICAL ENGINEER. W cl � 9.INSTALL THE DESIRED DEPTH OF THE BEDDING OR CHOKER LAYER,DEPENDING ON THE TYPE OF PAVEMENT. l \� 10,PAVING MATERIALS SHOULD BE INSTALLED ACCORDING TO MANUFACTURER SPECIFICATIONS FOR THE PARTICULAR TYPE OF PAVEMENT. AFTER THE INSTALLATION IS COMPLETE,THE PERMEABLE PAVEMENT SURFACE SHOULD BE TESTED FOR ACCEPTANCE USING A MINIMUM L•_S' INFILTRATION RATE OF 100 INCH/HR USING ASTM C1701 STANDARD TEST METHOD FOR INFILTRATION RATE OF IN PLACE PERVIOUS CONCRETE. �j� F it 3 'E THIS TEST METHOD CAN BE USED ON POROUS ASPHALT. W 'HXV(C 32226 .c�FGIsDre FS3/ONAL e CITY OF ARLINGTON 1/26/26 CONSTRUCTION DRAWING REVIEW APPROVAL SCALE 1"=2W DRAWN BY: T.ZEMPEL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. DESIGNED BY: T.ZEMPEL BY: DATE 01.25.2026 Development Services Manager JOB NUMBER: 18098 DATE: ___THIS APPROVALVAUD FOR 18 MONTHS DWG NAME 18098 TACOS.PLN2I SHEET NUMBER: C-1.1 SEA SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY ESC-1 STANDARD ESC NOTES SEEDING APPROVAL OF THIS EROSION AND SEDIMENT CONTROL(ESC)PLAN DOES NOT 28, OFFSITE STORMWATER AND/OR GROUNDWATER i0 BE DIVERTED AWAY FROM SLOPES& SEED MIXES: THE SEED MIXES LISTED BELOW INCLUDE RECOMMENDED MIXES FOR TEMPORARY DISTURBED AREAS WTH INTERCEPTOR DIKES,PIPES,OR SWAIES.OFFSITE STORMWATER CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN FACILITIES, SIZE SHALL BE MANAGED DIFFERENTLY FROM STORMWATER GENERATED ONSITE. SEEDING. THESE MI%ES,WTH THE EXCEPTION OF THE WETLAND MIX,SHALL BE APPLIED AT A AND LOCATION OF ROADS,PIPES,RESTRICTORS,CHANNELS,RETENTION FACILITIES, RATE OF 120 LBS/ACRE. THIS RATE CAN BE REDUCED IF SOIL AMENDMENTS OR SLOW-RELEASE UTLITES,ETC.). FERTILIZERS ARE USED. ADAPTOR SKIRT 29, EXCAVATED MATERIAL TO BE PLACED ON UPHILL SIDE OF TRENCH. TRIM TO WITHIN RETRIEVAL STRAP TEMPORARY EROSION CONIROL SEED MIX %WEIGHT %PURITY %GERMINATION 3"-5"OF GRATE 1. AS DIRECTED BY PUBLIC WORKS DIRECTOR PRIOR S, COMMENCING CONSTRUCTION, 30, STABILZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE CHESINGS OR RED FESCUE a0 98 90 0 ALL CRITICAL AREAS,INCLUDING WETLAND BUFFERS,STREAM CORRIDOR,LANDFILL FEOR PE RUBM NPR.COMMUTATA OR FFSNCA RUBRA AREAS,AND STEEP SLOPES SHALL BE CONTINUOUSLY DEMARCATED IN THE FIELD BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ANNUAL OR PERENNWL RrE 4p 98 90 USING FLAGGING TAPE OR FENCING. ADDITIONAL MEASURES,SUCH AS WASH PADS,MAY O REQUIRED TO ENSURE THAT ALL LOLIUM COLON LOBEN OR LODUM PERENN PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. RECTOR OR COLONML BENTGRA55 10 92 65 2. EROSION CONTROL METHODS AND MATERIALS SHALL MEET REQUIREMENTS OF AGROSTIS ALEA OR AGNOSTIC TENUIS SECTION B-01 OF THE APWA/WASHINGTON STATE DEPARTMENT OF TRANSPORTATION 31. ANY PERMANENT FLOW CONTROL FACIDTY USED AS A TEMPORARY SETTLING BASIN WHRE DUTCH CLOVER 10 98 90 TRIFOIIUM BURNS sue' Sound Development Group 2012 STANDARD SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL CONSTRUCTION, SHALL BE MODIFIED WTH THE NECESSARY EROSION CONTROL MEASURES AND SHALL �P 8- P P AND REQUIREMENTS SET FORTH IN VOLUME II OF THE"STORMWATER MANAGEMENT PROVIDE ADEQUATE STORAGE CAPACITY IF THE FACILITY IS TO FUNCTION AS .gz, fg: 0 ENGINEERING,SURVEYING B LAND DEVELOPMENT SERVICES MANUAL FOR WESTERN WASHINGTON(THE TECHNICAL MANUAL)',BY THE ULTIMATELY AS AN INFILTRATION SYSTEM,THE TEMPORARY FAULTY MUST BE GRADED BIOSWALE SEED MIX(MODIFIED BRIARGREEN,INC.,HYDROSEEDING WIDE WETLANDS SEED MIX) O P.O.Box 7705•1111 Cleveland Avenue,Suite 202 WASHINGTON STATE DEPARTMENT OF ECOLOGY,CURRENT EDITION. THE SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE %WIGM %PURITY %SEED p Mount Vemon,WA 98273 Tel:380-004-2010 CONTRACTOR SHALL FOLLOW RECOMMENDATIONS MADE BY SUPPLIERS AND OF THE PERMANENT FACULTY. 68 98 90 Ob Q GEOTEXBIE FABRIC MANUFACTURERS OF MATERIALS AND EQUIPMENT USED. TALL OR MEADOW FESCUE p SHEET REVISIONS: 32. PRIOR TO THE BEGINNING OF THE WET SEASON1,ALL DISTURBED AREAS TTRG PINNDINACN CO RSTJU CNTION 10 98 85 (OCT.( ) SEASIDE/CREEPING BENTGRAS5 NO.DATE DESCRIPTION APPROVED 3. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION SHALL BE RENEWED TO IDENTIFY WHICH ONES CAN BE SEEDED IN PREPARATION FOR ROST6 PAWSTAIS l0 90 80 OVERFLOW BYPASS WITH ALL CLEARING AND GRADING ACTVTIES IN SUCH A MANNER AS TO ENSURE THAT THE WRITER RAINS.DISTURBED AREAS SHALL BE SEEDED WTHIN ONE WEEK OF THE MEADOW F09ML 1 10.16.25 PRE-APP SIZE PLAN FZEMPEL SEDIMENT-LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE BEGINNING OF THE NET SEASON.A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND NSIREC OVERRUS PRATENSIS 6 98 90 FOR PEAK STORM y 72.06.25 SITE PLAN/CMLS i.ZEMPEL/P.SEVERIN THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY INSPECTOR. TRIFICUUM HYBAIDUM PROVIDE FULL WIDTH OF VOLUMES APPLICABLE WATER STANDARDS,AND MUST BE INSTALLED AND IN OPERATION PRIOR REOTOP 6 92 85 INGRESS DRESS AREA \ TO ANY GRADING OR LAND CLEARING. WHEREVER POSSIBLE,MAINTAIN NATURAL THE CITY INSPECTOR CAN REQUIRE SEEDING OF ADDITIONAL AREAS IN ORDER TO AGRGSIIS NBA R=25'MIN. `SEDIMENT VEGETATION FOR SILT CONTROL. PROTECT SURFACE WATERS,ADJACENT PROPERTIES,OR DRAINAGE FACIUTIES. ACCUMULATION ESC-2 WET SEASON SPECIAL PROVISIONS 2•RI GENERAL NOTES: 4. THE ESC ED SITES SHOWN S. THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR WETLANDS SEW MIX R WEIGHT %PURITY %CERMINATON CEOTE%TILE FABRIC ,� 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY,OR UPON ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD,THESE ESC (OCTOBER 1 -APRIL 30) RED FESCUE 35 90 90 4'-8°QUARRY SPALLS PLACEMENT OF A NEW CATCH BASIN. FACILITIES SHALL BE UPGRADED(E.G.,ADDITIONAL SUMPS,RELOCATION OF DITCHES FECNCA RJERA GENERAL NOTES: AND SILT FENCES,ETC.)AS NEEDED FOR UNEXPECTED STORM EVENTS. ADDITIONALLY, REDTOP 35 92 85 MORE ESC FACILITIES MAY BE REWIRED TO ENSURE COMPLETE SILTATION CONTROL. 1. THE ALLOWED TIME THAT A DISTURBED AREA CAN REMAIN UNWORKED WITHOUT COVER AGROSTS AE84 t. t00'MINIMUM LLNGTU.MAY BE REDUCED TO 50'MINIMUM FOR SITES wrtH LESS 1HlNN ONE ACRE aF EXPOSED SOIL 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES ONE THIRD FULL. CALL 48 HOURS MEASURES IS REDUCED TO TWO DAYS,RATHER THEN SEVEN. MEADOW FOXTNL 30 90 80 THEREFORE,DURING THE COURSE OF CONSTRUCTION,IT SHALL BE THE OBLIGATION ALEPOCURUS FRATENSIS 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT,EMPTYING,AND AND RESPONSIBWTY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT 2, STOCKPILES AND STEEP CUT AND FILL SLOPES ARE TO BE PROTECTED IF UNWORKED 2. ALL MUD AND DEBRIS TRACKED ONTO EXISTING ASPHALTED ROADWAYS SHALL BE SWEPT/CLEANED UP AFTER EACH DAY'S RE-INSERTING IT INTO THE CATCH BASIN. BEFORE YOU DIG MAY BE CREATED BY HIS ACTIVTIES AND TO PROVIDE ADDITIONAL FACILITIES OVER FOR MORE THAN 12 HOURS. SEEDING MAINTENANCE STANDARDS WORK,OR AS REQUESTED BY THE PROJECT ENGINEER AND/OR Cltt OF SEDRO-WOOLLEY ENGINEERING DEPT. ,L� 9.SOO.424.5555 AND ABOVE THE MINIMUM REQUIREMENTS AS MAY BE NEEDED. (BMP C220)CATCH BASIN FILTER DETAIL / B 1 3. COVER MATERIALS SUFFICIENT TO COVER ALL DISTURBED AREAS SHALL BE I. AN/SEEDED ARRAS THAT FAIL TO ESTABLISH AT LEAST 80 PERCENT COVER WITHIN ONE MONTH SHALL TS TEMPORARY CONSTRUCTION ENTRANCE MAINTENANCE SIDS_ 5. ANY PERMANENT RODIFIEON NTH THEN FACIDTY USED AS A TEMPORARY SEINING STOCKPILED ON$TIE. RESEEDED. IF RESEEDING R INEFFECTIVE,VE ALTERNATE METHOD,SUCH AS SODDING OR NETS/BLANKETS, NOT TO SCALE 1. BASIN SHALL BE MODIFIED WTi THE NECESSARY EROSION CONTROL MEASURES AND SHALL BE USED. IF WINTER WEATHER PREVENTS ADEQUATE GRASS GROWTH,THIS TIME LIMIT MAY BE RELAXED. I. QUARRY SPALL6 SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACIDTY IS TO 4, ALL AREAS THAT ARE TO BE UNWORKED DURING THE NET SEASON SHALL BE SEEDED 2. AFTER ADEQUATE COVER IS ACHIEVED,ANY AREAS THAT EXPERIENCE EROSION SHALL BE RESEEDED AND FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM,THE FACULTY WTUIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. PROTECTED BY MULCH. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT,THEN ALTERNATIVE MEASURES TO KEEP THE SHALL NOT BE USED AS A TEMPORARY SETTJNG BASIN. NO UNDERGROUND 3. SEEDED AREAS SHALL BE SUPPLED WITH ADEQUATE MOISTURE,BUT NOT WATERED TO THE EXTENT THAT IT STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING OR AN INCREASE IN THE DIMENSIONS OF THE DETENTION TANK,DETENTION VAULT,OR SYSTEM,WHICH BACKS UNDER OR INTO A 5. MULCH IS REQUIRED TO PROTECT ALL SEEDED AREAS. CAUSES RUNOFF. ENTRANCE. j POND,SHALL BE USED AS A TEMPORARY SETTLING BASIN. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE PAVEMENT SHALL NOT BE J 6. FIFTY LNEAR FEET OF SILT FENCE(AND THE NECESSARY STAKES)PER ACRE OF CLEANED BY WASHING DOWN THE STREET,EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT 6. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED,FAST DISTURBANCE MUST BE STOCKPILED ON SITE. IS NECESSARY TO WASH THE STREETS,THE CONSTRUCTION OF A SMALL SUMP OR POND SHALL BE CONSTRUCTED AND THE SEDIMENT GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE(EXAMPLE WASHED INFO THE SUMP OR POND. r O ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). T CONSTRUCTION ROAD AND PARKING LOT STABILIZATION ARE REQUIRED FOR ALL SITES UNLESS THE SITE IS UNDERLAIN BY COARSE-GRAINED SOIL. 4. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. J 7. WHERE STRAW MULCH IS REQUIRED FOR TEMPORARY EROSION CONTROL,IT SHALL BE L APPLIED AT A MINIMUM THICKNESS OF TWO(2)INCHES. 8. SEDIMENT RETENTION REQUIRED UNLESS NO OFFSITE DISCHARGE IS ANTICIPATED 5. THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION ROOTS AND OTHER OBJECTIONABLE THE GRAVEL V FOR THE SPECIFIC DESIGN FLOW. SHALL BE PLACED i0 THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHINGNG SHOULD BE 8. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY OF SEDRO-WOOLLEY CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLANS. IF WASH RACKS ARE USED,THEY SHOULD BE INSTALLED ACCORDING TO H STANDARDS AND SPECIFICATIONS. 9. SURFACE WATER CONTROLS ARE REQUIRED UNLESS NO OFFSITE DISCHARGE IS MANUFACTURERS SPECIFICATIONS. w ANTICIPATED FOR THE SPECIFIED DESIGN FLOW. O Q /N 9. THE ESC FACILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WTH THE DETAILS ON 6. IF CONDITIONS THE SHE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH TH W TH APPROVED PLANS. LOCATIONS MAY BE MOVED TO SUIT FIELD CONDITIONS, E li 10. PHASING AND MORE CONSERVATIVE BMP'S MUST BE EVALUATED FOR CONSTRUCTION TH GRAVEL,THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM d' � ` E d r SUBJECT TO APPROVAL BY THE CITY OF SEDRO-WOOLLEY PUBLC WORKS DIRECTOR ACTIVITY NEAR SURFACE WATERS. THE ENTRANCE i0 A SETTING AREA TO REMOVE SEDIMENT. AWASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND CITY OF SEDRO-WOOLLEY INSPECTOR. AND EFFECTIVE. N 11. ANY RUNOFF GENERATED BY DEWATERING SHALL BE TREATED THROUGH CONSTRUCTION OF 7. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC N Z 10. A COPY OF THE APPROVED EROSION CONTROL PLANS MUST BE ON THE JOB SITE A SEDIMENT TRAP WHEN THERE IS SUFFICIENT SPACE OR BY RELEASING THE WATER TO RIGHTS-OF-WAY. THIS MAY REQUIRE A PERIODIC TOP DRESSING WITH 2-INCH STONE,AS CONDITIONS DEMAND,AND REPAIR AND/OR O O WHENEVER CONSTRUCTION IS IN PROGRESS. A WELL VEGETATED,GENTLY SLOPING AREA.SINCE PUMPS ARE USED FOR DEWATERING, CLEAN OUT ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED,DROPPED WASHED OR TRACKED FROM VEHICLES IT MAY BE POSSIBLE TO PUMP THE SEDIMENT-LADEN WATER WELL AWAY FROM THE ONTO ROADWAY OR INFO STORM DRAINS MUST BE REMOVED IMMEDIATELY. I, 11. ALL LOTS ADJOINING OR HAVING ANY NATIVE GROWTH PROTECTION EASEMENTS SURFACE WATER 50 THAT VEGETATION CAN BE MORE EFFECTIVELY UTILZED FOR V (NGPE)SHALL HAVE A FOUR(4)FOOT HIGH TEMPORARY CONSTRUCTION FENCE TREATMENT.A STRAW BALE FILTER SHALL BE PLACED AROUND THE DISCHARGE FROM (CYCLONE OR PLASTIC MESH)SEPARATING THE LOT(OR BUILDABLE PORTIONS OF THE THE DEWATERING PUMP.IF THERE IS NOT SPACE FOR A SEDIMENT TRAP OR 25 FEET �.I �T LOT)FROM THE AREA RESTRICTED BY THE NOTE AND SHALL BE INSTALLED PRIOR TO OF SUITABLE VEGETATION,OTHER FILTRATION METHODS SHALL BE REQUIRED. (BMP C105 TEMPORARY CONSTRUCTION ENTRANCE DETAIL ANY GRADING OR CLEARING AND REMAIN IN PLACE UNTIL A DWELLING IS 12. THE FREQUENCY OF MAINTENANCE RENEW INCREASES FROM MONTHLY TO WEEKLY. NOT TO SCALE 1, r CONSTRUCTED AND OWNERSHIP TRANSFERRED TO THE FIRST OWNER/OCCUPANT. M 12. A CLEARING CONTROL FENCE SHALL BE INSTALLED AT THE DRIP LINE OF TREES 13. SOILS SHALL BE STABILIZED AT THE END OF THE SHIFT,BEFORE A HOLIDAY OR WEEKEND W TO BE SAVED WHEREVER THE TREE CANOPIES EXTEND INTO THE AREA i0 BE CLEARED. IF NEEDED,BASED ON THE WEATHER FORECAST. ON-SITE SUPERVISION SHALL BE PROVIDED WHENEVER EQUIPMENT MUST OPERATE JOINTS IN FILTER FABRIC UNDER TREE CANOPIES,AND FENCING SHALL BE REPLACED WHEN NECESSARY. SHALL BE SPLICED AT THE CLEARING CONTROL FENCE SHALL CONSIST OF A SINGLE STRAND OF WIRE ESC-4 FINAL SITE STABILIZATION NOTES POS15.USE STAPLES,WIRE ATTACHED ABOUT THREE(3)FEET HIGH TO WOOD LATH AT A TWELVE(12)FOOT RINGS OR EOUIVALLNT i0 ONSITE OFFSITE MAXIMUM SPACING AND FLAGGED NTH SURVEY RIBBON AT FOUR(4)FOOT INTERVALS. TO OBTAIN FINAL CONSTRUCTION APPROVAL,THE FOLLOWING CONDITIONS MUST BE MET: ATTACH FABRIC TO POSTS 1. ALL DISTURBED AREAS OF THE SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY 2'x 2"WOOD POSTS, 2'x 2"WOOD POSTS, 13. OFF-SITE STREETS MUST BE KEPT CLEAN AT ALL TIMES. IF DIRT I$DEPOSITED ON STABNZED.AT A MINIMUM,DISTURBED AREAS SHALL BE SEEDED AND MULCHED WTH STEEL FENCE POSTS, STEEL FENCE POSTS, THE PUBLIC STREET SYSTEM,THE STREET SHALL BE IMMEDIATELY CLEANED WTH OR EQUIVALENT FILTER FABRIC,MIRAFl OR EQUIVALENT POWER SWEEPER OR OTHER EQUIPMENT. ALL VEHICLES SHALL LEAVE THE SITE BY A HIGH LIKELY HOOD THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL 140 N,OR EQUAL, WAY OF THE CONSTRUCTION ENTRANCE AND SHALL BE CLEANED OF ALL DIRT THAT APPROVAL.MULCH WITHOUT SEEDING IS NOT ADEQUATE TO ALLOW FINAL APPROVAL OF SECURED TO POSTS WOULD BE DEPOSITED ON THE PUBLIC STREETS. THE PERMIT,EXCEPT FOR SMALL AREAS OF MULCH USED FOR LANDSCAPING.THE ONLY 0 EXCEPTIONS TO THESE REQUIREMENTS ARE LOTS WITHIN A PLAT THAT ARE TO BE I I 2'x 2°BY 14 G4.WIRE OR Z DEVELOPED UNDE IN THESE CASES,MULCH AND/OR TEMPORARY SEEDING ARE ADEQUATE FOR R AN APPROVED RESIDENTIAL PERMIT IMMEDIATELY FOLLOWING PLAT I I EQUIVALENT,IF STANDARD Z 14. ANY CATCH BASINS COLLECTING RUNOFF FROM THE SIZE,WHETHER THEY ARE ON I I STRENGTH FABRIC USED. O Z OR OFF THE SITE,SHALL HAVE THEIR GRATES COVERED WTH FILTER FABRIC DURING APPROVAL I I CONSTRUCTION. COVER. I I 0 2. STRUCTURAL MEASURES SUCH AS,BUT NOT LIMITED TO,SILT FENCES,PIPE SLOPES y 15. THE WASHED GRAVEL BACKFILL ADJACENT TO THE FILTER FABRIC FENCE SHALL BE I I 1 I DRAINS,CONSTRUCTION ENTRANCES,STORM DRAIN INLET PROTECTION,AND SEDIMENT REPLACED AND THE FILTER FABRIC CLEANED IF IT IS NONFUNCTIONAL BY EXCESSIVE TRAPS AND PONDS SHALL BE REMOVED FROM THE SITE.MEASURES THAT WILL QUICKLY SILT ACCUMULATION AS DETERMINED BY THE COUNTY, ALSO,ALL DECOMPOSE,SUCH AS BRUSH BARRIERS AND ORGANIC MULCHES,MAY BE LEFT IN INTERCEPTOR SWALES SHALL BE CLEANED IF SILT ACCUMULATION EXCEEDS PLACE.IN THE CASE OF SILT FENCES,IT MAY BE BEST TO REMOVE FENCES IN I I I I \\ In V ONE-QUARTER DEPTH. CONJUNCTION WTH THE SEEDING,SINCE IT MAY BE NECESSARY TO BRING MACHINERY 16. ROCK FOR EROSION PROTECTION OF ROADWAY DITCHES,WIERE REQUIRED,MUST BACK IN TO REMOVE THEM.THIS WILL RESULT IN DISTURBED SOILS THAT WILL AGAIN I I i i MIN.4'x 4'TRENCH. LU F BE OF SOUND QUARRY ROCK,PLACED i0 DEPTH OF ONE(1)FOOT AND MUST MEET THE REQUIRE PROTECTION.THE CITY INSPECTOR MUST APPROVE AN APPLICANTS PROPOSAL U LJ Q W U. TO REMOVE FENCING PRIOR TO THE ESTABLISHMENT OF VEGETATION.IN SOME CASES, 6,M4X BACKFlLL WITH N4TIVE 7 FOLLOWNG SPECIFICATIONS:4°-8'ROCK/40%-70%PASSING;2°-4°ROCK/30%-40% SUCH AS RESIDENTIAL BUILDING FOLLOWING PLAT DEVELOPMENT,IT MAY BE L SOIL OR 3/4"-1 1/2° PASSING;AND 1"-2'ROCK/10%-20%PASSING. APPROPRIATE TO LEAVE SOME OR ALL ESC MEASURES FOR USE DURING SUBSEQUENT f POST SPACING MAY BE INCREASED , WASHED GRAVEL DEVELOPMENT THIS SHALL BE DETERMINED ON A SITE-SPECIFIC BASIS. TO 8'IF WIRE BACKING IS USED W Uj 17. IF ANY PART(S)OF THE CLEARING LIMIT;BOUNDARY OR TEMPORARY / \ ,/� EROSION/SEDIMENTATION CONTROL PLAN IS/ARE DAMAGED,IT SHALL BE REPAIRED 3. ALL PERMANENT SURFACE WATER FACILITIES,INCLUDING CATCH BASINS,MANHOLES, (BMP C233)SILT FENCE DETAIL / C` = W 0. IMMEDIATELY. PIPES,DITCHES,CHANNELS,R/D FACILITIES,AND WATER QUALITY FACIUTIES, 1n Lu v, SHALL BE CLEANED.ANY OFFSITE CATCH BASIN THAT REQUIRED PROTECTON DURING NOT TO SCALE 1. 18. ALL PROPERTIES ADJACENT TO THE PROJECT SITE SHALL BE PROTECTED FROM CONSTRUCTION SHALL ALSO BE CLEANED. r SEDIMENT DEPOSITION AND RUNOFFDO NOT FLUSH CONCRETE BY-PRODUCTS OR TRUCKS NEAR OR INTO THE STORM DRAINAGE SYSTEM. IF EXPOSED AGGREGATE IS 4, IF ONLY THE INFRASTRUCTURE OF THE SITE HAS BEEN DEVELOPED(E.G. FLUSHED INTO THE STORM SYSTEM,IT COULD MEAN RE-CLEANING THE ENTIRE SUBDIVISIONS AND SHORT PLATS)WITH BUILDING CONSTRUCTION TO OCCUR UNDER A DOWNSTREAM STORM SYSTEM,OR POSSIBLY RELAYING THE STORM LINE. DIFFERENT PERMIT,THEN THE SENSITIVE AREA BUFFERS,SENSITIVE AREA TRACTS, OR SENSITVE AREA SETBACK AREA SHALL BE CLEARLY MARKED IN ORDER TO ALERT 19. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION FUTURE BUYERS AND BUILDERS. MAINTENANCE,REPLACEMENT,AND UPGRADING OF THESE FACULTIESI I S THE RESPONSIBILITY OF THE APPLICANT/ESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. MULCHING Y 20, THE CESCL'S NAME IS: CHIP FOCUS MULCH MATERIAL QUALITY STANDARDS APPLICATION RATES G� L. SK, 21. THE APPLICANT'S NAME IS:BASS PROPERTIES LLC. STRAW AIR-DRIED:FREE FROM 2°-3°THICK;2-3 BALES \ pF V1'`� UNDESIRABLE SEED AND 2-3 BALES PER 1000 SO.FT. COARSE MATERIAL OR 2-3 IONS PER ACRE. 22. THE BOUNDARIES OF THE CLEARING UNITS SHOWN ON THIS PLAN SHALL BE WOOD FIBER NO GROWTH INHIBITING FACTORS APPROX.25-30 LOS. CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE(OR FENCING,IF CELLULOSE PER 1000 SO.FT.OR REQUIRED)PRIOR TO CONSTRUCTION.DURING THE CONSTRUCTION PERIOD,NO 1000-1500 CBS PER ACRE DIS1llRBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED.THE CLEARING NO FUSIBLE WATER OR DUST 2'THICK MIN.;APPROX. UNITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION COMPOST DURING HANDLING. MUST BE 100 TONS PER ACRE(APPROX. 32226 OF CONSTRUCTION. PURCHASED FROM SUPPLIER WITH A SDO LIES PER YARD) .c C RFC/STER� 23. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/ESC SOLD WASTE HANDLING PERMIT FS•SYaNAI SUPERVSOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTONING. CHIPPED SITE VEGETATON AVERAGE SIZE SHALL BE SEVERAL INCHES 2°MINIMUM THICKNESS 1/26/26 WRITTEN RECORDS SHALL BE KEPT OF WEEKLY RENEWS OF THE ESC FACILITIES DURING THE WET SEASON(OCT 1 TO APRIL 30)AND OF THE MONTHLY REVIEWS DURING NOTE:MULCHING TO BE UTILIZED AS REWIRED TO PREVENT EROSION AS DIRECTED BY THE ENGINEER. THE DRY SEASON(MAY I i0 SEPT.30). MULCHNG MAINTENANCE STANDARDS SCALE: AS NOTED 24. ANY AREAS OF EXPOSED SOILS,INCLUDING ROADWAY EMBANKMENTS,THAT WLL 1, THE THICKNESS OF COVER MUST BE MAINTAINED. CITY OF ARLINGTON DRAWN BY: T.ZEMPEL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING CONSTRUCTION DRAWING REVIEW APPROVAL THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WTI THE APPROVED ESC 2. ANY AREAS THAT EXPERIENCE EROSION SHALL BE REMULCHED AND/OR PROTECTED WTH A DESIGNED BY: T.ZEMPEL METHODS(E.G,,SEEDING,MULCHING,PLASTIC COVERING,ETC.). NET OR BLANKET. IF THE EROSION PROBLEM IS DRAINAGE RELATED,THEN THE PROBLEM 25, ANY AREA NEEDING Esc MEASURES NOT REQUIRING IMMEDIATE ATIENTON SHALL SHALL BE FIXED AND THE ERODED AREA REMULCHED. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE DATE: 01.25.2026 BE ADDRESSED WTHIN FIFTEEN(15)DAYS. CONDITIONS ON THE TITLE SHEET. JOB NUMBER: 18098 26. THE ESC FACILITIES ON ACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A DWG NAME 1r09r TACOS.PLN2.DWG MINIMUM OF ONCE A MONTH OR WITHIN FORTY-EIGHT(48)HOURS FOLLOWNG A STORM BY. EVENT Development Services Manager SHEET NUMBER: 27. AT NO TIME SHALL MORE THAN ONE(1)FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WTHIN A CATCH BASIN.ALL CATCH BASINS AND CONVEYANCE LINES DATE: THIS APPROVAL VALID FOR 18 MONTHS SHALL BE CLEANED PRIOR TO PAVING.THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 20 ? 20 SEA SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY SCALE: 1" = 20' 20 0 20 NORTH SCALE: 1" = 20' 117 NORI H a d d 4 °< a _ d d a FO LONGHOUSE TRAIL LANE 5$ S87.26'1IT _ 55_S5 Sound Development Group 55.22' _ S87'26'11"E 142.69 - LONGHOUSE TRAIL LANE ENGINEERING,SURVEYING B LAND DEVELOPMENT SERVICES P.O.Box 1705•1111 Cleveland Avenue,Suite 202 T Mount Vernon,WA 98273 Tel:360404-2010 w W w w w WT1 SHEET REVISIONS: NON-DOMESTIC SERVICE: N0.DATE DESCRIPTION APPROVED EXISTING 2"SETTER TO BE REPLACED WITH A 1" 1 10.16.25 PRE-PPP SITE PLAN T.ZEMPEL c'o i EXISTING 2"STUB INTO PROPERTY TO BE REDUCED p 7y,p6.25 SITE PLAN/CIVICS i.ZEMPEL/P.SEVERIN 9.0' PROP SD 3- °'FENCE,TO BE '�° TO 1 WITH FNIINGS AS NEEDED 1 19.0' DFEE MINED B OWNER. 1-1"DCVA 43 LF HL 200 SVC PIPE 13 I 13 1 DPE CTS C-IRRIGATION DEDUCT METER WITH DCVA PER 25.0'. dI T.CONCWPLM - A d LANDSCAPE IRRIGATION PUNS(LOCATION NOT d as 6.0' d as d a. d SHOWN) O d O CALL 48 HOURS is 28 ECC R3.0' 66 14.0' a CONCRETE PATIO d d Q d 39 se a d w 5 1W " BEFORE YOU DIG . - - - " ' zo• � 3.1 � � '1.800.424.5555 - 1 17A' s4.0' 4 a I WATER NOTES: .NOTE 2 �+ A 9 to F z J PROPOSED TACOS TECALITUN PROPOSED TACOS 7ECALITUN 1 CONTRACTOR TO COORDINATE WITH d RE ELEV=122.0 a RE ELEV=122.0 C 250' 3.1 TYP I3,647 SF W 3,647 SF PLANS ARCHITECTURAL DOME6DIC8 WATDERLINE ENTRANING CE a Z I TO BUILDING. J C 56.5' W I 2. CONTRACTOR TO COORDINATE WITH PUGET Z d ) ys d SOUND ENERGY AND THE MECHANICAL O F PUNS PRIOR TO CONSTRUCTION 9.0 11a.5' 31 _ Q _ - lo. 3. CONTRACTOR TO COORDINATE/VERIFY j G ` 1 3.1 31 U) \y��I,\\ a PROPOSED SIZE AND LOCATION OF ALL r .1 1 4 * Ln I `S -- d UTILITIES AL RESPECTIVE BUILDINGS Q,+ U 21.0' C a 1 I 6 C s. a II MECHANICAL PLANS a N 24.0' VA11 20.0' 4. CONTRACTOR TO VERIFY LOCATION AND � V � 364' DEPTH OF ALL EXISTING UTILITIES PRIOR TO W 19 CONSTRUCTION. CONTRACTOR SHALL ` C 5.0' .N - I I NOTIFY ENGINEER IMMEDIATELY IF A r 3.1 - - 125'm II DISCREPENCY EXISTS. 1 VAN - II11 5. WATER SERVICE SHALL BE CONSTRUCTED //► x Z2 PICNIC 0) 1 22 - - 1Z0'_-�' NOTE T - � � AREA - - I `�I'OI AS SHOWN ON THE CURRENT CITY O /, 0 1 STANDARD DETAIL. V V "�-19 0' S.o WATER SERVICE LINE INSTALLATION 22 {CC 38 2.0'OVERHANG - 18.0' 9.2'r G. 24.9' W C 3.1 d a 14.0' C -+� 80' 20 0 20 i s.o•e c z.z . EGG I SCALE: 1" = 20' Z 27 �i 3.1 52 C. R3.0'I 53 ECC _C. C C -OH a NORTH 1Q T I"0' 67 18. 69 d _ II24.0' ---_ I d d t _ USE TRAIL LANE Q a 4 I ° 587'26'11'E 14269 LONGHO � a R15.0 EXIST.CONC WA 1 R3.0' R5.0' W 3.1 C W-W w 1 r Z _ -- 19 2.2 w 0 ZO W S87'57'24°E -- - I- - d I Cie W z ,w -- ad d 13 N LU LLI v/ I d El ❑ ❑ ❑ EXISTING SSMH N1-3 W Q Q:d d RIM ELEV=12104 39 (] W W w W d d IE"'IN E=116.65 66 a d IE 6"IN E=116.65 LIT W a IF e"OUT N=116.55 B Q SANITARY SEWER NOTES W PROPOSED MONITORING SSMH T7 h, I RIM ELEV=121.04 IS 8"IN BE=118.07 PROPOSED TACOS TECALITLAN PVC,S=0.010 EX.IE 6'OUT W=116,93 EE 3,6 =E 1. 22 DRAINAGE FIXTURE UNITS FLOWING TO Y/ 3EV S1 to THE GREASE INTERCEPTOR,PRE TABLE DIMENSIONAL SITE PLAN I d �I 10143.E of THE UNIFORM PLUMBING CODE THE INTERCEPTOR MUST HAVE A SITE NOTES- PROPOSED SS IH3 j I MINIMUM VOLUME OF 1000 GALLONS, 1. HANDICAP ACCESS RAMPS SHALL BE CONSTRUCTED PER WSDOT p RIM RILEY=121.as I- 2. CONTRACTOR TO COORDINATE WITH II IE S"IN E/W=H&88 ARCHITECTURAL AND BUILDING STD.PLAN F40 12 03E - ll INSTALL PER CITY MECHANICAL PUNS FOR LOCATION AND d DETAIL SS-080 F ELEVATION OF SEWER PENENTRATION 2.ELECTRIC CAR CHARGING STATION SHALL BE INSTALLED PER - g pyF. 5 1 61 M lao- 3. SEWER MANHOLES PER Cltt OF G� L• Sic ARCHITECTURAL AND ELECTRICAL PLANS. CONTRACTOR TO PROVIDE S-O.OWO 70 BL00, f ARLINGTON STANDARD DETAL SS 130 REQUIRED CONDUIT. PROPOSED SSCO#T7 `� 1 w 4. ALL MANHOLES SHALL BE INSTALLED WITH C RIM ELEV=121.88 o d Z A MANHOLE PAD,PER ARLINGTON Z IE 8"IN E/W=119.22 w STANDARD DETAIL SS-070. RSDLL r PVC WYE a INSTALL PER CITY ❑ IE IC PAC=118.75 DETAIL SS-080 Q " 3 U 8'PVG ,p 32226 S=0.0100 TO BIDG N PROPOSED SSCO I12 SST1 a. 1 U) �SS70NAL @NG` 1/26/26 RIM ELEV=121.79 E 8"IN E/W=11891 d 508001 I IT SCALE: 1"=20' L PER CITY a CITY OF ARLINGTON - DETAIL SS-080 41F 6"RC, DRAWN BY: T.ZEMPEL CONSTRUCTION DRAWING REVIEW APPROVAL 38 �INSTAL S-0.0100 I ■ DESIGNED BY: T.ZEMPEL OIS PLAN NS SHEET THE TITLE SHEE HAS BEEN TED AND APPROVED PER THE ®I I d DATE: 01.25.2026 SEWER SERVICE INSTALLATION SS-T1 JOB NUMBER: 18098 BY:_ INSTALL CUZ CONCRETE 1000 GALLON GREASE DWG NAME 18098 TACOS.PLN2.DWG Development Services Manager INTERCEPTOR,OR EQUIVALENT IE 6"IN E=1T9.2 SHEET NUMBER: DATE: THIS APPROVAL VALID FOR 18 MONTHS E s"OUT W=118.95 C2.1 SEA SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY 20 0 20 SCALE: 1" = 20' 20 0 20 -,o a NORTH I � S L 20 y° AE1 D a NORTH FO -Fo vo _ Ro e d ------ ss�ss - --'rc ° -- ------ TO ' I I d Q ° d d '-EX SSMH 1-2 - _s �g6 SS ss�_ D LONCHOUSE TRAIL - _Pea, a qi-20 - q d Sound Development Group w ENGINEERING,SURVEYING 8 LAND DEVELOPMENT SERVICES w __ __ LANE R P.O.Box 1705•1111 Cleveland Avenue,Suite 202 W VV -- \:I 24 1.80 Mount Vemon,WA 98273 Tel:360404-2010 1�- 5-� j 'ER w \ �� - - - s7% SHEET REVISIONS: I -� - -- - NO.DATE DESCRIPTION APPROVED CB -2 P -- PIPE � _ - 1 10.16.25 PRE-PPP SITE PLAN T.ZEMPEL 2 12.06.25 SITE PUN CIVILS T.ZEMPEL P.SEVERIN CB I1 1 <T 7.46% a 1.439° 1 s0% 7 l 5 al d 1 I 4121.41 a 121 41 I 21.5 RD � I CB IT7 CB IT2 121.70 121.78 � � SDCtr I1 .. 5D 12192 121 93 d r CB#1�19 P[aF ' CB 11 20 121.42 121.43 - NOTH 5 W i GALL 48 HOURS 12190 Iv.7s- - c W w 121.1s BEFORE YOU DIG 121.80 121.40 12T25 121.75 ° i PE '9$ 121.30 21.2s 9 - -- RIDGE ° '1.800.424.5555 z xh 47 a 0 0 � -gal � �r I 40 w I2I.9 ° J � 50%° 0 J 121.37 - PROPOSED TACOS TECALITLAN 121,54 I- ❑ FF EIEV=122.0 ,�j N I w I 3,6475E 121.52 d a p d O I s0ca#1-1. 1v.4a . � -4 4 1 1 ..o J JJ I , I GRADE REAM I 121.81' 122.03 ss `� o rA SERF U 121.19 121.48 I21,30 121.31 121.53 ly O 121.29 - - 121.25 121.30 d 12 CB NT9 121,11 a } I d I 121.87 122.01 121.25 ,rw I21.37 121.51 I 121.30 12125 lI � 21.01 I 0�,1 ,�� I O Y/ z I 12125 G. _' q 3 v 120,98 O 122.32 d 4 1 62 -1- 12192 121.772227 ------ 1 - a 12185 I _ B000 r OFS IT1 121,35 -- III 3 ,z1ss ce 1u 121,11 ce T.3 11 f GRADING EXHIBIT M� veRc - ---- ---- I 12208 i 121.18 - 120.88 ,'� 122.14 12200 122.38 122.14 ��., 121.88 121.75'O� 12240 122.40 12a.85 122.21 121.25 121 90 3 122.36� 122.22 12210 121.90 121.60 121.90 F 121.71 121.60 121.70 121.10 - - -- I '12242 121.20 - 121.40 CB T7 �� I ---- T GCB�,-18 I 122.32 NOTE 5 I Bz 21 s7 tzl.4s e pTfi GRADING SHEET NOTES.' Z 'd I d 12259 CB IT6 121 37 120.98 i20 9 - CN ITS d. 12209 122.34 121.92 121,06 121.66 1. ALL SPOTS SHOWN IN ION,SEE AREA ARE FINISH LAMS.ASPHALT ELEVATION. 121 84 121.16 2. FOR FENCE CONSTRUCTION,SEE ARCHITECTURAL PUNS. --__,21.42 721.06 12Q-8 F 3. CONTRACTOR TO PROVIDE POSITIVE DRAINAGE TO STORMWATER COLLECTION I _- -- 12209 121 84 t r FEATURES. J 1 121.54 1 SDCO 11-2 12p.g7 I 4. HANDICAP RAMPS SHALL BE CONSTRUCTED PER WSDOT STD PLANS ON SHEET C4.5. Z A 1 121.08 I21.25 120.75 O ii i 20.75 .3� I I I I Z I REPLACE NATIVE TOPSOIL, LU FREE OF DEBRIS LARGER Q ----- 3 THAN 2",NATIVE MATERIAL OVER TOP OF INFILTRAPON SD ID so F 1'MINIMUM 1 EXISTING I- car ' v r PIPE ------_ c�i D W '^ - a -- d d a < CROU DSE LIJ V 4 - ,/ V) TOP OF LLI DRANROCK I' cl PLACE FILTER i\\/ - FABRIC MIRAFI \\ WASHED DRAINROCK ;1 - 10ON OR EQUAL - 3°MINUS �� ON SIDES AND TOPS r OF TRENCH.1 FT. 4'POROUS ASPHALT PAVEMENT, MINIMUM TOP MIX PER GEOTECH REPORT OVERLAP \ 6 \\ PROPOSED BIORETEHIVE OVERFLOW j/ BOTTOM STRUCTURE W/BEEHIVE GRATE,SEE PROTECT RIM OF WITH I 1/2"MINUS \\� / OF TRENCH DETAIL THIS SHEET WASHED ROCK,ORR EQUIVALENT AS SHOWN BEEHIVE GRATE PER 6.32HOREAPPROVED EQUIVALENT R COURSE,2018 LID ANDSECTION FOR BIORETENTION CELL PLAN ING, DETAIL SHEET 4 GRPDATION NOTED BELOW: REPORT. SOILS BE STRIPPED PER GD TO VERIFY \/\/�//////// ////�//�//// .! L, S SEE LANDSCAPE PLANS U.S.STANDARD SIEVE PERCENT PASSING REPORT. SOILS SHALL BE INSPECTED TO VERIFY CONFORMItt TO SOILS REPORT,THAT UNDERLYINGSE 3/4' 100 SOILS MEET THE TREATMENT SOILS REQUIREMENTS. R� ELEV 13,.85 1/2° 90-100 IF THE SOILS APPEAR TO NOT MEET THE \/ 3/8° 70-90 REQUIREMENTS,AS DETERMINED BY THE FRENCH DRAIN DETAIL D // I4 20-40 MA�TREOUIREL END NEER,THE AMENDMENTS PER DOE LYING SOILS NOT TO SCALE 22 131.60 3 \/\/\/\\/\\/\\/\ t8 10-20 REQUIREMENTS. 12 35 \/\\�\/\\/\\\\ 3"COURSE COMPOST I40 7-13 ROCK RESERVOIR COURSE THICKNESS,1HICKNE55 ? �/j�/j�/ /�/�� IN PON26 DING AREA I200 0-3 75, i PER PLAN.MEET FINISH GRADES PER PLAN. .c•RFC/STER�C PERBIOR 2T024 DOE OSIWMM MEDIA INSERT-A-TEE CLEAN FRACTURED 1.5-2 357.VOIDS MINIMUM F`SS7 ENG`� ANAL 1/26 /26 SCALE: 1"=200' S SEE DETAIL C/1.3 FOR IT \\\\��\\\\\\ 8"PERF PIPE SCARIFIED,NOT , / / //\//\i COMPACTED DRAWN BY: T.ZEMPEL PERF.PIPE CONNECTED TO CATCH CITY OF AING REVIEW PERFORATED PIPE WITHIN BASIN,LOCATION PER PLANS CONSTRUC110N DRAWING REVIEW APPROVAL DESIGNED BY: T.ZEMPEL INFILTRATION BED GENERAL NOTES: / 1. CONTRACTOR TO BED PEKE PIPE,AND CATCH BASINS..ON PER RIANs THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE DATE: 01.25.2026 I-1.5-SHOT ROCK OR ENGINEER APPROVED EQUAL, '�~ 12°WELDED CAP OR 1HREADED PLUG 2. TRENCH SIDES TO BE PROTECTED WITH FILTER FABRIC CONDITIONS ON THE TITLE SHEET. CONTRACTOR SHALL ENSURE DRAIN ROCK CANNOT FORT.UNDERDRAIN PER 2. SEE INFILTRATION BED CONSTRUCTION NOTES,THIS SHEET. JOB NUMBER' 18098 PENETRATE THE HOLES IN THE PERFORATED PIPE. PLANS BIORETENTION PVC OVERFLOW STRUCTURE BY: _ DWG NAME 19099 TACGS.P1.112.1010 BIORETENTION CELL DETAIL NOT TO SCALE 2.2 Development Services Manager SHEET NUMBER: NOT TO SCALE 22 PERMEABLE PAVEMENT SECTION C NOT TO SCALE DATE: THIS APPROVALVAUD FOR 18 MONTHS C2.2 - L 20 O SEA SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY PROFILE SCALE 20 HORIZONTAL:1°=20' 61 : = LONCHOUSE TRAIL LANE VERTICAL 1" 5' SCALE: 1" = 20' O T ��' 135 135 135 135 9 a PROFILE SCALE B-LINE d d �` w HORIZONTAL:1"=20' VERTICAL:1°=5' 0•00 0 8 s= g„ 0.00 no ■■ -- a 130 $o mm " 9 $88= 130 S gwo Le $8�a cB N1-20 ce Nn w - t3t g 130 9 8 =:i W w_ , �.130 Sound Development Group 38 LF 8"PERF, CB T2 ■ -- a W ENGINEERING,SURVEYING&LAND DEVELOPMENT SERVICES 5=0.0000 P.O.Box 1705•1111 Cleveland Avenue,Su to 202 �. wQ«oomm��o Mount Vemon WA 98273 Tel 3804042010 i� 3 LF 8"PERF. ■ �w cmiGzwwm I``R^��.8.'tenRo r►.�:xSIBQ �"'�Bi SI$� INSTALL FRENCH DRAIN PER DETAIL - - , s=o.OGoo an d �� m m m m =$ SHEET REVISIONS: D/c2.2 25 19 OF 8"PERF 125 � i, S�n�WWW g�pwwWW ■ to N w w w W 125 125 NO.DATE DESCRIPTION APPROVED , cmi g,y 1 10.16.25 PRE-APP SITE PLAN T.ZEMPEL y PROPOSED TACOS TECALITAN I S=00000 - _ _ ■ a F W~ w w w W 2 12.06.25 SITE PLW/CINLS i.ZEMPEL/P.SEVERIN FF ELEV=1220 3,647 SF _ ' I ■ 29 LF 8°PERF,S=0.0000 105 LF 8 PERF,5=0.0011 21 LF 8°PERF, ■ 120 O _______ ________________________ ______ 120 120 36 LF 8°PERF,S=0.0000 S=0.0036 120 __ ________ 0 - a CALL 48 HOURS 12 19 ? o p W BEFORE YOU DIG BEFORE 29 2 115 EXIST.81N CAP 115 Z ¢ .00' S 5 110121.15,D 1.800.424.5555 O _ [fig I) CONTRACTOR TO E%TEND E%. FINISH GROUND ELEVATION EXSITNG GROUND ELEVATION CB NO 1.0 1.00 ,1,,- V) PERF.PIPE MATCHING N ELEVATION AND DIRECTION. Q IE 8"PVC-119,12 C O O _ - 110 110 Z J Z 1 a a FINISH GROUND ELEVATION IXSIMG GROUND ELEVATION J I z -O I a -0•�r00 0+65 J 6 LF 8"PERF, O 5=0.0000 m 8 - A-LINE g I I cS n r q SDCN'1 21 LFS-50, 1.37 I - I - „ F D-LINE PROFILE J 5=0.0036 D-LINE C-UN E NOTE, 0+57 CB IRS O.67 NOTE 1 1 ° -0-10 0+00 1.00 1+75 r Q V OFS'NTl �,- 37 LF 8"PERE, / 4 ■ `'� i6 5=0.0000 CB r CB T7 0a¢' � N N o CH NT yo� s o�. I. - -- � f A-LINE PROFILE W� W -0.0000 -OEI °FP I C-LINE PROFILE 50 LF 8 PERF,5 . B NT4 �,•9� ■ ■■ 1 20 0 N �1 B LINE 19 OF 8"PERE, CB NT8I i 20 N a I S=0.0000 15(F ci' 01 0 Z i saPo4psa SCALE: 1" = 20' C �rs0co N, NORTH C� V -- 199,71' I PROFILE SCALE - - -- - -- I --_ GRAVEL TRENCH BED EXTENTS EXILING r N ,58757'24"E ��-- - �� HORIZONTAL:1' 20' - - I I � VERTICAL:1°=5 C - ar �. .' B N 2 a Ear ar r [ar ar ce N1-1 I o 135 135 T - , EXISTING GRAVEL TRENCH BED EXTENTS n^^ GENERAL STORMWATER NOTES. ; $8 �. w I. 8 I PROPOSED GRAVEL TRENCH BED EXTENTS a 1. ALL DOWNSPOUTS SHALL BE CONNECTED TO A CONCRETE INLET STRUCTURE WITH 130 18 ^ $ �'- x x ' 130 so ■■■. Z SUMP,YARD DRAIN,CB TYPE I OR IP,PRIOR TO DISCHARGING TO THE INFILTRATION 80 =IB- �� 3 g$ a }y, ; pEni CB N7-20 I'ERF w - TRENCH. SEE ARCHITECTURAL PLANS FOR DS CONNECTION POINTS. w „, - Q 51 8 _�aoQ 52.0'��o J B♦-nB�WW Gox. H♦nnRWW t^x mo y2 - � ■ d OZ � /w 125 cm,`rn¢WW ��pw Ww 125LU ■ v+ -- A ■ 135 135 _ " ■ J ■ a Ole 19 LF 8°PERF, 24 DOUG 120 LF 8°PERF - N AI ■■■■ d U 5=0.0000 120 �= _ --- LU ----- ---- 130 a , x 130 SDCO N7-1Sw O _ �.■. ii 25 LF 8 SO. - - y PROFILE SCALE S So 5=0.004040 ____ • W HORIZONTAL:1"=20' Pi= VERTICAL:1"=5 I��6)8 8 n`r a 61 8 8i 115 115 - O W FINISH GROUND ELEVATION EXSITNG GROUND ELEVATION ■ry N 125 In 19 LF 8°PERT, S=0.0000�i 125 ~ ` TII 120 38 LF 8°PERF,_5-0.0000 1- LF 8°PERF,5-0.0000 37 LF 8°PERF,5=0.0000 120 m ______ _____ __ ______________________ ____ _______ O _ _________ O ______� -O.10 O.00 O.75 C-LINE PROFILE L. � 115 115 I ERa ■ 4 '` 1 .1 FINISH GROUND ELEVATION EXSDNG GROUND ELEVATION I a I 6 1Iu I /R 32226 O 1. �C G,c F 110 110 i� PE r � I w GIST E�SS ENG 1 PROPOSED GRAVEL TRENCH BED EXTENTS D 7GNAL; 1�26�26 EXISTING GRAVEL BED EXTENTS a a CITY OFARLINGTON ____ I= SCALE: 1"=20' CONSTRUCTION DRAWING REVIEW APPROVAL r F 19)CO N1-2 DRAWN BY: T.ZEMPEL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE -- -- __ 99.7r I DESIGNED BY: T.ZEMPEL -0.10 0.00 1.00 2.0®05 CONDITIONS ON THE TITLE SHEET. s67•sr24"E --�-"--- - I DATE: 01.25.2026 _ _ EXISTING GRAVEL TRENCH_BED EXTENTS I"' ,,,BY: _ --------'- - - I x I 106 NUMBER: 78098 Development Services Manager ----'- P 9e 7 I :� /V ---- B-LINE PROFILE __ I I � DWG NAME 190997ACOS.PLN2.DWG DATE: THIS APPROVAL VAUD FOR 1 B MONTHS GRAVEL TRENCH BED EXHIBIT SHEET NUMBER: C2.3 SE/4 SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY STD.CAST IRON FRAME 10" AND GRATE,UNLESS ANCHOR CURBS WITH 1/2"DIAMETER x 24"LONG REPAIR. WELD 15/8'MIN. OTHERWISE NOTED IN 2-1/2° 5" 2-1/2" WASHER TO TOP OF REBAR. WASHER OD=1.25•TO 1.5".END OF STORM STRUCTURE REBAR AND WASHER TO BE FLUSH WITH TOP OF CURB. TYPICAL 2 2 3/8'MAX TABLE 1 1/2"R 1-1/2"R REBAR PER CURB SECTION. 4,I RESERVED - 2 EA.�4 yll II~ _ TYPE 1 CATCH REBAR PARKING o 0 0 \\ BASIN OVERFLOW ELEV. OF NEATLY MUD AROUND PIPE T1=120.45 INSIDE AND OUTSIDE OF 2.5" OO O C CB T5=12045 CATCH BASIN 1°DIA.HOLE(2 U.) E 7/8'MIN. PLAN STORM PIPE OUTLET Sound Development Group ENGINEERING,SURVEYING&LAND DEVELOPMENT SERVICES 7/16"MAX. - 90'ELBOW P.O.Box 1705•1111 Cleveland Avenue,Suite 202 6„ iuui BOTTOM R ADJACENT Mount Vernon,WA 98273 Tel:360-404-2010 DEPTH OF 5"_ GRAVEL TRENCH BED(BGTB) PIPE INVERT(IE) THROUGH JOINT SHEET REVISIONS: 1o' 22' 8" 22' 10' i NO.DATE DESCRIPTION APPROVED 72" I I ELEVATION _� 1 10.16.25 PRE-APP SITE PLAN EZEMPEL --- --------------- f 4000 CONCRETE 2 12.06.25 SITE PLAN/CNILS T.ZEMPEL/P.SEVERIN P.:.L u VAN ACCESSIBLE 1'R 1'R 2 EACH CONTINUOUS#4 REINFORCING REHABS WEIGHT=205 lbs.CONCRETE NORVEST PARKING GENERAL NOTE: PRODUCT OR EQUAL 1, DETECTABLE WARNING PATTERNS SHALL BE ACHIEVE THE CEMENT BEXORE r CEMENT CONCRETE PARKING CURB DETAIL (_B� RUNCATED DOME DIMENSIONS AND SPACING SHOWN. INSTALLING CBRB Do ro SCALE HANDICAP SIGN DETAIL �1 GENERAL NOTES: NOT TO SCALE �� 1. INSTALL OVERFLOW CATCH BASIN WHERE OF IS INDICATED IN STORM STRUCTURE JOINTS DETECTABLE WARNING PATTERN DETAIL D TABLES NEE TO THE INVERT ELEVATION(O THE APPLICABLE DIRECTIONAL PIPE. —luCALL 48 HOURS JOINTS SHALL BE PLACED AT 10'INTERVALS.JOINTS SCALE: N.T.S. 2. ELBOW SHALL BE OF THE SAME SIZE AND MATERIAL AS THE OUTLET PIPE, BEFORE YOU MG G SHALL BE CUT VERTICALLY AND TO A DEPTH OF 5 INCHES. 1.800.424.5555 CONCRETE EXTRUDED CURB DETAIL �A1 CATCH BASIN WITH OVERFLOW ELBOW DETAIL �E1 SCALE: N.T.S. NOT TO SCALE Z j RIM=120.99 La j CB AS NOTED O ` SOLID CA NEATLY MUD AROUND PIPE Jr WIDTH PER PLAN 1g° INSIDE AND OUTSIDE OF SEE TYPICAL SITE PAVEMENT 2' - CONCRETE PAD 120.35 CATCH BASIN SEE ASPHALT CROSS SECTION DETAIL FOR ASPHALT SECTION - SEE TYPICAL SITE PAVEMENT 2' 6= 1%MIN OR DETAIL FOR PAVEMENT SECTION WIRE MESH STORM PIPE IN/OUTLET O o ,n DETAIL FOR ASPHALT SECTION o o AS INDICATED 6%6 10 GALA Q 0 1%MIN OR SLOPE VARIES �4 REBAR d. ` SLOPE VARIES 6 AS INDICATED ,.'-'.�': 4"AT PICNIC AND BIKE RACK AREA d AS INDICATED AS INDICATED CONCRETE SIDEWALK g S SD •, * NO TE(NO THICKENED EDGE) - - 119.10 CONCRETE SIDEWALK ��-� '-' SOLID CAP V/V//V//V//V/ V//V//V//V// V/%V/%V/%V��\.AAiAAiAAi�\��\,� V/V/V/AVwAwA��A�%�/%�/%�/%////%//%\//%v//AA /VA//VA/�\�[vV/�/V�/V�/V�/V A�\OVA//VA//�� \� Cs A A�////jV�/j�NAm[ai[Rw•�jV�/jV�/jV�/jVA V 6'MIN.GRAVEL BASE COMPACTEDMATERIAL ////�/\//�//�� / ///��//✓%//i//��/�//�/�//�//�/\/\ TYPE IL TO 95%OF MAX.DENSITY. \/\�\\�\\�\\/\\'!�\�\/\�/.\/\/\, \ 6'MIN.GRAVEL BASE COMPACTED 2 14 REBAR ENTIRE LENGTH •• NATNE SOIL SHALL BE STRIPPED AND REMOVED 95%OF MAX. GRAVEL E COMPACTED TO 0 9s%of MA.DENSITY.2 X4 REBAR ENTIRE LENGTH TO THE SATISFACTION THE ENGINEER PRIOR GENERAL NOTE GENERAL NOTES: m GENERAL NOTE: TO PLACEMENT OF GRAVEL BALLAST 1 INSTALL FLOATABLL CONTROL ALL CATCH BASINS THAT WILL RECEIVE WATER GENERAL NOTE AREAS NOT ADJACENT TO PROPOSED ASPHALT AS INDICATED ON THE SITE PLAN SHALL NOT HAVE SEE ARCHITECTURAL PLANS FOR ENCLOSURE DETAILS ON DUMPSTER PAD. THROUGH THE GRATE AND DISCHARGE TO A GRAVEL TRENCH BED TO THE WEST AREAS NOT ADJACENT TO PROPOSED ASPHALT AS INDICATED ON THE SITE PUN SHALL NOT HAVE A THICKENED CONCRETE EDGE.AND SHALL BE CONSTRUCTED AS INDICATED. ALL CONCRETE 2. SYSTEM OVERFLOW TEE TO DISCHARGE TO CITY SYSTEM A THICKENED CONCRETE EDGE.AND SHALL BE CONSTRUCTED AS INDICATED. ALL CONCRETE SIDEWALKS SHALL BE CUSS 300 WG THE SUBGRADE PREPARED PER SPECIFICATIONS.NOT ADJACENT TO PROPOSED ASPHALT SHALL BE 4'CONCRETE OVER 6'GRAVEL B OORROOWW WITH T CEMENT CONCRETE PAD AND DUMPSTER PAD DETAIL N SIDEWALKS SHALL BE CUSS 3000. SIDEWALKS NOT ADJACENT TO PROPOSED ASPHALT SHALL BE 4"CONCRETE OVER 6"GRAVEL BASE WITH THE SUBGRADE PREPARED PER SPECIFICATIONS. NOT TO SCALE RAISED CONCRETE SIDEWALK DETAIL CATCH BASIN WiTH FLOATABLES TEE CONCRETE SIDEWALK AT RAMP DETAIL (T1 NOT To SCALE NOT To SCALE a NOT TO SCALE F z W 0 p a Z U O V Ln w F UJI LU OR NATIVE MATERIAL 2 AS REQUIRED PER PUNS � r PARKING LOT SECTION ASPHALT OVER IGENERAL NOTES: TRENCH NOTES: N a2 1/2"(1/27 HOT MIX ASPHALT-HMA 4"(1/27 HOT MIX ASPHALT-HMA NOTE-1 RESTORATION SHALL CONSIST OF REMOVING ALL ROCKS GREATER THAN O O GRAVEL BORROW PLACED IN LOOSE LIFTS NOT EXCEEDING 8"IN 2°CRUSHED SURFACING BASE COURSE 2"CRUSHED SURFACING BASE COURSE 1°IN DIAMETER,BLENDING THE TOP OF THE TRENCH WITH THE - DEPTH AND COMPACTED TO A MINIMUM OF 95%MAXIMUM DENSITY AT 10'MIN.GRAVEL BORROW MIRAFI 140N FABRIC OR EQUIV. SURROUNDING GRADE AND REMOVING ALL SPOILS FROM THE SITE. I� LOCATIONS WHERE REQUIRED AND/OR SPECIFED.THE PERCENTAGE CONTRACTOR i0 INSTALL 8"OF O it l- o o PASSING THE#200 SIEVE SHALL NOT EXCEED 5%.NATNE MATERIAL, 1 1/2"MINUS WASHED ROCK IF THE EXISTING GRAVEL SHOULDER IS DISTURBED,REPAIR ,III WHERE ACCEPTABLE,MAY BE USED OUTSIDE OF PUBLIC FROM CURB BREAK TO BOTTOM / 12" ACCORDING TO THE FOLLOWING REQUIREMENTS: IV RIGH-OF-WAY.PLACE NATIVE MATERIAL IN LIFTS NOT EXCEEDING 12 OF BIORETENTION CELL \/ w< A 6"OF 5/8"MINUS CRUSHED SURFACING TOP COURSE INCHES AND COMPACT TO A MINIMUM OF 90%(THE TOP 4'SHALL BE a PER SECTION 9-03.9(3),TO BE COMPACTED TO 95%OF COMPACTED TO A MINIMUM OF 95%). T Z MAXIMUM DENSITY. O 6"OF SAND,BUCKSHOT OR GRAVEL 100%PASSING THE 1/4" CB CB SCREEN TO BE HAND-COMPACTED ABOVE CROWN OF PIPE. L. S B. GRAVEL BORROW AS NECESSARY TO PREPARE ROAD PER G W,. _ SECTION 4-02 COMPACTED TO 95%OF MAXIMUM DENSITY. 5 O O HAND-COMPACTED SAND,BUCKSHOT OR GRAVEL 100%PASSING �� OF N� PLACE IN LOOSE LIFTS NOT EXCEEDING EIGHT INCHES. THE 1/4"SCREEN TO BE TAMPED AROUND AND UNDER THE PIPE. 3 THICKNESS EQUALS OUTSIDE DIAMETER OF PIPE. //� PIPE BEDDING AND COVER MATERIAL SHALL BE USED IN ALL //\/\/ ��//\ 1 /�// TRENCHES REGARDLESS OF LOCATION.GRAVEL BORROW TRENCH { MO4 6"OF SAND,BUCKSHOT OR GRAVEL 100%PASSING 1/4' \j` BACKFILL SHALL BE USED IN ALL TRENCHES UNDER CRUSHED ROCK, SCREEN,HAND-COMPACTED. 4 CONSTRUCTION TRAFFIC AREAS,AND WITHIN FOUR FEET OF THE At GENERAL NOTES: ABOVE-MENTIONED CONDITIONS. - O TRENCH LINE. R 32226 FGISTE 4i 1. ALL ASPHALT SHALL IM HOT MIX ASPHALT CONFORMING TO SECTION D AS A THE ABUTS E STANDARD SPECIFICATIONS, NOTE•3 ANY SPECIAL CONDITIONS MUST FIRST BE APPROVED BY THE =ll Qfi UNDISTURBED EARTH. CURB BREAK DETAIL �� FSs COMPACTED TO A MINIMUM OF 91%RICE DENSITY. WHERE PROPOSED ASPHALT ABUTS EXISTING ASPHALT,THE ENGINEER. � TONAL E EXISTING ASPHALT SHALL BE SAW CUT FULL DEPTH AND TACK COATED IMMEDIATELY BEFORE PAVING. ALL SURFACE O O7 SURFACE RESTORATION SHALL BE IN ACCORDANCE WITH GENERAL NOT TO SCALE 1/26/26 JOINTS SHALL BE SEALED WITH AR 4000 W AND SAND,APPLIED WITH HEAT. NOTE-4 SAWCUT EXISTING ASPHALT 1'BEYOND EDGE OF TRENCH. TACK COAT NOTE-1. FACE OF SAW ITT AND SEAL JOINT WITH CSS-I AND SAND,APPLIED SCALE AS NOTED 2. CRUSHED SURFACING BASE COURSE SHALL CONFORM TO SECTION 9-03.9(3)OF THE 2025 STANDARD SPECIFICATIONS, WITH HEAT. '....:8^ O O8 IN TRENCHES WITH SOFT,YIELDING MATERIAL,AS DIRECTED COMPACTED TO A MINIMUM OF 95%MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING. ALL CRUSHED MIN. + '.'ICI. OO BY THE ENGINEER,THE CONTRACTOR SHALL OVER-EXCAVATE TO DRAWN BY: T.ZEMPEL SURFACING SHALL BE SPRAYED WITH SOIL RESIDUAL HERBICIDE A MAXIMUM OF 24 HOURS PRIOR TO PAVNG, NOTE-5 ALL DENSITIES FOR GRAVEL SHALL BE PROCTORED USING ASTM D- 2'BELOW PIPE INVERT AND BACKFILL WITH 2 1/2-MINUS ACCORDING TO SECTION 5-04.3(5)D OF THE 2025 STANDARD SPECIFICATIONS. 1557.ASPHALT SHALL BE PROCTORED USING STATE APPROVED BALLAST AGGREGATE THE BOTTOM OF PIPE BEDDING. DESIGNED BY: T.ZEMPEL METHODS.DENSITIES SHALL BE DETERMINED USING A NUCLEAR 3. GRAVEL BORROW,A MINIMUM OF 12 INCH COMPACTED DEPTH SHALL SUPPORT ALL PAVEMENT.GRAVEL BORROW WITH DENSOMETER CONFORMING TO ASTM D-2950. ® O PLACE DETECTABLE TRACER TAPE(MIN.1'ABOVE PIPE)PER CITY OF ARLINGTON LESS THAN 5%PASSING THE 200 SIEVE,SHALL CONFORM TO SECTION 9-03.14(1)OF THE 2025 STANDARD „ I SECTION 9-15.18 OF THE 2018 STANDARD SPECIFICATIONS. CONSTRUCTION DRAWING REVIEW APPROVAL DATE 01.25.2026 SPECIFICATIONS COMPACTED TO A MINIMUM OF 95%MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING NOTE-6 AT LOCATIONS WITHIN THE EXISTING ASPHALT ROADWAY OR WHERE 6�--t1 Oop00000p p 0000 EXISTING GRAVEL MATERIAL MAY BE UTILIZED AS GRAVEL BORROW AS DETERMINED BY THE GEOTECHNICAL ENGINEER. THE EDGE OFT THE mUTILITY NCH TRENCHE IS E BLESS THAN 4'FROM THE COMPACTED EDGE v 1 O O o 0 0 o O o no0 O oo J O " SEWER BEDDING SHALL BE BUCKSHOT OR PEA GRAVEL ONLY. JOB NUMBER: 18098 OF 0 0 o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE 4. THE EXCAVATED SUBGRADE SHALL BE FREE OF TOPSOIL,ORGANICS,AND OTHER DELETERIOUS MATERIAL,COMPACTED GRAVEL BORROW AS SPECIFIED IN THE GEOTECHNICAL REPORT. =_- I- CONDITIONS ON THE TITLE SHEET. DWG NAME 18098 TACOS.PLN2.OWG TO A MINIMUM OF 95%MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING,PREPARED CONFORMING TO `lll-l�III�IC�IF SECTION 2-06.3(1)OF THE 2025 STANDARD SPECIFICATIONS AND APPROVED BY GEOTECHNICAL ENGINEER. -II�II�IK BY: SHEET NUMBER: ASPHALT PARKING TYPICAL SECTION DETAIL TYPICAL UTILITY TRENCH DETAIL � Nova Heaton,PE,Development Services Manager ■ww-w NOT TO SCALE NOT TO SCALE DATE: THIS APPROVAL IS VALID FOR 18 MONTHS f- S■1 SEA SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY o NOTES \ r� 1. Knockouts shall have a wall thickness of 2"(in)minimum to 2.5"(in)maximum. F 2. For pipe allowances,see Standard Plan III3. No steps are required when height is 4'(R)or less. o MANHOLE RING AND COVER .- CIRCULAR ADJUSTMENT SECTION Sound Development Group 6-GASKETFD� l�J R MANHOLE DIMENSION TABLE ENGINEERING,SURVEYING&LAND DEVELOPMENT SERVICES CAST IRON LOCKING CAP A'H P.O.Box 1705•1111 Cleveland Avenue,Suite 202 RING AND COVER FLAT SLAB TOP DIAM. MIN. MIN. MAXIMUM MINIMUM Mount Vernon.WA 98273 Tel.360-404-2010 ONE SIZE URGER G.THAN PIPE OV, WALL BASE KNOCKOUT DISTANCE S LABELED EWER' THICKNESS THICKNESS SIZE BETWEEN SHEET REVISIONS: CLASS 1000 n--I-I\ KNOCKOUTS NO.DATE DESCRIPTION APPROVED CONCRETE NX-SO PAVED ly--IL.IIJI SURFACE I 10.1625 PRE-APP SITE PIAN T.ZEMPEL 12^� 4B" 12.0fi.25 SITE PUN/CNILS IIEMPEL/P.SEVERIN 3- UNPAVED AREAS SEE TABLE 64" 4.6" 8" 42" 8" MECHANICAL END STEPS OR LADDER 7Y' B" B" so.. 12" OF PIPE PLUG. WITH FLG. S" 12" 1 72" 12" CHERNE TYPE GROUT W. S" 12" 11, 12" WYE DDD PRECASTRISERSECTIONS 120" 10" 12" N" 12" CALL 48 HOURS (SEE NOTE 2) D�o$D BEFORE YOU DIG D D O € 1H" 12" 12" 1011" 12" 1.800.424.5555 PAVED AREAS --* 24:1 SLOPE CHANNEL AND SHELF Z 2' aj 20 'O^RIM REINFORCING STEEL ITYP.) �Y, HE/l.,y J 12"CAST IRON LOCIQNG RING AND COVER �Ja DF WASW,* II• O OLYMPIC M1025 OR APPROVED EOUAL tY Ae. t�o j. 2! NOM GRAVELBACKFILLFOR.// t. oA6SgB01 ST80.�O6�� yb 1.CLEM-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. PIPE ZONE BEDDING SEPARATE BASE INTEGRAL BASE "ZONAL T'� - 0 O n PRECAST PRECAST WITH RISER rr�� pp Hcilmnn,Julic O W 2. A SANITARY TEE,SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. yw+G Jun25201]2:59 PM 4 C_ Hlaaa 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO 00 PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO MANHOLE TYPE 3 i/ Z BUILDING IS ACCOMPUSHED. 0) STANDARD PLAN 0-15.60.02 O Q y or PUBLIC WORE9 STANDARD DETAIL SHEET 1 OF 1 SHEET Prnr+n STANDARD DETAIL NUMBER APPROVED FOR PDBLIGATION • sEwee cLEANouT SS—O80 � aaa ca GREASE INTERCEPTOR (1000 - 3000 gal.) //ww 19604 67TH AVE HE ARLINGTON,WA 98223 Y/ THIRD SIDE SEWER 48•MANHOLE (360)435-5531 WWW.CUZCONCRETE.COM J IF THERE IS NO THRU CHANNEL a� 6-MIN DIVIDERS 6•MIN DIVIDERSaaa rW SIDE SEWER • ( \\ SIDE SEWER SLOPE W. WQ •4".MIN 32 = MIN CHANNEL ELEVATION !nIaaa Weight(lb) SC(Gal./in) LC(Gal./in) L W H I O 2X 024" U) 1000 Gal. 10898 7.15 14.31 99 64 69 53 50 012 T 0 P VIEW BUILT UP CONCRETE 1250 Gal. 11972 6.73 13.46 99 64 80 64 61 Or CHANNEL DIVIDERS 1500 Gal. 15324 9.17 18.33 114 72 80 64 61 024"(3000 GAL.ONLY) O�♦ 1750 Gal. 15746 8.93 17.86 114 72 86 69 66 V 3000 Gal. 26798 14.87 29.75 151 86 96 75 72 C 0.511 Lap SLOPE �,�a 8"H-20 TRAFFIC LID S* Y1^" �F W y��Cp l.� GENERAL NOTES d�ilP �r�': �2 • ALL DIMENSIONS IN INCHES d CONCRETE 28 DAY COMPRESSIVE STRENGTH FC: LARGE COMP. \� 3 40 0 ovs1 2/3 GAL. �' '� �� • REBAR R4 ASTM A-615 GRADE I (LC) �' uU RF 32226 60 �` GI STER • DL: 361N EARTH COVER nHn FS3/OVAL Ep1G\ ILL: 25 SNOW • SOILS: 2000PIn RI" nOn 1/26/26 • WATER PRESSURE:62.4PSF FLEXIBLE PIPE ADAPTER PRESS SCALE: AS NOTED PLAN SEAL 41N CAST-A-STEEL 30" CITY OF ARLINGTON 48^TYPE I OR II SEWER MANHOLE JOINT MATERIAL MEETS �. CONSTRUCTION DRAWING REVIEW APPROVAL DRAWN BY: T.ZEMPEL FEDERAL SPECS.SS-S-0021J DESIGNED BY: T.ZEMPEL LaM D�eStTmrt or Pueuc Boas • RISERS AS REQUIRED♦'Ey O '"ate" $TANDARD DETAIL •.. .• � . •.• .. - �� D • Pa nmJ.. STANDARD DETAIL NUMBER H-zo LOAD SMALL COMP. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE DATE: 01.25.2026 CONDITIONS ON THE TITLE SHEET. �®os MONITORING MANHOLE SS-130 4„ 12" C (SCE AL. JOB NUMBER: 18096 LEFT SECTIONAL VIEW FRONT SECTIONAL VIEW BY:_-__-- - - Development Services Manager DWG NAME 18098 TACOS.PLN2.0WG SECTION C-C DATE: THIS APPROVAL VALID FOR 18 MONTHS SHEET NUMBER: C3.2 SE/4 SECTION 19 TOWNSHIP 35,RANGE BE,SEDRO-WOOLLEY,SKAGIT COUNTY 1299CGD \ B APPROX.DRAIN AREA=82.875Q IN APPROX.WEIGHT=IUSD LISS _T� 3 2 - 6' T Sound Development Group ENGINEERING,SURVEYING It LAND DEVELOPMENT SERVICES P.O.Box 1705.1111 Cleveland Avenue,Suite 202 Mount Vernon,WA 98273 Tel:360-404-2010 3' 3' SHEET REVISIONS: s AIR CAP O D NO.DATE DESCRIPTION APPROVED 1 10.16.25 PRE-APP SITE PLAN T.ZEMPEL zI n .TBS .Pro gp�gx$ A O A 2 12.06.25 SITE PLAN/CIVILS T.ZEMPEL/P.SEVERIN OI ur 12"MIN Fr 30'MAX a L22fi4 DIRECTION OF FLOW CALL 48 HOURS ELEVATION BEFORE YOU DIG 1.800.424.5555 9 01998 NOTES AND MATERIALS: MATERIAL LIST: Z J ( ) 2'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. UL-FM LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE BACKFLOW ASSEMBLY INCLUDING TWO Q Q O 2'BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. BALL VALVES,AND TESTS COCKS. J INSULATED PROTECTIVE ENCLOSURE(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS. Oj 2"HOPE CTS CLASS 200 HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND (D THE PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH DRAINS AT BOTH ENDS OF THE BOTTOM SUFFICIENTLY 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. SIZED TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE OF RELIEF VALVE PORT(2-MIN). G O 2'COMPRESSION ANGLE METER BALL VALE(LOCKABLE). O 90'ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL O METER(SIZE AS SHOWN IN PUN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE. LIl/11/11(ll \\I\L11L\\J1\\\�L\1\1\I � r CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2". © METE O(TRIP). BBOXSH L BE MIDSTATES PLASTICS(1730-18)W/SOLID DI LID WITH 1 3/4"HOLE FOR TOUCH E I� O O o W` w 2'ANGLE METER CHECK COUPLING(LOCKABLE). NOT , d r 1. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER. OB COMPRESSION x FIPT ADAPTER WITH PLASTIC PLUG. 2. THE ENCLOSURE MUST BE INSTALLED ON A 4'THICK CONCRETE PAD. SECTION A"A //� 9O EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL 5'BEYOND EASEMENT LINE. 3. AN ELECTRICAL OUTLET MUST BE PROVIDED. (4 10 METER LENGTH BUNK STUB FOR A 2"METER,W-17-1/4'. 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA DIMENSIONS ARE FOR REFERENCE ONLY O O ACTUAL DIMENSIONS MAY VARY O V 11 2'METER SETTER,FORD OR MUELLER. 5. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. DIMENSIONSAREININCHES OUALITY:MATERIALS SHALL CONFORM TOASTM A536 GRADE 708105 12 BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. PAINT:CASTINGS ARE FURNISHED WITH A BLACKPNNT LOCKING DEVICE AVAILABLE UPON REQUEST r/1F� Ty qM DIPAInIEW OF PUBLIC WORM y Nss DEPARTMENT OF PUBLIC WINDS THIS PRINTOISCLOSES SUBIECTNATTER N." DRAWN BY EK YATERYL N vUldes W W STANDARD DETAIL Oft5TANGARD DETAIL MOPusTHASPROPRIETARYUGHTS.THERECEIPT DUCTIMIRON /// BUF.'assr. Nnvt•a STANDARD DETAILS Nnnna. STANDARD DETAILS ORPOSSESSO OFTHISPRINTDOESNOTCONFER DATE 0saa NHNPNjou-wa NUMBER NUMBER TRANSFER.ORLCENSE iHEUSEUTHEDENGNOR Ny10p188tI FAX OT41 NYNaD " 2" AND SMALLER REDUCED PRESSURE BACKFT.OW ASSEMBLY TECHNICAL INFORIMMIN SHOWN HENEN nEWOEoar G. PROJECT NORUYE wXX.ayaPlNw.RNa 7 'Z 7 = NT-130 REPRODUCTION OF TNIS PRINT OR.""ORI M TRUE 4<ING't0 NON-RESIDENTIAL WATER SERVICE W-050 "PlING,�o (RPBA) 2" AND SMALLER CONTNNEDHEREINORMONUFACTUREOFW GAE Nao-1a UNDOYENUTE N ARTICLE HEREFROI3,F011 THE DBCLOBU RE TO O11ER5 ISFORSIONIN E%CEFTBYSPECIFICNeTTI DWO BQE A SCALE 1. STUFFY fOFI DWG NQ NN1A1H3N REV E BJ PERMIBBION FROM MORAST. a NOTES Z W 4'-P YNIANBI- SEE COMRMC! S A SEE CONTRACT PUNS A I. At ma—crosswalks,the wnnrf�DOh between 0,8 larding and the O Q 1MI T nfe,-SEE roedwa t rd Contained wiMin the swift of Me crosswalk martin Nr ITYP.j NSE SEEI SEE NSOTET19 IAN CURB MI )F a0.10 S�ESiRIAN CURB- YmUs 95 _.NURD PUN FJo.10 �'W - 2. Mere"GRADE BREAK'is rolled out the en0re length of the grade ` 1/41NNG break beMreen Me two adjacent surface planes shall be flush. r B 3. Do rat place Gatings,Junction BOxes,Acces.S Co...or other app. - d Z CURB AND GUTTER / nances on any part of the Curt Ramp or Lending,or m the Depressed *� \ IOEwuK SIDEYallR */ G Curt and Gunter where the Landing cenneCts t0 the readway. V O \W\1r / 4. See Conhad Plans for the our,design speciNNI.See Shndand Plan — F-10.12 for Curt,Curb and Gutter,Depressed Curb and Gutter,and V) F CURB RAMP CURB AND G TTER Pedestrian Curb details. W SEE CONTRACT PUNS ` pEIECTTA ABLE WMxPNG BURFACE- U CURB RAMPIN rC UNIX F�aU10 5 See Contract PlaSeeSsundandPns for �dM and pleeL¢ment Of sadmalk Deteil5. `Q SEE STANDARD RAX F_ SEE CONTTUCT P S 8. The Bid tBm-Cement Concrete Curb Ram T OOBs n01 irndUOe r FACE OF CURB € FACE OF CURB F DEPRESSED CURB AND GUTTER p W — y DEPRESSED CURB AND GUTTER dW adjacent Curb,Curb and Gutter,Depressed Curb and Gutter W CRp ease ( CROSSVIVI( Pedestrian Curb,or Sidewalks. W 7. The Curb Ramp length is not required to exceed!15 feet(unless otherwise LNG NURF - PLAN V.S. shown in the Contras Plans).VVhen applying the 15-foot max.length, TYPE PARALLEL A SEE I—T TYPE PARALLEL B fine running slope of the wrt amp is allowed to exceed 8.3%.Use a single r censtant slope from bottom of amp to top of ramp to match into the sidewalk I r p— over a hanizonfal distance of 15 feet.Do not mClude abutting Ianding(s)in V+ Sff CONTRACTflAlB GRADE NHEAK the15-faot on—mess rement.When a amp is wnstrude i on a ratlius,Ore Q15-toot max.I ism easuretl on the inside radius along the back of the O FaR CRAURB ORN.1P iEMNGT�,161 SEE GREATENTATHW a IRON OEt ;.E_.'TA..ARpR NTER BLDPEP OF walkway. CONrxnCnOx.101xr EOwLLY SPACEDr-0'Mlx.oC. �-��-� 5 oaDNAY 8. Curb Ramps and Landings shall receive a brown finish.See Standard O Poossu in Cur,may O _ 9. Pedestrian Curt may Ce omittetl if the ground surface at the baG of the CEMENT coxoc�RRB PSE[EISimE BB g Urolx6 NOTE s �x F tatTERE Curt Ramp anchor Larding will be at the same elevation as the Curt SECTION O N Ramp or Landing and there will be no maledal M retain. YAKTTY') LEGEND ,BC SIDEWALK * 55%OR FOUR�RR RECOMMENDED FOR I-OFF 1.EITHER mRFCT P .fiY'P.) !-mlfl 5'-m MAX tTWJ CEBREI SEE NOTIFY (2%NI G� VJ, ,B- t SEE carRRAcr NANs sEE xoTET cRADE eRFAK v °E (�� of N ((� aIDEMWK GRADE BREAK ORApE BPEAK * ♦ *tt ** FOR%OR -WRAVt° 5E°ErgOTEOR DEBIGW .. P i *tea _ * _ I=* LURB RAMP wa'UF4 ENPAxsIox ADIxT(TYP.)- TT 2 ¢• .. PEDE sEE NDT�Ee twaxD , sEEauYDARDPuxPaodo op uAq C CURB PAYP .. UxwxB CURB RUW 32226 Q tVQ7sr�AFNi,RO P'101MFa�O.to SECTION FGISTER� SECTION B (ALONG D IxsmE RAUS AT BACK OF woman o _ x FSgY ENO\ ie zacao do 2ro ORAL KONG INSIDE RADIUS AT O OF warm-Nan p MENT N R ECURB SEE°xo m� erdyONAL 6�G` CITY OF ARLINGTON 1/26/26 e -CEMENTCON GtETE CURB RAMPTYPE CONSTRUCTION DRAWING REVIEW APPROVAL SCALE AS NOTED PARAYEL A-PaY uMR-sEE NOTE a unxr,sTRv J.24 2016]_IR Ai, DRAWN BY: T.ZEMPEL PARALLEL CURB RAMP THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. DESIGNED BY: T.ZEMPEL STANDARD PLAN F-40.12-03 SHEET t OF 1 SHEET BY: DATE 01.25.2026 PROYEDFOR i rt „" Development Services Manager JOB NUMBER: 18098 p,NrpraT.Y� r ISOMETRIC VIEW IawEnM VIEW TYPE PARALLEL A PAY LIMIT TYPE PARALLEL B PAY LNW DATE: -- THIS APPROVAL VALID FOR I6 MONTHS DWG NAME 18098 TACOS.PLN2.OWG w ----- SHEET NUMBER: C3.3 / SE/4 SECTION 19 TOWNSHIP 35,RANGE 5E,SEDRO-WOOLLEY,SKAGIT COUNTY GENERAL CONSTRUCTION NOTES CITY OF ARLING ION GENERAL CONSTRUCTION NOTES. 16.WHEN INFILTRATION FACILITIES ARE CONSTRUCTED,COMPACTION OF SOIL IS NOT ALLOWED,AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCAJION.VEHICLES SHALL NOT BE 1. ALL CONSTRUCTION AND MATERIALS SHALL CONFORM TO THE 2025 STANDARD SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL CONSTRUCTION AS PREPARED DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. BY WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION(WSDOT/APWA).REFERENCES WILL BE MADE TO THE 1.ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND SPECIFICATIONS, T STANDARD SPECIFICATIONS MANUAL AND THE STANDARD PUNS BOOK. AND THE CURRENT EDTON OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION(WSDOT)STANDARD SPECIFICATIONS FOR ROAD,BRIDGE,AND 17.IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION,THE CONTRACTOR SHALL NOTIFY MUNICIPAL CONSTRUCTION.A COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. THE CITY INSPECTOR 2. EXISTING UTILITIES HAVE BEEN TAKEN FROM AVAILABLE FIELD AND OFFICE RECORDS.THE CONTRACTOR IS RESPONSIBLE FOR UTILIZING THE ONE-CALL UTILITY LOCATE SERVICE,1-800-424-5555,A MINIMUM OF TWO WORKING DAYS PRIOR TO ANY CONSTRUCTION.DAMAGES TO THE EXISTING UTIUTIES RESULTING FROM 2.IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT,RIGHT-OF-WAY PERMIT,AND UTILITY PERMITS, THIS CONSTRUCTION SHALL BE REPAIRED BY AND AT THE CONTRACTOR'S EXPENSE. THE CONTRACTOR SHALL VERIFY ANY POTENTIAL UTILITY CONFLICTS PRIOR TO FROM THE CITY.ALL REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. CONSTRUCTION. SEWER SYSTEM CONSTRUCTION NOTES: 3.PRIOR TO ANY CONSTRUCTION ACTIVITY,THE DEVELOPER/CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY.THE 1.ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS,AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRES 3. THE CONTRACTOR SHALL MAKE DAILY EFFORTS TO KEEP THE SITE IN A NEAT AND ORDERLY CONDITION TO THE SATISFACTION Of THE OWNER,ENGINEER,AND THE CONTRACTOR SHALL SCHEDULE THE PRE-CONSTRUCTION CONFERENCE BY CALLING(360)403-3500.PRIOR TO SCHEDULING,THE CONTRACTOR MUST CITY APPROVAL CITY OF ARLINGTON ENGINEERING DEPARTMENT.IF CONSTRUCTION OCCURS DURING RAINY WEATHER CONDITIONS,THEREBY CAUSING DEBRIS TO BE TRACKED ONTO SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC CONTROL PUN,CITY PERMITS,TEMPORARY EROSION AND SEDIMENT CONTROL PUN,PERFORMANCE Sound Development Group THE EXISTING ASPHALT,THE CONTRACTOR SHALL CONSTRUCT A QUARRY SPALL ROADWAY 20-FEET WIDE BY 100-FEET LONG MINIMUM.THE CONTRACTOR IS BOND,COPY OF OTHER AGENCY PERMITS,A COPY OF THE CONTRACTOR'S LICENSE,AND PROOF OF INSURANCE COVERAGE. Pmen P RESPONSIBLE FOR DAMAGES TO EXISTING IMPROVEMENTS RESULTING FROM THIS CONSTRUCTION. 2.ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE ENGINEERING,SURVEYING&LAND DEVELOPMENT SERVICES 4.A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. PRECONSTRUCTON CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE.ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE P.O.Boa 1705•1111 Cleveland Avenue,Suite 202 4. DURING ALL PHASES OF CONSTRUCTION,THE CONTRACTOR SHALL SWEEP AND REMOVE ALL DEBRIS TRACKED ONTO THE EXISTING ROADS.FAILURE TO KEEP ROAD MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. Mount Vernon,WA 98273 Tel:360-404-2010 FREE FROM DEBRIS OFF EXISTING ROADWAY MAY CAUSE WORK STOPPAGE.THE CONTRACTOR SHALL ALSO WATER THE SITE(IF REQUIRED)TO REDUCE 5.ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PUNS.ANY DEVIATION FROM THE APPROVED PUNS WILL REQUIRE CONSTRUCTION DUST. PRIOR APPROVAL FROM THE OWNER,THE CITY ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. 3.ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO CONSTRUCTION.THE CONSTRUCTION STAKES MUST SHOW THE SHEET REVISIONS: STATOR AND OFFSET TO THE ALIGNMENT. NO.DATE DESCRIPTION APPROVED 5. AT ALL TIMES,TRAFFIC LANES SHALL BE MAINTAINED ON ADJACENT ROADWAYS TEMPORARY AND PARTIAL ROAD CLOSURES SHALL BE APPROVED BY THE CITY OF 6.ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE PUNS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE 1 10.16.25 PRE-APP SITE PUN T.ZEMPEL ARLINGTON ENGINEERING,FIRE,AND POLICE DEPARTMENTS PRIOR TO CONSTRUCTION.DURING CONSTRUCTION WITHIN THE RIGHT-OF-WAY,THE CONTRACTOR RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE AND NOT NECESSARILY COMPLETE.IT IS THE SOLE RESPONSIBILITY OF THE 4.THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN.THE INSPECTOR 2 12.06.25 SITE PLAN/CIVICS T.ZEMPEL/P.SEVERIN SHALL PROVIDE ALL LABOR,MATERIALS,AND EQUIPMENT FOR TRAFFIC CONTROL AND CONSTRUCTION WARNING/CONTROL SIGNS. CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS. SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. 6. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL,STATE,AND FEDERAL REGULATIONS CONCERNING DISPOSAL OF MATERIALS.ALL ASPHALT,CONCRETE,BRICK, 7.THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTIUTIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND 5.GRAVITY SEWERS,INCLUDING SIDE SEWERS,WTH,O 5 TO 0 FEET OF COVER SHALL BE PVC ASTI D SEWER, SDR 35.GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF AND STRUCTURES REMOVED FROM THIS SITE SHALL BE DISPOSED OF IN AN APPROVED SITE OBTAINED BY THE CONTRACTOR. UTILITIES LOCATE SERVICE(1-800-424-5555 OR 811)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. COVER SHALL BE DUCTILE IRON PIPE CLASS 52 OR C-90 PVC.IF DUCTILE IRON PIPE IS USED FOR SEWER,THE PIPE INTERIOR SHALL BE EPDXY COATED(NOT CEMENT-LINED) 7. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND APPLYING FOR ALL PERMITS ASSOCIATED WITH THIS CONSTRUCTION,NOT OBTAINED BY THE OWNER 8.INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ARLINGTON.IT SHALL BE THE AND/OR ENGINEER. CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE APPROPRIATE INSPECTIONS,ALLOWING PROPER ADVANCE NOTICE.THE INSPECTOR MAY 6.PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C- / REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT INSPECTION. 478,JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS.ALL LEFT HOLES CUT THROUGH 8. THE ENGINEER SHALL BE IMMEDIATELY NOTIFIED PRIOR TO CONSTRUCTION IF ANY DISCREPANCY IN PLANS AND EXISTING CONDITIONS IS DISCOVERED. 9.THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TRUCK. THE WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT ADDITIONAL WATERPROOFING MAY BE REQUIRED. CALL 48 HOURS 9. THE CONTRACTOR SHALL STOCKPILE CLEAN,NATIVE TOPSOIL MATERIALS,FREE OF SOD AND DEBRIS LARGER THAN TWO INCHES,TO BE USED AS FILL IN THE WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY INSPECTOR. PROPOSED LANDSCAPE AREAS.THE CONTRACTOR SHALL STOCKPILE EXCESS NATIVE MATERIAL ON THE SITE AS DIRECTED BY THE OWNER. UNSUITABLE NATIVE 7.SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKEIED JOINTS.SIDE SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A BEFORE YOU DIG MATERIAL SHALL BE DISPOSED OF BY THE CONTRACTOR AT AN APPROVED DUMPSITE RETAINED BY THE CONTRACTOR.DEBRIS AND STRUCTURES SHALL BE LITTLE CONTRACTOR SHALL MAINTAIN TWO(2)SETS OF"AS-BUILT"PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS.IMMEDIATELY AFTER NEW MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE.WYES ARE NOT ALLOWED ON LINES 8"OR LARGER.SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY 1.800.424.5555 REMOVED FROM SITE AND DISPOSED AT AN APPROVED DISPOSAL SITE RETAINED BY THE CONTRACTOR. CONSTRUCTION COMPLETION,THE CONTRACTOR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY.THE CITY WILL FORWARD ONE OF THE THE CITY INSPECTOR. COPIES TO THE DESIGN ENGINEER. 10. ALL PORTIONS OF THE SITE UNDER THE PROPOSED ASPHALT AND SIDEWALK AREAS SHALL BE EXCAVATED TO EXPOSE A NON-ORGANIC MATERIAL SUITABLE FOR 8.ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE PROPOSED FINISHED SUBGRADE,OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER CONSTRUCTION,OR PER THE GEOTECHNICAL ENGINEER'S DIRECTION.. MC NOTES: SHALL BE PLASTIC,NON-BIODEGRADABLE,METAL CORE,AND DETECTABLE,WITH BACKING MARKED"SEWER". I 1.APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL(TESC)PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR STORM U 11. ORGANIC MATERIAL DESIGN.L DISCOVERED DURING SUBGRADE EXCAVATION AND SITE PREPARATION SHALL BE ENTIRELY REMOVED AND DISPOSED Of BY THE CONTRACTOR 9.SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH POWER,GAS,TELEPHONE,CABLE,AND OTHER UTILITIES.SIDE SEWERS SHALL BE A MINIMUM OF AT THE CONTRACTOR'S EXPENSE,OR AS ADVISED BY THE GEOTECHNICAL ENGINEER. 10 FEET BEYOND PROPERTY LINES AND 5'BEYOND ANY EASEMENT. A 2.A IESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR APPROVAL 12. DURING PERIODS OF RAINFALL,THE CONTRACTOR SHALL PREVENT WATER FROM STANDING ON THE SUBGRADE OR ON THE PREPARED GRAVEL SUBGRADE.THE PRIOR TO ANY WORK ON THE SITE.AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE CITY INSPECTOR AT THEIR CONTRACTOR IS RESPONSIBLE FOR SUBGRADE PROTECTION,REPAIR AND REPLACEMENT OF SUBGRADE MATERIALS SHALL BE PAID FOR BY AND AT THE REQUEST. 10,THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT.THE SEWER PIPE SHALL CONTRACTOR'S EXPENSE.STORM RUNOFF SHALL BE DISCHARGED TO THE STORM SYSTEM OR AN ON SITE LOCATION THAT WILL NOT IMPACT THE NEIGHBORING BE INSTALLED WITH THE BELL END UPSTREAM. L PROPERTIES OR THIS PROJECT.THE CONTRACTOR IS REQUIRED TO PROVIDE TEMPORARY DITCHING AND PUMPS TO REMOVE ALL STANDING WATER FROM THE WORK 3.THE TESC EVE'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES,AND IN SUCH A MANNER AS O AREA TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR VIOLATE APPLICABLE WATER QUALITY 11,ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND W1SHA. STANDARDS.MAINTENANCE,REPLACEMENT,AND UPGRADING OF THE BERG PLAN IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION L 13. AGGREGATE FOR GRAVEL BORROW SHALL COMPLY WITH SECTION 9-03.14 OF THE 2025 STANDARD SPECIFICATIONS.GRAVEL BORROW SHALL CONSIST OF IS COMPLETE AND APPROVED BY THE CITY. 12,TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITIS EXISTING SEWER SYSTEM,THE CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE r'+ WELL GRADED SAND AND GRAVEL CONFORMING TO THE REQUIRED SPECIFICATIONS.THE PERCENT PASSING THE US NO.200 SIEVE SHALL NOT EXCEED 7 CITY INSPECTOR.THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED BY THE CITY. V PERCENT.ALL GRAVEL BORROW IMPORTED TO THE SITE SHALL HAVE A CONSISTENT GRADATION. PRIOR TO IMPORTING ANY GRAVEL BORROW MATERIAL.THE 4.THE BOUNDARIES OF THE CLEARING LIMITS,SHOWN ON THE TESC PLAN,SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR TO STARTING CONTRACTOR SHALL PROVIDE GRADATION AND TEST RESULTS TO THE ENGINEER FOR APPROVAL.GRADATION AND PROCTOR TEST RESULTS SHALL BE SUPPLIED BY CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED.THE FENCING AND/OR FLAGGING SHALL BE THE CONTRACTOR PER 2000 TONS OF IMPORTED MATERIAL.THE CONTRACTOR SHALL RETAIN LICENSED PERSONNEL TO PERFORM COMPACTION TESTS FOR THE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. 13.ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL CLEARANCE FROM WATER UNES.SEE STANDARDS AND W Q SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATIVES. O FOLLOWING: W A. 5.THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION.DURING THE A. TOP OF PREPARED GRAVEL BORROW WITHIN THE PARKING LOT AND ROAD SECTION ON A 50-FOOT GRID/INTERVAL FOR GRAVEL FILLS GREATER THAN CONSTRUCTION PERIOD,THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM EVENTS AND TO REFLECT 15.PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS.3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE N TWO FEET. CHANGED CONDITIONS,AS REQUIRED BY THE CITY. REQUIRED BEDDING MATERIAL.ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION.THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE ■/� B. ONE TEST ADJACENT TO ALL STRUCTURES WITHIN THE ASPHALT. FOUNDATION MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A Y/ C. TRENCHES WITH THREE FEET OR LESS OF GRAVEL TRENCH BACKFILL:TOP CENTER OF UTILITY TRENCH AT 50-FEET INTERVALS. fi.THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTOR'S CERTIFIED EROSION CONTROL UNIFORMLY DENSE UNYIELDING BASE. O G D. TRENCHES WITH MORE THAN THREE FEET OF GRAVEL TRENCH BACKFILL:TOP CENTER OF UTILITY TRENCH AND MID-DEPTH OF TRENCH,BOTH AT 50-FEET SUPERVISOR PRIOR TO STARTING CONSTRUCTION. ''++ INTERVALS.ALL TEST RESULTS SHALL MEET OR EXCEED THE SPECIFICATIONS.ALL AREAS THAT DO NOT MEET THE REQUIRED SPECIFICATIONS SHALL BE THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW V RECOMPACTED AND RETESTED AT NO ADDITIONAL COST TO THE OWNER. 7.THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND THE SURFACE. THE TRENCH HACKEILL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN 3'OF THE SURFACE.ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS OPERATION. ON THE PLANS. ALL COMPACTION TESTS ARE AT THE DEVELOPER'S EXPENSE. 14. CRUSHED SURFACING TOP/BASE COURSE SHALL CONFORM TO SECTION BY ASTIJ -THE 2025 G PROCEDURE. SPECIFICATIONS.EACH LIFT SHALL BE MECHANICALLY COMPACTED TO A MINIMUM OF 95%MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557 TESTING PROCEDURE.PLACEMENT AND GRADING OF COMPACTED 8.BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE IMMEDIATELY � r CRUSHED TOP COURSE MATERIAL WITHIN THE ASPHALT AREAS SHALL HAVE A TOLERANCE OF PLUS OR MINUS ONE-HALF INCH FROM THE DESIGNATED TOP OF COVERED BY MULCH,SOD OR PLASTIC COVERING.BETWEEN MAY 1 AND SEPTEMBER 30,DISTURBED AREAS THAT ARE TO BE LEFT REWORKED FOR WATER SYSTEM CONSTRUCTION NOTES: /�F� CRUSHED SURFACING TOP/BASE COURSE,THE CONTRACTOR SHALL PROVIDE GRADATION AND DEGRADATION TEST RESULTS TO THE ENGINEER FOR APPROVAL OF MORE THAN SEVEN(7)DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. 1,ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS.ANY CHANCES TO THE DESIGN REQUIRE W SITE MATERIAL. 9.SEDIMENT OS SHALL BE REMOVED FROM ALL CATCH BASINS,PRE-TREATMENT/SEDIMENT POND,AND SEDIMENT TRAPS UPON REACHING A CITY APPROVAL 15. ASPHALT CONCRETE PAVEMENT SHALL CONFORM TO SECTION 5-04 OF THE 2025 STANDARD SPECIFICATIONS. DEPTH OF 12 INCHES. TYPICAL ASPHALT SECTION(OUTSIDE OF ROW): 2.ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE.MATERIAL SUBMITTALS ARE 3:HMA 1/2' MANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTIING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION CONFRERNCE. 6"CRUSHED SURFACING BASE COURSE CONTROL MEASURES,SHALL PROVIDE ADEQUATE STORAGE CAPACITY,AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS STABILIZED.IF THE 10"MIN.GRAVEL BORROW PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM,THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 3.WATER MAINS SHALL BE CEMENT-LINED DOCILE IRON PIPE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY THE FINAL GRADING OF CRUSHED SURFACING TOP COURSE WILL BE INSPECTED AND APPROVED BY THE END INEER/GEOTECH PRIOR TO ASPHALT PAVING.ALL ABUTTING EDGES OF EXISTING ASPHALT SHALL BE SAW 11.WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE RATE OF 4.ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. FULL DEPTH TO PROVIDE A NEAT STABLE EDGE FOR THE NEW ASPHALT.ALL SAW CUT FACES 120 LBS PER ACRE. SHALL BE TACK COATED AS WELL AS ALL STRUCTURES THAT ABUT ASPHALT.THE SURFACE JOINT BETWEEN EXISTING AND NEW ASPHALT MUST BE SEALED WITH 5.IT IS THE CONTRACTOR'S RESPONSIBUTY TO LOCATE UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND UTUTY LOCATOR(1-800-424-5555)48 HOURS PRIOR TO CONSTRUCTED. YI HEAT-APPLIED CSS-1 AND SAND COAT. ASPHALT SURFACE THAT HAS LOOSE MATERIAL OR POROUS CONDITIONS AS DETERMINED BY THE ENGINEER SHALL 12.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED,IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 INCHES,OR 3,000 Z BE SEALED ACCORDING TO SECTION 5-04.3(5)C CRACK SEALING,AT NO ADDITIONAL COST TO THE OWNER,WITHIN 24 HOURS PRIOR TO PAVING.SOIL RESIDUAL POUNDS PER ACRE. HERBICIDE SHALL BE APPLIED TO ALL CRUSHED TOP COURSE SURFACES WITHIN THE PARKING LOTS AND ROPDS. 6.ADEQUATE TRENCH SLEEPING O NG AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA AND WSHA. O_ O 13.SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS.WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE,STABILIZATION BY GROUND COVER 16. HOTMIX ASPHALT SHALL BE PLACED AT THE LOCATIONS AND DEPTHS INDICATED ON THE PLANS,HOTMIX ASPHALT SHALL BE MECHANICALLY COMPACTED TO A EMIRS SHALL OCCUR AT THE END OF EACH WORK DAY. 7.THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER POSSIBLE.THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET),AND MAY BE UP TO 60 MINIMUM OF 91%OF THE RICE DENSITY.COMPACTION SHALL OCCUR BETWEEN THE TEMPERATURES OF 180 DEGREES FAHRENHEIT AND 300 DEGREES FAHRENHEIT. INCHES(5 FEET)WITH THE APPROVAL OF THE CITY ENGINEER.WATER MAINS UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS REQUIRED BY WSDOT(OR DURING COLD WEATHER CONDITIONS,AS DETERMINED BY THE ENGINEER,ALL TRUCKLOADS OF ASPHALT SHALL BE COVERED SO AS TO RETAIN HEAT.THE 14.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTOR AND MAINTAINED FOR THE DURATION OF THE SNOHOMISH COUNTY). d CONTRACTOR SHALL RETAIN LICENSED MATERIALS-TESTING PERSONNEL TO PROVIDE COMPACTION TESTS AT 50-FOOT GRID/INTERVAL THROUGHOUT THE PARKING PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. LOT AND ROAD SECTION.IF COMPACTION TEST RESULTS OF HOTMIX ASPHALT INDICATE LESS THAN 91 THE CONTRACTOR MAY,AT HIS EXPENSE,HAVE CORE 8.PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER'S RECOMMENDED MAXIMUM DEFLECTIONS.BENDS MAY BE REQUIRED TO MAINTAIN PROPER WATER MAIN r ' SAMPLES TAKEN AND ANALYZED TO SUBSTANTIATE DENSITY.HOTMIX ASPHALT THAT DOES NOT MEET THE REQUIRED COMPACTION,SHALL EITHER BE REMOVED BY 15.MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR WHEN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. U THE CONTRACTOR AT HIS EXPENSE OR SHALL HAVE EQUAL THE INTENDED DESIGN.ADDITIONAL TESTING AND ASPHALT TO COMPENSATE FOR UNACCEPTABLE THE TESC MEASURES BECOME DAMAGED. W _ COMPACTION TEST RESULTS SHALL BE THE EXPENSE OF THE CONTRACTOR.NO ASPHALT PAVING OR RODNG COMPACTION OF ASPHALT IS ALLOWED AFTER DARK. 9.WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS,GUTTERS,OR ANY PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. ALL ROLLING SHALL BE COMPLETED BY SUNSET TIME. 16.UPON COMPLETION OF THE PROJECT,ALL BMP'S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION,ARRANGEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. 10.NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION PASSES PRESSURE AND PURITY TESTS,AND HAS BEEN APPROVED AND ACCEPTED BY THE CITY. /w 17. CONCRETE SIDEWALKS SHALL BE INSTALLED AS INDICATED ON THE CIVIL PLANS.SIDEWALKS SHALL BE SIX INCHES THICK SUPPORTED BY A MINIMUM OF S ~ YI INCHES OF GRAVEL BORROW,COMPACTED TO A MINIMUM OF 95 MAXIMUM DENSITY AS DELERMINED BY COMPACTION TESTING.SIDEWALKS ADJACENT TO PROPOSED W ASPHALT SHALL HAVE THICKENED EDGE.SIDEWALKS SHALL HAVE FULL DEPTH EXPANSION JOINTS INSTALLED AT 25-FOOT INTERVALS WITH ONE INCH SCORED STORM DMNACE NOTES 11,PRIOR TO MAKING CONNECTIONS TO THE EXISTED SYSTEM,CONTRACTOR SHALL FIELD VERIFY THE LOCATION,DEPTH AND MATERIAL OF EXISTED WATER MAINS AT THE POINT OF CONNECTION. -Uj Z STRESS JOINTS INSTALLED AT FIVE FEEL ON CENTER.EXTRUDED CURB SHALL BE PLACED ON FINISHED ASPHALT AND BONDED WITH CONCRETE EPDXY OR 1.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND 2 CONCRETE SLURRY.CURBS SHALL BE PLACED IN STRAIGHT LINES AND ACCORDING TO THE RADIUS SHOWN ONMOVED.THE PUNS.ASPHALT THAT EXTENDS MORE THAN THREE INCHES BEYOND THE BACK OF EXTRUDED CONCRETE CURB SHALL BE SAW CUT FULL DEPTH AND REM SPECIFICATIONS.ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY ENGINEER,AND OTHER APPROPRIATE 12,ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM SANITARY SEWERS,WHEN WATER LINES CROSS SEWER LINES,THE MINIMUM VERTICAL CLEARANCE SHALL BE In O a PUBLIC AGENCIES. 18 INCHES. 18. PAINT STRIPING SHALL BE APPLIED FOR ROAD MARKING.PAINT APPLICATION SHALL CONFORM TO SECTION SHALL BE STRIPED WITH A 4 INCH WIDE WHITE PAINT AT OF THE 2010 STANDARD SPECIFICATIONS. STANDARD STALLS SHALL BE STRIPED WITH FOUR-INCH WIDE WHITE PAINT.NO PARKING/ACCESS AREAS SHALL BE STRIPED 2.ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS.ACCEPTABLE STORM DRAINAGE PIPE 13.TO FILL THE MAIN FOR FLUSHING,PRESSURE AND PURITY TESTS,THE CONTRACTOR IS REQUIRED TO USE AN APPROVED METER AND DCVA.THE HYDRANT SHALL REMAIN IN THE FULL OPEN MATERIALS INCLUDE CONCRETE,PVC,HDPE,AND DUCTILE IRON.CORRUGATED METAL PIPES(GALVANIZED ALUMINUM OR STEEL)ARE NOT ACCEPTED BY POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE.AFTER SUCCESSFUL TESTING,THE CONTRACTOR WILL RE INTO THE EXISTING SYSTEM USING DISINFECTED SLEEVES AND SPOOL A 45 DEGREE ANGLE TO THE PROPOSED STRIPING AT ONE FOOT ON CENTER AS INDICATED.STOP OARS SHALL BE A 12 WHITE STRIPE WITH TWO APPLICATIONS THE CITY ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE CITY. OF GLASS BEADS PLACED PER MUTCO PIECES. 3.PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES,EXCEPT DUCTILE IRON.BEDDING MATERIAL FOR 19. SIGNS ONSITE SHALL BE INSTALLED AT THE LOCATIONS INDICATED ON THE PLAN.SIGNS SHALL BE MOUNTED ON TWO INCH OUTSIDE DIAMETER GALVANIZED STEEL DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE GINS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 14.THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION.ONLY AUTHORIZED REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. POSTS.POSTS SHALL BE SET A MINIMUM OF TWO FEET INTO THE GROUND IN A CONCRETE-FILLED BASE WITH A SEVEN FEET OF CLEARANCE BETWEEN THE BOTTOM OF THE SIGN AND THE FINISHED GRADE. 4.ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE MAXIMUM DRY DENSITY. 15.THE CONTRACTOR IS HEREBY NOTIFIED THAT,SINCE FILLING AND FLUSHING WILL BE DONE THROUGH A CROSS-CONNECTION CONTROL DEVICE,LOW VELOCITY FLOWS MAY BE ENCOUNTERED. STORM SEWER INSTALLATION ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 907 OF MAXIMUM DRY DENSITY. THEREFORE,EVERY ATFEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN DURING INSTALLATION.THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. ' 'ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE OPINION OF THE CITY INSPECTOR,THE EXISTING TRENCH FOUNDATON IS 16,THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROL,DUST CONTROL,NOISE CONTROL,AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER 1. THE FOLLOWING MATERIALS ARE ACCEPTABLE FOR THE STORM SEWERS IDENTIFIED ON THE PUNS: UNSATISFACTORY,THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. APPLICABLE AGENCIES. �\ pF W, A.PVC PIPE(POLYVINYL CHLORIDE)OVER 8"IN DIAMETER SHALL CONFORM TO SECTION 9-05.12(2)MEETING THE REQUIREMENTS OF ASTM D3034,SDR35.PVC ,A4. V\�✓ PIPE 8'IN DIAMETER AND UNDER SHALL CONFORM TO SECTION 9-05.1(5)OF THE STANDARD SPECIFICATIONS MEETING THE REQUIREMENTS OF AASHTO M 278. 6.LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO SIDEWALK 17.CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. P i - ?• B.CORRUGATED POLYETHYLENE PIPE(CPR)SHALL HAVE A SMOOTH BARREL INTERIOR,CORRUGATED EXTERIOR,CONFORMING TO SECTION 9-05.I(7)MEETING THE CONSTRUCTION.STUB-OUTS SHALL BE MARKED WITH A 2"%4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED"STORM".LOCATION AND DEPTH OF 2 REQUIREMENTS OF AASHTO M294. THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. ADA NOTE' C ALUMINUM COATED(ALUMINIZED)CORRUGATED IRON SHALL MEET THE REQUIREMENTS OF AASHTO M 36 AND SECTION 9-05.1(2)OF THE STANDARD THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. SPECIFICATIONS.ALL PIPES SHALL HAVE GAS ETED JOINTS. 7.ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY.THE USE AND INSTALLATON OF t.UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY ENGINEER,CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5%CROSS SLOPES SHALL NOT BE LESS THAN 1% 0 PIPE WITH LESS THAN 2'OF COVER SHALL BE PWRIB AND SHALL MEET THE REQUIREMENTS OF AASHTO M 04,OR EQUIVALENT. INLETS IS DISCOURAGED. NOR EXCEED 2%. R 32226 2. STORM CATCH BASINS AS INDICATED ON THE PLANS SHALL CONFORM TO: 2.MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS.THE CONTRACTOR SHALL TAKE INTO CONSIDERATION A FOISTER� TYPE 1 CATCH BASIN PER GOA SD-020 8.ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT)OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH DIAMETER CONSTRUCTION TOLERANCES WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. �SSAONAL eNGX2 TYPE 1L CATCH BASIN PER COA SD-030 SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. 3.COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES SHALL BE REMOVED AND REPLACED BY 1/26/26 TYPE 2 CATCH BASIN PER COA SD-040 THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE. CONCRETE INLET/BURLINGTON BASIN PER COA SO-010 9.ALL GRATES SHALL BE MARKED"OUTFALL TO STREAM-DUMP NO POLLUTANTS".ALL SOLID COVER SHALL BE MARKED`DRAIN ALL CATCH SCALE AS NOTED ALL PIPE KNOCKOUTS SHALL BE NEATLY MUDDED INSIDE AND OUTSIDE OF THE STRUCTURE FLUSH WITH THE STRUCTURE WALL ALL PVC PIPE CONNECTIONS BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. SHALL BE MADE TO STRUCTURES USING PVC SAND COLLWS. DRAWN BY: T.ZEMPEL 3. UPON INSTALLATION OF ALL PIPES TO STORM STRUCTURES,THE KNOCKOUT AREA SHALL BE NEATLY MUDDED INSIDE AND OUT OF THE CATCH BASIN USING A 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. CITY OF ARLINGTON NON-SHRINK CONCRETE GROUT. CONSTRUCTION DRAWING REVIEW APPROVAL DESIGNED BY: T.ZEMPEL 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE,INLET AND CATCH BASIN FRAMES AND CRATES/COVERS TO GRADE JUST 4. CLEANOUTS SHALL BE INSTALLED TO MATCH FINISH GRADE WITHIN CONCRETE AND STALL AREAS. PRIOR TO CURB INSTALLATION AND/PAYING. DATE 01.25.2026 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE 12.ALL RETENTION/DETENBON FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO,OR IN CONJUNCTION WITH,ALL CONSTRUCTION ACTIVITY, CONDITIONS ON THE TITLE:SHEET. JOB NUMBER: 18098 UNLESS OTHERWISE APPROVED BY THE CITY. BY DWG NAME 18998TAC05.PLN4.GWG 13.WITH A DEFIENTION/RENENTION PONDS WITH FENCE. Development SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL BE ENCLOSED Development Services Manager SHEET NUMBER: 14.BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED,BEDDED OR SEEDED AND IN OPERATION PRIOR TO,OR SODDED IN DATE: THIS APPROVAL VALID FOR 18 MONTHS CONJUNCTION WITH,ASPHALT PAVING.THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAYING BEGINS. ------- ■ 15.STORM WATER RETENTION/DETENTION FACILITIES,STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE DEVELOPER PRIOR TO THE CINS ACCEPTANCE OF THE PROJECT.