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9930 EDMONDS WAY (2).PDFIIIIIIIIIIIIII 11084 9930 EDMONDS WAY Professional Service Industries ��24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING B-6 Phone: 425.248.2400 Faxm 425,248.2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Project: KeyBank Edmonds Sampling Method:Split Spoon a While Drilling Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: L Delay Station: N/A STANDARD PENETRATION y Offset: N/A o L TEST DATA CD o a o c e Nin blows/ft OO o J L °' Z a MATERIAL DESCRIPTION N m a �i X Moisture 0 PL * LL Additional 76 z a co a E R Z U W y 0 25 5 Remarks > N 3 o W (1)U ( m STRENGTH, tsf Qu A Qp 0 o 2.0 4.0 2 inch asphalt 5 X Medium dense, brown, fine to coarse, 1 6 sand; w/ gravel, fine, brick, concrete and 3-1-9 0 glass fragmentrs, moist N=10 6 X 2 10 10-6-8 0 N=14 Dense, gray�SAlSD ine to coarse, with 5 gravel, fine, moist 3 3 8 4-16-28 0 N=44 4 X i 4 10 9-15-18 0 N=33 10 10 5 16 12-16-19 0 N=35 ...becomes very dense 5 X 6 15 21-36-42 » E N=78 15 6erise, grayer -90 ine to medwrn, moist — 10 7 18 11-17-21 N=38 20 ...becomes very dense 7 8 18 11-25-35 » N=60 End at 21.5 eet bgs on 9Boring backfilled with hydrated bentonite chips upon completion. NO groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Longitude: Date Boring Completed: 2/9/11 Auger Cutting Shelby Tube Drill Rig: Logged By: T.C. Split -Spoon Hand Auger Remarks: Drilling Contractor: Gregory Drillinq DamesBMoore Rock Core I ne stratltication lines represent approximate boundaries. The transition may be gradual. T- C) O O z Uv W M N O r O a co a O O V1 E .� Y } > Y o c ZO Z 00 Q W W Co w J LU Q ~ w @ U N m O O � _ r N •� N QQQ � W U- m qQ LL C) O O r co v o co os ��• W�O O 0- 0-0-� O O O O O �O O O x'01 O C� 1 CZ , WO ZUlt 04 Q N ? ui to CL LU �Q� cm cm o O1 -0 -01 O O O 00 O �O O ti CO �O -0 -0- O U) O10 � O �O -01O O t CO �8-01� O O N 1-0-01 ILIBiaM Aq aaui=l }uaaaad O O O z U� W c') N O� � O a a O O L Gi G1 .� O C Y QQ �� Y cnz z 2 W W yF- Q o z W N m O � r .N C •� N QQQ m W LL } m >Z >Q 0 O O O r � o Q Q g Wh O O O O O Oa O O O O INAIM m E , o La a�~N mLU �J N o 0 O O M O O I` O O O O LO O O 't O O O M O 0-01 N - 0C,4 O j4fiieM Aq aaui=l Iu03aad Professional Service Industries 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING B-5 .M�� M Phone: 425.248.2400 Fax: 425,248,2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Project: KeyBank Edmonds Sampling Method:Split Spoon �_ While Drilling Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: S[ Delay Station: N/A STANDARD PENETRATION Offset: N/A o TEST DATA o a o � e N in blows/ft 00 o t t m Z a �–� MATERIAL DESCRIPTION fD a d X Moisture 0 PL ; LL Additional > aa� `` Ea) m Z H N ° ze Remarks M C ti 3 W D c m STRENGTH, tsf Ou X op o z.o a.o 0 inch asphalt 1 10 7-13-18 8 X o : loose to dense, brown an gray, sand; fine to coarse, with gravel, fine, moist N=31 5 X 2 5 35-3-3 0 N=6 9Edium dense7b ownTgray, SA<TD; fine to 5 coarse, with gravel, fine, moist 3 3 12 6-7-4 0 N=11 becomes dense 3 X 4 14 6-11-21 0 N=32 10 6 5 15 12-11-23 0 ' N=34 t Medium dense,—gray, 9A116 fFne to medium 6 X 6 18 moist 8-7-9 0 N=16 15 becomes dense 8 7 18 16-17-22 0 s N=39 20 ...becomes very dense 10 8 18 13-26-30 >>Co - ... N=56 End at 21.5 feet bgs on onng backfilled with hydrated bentonite chips upon 1-8 completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Longitude: Date Boring Completed: 2/9/11 Auger Cutting Shelby Tube Drill Rig: Logged By: T.C. Split -Spoon Hand Auger Remarks: Drilling Contractor: Gregory Drillinq Dames&Moore Rock Core fhe stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries „�� 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING B-4 M Phone: 425.248.2400 Faxh 425.248.2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Project: KeyBank Edmonds Sampling Method:Split Spoon Q While Drilling Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: I Delay Station: N/A STANDARD PENETRATION w Offset: N/A c TEST DATA o a o c o N in blows/ft o0 o L J r ~ m z a MATERIAL DESCRIPTION N u) m a Li X Moisture 0 PL * LL Additional n CL Em E Z m 0 y n o 25 5C Remarks > aai o w 3 W DU) cl�Qu F STRENGTH, tsf A Qp o 2.0 4.0 0 inch asphalt 1 g 10-50/4" 7 X >> ense to very dense, brown an gray, sand; fine to coarse, with gravel, fine, moist 6ense, grayTNbine to coarse,—with -- gravel, fine, moist 4 X ( 2 14 11-12-23 3 0 N=35 5 5 3 14 25-15-18 0 N=33 4 X 4 18 11-14-20 0 I N=34 10 4 5 18 12-22-23 0 N=45 ...becomes very dense 2 6 18 3-37-50/6' » 15 6 7 18 12-14-25 I _ Mense, gray ANb ine to me m, moisi N=39 20 10 8 18 12-14-33 0 N=47 End at 21.5 feet bgs onBoring backfilled with hydrated bentonite chips upon completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drilling Contractor: Gregory Drilling Dames&Moore Rock Core The stratification lines represent approximate boundaries. The transition may be gradual. KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0711342-1 General Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 LABORATORY TESTING PROGRAM AND PROCEDURES Soil samples obtained during the field explorations were examined in our laboratory. The physical characteristics of the samples were noted and the field classifications were modified where necessary in accordance with terminology presented the General Notes included in this appendix. Representative samples were selected during the course of the examination for further testing. The testing procedures and results of the tests are summarized below. The phrase "In general accordance with guidelines presented in ..." means that certain local and common descriptive practices and methodologies have been followed. Visual -Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). Certain terminology incorporating current local engineering practice, as provided in the Soil Classification Chart included with or in lieu of ASTM terminology. The term which best described the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or clay). Moisture Content Natural moisture content determinations were made on all samples. The natural moisture content is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The results of the moisture content determinations are presented on the boring logs in this appendix. Grain -Size Analysis Grain size analyses of selected samples were completed in general conformance with ASTM D6913. A representative sample was placed at the top of a series of sieves. Each sieve has successively smaller openings so particles larger than the size of each sieve are retained on the sieve. Test results are presented on the Grain Size Distribution pages of this report. KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 FIELD EXPLORATION PROGRAM General We explored the site by drilling three soil borings (13-4 to B-6) to a depth of 21'/2 feet below ground surface on February 9, 2011, using a truck -mounted CME 75 drill rig provided and operated by Gregory Drilling of Redmond, Washington. The locations of the borings are shown on Figure 2. A representative of PSI's geotechnical staff was present during the explorations to record soil and groundwater conditions encountered in the exploration and to obtain soil samples for laboratory testing. Sampling Procedures Throughout the drilling operation, soil samples were obtained from the borings using a 2 -inch OD split spoon sampler in general conformance with guidelines presented in ASTM D1586, Standard Test Method for Penetration Test and Split Barrel Sampling of Soils. The samplers were driven into the soil a distance of 18 inches or to refusal with a 140 -pound hammer free falling a distance of 30 inches. The sum of the blows required to drive the sampler in three 6 -inch increments is provided in the boring logs. If the sampler met refusal, the number of inches driven and the number of blows is recorded. Samples recovered from the explorations were sealed in airtight plastic jars or plastic bags to retain moisture and returned to our laboratory for additional examination and testing. Field Classification Soil samples were initially classified visually in the field. Consistency, color, relative moisture, degree of plasticity, peculiar odors and other distinguishing characteristics of the soil samples were noted. The terminology used in the soil and rock classifications and other modifiers are defined in the General Notes in this Appendix. Exploration Logs Summary boring logs follow in this appendix. The left-hand portion of the boring log gives our interpretation of the soil encountered in the soil boring, sample locations and depths, and groundwater information. The right-hand portion of the log shows the results of the sample water contents, and other laboratory information. The soil profile shown on the boring logs represent the conditions only at actual exploration location. Variations may occur and should be expected. The stratifications represent the approximate boundary between subsurface materials; the actual transition may be gradual. KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712341-1 APPENDIX A FIELD EXPLORATION PROGRAM LABORATORY TESTING PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART BORING LOGS LABORATORY TESTING RESULTS Professional Service Industries, Inc Engineering • Consulting • Testing February 23, 2011 i¢F • C EDMONDS WAY - 65 i A.J ^{' lift..y ®r, .`#- S I w w w Wj A�,C�Ul �,4V — — — T i WD.WR>j - B-6 f E'�OPY -may U� Ei,IGl,bSU� 1�. �m Ft -W WA -5 cWPLMN MINIMAL- AUr-_I Dt og"ce 4:4{W.- {-4tp CUT 0 Flu- WW C406LE rfAr CNO ALS .5Utu+&� ) 3• wm 1`4 Or—AIL. rwt*Tt"161 f,x-4S q PAV:d[R& /DelvE Atmos 10 I�E (i ) ATTR t (1 vP1r , t t oy- PA.6!Fl LANr_ f200r- -1D.F ON W6, '1W SED SITE PLAN - OPTION 3 Leizend: Approximate Boring Location Source: Callison, 11/17/10 1 ;RInfonwfibn DATE: TO - - - - -dOn FEBRUARY, 2011 Engineering • Consulting • Tbsdng PSI, INC. 24113 - 56T" AVENUE WEST DRAWN BY: MOUNTLAKE TERRACE, WA 98043 TC (425) 248-2400 4EY2tNK MOWS YiAY N 91p)EaMONDS WAY. EDA ONDS• h'I. -r:.:it jNa.r..�o.a�? ID W E S KEYBANK EDMONDS 9930 EDMONDS WAY PSI PROJECTNUMBER: EDMONDS, WA 0712-342N SITE EXPLORATION FIGURE 2 PLAN 111 111 111 1 111 .,--.-...b. .e rim - TEX 'N (VIApp.�7� ;j(�� r_8 ZIR I , ,• I I ''..gtSI -,i-g CI�i �PA %' --/AL�..�MEAN �'1pAI911�!��II�l�jl •- / �E�,I�Y�'. --„ ..�'�'i�� IN ® ME R. Mail omY_ ---p— \ _ i -, �'� I:d �.` � �I.�II. __ I �I i I �-��IPJ NMI( fi ,��,�� tc91�� •� .- --- ---1 -0up p a r �+ -_- Y ;-Zoe) - v (�1'''; �� 8_I! '�� ,�• - �- �- -- ISO.& e:,��i;v P �I� �1 ! —;� — �� 4!�•Si ��— "4�d IP; 47�,,��A's�'f'��9�•:.�i�l*`...e., �''' `�' �� i - � �1 +2� -- B NOR .m:WIN, � 1� �� .o -o .T•,OP.©�:m 0 0, • -•a .o .Llt� ��\�_.•..1. 'BI:��6�.- 111 111 T,111 - 1 111 4�r 44•rr gni .4�r n, 1 DATE:• EbMONDS, WASHINGTON / i /2011 KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No.0712342-1 FIGURES Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0711341-1 February 23, 2011 you for this project. 5.0 REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, KeyBank, for the proposed additions to be constructed in Edmonds, Snohomish County, Washington. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation and/or pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design. Our scope of services did not include an assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. PSI is currently preparing a Phase I Environmental Site Assessment (ESA) for the site which will be issued under separate cover. As directed by the client, PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. PSI warrants that the findings, recommendations, specifications, or professional advice contained herein have been provided in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. N KeyBank Professional Service Industries, Inc Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712341-1 February 23, 2011 graded between coarse and fine, contain no deleterious materials, have a maximum particle size of 1% inches, and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D698. Vapor retarders are often required by flooring manufacturers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor retarder is installed according to their recommendations. However, vapor retarders can trap and hold excess moisture when installed in rainy weather. Selection and design of an appropriate vapor retarder, if needed, should be based on discussions among members of the design team. 4.9 Pavement In lieu of project -specific traffic estimates, the following pavement design recommendations are based on our experience with similar facilities and subgrade conditions. For automobile parking areas, we recommend a pavement section consisting of 3 inches of asphaltic concrete (AC) over 8 inches of crushed rock base (CRB) or 5 inches of Portland Cement concrete (PCC) over 5 inches of crushed rock base (CRB). For truck traffic areas, the pavement section should consist of 4 inches of AC over 12 inches of CRIB or 6 inches of PCC over 8 inches of CRB. These recommended pavement sections are based on the assumption that the subgrade consists of firm granular structural fill and that the pavement will be constructed during the dry summer months.. We do not anticipate significant amounts of heavy truck traffic at the site. However, it would be prudent to thicken the crushed rock base and/or the pavement thickness where garbage trucks will travel over site pavements. Proofrolling should be used to evaluate pavement subgrade. Some contingency should be provided for the repair of any soft areas. If pavement construction is scheduled for the wet season, it may be necessary to increase the above - recommended base course sections. Permanent, properly installed drainage is also an essential aspect of pavement design and construction. Paved areas should have positive drainage to prevent ponding of surface water and saturation of the base course. This is particularly important in cut sections or at low points within the paved areas, such as in sunken loading dock areas or around stormwater catch basins. Effective means to prevent saturation of the base course could include installing subdrain systems below sunken loading docks and weep holes in the sidewalls to catch basins. 4.10 Design Review and Construction Monitoring We welcome the opportunity to review and discuss construction plans and specifications as they are being developed. We are of the opinion that construction operations dealing with earthwork and foundations should be observed by the geotechnical engineer of record to evaluate compliance with our design concepts and recommendations. We would be pleased to provide these services to H. KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 Footings should not be cast on loose, soft, or frozen soil; slough; debris; existing uncontrolled fill; or surfaces covered by standing water. Should unsuitable soil be encountered during footing excavations, those soils should be removed and replaced with granular structural fill. If the existing fill material will be removed from the building pad, continuous wall and spread footings should be proportioned for an allowable bearing pressure of 3,000 psf. If the structure will be supported on the existing fill, we recommend an allowable bearing pressure of 2,500 psf for those foundation elements. Continuous wall foundations should be at least 18 inches wide. The bottom of exterior footings should be at least 18 inches below the lowest adjacent final grade for frost considerations. The bottom of interior footings should be placed at least 12 inches below the bottom of the floor slab. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads. If the planned structure will not be supported on the existing fill material, the allowable bearing pressure may be increased to 3,990 psf for short-term loads, such as those resulting from wind or seismic forces. If the existing fill will support the structure, an allowable bearing pressure may be increased to 3,325 psf. Estimates of settlement are on the order of less than one inch total. Differential settlement should generally be less than one half of total settlement. Both of these settlement estimates are for the condition after removal of the undocumented fill and replacement with structural fill. 4.7 Lateral Resistance for Footings Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of spread footings and the underlying soil. The total shearing resistance between the foundation footprint and the soil can be computed as the normal force, i.e., the sum of all vertical forces (dead load plus real live load), times the coefficient of friction. We recommend an ultimate value of 0.4 for concrete placed over firm granular structural fill soils. If additional lateral resistance is required, passive earth resistance against embedded footings or walls can be computed using a pressure based on an equivalent fluid with a unit weight of 225 pounds per cubic foot. This design passive earth pressure would be effective only if granular structural fill is used to backfill the footing excavation or if the footings are made neat. 4.8 Slab -on -Grade Floors Satisfactory subgrade support for lightly loaded building floor slabs can be obtained on engineered structural fill. An 8 -inch -thick layer of imported granular material should be placed and compacted over the prepared subgrade to assist as a capillary break. A subgrade modulus of 150 pounds per cubic inch may be used to design the floor slab. Imported granular material should be crushed rock or crushed gravel and sand that is fairly well - 7 KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 uncompacted thickness and should be compacted by static rolling with a smooth drum roller. 4.4 Excavations Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface materials may stand vertically to a depth of approximately 2 to 4 feet, but the feasibility of shallow vertical excavations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring, as required, to protect personnel and adjacent improvements. The method of excavation and the design of the excavation support is the responsibility of the contractor and subject to applicable local, state, and federal safety regulations, including the current OSHA excavation and trench safety standards. The means, methods, and sequencing of construction operations and site safety are also the responsibility of the contractor. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils encountered in our subsurface explorations should be classified as Type C soil according to the most recent OSHA regulations. We recommend that excavations be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for substantial penalties. 4.5 Drainage We recommend footing drains be placed around the exterior of the building foundation to reduce the potential for migration of moisture into the building envelope. We recommend that roof drains be connected to a tightline leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings. 4.6 Shallow Foundations In our opinion, conventional spread and continuous footings founded on medium dense or firmer native soils or structural fill will provide adequate support for the proposed structure after removal and replacement of the undocumented fill. We offer the following comments and recommendations for purposes of footing design and construction. [: KeyBank Professional Service Industries, Inc Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No.0712342-1 February 23, 2011 evaluate suitability of the existing soils to support traffic loads. Subgrade material observed yielding during the proofroll should be removed and firm unyielding soils should be exposed. There is some risk of settlement and pavement failure if undocumented fill material is left in place below the site pavement. Stripped material should be transported offsite for disposal or stockpiled for later use as fill in landscaped areas, as approved by the site landscape architect. A member of our geotechnical staff should observe the exposed subgrade after stripping and site excavations have been completed to determine if there are areas of unsuitable soil. Our representative should observe a proofroll of the site using a fully -loaded dump truck to identify areas of excessive yielding. If areas of unsuitable or disturbed soils are encountered, the material should be over -excavated and replaced with granular structural fill. 4.3 Structural Fill Regardless of material or location, structural fill should be placed over firm, unyielding subgrade prepared in accordance with the "Site Preparation" section of this report. The condition of the subgrade should be evaluated by a PSI representative before filling or construction begins. Fill soil compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. When fill material is inconsistent or when particle size is greater than 1'/z -inch diameter, fill placement should be observed and compaction evaluated by observation of proofrolls or the operation of heavy rubber tired construction equipment. The on-site fill and native soils are suitable for use as structural fill provided the soil can be properly moisture -conditioned. On-site material used as structural fill should be free of organic material or other unsuitable materials and particles larger than 6 inches in diameter. The fill should be placed in lifts with a maximum uncompacted thickness of 8 inches, and compacted to not less than 95 percent of the maximum dry density as determined by American Society for Testing and Materials (ASTM) D698. Silty soil, if encountered, is sensitive to small changes in moisture content and may be difficult, if not impossible, to compact adequately during wet weather, in confined spaces or when the moisture content is more than a few .percentage points above the optimum moisture content. We recommend using imported granular material for structural fill if the on-site material cannot be properly moisture conditioned Imported granular material for structural fill should consist of pit -run or quarry -run rock, crushed rock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D698. During the wet season or when wet subgrade conditions exist, the initial lift should be approximately 18 inches in 5 KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 early fall. Water may be encountered during construction at depths not indicated during this study. We recommend that the contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impact on the construction procedures. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General Subsurface explorations performed for this investigation indicate the site is mantled with approximately 2'/2 to 4'/2 feet of loose to very dense undocumented fill. It would be conservative to remove the undocumented fill and replace it with structural fill or supported the structure on foundation elements that extend through the fill to the native sands underlying the fill. We anticipate the onsite fill materials will be suitable for reuse as structural fill provided the organic debris or other deleterious materials content of the fill is minimal. We did not observe groundwater in our borings. Because the existing fill encountered in our borings was generally medium dense to dense, we anticipate that it will be feasible to support the structure on the existing fill material. However, supporting any structure on undocumented fill increases the risk of future structure settlement. This risk could be reduced if PSI observes a loaded proofroll of the building subgrade, and also evaluates the prepared foundation subgrade. In our opinion, structural and live loads of the proposed building can be supported by conventional spread footing and slab -on -grade floor systems supported on granular structural fills or the existing fill material, provided the recommendations herein are followed. Our conclusions and recommendations concerning site preparation, earthwork, and design and construction of foundations, floor slabs, and pavements are summarized below. 4.2 Site Preparation The existing structures, underground gas tanks, and underground piping associated with the gas tanks should be removed from the site and the planned building area should be stripped of pavement and undocumented fill. The removal of the underground gas tanks will result in an open excavation which should be filled with granular structural fill after firm native soils have been exposed at the base of the excavation. The 2'/z to 4'/z feet of loose to very dense undocumented fill consisting of sand with gravel could be used for support of the proposed building if some risk of structure settlement is tolerable. If it will be removed, PSI recommends that the undocumented fill be over -excavated from the building pad footprint and 5 feet beyond the edges of the footprint. Firm native soils should be exposed at the base of the excavation, which should then be filled with granular structural fill. We recommend that driveway and parking areas be proofrolled with a fully -loaded dump truck to ILI KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 3.0 3.1 Subsurface Description SUBSURFACE CONDITIONS Professional Service Industries, Inc Engineering • Consulting • Testing February 23, 2011 PSI investigated the onsite subsurface materials on February 9, 2011 with three soil borings (134 through B-6). Three additional requested boring locations (B-1 through B-3) were not drilled due to conflicts with the existing building, underground gas tanks, or the gas pump/canopy area. The borings were drilled to depths of 211/2 feet below the ground surface (bgs) using hollow -stem auger drilling methods. The approximate locations of the performed explorations are shown on the Site Plan, Figure 2. The field exploration and laboratory testing programs completed for this study are discussed in detail in Appendix A. Logs of the borings are also provided in Appendix A. The terms used to describe the soils encountered are defined in General Notes. For the purpose of discussion, the materials encountered in the explorations have been grouped into the following major units based on their physical characteristics and engineering properties. Listed as they -were encountered from the ground surface downward, the units are: 1. ASPHALT PAVEMENT 2. FILL (SAND WITH GRAVEL) 3. SAND TO SAND WITH GRAVEL 1. ASPHALT PAVEMENT. Two and one-half inches of asphalt concrete were encountered at the ground surface in the borings. We did not observe base rock below the asphalt. 2. FILL (SAND WITH GRAVEL). Loose to very dense sand with gravel fill was encountered in the borings below the asphalt pavement. The fill extended to depths of about 21/2 to 41/2 feet bgs. The sand with gravel fill was generally brown and fine to coarse grained, and some zones included pieces of brick, concrete, and glass. Standard penetration test N -values ranging from 6 blows per foot to 50 blows per four inches indicate the relative density of the sandy gravel fill material is loose to very dense. The moisture content of the fill ranged from about 5 to 8 percent. 3. SAND TO SAND WITH GRAVEL. The fill material was underlain by medium dense to very dense native sand. This material was encountered from depths of about 21/2 to 41/2 feet bgs to the maximum depths explored of 211/2 feet bgs. The native sand was generally gray, fine to coarse grained, with some fine sub -rounded gravel. Below depths of approximately 121/2 to 16 feet bgs the sand became fine to medium grained. Standard penetration test N -values ranging from 11 to 78 blows per foot indicate the relative density of the native soil is medium dense to very dense. The moisture content of the native material ranged from about 2 to 10 percent. 3.2 - Groundwater We did not observe groundwater in our subsurface explorations. Generally, the highest groundwater levels occur in late winter and early spring; and the lowest levels in late summer and 3 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 building, underground gas tanks, and fuel pump/canopy area limited drilling access at the site. For that reason we did not complete three of the requested borings (B-1, B-2, and B-3) 2.2 Topography The ground surface within the site slopes gently down toward the north and west. Based on a review of USGS topographic maps, the site has an approximate elevation of 340 feet above mean sea level (MSL). 2.3 Geology The site is underlain at shallow depth by advance outwash which consists of sand with gravel. Advance outwash was deposited by the meltwater of advancing glaciers and was subsequently overridden and compacted by the advancing glaciers. 2.4 Seismic Design Values The contribution of potential earthquake -induced ground motion from known sources is included in the probabilistic ground motion maps developed by the USGS. Design data seismic site characterization and design recommendations based on USGS mapping and analysis are implemented in the 2006 International Building Code. Based on the results of our explorations and on an interpretation of the subsurface profile to a depth of 100 feet, the site conforms to the characteristics of Site Class "D" Seismic design values for the project site are provided in Table 1 below. TABLE 1: SEISMIC DESIGN FACTORS Latitude Longitude SDS SD, Fa F„ Site Class (North) (West) 47.7902 -122.3663 0.816 0.442 1.021 1.58 D Notes: SDS = 0.2 sec Spectral Acceleration SDI = 1.0 sec Spectral Acceleration Fa = short -period site coefficient F„ = long -period site coefficient We reviewed the "Snohomish County Liquefaction Susceptibility" map prepared by Washington State Department of Natural Resources dated September 2004. That map shows that the project site has a "very low to low" liquefaction susceptibility. 6 MYAffInformation To Build On Engineedag • Conwffing • Tesffng GEOTECHNICAL INVESTIGATION PROPOSED KEYBANK EDMONDS, SNOHOMISH COUNTY, WASHINGTON 1.0 INTRODUCTION 1.1 General This report presents Professional Service Industries', Inc. (PSI) geotechnical investigation for the proposed KeyBank Branch to be constructed at 9930 Edmonds Way in Edmonds, Snohomish County, Washington, as shown on the Vicinity Map on Figure 1. Our services were conducted in general accordance our agreement with KeyBank National Association dated November 13, 2009. The purpose of our geotechnical investigation was to evaluate the subsurface conditions at the site and develop geotechnical conclusions and recommendations for design and construction of the proposed construction. 1.2 Project Description The Site Exploration Plan, Figure 2, shows the layout of the proposed new construction. PSI understands a one-story building with three teller lanes and a canopy will be constructed. The new construction will consist of wood frame construction supported on conventional concrete foundations. We anticipate foundation column loads will be on the order of 20 to 40 kips. Based on the existing site topography, we expect that earthwork on the site will include cuts or fills of less than 2 feet. Please notify us if the design loads or our estimate of site grading are in error so that we can re-evaluate and modify our recommendations, if needed. 2.0 SITE DESCRIPTION 2.1 General The site is located at 9930 Edmonds Way in Edmonds, Snohomish County, Washington. The site is bordered to the north by Edmonds Way, to the west by 100th Avenue West, and to the east and south by restaurants. A Shell gas station presently occupies the site, with a single -story building located at the south end of the site and fuel pumps and a canopy in the north -central portion of the site. Underground gas tanks are located near the northwest corner of the site. Concrete pavement covers the area surrounding the fuel pumps, and almost the entire remainder of the site has been paved with asphalt. Planter strips vegetated with shrubs and small trees are located along the east edge of the site and along portions of the north and west edges of the site. PSI was not a part of the original site development. We were provided with a site plan by Callison that shows the location of the planned building, teller lanes, and canopy. That site plan also showed six requested boring locations. The existing Professional Service Industries, Inc. • 24113 - 561) Avenue West • Mountlake Terrace, Washington 98043 • Phone 4251248-2400 • Fax 4251248-2401 1 TABLE OF CONTENTS 1.0 INTRODUCTION...............................................................................................................1 1.1 General.............................................................................................................................1 1.2 Project Description............................................................................................................1 2.0 SITE DESCRIPTION...................................................................:.....................................1 2.1 General.............................................................................................................................1 2.2 Topography.......................................................................................................................2 2.3 Geology.............................................................................................................................2 2.4 Seismic Design Values.....................................................................................................2 3.0 SUBSURFACE CONDITIONS.......................................................................................... 3 3.1 Subsurface Description.....................................................................................................3 3.2 Groundwater..................................................................................................................... 3 4.0 CONCLUSIONS AND RECOMMENDATIONS.................................................................4 4.1 General.............................................................................................................................4 4.2 Site Preparation..................................................:.............................................................4 4.3 Structural Fill.....................................................................................................................5 4.4 Excavations................................................................................................:......................6 4.5 Drainage............................................................................................................................6 4.6 Shallow Foundations.........................................................................................................6 4.7 Lateral Resistance for Footings........................................................................................7 4.8 Slab -on -Grade Floors........................................................................................................7 4.9 Pavement..........................................................................................................................8 4.10 Design Review and Construction Monitoring....................................................................8 5.0 REPORT LIMITATIONS....................................................................................................9 FIGURES Figure 1: Vicinity Map Figure 2: Site Exploration Plan APPENDIX A Field Exploration Program Laboratory Testing Program General Notes Soil Classification Chart Boring Logs Laboratory Testing Results �8 i rX dn- s Infonnation ��® ,To Build On Engineering • Consulting a Testing February 23, 2011 Ms. Lisa Elliot KeyBank 100 Public Square Suite 600 Cleveland, Ohio 44113 SUBJECT: Geotechnical Report. Proposed KeyBank 9930 Edmonds Way Edmonds, Snohomish County, Washington KeyBank No. 1023189 PSI Report No. 0712342-1 Dear Ms. Elliot, Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Investigation for the proposed KeyBank in Edmonds, Snohomish County, Washington. This report summarizes the work accomplished and provides our recommendations regarding site development. PSI appreciates the opportunity to contribute our services and look forward to working for you during design and construction of this project. PSI appreciates your business. Please contact the undersigned directly if you have questions pertaining to this project. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. tkx,&J�� Thor Christensen, PE Project Engineer cc: Mr. Chris Evans - KeyBank Ms. Marilyn Pena - PSI ZerphjenR.ryant, PE' Vice President Professional Service Industries, Inc. • 24113 - 5611 Avenue West • Mountlake Terrace, Washington 98043 • Phone 425/248-2400 9 Fax 425/248-2401 m GEOTECHNICAL INVESTIGATION PROPOSED KEYBANK 9930 EDMONDS WAY EDMONDS, SNOHOMISH COUNTY, WASHINGTON KEYBANK NO. 1023189 PREPARED FOR KEYBANK 100 PUBLIC SQUARE SUITE 600 CLEVELAND, OHIO 44113 PREPARED BY PROFESSIONAL SERVICE INDUSTRIES, INC. 24113-56 TH AVENUE WEST MOUNTLAKE TERRACE, WASHINGTON (425) 248-2400 PSI REPORT NO: 0712342-1 FEBRUARY 23, 2011 ALU Ar Unfonwtion 1p�E Wff. --C 0n Engineering + Conw tirrg • Teafi#W '�`�• '_' tis � THOR CHRISTENSEN, PE PROJECT ENGINEER c PHEN R. B YANT, PE VICE PRESIDENT ;JUL 29 2011 DEVELOPMENT SERVICE$ COUNTER -UST DECOMMISSIONING AND SOIL 'REMEDIATION REPORT 'Former Westgate Shell Prepared for: Harold Yourist and Key Bank Project No. 120016 • May. 4, 2012 . Preliminary Draft • 0/7'r 00 Dep Ds UST DECOMMISSIONING AND SOIL REMEDIATION REPORT Former Westgate. Shell Prepared for: Harold Yourist and Key Bank Project No. 120016 • May 4, 2012 Preliminary" Draft Aspect Consulting,, LLC p 9► Robert R. Hanford, LHG William V. Goodhue, LHG Senior Project Geologist Senior Associate Hydrogeologist bhanford@aspectconsulting.com egoodhue@aspectconsulting.com PAEdmonds Shell\Soil Remediation and UST Decommissioning Report Preliminary Draft 5_7_2012.doc 0 ASPECT CONSULTING i Contents 1 Introduction.................................................................................................1 2 Site Description, Land Use and Water Resources...................................1 3 Site Development........................................................................................1 4 Environmental and Regulatory History.....................................................2 4.1 Previous Environmental Assessments.........................................................2 4.2 Washington State Department of Ecology Notifications ..............................2 5 Site Geology................................................................................................2 6 Site Hydrogeology.......................................................................................2 7 Pre -Remediation Soil and Groundwater Quality.......................................3 8 Contaminants of Concern...........................................................................3 9 Cleanup Levels............................................................................................4 0 10 Site Decommissioning and Soil Remediation...........................................4 10.1 Pre -Remediation Activities...........................................................................4 10.1.1 Permits...................................................................................................4 10.1.2 UST Change In Service Notification......................................................4 10.2 UST and Hydraulic Lift Decommissioning.................:..................................4 10.3 Soil Excavation.............................................................................................5 10.4 Soil Stockpile Sampling and Management..................................................6 10.5 Confirmation Soil Sample Collection............................................................6 10 .5.1 Final Floor Confirmation Samples ................................ :......................... 7 10.5.2 Final Sidewall Confirmation Samples .................................................... 7 10.5.3 Product Line and Pump Island Samples................................................7 11 Waste Disposal............................................................................................7 12 Monitoring Well Decommissioning............................................................7 13 Excavation Backfill and Site Restoration..................................................8 Limitations........................................................................................................... 8 List of Tables 1 Final Soil Confirmation and Stockpile Sample Results PROJECT NO. 120016 • MAY 4, 2012 PRELIMINARY DRAFT • ASPECT CONSULTING List of Figures 1 Site Location Map 2 Site Plan and Pre -Remediation Soil Boring and Monitoring Well Locations 3 Excavation Layout and Confirmation Sample Locations List of Appendices A Copies of Previous Phase II and Phase III Investigations B Groundwater Sampling Forms C Laboratory Reports D SEPA Determination of Non -Significance E Notice of Intent to Decommission USTs F UST Site Assessment Checklist, and Closure and Site Assessment Notice G Waste Disposal Documentation H Well Decommissioning Reports I Compaction Testing Results PRELIMINARY DRAFT PROJECT NO. 120016 • MAY 4, 2012 • • ASPECT CONSULTING 1 Introduction This report, prepared on behalf of Harold Yourist and Key Bank, presents the results of underground storage tank (UST) decommissioning, hydraulic lift removal, and soil remediation completed by Aspect.Consulting, LLC (Aspect) and Clearcreek Contractors Inc. at the former Westgate Shell site in Edmonds Washington (Site). The work was completed to address releases of gasoline, hydraulic fluid and waste oil to soil. This document was prepared in general accordance with the requirements of the Washington State Model Toxics Control Act (MTCA) Cleanup Regulation adopted by the Washington State Department of Ecology (Ecology) in Chapter 173-340 of the Washington Administrative Code (WAC), and is intended to meet the reporting requirements in WAC 173-340-450 for site characterization and remediation at leaking UST sites. 2 Site Description, Land Use and Water Resources The Site is located at 9930 Edmonds Way, Washington, as shown on Figure 1. The Site is bounded to the west by 100`h Avenue West, by Edmonds Way to the north and by small commercial buildings to the south and east. Land use surrounding the Site includes a mix of commercial and residential properties. The closest bodies of surface water to the Site include Lake Ballinger, located approximately 1.5 miles to the east, and Puget Sound located approximately 1 mile to the west of the property. 3 Site- Development The Site is currently cleared and all site improvements removed. Prior to demolition of the improvements, the Site included three 12,000 gallon gasoline USTs, two pump islands with four dispensers, a 1,000 gallon waste oil UST, a decommissioned 1,000 gallon heating oil UST, three hydraulic lifts, a canopy, and a three bay automotive service building with a small attached convenience store. A Site Plan showing the pre - remediation layout is provided on Figure 2. PROJECT NO. 120016 • MAY 4, 2012 PRELIMINARY DRAFT ASPECT CONSULTING fb 4 Environmental and Regulatory History 10 4.1 Previous Environmental Assessments Previous environmental assessment studies at the Site were completed by Professional Service Industries, Incorporated (PSI). PSI completed a Phase I Environmental Site Assessment (ESA) dated February 18, 2011, a Phase II ESA dated March 18, 2011, and a Phase III ESA dated June 9, 2011. Copies of these previous investigations are included in Appendix A. The PSI March 18, 2011 Phase H Environmental Site Assessment included installation of nine soil borings using direct push technologies. Field screening and laboratory results confirmed the presence of total petroleum hydrocarbons (TPHs) as gasoline and oil, xylenes and tetrachloroethene (PCE) above MTCA Method A cleanup levels in soil near the waste oil tank. TPHs as oil were also detected in the hydraulic lift area. PSI's (June 9, 2012) Phase III ESA included drilling eight hollow stem auger borings, two of which were completed as monitoring wells. The Phase III assessment included the collection of soil and groundwater samples for laboratory analysis. Results confirmed the presence of TPH as gasoline and oil, BTEX compounds and PCE at concentrations exceeding MTCA Method A cleanup levels in soil. None of the above contaminants were detected in Site groundwater. r 4.2 Washington State Department of Ecology Notifications A release of gasoline and waste oil from the UST system at the Site was originally reported to Ecology by Mr. Harry Yourist on 5 Site Geology Site soil generally consists of approximately 1 to 4 feet of sand and gravel fill overlying very dense slightly gravelly to gravelly, native sand. The very dense slightly gravelly to gravelly sand represents advance glacial outwash deposits which extend to depth of over 60 feet below ground surface at the Site. 6 Site Hydrogeology Monitoring wells installed by PSI in May, 2011 and monitored by Aspect Consulting indicate the presence of groundwater at approximately 55 feet below ground surface. Based on local and regional topography and surface water occurrence, groundwater beneath the property likely flows in a westerly direction, towards Puget Sound. PRELIMINARY DRAFT PROJECT NO. 120016 • MAY 4, 2012 r� • ASPECT CONSULTING 7 Pre -Remediation Soil and Groundwater Quality TPH as gasoline and BTEX compounds were detected at concentrations exceeding MTCA Method A cleanup levels in shallow soil samples collected from direct -push borings installed adjacent to the USTs in environmental site assessments completed in 2011 Hydraulic oil -impacted soil was found in the area around the hydraulic lifts. The extent of shallow TPH impacted soil in these areas was not delineated in the previous studies. Soil surrounding the waste oil tank and extending south to the adjacent property contained concentrations of TPHs and PCE exceeding applicable MTCA Method A cleanup levels. The vertical and lateral extent of impacted soil in the waste oil UST area was partially defined during the Phase II and Phase II ESAs. Groundwater sampling completed by PSI in June 2011 indicated that CPOCs were not present in Site groundwater. Groundwater samples were again collected from the two PSI -installed wells by Aspect Consulting on March 7, 2012. The samples were collected using low flow sampling techniques and hand delivered to ALS Environmental under proper chain of custody procedures. Samples were analyzed for TPHs as gasoline, diesel and motor oil by NWTPH-Gx and Dx, and for volatile organic compounds (VOCs) by EPA Method 8260. No TPHs or VOCS were detected in the March 7, 2012 groundwater samples, consistent with PSI's earlier June 2011 sampling. Groundwater sampling forms are presented in Appendix B and laboratory reports are included in Appendix C. 8 Contaminants of Concern Constituent concentrations in soil were compared to the MTCA Method A cleanup levels for unrestricted land use to identify chemicals of potential concern (COPCs) at the Site. Based on the historical site usage and types of TPHs historically present, and the frequency and magnitude of detected constituent concentrations, the following CPOCs and numeric MTCA .Method A soil cleanup levels were identified for the Site: COPCs MTCA Method A Cleanup Levels for Soil' TPH as gasoline 30 mg/kg (benzene present) TPH as diesel 2000 mg/kg TPH as oil 2000 mg/kg Benzene 0.03 mg/kg Toluene 7 mg/kg Ethylbenzene 6 mg/kg Xylenes 9 mg/kg Naphthalene 5 mg/kg PCE 0.05 mg/kg PROJECT NO. 120016 • MAY 4, 2012 PRELIMINARY DRAFT 3 • • ASPECT CONSULTING 1 Milligrams/kilograms (mg/kg). For Site soil impacted by waste oil releases, the required testing (per WAC 173-340-900, Table 830-1), in addition to the above COPCs, included selected metals (cadmium, chromium, arsenic, mercury), polychlorinated biphenyls (PCBs), halogenated volatile organic compounds (HVOCs), and carcinogenic PAHs (cPAHs). Historic sampling near the hydraulic lifts included analysis of PCBs. Since no PCBs were detected in hydraulic oil -impacted soil, confirmation soil samples in the hydraulic lift area were not subsequently analyzed for PCBs. 9 Cleanup Levels The cleanup goals chosen for soil and groundwater at the Site are the MTCA Method A cleanup levels. Selection of MTCA Method A cleanup levels is consistent with MTCA regulatory requirements as the remedial action is routine, and there are published Method A soil cleanup levels for all contaminants of concern. 10 Site Decommissioning and Soil Remediation Building demolition, UST and hydraulic lift decommissioning, and excavation of soil with concentrations of CPOCs above MTCA Method A cleanup levels was completed between March 7 and April 20, 2012. Details of the demolition, decommissioning, and completed remedial action are provided in the following sections. 10.1 Pre -Remediation Activities 10.1.1 Permits Clearcreek Contractors consulted with the City of Edmonds (City) in advance of remediation activities regarding the need for construction or excavation permits. The City required permits for Demolition, Right -of -Way, and UST Decommissioning, and also required a SEPA Review. The City -issued SEPA DNS is included in Appendix D. 10. 1.2 UST Change In Service Notification . A Notice of Intent to decommission the USTs was submitted by Aspect to Ecology on December 19, 2011 (Appendix E). 10.2 UST and Hydraulic Lift Decommissioning Clearcreek Contractors completed decommissioning of the three gasoline USTs on March 7, 2012, and the waste oil UST on March 16, 2012. Before decommissioning, the USTs and fuel lines were drained and triple -rinsed to remove any residual product or sludge Ofrom the tanks and fuel lines. Concrete and soil were removed, exposing the top of the 4 PRELIMINARY DRAFT PROJECT NO. 120016 • MAY 4, 2012 • ASPECT CONSULTING USTs. The USTs were rendered inert by displacing oxygen within the USTs with carbon dioxide. Air monitoring was conducted by a marine chemist inside the USTs to ensure they were inert. The fiberglass USTS were then cut open, cleaned, and crushed for disposal. The scrap was subsequently hauled off-site to the Allied Waste Transfer Station in Everett for disposal. Following the UST decommissioning, Clearcreek Contractors excavated and removed the pump islands and piping. No indications of gasoline staining or odor were observed throughout the backfill in the gasoline UST nest or piping runs After exposing the waste oil UST, visible staining was evident from a pipe joint at the top of the tank and from the area around the fill port. The waste oil tank was rendered inert by displacing oxygen within the UST with carbon dioxide. Air monitoring was conducted by a marine chemist inside the UST to ensure they were inert. The fiberglass tank was then cut open, cleaned, and crushed for disposal at the Allied Waste Transfer Station in Everett. The required UST site assessment was conducted by Aspect in accordance with Ecology's Guidance for Site Checks and Site Assessments for Underground Storage Tanks, revised October 1992. Collection of confirmation samples from the area of the USTs was completed during the course of soil remediation. The soil remediation and results of confirmation sampling are discussed in detail in the following sections of this report. The UST Site Assessment Checklist and Closure and Site Assessment Notice is provided in Appendix F. As part of'the Site demolition, three hydraulic lifts were removed for the service bays. Emerald Services pumped all fluids from the lifts prior to removal. During the decommissioning of the waste oil tank, a 1,000 gallon fiberglass heating oil UST was found. The UST had been decommissioned by filling with cement slurry. Clearcreek removed and cut open the tank and the cement slurry was hauled off site for disposal with soil from the waste oil tank excavation. The location of the heating oil tank is shown on Figure 2. 10.3 Soil Excavation Clearcreek Contractors, at Aspect's direction, conducted excavation of TPH-impacted soil between April 10 and April 20, 2012. During excavation, all excavated soil was field screened with a PID and inspected for visual, olfactory, and sheen indications of petroleum impacts. Soil exhibiting obvious field indicators of petroleum impacts was loaded directly to trucks. Soil that appeared free of petroleum impacts was stockpiled for further testing. Sidewall and bottom confirmation samples were collected during excavation and were hand delivered to ALS Environmental in Everett, a Washington - State accredited laboratory. The final extents of the three remedial excavations are shown on Figure 3. The gasoline UST excavation encompassed all of the UST nest area, and extended approximately 3 feet below the bottom of the tank nest in native sand and gravel. PROJECT NO. 120016 • MAY 4, 2012 PRELIMINARY DRAFT ASPECT CONSULTING The waste oil UST excavation extended onto the adjoining Chopsticks restaurant property to the south. The maximum depth of the excavation was 16 feet. The hydraulic lift excavation was limited to the area surrounding the lifts to a depth of approximately 12 feet. 10.4 Soil Stockpile Sampling and Management All pea gravel from the tank nest was initially stockpiled and sampled. Five discrete samples were collected from the approximate 300 cubic yards of stockpiled pea gravel. Samples were analyzed for NWTPH-Gx and BTEX. Stockpile sample results were below the MTCA Method A cleanup level for all analytes tested. Stockpile sample results are presented in Table 1. This stockpiled pea gravel was subsequently used for Site backfill. Overburden stockpiled soil from the waste oil UST was screened for indications of TPH impacts using a PID, olfactory and visual observations. Two stockpiles of approximately 100 cubic yards each were sampled for the appropriate COPCs. No COPCs were detected in these samples at concentrations above the MTCA Method A cleanup levels for the analytes tested. This soil was subsequently used for Site backfill. 10.5 Confirmation Soil Sample Collection Confirmation samples were collected from each UST excavation. Sample locations were selected to adequately characterize soil quality in the excavation sidewalls and floors. Where interim confirmation sample analytical results indicated CPOCs remained above MTCA Method A soil cleanup levels, over excavation was conducted and additional confirmation samples collected. Two interim samples were collected from the gasoline UST excavation floor after decommissioning. This area was subsequently over -excavated. A total of 11 final confirmation samples were collected from the gasoline UST excavation, including seven sidewall samples and four floor samples. A total of 16 final confirmation samples were collected from the waste oil tank excavation. These included l sidewall samples and 5 floor samples. A total of 6 final confirmation samples were collected from the hydraulic lift area excavation. These included 4 sidewall samples and 2 floor samples. Soil samples were hand delivered by Aspect personnel to ALS laboratory for expedited analysis. Samples were handled according to industry -standard chain -of -custody protocols. Soil sample analyses for the gasoline UST excavation included TPH as gasoline by Northwest Method NWTPH-G, and BTEX, naphthalene and MTBE by either EPA Method 8260B, or BTEX only by EPA Method 8021B. Samples from the waste oil UST excavation included TPHs as gasoline diesel, and oil by NWTPH-Gx and Dx, VOCs by EPA 8260, cPAHs by 8270SIM, PCBs by EPA Method 8081 and the metals arsenic, cadmium, chromium, lead and mercury). Laboratory reports for all samples are included in Appendix C. PRELIMINARY DRAFT PROJECT NO. 120016 • MAY 4, 2012 ASPECT CONSULTING 10.5.1 Final Floor Confirmation Samples 4) The locations of the final excavation floor samples are shown on Figure 3, and laboratory results for the final floor confirmation samples are presented in Table 1. All CPOCs in the final floor samples were either below the applicable MTCA soil cleanup levels for unrestricted land use, or were not detected. 10.5.2 Final Sidewall Confirmation Samples The locations of the final sidewall samples are shown on Figure 3, and laboratory results for the final sidewall confirmation samples are presented in Table 1. All CPOCs in the final sidewall samples were below both the laboratory detection limits, and the applicable MTCA soil cleanup levels for unrestricted land use. 10.5.3 Product Line and Pump Island Samples Confirmation samples were collected directly below the removed product lines and pump islands at depth of 4 feet and 2 feet respectively. A total of nine product line and pump island samples were collected. All CPOPCs in the final product line and pump island samples were either below the applicable MTCA soil cleanup levels for unrestricted land use, or were not detected. Laboratory results for the product line confirmation sample are presented in Table _ • 11 Waste Disposal • During gasoline UST decommissioning, approximately 500 gallons of product, water, and sludge were removed by Clearcreek Contractors. This waste was delivered to Emerald Services for disposal. Disposal documentation is included in Appendix G. Laboratory reports for soil samples were provided to Clearcreek Contractors, who prepared the waste disposal profile for the soil. All excavated impacted soil was either loaded directly to trucks, or temporarily stockpiled on-site and covered with plastic. Over the course of the project, a total of tons of impacted soil was delivered to CEMEX in Everett, Washington for treatment by thermal desorption. Of this total, tons were removed from the gasoline UST area, tons were removed from the hydraulic lift area, and tons were removed from the waste oil UST area. Soil treatment documentation and trucking records are included in Appendix F. 12 Monitoring Well Decommissioning The two existing monitoring wells were decommissioned by Cascade Drilling prior to the start of soil remediation activities. Copies of the well decommissioning reports are provided in Appendix H. PROJECT NO. 120016 • MAY 4, 2012 PRELIMINARY DRAFT r� U 0 ASPECT CONSULTING 13 Excavation Backfill and Site Restoration Excavation backfilling was conducted in phases, and was completed on April 20, 2012. Backfill below eight feet in all three excavations consisted of pea gravel. A geotextile fabric was placed above the pea gravel. Imported granular fill or site soils suitable for reuse were placed in approximately 1 -foot lifts and compacted using a vibratory hoe -pack in accordance with backfill compaction criteria provided by Key Bank. Grainsize analysis and compaction test results conducted by Krazan and Associates under contract to Clearcreek are provided in Appendix 1. Asphalting over the excavated area on the Chopsticks Property was completed on April 23, 2012. Limitations Work for this project was performed and this report prepared in accordance with generally accepted professional practices for the nature and conditions of work completed in the same or similar localities, at the time the work was performed. It is intended for the exclusive use of Harold Yourist and Key Bank for specific application to the referenced property. No other warranty, expressed or implied, is made. 8 PRELIMINARY DRAFT PROJECT NO. 120016 • MAY 4, 2012 LL Q v c E o Z a o N C V O E O T N u 2 E d o0 = I C o ac c a " c i a . z o LU _ « a O Z i m 0 2 m w m _w 0 3 co CO CL Q iLo cn C,4 O4 Ln o c-4 V7 J � v In N Q� M N N r4 Ln C Q, tD m J _ r LO Ln V m N N N O to 0 0 M 3 \ N Ln N c C M N 0 LU O Ln 0 0 j N ' N N ' >� 1 X = V LL N M N CL i N Ln N Ln V 3 E M m C-4 v J \ '0 0 _O Z) Z) LLC LL O ' Ln N G m 14 C-4 Ln 0 Cc = V v v Q c � E N v c E o Z a o N C V O E O T N u 2 E d o0 = I C o ac c a " c i a . z o LU _ « a O Z i m 0 2 m w m _w 0 3 co CO CL Q iLo 0 • • Table 5 - Groundwater Quality Data Edmonds Shell Chemical Name Ground Water, Method A, Table Value (pg/L) B-01 03/07/12 B-06 1 03/07/12 Total Petroleum Hydrocarbons Gasoline Range Hydrocarbons in ug/L 1,000 50 U 50 U Diesel Range Hydrocarbons in ug/L 500 130 U 130 U TPH-Oil in ug/L 500 250 U 250 U Volatile Organic Compounds 1,1,1,2-Tetrachloroetha6e in ug/L 2.0 U 2.0 U 1,1,1 -Trichloroethane in ug/L 200 2.0 U 2.0 U 1,1,2,2 -Tetrachloroethane in ug/L 2.0 U 2.0 U 1,1,2 -Trichloroethane in ug/L 2.0 U 2.0 U 1,1-Dichloroethanein ug/L 2.0 U 2.0 U 1,1-Dichloroethene in ug/L 2.0 U 2.0 U 1,1-Dichloropropene in ug/L 2.0 U 2.0 U 1,2,3-Trichlorobenzene in ug/L 2.0 U 2.0 U 1,2,3-Trichloropropane in ug/L 2.0 U 2.0 U 1,2,4-Trichlorobenzene in ug/L 2.0 U 2.0 U 1,2,4 -Trim ethyl benzene in ug/L 2.0 U 2.0 U 1,2-Dibromo-3-chloropropane in ug/L 10 U 10 U 1,2-Dibromoethane (EDB) in ug/L 0.01 0.010 U 0.010 U 1,2 -Dichlorobenzene in ug/L 2.0 U 2.0 U 1,2-Dichloroethane (EDC)in ug/L 5 2.0 U 2.0 U 1,2-Dichloropropane in ug/L 2.0 U 2.0 U 1,3,5-Trimethylbenzene in ug/L 2.0 U 2.0 U 1,3 -Dichlorobenzene in ug/L 2.0 U 2.0 U 1,3-Dichloropropane in ug/L 2.0 U 2.0 U 1,4 -Dichlorobenzene in ug/L 2.0 U 2.0 U 2,2-Dichloropropane in ug/L 2.0 U 2.0 U 2-Butanone in ug/L 10 U 30 U 2-Chlorotoluene in ug/L 2.0 U 2.0 U 2-Hexanonein ug/L 10 U 10 U 4-Chlorotoluene in ug/L 2.0 U 2.0 U 4-Methyl-2-pentanone in ug/L 30 U 10 U Acetone in ug/L 25 U 25 U Acrylonitrile in ug/L 10 U 10 U Benzene in ug/L 5 2.0 U 2.0 U Bromobenzene in ug/L 2.0 U 2.0 U Bromochloromethane in ug/L 2.0 U 2.0 U Bromodichloromethane in ug/L 2.0 U 2.0 U Bromoform in ug/L 2.0 U 2.0 U Bromomethane in ug/L 2.0 U 2.0 U Carbon disulfide in ug/L 2.0 U 2.0 U Carbon tetrachloride in ug/L 2.0 U 2.0 U Chlorobenzene in ug/L 2.0 U 2.0 U Chloroethane in ug/L 2.0 U 2.0 U Chloroform in ug/L 2.0 U 2.0 • U Chloromethane in ug/L 2.0 U 2.0 U 1,2-Dichloroethene in ug/L 2.0 U 2.0 U -cis- cis-1,3-Dichloropropene in ug/L 2.0 U 2.0 U Dibromochloromethane in ug/L 2.0 U 2.0 U Dibromomethane in ug/L 2.0 U 2.0 U Dichlorodifluoromethane in ug/L 2.0 U 2.0 U Ethylbenzene in ug/L 700 1 2.0 Ul 2.0 U Hexachlorobutadiene in ug/L 2.0 U 2.0 U Iso pro pylbenzene in ug/L 1 2.0 U 2.0 U m,p-Xylenes in ug/L 4.0 U 4.0 U Aspect Consulting 5/7/12 PAEdmonds SheIIILab DatalTableslFINAL-GroundwaterData DRAFT Table 5 Page 1 of 2 • • Table 5 - Groundwater Quality Data Edmonds Shell Chemical Name Ground Water, Method A, Table Value (µg/L) B-01 03/07/12 B-06 03/07/12 Methyl tert-butyl ether (MTBE) in ug/L 20 2.0 U 2.0 U Methylene chloride in ug/L 5 5.0 U 5.0 U n-Butylbenzenein ug/L 2.0 U 2.0 U n-Propylbenzene in ug/L 2.0 U 2.0 U in ug/L 2.0 U 2.0 U -o-Xylene p-Isopropyltoluene in ug/L 2.0 U 2.0 U sec-Butylbenzene in ug/L 2.0 U 2.0 U Styrene in ug/L 2.0 U 2.0 U tert-Butylbenzene in ug/L 2.0 U 2.0 U Tetrachloroethene (PCE) in ug/L 5 2.0 U 2.0 U Toluene in ug/L 1,000 2.0 U 2.0 U trans-1,2-Dichloroethene in ug/L 2.0 U 2.0 U trans-1,3-Dichloropropene in ug/L 2.0 U 2.0 U Trichloroethene (TCE) in ug/L 5 2.0 U 2.0 U Trichlorofluoromethane in ug/L 2.0 U 2.0 U Vinyl chloride in ug/L 1 0.2 1 0.20 U1 0.20 U Naphthalene in ug/L 1 160 1 2.0 U1 2.0 U Notes Concentrations in shaded cells indicate value exceeds Ground Water, Method A, Table Value (µg/L U - Analyte was not detected at or above the reported result Aspect Consulting 5/7/12 PAEdmonds SheIALab DatalTableslF/NAL-GroundwaterData DRAFT Table 5 Page 2 of 2 or AMR domrpw an & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING o, E-N-VIRONMENTAL ENGINEERING CONS-RUCTIO:N TESTING & INS-PECTIO.N FORENSIC. INVESTIGATION April 5, 2012 KA No. 096-12059 'W"Darren'Ness (E -Mail) CLEARCREEK CONTRACTORS' 3203 15t' Street Everett, Washington -98201 RIE:. CONSTRUCTION TESTING AND - INS ' AECT16N Shell — Edihonds 5930 Edmonds Way - Edmonds, Wa::shihkt6ii D,ear.-.'1VIr4 Ness;, In accordance With your request and authorization; :our firm pe rined construction`: e§ting a4d,irispbuidii for -the above -referenced project. The sampling and testing Was performed by our inspectom onthe dates indicated -below; The following report is attached:, If ave. any have 15206n50.clated April 3',2012.. qie sti you h- s. or, ifwe can be: of farther, assistance,, lease- dd not hesitate to contact our,. office. R6§jpedAflly submitted, EkkZAN'&. A'S SO C -i A-TES9 IN -C-. Ryrfiad L. Mercer. .ProjectManager .Pocifid Northwest Division 11715 N. Creek -Parkway South.Ste 10.6, Rolthe11'9801P (425) 485=55194 FAX f425) 485-6837 With 0 fficesServingthe We§tern United States 696269 bIK6c -�KraZan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION 0: �;L/- - , ;? - -z 2, PROJECT #: CSl6 12- o RC1 PROJECT: LOCATION:__ KRAZAN PROJECT MANAGER: CONTRACTOR: JURISDICTION: PERMIT #: FIELD REPORT NO: '15 2 0 5 0 r /Y7 o e- U .^ r , To the best of my knowledge, the abov WA / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician: rhismdfcates our Inspector's observation and testing results based on the site condition and contractor's activities. This information ' bject to review prior to al submittal. By signing this report, our nsp es not accept responsibility for validity of the results. Some information on this report may have been provided by others on site. T nformetion provided on this report is prepared for the exclusive use of :he cb . his report may not be reproduced in any format without the written permission of the client and Krazan 8 Assoc: Offices Serving the Western United States Bothell (425) 485-5519 Gresham (503) 665-3574 Poulsbo (360).598-2126 Puyallup (253) 939-2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 z ;M & A'S S 0. CIAT E S, INC. GEOTECHNICAL ENGINEERING ERING e E,*NV IRO'N MENTAL E.NGIV,EEAING, CONSTRUCTION .TRUTION TESTING , & INSPEC41101� PO,.R,EN!SIC I.NV_9§TIGA`T10`N April 9, 1012 Mr. -Darren Ness (E -Mail) 'CLEARCREEK�CONTRACTORS 3203,15" Sti-edt Everett; Washington ' A& SOILSALAbORATORY.-TESTING Shell Edmbnds. 993 0- Edmond§ Way. Edmonds, Washington KA No: 096-12050 La6R&vqrt No, I Pifge I of 4. DeAr W. Ne sS", lnaccordance with your request and autlh.oriiatiop, we: have performed labo'fat-oky", tests, for the .above referenced ivoiedt. Laboratory. testingwasperformed in accordance with ASTM stbin6tds. Attabhed are the results- . of the, Natural, Moisture: Content; SieVe Analysis, Proctor Value. and Attab6rg;Lirnits for sample number. 4,23100 dated April.3,2012 as, 0 ormed in: the: and AssociittesAaboraiory.. If' h t. 66 you 4vq, any, questions, or if we can be of ffirther, assistance, please d6ji6thesif-ttate to. contact Our office, Respectfully submitted, KRAIZAN &ASSOPATESI.Wc... Rymap'L.. Mercer, Project MAri;igdr. Ncifk Northwest Division RLWIM 11715 N. Creek Parkway Sq Su I it6 C406 . -B6thel]iWgishilfgf6fi98011,�(425)1$!!-5519*.FAX'(425)."485,-6837 With Offices Serving the Westein, United States 00612059 6 101 9( 8( A of W Z 6C LL Z 50 W U w 40 W a. 30 20 10 0 Krazan & Assoc. Sieve Analysis . %+3" % Gravel Coarse FW 0.0 0> Test Results (ASTM D-421/ASTM D-422 & ASTM O- pening Percent Spec." Pass? Size Finer (Percent) (X=Fail). 1 100.0 D30= 0.2305 D15=0.1770 D10= 0,1,436 .75 99.9 Remarks Sample ID: 42390. .625 99.7 .5 99.6 .375 99:4 .25 99.1 #4 98.9 #10 98.6 #20 97.7 #40 83.9 #60 36.6 #80 15.6 #100 10.8, #200 6.1 (no specification provided) in' Fruhling Pit Number: 42390 111Y VILL - "/o Sand Medium 14.7 77. Silt Material Description Brown poorly graded SAND with silt. % Fines 6.1 Atterberg Limits (ASTM D 431,8) PL= NP LL= 15 PI= NP Classification USCS (D 2487)= SP -SM AASHTO (M 145)= A-3 Coefficients D90= 0.5402 D85= 0.4421 D60= 0.3204 D50= 0.2891. D30= 0.2305 D15=0.1770 D10= 0,1,436 Cu= 2.23 Cc= 1.15 Remarks Sample ID: 42390. As -Received Moisture Content (ASTM D-22.16): 9..15% Date Received: 4/4/12 Date Tested: 4 6/12 Tested By: Chris McMillen Checked By: Corbett Mercer Title: Lab Manager Client: Clearcreek Contractors NO A Project: Shell _ Edmonds Date Sampled: 4/3/12 51 41 z 3( U) 5 2( io 0 LIQUID AND PLASTIC LIMITS TEST REPORT ' Dashed line indicates the approximate Project: Shell - Edmonds: 41 Location: fruhling-Pit, Sample Number: 42390 upper limit boundary for'natural soils 4. O\ 0 00, i. ML or MH or OH 9/ 0 10 20 30 .40 50 60 70 80- 90 LIQUID LIMIT MATERIAL DESCRIPTION ILL PL P11 W440- O� Brown poorly graded SAND with, silt. 15 NP NP 83.9 Project No. 09612059, 'Client: ClearCreek Contractors Project: Shell - Edmonds: 41 Location: fruhling-Pit, Sample Number: 42390 Tested By: - Chris McMillen C,h,eck,6,d. By: 100 11 0200 USCS 6.1 Orsm Remarks: •Sample ll):,42BO. Sample Date: 48/12. Tested By: Chris McMillen Checked By: Corbett Mercer 1�(� . MEEMMMM■MM■MMM■■■ ON ME MENEMMMMMMMMMMMMMMffiWM ► _�� ■■■■■NEEM■■Mi■■i ■■N■ ■EEM ��EE■ OMEN ■EMENNN■M■N/EN ME■NEMEI� ANNE ` MENNEN 1 ` MEMENNEMENE/J% ■EENNE■ ■ EMEE■1REMEMEM ■MIs MMENMEM\�1N■ MN ��_ ■NEEM■■INOMIM MENNEEMMENNEEMM■ M OM ■■■E■MENSMEE■E ■EMEME■■MEMO .■■■■■■.NNE■■■■. MEM■EME//.®MEMEM■MEMEMMENEM ENNEMENNEENNEEM�■MEMENEEN MEMENE■■E■ MMM■ME■ENNEN ■MEM■■■..■. . MEEMEN ■■ENEMMMM■■ EME�MMENE ME ■■MEN■ E ■EMEMEM■MEM�ME� MMEN■M■ ■ ■. ■■ME■EEM■�■Nloom MENN■MM■■ M MEN ■EMEMEMMENEMENE■■MEEM No MENEM Classification Nat. noist _. ..UNCORRECTED Maximum .. , . pcf :....graded , with silt. Optimurn = 9.2 % 9.3% .. ,.., . Shell -Edmonds,. , ., . ... ... ., Tested By: Chris McMillen Checked By: Corbett Mercer 1�(� • • • �Krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION FORENSIC INVESTIGATION April 13, 2012 Mr. Darren Ness (E -Mail) CLEARCREEK CONTRACTORS 3203 15" Street Everett, Washington 98201 RE: CONSTRUCTION TESTING AND INSPECTION Shell — Edmonds 9930 Edmonds Way Edmonds, Washington Dear Mr. Ness, KA No. 096-12059 In accordance with your request and authorization, our firm performed construction testing and inspection for the above -referenced project. The sampling and testing was performed by our inspectors on the dates indicated below."The following report is attached: • Field Report 152454 dated April 12, 2012, • Compaction Report 18976 April 12, 2012 If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRA.ZA.N & ASSOCIATES, INC. R�J(X� Ryman L. Mercer Project Manager Pacific Northwest Division 11715 N. Creek Parkway South Ste 106, Bothell 98011 • (425) 485-5519 • FAX (425) 485-6837 With Offices Serving the Western United States 09612059 DFRdoc ' aZan & Associates, Inc. GEOTECHNICAL ENGINEERING - ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION OTE: LA PROJECT #: PROJECT: ` LOCATION: KRAZAN PROJECT MANAGER: FIELD REPORT NO: 152454 CONTRACTOR: JURISDICTION: PERMIT #: INSPECTOR: WEATHER: TEMP. ` To the best of my knowledge, the abov/ WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Repr sentative: Te nician: sport indicates our Inspector's observation and testing results based on the site condition and contractors a hies is Information is subject r iew prior to final su ittal. y signing this report, our pector does not accept responsibility for validity of the results. Some information on this report may have been pro d by o rs on site. The IMormattc rovided on this report is ared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Offices Serving the Western ited States Bothell (425) 485-5519 Gresham (503) 665-3574 Poulsbo (360) 598-2126 Puyallup (253) 939-2500 &.Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION • DATE: PROJECT#: PROJECT LOCATION: KRAZAN PROJECT MANAGER: COMPACTION REPORT NO.: 18976 CONTRACTOR: (-)a .E lfo PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: TEMP: ❑ WASHINGTON DENSOMETER ❑ SANDCONE LOWUCLEAR TEST ❑ OTHEy LOCATION MAP N ❑ Paved Areas (circle one): Sub / Agg / Asphalt ❑ Building Pad (s) L- ❑ Other ❑ Trenches (circle one): Sewer / Water / Storm Drain / Utly Curve Unified Soils Classification I Max Dry I Opt Density Moisture Map Location: ❑ Attached Curve Test Method: Daily Avg. Std Count Densities Daily Avg. Std Count moisture (- Gauge# To the best of my knowledge, the above ty WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirement: ftiperintendent/Representative: Tec nician:. ` This testing does not preclude the possibility that the soil or hot -mix asphalt may be loosened by future construction activities or rainfall events. The compaction tests were performed at the approximate locations and elevations shown and indicate relative compaction at those locations. Horizontal and vertical limits of the compacted area were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the contractor's responsibility to conform to the approved project plans and specifications. 215 West Dakota Ave., C avis, CA 93612 (559) 348-2200 4 1 ckeA St, Ontario, CA RIy61 \• (909) 974-4400 2205 Coy Ave., Bakersfield, CA 93307 (661) 837-9200 1 1-1 t. NW Suite 106, Auburn, WA 98002 (253) 939-2500 1025 tone Palm Ave. #2E, Modesto, CA 95351 • (209).572-2200 2714 Sta Hwy 305 NE Suite 3C, Poulsbo, WA 98370 (360) 598-2126 545 Parrott St., Son Jose, CA 95112 (408) 271-2200 1 1-1 Ave. NE #F-300, Woodinville, WA 98072 • (425) 485-5519 5808 Price Ave. 81dg. 1016, McClellan, CA 95652 • (916) 564-2200 Revision 0 ..'KraZan &. ASSOCIATES, INC. GEOTECHNICAL ENGINEERING P.ENVIRONMENTAL.ENGINEERING, if C.QNST.IWCTION TESTING A INSPECTION FORENSIC INVESTIGATION April 16', 2012 KA No. 096-12050 W.- barren Ness (E -Mail) CLEARCREEK CONTRACTORS: 32W.-150Street Ev*rett, Washington -9820,1 RE: CONSTRUCTION TESTINGAND INSPECTION Shell — Edmonds 9930 Ediifdhds; Way Edmonds; Washington bear.Mr- Ness; .. 1 11 . 'I —" In.accord'ance-,with,your,r6ques't and authorization, our firi-n,p6rfbrin&d�coiistrii6tioii testing and inspection, for the above -referenced project: The sampling ling and, test - ing was performed, by our inspectors on the dates indicated below; The following report is,atta6hed: • Field 'Rqportl52289dated 'April 13,2012. A Compaction. Report 1-8 -69*8,'April '13. 2 01 2 Ifyou . haver any' duestiphs,-or',if We can be of further. assistance;'pleak- do riot, hesitate' to, contact our office. Respectfully, submitted, KRAZAN Bi ASSOCIATE SANC Ryman: L. Mercer Project Manager Pacific.NorthW6st Divisi'on 4AVlm 0 11715 N. Creek Parkway south Ste 106, Bdihiefli 98011• (425) 485-5519 i FAX (425) 485-601. With- Offices ic Serving . es Sery the Western United States . . , I 0.961.2.659 DkM4oc F(Man & Associates, Inc. GEOTECHNICAL ENGINEERING - ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION IWE:/•3/;tc;►� PROJECT##: PROJECT: S�ul1 LOCATION: KRAZAN PROJECT MANAGER:— J Ma. -r FIELD-REPORT"NO: -15-2-2-8:9 CONTRACTOR: CIw Grej, Cu.,sr JURISDICTION: PERMIT #: INSPECTOR:. 7Mv WEATHER: P C.lutacly TEMP: i �* Ona; -'k as mg LA to td -lo. -Lyvc s;; Is K;:.rec'c1.C�d:• l+Qtlt�l �2� ►1v��Z,t.l1••t ��i-'a' Trb��,v� :ASt�G t v�0 r•ijr Ca� MGI�G CLQ -- n. V � �Ci�t� to 1•tiF^F.f tM� C,t;%M/a(� ld.i.ntl R �b.Cr Pett ICfclLrtw '�ftTte� C�ir.ncu�io., +ti u..��►t . Gem... T SIL ,t.,t 411 4es-h 'Q A 13lecl1 -4 , 4u+ nscAlis Equipment/Asset Number(s): To the best of my knowledge, the above_ AS WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Represe.ntative: Technician: Thindidates our inspector's observation and testing results based on the site condition and contractor's activities: This Vormation is Wbiect to review prior to final submittal. By signing this report, our ins oes not aocept responsibility for validity of the results. Some information on this report may have been provided by others on site. The Information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Assoc: Offices Serving the Western United States Bothell (425) 485-5519 Gresham (503) 665-3574 Poulsbo (360) 598-2126 Puyallup (253) 939-2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 4dKrazan& Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION COMPACTION REPORT NO.: 18698 CONTRACTOR: L6-- Gnr-4 CE'st PROJECT#: 01t'-1 94'1711 PERMIT NO: PROJECT She'll INSPECTOR: i7� 1yz LOCATION: g`i 3:% E'40 -6'U-4 w2 y JURISDICTION: KRAZAN PROJECT MANAGER: -7 Mu -•t. WEATHER: P ow' -Cly TEMP: 4 t� ❑ WASHINGTON DENSOMETER ❑ SANDCONE 10 NUCLEAR TEST ❑ OTHER. LOCATION MAP N ❑ Paved.Areas (circle one): Sub / Agg / Asphalt 0 Building Pad (s) ❑, Other 0 Trenches (circle one): Sewer / Water / Storm Drain / Utly I Curve Unified Soils Classification Max Dry Opt iC9.Q 9.7 Test Elevation Location(Comments) Curve Mode& Density Moist Percent Required Depth % Compaction - ,k I, L'.44 T A Ar, C4 00.1 10.1 RS IOct .2 a - ,�.• s. �9 K Curve Test Method: Daily Avg. Std Count Densities�0i Daily Avg. Std vY13 Count moisture Gauge# g 3; i Map Location:, Attached This testing does not preclude the possibility that the soil or hot -mix asphalt may be loosened by future construction activities or rainfall events. The compaction tests were performed at the approximate locations and elevations shown and indicate relative compaction at those locations: Horizontal and vertical limits of the compacted area were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the contractor's. responsibility to conform to the approved project plans and specifications. To the best of my knowledge; the above AS / WAS. NOT performed in accordance with the approved plans, specifications, and regulatory requirements Suiiiiiiiiiirintandent/Representative: Technician - 215 West Dakota Ave., Clovis, CA 93612 (559) 348=2200 4221 Brickell St; Ontario, CA 91761 0 (909) 974-4400 2205 Coy Ave., Bakersfield, CA 93307 (661) 837-9200 1501-15` St. NW Suite 106, Aubum, WA 98002 • (253) 939-2500 1025 Lone Palm Ave. 412E, Modesto, CA 95351 (209) 572-2200 .20714 State Hwy 305 NE Suite 3C, Poulsbo, WA 98370 (360) 598-2126 545 Parrott St., Sart Jose, CA 95112 (408) 271-2200 19501-144" Ave. NE_#F-300, Woodinville, WA 98072 (425),d85-5519 5808 Price Ave. Bldg. 1016, McClellan, C4 95652 • (916) 564-2200 Revision 0 The information provided"on this report is prepared for the Effaotive Date: FJ16/02 exclusive use of the 'client: This report maynot be repioduced in any format without the written permission of the client and Krazen & Associates: • _7�fl =�'(J'a,Za1 & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION FORENSIC INVESTIGATION April 19, 2012. KA No. 096-12059 Mr. Darren Nes-s; (E -Mail) CLEARCREEIC CONTRACTORS 3203 150' Street Everett, Washington.98201 RE: CONSTRUCTION TESTING AND INSPECTION Shell.— Edmonds 9930 Edmonds Way Edmonds,, Washington Dear Mr. Ness, Inaccordance with your request and authorization, our firm performed construction testing and inspection for the. above -referenced project. The sampling, and. testing was performed by our inspectors on the dates indicated below. The following report is attached: • Field,Report.15247Q dated.April. l8, 2012.. • Compaction Report.18980 April 18; 2012. If'you have any .questions, or if we. can be- of further assistance, please do. not hesitate: to contact our office. Respectfully submitted, I{RAZAN. &ASSOCIATES, INC.. V_Jh�u� Ryman L. Mercer Project Manager Pacific Northwest Division 11715 N: Creek Parkway South Ste 106, Bothell 98011•: (425) 485-5519 • FAX (425) 485-6837 With Offices Serving the Western United States 09612059 DFR,doc qa-!-!Knz a-- - n- A s* s o 0 i a t e. s, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION *E- �— PROJECT PROJECT: LOCATION: KkAZAN PROJECT MANAGER: CONTRACTOR: JURISDICTION: FIELD REPORT NO: 152 4 7 0 PERMIT INSPECTOR: - WEATHER: TEMP: Int Equ'ipmdnt/Asset Numb*et(s): To the best of my knowledge, the above WA/ WAS NOT performed in :SuperihtendenVRib'presentatiVe: T* indicates., inspector's observation &A and tasting I.. based -®r, the site condition and contractor cf In does not accept responsibility for validity of the results. Some information on this report may have been pt the client. This. report may not be reproduced in. any format without the written permission of the client and Kraien & Bothell (425).485-5519 DAILY FIELD REPORT 2009A66 Offices Servih_q the Gresham (503) 665w3574 with the approved plans, spe6ifk4fions, regulatory 9 d ulatory requirements. - This, information is, kuble Nt'to, review prior to final jubm By signing this report,our. &Eu* Pars on site. The IN,Ion provided on this repo is p, red for the exdusW use of (ester-nWkited States Poulsbo (360) 598-2126 Puyallup (253) 939-2500 EFFECTIVE: 4)22/2609 0 DATE: dd-Krazan& Associates, Inc. GEOTECHNICAL ENGINEERING ?.ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION, KRAZAN PROJECT MANAGER: COMPACTION REPORT NO. 18 98 0 CONTRACTOR: (Q� c efffx ❑ WASHINGTON DENSOMETER ❑ SANDCONE D4UCLEAR TEST ❑ OTHER LOCATION MAP N ❑ Payed Areas (circle one): Sub/ Agg / Asphalt ❑ Building. Pad (s) ❑ Other ❑ Trenches (circle one):' Sewer / Water / Storm Drain / Utly Curve Unified Soils Classification Max Dry Opt, Density I Moisture Test Elevation Location (Comments) Curve Mode & Depth Density Moist Percent % Compaction Required Count Densities rr r^ • (661 ) 837-0200 vertical limits of the'compacted area were determined by others. Our firm does not guarantee earthwork Daily Avg. Std 1025 Lone Palm Ave. #2E, Modesto, G4 95351 (209) 572 2200 Count moisture (360), 598-2126 or paying construction, nor does our work relieve the contractor's responsibility to conform to the (408) 271-2200 approved project plans and specifications. (425) 485-5519 5808 Price Ave. Bldg. 1016, McClellan, C4 95652 Gauge# To the best of my knowledge; the above AS / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements Revision 0 Effectiw Date: &'16102 The infonnstion'provided on this report is prepared for the exclusive use of,the client. This report rosy not be reproduced in any format without the written permission of the client and Kaizen & Associates. Map Location: Curve Test Method: This testing does not preclude the possibility that the soil or hot -mix asphalt may be loosened by future ❑ Attached Daily Avg. Std construction activities or rainfall events. The compaction tests were performed at the approximate 42 Brickell Ontario, CA 9176 Count Densities locations and elevations shown and Indicate relative compaction at those locations. Horizontal and • (661 ) 837-0200 vertical limits of the'compacted area were determined by others. Our firm does not guarantee earthwork Daily Avg. Std 1025 Lone Palm Ave. #2E, Modesto, G4 95351 (209) 572 2200 Count moisture (360), 598-2126 or paying construction, nor does our work relieve the contractor's responsibility to conform to the (408) 271-2200 approved project plans and specifications. (425) 485-5519 5808 Price Ave. Bldg. 1016, McClellan, C4 95652 Gauge# To the best of my knowledge; the above AS / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements Sj�rintendent/Representative: Tec 'cion:. 215 West Dakota Ave., Clovis, CA 93612 (559) 348.2200 42 Brickell Ontario, CA 9176 (909) 974-"W 2205 Coy Ave., Bakersfield, CA 93307 • (661 ) 837-0200 15 1 1; Sf, Suite 106, Au6um, WA 98002 • (253) 939.2500 1025 Lone Palm Ave. #2E, Modesto, G4 95351 (209) 572 2200 207 Stote Hwy 05 NE Suite 3C Poulsbo, WA 98370 • (360), 598-2126 545 Parrott St., 5an Jose, CA 95112 (408) 271-2200 19501:1 E #F 300 Woodinville, WA 98072, (425) 485-5519 5808 Price Ave. Bldg. 1016, McClellan, C4 95652 •. (916) 564-2200 Revision 0 Effectiw Date: &'16102 The infonnstion'provided on this report is prepared for the exclusive use of,the client. This report rosy not be reproduced in any format without the written permission of the client and Kaizen & Associates. '�'J<raZan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING- - ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING &'INSPECTION FORENSIC INVESTIGATION April 20, 2012 Mr. Darren N'ess'(E--M-afl) CLEARCREEK CONTRACTORS' 320310 Street Everett; Washington '9-8-20-1 RE: ,CONSTRUCTION TRUCTION, TESTING AND INSPECTION 'Shell= Edmonds 9930 EdihohdsV ' '' -Washington:-- ay Edmonds,, Dear Mr; Ness; KA -No.: 0064120'.59 In accordance with, your request and autliorization'. ourfir M--perfohned construction testing and.iiispection for the above-refereniced pro-J&t.. The sampling andtesting was performed by our inspectors on' the dates indicated belbw. The.following report f6l1bwin rt is attached`. 0 Field Report 152471. dated-Apri1' 0j, 2J0 1.2. • Compaction Report 18967 April 19.2012. If you have any questions, or if we can be of further assistance. vlease do not he§itat& to contact, our offte. R6spddtRilly-submi.tt6d 1(11 AN & ASSOCIATES, INC, R&ari L. M6fcer' Project Manager PAcific North*dstDiVisioji RILMAin 0 11115 N. Creek )Parkwayte. 106-136theft 0611- f415 FAX 485-550 � F .'(4M) 4.95693 -1 7, WSoul' S, -lifi Offices Serving the. Western United States 0961-2059..DFRAmc, - ^ FIELD REPORT -NO: -1.5-24,71 Associates, Inc. GEOTECHNICAL` ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION CONTRACTOR: e PROJECT #: JURISDICTION:EO PROJECT: PERMIT #: • • �V�K_s1Iid�I^�T�l�T/��I��'L:� • - 1�7•• Equipment/Asset Number(s): To the best of my knowledge, the aboy Z WAS NOT performed in accordance with the approved'plans, specifications; and regulatory requirements. E uperintendent/Repr , tative: Technician: T ' It indicates our Inspector's observation and testing results based on the site condition and contrect�,e vi s. This information is'subJ review prior ro renal submittal. g this report, our oes,not accept responsibility for validity of the results. Sortie inlormatlori on this report n, -y have been prd by there on s te. The Information provided on this report is prep ed r the exclusive use of: the c r nt. This report may not be reproduced in any, for ai without the written permission of the ctient'and Krazen 8C., Offices Serving the Western United States Bothell (425) 485-5519 Gresham (503) 665-357.4 Poulsbo (360) 598-2126 Puyallup (253) 939-2500 DAILY FIELD REPORT 2009.doc EFFECTIVE: 4/22/2009 h,J MA%4=J_MKraZan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION COMPACTION REPORT NO.: 18967 CONTRACTOR: `=A&/ -Lc l �� -)- ❑ WASHINGTON DENSOMETER ❑ SANDCONE �Z NUCLEAR TEST ❑ OTHER. ❑ Paved Areas (circle one): Sub / Agg / Asphalt t ❑ Building Pad (s) C� Other I `Yam .❑ Trenches (circle one): Sewer / Water / Storm Drain / Utly r Map Location: Curve Test Method: This testing does not preclude the possibility that the soil or hot -mix asphalt may be loosened by future construction activities or rainfall events. The compaction tests were performed at the approximate ❑ Attached Daily Avg: std locations and elevations shown and indicate relative compaction at those locations. Horizontal and Count Densities vertical limits of the compacted area were determined by others. Our firm does not guarantee earthwork Daily Avg. std Count moisture or paving construction, nor does our work relieve the contractor's responsibility to conform to the Gauge# approved project plans and specifications. To the, best of my knowledge, the above AS / WAS, NOT performed in, accordance with the approved plans, specifications, and regulatory requirements SjWrintendent/Representative: TeZbnicign;,-1 %►. '�. ri ; 21S West Dakota Ave., Clovis, CA 93612 (559) 348-2200 ll Sk, Ontario, C�{_ 91761 (909) 974-4400 2205 Coy Ave., Bokers6eld, CA 93307 Requimd . NW Suite 106; AuSum, WA 98002 U2O (253) 939-2500 1025 Lone Palm Ave. #2E, Modesto, G4 95351 (209) 572 2200 Hwy 305 NE Suite3C, Pouls6o, WA 98370 •' (360) 598-2126 545 Parrott St, Son Jose, CA 95112 • (408) 271-2200 M-�FXOIM (425) 485-5519 5808 Price Ave. Bldg, 1016, McClellan, C4 95652 WORM ii(ri- Revision 0 The information provided on this repoit is prepared for. the M.20 I��.a�L.''� •�. � `.7 Map Location: Curve Test Method: This testing does not preclude the possibility that the soil or hot -mix asphalt may be loosened by future construction activities or rainfall events. The compaction tests were performed at the approximate ❑ Attached Daily Avg: std locations and elevations shown and indicate relative compaction at those locations. Horizontal and Count Densities vertical limits of the compacted area were determined by others. Our firm does not guarantee earthwork Daily Avg. std Count moisture or paving construction, nor does our work relieve the contractor's responsibility to conform to the Gauge# approved project plans and specifications. To the, best of my knowledge, the above AS / WAS, NOT performed in, accordance with the approved plans, specifications, and regulatory requirements SjWrintendent/Representative: TeZbnicign;,-1 %►. '�. ri ; 21S West Dakota Ave., Clovis, CA 93612 (559) 348-2200 ll Sk, Ontario, C�{_ 91761 (909) 974-4400 2205 Coy Ave., Bokers6eld, CA 93307 (66I) 837-9200 . NW Suite 106; AuSum, WA 98002 U2O (253) 939-2500 1025 Lone Palm Ave. #2E, Modesto, G4 95351 (209) 572 2200 Hwy 305 NE Suite3C, Pouls6o, WA 98370 •' (360) 598-2126 545 Parrott St, Son Jose, CA 95112 • (408) 271-2200 19501-144° Ave. NE #F-300, Woodinville; WA 98072 (425) 485-5519 5808 Price Ave. Bldg, 1016, McClellan, C4 95652 (916) 564-2200 Revision 0 The information provided on this repoit is prepared for. the Effective Date: &7W02 exclusive use of the client. MS report may not be reproduced in any'format without the written permission of the client and Kfimeu & Associates; UNDERGROUND STORAGE TANK FOR OFFICE USE ONLY Closure and Site Assessment Notice Site ID#: 0 Facility Site ID #: r�s��ero� trarr 6E C A Or L r 0 r6 0Y See back of form for instructions Please v' the appropriate box(es) O Temporary Tank -Closure O Change-in-Seivice P(Permanent Tank Closure ❑ Site Check/Site Assessment Site Information Site ID Number asr -3:z 3co (Available from Ecology If the tanks are registered) Site/Business Name !t%c 3 F"i'�e- SIe�1000e Street Site Address f9-: lE49 dV"!. City/State "Ot-~C-6 Zip Code. Telephone U Owner Information UST Owner/Operatorlp'6� Mailing Address AI -A. 175 tum Street P.O. Box City/State �r�Sffiir/4lo� Zip Code 1 �S5 Telephone ( j 5412. 6Z9$ Owners Signature Tank Closure/Change-In-Service. Company Service Company CaNj-r a-rAc.T-ox-t.. Certified Supervisor AA LAAO C -U t4 tj mg iT Decommissioning Certification No. 10 y 2 -11- V Supervisor's Signature Date a 1 z 31 12 - Address ZAddress 5 Z O' (5 tQ S T Street P.O. Box �.V F -O- 7T-- LVI* 1;3Zo 1 TelephoneN( Ln 2 2-- S7800 City State Zip Code j. Site C . eck/Site Assessor Certified Site Assessor /126/ci14-/G Aft r -o% % Address -j?V'C /i�� o j ' 4 Street P.O. Box 1�a<•L 6��`c �� ? 2r 1-1/0 Telephone ( 7 80 — 7 7 7-9. CITY State Zip Code Contamination Present Tank Information at the Time of Closure Tank m T- Z- 3 Closure Date Closure Method Tank Capacity Substance Stored ❑ ❑ Z4 AWa 1;` es No Unknown O o O Check unknown If no obvious ^contamination was observed �® p *0,0.of nd sample results have not �o yet been received. from —�� analytical lab. D es No If contamination is present, has thexelease been reported to the appropriate regional office? To receive this -document in an aitemative format, contact the Toxics Cleanup Program at 360-407-7170 (voice) or 1400-633-6386 OR 711 (TTY) ECY 02094 (Rev. 2-06) *VM WA SH IN OT OM STAFF OFFASTYF NT OF ECOLOGY UNDERGROUND STORAGE TANK_ Site Check/Site Assessment Checklist FOR OFFICE USE ONLY Site M Facility Site ID M When a release has not been confirmed and reported, this Site Check/Site Assessment Checklist must be completed and signed bya person certified by ICC or a Washington registered professional engineer who is competent, by means of examination, experience, or education, to perform site assessments.The results of the site check or. site assessment must be included with this. checklist. This form must be submitted to' Ecology of the address shown below within 30 days after completion of the site check/site assessment. SITE INFORMATION: Include the Ecology site ID number if the tanks are registered with Ecology_ . This number may be found on the tank owner's invoice or tank permit. TANK INFORMATION: Please list all tanks for which the site check or site assessment is being conducted. Use the owner's tank ID numbers if available, and indicate tank'capacity and substance stored. REASON FOR CONDUCTING SITE.CHECK/SITE ASSESSMENT: Please check the appropriate item: Underground Storage Tank Section CHECKLIST: Please initial each item in the appropriate box. Department of Ecology PO Boz 47655 SITE ASSESSOR INFORMATION: This information must be signed,by the registered Olympia WA 98504-7655 site assessor who is responsiblefor conducting the site check/site assessment. Site ID Number (Available from Ecology if the tanks are registered): MS- 7— . 19_ ,.11 ., Site/Business Name: Site Address: 99.10 Tank ID No. r-1 Check one: F] Tank' Capacity igo, o 00 -r 10 o o Telephone: (_) Investigate suspected release due to on-site environmental contamination. Investigate suspected release due to off-site environmental contamination. Extend temporary closure of UST system for more than 12 months. UST system undergoing change -in-service. UST system permanently closed with tank removed. Abandoned tank containing product. Required by Ecology or delegated agency for UST system closed before 12/22/88. Other (describe): _ ECY 010-158 (Rev. 2-06) Zip Substani:e- Stored 7Ech item of the following checklist shall be initialed by the person registered with the Department of whose Si nature appears below: YES NO 1. The location of the UST site is shown on a vicinity map./{ 2. A brief summary of information obtained during the site inspection is provided. (see Section 3.2 in site assessment guidance) L' t'� 3. A summary of UST system data is_ provided. (see Section 3.1:) A 4. The soils characteristics at the UST site are described. (see Section. 5.2) 5. Is there any apparent groundwater in the tank excavation? 6. A brief description of the surrounding land use is provided. (see Section 3.1) 7. Information has been provided indicating the number and types,of samples collected, methods used to collect and analyze the samples, and the name and address of the laboratory used to perform the analyses. 8. A sketch or sketches showing the following items. is provided: - location and ID-number for all field samples. collected. - groundwater samples distinguished from soil samples (if applicable). /U - samples collected from stockpiled excavated soil{ - tank and piping locations and limits of excavation pit. - adjacent structures 'and streets - approximate locations of any on-site and nearby utilities. 9. If sampling procedures different from those specified in the, guidance were used, has justification for using these alternative sampling procedures been provided? (see Section 3.4) 10. A table is provided showing laboratory results for each sample collected including; sample ID number, constituents analyzed for and corresponding concentration, analytical method and detection limit for .. that method.. fC(G 11. Any factors that may have compromised thek quality of the data or validity of the results are described. /i1fE' 12. The results of this site check/site assessment. indicate that a confirmed release of a regulated substance has occurred. Person registered with Ecology V Firm Affiliated with Business Address: ✓?5"D. Aaf[So7 ken LA -0-1 W# Telephoner( 7g4' 1�. 7C Street � (ca� A/(+ �� r ( O State, I hereby certify that 1 have been in responsible charge ofperforming the site check/site assessment described above: Persons submitting.jalse information- are subject to penalties "under Chaptee173:360 WA Date Registered with Ecology If you need this publication in an alternate. format, please contact Toxics Cleanup Program at (360) 407-7170. For persons: with a speech or hearing impairment call 711 for .relay service or 800-833-6388 for TTY.: G Page 1 of 2 was Information �"�� Prosalpervice Industries, Inc. 24113 56th Avenue W Mountlake Terrace, WA 98043 Build on,! •:. slo ; , ..; • tua; .' Jr i . L'a Phone: (425) 248-2400 Fax: 248-2401 Engineering • Conwigng • 7�sting f . • ; (425) , Daily Field Report Re N port o :DF R:0712603-1111 Issue NoA Client: KEYCORPCC CHARLES WHITE, These test results apply only to the specific locations and materials noted and may not - P.O. BOX 810015 DON NELSON, represent any other locations or elevations. This report may not be reproduced, except in full, wahout written permission by Professional Service Industries, Inc. If a non-compliance LEI F BJO RBAC K appears on this report, to the extent that the reported non-compliance Impacts the project, the resolution is outside the PSI scope of engagement. TOLEDO, OH 43681-0015 Project: KEYBANK EDMONDS GEO CO EDMONDS WA Approved Signatory: Daniel Kuhn (Branch Manager) Date of Issue: 10/9/2012 Date: 9/28/2012 Technician: Thor Christensen PSI representative visited the project site at the request of the contractor for the purpose of evaluating pavement subgrade. We observed that the contractor had placed crushed rock over pavement subgrade. We observed a proofroll of the majority of the pavement subgrade using a loaded dump truck (see site plan). The subgrade appeared firm and unyielding. Based on our observation it is our opinion that the observed pavement subgrade will provide support to the planned pavement. - J G Page 1 of 2 Professional Service Industries, Inc. Information Mo ntlake Terrace, A 98043 To Build On i+ f Phone: (425) 248-24 00 ng Fax: (425) 248-2401Enerng Consultng • 7esdi4 Report No:DFR:0712603-11/1 Daily FIe Field Issue No:1 Client: KEYCORP CC: CHARLES WHITE, These test results apply only to the specific locations and materials noted and may not represet any other locations or elevations. This report may not be reproduced, except in full, P.O. BOX 810015 DON NELSON, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the LEI F BJORBACK resolution is outside the PSI scope of engagement. TOLEDO, OH 43681-0015 Project: KEYBANK EDMONDS GEO CO EDMONDS WA Approved Signatory: Daniel Kuhn (Branch Manager) Date of Issue: 10/9/2012 Page 2 of 2 • • ffi!f; Information � mTo Build On Engineering • Consulting • Testing October 11, 2012 Real Estate Services KeyBank 3300 E 1 st Avenue Denver, CO 80206 Attention: Don Nelson, Turner Construction Company dfnelson@tcco.com. SUBJECT:. Rain Garden.Subgrade Soils Evaluation KeyBank — Edmonds Way 9930 Edmonds Way Edmonds, Washington PSI Project No.: 0712603 • • iii �. � .■ e + +a At your request we visited the site to evaluate, subgrade soils within, each of the four rain gardens at the site to meet the city of Edmonds Washington special inspection requirements. Our previous work at the site is documented in our geotechnical report dated February 23, '2011 entitled "Geotechnical Investigation for. the Proposed KeyBank, 9930 Edmonds Way, Edmonds, Snohomish County, Washington, KeyBank No. 1023189,° our'letter dated August 1, 2011 entitled Infiltration Recommendations Proposed KeyBank, 9930 Edmonds Way,' Edmonds, Washington," and our letter dated February 16, 2012, entitled " Response to City of Edmonds Plan Review Comments, Proposed KeyBank; 9930 Edmonds Way, Edmonds, Washington." The purpose of this letter is to provide a summary of our evaluation of the rain garden subgrade soils. REVIEW OF PREVIOUS CONSULTATION AND SITE HISTORY PSI has reviewed our geotechnical report and infiltration ,letter for the project. The subsurface borings we completed during our initial site reconnaissance encountered fine to coarse sand with fine gravel from depths of about 2'/ to 4'/2 feet below the ground surface. These materials extended to the maximum depths explored of 21 % feet. As part of our initial report we conducted grain -size analyses on selected samples. Our. infiltration letter provided a recommended long-term infiltration rate of 2 inches per hour. That rate was based on the grain -size analyses from our. initial report and the Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30 dated April 20, 2010. Underground storage tanks were located near the northeast corner of the site, and those were removed prior to site development. The resulting excavation extended at least 15 feet below the ground surface. Structural fill was placed in that excavation, which extended to the location of rain garden 3. PSI was not retained to observe or evaluate that structural fill. Professional Service Industries, Inc, • 24113 — 56^ Avenue West • Mountlake Terrace, WA 98043 • Phone 4251248-2400 • Fax 425/24812401 Z KepBank — Ednwnds Wap Raingroden Subgrade Soils Evaluation Edmmnds, Washington PSI Project No. 0712603 SITE CONDITIONS •• Professional Service IndnsTries, Inc Engineering • Consuldng • Testing October 11, 2012 Page 2 of 2 PSI visited the site on October 9, 2012. We observed that construction of the project was nearly complete:F6J&'"rain gardens had been constructed and landscaping had been installed at the rain gardens and throughout most of the site: We observed that overflow structures had been installed I a- ch- of the rain gardens. SUBSURFACE CONDITIONS We excavated small test pit within each of the rain gardens using a shovel. Those explorations encountered approximately, 0.5 to 24 inches of dark brown sand with organics, interpreted as mulch fill. Underlying the mulch the explorations encountered brown sand with gravel, interpreted as imported structural fill. We obtained a sample of the brown sand with gravel at each of the explorations. LABORATORY TESTING PSI conducted grain -size analyses 'on the exploration samples. The results of the laboratory testing indicate that the sand with fine gravel soils encountered at the rain garden locations are similar to the soils encountered in our site subsurface explorations. It is our opinion that our previously recommended infiltration rate of 2 inches per hour is appropriate for the soils encountered in our recent explorations at the rain garden locations. PSI did not observe or monitor conditions at the rain garden locations during site construction and our recent rain garden observations were hindered by the mulch fill at the rain gardens. If soil with a significant silt content exist at the rain garden locations the infiltration rate would be reduced and could result in surface water entering the rain garden overflow structures. CLOSURE We appreciate this opportunity to be of service to your project and look forward to our continued role with KeyBank. If you have any questions concerning this letter please contact us at your earliest convenience. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Scott A. Palmer, PE Vice President — // —gid /,;?-.., Britton W. Gentry, PE, GE (Oregon) Principal Consultant • Professional Service Industries, Inc. EE)nrg1m*ei!1ng , Info / t t o � t 24113 56th Avenue W �% ntlake Terrace, WA 98043 enZL(.L On M6one: (425) 248-2400 ConsulUng • 7eslting (425) 248-2401 Daily Field Report � Report No:DFR:0712603-611 Issue No:1 Client KEYCORP CC CHARLES WHITE, These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, P.O. BOX 810015 DON NELSON, without wntten permission by Professional Service Industnes, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance Impacts the project, the LE I F BJORBAC K resolution is outside the PSI scope of engagement. TOLEDO, OH 43681-0015 Project: KEYBANK EDMONDS GEO CO EDMONDS WA Approved Signatory: Thor Christensen (Project Engineer) Dale of Issue: 6/26/2012 Date: 6/11/2012 Technician: Thor Christensen PSI representative visited the project site on behalf of our client for the purpose of evaluating fill compaction. l The contractor informed us that he had compacted the surface of the site fill with a vibratory'roller. The fill consisted of brown sand with gravel and trace silt. The fill appeared firm and unyielding. We measured density of the fill with a nuclear�gauge. Test results indicate, compaction met minimum compaction specification of 95 percent of maximum dry density. In our opinion the evaluated fill should provide adequate support to the planned structure and pavement. i Page 1 of 1 e Inforniation .To Build on: EiConwW * Testi Fifn4o9 n9 n9 Daily Field Report Client:, KEYCORP CC: P.O. BOX 810015 TOLEDO, OH 43681-0015 Project: KEYBANK EDMONDS GEO CO • Key_ Professional Service Industries, Inc. 24113 56th Avenue W Mountlake Terrace, WA 98043 Phone: (425) 248-2400 Fax: (425) 248-2401 Report No:DFR:07.12603-1/1) Issue No:1 These test results apply only to the specttic locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except In full, wlmout written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported iron -compliance impacts the project, the resolution is outside the PSI scope of engagement. Approved Signatory: Daniel Kuhn (Branch Manager) Date of Issue: 6/192012 Date: 6/4/2012 Technician: Thor Christensen PSI representative visited the project,site on behalf of our client for the purpose of obtaining a sample of site soils. a PSI observed that the upper few feet of site soils had been removed and stockpiled near the north and south ends of the site. PSI understands that the contractor encountered buried debris that is being removed. PSI obtained a sample of stockpiled brown sand with gravel and trace silt for laboratory proctor testing. t Page 1 of 1 Professional Service Industries, Inc. ie;® I/ LfOI / I IM Pion 24113 56th Avenue W ��]]'' ]� ]�] of "` . Mountlake Terrace, WA 98043 �e sd�L�ZG(L oI6 `'y Phone: (425) 248-2400 Engine fng. o Consulting o Testing IE7 Fax: (425) 248-2401 Daly FI@fid Report Issue No:DFR:0712603-9/1 Issue Nol Client: KEYCORP CC: CHARLES WHITE, These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, P.O. BOX 810015 DON NELSON, without written permission by Professional Service Industries, Inc. if a non-compliance LE I F BJORBAC K appears on this report, to the extent that the reported non, compliance impacts the project, the .. resolution is outside the PSI scope of engagement. TOLEDO, OH 43681-0015 Project: KEYBANK EDMONDS GEO CO EDMONDS WA Approved Signatory: Daniel Kuhn (Branch Manager) Date of Issue: 7/10/2012 Date: 6/18/2012 Technician: Thor Christensen PSI'representative visited the project site at the request of the general contractor to evaluate compaction of utility trench backfill. Upon our. arrival the contractor informed us that the city inspector had not yet arrived to inspect piping and that backfill would likely not be placed today. C Page 1 of 1 . • t 1 • C Page 1 of 1 . 0 0 Form No: 110244, Report No: FDR:0712603.6 0 2000-2011 QESTLab by SpectraQEST.com Page 2 Of 2 Information /°� .ToBuild on Englneedng • Caimltlng ToWng Field Density Test Report ProfeseService Industries, Inc. 24113 56th Avenue W STUMountlake Terrace, WA 98043 Phone: (425) 248-2400 FaLIT F ILEx: (425) 248-2401 Report No: FDR:0712603-6 Issue. No: 1 Client KEYCORP CC CHARLES WHITE These test results apply only to the specific locations and materials noted and may not represent any other locations or elevations. This report may not be P.O. BOX 810015 DON NELSON reproduced, except in full, without written permission by Professional Service Industries, If a noncompliance appears on this report, to the extent that TOLEDO, OH 43681-0015 LEIF BJORBACK the reported noncompliance impacts the project, the resolution is outside the PSI scope of engagement. Project: KEYBANK EDMONDS GEO CO EDMONDS, WA �(,t(,(AL Wit— Approved Signatory: Thor Christensen (Project Engineer) Date of Issue: 6/26/2012 Testing Details Tested By: Thor Christensen Date Tested: 6/11/2012 Field Methods: ASTM D 6938 Gauge Type: Troxler Test Mode: Direct Transmission . Model Number: 3430 Standard Count: Density: 2338 Serial Number: 37343 Standard Count: Moisture: 640 Proctor Information Sample ID Material Method MDD OMC (%) (Ib/ft') 0712603-1-S1 Brown sandy silt with gravel ASTM D 1557 (C) 134.4 8.4 Test Results Test Proctor Sample ID Probe Wet Density Moisture OMC Var Dry Density Comp(%) Comp Spec Results No. Depth (Ib/ft') Content (%) (lb/ft) (in.) 1 0712603-1-S1 8 135.4 4.5 -3.9 1 129.6 96.4 >_95 A 2 0712603-1-S1 8 134.7 4.6 -3.8 1 128.8 95.8 >_95 A 3 0712603-1-S1 8 137.1 5.0 -3.4 1 130.6 97.2 >_95 A Location General Location: Site fill Test Location No. 1 See site sketch, subgrade 2 See site sketch, subgrade 3 See site sketch, subgrade Comments Legend OMC = Optimum Moisture Content MDD = Maximum Dry Density A = TEST RESULTS COMPLY WITH SPECIFICATION No: 110244, Report No: FDR:0712603-6 0 2000-2011 QESTLab by SpecrraQESTcom Pana 1 of 9 PLANNING DATA • Street File Multi -Family • Commercial Landscaping Notes Landscaping Matches ADB Approved: YES NO) Landscaping Bid Provided: ( ES NO) Landscaping Bid Amount: $ -1155 -7'C5 Landscape Inspection Fee: $ -j 25 .7 Commercial Parking Analysis Business Name Type/Use Parking Ratio Tenant Area Required Parking Required Parking 1 1 ti o 0 7 1 Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2.0/D.U. Total Parking Required: Total Parking Provided: Plan Review By: Gina Coccia, Associate Planner Multi -Family Parking Analysis # Bedrooms per Dwelling Unit Parking Ratio # Units Required Parking Studio 1.2/D.U. 1 Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2.0/D.U. Total Parking Required: Total Parking Provided: Notes GPiv r�A YAVVA Ytlze. d 6 `b�w►� U ll ' d vvj Gb��- X Co + b,-. G 0_.f- LQ Plan Review By: Gina Coccia, Associate Planner PLANNING DATA*- Multi -Family a Commercial Street File Name: (G� D aVI K- Review Date: Site Address: q q 3 D Ed WI DVI d 5 vvek 1. Permit Number: y C) Project Description: N -ew b til' I a k' ✓19 w j d n V -C, - mo i -D L� 9 I� I I `, '__r_1 Zoning: 1✓L QI L ((p . �{-5) Comp Plan: Lo YY�Me/VII1✓1 GL� Corner Lot: ( ES NO) Flag Lot: (YES / 0) Variance: f� 0 Shoreline: IBJ 1A A - ADB: ADB: /�,01 1 -- & I LCUP: 7,011 -- �0 Z Pre -App: I I — �- LLA: Plans Match ADB Approved:YE / NO) Lot Aggregation Required: (YES Use Proposed: N f -W I,p (A vIY Ip U I d I YI Use Permitted: YES NO) Subdivision/Legal/Recording Number: Legal Nonconforming Land Use Determination Issued: (YES /9 Critical Areas File Number: ❑ Study Required G rA 19 01 8 Q 2 Z G KVV-rVy\-) Waiver SEPA Determination: p N �j I S S M > 500 cubic yards of grading? / ❑ 5+ new dwelling units? CJ I F 2 d h— M o ❑ Parking for 20 + vehicles? ❑ > 4000 square feet of new commercial area? Required Setbacks Sec n rw ord i n an Ge street: l J Side: ! E� l Side:(.,) Reams /� 1 5 ` J Actual Setbacks Street: g I Side: L� 9-2 77Sid e: L O/ FReam- j IF Structures: Rockeries/Retaining Walls • • Trash Enclosure • Signage ❑ Modulation: e ❑ Encroachments: c a io> airs Parking Required: Parking Provided: J L+ Coverage Required: Coverage Provided: / Lot Area: O. 4q Q vt / ( - ► I u (Q Lot Coverage / Calculations: Building Height Datum Point: Datum Elevation: D a Maximum Height: Actual Height: 12:b . 5 / 2 2 • I (yS / Signage Exist! ng/Proposed: A o (, 57 c,,-:- (u1.27 L .05.24 / `+ = l o 3 31�han Review B �Coccia 'A ociate Planner 101. !'j t7 = I0l. 3'2 +Z5 2_V335 mA ill r�'�y6ns. a r��w +�wMiM�..�-s9°".CDe. ..?_<. � 'M1•� l`,^ i' 16 03/1.0/2011 ''>• ;,.er +' -' a � _' '1 :y •`� Ai A 4x�il Cl �k �'. `�•+G r +� e !<� Iy /U ff.' / 4 w 3✓� �i t in Y Z� :.kN 'Is •ti r� T' t f.� :"� !4 � ♦ I!! �if�� ! t - t+ � r .�N'.�F�t+ Hiro �� ' �. � � j+ .i± ', ry t � +. + �°J. +. � i f t � .F :. h, 1 x t s ? ; ti rti •.�� ti?t � � Z, �o a►'.f ��+ -awl" ��r'a r,Ti, � M '� tjl �,' �Y F°' r �` �,�s I� �� /f�y��f�.�iy 'x `?'�• A f i M 4 ,i st d +F y+ �S c Ilgr j PLR b R� 1 • ... . __ IS- �. +y S! :t� �. l ry, 1+� lti 1 >r c +�. 4 '�M + �'J It'�f��:L-a'�f'y` r } ' �� i .� 4s, Pir 44 moms slow - f it ar f.rr Jt 5.,.- �. .:: s.-a� £• ayRf i ��e��'�qf" f !e � yet :,t5 !,-� ; , L �,'1 � �{�� ' ^ :7' + tl6rh.� � A "i/i �� a� �t a,•� iyt �M� i ]�� + �.`< •� tart , _ ��;1131` � � I I��J� [' I I , � � � ,a . � ''s� �'' ,,' , ,' ^ �: .� ��• ��/ � .. t 11 i � I. #fit t�. f �.,"`�'��'= �.•. �-� • ° .�- - ' i � 1 1i' j -- ti ' ) I �i.IIY) ff•I��I 'U iil' I � � � �I�I: _�` , Il�lr ..-..r�sxu� .. ,. rkxa+Ex.��_ G-. alk .:ter;..,-:••:,�. " n a WIN= I t3- to -� i� o— _� � _ C r �� ` \� "� �i '��' - i- - f�� rY` tk. �1 - e .. r ..,,, , � _ - � � � - _ , 6„� .hr 1 f �-.'t - gp��4 �� r' / ..3' Sx }„ g'_F 'aS �� "�"` '\:JC/Y �Y.VU-L?v!�?� - t � � - �.w .¢ 2 S. � Jf'�A i..� .� t 1��'.t,� 1 ' ® Washington State Department of Transportation Application for General Permit Permit No. NWS -1212 -EDM Applicant — Please print or type all information Application is Hereby Made for: General Permit (No Fee) ❑ General Permit $2.50 (Subject to RCW 47.12.140(2)) Reimb. Acct. Intended Use of State Right of Way is to Construct, Operate, and Maintain a: i e Project will reMade 2 feet of Paving to construct new curb gutter, and sidewalk aloha the iite fronkgi within Edmonds WaY SR on a portion of State Route 104 (at/from) Mile Post 26.44 to Mile Post 26.48 in Snohomish County, to. begin in the NW 1/4 of the NE 1/4 Section 36 Township 27N North: Range 3 WesstW.M and end in the NW 1/4 of the NE 1/4 Section 36 Township 27N North: Range 3 W ast M Fees in the amount of $ are paid to defray the basic administrative expense incident to the processing of this application according to RCW 47.12.140(2) and amendments. The applicant further promises to pay additional costs incurred by the Department on the behalf of the applicant. Checks or Iffaney Orders are to be ma a paya8 e o asnington 3"te yeparunprit ot Transportation.' KeyBank i Applicant (Referred to as Grantee) Ap 'Icant Authorized Sidhature 3300 E. 16t Avenue Address Prior Toe Name Denver CO City State Zip Code Title rr � (303) 316-2318 Dated this day of Telephone Applicant Reference (WO) Number Federal Tax ID Number or Social Security Number /authorization to Occupy Only if Approved Below The Washington State Department of Transportation referred to as the "Department," hereby grants this Permit subject to the terms and conditions stated in the General Provisions, Special Provisions, and Exhibits attached hereto and by this reference made a part hereof: Construction facilities proposed under this application shall begin within one year and must be completed within three years from date of approval. For D_e_partment Use only DeV7,Approval Exhibits Attached Special.Provisions, Exhibit A - BY: Exhibit B - Right of Way Plan, SR 104 -Edmonds, 5th Ave to Russell East, PE 236th ST SE, Sheet 1 of 1 Title: Assist Regional Administrator / �,Z Date: Exhibit C - Key Bank Edmonds Branch Construction Plans Sheets 7 of 7 Expiration Date: May 30, 2013 General Provisions 1. The Grantee, its successors and assigns, agrees to protect the State of Washington, its officers and employees and save them harmless from all claims, actions or damages of every kind and description which may accrue to or be suffered by any person, persons, or property by reason of the acts or omissions of the Grantee, its assigns, agents, contractors, licensees, employees or any person whomsoever, in connection with Grantee's, its assigns', agents', contractors', licensees' or employees' construction, installation, maintenance, operation, use or occupancy of the right of way or in the exercise of this permit. In case any suit or action is brought against the State of Washington, its officers and employees, arising out of or by reason of any of the above causes, the Grantee, its successors or assigns will, upon notice of such action, defend the same at its sole cost and expense and satisfy any judgment against the State of Washington, its officers, or employees: PROVIDED, that if the claims or damages are caused by or result from the concurrent negligence of (a) the State of Washington's agents or employees and (b) the Grantee or Grantee's agents or,employees, this indemnity provision shall be valid and enforceable only to the extent of the negligence of the Grantee or the Grantee's agents or employees. The Grantee, and on behalf of its assigns, agents, licensees, contractors and employees agrees to waive any claims for losses, expenses, damages or lost revenues incurred by it or its agents, contractors, licensees, employees or customers in connection with Grantee's, its assigns', agents', contractors', licensees' or employees' construction, installation, maintenance, operation, use or occupancy of the right of way or in the exercise of this permit against the State of Washington, its agents or employees except the reasonable costs of repair to property resulting from the negligent injury or damage to Grantee's property by the State of Washington, its agents, contractors or employees. 2. During the progress of the work, such barriers shall be erected and maintained as may be necessary or as may be directed for the protection of the traveling public; the barriers shall be properly lighted at night. 3. Except as herein authorized, no excavation shall be made or obstacle placed within the limits of the State highway in such a manner as to interfere with the travel over said road. 4. If the work done under this permit interferes in any way with the drainage of the State highway, the Grantee shall wholly and at its. own expense make such provision as the Department may direct to take care of said drainage:. 5. On completion of said work herein contemplated, all rubbish and debris shall be immediately removed and the roadway and roadside shall be left neat and presentable and satisfactory to the Department. 6.. All of the work herein contemplated shall be done to the satisfaction of the Department, and all costs incurred by the Department shall be reimbursed by the Grantee. 7. The Department hereby reserves the right to order the change of location or the removal of any structure of structures authorized by this permit at any time, said change or removal to be made at the sole expense of the party or parties to whom this permit is issued, or.their successors and assigns. B. All such changes, reconstruction, or relocation by the Grantee shall be done in such manner as will cause the least interference with any of the Department's work, and the Department shall in no wise be held liable for any damage to the Grantee by reason of any such work by the Department, its agents or representatives, or by the exercise of any rights by the Department upon roads, streets, public places, or structures in question. 9. This permit or privilege shall not be deemed or held to be an exclusive one and shall not prohibit the Department from granting other permits or franchise rights of like or other nature to other public or private companies or individuals, nor shall it prevent the Department from using any of its roads, streets, or public places, or affect its right to full supervision and control over all or any part of them, none of which is hereby surrendered. 10. The Department may revoke, amend, or cancel this permit or any of the provisions thereof at any time by giving written notice to the Grantee. The Grantee shall immediately remove all facilities from the right of way. Any facilities remaining upon the right of way 30 days after written notice of cancellation shall be removed by the Department at the expense of the Grantee. 11. The party or parties to whom this permit is issued shall maintain at its or their sole expense the structure or object for which this permit is granted in a condition satisfactory to the Department. 12. Upon approval of this permit the Grantee shall diligently proceed with the work and comply with all provisions herein. 13. This permit is subject to all applicable provisions of RCW 47.32, RCW 47.40 and/or RCW 47.12.140(2) and amendments thereto. 14. The Grantee hereby certifies that the facilities described in this permit are in compliance with the Control Zone Guidelines. Special Provisions for Projects on State Highways by Private Developer General Permit No. NWS -1212 -EDM Applicable provisions are denoted by (E) ® 1. DEPARTMENT REPRESENTATIVE/NOTICE TO PROCEED. No work provided for herein shall be performed until the DEVELOPER is authorized by the following Department representative: Mike R. Gallop, Inspector, Washington State Department of Transportation Northwest Region Local Agency & Development Services Office 15700 Dayton Ave. N., NB 82-240 Seattle, Washington 98133-9710 C(F20.6)'_940=2736 ;Office 206-440-4913 ® 2. PRE -CONSTRUCTION CONFERENCE. . Prior to the beginning of construction, a Pre -constriction Conference shall be held at which the DEPARTMENT Representative, the DEVELOPER Representative(s), and DEVELOPER's contractor shall be present. ® 3. DEVELOPER REPRESENTATIVE. Should the DEVELOPER choose to perform the work outlined herein with other than his own forces, a representative of the DEVELOPER shall be available at all times unless otherwise agreed to by the DEPARTMENT representative. All contact between the DEPARTMENT and the DEVELOPER's contractor shall be through the representative of the DEVELOPER. Where the DEVELOPER chooses to perform the work with its own forces, it may elect to appoint one of its own employees engaged in the construction as its representative. The DEVELOPER at its own expense shall adequately police and supervise all work on the above described project by itself, its contractor, subcontractor, agent and others, so as not to endanger or injure any person or property. ® 4. PERMITS FROM OTHER AGENCIES. The DEVELOPER shall be responsible for obtaining all necessary Federal, State, and Local Permits including, but not limited to the Washington State Department of Ecology, the Washington State Department of Fish and Wildlife and/or U.S. Army Corps of Engineers prior to the beginning of construction. ® 5. DOCUMENTS ON SITE. ng any construction authorized by said Permit, shall be kept at the Copies of this Permit, protected from the elements at all times duri DEVELOPER's Project Construction Office and by the Contractor's Representative(s) at the Job site. The Permit shall be shown upon request to any DEPARTMENT Representative or Law Enforcement Officer. If the Permit Package is not kept and made available at the -work site, the work shall be suspended. ® 6. PLAN CHANGES. • DEVELOPER PROPOSALS. Changes to -any Approved Plan (including, but not limited to: Civil, Channelization, Electrical, Traffic Control; and Temporary Erosion and Sediment Control), Project Special Provisions, or the Provisions of the General Permit are not allowed without prior approval from the DEPARTMENT's Construction Representative. • DEPARTMENT REQUIRED CHANGES OR CORRECTIONS. The DEPARTMENT reserves the right to require changes or corrections due to plan omissions or details not in conformance with the STATE's Standard Specifications, Standard Plans, Design Standards, or Project Special Provisions. ® 7. DELAY TO DEPARTMENT CONTRACTS. (Applicable to Projects adjacent to DEPARTMENT Construction Projects). The DEVELOPER agrees to schedule the work herein referred to and perform said work in such a manner as not to delay the DEPARTMENT's contractor in the performance of their contract. The DEPARTMENT shall in no way be held liable for any damage to the DEVELOPER by reason of any such work by the DEPARTMENT, its agents or representatives, or by the exercise of any rights by the DEPARTMENT upon roads, streets, public places, or structures in question. ® a. ARCHAEOLOGICALMISTORICAL FINDINGS. (Applicable to City Projects within Limited Access Areas and all County Projects). If any archaeological or historical resources are revealed in the work vicinity, the DEVELOPER shall immediately stop work, notify the DEPARTMENT's Construction Representative, retain a qualified Archaeologist who shall evaluate the site, and make recommendations to the DEPARTMENT Construction Representative regarding the continuance of work. -- 1"...1.:L4 "Au ® 9. SURVEY MONUMENTS. The DEVELOPER shall not disturb, remove, or destroy any existing Survey Monument before obtaining a Permit from the Washington State Department of Natural Resources (DNR). Resetting Survey Monuments shall be done by or under the direct supervision of a Licensed Professional Engineer or a Licensed Professional Land Surveyor. A listing of Survey Monuments can be found at the DEPARTMENT's Geographic Services Office Website: (http://www.wsdot-wa.-gov/monument/searchBroad.asox). ® 10. PROTECTION OF PUBLIC AND PRIVATE PROPERTY. The DEVELOPER shall assure that all Public and Private Property — including — but not limited to Electrical Equipment, Signs, Guide Markers, and Survey Monuments, on or near the project is not damaged, destroyed, or removed. If any such property is disturbed, the STATE's Construction Representative shall be notified within eight (8) hours. Any Private or Public; Property that is damaged, removed, relocated or rendered less functional shall be replaced, repaired, or fully restored to the satisfaction of the STATE's Construction Representative. Construction shall be in conformance with the DEPARTMENT's Standard Specifications, Standard Plans, Design Standards, or Project Special Provisions. ® 11. PROJECT INSPECTION, MONITORING, AND -ACCEPTANCE. INSPECTION. All construction on items within DEPARTMENT jurisdiction and maintenance responsibility is subject to inspection and monitoring by the DEPARTMENT. The responsibility of the DEVELOPER for proper performance, safe conduct, and adequate policing and supervision of the.project shall not be lessened or otherwise affected by DEPARTMENT approval of plans, specifications, or work, or by the presence at the work site of DEPARTMENT representatives, or by compliance by the DEVELOPER with any requests or recommendations made by such representatives. PHYSICAL COMPLETION/CONDITIONAL PROJECT ACCEPTANCE. Upon completion of construction, the DEVELOPER shall request a Preliminary Final Inspection of the items within DEPARTMENT jurisdiction and maintenance responsibility, per this General Permit, for Conditional Acceptance by the DEPARTMENT. After all construction items within DEPARTMENT jurisdiction and maintenance responsibility per this General Permit are satisfactorily completed, the project shall be considered to be Physically Completed by the DEPARTMENT. The DEPARTMENT shall then grant Conditional Acceptance to the DEVELOPER. After the project has been Physically Completed, the DEPARTMENT shall hold Final Acceptance for a minimum of one (1) year after Physical Completion/Conditional Acceptance of the project is granted to assure proper workmanship, project quality, and public safety. Should a problem occur, the DEVELOPER shall take immediate corrective action. FINAL PROJECT ACCEPTANCE. year, the DEPARTMENT shall grant Final Project Acceptance to the After the Project has been monitored for a minimum of one (1) DEVELOPER — provided any problems with workmanship and public safety have been resolved to the satisfaction of the DEPARTMENT, the reimbursable account has been paid in full, and a complete set of As -Built Plans have been received.by the STATE's DEVELOPER and Development Services Office. ❑ 12. TRAFFIC CONTROL AND PUBLIC SAFETY. • TRAFFIC CONTROL PLANS (TCP's) During the construction and/or maintenance of this facility, the DEVELOPER shall submit Project Specific Traffic Control Plans to The DEPARTMENT for Review and Approval at least ten (10) working days in advance of the time that signing and other traffic control devices will be required. These TCP's shall be in compliance with: (1) M54-44 - WSDOT Work Zone Traffic Control Guidelines (http //www wsdot wa oov/publications/manuals/fulitext/M54-44/W )rkzone.pdf), (2) The Manual on Uniform Traffic Control Devices (MUTCD) for Streets and Highways — Part 6; Chapter 6H (http //mutcd fhwa dot oov/HTM/2003r1/part6/oart6h1.htm) and Washington modifications thereto. • MODIFICATION OR REVOCATION OF APPROVED TRAFFIC CONTROL PLANS. The STATE reserves the right to modify or revoke any Traffic Control Plan at any. time due to safety and operational problems for the traveling public. All costs and time delays associated with modification or revocation shall be borne by the DEVELOPER or their contractor. • PERMITTED HOURS FOR LANE CLOSURES/DEPARTMENT NOTIFICATION. The working hours within State right-of-way for this project are restricted per the Approved Traffic Control Plan(s). Any extension of these hours must be requested in writing and approved prior to construction. Weekend or Holiday (including Canadian Holidays - Skagit & Whatcom Counties) work is not permitted without written permission from the DEPARTMENT. Five (5) working days notification shall be given to the DEPARTMENT Construction Representative prior to any lane closure. • SUSPENSION OF TRAFFIC CONTROL OPERATIONS. The DEPARTMENT reserves the right to suspend all lane closure operations due to unexpected emergencies or impediments to the flow of traffic. All costs associated with this suspension shall be borne by the DEVELOPER or their contractor. HAZARD PROTECTION. All hazards to vehicular, pedestrian, and bicycle traffic shall be marked by warning signs, barricades, and lights. ❑ 12. TRAFFIC CONTROL AND PUBLIC SAFETY (Continued). STORAGE OF EQUIPMENT AND MATERIALS. All lanes shall be open and the shoulders shall be clear of construction equipment and materials durang only totemporarynon-working wor ihors. The Work Zone Clear Zone (WZCZ) applies during working and non -working hours. The WZCZ applies y ide objects introduced by the. Contractor's operations and does not apply to pre-existing conditions or permanent work. Those work operations that are actively in progress shall be in accordance with adopted and approved Traffic Control Plans, and other Contractor Permit requirements. During nonworking hours, equipment or materials shall not be within the WZCZ unless they are protected by permanent guardrail or temporary concrete barrier. The use of temporary concrete barrier shall be permitted only if the DEPARTMENT approves the installation and location. During actual hours of work, unless protected as described above, only materials absolutely necessary to construction shall be within the WZCZ and only construction vehicles absolutely necessary to construction shall be allowed within the WZCZ or allowed to.stop or park on the shoulder of the roadway. The Contractor's non-essential vehicles and employees private vehicles shall not be permitted to park within the WZCZ at any time unless protected as described above. Deviation from the, above requirements shall not occur unless the Contractor has requested the deviation in writing, and the DEPARTMENT has provided written approval. ® 13. WORKER VISIBILITY. All workers within the STATE right-of-way who are exposed either to traffic or to construction equipment within the work zone shall_ wear high -visibility safety apparel meeting Performance Class 2 or 3 requirements of the ANSI/ISEA 107-2004 publication titled "American National Standard for High Visibility Safety Apparel and Headwear". ® 14. MATERIALS AND QUALITY ASSURANCE/QUALITY CONTROL (QA/QC). MATERIALS AND WORKMANSHIP. All materials and workmanship shall conform to the Washington State Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction, current edition, and amendments thereto, and shall be subject to inspection by the DEPARTMENT. APPROVAL OF MATERIALS - REQUEST for APPROVAL of MATERIALS SOURCE (RAMS) FORM and QUALIFIED PRODUCTS LIST (QPL). Prior to the placement of any materials, the DEVELOPER shall: Either submit copies of the DEVELOPER approved RAMS forms listing Materials Manufacturers and Suppliers for: Earthwork, Aggregates, Asphalt and Concrete Plants, Pit Sites, Mix Designs, Pipe, Drainage Structures, Striping and Pavement Markings, and Electrical Materials, Shop Drawings, and Catalogue Cuts; to the DEPARTMENT for concurrence; OR fill out and submit RAMS forms to the DEPARTMENT for approval. The current QPL sheets for each material shall be submitted. (The QPL can be located on the DEPARTMENT's web site at: http://www.wsdot.wa.ciov/bizfmats/QPL/QPL Search.cfm. NOTE: There may be additional acceptance actions, including samples, noted on the QPL or RAM that need to be completed prior to the materials being incorporated into the work). MATERIALS TESTING/REPORTING OF RESULTS. All materials testing is to be performed by the DEVELOPER or an Independent Certified Testing Laboratory of their choice. Frequency shall be determined as per the DEPARTMENT Standard Specifications. Copies of all test results shall be submitted to the DEPARTMENT's Construction Representative prior to beginning the next phase of construction. The DEPARTMENT reserves the right to verify the test results. or to perform the testing. HOT MIX ASPHALT (HMA) DESIGN. Prior to Paving Operations, the DEVELOPER shall submit'DEPARTMENT approved HMA Mix Design(s) for use on this project. • PAVING OPERATIONS. NO Paving Operations will be permitted during periods of rain or snow. Written, permission from the DEPARTMENT's Construction Representative shall be required if paving operations begin before April 1'% or after October 1t. Surface temperature limitations as per the WSDOT Standard Specifications shall be enforced. • CONCRETE MIX DESIGN. Prior to any placement of Cement Concrete, the DEVELOPER shall submit.DEPARTMENT approved Mix Design(s) for use on this project. • DRAINAGE STRUCTURES. Only structures stamped APPROVED by the DEPARTMENT's Fabrication Inspection Office shall be used on this project. ® 15. PIPE END TREATMENT. All culvert pipes shall have beveled end sections and quarry spalls shall be placed around end of pipes in the bottom of the ditch, and on the side of the slopes. ® 16. UTLILTY COVER ELEVATION. All manholes, valve covers, and like appurtenances shall be constructed at such an elevation to conform to the shoulder slope from the edge of pavement or as directed by the DEPARTMENT. .. . - — __.. ..,,, I— —XII r%nCD Fvhihit "A" ED 17. UNSUITABLE MATERIALS. If determined-necessaryby the DEPARTMENT, unsuitable material encountered during any excavation shall be removed and replaced to the satisfaction of the DEPARTMENT at 100% DEVELOPER cost. The replacement material shall be free -draining and granular, or other materials as determined by the DEPARTMENT's Representative. ® 18. EROSION CONTROUDRAINAGE. e BEST MANAGEMENT PRACTICES (BMP'S). During: construction of this project, the DEVELOPER shall comply with the Washington State Department of Transportation Highway Runoff Manual and implement Best Management Practices (BMP's) as detailed in the manual to mitigate erosion. • WATER DISCHARGES ON THE PROJECT. All discharges to State right of way on this project shall conform to State and Local water quality regulations and shall meet WAC 173-201A. ® 19. RIGHT-OF-WAY RESTORATION. ose of all scraps, brush, timber, materials, etc: off the right-of-way. The Upon completion of work, the DEVELOPER shall remove and disp aesthetics of the highway shall be as it was before work started, or better. ❑ 20. VEGETATION ON STATE RIGHT-OF-WAY. This Permit does not give the DEVELOPER, or any agent or contractor of the DEVELOPER, any rights to cut, spray, retard, remove, destroy, damage, disfigure, or in any way modify the physical condition of any vegetative material located on the highway right of way, except by written permission from the DEPARTMENT. All restoration shall be done to the satisfaction of the DEPARTMENT at the sole expense of the DEVELOPER. ❑ 21. MAINTENANCE OF LANDSCAPING. The DEVELOPER is responsible for the maintenance of all landscaping beyond the face of the curbs or edge of pavement, and in the median of divided highways. ❑ 22. SIGNING. Signing shall be installed as per the Approved Plans, the WSDOT Standard Plans, or as directed by the DEPARTMENT's Construction Representative. ® 23. CHANNELIZATION PAVEMENT MARKINGS. • REMOVAL. Pavement Markings and Striping to be removed shall be obliterated until blemishes caused by the pavement marking removal conform to the coloration of the adjacent pavement. • STRIPING/PAVEMENT MARKING APPLICATION. Two applications of paint shall be required on all paint stripe markings as per the Standard Specifications. ❑ 24. TRAFFIC REVISION WARNING SIGNS. "TRAFFIC REVISION AHEAD" (W20-901) signs shall be installed in advance of all affected directions of travel of the Project when the channelization of the highway is changed. The location of the signs shall be per Section 2C.05 of the MUTCD, or as directed by the DEPARTMENT's Construction Representative. These signs are 48" X 48" black letters on orange background, and shall be post mounted. The bottom of the sign shall be mounted seven (7) feet above the pavement elevation. Each sign shall have three 12' by 12" Fluorescent Orange flags or Flag Signs mounted on both sides and on top of the sign. The flags signs shall be made of aluminum. Flags shall be made of durable cloth or plastic. The signs and flags shall stay erect for six to eight weeks or as directed by the DEPARTMENT's Construction Representative. ❑ 25. TRAFFIC SIGNAL CONSTRUCTION. • DESIGN/CONSTRUCTION/INSPECTION. The DEVELOPER shall assure that the design and construction of Traffic Signals and illumination on signal poles installed within the STATE highway right-of-way meets all requirements of the STATE. • TRAFFIC SIGNAL STANDARDS — APPROVAL If the proposed signal standards are not on the STATE's PRE -APPROVED LIST (http://www.wsdot.wa.gov/eesc/bridge/lightsi- nalstandards/index.cfm), Signal Pole Shop Drawings (Seven (7) sets of copies) shall be submitted to the WSDOT Area Construction Representative for transmittal to HQ for approval. • ILLUMINATION DURING CONSTRUCTION. Pre-existing illumination shall be maintained and functional at all times during construction until the new illumination is operational. • TEMPORARY VIDEO DETECTION SYSTEM. If any induction loop is scheduled to be disabled, a temporary video detection system shall be completely installed and made operational prior to any associated. induction loop being disabled. CVhlhif "A" ❑ 25: TRAFFIC SIGNAL CONSTRUCTION (Continued). ,EXISTING TRAFFIC DETECTION LOOPS. The Contractor shall notify the Area Traffic Engineer through the DEPARTMENT's Construction Representative a minimum of five working days in advance of.pavement removal or grinding in areas with existing loops. If the DEPARTMENT's Construction Representative suspects that damage to any loop, not identif ed in the Plans as being replaced, may have resulted from Contractor's operations or is not operating adequately, the DEPARTMENT's Construction Representative may order the Contractor to perform the field tests specified in Section 8 20.3(14)D. The test results shall be recorded and submitted to the DEPARTMENT's Construction Representative. Loops that fail any of these tests shall be replaced. Loops that fail the tests, as described above, and are replaced shall be installed in accordance with current WSDOT design standards and Standard Plans, as determined by the DEPARTMENT's Construction Representative. If traffic signal loops that fail the tests, as described above, are not replaced and operational within 48 hours, the Contractor shall install and maintain interim video detection until the replacement loops'are operational. The type of interim video detection furnished shall be approved by the DEPARTMENT's Construction Representative prior to installation. • LOOP INSTALLATION. Wherever possible, Detection Loops shall be installed after all grinding and prior to paving the final lift of asphalt. • TRAFFIC SIGNAL HEADS. Unless ordered by the STATE's Construction Representative, signal heads shall not be installed at any intersection until all other signal equipment. is installed and the controller is in place, inspected, and ready for operation at that intersection, except that the signal heads may be mounted if the faces are covered with a black opaque material. • SIGNAL HEAD COVERING. The signal head covering material shall be of sufficient size to entirely cover the display. The covering material shall consist of 4 mil minimum thickness - black polyethylene sheeting, and shall extend over all edges of the signal housing. It shall be securely fastened at the back. • NEW TRAFFIC SIGNAL TURN -ON AND/OR SWITCHOVER OPERATIONS. The DEVELOPER shall contact the STATE's Construction Representative at least five (5) working days prior to scheduling a signal tum -on in order to assure that all appropriate items of the STATE's "Traffic Signal Turn -On Checklist" are satisfactorily addressed. The Pre -Turn -On and Turn -On shall not occur until all applicable Checklist items are installed and/or connected. This Checklist can be located on the DEPARTMENT's web site at: htt •//www wsdot wa gov/Northwest/DevelopmentServices/LooIA- ency.htm (Go to: 'What is -needed to tum on a traffic signal?'). • PERMITTED HOURS FOR NEW SIGNAL TURN -ON. The permitted hours for a new Traffic Signal Turn -on or Switch -Over shall be per the Approved Traffic Control.Plan(s) for the specific operation. Signal Switchover and Turn -On operations are permitted only on Tuesday, Wednesday, or Thursday — except in the case of an emergency. NEW SIGNAL AHEAD/SIGNAL REVISION WARNING SIGNING: "NEW SIGNAL AHEAD" (W20-902) or "SIGNAL REVISION AHEAD" (W20-903)signs shall be installed in advance of all affected directions of travel on the Project when a new traffic signal system is installed or when modifications to and existing signal are made. The location of the signs shall be per Section 2C.05 of the MUTCD, or as directed by the STATE'S Construction Representative. These signs are 48"X 48" black letters on orange background, and shall be post mounted. The bottom of the sign shall be mounted seven (7) feet above the pavement elevation. Each sign shall have three 12" by 12" Fluorescent Orange flags or Flag Signs mounted on both sides and on top of the sign. The flags signs shall be made of aluminum. Flags shall be made of durable cloth or plastic. The signs and flags shall stay erect for six to eight weeks or as directed by the STATE's Construction Representative. ❑ 26. ILLUMINATION CONSTRUCTION. DESIGN/CONSTRUCTION/INSPECTION- The DEVELOPER shall assure that the design and construction of all illumination installed within the State highway right-of-way meets all requirements of the DEPARTMENT. • ILLUMINATION DURING CONSTRUCTION. Pre-existing illumination shall be maintained and functional at all times during construction until the new illumination is operational. .. - .. . - . _ _-'1-_11'1--1 I cvhihif "A" SPECIAL PROVISIONS FOR PROJECTS ON STATE HIGHWAYS BY LOCAL AGENCY General Permit No. NWS -1112 -EDM [x]27. The Developer is required to sawcut (2) feet from the curbgutter for the removal of pavement as directed by WSDOT Engineering Representative. [ x]28. The Developer is required to replace excavated pavement by installing .70' HMA Y2" in 2 lifts, each fully compacted over .35' CSTC rock material compacted in 2 lifts to 95% compaction. [ x]29. The Developer is required to apply tack seal to the new curbing prior to installing the new pavement. [x]30. The Developer is required to apply seal surface to the newly paved joint after completing the paving operation. [x]31. All driveways on the construction plans are requested to be constructed with 6" concrete per Standard Plan F-80-10-01. [x]32. The driveways given on plans are requested to be constructed as Class 4000 concrete per. Standard Specification 8.08.3 [x]33. The curb and gutter detail on the drawings is required to be constructed as Class 4000 per Standard Specifications. Exhibit "A" GEOTECHNICAL INVESTIGATION FOR THE PROPOSED KEYBANK 9930 EDMONDS WAY EDMONDS, SNOHOMISH COUNTY, WASHINGTON KEYBANK NO. 1023189 PREPARED FOR KEYBANK 100 PUBLIC SQUARE SUITE 600 CLEVELAND, .OHIO 44113 PREPARED BY PROFESSIONAL SERVICE INDUSTRIES, INC. 24113 —56TH AVENUE WEST MOUNTLAKE TERRACE, WASHINGTON (425) :248-2400 PSI REPORT NO: 0712342-1 FEBRUARY 23, 2011 Mm'mm Information . rodum.To Build On EtWheering a Comiu(ting • Tbating THOR CHRISTENSEN, PE PROJECT ENGINEER ZLic PHEN R. B YANT, PE VICE PRESIDENT DEC 12 2011 DEVELOPMENT CITY IN 0 EfDC7R � 19 Infonvation .Ti Bu ld In Engineering • ConsalUng • 7bWng February 23, 2011 Ms. Lisa Elliot KeyBank 100 Public Square Suite 600 Cleveland, Ohio 44113 SUBJECT: Geotechnical Report Proposed KeyBank 9930 Edmonds Way Edmonds, Snohomish County, Washington KeyBank No. 1023189 PSI Report No. 0712342-1 Dear Ms. Elliot, Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Investigation for the proposed KeyBank in Edmonds, Snohomish County, Washington. This report summarizes the work accomplished and provides our recommendations regarding site development. PSI appreciates the opportunity to contribute our services and look forward to working for you during design and construction of this project. PSI appreciates your business. Please contact the undersigned directly if you have questions pertaining to this project. Respectfully Submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. qwu�� Thor Christensen, PE Project Engineer cc: Mr. Chris Evans - KeyBank Ms. Marilyn Pena - PSI L.pthieehniR.. Bryant, PE Vice President ProlessionaI Service Industries, Inc. • 241 t 3 - 56 -Avenue' West • Mountlake Terrace, Washington 990421 • Phone 425/248.2400 • Fax 4251248-2401 TABLE OF CONTENTS 1.0 INTRODUCTION...............................................................................................................1 1.1 General.............................................................................................................................1 1.2 Project Description............................................................................................................1 2.0 SITE DESCRIPTION.........................................................................................................1 2.1 General.............................................................................................................................1 2.2 Topography.......................................................................................................................2 2.3 Geology................................................................:............................................................2 2.4 Seismic Design Values.....................................................................................................2 3.0 SUBSURFACE CONDITIONS...........:.............................................................................. 3 3.1 Subsurface Description.....................................................................................................3 3.2 Groundwater.....................................................................................................................3 4.0 CONCLUSIONS AND RECOMMENDATIONS.................................................................4 4.1 General.............................................................................................................................4 4.2 Site Preparation................................................................................................................4 4.3 Structural Fill.....................................................................................................................5 4.4 Excavations.......................................................................................................................6 4.5 Drainage............................................................................................................................6 4.6 Shallow Foundations.........................................................................................................6 4.7 Lateral Resistance for Footings........................................................................................7 4.8 Slab -on -Grade Floors........................................................................................................7 4.9 Pavement..........................................................................................................................8 4.10 Design Review and Construction Monitoring....................................................................8 5.0 REPORT LIMITATIONS....................................................................................................9 FIGURES Figure 1: Vicinity Map Figure 2: Site Exploration Plan APPENDIX A Field Exploration Program Laboratory Testing Program General Notes Soil Classification Chart Boring Logs Laboratory Testing Results —F -S i ��M�� A Information iLt'L vNIToBuildOn Bnghwedng • Consu/ting • 7boUng GEOTECHNICAL INVESTIGATION PROPOSED KEYBANK EDMONDS, SNOHOMISH COUNTY, WASHINGTON 1.0 INTRODUCTION 1.1 General This report presents Professional Service Industries', Inc. (PSI) geotechnical investigation for the proposed KeyBank Branch to be constructed at 9930 Edmonds Way in Edmonds, Snohomish County, Washington, as shown on the Vicinity Map on Figure 1. Our services were conducted in general accordance our agreement with KeyBank National Association dated November 13, 2009. The purpose of our geotechnical investigation was to evaluate the subsurface conditions at the site and develop geotechnical conclusions and recommendations for design and construction of the proposed construction. 1.2 Project Description The Site Exploration Plan, Figure 2, shows the layout of the proposed new construction. PSI understands a one-story building with three teller lanes and a canopy will be constructed. The new construction will consist of wood frame construction supported on conventional concrete foundations. We anticipate foundation column loads will be on the order of 20 to 40 kips. Based on the existing site topography, we expect that earthwork on the site will include cuts or fills of less than 2 feet. Please notify us if the design loads or our estimate of site grading are in error so that we can re-evaluate and modify our recommendations, if needed. 2.0 SITE DESCRIPTION 2.1 General The site is located at 9930 Edmonds Way in Edmonds, Snohomish County, Washington. The site is bordered to the north by Edmonds Way, to the west by 100th Avenue West, and to the east and south by restaurants. A Shell gas station presently occupies the site, with a single -story building located at the south end of the site and fuel pumps and a canopy in the north -central portion of the site. Underground gas tanks are located near the northwest corner of the site. Concrete pavement covers the area surrounding the fuel pumps, and almost the entire remainder of the site has been paved with asphalt. Planter strips vegetated with shrubs and small trees are located along the east edge of the site and along portions of the north and west edges of the site. PSI was not a part of the original site development. We were provided with a site plan by Callison that shows the location of the planned building, teller lanes, and canopy. That site plan also showed six requested boring locations. The existing Professional Service Industries, Inc. - 24113 — 56th Avenue West - Mountlake Terrace, Washington 98043 9 Phone 425/248-2400 - Fax 425/248-2401 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 13, 2011 building, underground gas tanks, and fuel pump/canopy area limited drilling access at the site. For that reason we did not complete three of the requested borings (B-1, B-2, and B-3) 2.2 Topography The ground surface within the site slopes gently down toward the north and west. Based on a review of USGS topographic maps, the site has an approximate elevation of 340 feet above mean sea level (MSL). 2.3 Geology The site is underlain at shallow depth by advance outwash which consists of sand with gravel. Advance outwash was deposited by the meltwater of advancing glaciers and was subsequently overridden and compacted by the advancing glaciers. 2.4 Seismic Design Values The contribution of potential earthquake -induced ground motion from known sources is included in the probabilistic ground motion maps developed by the USGS. Design data seismic site characterization and design recommendations based on USGS mapping and analysis are implemented in the 2006 International Building Code. Based on the results of our explorations and on an interpretation of the subsurface profile to a depth of 100 feet, the site conforms to the characteristics of Site Class "D" Seismic design values for the project site are provided in Table 1 below. TABLE 1: SEISMIC DESIGN FACTORS i"'^ Vit Y'Y�p2 FgF J _lT Y S ��•• "tt'A + { rq,- f9L V ti k '$C1 r�`k�e r':�ti �: �F �' ON .aC2 4%, 3 �'b�.}�Wsz'' d! ."k1.4 4,':.•::•c�+ y1'.N. G. ..+ongitudew '� \ . ?.'A'x '�'�@S`) •r..L}"r'' i'yN«� -'F -� Fa � x N�'{SZz ,g �fiw "6'� �t ') 3v ..4 .tY,l •P ;Ap-cas`'`'�dt s {: fir'-S.t {�+9 1 Y'''L n .w'a'.--2, .mss: r:L riS. x. r • :? ya .�.R zac�var. ,.:`�r 's. z`� G.s ...2i 3� 47.7902 -122.3663 0.816 0.442 1.021 1.58 D Notes: SDs = 0.2 sec Spectral Acceleration SD, = 1.0 sec Spectral Acceleration Fa = short -period site coefficient F„ = long -period site coefficient We reviewed the "Snohomish County Liquefaction Susceptibility" map prepared by Washington State Department of Natural Resources dated September 2004. That map shows that the project site has a "very low to low" liquefaction susceptibility. F• KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 3.0 SUBSURFACE CONDITIONS 3.1 Subsurface Description PSI investigated the onsite subsurface materials on February 9, 2011 with three soil borings (B-4 through B-6). Three additional requested boring locations (B-1 through -B-3) were not drilled due to conflicts with the existing building, underground gas tanks, or the gas pump/canopy area. The borings were drilled to depths of 21'/2 feet below the ground surface (bgs) using hollow -stem auger drilling methods. The approximate locations of the performed explorations are shown on the Site Plan, Figure 2. The field exploration and laboratory testing programs completed for this study are discussed in detail in Appendix A. Logs of the borings are also provided in Appendix A. The terms used to describe the soils encountered are defined in General Notes. For the purpose of discussion, the materials encountered in the explorations have been grouped into the following major units based on their physical characteristics and engineering properties. Listed as they were encountered from the ground surface downward, the units are: 1. ASPHALT PAVEMENT 2. FILL (SAND WITH GRAVEL) 3. SAND TO SAND WITH GRAVEL 1. ASPHALT PAVEMENT. Two and one-half inches of asphalt concrete were encountered at the ground surface in the borings. We did not observe base rock below the asphalt. 2. FILL (SAND WITH GRAVEL). Loose to very dense sand with gravel fill was encountered in the borings below the asphalt pavement. The fill extended to depths of about 2'/2 to 4'/2 feet bgs. The sand with gravel fill was generally brown and fine to coarse grained, and some zones included pieces of brick, concrete, and glass. Standard penetration test N -values ranging from 6 blows per foot to 50 blows per four inches indicate the relative density of the sandy gravel fill material is loose to very dense. The moisture content of the fill ranged from about 5 to 8 percent. 3. SAND TO SAND WITH GRAVEL. The fill material was underlain by medium dense to very dense native sand. This material was encountered from depths of about 2'/2 to 4'/ feet bgs to the maximum depths explored of 21'/2 feet bgs. The native sand was generally gray, fine to coarse grained, with some fine sub -rounded gravel. Below depths. of approximately 12'/2 to 16 feet bgs the sand became fine to medium grained. Standard penetration test N -values ranging from 11 to 78 blows per foot indicate the relative density of the native soil is medium dense to very dense. The moisture content of the native material ranged from about 2 to 10 percent. 3.2 Groundwater We did not observe groundwater in our subsurface explorations. Generally, the highest groundwater levels occur in late winter and early spring; and the lowest levels in late summer and 3 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 13, 2011 early fall. Water may be encountered during construction at depths not indicated during this study. We recommend that the contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impact on the construction procedures. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General Subsurface explorations performed for this investigation indicate the site is mantled with approximately 2'/2 to 4'/2 feet of loose to very dense undocumented fill. It would be conservative to remove the undocumented fill and replace it with structural fill or supported the structure on foundation elements that extend through the fill to the native sands underlying the fill. We anticipate the onsite fill materials will be suitable for reuse as structural fill provided the organic debris or other deleterious materials content of the fill is minimal. We did not observe groundwater in our borings. Because the existing fill encountered in our borings was generally medium dense to dense, we anticipate that it will be feasible to support the structure on the existing fill material. However, supporting any structure on undocumented fill increases the risk of future structure settlement. This risk could be reduced if PSI observes a loaded proofroll of the building subgrade, and also evaluates the prepared foundation subgrade. In our opinion, structural and live loads of the proposed building can be supported by conventional spread footing and slab -on -grade floor systems supported on granular structural fills or the existing fill material, provided the recommendations herein are followed. Our conclusions and recommendations concerning site preparation, earthwork, and design and construction of foundations, floor slabs, and pavements are summarized below. 4.2 Site Preparation The existing structures, underground gas tanks, and underground piping associated with the gas tanks should be removed from the site and the planned building, area should be stripped of pavement and undocumented fill. The removal of the underground gas tanks will result in an open excavation which should be filled with granular structural fill after firm native soils have been exposed at the base of the excavation. The 2'/2 to 4%2 feet of loose to very dense undocumented fill consisting of sand with gravel could be used for support of the proposed building if some risk of structure settlement is tolerable. If it will be removed, PSI recommends that the undocumented fill be over -excavated from the building pad footprint and 5 feet beyond the edges of the footprint. Firm native soils should be exposed at the base of the excavation, which should then be filled with granular structural fill. We recommend that driveway and parking areas be proofrolled with a fully -loaded dump truck to 4 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0711341-1 February 23, 2011 evaluate suitability of the existing soils to support traffic loads. Subgrade material observed yielding during the proofroll should be removed and firm unyielding soils should be exposed. There is some risk of settlement and pavement failure if undocumented fill material is left in place below the site pavement. Stripped material should be transported offsite for disposal or stockpiled for later use as fill in landscaped areas, as approved by the site landscape architect. A member of our geotechnical staff should observe the exposed subgrade after stripping and site excavations have been completed to determine if there are areas of unsuitable soil. Our representative should observe a proofroll of the site using a fully -loaded dump truck to identify areas of excessive yielding. If areas of unsuitable or disturbed soils are encountered, the material should be over -excavated and replaced with granular structural fill. 4.3 Structural Fill Regardless of material or location, structural fill should be placed over firm, unyielding subgrade prepared in accordance with the "Site Preparation" section of this report. The condition of the subgrade should be evaluated by a PSI representative before filling or construction begins. Fill soil compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. When fill material is inconsistent or when particle size is greater than 1Y2 -inch diameter, fill placement should be observed and compaction evaluated by observation of proofrolls or the operation of heavy rubber tired construction equipment. The on-site fill and native soils are suitable for use as structural fill provided the soil can be properly moisture -conditioned. On-site material used as structural fill should be free of organic material or other unsuitable materials and particles larger than 6 inches in diameter. The fill should be placed in lifts with a maximum uncompacted thickness of 8 inches, and compacted to not less than 95 percent of the maximum dry density as determined by American Society for Testing and Materials (ASTM) D698. Silty soil, if encountered, is sensitive to small changes in moisture content and may be difficult, if not impossible, to compact adequately during wet weather, in confined spaces or when the moisture content is more than a few percentage points above the optimum moisture content. We recommend using imported granular material for structural fill if the on-site material cannot be properly moisture conditioned Imported granular material for structural fill should consist of pit -run or quarry -run rock, crushed rock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D698. During the wet season or when wet subgrade conditions exist, the initial lift should be approximately 18 inches in 5 KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0711341-1 Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 uncompacted thickness and should be compacted by static rolling with a smooth drum roller. 4.4 Excavations Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface materials may stand vertically to a depth of approximately 2 to 4 feet, but the feasibility of shallow vertical excavations will ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring, as required, to protect personnel and adjacent improvements. The method of excavation and the design of the excavation support is the responsibility of the contractor and subject to applicable local, state, and federal safety regulations, including the current OSHA excavation and trench safety standards. The means, methods, and sequencing of construction operations and site safety are also the responsibility of the contractor. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils encountered in our subsurface explorations should be classified as Type C soil according to the most recent OSHA regulations. We recommend that excavations be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for substantial penalties. 4.5 Drainage We recommend footing drains be placed around the exterior of the building foundation to reduce the potential for migration of moisture into the building envelope. We recommend that roof drains be connected to a tightline leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings. 4.6 Shallow Foundations In our opinion, conventional spread and continuous footings founded on medium dense or firmer native soils or structural fill will provide adequate support for the proposed structure after removal and replacement of the undocumented fill. We offer the following comments and recommendations for purposes of footing design and construction. KeyBank Professional Service Industries, Ina Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712341-1 February 23, 2011 Footings should not be cast on loose, soft, or frozen soil; slough; debris; existing uncontrolled fill; or surfaces covered by standing water. Should unsuitable soil be encountered during footing excavations, those soils should be removed and replaced with granular structural fill. If the existing fill material will be removed from the building pad, continuous wall and spread footings should be proportioned for an allowable bearing pressure of 3,000 psf. If the structure will be supported on the existing fill, we recommend an allowable bearing pressure of 2,500 psf for those foundation elements. Continuous wall foundations should be at least 18 inches wide. The bottom of exterior footings should be at least 18 inches below the lowest adjacent final grade for frost considerations. The bottom of interior footings should be placed at least 12 inches below the bottom of the floor slab. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads. If the planned structure will not be supported on the existing fill material, the allowable bearing pressure may be increased to 3,990 psf for short-term loads, such as those resulting from wind or seismic forces. If the existing fill will support the structure, an allowable bearing pressure may be increased to 3;325 psf. Estimates of settlement are on the order of less than one inch total. Differential settlement should generally be less than one half of total settlement. Both of these settlement estimates are for the condition after removal of the undocumented fill and replacement with structural fill. 4.7 Lateral Resistance for Footings Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of spread footings and the underlying soil. The total shearing resistance between the foundation footprint and the soil can be computed as the normal force, i.e., the sum of all vertical forces (dead load plus real live load), times the coefficient of friction. We recommend an ultimate value of 0.4 for concrete placed over firm granular structural fill soils. If additional lateral resistance is required, passive earth resistance against embedded footings or walls can be computed using a pressure based on an equivalent fluid.with a unit weight of 225 pounds per cubic foot. This design passive earth pressure would be effective only if granular structural fill is used to backfill the footing excavation or if the footings are made neat. 4.8 Slab -on -Grade Floors Satisfactory subgrade support for lightly loaded building floor slabs can be obtained on engineered structural fill. An 8 -inch -thick layer of imported granular material should be placed and compacted over the prepared subgrade to assist as a capillary break. A subgrade modulus of 150 pounds per cubic inch may be used to design the floor slab. Imported granular material should be crushed rock or crushed gravel and sand that is fairly well - 7 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 graded between coarse and fine, contain no deleterious materials, have a maximum particle size of 1'/2 inches, and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve., The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D698. Vapor retarders are often required by flooring manufacturers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor retarder is installed according to their recommendations. However, vapor retarders can trap and hold excess moisture when installed in rainy weather. Selection and design of an appropriate vapor retarder, if needed, should be based on discussions among members of the design team. 4.9 Pavement In lieu of project -specific traffic estimates, the following pavement design recommendations are based on our experience with similar facilities and subgrade conditions. For automobile parking areas, we recommend a pavement section consisting of 3 inches of asphaltic concrete (AC) over 8 inches of crushed rock base (CRB) or 5 inches of Portland Cement concrete (PCC) over 5 inches of crushed rock base (CRB). For truck traffic areas, the pavement section should consist of 4 inches of AC over 12 inches of CRB or 6 inches of PCC over 8 inches of CRB. These recommended pavement sections are based on the assumption that the subgrade consists of firm granular structural fill and that the pavement will be constructed during the dry summer months. We do not anticipate significant amounts of heavy truck traffic at the site. However, it would be prudent to thicken the crushed rock base and/or the pavement thickness where garbage trucks will travel over site pavements. Proofrolling should be used to evaluate pavement subgrade. Some contingency should be provided for the repair of any soft areas. If pavement construction is scheduled for the wet season, it may be necessary to increase the above - recommended base course sections. Permanent, properly installed drainage is also an essential aspect of pavement design and construction. Paved areas should have positive drainage to prevent ponding of surface water and saturation of the base course. This is particularly important in cut sections or at low points within the paved areas, such as in sunken loading dock areas or around stormwater catch basins. Effective means to prevent saturation of the base course could include installing subdrain systems below sunken loading docks and weep holes in the sidewalls to catch basins. 4.10 Design Review and Construction Monitoring We welcome the opportunity to review and discuss construction plans and specifications as they are being developed. We are of the opinion that construction operations dealing with earthwork and foundations should be observed by the geotechnical engineer of record to evaluate compliance with our design concepts and recommendations. We would be pleased to provide these services to I KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 you for this project. 5.0 REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, KeyBank, for the proposed additions to be constructed in Edmonds, Snohomish County, Washington. If there ,are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation and/or pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design. Our scope of services did not include an assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. PSI is currently preparing a Phase I Environmental Site Assessment (ESA) for the site which will be issued under separate cover. As directed by the client, PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. PSI warrants that the findings, recommendations, specifications, or professional advice contained herein have been provided in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. IJ KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712341-1 FIGURES Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 EDMONDS WAY ._. r QKlS�I'- * DZ W A 41d- i� 0 a - .14 ` ---- i .... [ACU 4 V=Afle4 Urr 1 - J�SVlcl�ht Sir I � B_ 5 B_s o ---- ', N�_ `•.�-SII etre FLAW we5 coawtht tr11tJ1KA flur-.I Dludpalc �. tAtp OUT OIA-SHLMOW C609AR Map N4 Al rr St1tu �• 1DN 4�At.l. �sct�i'1��5 � pq�tNb /DQiVE 4L (y) A 03var. PM V17 Ulr+ � 41MPOSED SATE PLAN OPTION 3 1_J-7 -_; ` ... - n U Legend: Approximate Boring Location Source: Callison, 11/17/10 �� 71 Inf0%"%iladon DATE: I- .T0Butld On FEBRUARY, 2011 Engineering • Consuidng • lbsdng PSI, INC. 24113-56 TH AVENUE WEST DRAWN BY: MOUNTLAKE TERRACE, WA 98043 TC (425)248-2400 'a'l cEellp� ihAY N 940 61- o5 OP"A !M M03. 711 -r .nt In 4291." .w.: a ill J toW E N e.r, .m. c.w S KEYBANK EDMONDS PSI PROJECT NUMBER: 9930 EDMONDS WAY 0712-342 EDMONDS, WA SITE EXPLORATION FIGURE 2 PLAN KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 APPENDIX A FIELD EXPLORATION PROGRAM LABORATORY TESTING PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART BORING LOGS LABORATORY TESTING RESULTS Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 FIELD EXPLORATION PROGRAM General We explored the site by drilling three soil borings (B-4 to 13-6) to a depth of 211/2 feet below ground surface on February 9, 2011, using a truck -mounted CME 75 drill rig provided and operated by Gregory Drilling of Redmond, Washington. The locations of the borings are shown on Figure 2. A representative of PSI's geotechnical staff was present during the explorations to record soil and groundwater conditions encountered in the exploration and to obtain soil samples for laboratory testing. Sampling Procedures Throughout the drilling operation, soil samples were obtained from the borings using a 2 -inch OD split spoon sampler in general conformance with guidelines presented in ASTM D1586, Standard Test Method for Penetration Test and Split Barrel Sampling of Soils. The samplers were driven into the soil a distance of 18 inches or to refusal with a 140 -pound hammer free falling a distance of 30 inches. The sum of the blows required to drive the sampler in three 6 -inch increments is provided in the boring logs. If the sampler met refusal, the number of inches driven and the number of blows is recorded. Samples recovered from the explorations were sealed in airtight plastic jars or plastic bags to retain moisture and returned to our laboratory for additional examination and testing. Field Classification Soil samples were initially classified visually in the field. Consistency, color, relative moisture, degree of plasticity, peculiar odors and other distinguishing characteristics of the soil samples were noted. The terminology used in the soil and rock classifications and other modifiers are defined in the General Notes in this Appendix. Exploration Logs Summary boring logs follow in .this appendix. The left-hand portion of the boring log gives our interpretation of the soil encountered in the soil boring, sample locations and depths, and groundwater information. The right-hand portion of the log shows the results of the sample water contents, and other laboratory information. The soil profile shown on the boring logs represent the conditions only at actual exploration location. Variations may occur and should be expected.. The stratifications represent the approximate boundary between subsurface materials; the actual transition maybe gradual. KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 General Professional Service Industries, Inc. Engineering • Consulting • Testing February 23,10/ 1 LABORATORY TESTING PROGRAM AND PROCEDURES Soil samples obtained during the field explorations were examined in our laboratory. The physical characteristics of the samples were noted and the field classifications were modified where necessary in accordance with terminology presented the General Notes included in this appendix. Representative samples were selected during the course of the examination for further testing. The testing procedures and results of the tests are summarized below. The phrase "In general accordance with guidelines presented in ..." means that certain local and common descriptive practices and methodologies have been followed. Visual -Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). Certain terminology incorporating current local engineering practice, as provided in the Soil Classification Chart included with or in lieu of ASTM terminology. The term which best described the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or clay). Moisture Content Natural moisture content determinations were made on all samples. The natural moisture content is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The results of the moisture content determinations are presented on the boring logs in this appendix. Grain -Size Analysis Grain size analyses of selected samples were completed in general conformance with ASTM D6913. A representative sample was placed at the top of a series of sieves. Each sieve has successively smaller openings so particles larger than the size of each sieve are retained on the sieve. Test results are presented on the Grain Size Distribution pages of this report. Professional Service Industries 56th Avenue W /��24113 Mountlake Terrace, WA 98043 LOG OF BORING B-4 Phone: 425.248.2400 Faxf 425-248.2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS jZ While Drilling Project: KeyBank Edmonds Sampling Method:Split Spoon Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: S[ Delay Station: N/A y STANDARD PENETRATION y Offset: N/A o t TEST DATA a) o n o X -c41 o Nin blows/ft o t Z n MATERIAL DESCRIPTION u', N `O d m , X Moisture 0 PL f LL Additional a a °' n r m y ;n a zs s Remarks CL E f0 > m o Lu (n j m STRENGTH, tsf L A Qu )K op o 2.0 4.0 0 me asp halt 7 X to very dense, brown and gray, 1 gDense 10-50/4" >> sand; fine to coarse, with gravel, fine, moist 6ense, gray, -ST07 ne to coarse, with gravel, fine, moist 4 X 2 14 11-12-23 0 N=35 5 5 3 14 25-15-18 N=33 4 X 4 18 11-14-20 N=34 10 4 5 18 12-22-23 N=45 ...becomes very dense 2 6 18 3-37-50/6 » 15 6 7 18 12-14-25 � 6ense, gray�AND iine to medium, moist — N=39 20 10 8 18 12-14-33 a N=47 End at 21.5 feetgs on 2/9/201 179onng backfilled with hydrated bentonite chips upon completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drilling Contractor: Gregory Drillinq Dames&Moore Rock Core rhe stratification lines represent approximate boundaries. t he transition may be graauai. Professional Service Industries - 56th Avenue W .,fig24113 Mountlake Terrace, WA 98043 LOG OF BORING B-5 Mme. Phone: 425.248.2400 Fax@ 425,248.2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Project: KeyBank Edmonds Sampling Method:Split Spoon Q While Drilling Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: Delay Station: N/A STANDARD PENETRATION ^y Offset: NIA a L TEST DATA a� rn CD c r c N in blows/ft O v o w J t H Z a .U�—, MATERIAL DESCRIPTION m fO a m , X Moisture 0 PL ; LL Additional aa �° °' Cl E y o o zs Remarks > Lu m m $ j m STRENGTH, tsf Of (L ♦ Qu A Op 0 2.0 4.0 D 2 in asp a 8 X loose to ense, Town an gray, san 1 10 7-13-18 o fine to coarse, with gravel, fine, moist N=31 5 X 2 5 35-3-3 N=6 XXX Afeaiumdense,—brownTgray; SANCfftne—[o 5coarse, with gravel, fine, moist 3 3 12 6-7-4 c N=11 ...becomes dense 3 X 4 14 6-11-21 N=32 10 6 5 15 12-11-23 N=34 Afeaium dense, gray, SAFl , ane to medium, 6 X 6 18 moist 8-7-9 0 N=16 15 ...becomes dense 8 7 18 16-17-22 0 N=39 20 ...becomes very dense 10 8 18 13-26-30 » N=56 End at 21.5 feetgs onBoring backfilled with hydrated bentonite chips upon completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drilling Contractor: Gregory Drillin Dames&Moore Rock Core The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries - 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING B-6 M Phone: 425.248.2400 Fax& 425,248.2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Q While Drilling Project: KeyBank Edmonds Sampling Method:Split Spoon Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: S[ Delay Station: N/A STANDARD PENETRATION y Offset: N/Ac TEST DATA m - a s t_ e N in blows/ft H Z MATERIAL DESCRIPTION ` d T X Moisture 0 PL f LL Additional g .;C. t m L a U a y o ss Remarks N > U C W ani j m STRENGTH, tsf Q. A Qu X Qp 0 2.0 4.0 0 halt 2 In asp 5 X Medium ense, brown, fine to coarse, 1 6 sand; w/ gravel, fine, brick, concrete and 3-1-9 0 glass fragmentrs, moist N=10 6 X 2 10 10-6-8 0 N=14 6ense, gray,�AZ7TIi eTo coarse, with -- 5 gravel, fine, moist 3 3 8 4-16-28 0 N=44 4 X 4 10 9-15-18 0 N=33 10 10 5 16 12-16-19 0 N=35 ...becomes very dense 5 X 6 15 21-36-42 >> N=78 15 isense, gray, -SAND TineTo medium, moisT — 10 7 18 11-17-21 N=38 20... becomes very dense 7 8 18 11-25-35 » N=60 End at 21.5 feetgs onBoring backfilled with hydrated bentonite chips upon completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drilling Contractor: Greqory Drillinq DamesBMoore Rock Core The stratification lines represent approximate boundaries. I ne transition may De gradual. r O O z va W Cy N 0� � O a 73 a O 7 O vi 4w E Y Y p Q z0 z Q W W J W a u, Q ti wU N m _ — 0 G � C 4) .N U N 0 Q W LL i• > Q C) C) r 0 00 Q W C) O W •. z0 q v cm Z Q � C a.�f••LU in x... O X O O � 0000 O �O O 8-0- (0 LO O � O M O N O � O O O � LCX N Jz ° juBieM Aq aaui_q IUGOJOd T- C) O O a vC4 W e') N 0 � O CL IL O O L d as .� •� 0 Y Q Q >- Y4a u,Z z2 �W D W N F- J W o ZN WUa >T Nm 0 _ • N •R% ♦nZ V N 6i } 0D m W U- ). m �Q O C) r O M tf O 00 Cl W O O 0 0 O 0) O Ocm CD Zuio ()W VN Z Q v � W CM l"MWYY� � g O 0 00 O C) ti O C) CO O C) LO O CD 4t O 0 M O 0 N O C) 4ufiiaM Aq jauil WOO -10d ENGINEERING STORMWATER 'R_EPORT Key .Ban k -0030 Edmonds - -- Way Edmonds; EdmpposiWa�hinatbn - P'' p -,edfor: 1'4,,2.0'Fifth :Av,en'd-e�'.#,24'0O Soattle:'WA 98101 b000'M bor 121, 201.1. dApr'1113, 2012, STREET FILE R.Ovis.e, 'Qur,'Job No. 1.6020'. RESUB MAY -92012 5U.&DING EPARWENT Ty oPDEDMONDS "k-,- CIVIL ENGINEERING- LANDPLANNING,.SQ.RVEYING,,ENviRONMENTAL..SERVittS 182.15 +72ND VENUE. SOUTH KENT,,WA'980 -(4Z5)?5f 222 (425) 251 87.82 FAX BRMQWQFpCES' 'OLYMPIA, WA 4, TEMEQUI-Aj.,CA WALNUT CREEK, CA' 0.06( h ..g _.puse.n.com TABLE OF CONTENTS 1.0 PROJECT OVERVIEW EXHIBIT 1.1 SITE LOCATION EXHIBIT 1.2 SOILS 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 3.0 OFF-SITE ANALYSIS EXHIBIT 3.1 ASSESSOR'S MAP EXHIBIT 3.2 FIRM MAP EXHIBIT 3.3 LANDSLIDE HAZARD AREA MAP EXHIBIT 3.4 WATERSHED MAP 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN EXHIBIT 4.1 EXISTING CONDITIONS MAP EXHIBIT 4.2 DEVELOPED CONDITIONS MAP EXHIBIT 4.3 RAIN GARDEN SIZING 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN EXHIBIT 5.1 CONVEYACE CALCULATIONS 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN EXHIBIT 8.1 SEDIMENT TRAP SIZING 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL 15020.005.doc I.. 1.0 PROJECT OVERVIEW The proposed Key Bank project is located at the southeast corner of Edmonds Way and 100th Avenue West, in Edmonds, Washington, also situated within Section 36, Township 27 North, Range 6 East, Willamette Meridian. Please see Exhibit 1.1, Vicinity Map, for a more accurate depiction of the location of the project site. The 0.44 -acre site currently contains a single story building and fueling area with a canopy that will be demolished for this development. The site is bound on the north by Edmonds Way, on the west by 100th Avenue West, and on the east and south by commercial businesses. The existing site is almost completely paved in the existing condition and contains approximately 96 percent impervious surfaces. Site is gently sloped to the northwest with 3 -feet of topographic relief across the site. The on-site soils contain outwash type soils. The project proposes to redevelop approximately 0.44 -acre into a Key Bank with associated parking, utilities, stormwater facilities, and landscaping. The project is classified as a Small Site Category 2 Project based on the Edmonds Stormwater Code Supplement. The stormwater proposal is to provide rain gardens to meet the water quality and flow control requirements using Low Impact Development (LID) measures. The stormwater facilities are designed in accordance with the Chapter 18.30 Edmonds Community Development Code and the City of Edmonds Stormwater Code Supplement. I15020.005.doc EXHIBIT 1.1 VICINITY MAP 15TH ST SW cn n 00 N SITE O r 232ND PL SW 3: 13: w w 226TH PL SW Q 226TH PL SW Q 0 rn rn 227TH PL SW 228TH PL SW S� Q W � � Q = Q Q C) C) VICINITY MAP 32ND ST SW EXHIBIT 1.2 SOILS Figure B-2 City of Edmonds Soil Map Units (SCS 1983) LEGEND - pity of Edmonds Boundary Boll Map Units SOIL NAME C /-I arwood Gravelly sandy loam, 2-8 % slopes C.CAklorwood Gravelly sandy loam, B•15 % slopes C Aid tweed Gravelly sandy loam, 15-25 % slopes Aklenveod Urban land complex 2.8 % slopes 1Aidetweed Urban land complex 8.16 % slop es L Alderwood-EvamU Gravelly sandy loam+, 25-70 Custer One sandy loam Everett gravely send loom, 0.8 % slopes Everett gravely send loam, 8-16 %slopes /Everett gravelly send loam, 16.25 %slopes :Fluvaquents, Udal =101"p 8111 loam. 0.8 %slopes 101sap at loam, 8-25 % slopes =McKenna gravely sift loam. 0.8 %slopes 1•Mukiltao muck 11111111lPila 4� Urban land 0 1,000 2,000 4,000 6,000 8,1100. Feet 1 in=ZOOOft No wemnty or my ML INWIng amnry, Moss. orm ahM ablBy aocwpany No vwduct. I III a 71, 71, �e (4) C4 ta 19 of (D 13 C, IN W.0 C' 2 V A) co .,100 8 A) icL D �:ic , 75 '— 0 C) (D o eEl: t o) co E * 0 LD: ol D X C) (D o * 0 X LU Cq ui . (L C' CLI f, L CL 5. 9. . — — jll - to 0 "a. :R 1 W -6 N. '0 W c m w Mn LD 'a) :5, 4),; "No OR d .6 i, w cl) 0) Fn irb 0 0) 'a 'El f CLI 'Sbil Mdp.Snohomish County A. iea,,Washington - JU it Legend; 'sfia6ifilsail Couh a 4FiinFs *Irpv lCName — w6i$ I`Aoll' ;, Percent of -AOI 78, orbari Whd-.6.1 1000% Totals for Area'of erest `Ao 0 Natdiamisources -.,Vyib'Sbll,SUrv'e'y',. 12/11/2011 '-�doIn.se,r.vailo-n. tI ,e-M.,c.eNatio.n—irb opera,r.ive, - o -ll u.rv,ey ;Page ,3,00 I2.0 CONDITIONS AND REQUIREMENTS SUMMARY Based on the requirements for Small Site Category 2 Projects as defined in the Edmonds Stormwater Code Supplement, the site is subject to Minimum Requirements #1 through #11 for the new and replaced impervious surfaces, converted pervious surfaces, and disturbed pervious surfaces. 2.1 Analysis of Minimum Requirements Minimum Requirement No. 1: Storm Water Site Plans. Response: This report presents the hydrologic analysis and calculations that justify the stormwater plan. Please also refer to the civil construction plans. Minimum Requirement No. 2: Construction Storm Water Pollution Prevention (SWPP). Response: The Civil Construction Plans include and Erosion and Sediment Control Plan and Details to prevent sediment and other pollutants from entering into receiving waters during construction. Please see Section 8.0 of this report: ESC Analysis and Design. Minimum Requirement No. 3: Source Control of Pollution Response: Operational and Structural Source control BMPs are incorporated per the requirements of the Edmonds Stormwater Code Supplement. All runoff from the pollution generating impervious surfaces will discharge from oil containment catch basins. Minimum Requirement No. 4: Preservation of Natural Drainage Systems and Outfalls. Response: Stormwater runoff ultimately leaves the site at the property boundary along each frontage. The proposed stormwater system will collect site runoff, treat and retain it in the proposed rain ardens, and overflow into the existing drainage system within Edmonds Way and 100 h Avenue West. Minimum Requirement No. 5. On -Site Storm Water Management. Response: Onsite stormwater Best Management Practices (BMPs) are considered LID techniques per the Edmonds Stormwater Code Supplement. Rain gardens will be constructed onsite to accommodate all site stormwater runoff as a preferred LID measure. In addition, compost amended soil will be added to disturbed pervious areas. Minimum Requirement No. 6. Runoff Treatment f' Response: Rain gardens, or bioretention, will be constructed onsite to meet runoff treatment standards for all new and replaced pollution generating impervious surfaces. Minimum Requirement No. 7. Flow Control Response: Rain gardens, or bioretention, will be constructed onsite to meet runoff quantity standards using the LID credit option for flow control per the Edmonds Stormwater Code Supplement. Minimum Requirement No. 8: Wetlands Protection 15020.005.doc I;..,_ Response: The site does not discharge directly or indirectly to a wetland, therefore the requirements of the 2005 Department of Ecology Stormwater Management Manual do r not apply. Minimum Requirement No. 9: Operation and Maintenance Response: The onsite storm drainage system and facilities will be privately maintained by the property owner. An operations and maintenance schedule can be found in Section 10.0 of this report. Minimum Requirement No. 10: Offsite Analysis and Mitigation Response: This project is submitting an off-site analysis which assesses upstream and downstream conditions, which can be found in Section 3.0 of this Stormwater Report. Minimum Requirement No. 11: Financial Liability Response: A performance bond will be posted as a financial guarantee for required stormwater systems and BMPs related to Construction Stormwater Pollution Prevention. 15020.005.doc 3.0 OFF-SITE ANALYSIS 3.1 Study Area Definition Downstream of the site, runoff generally travels to the northwest in a series of catch basins and pipes within the City Right -of -Way along Edmonds Way for approximately 1.75 miles until discharging into the Puget Sound. The site is located in the Edmonds Way Piped Basin. Based on information received from the City, this basin is currently at or over capacity. For this project, rain gardens will retain all stormwater runoff and provide infiltration, with a minimal amount of runoff leaving the site due to the infiltrative capability of the existing soils. Upstream Drainage: Based on our site visit, there is minimal upstream flow onto the subject property. Floodplain and Floodway FEMA Maps: Based in FIRM Map Panel 53061 C1315E, the site is located within Zone X, an area outside of the mapped floodplain. Sensitive Areas: Based on a review of available sensitive areas maps, no sensitive areas have been identified on site. Landslide Hazard Areas: Per City of Edmonds Figure B-3, the site is not located within and Landslide Hazard Area. Wetlands: No wetlands have been identified on or adjacent to the site. Drainage Complaints: No drainage complaints have been documented immediately downstream of the project site. 15020.005.doc 1 EXHIBIT 3.1 ASSESSOR'S MAP SEC 36•TWP 27 RGE:03:RT 14A)•BEG`NW CORNWI/4-SW1/4-NWI/4 NEI/4. THS 30FT.T0 S LN S/HY IVO 1=.W.EDMONDS WAY TH-E'30FT TO:E�LN j 100TH AVE W'TPB TH'CONT;E{'15.0 FT,ALG S.LN�OF�SD HWY TH'S0041'9.44E. 1`50 FT .TH W PLL S LN OF SO HWY 150. FTTO: E'LN iwvi AVE W TH N ALGAE WOF :100TH AVE -W TO TPB:,LESS S/HX. �" Show Ovefvlew MaprJ .i . Vioiv Pyopelry Inf �InwdoiF , -ReeeM Sales °"'' �:seh ,111 Flad Pascal lhmffiom; RYIPI_ nce Gz q• ' ,S • J . Estt .0001070D700707. zoomIn_ ..zoomwnt i Move 6liji;". "ffdl Vl6wr •� {,`,RafieeA �D,_' .�=Pfhd 7MP�•a . aame,byas asateed wlmn toafmtlo'iA rColof Arial Photo .o ;R'Taa Pa�eel mfmDafa : j�J'ZStreet AANeedir ��. � `001i0700tOf00/' _ tfeQUOM ASXW WMMS I rio`»eaofonoo •s7ad�erwf fuao • - ,804bkD9!' ,WAY ( ' t• .,Qioneoo7aeoo,% - f Ji0)M00117JOC f707Je00fi1700� � _ EXHIBIT 3.2 FIRM MAP AVENUE I W' b6lt 13� EXHIBIT 3.3 LANDSLIDE HAZARD AREAS r EXHIBIT 3.4 WATERSHED MAP 1-7 fq: 83�.I I -F QW1 Al Kin! 43E,= 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The existing site consists of a building, paving, fueling area and canopy. The existing 0.44 -acre site contains approximately 0.42 -acre of impervious and 0.02 -acre of pervious surfaces. Site soils consist of outwash sand and gravel. No groundwater has been encountered onsite to a depth of 21 -feet below existing grade. Stormwater runoff currently sheet flows across the site to the north and northwest and drains into the existing storm drainage system within Edmonds Way. !" 4.2 Developed Site Hydrology The developed site will consist of approximately 0.32 -acre of impervious surfaces and 0.12 -acre of pervious landscape areas. On-site runoff will sheet flow to catch basins and discharge into rain gardens for onsite stormwater disposal. In the unlike event of an overflow, the rain gardens will discharge into the City storm drainage system within Edmonds Way. i 4.3 Flow Control and Water Quality System ! Based on the Small Site Requirements as defined in the Edmonds Stormwater Code Supplement Section 5.72, onsite LID Best Management Practices (BMPs) can be used as a LID Credit Option for flow control and runoff treatment to eliminate the need for additional stormwater facilities. This LID Credit option allows for mitigation 90 percent of the new and replaced impervious surface to meet the flow control and water quality requirements; but in this case, 94.6 percent of the runoff from impervious surfaces will'be routed to the onsite rain gardens. The 0.02 -acre area not draining to the rain gardens is located at the building entrance to include the concrete plaza and stairs. For this site, rain gardens were sized according to the LID Stormwater BMP Simplified Sizing method. Each rain garden was sized to collect runoff from an area less than 5,000 square feet of impervious surface and includes a ponding depth of 12 -inches, free -board of 6 -inches, an design infiltration rate equal to 2 inches per hour, and assumed no underdrain. Overflows to the existing City storm drainage system are also provided. Please refer to the calculations and exhibits within this section. 15020.005.doc EXHIBIT 4.1 EXISTING CONDITIONS MAP STORM/SEWER INVERTS CB -A RIM = 320.57 12" CONC W = 317.27 SDMH-B 12" CONC E = 317.27 r y 6"CONC N=317.57 w M LL 6" CONC S = 317.97 CB -B RIM = 319.60 6" CONC W = 318.45 CB -C RIM = 319.13 6" CONC E = 317.13 z rn I I 12"CONC N=316.41 SDMH-D 8" CONC S = 316.73 CB -D RIM = 318.54 12" CONC S = 315.99 NZNN 00 Y 14- X1-1 12" CONC N = 316.24 CB -E RIM = 318.82 12" CONC E = 315.37 N C 12"CONC W=315.37 SDMH-F 12" CMP S = 315.67 CB -F RIM = 318.77 4" PVC WSW = 317.46 z W 6" CONC N = 317.27 CB -G RIM = 317.98 12" CONC NW = 314.18 J� 12' CONC S = 314.18 SDMH-H 12" CONC E = 314.18 12" CONC W = 314.18 CB -H RIM = 318.23 12" CONC N = 314.43 CB -1 RIM = 318.27 6" CLAY E = 315.57 CB -J RIM = 318.03 6" CLAY N = 316.53 SDMH-A 6" CLAY E = 316.53 CB -K RIM = 317.50 12" CONC W = 315.45 SSMH-B 6" CONC SE = 315.75 CB -L RIM = 317.13 12" CONC E = 314.53 SSMH-C 12" CONC W = 314.33 CB -M RIM = 316.26 4" PVC E = 313.84 (CURB INLET) 8" D.I. W = 312.81 CB -N RIM = 316.23 8" D.I. E = 312.55 (CURB INLET) 10" CONC S = 310.49 CB -0 RIM = 317.17 12" CONC E = 313.37 12" CONC W = 313.37 CB -P RIM = 313.47 12" CONC SW = 309.87 CB -Q RIM = 317.03 12" CONC SE = 313.13 12" CONC N = 313.13 8" PVC = 313.33 CB -R RIM = 320.60 4" PVC W = 319.20 8"CONC N=317.70 SDMH-A RIM = 321.04 48" CMP W = 305.84 SSMH-E RIM = 313.19 (BOLTS STRIPPED - CANNOT OPEN) GT -A RIM - 319.81 6" PVC W = 316.21 (GREASE TRAP) GT -B RIM = 319.97 6" PVC E = 316.12 (GREASE TRAP) O 42" CMP E = 305.84 SDMH-B RIM = 316.79 48" CONC E = 299.99 r y 48" CONC W = 299.94 w M LL 12"CONC SE=311.74 SDMH-C RIM = 316.61 30" CMP E = 310.16 N 00 00 30" CMP N = 310.16 z rn I I 30" CONC W = 310.16 SDMH-D RIM = 313.63 30" CONC E = 306.08 _ul �..� 30" CONC W = 306.13 NZNN 00 Y 14- X1-1 30" CONC N = 306.16 SDMH-E RIM = 314.77 48" CONC E = 296.82 N C 48" CONC NW = 296.82 SDMH-F RIM = 314.08 48" CONC SE = 295.43 2 � 48" CONC NW = 295.33 z W 12" CONC NE = 309.73 SDMH-G RIM = 316.78 42" CONC NW = 305.98 J� 42" CONC SE = 306.08 SDMH-H RIM = 318.22 42" CONC SE = 308.62 42" CONC W = 308.47 12" CONC S = 314.52 SDMH-I RIM = 318.21 42" CONC S = 309.16 42" CONC NW = 308.81 SDMH-A RIM = 317.65 10" CONC N = 312.43 10' CONIC S = 312.55 SSMH-B RIM = 317.69 12" CONC N = 308.04 12" CONC S = 308.14 SSMH-C RIM = 317.36 12" CONC S = 307.06 12" CONC W = 307.06 SSMH-D RIM = 316.19 24" CONC E = 309.69 24" CONC W = 309.59 10" CONC S = 310.49 SSMH-E RIM = 313.19 (BOLTS STRIPPED - CANNOT OPEN) GT -A RIM - 319.81 6" PVC W = 316.21 (GREASE TRAP) GT -B RIM = 319.97 6" PVC E = 316.12 (GREASE TRAP) O . N i O U) c r, r y N �3 W mcrj m Z r0 w 12 IF- E . Z5 N Z(A w M LL °- Li 04 C14 N n 04 00 z 0 N 00 00 z 5 z rn I I w 61 ^ � N N E5 _ul �..� w NZNN 00 Y 14- X1-1 -� U cn N C Q 2 � z W J� C CONO E 0 � Z EXHIBIT 4.2 M DEVELOPED CONDITIONS MAP EXHIBIT 4.3 M RAIN GARDEN CALCULATIONS BARGHAUSEN DATE: (l l PAGE OF CONSULTING ENGINEER: UK -V ENGINEERS, INC. PROJECT#: iSOZy (GE -,r V ak. `PROJECT/SUBJECT: c.571a,/dg4, Sv ?"OKo' �oV'lS w� o - -�-�-i ►� I I re�1e�lr o r ;3 Vii. c�-c d.�r, �.2� { Inw. - � -_ - -: — 2. - _ I 7q D ! _ . _ _ 0 -i-- D _ -6::: (o _ - -F - -, - I - - - - — -- I — : � .. - -- - -- �vJto 4?4141.. I . le,3 F I : L- I --- -I--: I %t ptaV-:. K. = x,131 Z3. �S,ISvp _I i: I : I -, Ir _FTI i ' 'Wigretenfibn and Wiltration BMPSizinefadms. Sizirigfaictorsdeirelo-ped to lirnifthepast-devel6prn6nt 10, -year recurrence -interval flomf to 0.25 6bic feet persecond peracreofimpervious sut'face area. b ,izjpg factors -deycloock toliniit-riecurreii�6lirit'ei-�al'flbw.r6tes to: .2 m,0.07,cfs/adie;AOyr--O�25c /A riafidA Oyr-- i per kriebf ---- .... Is. C_ -0 0.45 cf 6us s rfa6e area.Upperv] u BMP area is caicula'tcd asafunction dimperviolis area drainifig to'it' BMP Area'(sIqUaid feet)= loperitiods'Area (sqWreIeet) x Sizing Factor. (%)/10.0. .d Sizing factors are for facility b6itiorn-area.7otil fo b calculated based on side A*sPHAV) T I _qtpnnt area may e 4ondihg dcp.!h,and frcebbard. BM P. length is calculated as: a f6nction of -i rnpervi6us'area drai niihj to'it: BM P Lingth (feet) linpervims Area (squirc feet) i Siiing: Factor (.0 100. 7,9,7" Siiing" Fki6F' (%;o_fcbn'tnbu_tin- Native Soil, Design jTpOervious, area)' Category Category` &Y" fih j ira t i_6nMa,t6 ' :BMP' (inches/hour),„.s ieO b � Sizing Eqb a t i 6n Bioi& 6 ifia,pohdifiideph 0.25' '9.7% -Bidr6te fii i bai Bottom AYea-(9qudte ,6fiiid_n ,Cd]l,c,d 6.8'%' '&._80W 'fee -it ' ) ” *.IrhOeM66s Area (squbie': feet') k., S I Z`I fig- Fado- i (%)/100; `2.0 4.6% ;1.9% -I.incfi poriding depth '6J5` .6.1% 6:2%: .2% :41% 2.0 1.2% 2.34t[ .16filfritidn I '5f6bi depth 0125 ;9;*1%, 9A% Infilfiati6n,Tre-nclf.L;6�ngih'(f6dt Tre.fic.O AS 6:2% 62%. M Impervious pe rviqus Ai -ea (squarefeet),k, Sizing. -2;0 '2,39 lo 2.9% '66 i depth 0.25 t,5.4% S".*4ik: 10 l'!8%: -.2;0% 'Gravdiless, 3':7% 13.79Z: Gravelless Chamber-Lengihffe6t) Ch"ambe"r:` 2 70/k 0 mpprvious.Aea i square ect x Sizing :Factor '(%)jl66 brywelfe foot depth: :6.5 Area (square t 1.0 3 '.'0/0' �3I Cld Impervious Area (square; feet) x 'gT Sizing gfaeto r (Ci�/100 O-fbot:de,pth'. :A5 .4.7%: 4 8% Sizirigfaictorsdeirelo-ped to lirnifthepast-devel6prn6nt 10, -year recurrence -interval flomf to 0.25 6bic feet persecond peracreofimpervious sut'face area. b ,izjpg factors -deycloock toliniit-riecurreii�6lirit'ei-�al'flbw.r6tes to: .2 m,0.07,cfs/adie;AOyr--O�25c /A riafidA Oyr-- i per kriebf ---- .... Is. C_ -0 0.45 cf 6us s rfa6e area.Upperv] u BMP area is caicula'tcd asafunction dimperviolis area drainifig to'it' BMP Area'(sIqUaid feet)= loperitiods'Area (sqWreIeet) x Sizing Factor. (%)/10.0. .d Sizing factors are for facility b6itiorn-area.7otil fo b calculated based on side A*sPHAV) T I _qtpnnt area may e 4ondihg dcp.!h,and frcebbard. BM P. length is calculated as: a f6nction of -i rnpervi6us'area drai niihj to'it: BM P Lingth (feet) linpervims Area (squirc feet) i Siiing: Factor (.0 100. 7,9,7" 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Runoff from the project site will be collected in catch basins and tightlined to the proposed rain gardens. The conveyance system is designed to adequately convey the 25 -year post -developed storm event. Since all pipe capacities are less than 10 percent for the post 25 -year storm event, calculations for the 100 -year event have not been provided. Calculations are enclosed within this section. 0 15020.005.doc EXHIBIT 5.1 CONVEYANCE CALCULATIONS ;0 LL LL Z, :M :U) I c r 0 - -C)'o z A , o a o :C; 00, -C? co Cf) R: cm Lt. 0 m. rin In An a! of T ci ci CIA CM cn� C "OD , s; '.6 C2, so, I,, 10 0 jr. xi r. of I^SI C;� Z, .,Q: 11 G -E EL cx CR & 'o 0 SO ag T. to "in In In, V it C4 ol x-4 :-Cw cw cq: q, `i-5— "IN CO ;0 LL LL Z, :M :U) I c r 0 - -C)'o z A , o a C! In, 00, co Cf) R: cm A q k In, co Lt. 0 6.0 SPECIAL REPORTS AND STUDIES 1. Geotechnical Investigation prepared by PSI, Inc., dated February 23, 2011. 2. Infiltration Recommendation, prepared by PSI, Inc., dated August 1, 2011. 3. Infiltration Exploration Letter, prepared by PSI, Inc., dated April 13, 2012. 15020.005.doc GEOTECHNICAL:INVESTIGATION FOR' 'H I ' 'P,ROPOSED KEYBANK MO EDIVIOND:S QUAY EDMONDS, SNOHQ*I$H COUNTY, UVASHINGT 5N KEYBANK NO: 10231.89 PREPARED FOR :KEYBANK 10.0. PUBLIC : .SQUARE' :SUITE 600 CLEVELAND, O. V0,44113., 'MEPAREb�BY PROFESSIONAL SERVICE INDUSTRIES„ INC: ' 2411.3 56 7H AVENUE WEST MO.UNTL:AKE TERRACE, VVASHING:TQN '(425)x'M-2400 PSI REPORT NO: 07l- -1 FEBRUARY 23- X2011 rurtibn W. :Englneeryitg .o Consulting o :Teafir� THOR-;CHRISTENSEN, PE PROJEC-T`ENGINEER: 61d. On kngT16e �Aj 9*1.#,*tini -FO,bt.U,6(y23" 2011 M& lisq.,till -of Key p#hK� S, 6. .it e. C[&_plpndj,Oh!o441,1,3 , ?t U k E.'C , Tt' ,,Oed`t6chhl dai . Agvort, dll '0016 Utno - p, 5,, py MAW. 0 .:k6Aank..NO.1023189.'! P,SI PO -:OT 23, '. 4-274- ;Dear=AM's. Elliot; ,Professional gerviide..,IndustClbs, fs,pr -to p4j"_it beotedhjbioj, Investigation' #uirf., f or the proppsed _jm Edmonds, Snp"h�oJ9h,'O,ph Washington; :his tdOb!+,S.U.Mmar4PP, :thb -.,Wbrk 'abradtfiPlished and p` P` I' 'o, regprnglrs,te vjeic,s-,our.rec. Mm6hdailibri-s-dyIdevelopment:: PSI 00P.bs the: opportunity to,&dnthbdf6 -_bur�seivices,,and ;look f6rw6 r .tbworking .:for you. during design and construction .-Iql this project: . appreciates yqpr.. business,, ;the �U 67 undersigned direct have questionspertaining to this project, Respectfully Submitted,, PROFESSION. A41 _, :SERVICE Must .P�rqteqt"Engindor -yB'ahk. Ms. ,Marilyn l?ena P;SIh Professional Service Industries, Inc,'o"24113 �_'S6°i Avenue West oAvllll'aik . Rhone "'42_5l2-8-2400,6 , F6x 'A251248 . 24 df TABLE -OF ;CONTENTS 1,0 INTRODUCTION--...... ...................... .............. . ...... . .................... Redj6dMbstription ........... 2.0 ................... SITE C, ....... ............................................. A- General. .............................. .......... ........ ......... ........................... .2:2- ............. .............. ...... .......... 2'. Topography,.............. ' Z' �;3 ............. ....... .......... ...... ..................... ,24, Seismic:Design Values :: ..................................... -3-0 SUBSURFACEb04 .......... ............................. 3.1 iSubgurfabe-Description, ............ .......... ..................... 0.rckundwafer-.-........ 3 0 -CONCLU IREOOMMENQATION8� ................................... .............................. 4. 4.1 General;....... ...... ................. . . . . -,4 42 'Site Preparation . 4 43 'Structural Fill ................... ............. ...................... 44 ............... ......... ... ............ 7 ..... ............... '6. 1 7 4.6. Drlinag .... ....... ................ ........ ......... ............... ..................... ....... 4A ghaflow�F`0 und'aiions�...-..,... ..... ........ ....... ; ...... ; .......... ;.*.. ................ . . . 6 41 -L--aterai.kbsisiance�.,for-*F'b .... .............................................................................. .I' 4*.t8,1 8'l - a b't o;fi-:-*,G'r-a-d6� Floors........................................................................................................ 7 4119. Pavement ................ ..................................... ................................................................. .... 4A 0 •De"s'ig"q','Review 6"d.,C,9'structioh.M6nito'rin"'g',., 8: -- . ..5:0 REPORT LIMITATIONS::::...... .... ......... :FIGURES Figure J: Vidin ity* Map: R-qL!e6,,72; Sib§:E4,ior'ofloo 0$01, :AP,P.EW'CiIIX-,A. Fibldtxp16ritioh Program y, -,rPgram, '116boraitof.Te!�tin Program Me ra ;. I N bt6t, 'General; Jdas§ific6tion Chart P99 PP V, RE GEOTECHNICAL ' ' INVESTIGATION '' 'PROPOSED KE'YBANK E1jMiDNDS..*SN*'6 Vil . SH . C'OUNTYMASHINGTO . N -1 1.-0, INTRODUCTION denerail .this report presents Pr6f6ssional.Service' Industries'; ndustries;.j Inc: ('PSI)geotechriical. investigation for :the. proposed X P. ey ' an ranch to be at. 19930 Edmonds:. My. 'in Edmonds,. Snohomish County 1W@8_hingtoj__ i,.:as shown on.,the'Viciihity IVI6p on Figurd 1: Out teiVi&bs, we're-' conducted i in ,general :accordance our agreement with kqyE§ank'-Natlonafl Association A daied November 13, 2009' The purpose of.,:ourgeotechnical :,ihV6siiq4io�n,,Was to'�evaluate.atiesubgLtiface coftditiong,at,the site, I and develop geotechnical. conclusions and recommendations for design: and construction of .the proposed, construction. 11 Projecibetcription 'Plan, �Fi ure'.. :shows the lhe'�, r posed new-coristruction. PSI, 'The 'Site Exploration .layout ,.y ut Fo understands a one-story building with three teller I - ianes and -a canopy'.Wil _ I be constructed. lhe new construction: will 06ri.slst of 1wood. frame, construction ;supported 'on conventional concrete - foundations. W&:,anfidipate foundation .column 16ads:will 'be on the. order of -20 to -40.kips. 'B'as6d, on the existrgsitb1bpographywe expect 4hat`eafthw&k nlhoihe'w lli:iiciudecuts -orfills 6f'less' than:2 feet.Pleas6hotify us if'the,'Oesi.— IQads or -our estimateof §ite gradiing,ard'inerrorzoth at ve , can �% r&-evalivaie and mbdiN,66r, rec6mme'n-dations, if.-h6eded. k(PTIOU �id. tiTIE: bilEgQ 2.4 'General The- site'is, located idt.4930,Edrnotift Way in- Edim"'Onds, $66hornish. County , Washington. The:s-ite J§ __ bordered .'tb the north 'by Edmonds Way, 46:,the- west by, 1.00`h Avenue West,..,,andlo the east and. south by re6ticlut6h . ts. A Shell gas station presently occupies the :siti - a,.,Wit h a iing!'0?-ttOry building lobated at the south end of the site and fuel"m 0§ and a ceirib the h-deriteal * portion"of 'the. py canopy e',nort site. Underground gas tanks are located near 1he- northwest:corner::6f:the-site. , ,Concretepavement covers .the area surroundin.4.1he,luei, pumps, and almost"t - he,e6tiire remainder of site has been. paved *ith ,asphalt. Planter strips veg6tatedwith shrubs and srhall trees zre,Ipcated'zI6ngthe east. edge of,the.site and ,along portions bfthe;nbrth,and west edges bf,the Site. PSI .was not a.'part of the original site,de-velopmorit; We were ijr6vided With 6 site pldl�n:by-Ca'llitcihthat,shbw'-st'he'ldcat'i'on,"-of the_planned 6- bUdifig, teller r" -ex lanes,. and canopy;. That site 'plan also showed six requesled',boring 'locations.. the, existing. Professional ,Service Indushies, . Inc. * 2413 =W Avenue*est * Mounflike Terrace,,Was I hington.98043 o'Phone-42 5Q4A-,2400 • Fax 4251248-240.1 - 1 . KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 Professional Service Industries, Ina Engineering • Consulting • Testing Februap, 23,1011 building, underground gas tanks, and fuel pump/canopy area limited drilling access at the site. For that reason we did not complete three of the requested borings (B-1, B-2, and B-3) 2.2 Topography The ground surface within the site slopes gently down toward the north and west. Based on a review of USGS topographic maps, the site has an approximate elevation of 340 feet above mean sea level (MSL). 2.3 Geology The site is underlain at shallow depth by advance outwash which consists of sand with gravel. Advance outwash was deposited by the meltwater of advancing glaciers and was subsequently overridden and compacted by the advancing glaciers. 2.4 Seismic Design Values The contribution of potential earthquake -induced ground motion from known sources is included in the probabilistic ground motion maps developed by the USGS. Design data seismic site characterization and design recommendations based on USGS mapping and analysis are implemented in the 2006 International Building Code. Based on the results of our explorations and on an interpretation of the subsurface profile to a depth of 100 feet, the site conforms to the characteristics of Site Class "D" Seismic design values for the project site are provided in Table 1 below. TABLE 1: SEISMIC DESIGN FACTORS ��'�.'•- ¢?�',.f• g a� -i S r -'s, p +Y g�0� i - ,�y� :.'^'Sd,. �, 52 wry -Latit4u�de rg Longitudes�� `��SDFa s F�Site�Cal iM (North) (We t) - x � rV 05 F47.7902 -122.3663 0.816 0.442 1.021 1 .58 D Notes: SDS = 0.2 sec Spectral Acceleration SDI = 1.0 sec Spectral Acceleration Fa = short -period site coefficient F„ = long -period site coefficient We reviewed the "Snohomish County Liquefaction Susceptibility" map prepared by Washington State Department of Natural Resources dated September 2004. That map shows that the project site has a "very low to low" liquefaction susceptibility. 2 III KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No.0712342-1 February 23, 2011 3.0 SUBSURFACE CONDITIONS ! 3.1 Subsurface Description PSI investigated the onsite subsurface materials on February 9, 2011 with three soil borings (B-4 through B-6). Three additional requested boring locations (B-1 through B-3) were not drilled due to conflicts with the existing building, underground gas tanks, or the gas pump/canopy area. The borings were drilled to depths of 21'/2 feet below the ground surface (bgs) using hollow -stem auger drilling methods. The approximate locations of the performed explorations are shown on the Site Plan, Figure 2. The field exploration and laboratory testing programs completed for this study are discussed in detail in Appendix A. Logs of the borings are also provided in Appendix A. The terms used to describe the soils encountered are defined in General Notes. For the purpose of discussion, the materials encountered in the explorations have been grouped into the following major units based on their physical characteristics and engineering properties. Listed as they were encountered from the ground surface downward, the units are: 1. ASPHALT PAVEMENT 2. FILL (SAND WITH GRAVEL) 3. SAND TO SAND WITH GRAVEL 1. ASPHALT PAVEMENT. Two and one-half inches of asphalt concrete were encountered at the ground surface in the borings. We did not observe base rock below the asphalt. 2. FILL (SAND WITH GRAVEL). Loose to very dense sand with gravel fill was encountered in the borings below the asphalt pavement. The fill extended to depths of about 2y2 to 4y2 feet bgs. The sand with gravel fill was generally brown and fine to coarse grained, and some zones included pieces of brick, concrete, and glass. Standard penetration test N -values ranging from 6 blows per foot to 50 blows per four inches indicate the relative density of the sandy gravel fill material is loose to very dense. The moisture content of the fill ranged from about 5 to 8 percent. 3. SAND TO SAND WITH GRAVEL. The fill material was underlain by medium dense to very dense native sand. This material was encountered from depths of about 2y2 to 4y2 feet bgs to the maximum depths explored of 21 y2 feet bgs. The native sand was generally gray, fine to coarse grained, with some fine sub -rounded gravel. Below depths of approximately 12'/2 to 16 feet bgs the sand became fine to medium grained. Standard penetration test N -values ranging from 11 to 78 blows per foot indicate the relative density of the native soil is medium dense to very dense. The moisture content of the native material ranged from about 2 to 10 percent. 3.2 Groundwater We did not observe groundwater in our subsurface explorations. Generally, the highest groundwater levels occur in late winter and early spring; and the lowest levels in late summer and I� 3 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No.0712342-1 February 23, 2011 early fall. Water may be encountered during construction at depths not indicated during this study. We recommend that the contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impact on the construction procedures. D 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General Subsurface explorations performed for this investigation indicate the site is mantled with approximately 2%2 to 4'h feet of loose to very dense undocumented fill. It would be conservative to remove the undocumented fill and replace it with structural fill or supported the structure on foundation elements that extend through the fill to the native sands underlying the fill. We anticipate the onsite fill materials will be suitable for reuse as structural fill provided the organic debris or other deleterious materials content of the fill is minimal. We did not observe groundwater in our borings: Because the existing fill encountered in our borings was generally medium dense to dense, we anticipate that it will be feasible to support the structure on the existing fill material. However, supporting any structure on undocumented fill increases the risk of future structure settlement. This risk could be reduced if PSI observes a loaded proofroll of the building subgrade, and also evaluates the prepared foundation subgrade. In our opinion, structural and live loads of the proposed building can be supported by conventional spread footing and slab -on -grade floor systems supported on granular structural fills or the existing fill material, provided the recommendations herein are followed. Our conclusions and recommendations concerning site preparation, earthwork, and design and construction of foundations, floor slabs, and pavements are summarized below. 4.2 Site Preparation The existing structures, underground gas tanks, and underground piping associated with the gas tanks should be removed from the site and the planned building area should be stripped of pavement and undocumented fill. The removal of the underground gas tanks will result in an open excavation which should be filled with granular structural fill after firm native soils have been exposed at the base of the excavation. The 2% to 4%2 feet of loose to very dense undocumented fill consisting of sand with gravel could be used for support of the proposed building if some risk of structure settlement is tolerable. If it will be removed, PSI recommends that the undocumented fill be over -excavated from the building pad footprint and 5 feet beyond the edges of the footprint. Firm native soils should be exposed at the base of the excavation, which should then be filled with granular structural fill. We recommend that driveway and parking areas be proofrolled with a fully -loaded dump truck to 4 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, PVA Engineering • Consulting • Testing PSI Project No.0712341-1 February 13, 2011 evaluate suitability of the existing soils to support traffic loads. Subgrade material observed yielding during the proofroll should be removed and firm unyielding soils should be exposed. There is some risk of settlement and pavement failure if undocumented fill material is left in place below the site i pavement. Stripped material should be transported offsite for disposal or stockpiled for later use as fill in landscaped areas, as approved by the site landscape architect. A member of our geotechnical staff should observe the exposed subgrade after stripping and site excavations have been completed to determine if there are areas of unsuitable soil. Our representative should observe a proofroll of the site using a fully -loaded dump truck to identify areas of excessive yielding. If areas of unsuitable or disturbed soils are encountered, the material should be over -excavated and replaced with granular structural fill. 4.3 Structural Fill Regardless of material or location, structural fill should be placed over firm, unyielding subgrade prepared in accordance with the "Site Preparation" section of this report. The condition of the subgrade should be evaluated by a PSI representative before filling or construction begins. Fill soil compaction should be evaluated by in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. When fill material is inconsistent or when particle size is greater than 1'h -inch diameter, fill placement should be observed and compaction evaluated by observation of proofrolls or the operation of heavy rubber tired construction equipment. The on-site fill and native soils are suitable for use as structural fill provided the soil can be properly moisture -conditioned. On-site material used as structural fill should be free of organic material or other unsuitable materials and particles larger than 6 inches in diameter. The fill should be placed in lifts with a maximum uncompacted thickness of 8 inches, and compacted to not less than 95 percent of the maximum dry density as determined by American Society for Testing and Materials (ASTM) D698. Silty soil, if encountered, is sensitive to small changes in moisture content and may be difficult, if not impossible, to compact adequately during wet weather, in confined spaces or when the moisture content is more than a few percentage points above the optimum moisture content. We recommend using imported granular material for structural fill if the on-site material cannot be properly moisture conditioned Imported granular material for structural fill should consist of pit -run or quarry -run rock, crushed rrock, crushed gravel, or sand. It should be fairly well -graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D698. During the wet season or when wet subgrade conditions exist, the initial lift should be approximately 18 inches in 1 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, PVA Engineering • Consulting • Testing PSI Project No. 0712342-1 Februmy 23, 2011 uncompacted thickness and should be compacted by static rolling with a smooth drum roller. 4.4 Excavations Excavations should be made in accordance with applicable Federal and State Occupational Safety and Health Administration regulations. Utility trenches in the near surface materials may stand vertically to a depth of approximately 2 to 4 feet, but the feasibility of shallow vertical excavations rwill ultimately depend on the soil conditions encountered during earthwork. While we may provide certain approaches for trench excavations, the contractor should be responsible for selecting the excavation technique, monitoring the trench excavations for safety, and providing shoring, as required, to protect personnel and adjacent improvements. The method of excavation and the design of the excavation support is the responsibility of the contractor and subject'to applicable local, state, and federal safety regulations, including the current OSHA excavation and trench safety standards. The means, methods, and sequencing of construction operations and site safety are also the responsibility of the contractor. The information provided below is for use by the owner and engineer and should not be interpreted to mean that PSI is assuming responsibility for the contractor's actions or site safety. The soils encountered in our subsurface explorations should be classified as Type C soil according to the most recent OSHA regulations. We recommend that excavations be safely sloped or shored. The contractor should be aware that excavation and shoring should conform to the requirements specified in the applicable local, state, and federal safety regulations, such as OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. We understand that such regulations are being strictly enforced, and if not followed, the contractor may be liable for substantial penalties. 4.5 Drainage We recommend footing drains be placed around,the exterior of the building foundation to reduce the potential for migration of moisture into the building envelope. We recommend that roof drains be connected to a tightline leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings. 4.6 Shallow Foundations In our opinion, conventional spread and continuous footings founded on medium dense or firmer native soils or structural fill will provide adequate support for the proposed structure after removal and replacement of the undocumented fill. We offer the following comments and recommendations for purposes of footing design and construction. 6 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 23, 2011 Footings should not be cast on loose, soft, or frozen soil; slough; debris; existing uncontrolled fill; or surfaces covered by standing water. Should unsuitable soil be encountered during footing excavations, those soils should be removed and replaced with granular structural fill. If the existing fill material will be removed from the building pad, continuous wall and spread footings should be proportioned for an allowable bearing pressure of 3,000 psf. If the structure will be supported on the existing fill, we recommend an allowable bearing pressure of 2,500 psf for those foundation elements. Continuous wall foundations should be at least 18 inches wide. The bottom of exterior footings should be at least 18 inches below the lowest adjacent final grade for frost considerations. The bottom of interior footings should be placed at least 12 inches below the bottom of the floor slab. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads. If the planned structure will not be supported on the existing fill material, the allowable bearing pressure may be increased to 3,990 psf for short-term loads, such as those resulting from wind or seismic forces. If the existing fill will support the structure, an allowable bearing pressure may be increased to 3,325 psf. Estimates of settlement are on the order of less than one inch total. Differential settlement should generally be less than one half of total settlement. Both of these settlement estimates are for the condition after removal of the undocumented fill and replacement with structural fill. 4.7 Lateral Resistance for Footings Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of spread footings and the underlying soil. The total shearing resistance between the foundation footprint and the soil can be computed as the normal force, i.e., the sum of all vertical forces (dead load plus real live load), times the coefficient of friction. We recommend an ultimate value of 0.4 for concrete placed over firm granular structural fill soils. If additional lateral resistance is required, passive earth resistance against embedded footings or walls can be computed using a pressure based on an equivalent fluid with a unit weight of 225 pounds per cubic foot. This design passive earth pressure would be effective only if granular structural fill is used to backfill the footing excavation or if the footings are made neat. 4.8 Slab -on -Grade Floors Satisfactory subgrade support for lightly loaded building floor slabs can be obtained on engineered structural fill. An 8 -inch -thick layer of imported granular material should be placed and compacted over the prepared subgrade to assist as a capillary break. A subgrade modulus of 150 pounds per cubic inch may be used to design the floor slab. Imported granular material should be crushed rock or crushed gravel and sand that is fairly well - 7 KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSIProject No.0712342-1 Februa)y 23, 2011 graded between coarse and fine, contain no deleterious materials, have a maximum particle size of 1Y2 inches, and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D698. Vapor retarders are often required by flooring manufacturers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor retarder is installed according to their recommendations. However, vapor retarders can trap and hold excess moisture when installed in rainy weather. Selection and design of an appropriate vapor retarder, if needed, should be based on discussions among members of the design team. 4.9 Pavement In lieu of project -specific traffic estimates, the following pavement design recommendations are based on our experience with similar facilities and subgrade conditions. For automobile parking areas, we recommend a pavement section consisting of 3 inches of asphaltic concrete (AC) over 8 inches of crushed rock base (CRB) or 5 inches of Portland Cement concrete (PCC) over 5 inches of crushed rock base (CRB). For truck traffic areas, the pavement section should consist of 4 inches of AC over 12 inches of CRB or 6 inches of PCC over 8 inches of CRB. These recommended pavement sections are based on the assumption that the subgrade consists of firm granular structural fill and that the pavement will be constructed during the dry summer months. We do not anticipate significant amounts of heavy truck traffic at the site. However, it would be prudent to thicken the crushed rock base and/or the pavement thickness where garbage trucks will travel over site pavements. Proofrolling should be used to evaluate pavement subgrade. Some contingency should be provided for the repair of any soft areas. If pavement construction is scheduled for the wet season, it may be necessary to increase the above - recommended base course sections. Permanent, properly installed drainage is also an essential aspect of pavement design and construction. Paved areas should have positive drainage to prevent ponding of surface water and saturation of the base course. This is particularly important in cut sections or at low points within the paved areas, such as in sunken loading dock areas or around stormwater catch basins. Effective means to prevent saturation of the base course could include installing subdrain systems below sunken loading docks and weep holes in the sidewalls to catch basins. 4.10 Design Review and Construction Monitoring We welcome the opportunity to review and discuss construction plans and specifications as they are being developed. We are of the opinion that construction operations dealing with earthwork and foundations should be observed by the geotechnical engineer of record to evaluate compliance with our design concepts and recommendations. We would be pleased to provide these services to KeyBank Professional Service Industries, Inc. Proposed KeyBank 471 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712342-1 February 13, 2011 you for this project. 5.0 REPORT LIMITATIONS The recommendations submitted in this report are based on the subsurface information obtained by PSI and design details furnished by representatives of the client, KeyBank, for the proposed additions to be constructed in Edmonds, Snohomish County, Washington. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation and/or pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. g� P p p 1 After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design. Our scope of services did not include an assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. PSI is currently preparing a Phase I Environmental Site Assessment (ESA) for the site which will be issued under separate rcover. As directed by the client, PSI did not provide any service to investigate or detect the presence .of moisture, mold or other biological contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. PSI warrants that the findings, recommendations, specifications, or professional advice contained herein have been provided in accordance with generally accepted professional geotechnical i engineering practices in the local area. No other warranties are implied or expressed. E KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 FIGURES Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 i 17' U'i'Git IC FEET 'M%,A OhlirlInfonwtion DATE FEBRUARY, :2011 "grz npwfflng• Testing PS 1, 1 NC. 2.4113 %th AVENUE WEST_ DRAWN BY: MPUNTL.A,KE TERRACE; '"- , - Tc i(45)248-2400 KEYRANK-OMbNDS EbM0N'D$, WASHINGTON '7.' VICANITYTVAP PSI PROJECT NUMBER '0712342 MORE I u EDIJONDc, WAY. Ilk(K.. 6 77 4—, J�, 17 14 " S-2 mill , -! L�k 77' P0, 1*0 AL*l , R-4404 i �7i R'Op6k, 0 S!T WN. Legend: Approximate Boring Location -Source.; Callison, 11/171,10 ' : EnAineeting.�:Consuidng-ii. .Tesffng PSI, INC. 24113 - W" AVENUE WEST MOUNTLAKE TERRACE, WA 98043 (425)'248 -2400 - DATE' FEI3RQA§Y,.201*1 DRAWN BY:� TC KEYBANK EDMDS 9930 EDM.oNqS WAY EDMONDS, WA :SITE EXPLORATION PLAN N W -i -E -PSI:PROJECT,N-UMBER-. 0.712-342 FIGURE -2. Ya lQ " S-2 mill , -! L�k 77' P0, 1*0 AL*l , R-4404 i �7i R'Op6k, 0 S!T WN. Legend: Approximate Boring Location -Source.; Callison, 11/171,10 ' : EnAineeting.�:Consuidng-ii. .Tesffng PSI, INC. 24113 - W" AVENUE WEST MOUNTLAKE TERRACE, WA 98043 (425)'248 -2400 - DATE' FEI3RQA§Y,.201*1 DRAWN BY:� TC KEYBANK EDMDS 9930 EDM.oNqS WAY EDMONDS, WA :SITE EXPLORATION PLAN N W -i -E -PSI:PROJECT,N-UMBER-. 0.712-342 FIGURE -2. KeyBank Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA PSI Project No. 0712342-1 APPENDIX A FIELD EXPLORATION PROGRAM LABORATORY TESTING PROGRAM GENERAL NOTES SOIL CLASSIFICATION CHART BORING LOGS LABORATORY TESTING RESULTS Professional Service Industries, Inc. Engineering • Consulting • Testing February 23, 2011 0 I KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No.0712342-1 February 23, 2011 FIELD EXPLORATION PROGRAM General I' We explored the site by drilling three soil borings (13-4 to B-6) to a depth of 21'/2 feet below ground surface on February 9, 2011, using a truck -mounted CME 75 drill rig provided and operated by Gregory Drilling. of Redmond, Washington. The locations of the borings are shown on Figure 2. A ' representative of PSI's geotechnical staff was present during the explorations to record soil and groundwater conditions encountered in the exploration and to obtain soil samples for laboratory testing. Sampling Procedures 1 Throughout the drilling operation, soil samples were obtained from the borings using a 2 -inch OD split spoon sampler in general conformance with guidelines presented in ASTM D1586, Standard Test Method for Penetration Test and Split Barrel Sampling of Soils. The samplers were driven into the soil a distance of 18 inches or to refusal with a 140 -pound hammer free falling a distance of 30 inches. The sum of the blows required to drive the sampler in three 6 -inch increments is provided in the boring logs. If the sampler met refusal, the number of inches driven and the number of blows is recorded. Samples recovered from the explorations were sealed in airtight plastic jars or plastic bags to retain moisture and returned to our laboratory for additional examination and testing. I' Field Classification ' Soil samples were initially classified visually in the field. Consistency, color, relative moisture, degree of plasticity, peculiar odors and other distinguishing characteristics of the soil samples were noted. The terminology used in the soil and rock classifications and other modifiers are defined in ' the General Notes in this Appendix. Exploration Logs Summary boring logs follow in this appendix. The left-hand portion of the boring log gives our interpretation of the soil_ encountered in the soil boring, sample locations and depths, and groundwater information. The right-hand portion of the log shows the results of the sample water contents, and other laboratory information. The soil profile shown on the boring logs represent the conditions only at actual exploration location. Variations may occur and should be expected. The stratifications represent the approximate boundary between subsurface materials; the actual transition may be gradual. ■ KeyBank Professional Service Industries, Inc. Proposed KeyBank at 9930 Edmonds Way in Edmonds, WA Engineering • Consulting • Testing PSI Project No. 0712142-1 February 23, 2011 LABORATORY TESTING PROGRAM AND PROCEDURES ■ General ' Soil samples obtained during the field explorations were examined in our laboratory. The physical characteristics of the samples were noted and the field classifications were modified where necessary in accordance with terminology presented the General Notes included in this appendix. ' Representative samples were selected during the course of the examination for further testing. The testing procedures and results of the tests are summarized below. The phrase "In general ' accordance with guidelines presented in ..." means that certain local and common descriptive practices and methodologies have been followed. ■ Visual -Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). Certain terminology incorporating current local engineering practice, as provided in the Soil Classification Chart included with or. in lieu of ASTM terminology. The term which best described the major portion of the sample was used in determining the soil type (that is, gravel, sand, silt or clay). Moisture Content Natural moisture content determinations were made on all samples. The natural moisture content is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The results of the moisture content determinations are presented on the boring logs in this appendix. Grain -Size Analysis Grain size analyses of selected samples were completed in general conformance with ASTM D6913. A representative sample was placed at the top of a series of sieves. Each sieve has successively smaller openings so particles larger than the size of each sieve are retained on the sieve. Test results are presented on the Grain Size Distribution pages of this report. Professional Service Industries 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING B-4 Phone: 425.248.2400 : 425.248.2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Project: KeyBank Edmonds Sampling Method:Split Spoon E While Drilling Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: S[ Delay Station: N/A STANDARD PENETRATION w Offset: N/A o L TEST DATA a) o a o c o N in blows/ft 0 vdl `o � --1 z a MATERIAL DESCRIPTION m a 2 X Moisture PL f LL Additional .� :F a a E z, CD y o o za s Remarks rn U)m O UO U.1 W Cf) m STRENGTH, tsf L A Qu SIE Qp 0 2.0 4.0 0 2 1/2 me asphalt 7 X FILL: Dense to very dense, brown an gray, 1 8 10-50/4" » sand; fine to coarse, with gravel, fine, moist Dense, gr5y,`S_AND',1ine to coarse,wTth gravel, fine, moist 4 X 2 14 11-12-23 0 N=35 5 5 3 14 25-15-18 N=33 4 X 4 18 11-14-20 N=34 10 4 •••'•'• 5 18 12-22-23 0 N=45 ...becomes very dense 2 6 18 3-37-50/6' » 15 6 7 18 12-14-25 � _ Dense, gray At�71ine to mediurn, moist N=39 20 -*10 •• • 8 18 12-14-33 0 N=47 End at 21.5 feet bgs on 2/9/2011. oring backfilled with hydrated bentonite chips upon completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drillina Contractor: Gregory Drilling Dames&Moore Rock Core The stratification lines represent approximate boundaries. 1 he transition may be graaual. Professional Service Industries 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING B-5 Phone: 425.248.2400 Fax: 425.248,2401 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Project: KeyBank Edmonds Sampling Method:Split Spoon Q_ While Drilling Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: Delay Station: N/A STANDARD PENETRATION y Offset: N/A o TEST DATA v °� J c o L � N in blows/ft O o F- a� Z a .CC—.. MATERIAL DESCRIPTION o a X Moisture 0 PL f LL Additional .6 a E E N o 0 25 6C Remarks a) W 0 (� f�� (J O STRENGTH, tsf Co ♦ Qu X Qp N 0 2.0 4.0 0 2 2 inc asp a t 8 X loose to dense, brown an gray, sand; 1 10 7-13-18 o fine to coarse, with gravel, fine, moist N=31 5 X 2 5 35-3-3 0 N=6 I�fe_dium dense_sownTgraF, 9Ai , fine�o — 5 •••� coarse, with gravel, fine, moist 3 3 12 6-7-4 0 N=11 becomes dense 3 X 4 14 6-11-21 0 N=32 10 6 5 15 12-11-23 0 N=34 Medium dense, gray, SAN�fine to medium, 6 X 6 18 moist 8-7-9 0 N=16 15 ...becomes dense 8 7 18 16-17-22 0 N=39 20 ...becomes very dense 10 8 18 13-26-30 » N=56 End at 21.5 feet bgs on 2/9/2011. Boring backfilled with hydrated bentonite chips upon completion. No groundwater observed. Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drillina Contractor: Gregory Drillinq Dames&Moore Rock Core The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries 24113 56th Avenue W 1,MWIF Mountlake Terrace, WA 98043, LOG OF BORING B-6 Phone: 425.248.2400 0 Sheet 1 of 1 PSI Job No.: 0712342 Drilling Method: Hollow Stem Auger WATER LEVELS Q While Drilling Project: KeyBank Edmonds Sampling Method:Split Spoon Location: 9930 Edmonds Way Hammer Type: CME Automatic 1 Upon Completion Edmonds, Washington Boring Location: - SL Delay Station: N/A STANDARD PENETRATION y Offset: N/A o t TEST DATA 0) o 0 0 c o Nin blows/ft O v v MATERIAL DESCRIPTION y x Moisture PL * LL Additional D. a E V C o ° 25 5 Remarks CL ) cu V, E co to 8 U o 2 w C °� STRENGTH, tsf ♦ Qu SIE Qp 0 2.0 4.0 O 2 1/2 inc asphalt 5 X Medium dense, brown, fine to coarse, 1 6 sand; w/ gravel, fine, brick, concrete and 3-1-9 0 glass fragmentrs, moist N=10 6 X 2 10 10-6-8 ° N=14 Geese, gray�Al�Tb�ineto coarse,—with — 5 gravel, fine, moist 3 3 8 4-16-28 ° N=44 4 X 4 10 9-15-18 N=33 10 10 �'�'• 5 16 12-16-19 ° N=35 ...becomes very dense 5 X 6 15 21-36-42 N=78 15 6ense, gray $ANG ine tc medium, moist 10 7 18 11-17-21 N=38 20... becomes very dense 7 8 18' 11-25-35 » N=60 End at 21.5 feet bgs on 0 oring backfilled with hydrated bentonite chips upon I completion. No groundwater observed. L-1 Completion Depth: 21.5 ft Sample Types: Latitude: Date Boring Started: 2/9/11 Auger Cutting Shelby Tube Longitude: Drill Rig: Date Boring Completed: 2/9/11 Split -Spoon Hand Auger Remarks: Logged By: T.C. Drilling Contractor: Gregory Drilling Dames&Moore Rock Core The stratification lines represent approximate boundaries. The transition may be gradual. �C) Z. Lu Z f<1 < Ca w CD co Z 0,C) w LU z U) C.0) -C) C. 27 LL co Z CD CD co �OR CD, 0), CD C) C) -01=� :C) C) :oo AM CN I litli ifi- 9 ..z W ICV Lo r- Lo rg R C), CD C) CD -CD 00 Z LO It M Aqjp�pj:j,PjPPjPd O z �J `M •.CM a- a O. Z yco In J W }LA. 'L Q �� .Y•p o - '0 Lu N ,v :N :o. y m W CD O Go 1. W Z. W C. ti ILQ .' N � :00 d��N m 0 0, 0 OL.. '0 r N I- 0 C)C). Jo LO W ajj� ICq..-GUHIPOW d ,Information buiu0n. firng/neppfnq e4bong August 1,201, 1. u . .'Real Estat& Services 3300:E 1 st.-AV&h-ue ,P&n1v&rj CQ P0206 Attdfitidn: '-C E-Vakt SUBJECT: 1,0100ion Rd'ddiTirhen'datI6ft, Proposed �-ybapk-- Edrji'qhds'W.!y 9939 E dhi I Edmonds _Way Edmonds; Washington 0S1 PrbfedtN&- 0712;342, 6earlk.. Evans-., INTRODUCTION PSI prepared gt,gObtechfiicEi ;geotechnical report dated . F . ebrUary.,23,20,11 fdt-t 46 proposied:kegbak located :at -.9930 Edmonds Way jp .Edmonds; WOhjndtoq. The, project civil 6figiheer; Dave. S`e- gall with ' R�irdl�ous6riCcinsultidg:Engineers,. has, requested, that 'a long-term infiltrationraW,tdb6 at-we,provi e,� used f 6rthe. design of -'r 'a i nj - gardens i6f the p r. 6j e- Ot: P S L. u ii d e, r- s- t;§ n d s that w a t 6r from t e, rain gardens is'planned ;t'b'Inf1Itrat* -P into soil'approximat6lv-fiVe feet below the existiA g qrq4nom surface. ` .-INFILTRATION RECOMMit NDAf1bN_S 'for the,: rojoct W e,condu6ted at geotechnical..- P three subsurfacepxplorations ,,Sl has reviewed our report. e site on February V,_-,261'..1`. thi)se,'C-xploratidhs�,'Ohtounter.ed mois't'fine:to°.coarse sand i Mth gravel. fivd-46et bbldw.iho-existi'�ng,ground!§urfate,,:and this material ext6hde&to4he.`depthg 6xpl&bd,21-.5 feet: II,0616WAhe-ground .'s--urfacei.. _Gr_o_undwatdr',seb0age-6r indibatioris-bf a high 9e_oundwater'-tabI&*Wbr6 not. Appqndix1GI *of the --8tormwalerCode 18:30 .66d �A*p -41provides 20-201 2010; provides 'approved methods is to Mase soil analysis approach. The r6fetenped. rates. on USDA ekturilclas, - T rates., pproved methods for obt6iniRq.,d design I in"fiftraw.,rotet. One of -aln size distributiondata -to classify soil using the USDA.textufal iqlotions inclUdb,,4table With recommended I shoit.,term uifiltratio_n ration, frebt. i6hfabtor's.,and corresponding prigI " -'term infiltration ; 'PSI has classifidd'the Aine'to coarse,sand with gravel encountered In our'site expfor6tiOns,at a d6pth of .fiV6J&etat.:tand. lh-tadbd accordance infiltration ftlt6 is'2 `inches,: d . -hour. It ",may be'.*ap J priatd to, reduce.,this' value if accumulated silt material will'not b", p r pro .'removed frbrit,1he.rain :gardens: P'Sl is,6vabblel to complete field infiltr6t16ht6sti6'f, !.:a. m.easu're,o :actual Infiltration rates,is desired. Professional Seivice b446ift. hid. • 24113. 56^ Me6ukWest Wunftki Terkoe,,YVA 98043 - Phone 425248-2400- Fw 42512482401 f rie.0mr. c CLOSURE VVe PPPFI i,ty-todid of serm' celo your:proje6i.�.,and:.166k-�,'fbrW'a'rd.,,'td,our,contlh' ' 16 with n.., -,yqp,fijve,ny questions .;concerning I' is ,Iptf6r please contact us atyour -aarl6if' .co.nve.nienpq, ,Respectfully RROFESSIONA_LSERVICE-INDUSTRIPA 'INC' .Tlor.,Qh6sfqhsEin PE" Proocftn�'M66r 'cc. Lisa Elliot KeyBanK ;Dave Segal B.a"r"g"h,yqsep- Consulting E ngineers ) i n a 010"S wji,.,In wwaon , --.- g!,_J9 , XbRaild,0ii Enghneqdng a, Comwlffng elosUpg April 13;.'2012 Real Estate Services ,..3.300 E 1st Avenue ' .Deriver, CO' 80206 Ment-bri- "Chris Evans. .SUBJECT: lfiflitttition"ap'.ioraiion..Letter . Proposed, - , KPApOlk — E ' d - Mohdt WayW . .1 OY PSI 0.6;k,446.,-,07112-342 .IfVTRODUC PION I' PSI ,prepared - ogeotechnical report dated Fe , bruary.,� .. 3,2011 for the propoj�&KeyBaink, locatedat 19930 'Edmonds Way in Edmond' Washingion. We ;also, prepared a ielter,providing nfltration rqq6.im6hd§tions for theOrbj.edUdated Adgust-2011, PSI ha's,beeh ;pro viWe-d with Plan ,RdVieW Correctionsf6ithe Or`qjekfby,,theOiiy6f;Edm6nds-DeVelopm6nt-S6rvicesbep rtMdnt dated 'MM h" .2312: Those corrections rc a, requirement ithat � soil sampling .be 'conducted at_ , � the . include pTqp6sed rain garden IQcpti6nsj and "that subsurface explorations extend d at least - fiV 6 'times Atte With' Bardh*6Usbn Consulting:Erigine6f§ -.:.th6 design depth oJf.-4he-'p'6-nd6d4at0ir. Mr. Hal project-,divil'.1engineer has"informed us that the.AOsign: pon0ed,water depth for 1' --,:the-�rc in -is brie foot: PROJECT, blE_'SdRl1Oti6N n PSI has been provided ,With a survey of the site,ib y BarghaUge :Cons Ulting engineers dated February 17, *2011. �The e sprvoy-shows'grpund ,-suifk".topog ra0y and spot !elevations; 'and 'site improveme�fs i& ih&:968:st6tion that `used'tdoccupy thezite.. PSI has Alsob66h provided With a Grpding and Storm Drainage Plan for the,proppsed ;development:dated December 12, 2011. That plan shows the 16catioh.6hd elevaffon of four planned rain gardens. rdens. 7 q Based on the.: provided 'survey ;the. ground :surface ,.at::the ,--propqsed rairi .garden. locations It-, n � of a,_ m6iely 31�.!5 td .821 feet. Based on ffi the has 8heleva iopproxi 'le� provided ,plan the bases of proposed -rain gardens will ..have. an elevation of'316,510 -317.4 feet, about3-to3 %Jeet belomi*the existing ._ d' surface. ,grqun Theenvironment I consultant has ,'provided 'Psi with laboratory test Of 7a pro os6d fill .. - I : material. 'Thd-fill material is to be, -p laced:and compacted h'.8ite;excavationg. - Laborat&y gradation and Proctortestresults ottho proposed fill material are presented in the•appenoix t.o.,this letter., PSI, Unddtstan&'that 11* ;environmental donsultdrit-. plans to reuse ,Qhp'ite',,pq'cj favel,thdCformeirly 9 u nded th,e.,gc ion..und,erg'rcu n'd.s6rage—li, gravel s, o surrounded gas.station. tanks The g(ti 1 t be placed and ProfesslonalSeMde 16WWei, lid **'24113-56KAvenue West:. MounUaliTerrace; 98043e Phone 4251248-2400* Fax 425124812401 %yBank —Edmonds Way Infdiradlon E%ploradon Letter Edmonds, Washington PSIProject No. 0712-342 compacted as structural fill in the portion of the UST grade. SURFACE CONDITIONS Professional Service lnduslrim, Inc Engineering • Consuhing • Tesdng April 13, 2012 Page 2 of 4 excavation deeper than 8 feet below planned PSI visited the site on April 10, 2012 and observed that above -ground structures related to the gas station that formerly occupied the site had been removed. Underground storage tanks (UST) for the gas station had been removed from the northwest corner of the site, leaving an open excavation approximately 12 feet deep. Pea gravel covered a majority of the base of the excavation. SUBSURFACE EXPLORATIONS PSI investigated the onsite subsurface materials on April 10, 2012 with four test pits excavated by the project environmental contractor, Clearcreek Contractors. The test pits were excavated to depths of approximately 10 to 11 feet below the ground surface (bgs) using an excavator. The approximate locations of the performed explorations are shown on the Site Exploration Plan, Figure 1. The test pits were generally located at the planned rain garden locations. However, rain garden 3 is to be located within the open UST excavation so the test pit for that rain garden was completed at the eastern side of the excavation, approximately 10 feet east of the planned rain garden location. Logs of the test pits are also provided in Appendix A. The terms used to describe the soils encountered are defined in General Notes. For the purpose of discussion, the materials encountered in the explorations have been grouped into the following major units based on their physical characteristics and engineering properties. Listed as they were encountered from the ground surface downward, the units are: 1. ASPHALTIC CONCRETE PAVEMENT 2. FILL 3. SAND 1. ASPHALTIC CONCRETE PAVEMENT. Approximately 2 Y2 inches of asphaltic concrete were encountered at the ground surface in test pits TP -2 and TP -3. Below a layer of fill material, another layer of approximately 1 1/2 inches of asphaltic concrete was encountered approximately 1 % feet below the ground surface in test pits TP -2 and TP -3. 2. FILL. Fill material consisting of fine to medium sand with varying amounts of gravel was encountered ' at the ground surface in test pit TP -1 and below the surficial asphalt pavement in test pits TP -2 and TP - 3. The fill extended to depths of up to about 3 feet bgs. 3. SAND. At the ground surface in test pit TP -4 and below the fill material in test pit TP -1 and the buried asphalt in test pits TP -2 and TP -3, we observed native fine to coarse sand with gravel. This material extended to the depths explored, 10 to 11 feet below the ground surface. GROUNDWATER We did not observe groundwater seepage or indications of a seasonal water table in the test pit explorations. LABORATORY TESTING Grain size analyses of selected samples were completed in general conformance with ASTM D6913. ' A representative sample was placed at the top of a series of sieves. Each sieve has successively smaller openings so particles larger than the size of each sieve are retained on the sieve. Test results are presented on the Grain Size Distribution pages of this report. SepHank—Edmonds Way Infiltration Faploradon Letter Professional Service Indushim, Inc Edmonds, Washington Engineering ConsuNng • Testing PSI Project No. 0712-342 Apri113, 2012 Page 3 of4 INFILTRATION RECOMMENDATIONS Appendix C of the Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30 dated April 20, 2010 provides approved methods for obtaining design infiltration rates. One of the approved methods is to use soil grain size distribution data to classify soil using the USDA textural analysis approach. The referenced regulations include a table with recommended short-term infiltration rates based on USDA Textural classification, correction factors, and corresponding long-term infiltration rates. PSI has classified the fine to coarse sand with gravel encountered in our test pit explorations at the planned rain garden base elevations as sand based on our laboratory grain size analyses and the USDA Textural Triangle. In accordance with the referenced regulations the long-term infiltration rate for material classified as sand is 2 inches per hour. The sand material extended from the planned rain garden base elevations to a depth of at least 5 feet below the elevation of the planned rain garden bases. Based on the provided laboratory test results and the USDA Textural; Triangle, PSI has classified the fine to medium sand with silt proposed fill material as sand. In accordance with the referenced regulations the long-term infiltration rate for material classified as sand is 2 inches per hour. In our opinion the proposed pea gravel fill has a substantially higher permeability than the other site soils. Use of pea gravel fill below the rain garden at the existing UST excavation will not restrict groundwater infiltration in the rain garden. Edmonds, Washington; Eieneri 6;ConsuiliilgTesting6: PSI PrdatWo.,47fi47. Ai V,404- CLOSURE: We oppfec'l4e.ffii�6Pp6rtuhitIy.,td-:,b.e,,Of,.t(Nibo,;tb",YOu?tp�pjoot,aiid 16ok- f6!rward to :our foi with KOYBOk, If :you have ;any quesnons concerning pe secontacf 6g at your earliest t %606*1lt6bm--Ift d,. PROFESSIONAL.. SERVICE.lNDUSTRIES*.JNCw- "Thor Christensen_, PE T ftor',Chdsten6onj:L-PE Project inedf Gentry, D60artment. Manager Geotechnical ;Services: dfimen- ;SiteExploration Plan; `General Notes ikdl`a'ssificA6inlbhAtt! Test'Pit Logs. ProposedImporifil['M.'atoday'To st'RdWt§ �cc� Lisa Elliot KeyBank ,:,jb&dQsen.-Cbns6ftihg�8 e*'e'rs H ina rso,n ; 041sorl I j. i TP -1 Approximate Test'pit Loon ,bb9e'NiBd j:�Y, PS j!'O,h Apri- 1A, 10,2011.2 1 Sit& PlAn prdoarOdby* 8.a.rghi.use.h Cd,n . s.U,-It,ihb Engineers s DATE: APRIC2612 K . EYBANK Josl PROJECT NUMBER EbMON D"$,' -'WASHINGTON 07123412 bdnCbmulthi7-b'sff-n*-a PSI, INP!, SITE EXPLORATION 24113 m.- 56th AVENUE WEST DRAMBY: -- I 1- 4- ,MOUNTL Akt'T'E'RRACE,,.WA 06043. PLAN FIGURE 1 .(425)'248T2400 Mme■ Mme' SAMPLE IDENTIFICATION GENERAL NOTES The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS SFA: Solid Flight Auger - typically 4" diameter flights, SS: Split -Spoon -1 3/8" I.D., 2" O.D., except where except where noted. noted. HSA: Hollow Stem Auger - typically 3%" or 4% I.D. ST: Shelby Tube - 3" O.D., except where noted. openings, except where noted. BS: Bulk Sample M.R.: Mud Rotary - Uses a rotary head with Bentonite PM: Pressuremeter or Polymer Slurry CPT -U: Cone Penetrometer Testing with Pore -Pressure R.C.: Diamond Bit Core Sampler Readings H.A.: Hand Auger P.A.: Power Auger - Handheld motorized auger SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer failing 30 inches on a 2 -inch O.D. Split -Spoon. N80: A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Q,,: Unconfined compressive strength, TSF Q : Pocket penetrometer value, unconfined compressive strength, TSF w°1: Moisture/water content, % LL: Liquid Limit, % PL: Plastic Limit, % PI: Plasticity Index = (LL -PL),% DD: Dry unit weight, pcf Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES Relative Density N - Blows/foot Description ` Criteria Angular: Particles have sharp edges and relatively plane Very Loose 0-4 sides with unpolished surfaces Loose 4-10 Subangular: Particles are similar to angular description, but have Medium Dense 10-30 rounded edges Dense 30-50 Subrounded: Particles have nearly plane sides, but have Very Dense 50-80 well-rounded corners and edges Extremely Dense 80+ Rounded: Particles have smoothly curved sides and no edges GRAIN -SIZE TERMINOLOGY Component Boulders: Cobbles: Coarse -Grained Gravel: Fine -Grained Gravel: Coarse -Grained Sand: Medium -Grained Sand: Fine -Grained Sand: Silt: Clay: PARTICLE SHAPE Size Ranqe Description Criteria Over 300 mm (>12 in.) Flat: Particles with width/thickness ratio > 3 75 mm to 300 mm (3 in. to 12 in.) Elongated: Particles with length/width ratio > 3 19 mm to 75 mm (3/ In. to 3 in.) Flat & Elongated: Particles meet criteria for both flat and 4.75 mm to 19 mm (No.4 to % in.) elongated 2 mm to 4.75 mm (No. 10 to No.4) 0.42 mm to 2 mm (No.40 to No.10) 0.075 mm to 0.42 mm (No. 200 to No.40) 0.005 mm to 0.075 mm <0.005 mm RELATIVE PROPORTIONS OF FINES Descriptive Term % Dry Weight Trace: <5% With: 5% to 12% Modifier: >12% Page 1 of 2 12=91WIFSEA11GENERAL NOTES (Continued) 10-50 CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION Q. - TSF N - Blows/foot Consistency Description Criteria 250-525 Dry: Absence of moisture, dusty, dry to the touch 0-0.25 0-2 Very Soft Moist: Damp but no visible water 0.25-0.50 2-4 Soft Wet: Visible free water, usually soil is below water table 0.50-1.00 4-8 Medium Stiff Very Hard 1.00-2.00 8-15 Stiff RELATIVE PROPORTIONS OF SAND AND GRAVEL 2.00-4.00 15-30 Very Stiff Descriptive Term % Dry Wei-ght 4.00-8.00 30-50 Hard Trace: < 15% 8.00+ 50+ Very Hard With: 15% to 30% Modifier: >30% STRUCTURE DESCRIPTION Description Criteria Description Criteria Stratified: Alternating layers of varying material or color with Blocky: Cohesive soil that can be broken down into small layers at least '/. -inch (6 mm) thick angular lumps which resist further breakdown Laminated: Alternating layers of varying material or color with Lensed: Inclusion of small pockets of different soils layers less than %-inch (6 mm) thick Layer: Inclusion greater than 3 inches thick (75 mm) Fissured: Breaks along definite planes of fracture with little Seam: Inclusion 1/8-inch to 3 Inches (3 to 75 mm) thick resistance to fracturing extending through the sample Slickensided: Fracture planes appear polished or glossy, Parting: Inclusion less than 1/8-inch (3 mm) thick sometimes striated SCALE OF RELATIVE ROCK HARDNESS C3„ - TSF Consistency 2.5-10 Extremely Soft 10-50 Very Soft 50-250 Soft 250-525 Medium Hard 525-1,050 Moderately Hard 1,050 - 2,600 Hard >2,600 Very Hard ROCK VOIDS Voids Void Diameter Pit <6 mm (<0.25 in) Vug 6 mm to 50 mm (0.25 in to 2 in) Cavity 50 mm to 600 mm (2 in to 24 in) Cave >600 mm (>24 in) ROCK QUALITY DESCRIPTION Rock Mass Description RQD Value Excellent 90-100 Good 75-90 Fair 50-75 Poor 25-50 Very Poor Less than 25 ROCK BEDDING THICKNESSES Description Criteria Very Thick Bedded Greater than 3 -foot (>1.0 m) Thick Bedded 1 -foot to 3 -foot (0.3 m to 1.0 m) Medium Bedded 4 -inch to 1 -foot (0.1 m to 0.3 m) Thin Bedded 1'/ -inch to 4 -inch (30 mm to 100 mm) Very Thin Bedded M. -inch to 1'/ -inch (10 mm to 30 mm) Thickly Laminated 1/8 -inch to 1/2 -inch (3 mm to 10 mm) Thinly Laminated 1/8 -inch or less "paper thin" (<3 mm) GRAIN -SIZED TERMINOLOGY (Typically Sedimentary Rock) Component Size Range Very Coarse Grained >4.76 mm Coarse Grained 2.0 mm - 4.76 mm Medium Grained 0.42 mm - 2.0 mm Fine Grained 0.075 mm - 0.42 mm Very Fine Grained <0.075 mm DEGREE OF WEATHERING Slightly Weathered: Rock generally fresh, joints stained and discoloration extends into rock up to 25 mm (1 in), open joints may contain clay, core rings under hammer impact. Weathered: Rock mass is decomposed 50% or less, significant portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50% decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 I SOIL CLASSIFICATION CHART nlf1TC• nl lAl QVRAnni Q ARG I IQF:n Tn I nlr-ATP R(1Rf1PRl INP Qrlll CI ARQIPIRATI(1NC MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER GRAVEL AND CLEAN GRAVELS �' �� "•• �� GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES ° boc bo a p�o p Q C) °Q Q GP POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELLY SOILS (LITTLE OR NO FINES) COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION GRAVELS WITH FINES ° ° o° o o p Q o O GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS ;:.;::.:. ;::•;;.:.:.; •. SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES LARGER THAN NO. 200 SIEVE SIZE SANDY SOILS (LITTLE OR NO FINES) SANDS WITH SM SILTY SANDS, SAND - SILT MIXTURES MORE THAN 50%FINES OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) SC CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS FINELIQUID GRAINED SOILS SILTS LIMIT AND LESS THAN 50 CLAYS — _ OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS SIZE SILTS LIQUID LIMIT AND CLAYS GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Ll Yl —l/ X111 ��1� PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS ff Mme' Professional Service Industries, Inc. 3 56th Avenue W W2411ps Mountlake Terrace, WA 98043 LOG OF BORING TP -1 ri Telephone: (425) 248-2400 Far (425) 248-240 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Project: KeyBank Sampling Method: Grab Q Location: 9930 Edmonds Way Hammer Type: i Edmonds, WA Boring Location: Station: N/A STANDARD PENETRATION y Offset: N/A o TEST DATA I e N In blows/ft O -J I z .15 MATERIAL DESCRIPTION y X Moisture 0 PL f LL Additional p m a a L° a? E E r > •o u se Remarks > w m ' m STRENGTH, tsf Qu X Qp o zo 4.0 0 FILL; brown sand; fine to medium sand, moist 1 Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 5 2 4 Fines=0.8% 10 3 6 Flnes=2.9% Test pit terminated 10 feet below ground surface on 4/10/12. Groundwater seepage was not observed. Completion Depth: 10.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Auger Cutting Hand Auger Longitude: -122.3663° Lon g Drill Rig: Date Boring Completed: 4/10/12 Split -Spoon Calif. Sampler Remarks: Logged By: TC Drilling Contractor: Ciearcreek Contractors Rock Core Texas Cone The stratification lines represent appropmate boundaries. The transition may be gradual. Professional Service Industries, Inc. 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING TP-2 1,=Wq Telephone: (425) 248-2400 Far (425) 248-240 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Project: KeyBank Sampling Method: Grab jZ Location: 9930 Edmonds Way Hammer Type: 1 Edmonds, WA Boring Location: - Station: N/A STANDARD PENETRATION y Offset: N/A. a TEST DATA N in blows/ft O C Q H Z a .0-U. MATERIAL DESCRIPTION :3f X Moisture O PL LL Additional Lb a E E m v o° 60 Remarks w Cn o D STRENGTH, tsf A Qu ',IE QP 0 2.0 4.0 0 2.5 inches ASPHALTIC CONCRETE FILL; brown sand with gravel and trace silt;.fine 1 to coarse sand, fine to coarse gravel, moist 2 1.5 Inches ASPHALTIC CONCRETE Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 3 3 X Fines--2.0% 5 10 4 7 Fines=3.7% Test pit terminated 10 feet below ground surface on 4/10/12. Groundwater seepage was not observed. Completion Depth: 10.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Auger Cutting Hand Auger Longitude:itude: -122.3663' Drill Rig: Date Boring Completed: 4/10/12 Split-Spoon Calif. Sampler Remarks: Logged By: TC \ Drilling Contractor: Clearcreek Contractors Rock Core Texas Cone The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 24113 56th Avenue W Mountlake Terrace, WA 98043 LOG OF BORING TP -3 Telephone: (425) 248-2400 Eax (425) 248-2401 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Q Project: KeyBank Sampling Method: Grab Location: 9930 Edmonds Way Hammer Type: i Edmonds, WA Boring Location: - Station: N/A STANDARD PENETRATION y Offset: N/A o TEST DATA v �' a d t � N In blows/ft O C w '� s F I- Z ,GG MATERIAL y 1 X Moisture 0 PL * LL Additional DESCRIPTION r CL 12 E A o zs Remarks W e7 ca uND� N g W a�i STRENGTH, tsf A Qu Qp 2.0 4.0 00 2.5 inches ASPHALTIC CONCRETE FILL; brown sand with gravel and trace silt; fine 1 to coarse sand, fine to coarse gravel, moist 2 1.5 inches ASPHALTIC CONCRETE Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 5 3 3 X Fines=1.5% 10 • 4 5 Fines=2A% Test pit terminated 10 feet below ground surface on 4/10/12. Groundwater seepage was not observed. Completion Depth: 10.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Auger Cuffing Hand Auger Longitude. -122.3663" Lon 9 Drill Rig: Date Boring Completed: 4/10/12 Split -Spoon Calif. Sampler Remarks: Logged By: TC DdIling Contractor: Clearcreek Contractors Rock Core Texas Cone The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 56th Avenue W N��24113 Mountlake Terrace, WA 98043 LOG OF BORING TP-4 Telephone: (425) 248-2400 Eax (425) 248-2401 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Q Project: KeyBank Sampling Method: Grab Location: 9930 Edmonds Way Hammer Type: _ Edmonds, WA Boring Location: - Station: WA STANDARD PENETRATION y Offset: N/A o TEST DATA -- , d r \ N In blows/ft O 1,9 Z a .U�-. MATERIAL DESCRIPTION � `� � X Moisture } �� Additional CL a o, D _N o o zs Remarks w o U STRENGTH, tsf A Qu X Op 0 2.0 4.0 0 Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 1 5 X Fines=0.9% 5 10 2 6 X Fines=2.0% Test pit terminated 11 feet below ground surface on 4/10/12. Groundwater seepage was not observed. Completion Depth: 11.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Auger Cutting Hand Auger Longitude: -122.3663° Drill Rig: Date Boring Completed: 4/10/12 Split-Spoon Calif. Sampler Remarks: Logged By: TC Drilling Contractor: Clearcreek Contractors Rock Core Texas Cone The stratification lines represent approximate boundaries. The transition may be gradual. 7.0 OTHER PERMITS V� i 15020.005.doc � I 1 1 8.0 ESC ANALYSIS AND DESIGN The Temporary Erosion and Sedimentation Control Plan has been designed in accordance with the Edmonds Stormwater Code Supplement and the 2005 Washington State Department of Ecology Stormwater Management Manual for Western Washington. The erosion and sedimentation control elements are described as follows: 1. Clearing Limits: Clearing limits are shown on the engineering plans and will be applied in the field. 2. Cover Measures: Cover measures are addressed in the TESC Notes on the engineering plans. 3. Perimeter Protection: Perimeter protection is shown on the engineering plans (silt fencing). 4. Traffic Areas Stabilization: Stabilized gravel construction entrances are shown on the engineering plans. 5. Sediment Retention: A sediment trap will be utilized and is shown on the construction plans. 6. Surface Water Control: Interceptor ditches with check dams will be utilized and are shown on the engineering plans. 7. Dust Control: Dust control by sprinklering will be utilized if needed. 8. Wet Season Construction: Construction will be conducted according to the City of Edmonds wet season requirements. 9. Construction Within Sensitive Areas and Buffers: No sensitive areas or wetlands are located on the subject site; therefore, no sensitive areas restrictions are applied. 10. Maintenance: Maintenance requirements are detailed in the TESC Notes on the engineering plans. 11. Final Stabilization: Upon completion of the project, all disturbed areas will be stabilized and all Best Management Practices removed as appropriate. 15020.005.doc iI a EXHIBIT 8.1 SEDIMENT TRAP SIZING 1 Western Washington Hydrology Model PROJECT REPORT ' Project Name: 15020 A,te Address: 1ty Report Date 12/12/2011 Gage Everett Data Start 1948/10/01 1 Data End 1997/09/30 Precip Scale: 0.80 WWHM3 Version: PREDEVELOPED LAND USE 1 Name Basin 1 Bypass: No GroundWater: No Pervious Land Use ' A B, Forest, Mod Impervious Land Use Acres .44 Acres ■ -Element Flows TO: _nrface Interflow 1 Name Basin 1 Bypass: No 'GroundWater: No Pervious Land Use A B, Lawn, Flat Impervious Land Use PARKING FLAT Acres .13 Acres 0.31 Groundwater IJ 0 1 Element Flows To: Surface Interflow Groundwater ' MITIGATED LAND USE ANALYSIS RESULTS 1ow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 1 10 year 0 25 year 0 50 year 0 ' 100,year Flow Fzeguency Return Period 2 year year 'i'25 :year .50. .?year,. 10,01 year m Return' Po' k: L b & if 6r Mitict,ated. now,idis 4, 0�- I�' Yearly Peaks: fo'r Predevel'oped�and Mitigated,: ar. ired o): ied Mitigated; Poc, #I vdd.. #1 C; Ranked, Yearly Peaks. iorl�re4vei oped 'an 3. igaiea, I- - - . ;,. :1 '�ed Rank -Predeveloved' Mitigated Pop,.. - The -.Facility PASSED; The; Facility Flo'W`(CiFS): Predev D4 -V. Oerddritage Tads/Fail, 0-,000 :, o O, 0 Pass 0, P900 ipl' p" Q: Pass 0- & P'hss 0-.00,00 0� ol ov Pass 0 0000 'a ol 0:- PAbs 9.90-001 ; .0. O's 01; Pass 0.; 0000 " 0 0 Pa ss 0..00.00 0 W. Pa'Ids 66-6 0 Pass 0600 0, o:: b;� Pass ,;00,00 '0 0' 0: P.�L`s s : 0--.0000 :-6. Pass 0 0000 .0 0: ol Pass 0 o" 0 �01 0�. g: Pass 0' A; 0- Pass '0 0 q000 tol 0� Pad's 0:0 , 0.0 ff Q! Pass 0-..00,:00 Pass 01-.00 . 0 . 0 .0 0': 0' 0, 0 Pass Pass ol 01; Pass 0;..000:0 0 0: Pass 0-0-0 p6 0,.,.qoo,o9 :O";Obo ,0, 0:. Pass 0- 1 ol I0.`, 0 Pass 9,..0 0,0 Q a �o Q, Pass 0.. 6'.'66-6 - 4 6� Pass, ; 0.; , .-W.- POOP - Q , 61., Pass '- . 0:.0000 6 01' - a,, Bas's 0.490.0 .0 O Pat's 0,000'0 1 Q Pass 0060 0 oll Pass 0::0.000 0' 6 liadd 0...0000 0 0. ol Pass E 0. bodo - Pass O 9900 U 0 ot. Pads ,0,-..0000 ,o: 0., o;. , s Pass 0,000 .0 q, 0,; Pass. Pass .0,-:0000 0 o; Pass .0.00 00 :o 'O'l O� Pass 0.:.0.0.00 0' O.- Pass O'; Pass Q. -A000 6 b' 61 :0 t. 660' _6 b, 0'r Pass Pass Pass PASS Pass Pass Pass Pass Pass Pass Pa6s Pasb Pass P a ss Pass Pass Pass PaSs Pads Pass "ass Pass s Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Fab.6 Pass Pass Pass Pdiis Pass Pass lf:- Pa.r Pad.b Pass Pass Pass Pass Pass Pass P s PASS Pass PASS Pass PdS§ Pa.p.9 ,Water Quality HMP -Blow.. and -Volume :for: POC', .1: OX61,iin's f acilii`vq l"u'me:; 0-098! _J acre; =feet;: y On7li�iii facility -'- t`a"re`t. flow : cfs Adfii'sted for,-15o.min: ! 3 04443 ,-- f 0'. — .1t Offline facility -_target flow: -,0.'1097' bfis.l. ..Adj'usie,cil for. IS: min: 0:2372 ciki. Thin men n program and ��,icompahying,do6u ` tat1c;' - fb,:pioirided without, warrant' . y ofany; kind '.Th6-'1,_e'nt*1re-,,ii1sk� r6g��rdk&c Eheperformance... and, results,! of,�'04. program is'i I ssumeaby'the, user ,,.. :CTopar;;creek.'Solutions l,.and.'..thq:-,�iashingEon-.State ',d b -,:i"; lie pepoi �.ment,.of*Ecol`bgy` asclaiims.a warranties„ :either or, implied; including noV, imit6d,,�'f warrdntibs�'Zf a . ccompanying,,documentation., . In, no . event .. ahill Cleiir: Ci4ek' utions� and . /or*, the. washin4t p of Ecology h 61 d"a4es. fo-r'1666;of 6tate Department Ej I gy,'be-li,ib1'e :for amages whatsoever (iriclud ng, without. limitation-,t� sp P37okits".. '16bg'...6f budineiss, -in orma zon; I usIness in'te' �uil'ina.' i t 6 - rrupilon, :and'the,.'like)', arising out_of theuse of'; : or, Anibiifty'to use this program even it , diear- cree�i soixit ions:�orr ihe;,_W_as hington 9Eaie, Depart.riC6nt-�- ot'.Ecoioqv- has been. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 15020.005.doc .11 10.0 OPERATIONS AND MAINTENANCE MANUAL i 1 1 1 1 1 1 1 1 1 1 1 I 1 1 15020.005.doc 1 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 -'CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the Sump of catch basin contains no sediment. lowest pipe Into or out of the catch basin or is within 6 Inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin No Trash or debris blocking or potentially blocking entrance to catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. 113 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous No dead animals or vegetation present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than % inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or Top slab Is free of holes and cracks. cracks wider than % inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or bottom Cracks wider than Y: inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person Catch basin is sealed and structurally sound. judges that catch basin is unsound. Cracks wider than % inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through No cracks more than '/4 inch wide at the joint of inlet/outlet pipe. cracks. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than Y2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering No cracks more than '/.-inch wide at the joint of inlet/outlet pipes. the catch basin at the joint of the Inlettoutlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlettoutlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than Y2 -inch at the joint of the inlet/outlet pipes or any evidence of soil entering No cracks more than Ya -inch wide at the joint of the inlet/outlet pipe. at the joints of the Inlet/outlet pipes. 2009 Surface Water Design Manual — Appendix A A-9 1/9/2009 1 1 J APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 - CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 71s inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that Is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lld Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/Ild does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. 1 1 1/9/2009 2009 Surface Water Design Manual — Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 Inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 1/9/2009 2009 Surface Water Design Manual — Appendix A A-16 An. appropomie sediment control device should, be used to treat any sedimeni4aden water diichar&ed. from an under -drain (Low Impact Mvelopment. Centet, 064). Sedimdnt Control Erosion and sediment problems, are, most difficult during clearing, grading, and construction', accordingly, minimizing, site disturbance to the greatest extent practicable' is the most effective sedment control; gloretention' facilities should not beuse, . d as s - e.d . iment.c , - jntroi I facilities. i . and: all d . iabiage should. . be . , directed, . aWay from .bigretpqft oiifacifitiesd(6r.iiitidrough-gFadingiFlbv,tan'bedireettd,i,iiay&6n the facility with tempo diversion. swales or other approved, protectio'n. (Prihce temporary : - . (Prince: , -,:, dedrges; county, 2002). Bioretendon facilitiesshould not be constructed until all contributing drainage areas are stabilized accordinge to erosion sediment control. BAiTs dfid-io the satisfaction of the engineer. Erost on and sediment control practices. must b0e,ipspecte.d. and maintained on a, regular basis; If deposition of fines occurs in, the b1oketehtibn area, material should be removed and the surface scarified to the satisfaction. of the projectengirieer ce.Geprge'pCounty, 2002). 6'a F-0 3 Maintenance Tioi etint i ox i;areas re qu tre-,annual plant, soil i and, mulch layer -maintenance to dinum � general, , ,dnsure, op irifilteidibn -storage, and Pollutant removal capabilities: innetal bioret-6tion maintenance ie6uiremefits Are typjcal landsc carepyo6 dur�s and. include: Waterihg., Plants should be: selea6dto be drought tolerant dnd not _"require watering after establishment to 3. years). Watering may be required -during !-prolonged' dry. peridds after.. plants are established. . 6wirfl6w. ErosionErosioncoittrob, IhOpect,flow entrances, ponding, andsurface .areaj areai p eriodically;,,and. replace soil;- plant- material; and/or mulch.layer. in .areas ,if - erosion, liar occurred i,Properly: designed. facilitie"s;:with approp riate, 'ie,j should 6o ' t ' hiv,606sloini problems ,*eOk per44p*,- m", extreme events. it erosion . problems occur, the following, should be reassessed:, (1), flow, ', volumes from, contributinp�reas-'afid bloietefiti6ft cell s!Zi#87.R, low, veldcitfds, and ,grAdien6,within,ihe..ceU;- and (3) flow dissipation and erosion protection in the: pretreatment area and .flow ,entrance: If sediment is" deposited tin : tho! bioretendon 'area, immediately- determine the source -within' the, contributing: area, stabilize; iind,t6 -excess surface deposits:. • filani materfak-Depending. on. aesthetic requirements, occasionalpruningand p,1 material rem,ovingde d Akfit'miVbenecessary.. RelDlace ilidead plifiti,imd. a, ifsppcific,plants have a high mortality rate, assess the cause and rpplace;with. 4p&6prfitte species. Periodic- Weeding is necessary until, plants are established. The. Weeding schedule. should become less frequent if the appropriate, plant,. species and'planting density have been used and,'as a kesult,. undesirable plants exclud6d.. ... - P . N alti Thesoil Nutrient. �eihil. did pewadii Th" 6il mix. and plants, are: selected 1br optiniunt t, fertflity; plant• establishment; and growth., Nutrient -and, pesticide. inputs, should - d th 11 in bilit' - ffibbior, A60it'riequiied and -may degrade e�po utantprbcd� &papa of 4 -p., - ty etention area, as well as contributeI pollutant loads_ -to, receiving, waters. By d6signbloieterition facilities are'. located in areas where phosphorous an nitrogen levels are` often elevated- and these should- not be limiting-nuirients. If 1n- qiiek-ti_6n, :have qo,il, analyzed for fertility. 84 P Ub Technical Guidance Wh6al for Pbjo(Sound i • Mulch. Replace mulch annually in bioretention facilities where heavy metal deposition is likely (e.g., contributing areas that include parking lots and roads). In residential lots or other areas where metal deposition is not a concern, replace or add mulch as needed to maintain a 2 to 3 inch depth at least once every two years. • Soil.- Soil mixes for bioretention facilities are designed to maintain long-term fertility and pollutant processing capability. Estimates from metal attenuation research suggest that metal accumulation should not present an environmental concern for at least 20 years in bioretention systems (see Performance section below). Replacing mulch in bioretention facilities where heavy metal deposition is likely provides an additional level of protection for prolonged performance. If iii question, have soil analyzed for fertility and pollutant levels. 6.1.4 Performance Pollutant removal processes in bioretention All primary pathways for removing pollutants from storm flows are active in bioretention systems. Schueler and Clayton (1996) list the following as the primary pathways: • Sedimentation is the settling of particulates (not effective for removing soluble components). Sedimentation occurs in the pretreatment (if provided) and ponding area of the facility. • Filtration is the physical straining of particulates (not an effective mechanism for removing soluble components). Some filtration occurs in the ponding area as stormwater moves through plants, but the soil is the primary filtering media. Pitt et al., (1995) report that 90 percent of small particles commonly found in urban storm flows (6 to 41 microns) can be trapped by an 18 -inch layer of sand. This level of performance can be anticipated for bioretention soils typically high In sand content. • Adsorption is the binding of ions and molecules to electrostatic receptor sites on the filter media particles. This is the primary mechanism for removing soluble nutrients, metals, and organics that occur in the soil of bioretention areas as storm flows infiltrate. Adsorption increases with increased organic matter, clay, �. and a neutral to slightly alkaline pH. • Infiltration is the downward movement of surface water to interstitial soil water. This process initiates adsorption, microbial action, etc., for pollutant removal. ' • Phytoremediation processes include degradation, extraction by the plant, containment within the plant (assimilation) or a combination of these mechanisms (USEPA, 2000). Studies have shown that vegetated soils are capable of more effective degradation, removal, and mineralization of total petroleum hydrocarbons (TPHs), polycyclic aromatic hydrocarbons (PAHs), pesticides, chlorinated solvents, and surfactants than are non -vegetated soils (USEPA, 2000). Certain plant roots can absorb or immobilize metal pollutants, including cadmium, copper, nickel, zinc, lead, and chromium, while other species are capable of metabolizing or accumulating organic and ' nutrient contaminants. A University of Maryland study found significant metal accumulation In creeping juniper plants in pilot -scale bioretention cells. Copper increased by a factor of 6.3, lead by a factor of 77, and zinc by a factor of ' 8.1 in the tissue of junipers after receiving synthetic stormwater applications compared to pre -application tissue samples (Davis, Shokouhian, Sharma, Practices: Bioretention Areas • 85 Edmonds EDMONDS WAY KEYBANK TRAFFIC IMPACT ANALYSIS ADDENDUM. March 4, 2012 I JTE . Jake Traffic Engineering, Inc. Mark J. Jacobs, PE,. PTOE, President 2614 39th Ave SW - Seattle, WA 98116 - 2503 Tel. 206.762.1978 - Cell 206.799.5692. E-mail *aketraffic@comcas't.net APPROVdO A; fief: LP BY ERING .. __... Date: � � / if'�G�' �� --'ham^•= }� �,. 1T r, .!. x ^"' ;,. JTE . Jake Traffic Engineering, Inc. Mark J. Jacobs, PE,. PTOE, President 2614 39th Ave SW - Seattle, WA 98116 - 2503 Tel. 206.762.1978 - Cell 206.799.5692. E-mail *aketraffic@comcas't.net APPROVdO A; fief: LP BY ERING .. __... Date: 0 JTE . Jake Traffic Engineering, Inc . Cassandra Rowan, IIDA, Director CALLISON 1420 Fifth Avenue #2400 Seattle, WA 98101-2343 Re: Edmonds Way KeyBank - Edmonds Traffic Impact Analysis Addendum Dear Ms. Rowan, 0 - Mark J. Jacobs, PE, PTOE President 2614 39th Ave. SW Seattle, WA 98116-2503 Tel. 206.162.1918 - fell 206.199.5692 E-mail jaketraffic@comcastnet March 4, 2012 I am pleased to submit this Traffic Impact Analysis Addendum for the proposed 2,740 sf KeyBank with drive up service project located in the southwest corner of the 100th Ave. W./Edmonds Way (SR -104) intersection in Edmonds. This Addendum to my Edmonds Way KeyBank Traffic Impact Analysis dated July 22, 2011 is in response to the Hearing Examiner Decision regarding the project dated February 9, 2012. The HE Condition #5 is noted below: 5. City staff stall shall investigate whether the lvar's easement discussed in Finding of Fact No. 5 has the capacity and can safely accommodate traffic generated by the project. If left turns from and into Edmonds Way are contemplated for the easement, safety and traffic conflicts shall be assessed for these movements as well if not already addressed by the Applicant. Staff` shall require additional traffic analysis and mitigation from the Applicant to the extent reasonably necessary to address any potential deficiencies. City staff shall provide notice to Mr. McGuire and Mr. Snow of its final determination on this issue, as well as any other parties of record who request notice. The proposed KeyBank re -development includes an interconnecting driveway in the southeast corner of the site to the adjacent commercial properties. See site plan noted to the right. This access improves access to all the property owners. As I understand the HE question is what is the operation of the internal intersection? I further researched the internal access per HE request; the technical discussion follows: - '? i- nnecting reway \V'.o�•••�.K\-Aa•� c+..\norr ooe � Camane. w�em.- amw.. ram.a.van..om..rm...tammna..ae.�urtnow•o•rm. eon COLOR COPY ONLY JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON March 4, 2012 Page -2- I conducted additional research of the site using Google.and Snohomish County data. The Ivar's Restaurant Drive aisle (the easement) drive width is X20' that is typical. The inter -site connection is accessed by 4 properties currently and, it would be five with KeyBank.. Three of the properties are. restaurants (per Google and site inspection Ivar's, Herfy's Burger and Chopstick's): The 4th, property southeast corner lot (#27033600113900) is'identified 'by Snohomish County as manufacturing. Figure 8 attached shows the properties•sharing the internal connection Roughly'scalingthe 3 restaurant buildings; l estimate about 7,500,sf of restaurant space. Using ITE LUC 933; fast food no drive thru = a high conservative value (higher than Grocery Store) I can project 196 PM peak hour -trips., Add 4 PMPHT's for the 4th industrial use in the 4Lh lot. Thus a projection of 200 PMPHTs is calculated. J Some KeyBank traffic would be added to.the. internal street traffic (essentially traffic from the east and leaving and going to the south): Figure 6 -('see attached, values affected are in red) from Edrrionds.Way KeyBank Traffic Impact Analysis shows 18 PMPHT's are from the east and leave to go south (using the higher more conservative ITE data); add in a few shared trips between the uses yields 22. Combining -the ezistingtand KeyBank traffic yields 222 internal peak hour trips made with the 5 sites combined. Not all of the 222 cars would' converge on the internal connection (other access options exist). Figure 8 shows the highest projected traffic volume scenario at the internal intersection: I conducted, ph operational analysis of the internal intersection using the HCS2000 software by McTrans. The, results show that the internal ntersection`would operate at LOS W. that is the best operating level, My analysis assigned stop, control to the eastbound and westbound:_, traffic; however I do not believe internal stop signs as appropriate in this case. Stop signs increase traffic.speeds of motorists not'having to stop: With no control all motorists must approach the intersection with proper caution. Appropriate driver sight lines at the internal intersection need to be provided; thus limiting the height of signage, landscaping and other features at the internal intersection to less than 3' is recommended. In addition to reviewing the, internal, connection, I reviewed the current site plan. The current site plan is refined from the one studied in Edmonds Way KeyBank Traffic Impact Analysis, Traffic circulation of the new site plan is typical of driver experience; and as previously studied .Site CirCUFatjgr�: The. project site has access via right In/out driveways on Edmonds Way (SR -1.04) and 160 -- Ave. W. and an internal connection to the adjacent business drive aisle and parking area io the west nTE Inc. trip generation based on local financial :institutions projects,ttiat 28 wpuld enter and exit the site (71 per ITE) during the PM peak period that correlates into at most a vehicle just over a vehicle a minute: The site circulation asdeplcted on the site plan works for these rates of projected traffic. I have reviewed the internal connectio.n:and'the refined site plan. Therinternal intersection would operate at LOS 'A' the best operating condition: Theheight of signage, landscaping at \\ingneeit�\c\-AMa+FoeiV�f l OpL. C4ironG. uRU.nk- piliwn'. EEmpW.V�FA.anm.nteftmV:ampnpy(.�q.MHERmpowlmor aoc, COLOR COPY ONLY JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON March 4,.2012 Page -3- .the intersection (in the sight triangle) shall be limited to less than 3' in height. The refined site plan was reviewed and determined to be consistent with driver expectation and as previously studied. Please contact me at 206.799.5692 or email me atiaketraffic@comcast.net if you have any questions. MJ. EXPIRES 40 Z 0/ 4( 1 Very truly yours, Mark J. Jacobs, PE, PTOE JAKE TRAFFIC ENGINEERING, INC. D.?.ODY.?n/Z_ \Fy��.a].�\'Rq.ct FIa�jU1100p EJmwW. Ne.9.nM � Glloen EOm.ne.ylfll.spenwl.ttv\EdnwW...�B.n.wENwpaivatst�er.Aoo COLOR COPY ONLY ® C O br d E o e 00 b+ o 0 w a c 9 0 0 ® . c b0 o to ° co vy d NN a0 W o E N 0 C W a W 0 c co o c c E CO Two -Way Stop Control: . TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst MJJ Intersection,; _ Ivaes/KeyBank Agency/Co. JTE Jurisdiction , Edmonds Date Performed 3/412012 Analysis Year 2016 w/ project Analysis Time Period PM peak Project Description 2011.008 - Ke Bank - Internal Connection (KeyBanklnternal East/West Street: Ke Bank-Ivar's North/South Street: Ivar's Easement Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adiustments Page 1 of 1 major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 80 10 10 80 10 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 88 11 1 11 1 88 11 Percent Heavy Vehicles 0 -- -- 1 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor inor Street Westbound Eastbound ovement IV 7 8 9 10 11 12 10 1 10 1 1. 8 Peak -Hour Factor, PHF 0.90 0.90 0.90 1.00 0.90 0.90 Hourly Flow Rate, HFR 11 1 4 11 1 1 a Percent HeavyVehicles 0, 0 0 0 0 0 Percent Grade (%) 0 - 0 Flared Approach N N torage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 11 23 10 C(m)(vph) 1507 1507 826 900 lc 0.00 0.01 0.03 0.01 9 5% queue length 0.00 0.02 0.09 0.03 3ontrol Delay 7.4 7.4 9.5, 9.0 LOS A A A A Approach Delay — — 9.5' 9.0 Approach LOS — — A ` A 11CS2000tn1 Copyright 02000 University or Florida, All Rights Reserved Version 4.Ic file://CADocuments and Settings\Owner\Local Settings\Temp\u2k384.tmp 3/4/2012 ( ; e � o£ § 2 ( � k�8 . � `+ m2!, � u \ k k _ 99 $§ $E | \\$ \ H/}§§ -2 III\ I=/\ f]§2\ 2\\ »A ) gi k § l � . 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U v � x p' x v c a C M tD N O 0 O z (M C U1 3 __ 1-4 N In LL O M L O w Q c C to W t ~ Z L E g E a W O 0v L) 0L L.O LL tv v E (U O Ln U N C v O O 4j a 10 v cu o. 'w^ OL c Ou Q aL w v E V) .� a; 0 0 m0 0 o 04 N > N NN L C n01 O\1d W 00 O r+ 2 O O O N > � O c I? n {y W O O N @1 9 • L .12��® Infonnation 02.To Build On HUTFILE Engineering • Consulting • Testing 11 April 13, 2012 Real Estate Services KeyBank 3300 E 1st Avenue Denver, CO 80206 Attention: Chris Evans RESUB SUBJECT: Infiltration Exploration Letter Proposed KeyBank — Edmonds Way APR 13 2012 9930 Edmonds Way Edmonds, Washington SUILDING DEPARTMENT PSI Project No.: 0712-342 WY of EDMONDs INTRODUCTION PSI prepared a geotechnical report dated February 23, 2011 for the proposed KeyBank located at 9930 Edmonds Way in Edmonds, Washington. We also prepared a letter providing infiltration recommendations for the project dated August 1, 2011. PSI has been provided with Plan Review Corrections for the project by the City of Edmonds Development Services Department dated March 23, 2012. Those corrections include a requirement that soil sampling be conducted at the proposed rain garden locations, and that subsurface explorations extend at least five times the design depth of the ponded water. . Mr. Hal Grubb with Barghausen Consulting Engineers, the project civil engineer, has informed us that the design ponded water depth for the rain gardens is one foot. PROJECT DESCRIPTION PSI has been provided with a survey of the site by Barghausen Consulting engineers dated February 17, 2011. The survey shows ground surface topography and spot elevations, and site improvements for the gas station that used to occupy the site. PSI has also been provided with a Grading and Storm Drainage, Plan for the proposed development dated December 12, 2011. That plan shows the location and elevation of four planned rain gardens. Based on the provided survey the existing ground surface at the proposed rain garden locations has an elevation of approximately 319.5 to 321 feet. Based on the provided plan the bases of the proposed rain gardens will have an elevation of 316.5 to 317.4 feet, about 3 to 3 '/2 feet below the existing ground surface. The environmental consultant has provided PSI with laboratory test results of a proposed fill material. The fill material is to be placed and compacted in site excavations. Laboratory gradation and Proctor test results of the proposed fill material are presented in the. appendix to this letter. PSI understands that the environmental consultant plans to reuse onsite pea gravel that formerly surrounded the gas station underground storage tanks (UST). `The pea gravel is to be placed and Professional Service Industries, Inc. • 24113 - 56^ Avenue West • Mountlake Terrace, WA 98043 • Phone 425/148-2400 • Fax 425124812401 K4Bank — Edmonds Way 1-4 Exploration Letter i Professional Service Industries, Inc Edmonds, Washington Engineering • Consuldng.e Testing PSI Project No. 0712-342 Aprill3, 2012 Page 2 of 4 compacted as structural fill in the portion of the UST excavation deeper than 8 feet below planned grade. SURFACE CONDITIONS PSI visited the site on April 10, 2012 and observed that above -ground structures related to the gas, station that formerly occupied the site had been removed: Underground storage tanks (UST) for the gas station had been removed from the northwest corner of the site, leaving an open excavation approximately 12 feet deep. Pea gravel covered a majority of the base of the excavation. SUBSURFACE EXPLORATIONS PSI investigated the onsite subsurface materials on April 10, 2012 with four test pits excavated by the project environmental contractor, Clearcreek Contractors. The test pits were excavated to depths of approximately 10 to 11 feet below the ground surface (bgs) using an excavator. The approximate locations of the performed explorations are shown on the Site Exploration Plan, Figure 1. The test pits were generally. located at the planned rain garden locations. However, rain garden 3 is to be located within the open UST excavation so the test pit for that rain garden was completed at the eastern side of the excavation, approximately 10 feet east of the planned rain garden location. Logs of the test pits are also provided in Appendix A. The terms used to describe the soils encountered are defined in General Notes. For the purpose of discussion, the materials encountered in the explorations have been grouped into the following major units based on their physical characteristics and engineering properties. Listed as they were encountered from the ground surface downward, the units are: 1. ASPHALTIC CONCRETE PAVEMENT 2. FILL 3. SAND 1. ASPHALTIC CONCRETE PAVEMENT. Approximately 2 Y2 inches of asphaltic concrete were encountered at the ground surface in test pits TP -2 and TP -3. Below a layer of fill material, another layer of approximately 1 '/2 inches of asphaltic concrete was encountered approximately 1 Y2 feet below the ground surface in test pits TP -2 and TP -3. 2. FILL. Fill material consisting of fine to medium sand with varying amounts of gravel was encountered at the ground surface in test pit TP -1 and below the surficial asphalt pavement in test pits TP -2 and TP - 3. The fill extended to depths of up to about 3 feet bgs. 3. SAND. At the ground surface in test pit TP -4 and below the. fill material in test pit TP -1 and the buried asphalt in test pits.TP-2 and TP -3, we observed native fine to coarse sand with gravel. This material. extended to the depths explored, 1.0 to 11 feet below the ground surface. GROUNDWATER We did not observe groundwater seepage or indications of a seasonal water table in the test pit explorations. LABORATORY TESTING Grain size analyses of selected samples were completed in general conformance with AS D6913. A representative sample was placed at the top of a series of sieves. Each sieve has successively smaller openings so particles larger than the size of each sieve are retained on the sieve. Test results are presented on the Grain.Size Distribution pages of this report. K4Bank — Edmonds Way Infdo Exploration Letter i Professional Service Industries, Inc Edinonds, Washington Engineering s Consalting o Testing PSI Project No. 0712-342 April 13, 2012 Page 3 of 4 INFILTRATION RECOMMENDATIONS Appendix C of the Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30 dated April 20, 2010 provides approved methods for obtaining design infiltration rates, One of the approved methods is to use soil grain size distribution data to classify soil using the USDA textural analysis approach. The referenced regulations include a table with recommended short-term infiltration rates based on USDA Textural classification, correction factors, and corresponding long-term infiltration rates. PSI has classified the fine to coarse sand with gravel encountered in our test pit explorations at the planned rain garden base elevations as sand based on our laboratory grain size analyses and the USDA Textural Triangle. In accordance. with the referenced regulations the long-term infiltration rate for material classified as sand is 2 inches per hour. The sand material extended from the planned rain garden base elevations to a depth of at least 5 feet below the elevation of the planned rain garden bases. Based on the provided laboratory test results and the USDA Textural Triangle, PSI has classified the fine to medium sand with silt proposed fill material as sand. In accordance with the referenced regulations the long-term infiltration rate for material classified as sand is 2 inches per hour. . In our opinion the proposed pea gravel fill has a substantially higher permeability than the other site soils. Use of pea gravel fill below the rain garden at the existing UST excavation will not restrict groundwater infiltration in the' rain garden. KeyBank — Edmonds Way InI19 Exploration Letter Professional Service Industries, Inc. Edmonds, Washington Engineering a Consulting a Testing PSI Project -No. 0712-342 April 13, 2012 Page 4of4 CLOSURE We appreciate this opportunity to be of service to your project and look forward to our continued role with KeyBank. If you have any questions concerning this letter please contact us at your earliest convenience. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. '�370_ :t4 Thor Christensen, PE Project Engineer Attachments: Site Exploration Plan Britton W. Gentry, PE GE (Oregon) Department Manager Geotechnical Services General Notes Soil Classification Chart Test Pit Logs • Proposed Import Fill Material Laboratory Test Results cc: Lisa Elliot - KeyBank Hal Grubb — Barghausen Consulting Engineers Vina Anderson - Callison N W E S pCUbH) 2 28 I, spy J I @ 11 ADA Go STRIPING EPS i D 'SIGNAGE,s am '. r t16:67• 1 RNNGARDENB3 .27I PO�Ei 41 = 57 (6" E) yea -L,ELOYEE m J i— o ,ACCESS ONLY `: `r112 STALL STRIPING RME Q� 6 PINE '`•s ,� II a I 5 20 2, CONC. DRIVE THRU DEC �► / o : r i CANOPY 3 J n'/ 165 oc zz 010' 19 .'o��ati�� ' CO.c TP 1 sco. SS �S TP S RAI DEN84 ..-J�1 .20 - I NEW,,GAS" I • I a SERVI ' 4; ,CURB "DIRECTIONAL R - N • SIDE ARRyOWS 112 WER. c N, NEWIPWR s Ni I SERVI } AS .. _ 'T f N _TRASH, t 4: ENCLOSURE , I a SD NEW .WATER:SERVICE, _ �--� 4 L.S. 6 CURB 4 20 L.S.(6 )1 CURB L.S. L 6 ' I P<oH), ,_ 88'42 49 140.7 _.. ..._.. Legend: TP-1 Approximate Test Pit Location Observed by PSI on April 10, 2012 Site Plan prepared by Barghausen Consulting Engineers InfOYYi'lLltlOn DATE: KEYBANK PSI PROJECT NUMBER APRIL 2012 I — .T0 build On EDMONDS, WASHINGTON 0712342 Engineering• Consu/tin • Tesfin PSI, INC. SITE EXPLORATION 24113 - 56th AVENUE WEST DRAWN BY: FIGURE 1 MOUNTLAKE TERRACE, WA 98043 TC PLAN (425) 248-2400 SAMPLE IDENTIFICATION GENERAL NOTES The'Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added. according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS SFA: Solid Flight Auger - typically 4" diameter flights, SS: Split -Spoon - 1 3/8" I.D., 2" O.D., except where except where noted. noted. HSA: Hollow Stem Auger - typically 3'/4' or 4'/ I.D. ST: Shelby Tube,- 3" O.D., except where noted. openings, except where noted. BS: Bulk Sample M.R.: Mud Rotary - Uses a rotary head with Bentonite PM: Pressuremeter or Polymer Slurry CPT -U: Cone Penetrometer Testing with Pore -Pressure R.C.: Diamond Bit Core Sampler Readings H:A.: Hand Auger P.A.: Power Auger - Handheld motorized auger SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch O.D. Split -Spoon. , Nso: A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Qu: Unconfined compressive strength, TSF QP: Pocket penetrometer value, unconfined compressive strength, TSF' w%: Moisture/water content, % LL: Liquid Limit, % PL: Plastic Limit, % PI: Plasticity Index = (LL -PL),% DD: Dry unit weight, pcf . Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES Relative Density N - Blows/foot Description Criteria Very Loose 0-4 Angular: Particles have sharp edges and relatively plane Loose 4-10 sides with unpolished surfaces Subangular: Medium Dense 10-30 Particles are similar to angular description, but have Dense 30-50 rounded edges Subrounded: Very Dense 50-80 Particles have nearly plane sides, but have Extremely Dense 80+ well-rounded corners and edges Rounded: Particles have smoothly curved sides and no edges GRAIN -SIZE TERMINOLOGY PARTICLE SHAPE Component Size Range Description Boulders: Over 300 mm (>12 in.) Flat: Cobbles: Coarse -Grained Gravel: Fine -Grained Gravel: Coarse -Grained Sand: Medium -Grained Sand: Fine -Grained Sand: Silt: Clay: 75 mm to 300 mm (3 in. to 12 in.) Elongated: 19 mm to 75 mm (3/ in. to 3 in.) Flat & Elongated: 4.75 mm to 19 mm (No.4 to % in.) 2 mm. to 4.75 mm (No. 10 to No.4) 0.42 mm to 2 mm (No.40 to No. 10) 0.075 mm to 0.42 mm (No. 200 to No.40) .0.005 mm to 0.075 mm <0.005 mm Criteria Particles with width/thickness ratio > 3 Particles with length/width ratio > 3 Particles meet criteria for both flat and elongated RELATIVE PROPORTIONS OF FINES Descriptive Term % Dry Weight Trace: < 5% With: 5% to 12% Modifier: >12% Page 1 of 2 0F. WE GENERAL IV®1-ES (Continued) CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION Q„ - TSF N - Blows/foot Consistency Description Criteria Stratified: Alternating layers of varying material or color with Blocky: Dry: Absence of moisture, dusty, dry to the touch 0-0.25 0 - 2 Very Soft angular lumps which resist further breakdown Laminated: Alternating layers of varying material or color with Lensed: Moist: Damp but no visible.water 0.25-0.50 2-4 Soft Inclusion greater than 3 inches thick (75 mm) Fissured: Breaks along definite planes of fracture with little Seam: Wet: Visible free water, usually soil is below water table 0.50-1.00 4-8 Medium Stiff extending through the sample 1.00 - 2.00 8-15 Stiff RELATIVE PROPORTIONS OF SAND AND GRAVEL 2.00-4.00 15-30 Very Stiff Descriptive Term % Dry Weight 4.00-8.00 30-50 Hard Trace: < 15% 8.00+ 50+ Very Hard With: 15% to 30% l Modifier: >30% STRUCTURE DESCRIPTION Description Criteria IDescription 10-50 Criteria Stratified: Alternating layers of varying material or color with Blocky: Cohesive soil that can be broken down into small 525-1,050 layers at least %-inch (6 mm) thick 1,050 - 2,600 angular lumps which resist further breakdown Laminated: Alternating layers of varying material or color with Lensed: Inclusion of small pockets of different soils . Weathered: Rock mass is decomposed 50% or less, significant layers less than %-inch (6 mm) thick Layer: Inclusion greater than 3 inches thick (75 mm) Fissured: Breaks along definite planes of fracture with little Seam: Inclusion 1/8 -inch to 3 inches (3 to 75 mm) thick resistance to fracturing extending through the sample Slickensided: Fracture planes appear polished or glossy, Parting: Inclusion less than 1/8 -inch (3 mm) thick sometimes striated , SCALE OF RELATIVE ROCK HARDNESS Q„ - TSF Consistency 2.5-10 Extremely Soft 10-50 Very Soft 50-250 Soft 250-525 Medium Hard 525-1,050 Moderately Hard 1,050 - 2,600 Hard >2,600 Very Hard ROCK VOIDS ' Voids Void Diameter Pit <6 mm (<0.25 in) Vug 6 mm to 50 mm (0.25 in to 2 in) Cavity 50 mm to 600 mm (2 in to 24 in) Cave >600 mm (>24 in) ROCK BEDDING THICKNESSES Description Criteria Very Thick Bedded -Greater than 3-foot_(>1.0 m) Thick Bedded 1 -foot to 3 -foot (0.3 m to 1.0 m) Medium Bedded 4 -inch to 1 -foot (0.1 m to 0.3 m) Thin Bedded 1'/ -inch to 4 -inch (30 mm to 100 mm) Very Thin Bedded '/2 -inch to 1'/ -inch (10 mm to 30 mm) Thickly Laminated 1/8 -inch to %Z -inch (3 mm to 10 mm) Thinly Laminated 1/8 -inch or less "paper thin" (<3 mm) GRAIN -SIZED TERMINOLOGY (Typically Sedimentary Rock) Component Size Range Very Coarse Grained >4.76 mm Coarse Grained 2.0 mm - 4.76 mm Medium Grained 0.42 mm - 2.0 mm Fine Grained 0.075 mm - 0.42 mm Very Fine Grained <0.075 mm ROCK QUALITY DESCRIPTION DEGREE OF WEATHERING Rock Mass Description RQD Value Slightly Weathered: Rock generally'fresh, joints stained and discoloration Excellent 90-100 extends into rock up to 25 mm (1 in), open joints may Good 75-90 contain clay, core rings under hammer impact. Fair 50-75 — Poor 25-50 Weathered: Rock mass is decomposed 50% or less, significant Very Poor Less than 25 portions of the rock show discoloration and - ' weathering effects, cores cannot be broken by hand or scraped by knife. n Highly Weathered: Rock mass is more than 50% decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 *OIL CLASSIFICATIO*,HART NOTF- nllAl SYMRnI S ARF I ISFn Tn INninATF RnRnFRI INF cnll ri ncciFirnTinKi(Z MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER GRAVEL AND CLEAN GRAVELS • �•• s �� GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELLY SOILS (LITTLE OR NO FINES) 0 °30 0030 o ��o D O C) 00 C) GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MOR5 % ORE THAN FRACTION GRAVELS WITH FINES .0.\ ° °SILTY 0 o GM GRAVELS, GRAVEL - SAND - SILT MIXTURES RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 50% OF MATERIAL IS SAND AND CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES LARGER THAN SANDY N0.200 SIEVE � SIZE SOILS (LITTLE OR NO FINES) '� �'�' �''�•'�'� '�' •''�•'•'• ��.' ::.;:•.:,:::;.;:•::•::::.;: SP POORLY -GRADED SANDS, GRAVELLY SAND,.LITTLE OR NO FINES SANDS WITHSILTY FINES SM SANDS, SAND - SILT MIXTURES MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLECLAYEY AMOUNT OF FINES) SC SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE M L SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS FINE GRAINED SOILS AND LIQUID LIMIT CLAYS LESS THAN 50 CL MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS — — — OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS SIZE SILTS AND LIQUID LIMIT CLAYS GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS '' �' �' �' PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS Mme' ProfessiongIftirvice Industries, Inc. N 24113 56tlnue W A Mountlake Terrace, WA 98043 LOG OF BORING TP -1 Telephone: (425) 248-2400Faxs (425) 248-2401 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Project: KeyBank Sampling Method: Grab 7 Location: 9930 Edmonds Way Hammer Type: Edmonds, WA Boring Location: Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA o o. oo CD N in blows/ft O. o s J t m Z a ? MATERIAL DESCRIPTION � m X Moisture m PL } LL Additional m E E > 0 0 25 so Remarks D C7 U w STRENGTH, tsf A Qu X Qp 0 0 2.0 4.0 FILL; brown sand; fine to medium sand, moist 1 Brown SAND with gravel, fine to coarse sand, . fine to coarse gravel, moist 5 2 4 Fines=0.8% 10 3 g ' Fines=2.9% Test pit terminated 10 feet below ground surface on 4/10/12. Groundwater seepage was not observed. I Completion Depth: 10.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Longitude: -122.3663° Date Boring Completed:. 4/10/12 Auger Cutting Hand Auger Drill Ri g: Logged By. TC Split -Spoon Calif. Sampler Remarks: Drilling Contractor: Clearcreek Contractors Rock Core Texas Cone i nestranticanon ones represent approximate Dounoanes.. I ne transition may be gradual. ProfessionqJftrvice Industries, Inc. �. 24113 56thWue W • Mountlake Terrace, WA 98043 LOG OF BORING TP -2 ��, Telephone: (425) 248-2400 Fax: (425) 248-2401 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Project: KeyBank Sampling Method: Grab V Location: 9930 Edmonds Way Hammer Type: Edmonds, WA Boring Location: Station: N/A STANDARD PENETRATION Offset: N/A o TEST DATA w o a o D Nin blows/ft O 0 s T � °Z' a 1 MATERIAL DESCRIPTION N w X Moisture PL . t LL Additional > w E o o zs Remarks W. D t� � U j STRENGTH, tsf A Qu X Qp 0 0 2.0 4.0 2.5 inches ASPHALTIC CONCRETE 1 FILL; brown sand with gravel and trace silt; fine to coarse sand, fine to coarse gravel, moist 2 1.5 inches ASPHALTIC CONCRETE Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 3 3 X Fines=2.0% 5 _10- 4 7 Fines=3.7% Test pit terminated 10 feet below ground surface on 4/10/12. Groundwater seepage was not observed. Completion Depth: 10.04 Sample Types: Shelby Tube Latitude: 47.7902' Date Boring Started: 4/10/12 Longitude: -122.3663° Date Boring Completed: 4/10/12 Auger Cutting Hand Aug Auger Drill Ri 9: Logged By: TC Split -Spoon Calif. Sampler Remarks: Drilling Contractor: Clearcreek Contractors Rock Core Texas Cone me stratnication ones represent approximate oounaanes. I ne transition may be graaual. Profession ce Industries, Inc. 01J!W!ff1JMountlake 24113 56the W Terrace, WA 98043 LOG OF BORING TP -3 Telephone: (425) 248-2400Eax: (425) 248-2401 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Project: KeyBank Sampling Method: Grab �z Location: 9930 Edmonds Way Hammer Type: 1 Edmonds, WA Boring Location: - Station: N/A STANDARD PENETRATION y Offset: N/A i; TEST DATA o a o � o N in blows/ft O o J~ Z a MATERIAL DESCRIPTION y m 2 X Moisture ® PL LL Additional _ C 0 0 25 50 Remarks D C7 v7 m W STRENGTH, tsf A Qu X Qp 0 2.0 4.0 0 2.5 inches ASPHALTIC CONCRETE 1 FILL; brown sand with gravel and trace silt; fine to coarse sand, fine to coarse gravel, moist 2 1.5 inches ASPHALTIC CONCRETE Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 5 X 3 3 Fines=1.5% 10 4. 5. Fines=2.1% Test pit terminated 10 feet below ground surface on 4/10/12. Groundwater seepage was not observed. Completion Depth: 10.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Longitude: -122.3663° Date Boring Completed: 4/10/12 Auger Cutting Hand Auger Drill Ri g' Logged By TC Split -Spoon Calif. Sampler Remarks: Drilling Contractor: Clearcreek Contractors Rock Core Texas Cone I ne stratmcation ones represent approximate boundanes. I he transition may be gradual. Profession rvice Industries, Inc. 24113 56thnue W • Mountlake Terrace, WA 98043 LOG OF BORING TP -4 Telephone: (425) 248-2400Eax (425) 248-2401 Sheet 1 of 1 PSI Job No.: 712342 Drilling Method: WATER LEVELS Project: KeyBank Sampling Method: Grab 7 Location: 9930 Edmonds Way Hammer Type: ' Edmonds, WA Boring Location: Station: N/A STANDARD PENETRATION N Offset: N/Ao TEST DATA w rn J T Z t 6 c N in blows/ft OO 0 o N - ~ °' v Z MATERIAL DESCRIPTION y i X Moisture ® PL 0 LL , Additional r CD m E a E U o° 25 50 Remarks Q W U) STRENGTH, tsf ♦ QuI Qp 0 0 2.0 4.0 Brown SAND with gravel, fine to coarse sand, fine to coarse gravel, moist 1 5 X Fines=0.9% 5 _10 2 6 X Fines=2.0% Test pit terminated 11 feet below ground surface on 4/10/12. Groundwater seepage was not observed. i Completion Depth: 11.0 ft Sample Types: Shelby Tube Latitude: 47.7902° Date Boring Started: 4/10/12 Longitude: -122.3663° Date Boring Completed: -4/10/12 Auger Cutting Hand Auger Drill Ri 9: Logged By: TC Split -Spoon Calif. Sampler Remarks: Drillina Contractor: Clearcreek Contractors Rock Core Texas Cone i ne stratification ones represent approximate bounoanes. i ne transition maybe gradual. 95 9C 85 8a 75 70 65 W 60 3 m 55 w 50 LL z 45 w of 40 w IL 35 30 25 20 15 10 5 Q COBBLES GRAVEL . SAND SILT OR CLAY coarse I fine coarse medium I fine Specimen Identification Classification LL PL PI Cc Cu • TP -3 10.0 0.32 13.77 X TP -4 3.0 0.68 5.33 A TP -4 11.0 0.42 9.41 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay 0 TP -3 10.0. 25.4 2.679 0.407 0.195 36.6 61.3 2.1 M TP -4 3.0 25.4 1.277 0.457 0.24 22.7 76.4 0.9 TP -4 11.0 25.4 1.8 0.382 0:191 28.8 69.2 .2.0 Professional Service Industries, Inc 24113 56th Avenue W Mountlake Terrace, WA 98043 Telephone: (425) 248-2400 Fax: (425) 248-2401 GRAIN SIZE DISTRIBUTION Project: KeyBank PSt Job No.: 712342 Location: 9930 Edmonds Way Edmonds, WA r0..A Information To Build On EHgLn"d ng • Co =Wng • 7bsffng August 1, 2011 Real Estate Services KeyBank 3300 E 1st Avenue Denver, CO 80206 ' Attention: Chris Evans SUBJECT: Infiltration Recommendations Proposed KeyBank — Edmonds Way 9930 Edmonds Way Edmonds, Washington PSI Project No.: 0712-342 Dear Mr. Evans: INTRODUCTION "RIA1 44 - DEC 12 2011 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS PSI prepared a geotechnical report dated February 23, 2011 for the proposed KeyBank located at 9930 Edmonds Way in Edmonds, Washington. The project civil engineer, Dave Segal with Barghausen Consulting Engineers, has requested that we provide a long-term infiltration rate to be used for the design of rain gardens for the project. PSI understands that water from the rain gardens is planned to infiltrate into soil approximately five feet below the existing ground surface. INFILTRATION RECOMMENDATIONS PSI has reviewed our geotechnical report for the project. We conducted three subsurface explorations at the site on February 9, 2011. Those explorations encountered moist fine to coarse sand with gravel five feet below the existing ground surface, and this material extended to the depths explored, 21.5 feet below the ground surface. Groundwater seepage or indications of a high groundwater table were not observed in the borings. Appendix C of the Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30 dated April 20, 2010 provides approved methods for obtaining design infiltration rates. One of the approved methods is to use soil grain size distribution data to classify soil using the USDA textural analysis approach. The referenced regulations include a table with recommended short-term infiltration rates based on USDA Textural classification, correction factors, 'and corresponding long-term infiltration rates. PSI has classified the fine to coarse sand with gravel encountered in our site explorations at a depth of five feet as sand. In accordance with the referenced regulations the long-term infiltration rate is 2 inches per hour. It may be appropriate to reduce this value if accumulated silt material will not be removed from the rain gardens. PSI is available to complete field infiltration testing if, a measure of actual infiltration rates is desired. Professional Service Industries, Inc. • 24113 — 56^ Avenue West. Mountlake Terrace, WA 98043 • Phone 425248-2400 • Fax 4251248/2401 KeyBank - Edinon(h II i{rN f lrru kvurxtendi sins • Prilfasion d Senin• hrncouriew. /ac. Edulonrh, IPialliagrnn Eughutring • Convulsing • restirw PSI Pro%inn Na 0712-342 : Ingusr 1, _uhf / Page 2,)f2 CLOSURE We appreciate this opportunity to be of service to your project and look forward to our continued role With KeyBank. If you have any questions concerning this letter please contact us at your earliest convenience. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. ��ChAjB � Thor Christensen, PE Project Engineer cc: Lisa Elliot - KeyBank Dave Segal — Barghausen Consulting Engineers Vina Anderson - Callison S FILE TREET Edmonds EDMONDS WAY KEYBANK TRAFFIC IMPACT ANALYSIS July 22, 2011 JTE . Jake Traffic Engineering, Inc. Mark J. Jacobs, PE, PTOE, President . 2614 391h Ave SW - Seattle. WA 98116 2503 Tel. 206.7,62.1918 - Cell 206.799.5692 E-mail, jaketraffic@comcast.net ��:�lJ•.+Il: .. ✓yyeb�+f<96FG.w.+t�tielf-�Ft wr...uF.•Ti.+N.lwlvfvT[hr.'Hy -..� APPROVED BY ENGINEERING ��. �N�4sA',u,y�(af�N'eq.IA1v3�GMy+MNMm1�l�Y"Mr4,lR?'ytd'!!�^!'re„xIDR` J RECEIVED DEC 12 2011 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS JTE. Jake Traffic Eneneerin& lac . o StOR !, '�'• Cassandra Rowan, IIDA, Director CALLISON 1420 Fifth Avenue #2400 Seattle, WA 98101-2343 Re: Edmonds Way KeyBank - Edmonds Traffic impact Analysis Dear Ms. Rowan, Mark J. Jacobs, PE, PTOE President 2614 39a Ave. SW Seattle, WA 98116-2S03 Tel. 206362.1928 - (ell 206.799.5692 E-mail jaketrafrc@comUltnet July 22, 2011. I am pleased to submit this Traffic Impact Analysis for the proposed 2,740 sf KeyBa_nk with drive up service project located in the southwest corner of the 100th Ave. W./Edmonds Way (SR -104) intersection in Edmonds. The project would replace an existing Shell gasoline/service station. Access to the site is proposed via 2 driveways with one on, Edmonds Way and on 100th Avenue West. These 2 driveways would replace 4 existing driveways and be constructed to current standards. The advent of on-line banking, direct payroll deposit, cash machines. and the like have drastically changed banking/credit union activities. In fact, so many financial customers conduct transactions on-line, use cash machines and have direct deposit for payroll checks that the recently published (November 2008) 8th Edition of the Institute of Transportation Engineers Trip Generation removed the bank data collected from prior years. These new realities have resulted in financial institutions generating far less traffic than in the past. The trip generation trend towards less traffic generation has continued. Jake. Traffic Engineering, Inc. has collected substantial traffic data for banks that is used in this letter. I have reviewed the site and surrounding street system and have prepared this report based on my correspondence with JoAnne Zulauf of Edmonds, the City's TIA guidelines and my extensive Traffic Engineering work experience. The site Ire -development generates less than 25 net new PM peak hour trips. However due to the site's location the City requested that a limited scope Traffic Impact Analysis be conducted. This analysis is conducted using readily available traffic data. The generals format of this report is to describe the proposed project, identify existing traffic conditions (baseline), project future traffic conditions and identify Agency street improvements (future baseline), calculate the traffic that would be generated by the project and then add it to the future baseline traffic volumes. Operational analyses are used to determine the specific project traffic impact and appropriate traffic mitigation measures to reduce the impact- Additionally, Agency traffic impact fees are addressed in this report. The summary, conclusions and recommendations begin on page 10 of this report. ty,,, •.. .... n+:Ct:. Ic, ..e...A•^ 4.t lanvp•'1� M,f. i oil Doll•: TONlOI:I7 JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -2- PROJECT INFORMATION Figure 1 is a vicinity map which shows the location of the site and the surrounding street system. Below is an aerial of the site obtained from the Snohomish County SCOPI aerial data. The project site is presently developed with a Shell Gasoline/Service Station with &fueling positions. This facility into be removed to make way for the proposed KeyBank project. Figure 2 shows a preliminary site plan prepared by Callison. The plan shows the 2,740 sf KeyBank, 14. parking stalls including 1 handicap, 2 drive up service lanes and internal circulation. Access to the site is proposed via 2 re -constructed driveways with one on Edmonds Way and the other on 100th Avenue West. The western. Edmonds Way driveway and the northern 100th. Ave. W. driveways will be closed. 'Ccurbing exists on both Edmonds Way and 100w St. W. that makes both accesses right in/out only. Table 34 in the Edmonds Comorehensive TransLwrtation Plan, 2009 identifies the Functional Classifications of City streets. Edmonds Way is classified as a Principal Arterial and 100'n Ave. W. is a Minor Arterial. Traffic Volumes Figure 4 shows the existing PM peak hour traffic volumes at the 100 Ave. W./Edmonds Way intersection conducted,April 23, 2008 as provided to me by the City. The TMC information COLOR CAYY ONLY JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -3- was collected by Traffic Count Consultants, Inc. a firm specializing in the collection of traffic data. The count data sheet is attached in the appendix. The City of Edmonds is a mature City and traffic volumes on Edmonds Way'(SR --104) are less in 2010 than they were in 2007; reference WSDOT Annual Traffic Report, 2010. A copy is included in the appendix. As noted earlier the delta site traffic generation is less than 25 PM peak hour trips and traffic volumes on Edmonds Way have matured, thus the 2008 traffic data is reasonable for use in this report. r nsi We have reviewed the Snohomish County Community Transit website (http://www.commtrans.org/BusService/SystemMaps.cfm) for routes that serve the site vicinity. As depicted on Community Transit's system map the site is served by Routes 131 and 416. Woodway s � KeyBank Mth St ! 2Mtti st sw Additional information on these routes can be obtained from the Community Transit website. Intersection Operations Traffic engineers have developed criteria for intersection operations called level of service (LOS). The LOS's are A to'F with A and B being very good and E and F being more congested. LOS C and D correlate to busy traffic conditions with some restrictions to the ability to choose travel speed, change lanes and the general convenience comfort and safety. The procedures in the Transportation Research Board Highway Capacity Manual. 2000 were used to calculate the level of service at the study intersections..The following table depicts �' C01 OR Ctft,v pN( � JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -4- the 4 the LOS and corresponding average delay in seconds at signalized and stop control intersections: Intersection Type Level of -Service A B C D E F. Signalized <10 >10 and <20 >20 and <35 >35 anti <55 >55 and <80 >80 Stop, Control <10 >10 and <15 >15 and <25 >25 and <35 >35 and <50 >50 LOS Analvsis Criteria The City of Edmonds Ordinance #3767 Amended the City's Comprehensive Transportation Plan. Table 3-9 provides the City's level of service standards as noted below: Table 3-9. Level of Service Standards Facility Standard_ City Streets Arterials: LOS D or better (except stale routes): Collectors: LOS C or better. , State Routes, SR 99 north of SR 104; SR 524: LOS E or better. 1. State mules for which a standard is desonged sre Higlavays vl Regio e! S - nibcanra, and are suttp. to Cay concui -n. y fequ ,enols. State routes deiigrrateei esH��hKays ol5tatraide S gndcairoe (SR 103: and SR 99 sour of SR 104) are not subject to concuneky aird this n.J C9y it�ndard is'defrred fa Urese bd[W5,' ik,*, Yer to moiiior operatloro on Hghnays of Stat_ewde Signd,ta#e, Uri Cdy ideriihes existh� ur putentii Mum Oroenues if the WSDOT standtrd of LOS D is eioeufed. The analysis intersection currently operates at LOS'D'. LOS Analysis Software The LOS of the study intersections were calculated using the SYNCHRO intersection analysis program by Trafficware. Accident Data The City of Edmonds provided us with 3 years of accident data history (attached in the appendix) at the adjacent intersection at the W. Edmonds Way/1001h Ave. W. intersection and approaches. The data showed indicates 7 accidents at the W. Edmonds Way/100" Ave. W. intersection. This yields a rate of about 0.2 accidents per million entering vehicles. The accident rate was found using the PM peak hour traffic data and a "k" factor of 10. This factor presumes -that about 10% of the daily traffic occurs during the PM peak hour that is typical. No fatalities are noted: the accident data is attached in the Appendix. COLO14 izi-Y OM.Y • Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -5- JTE, Inc. Typically an accident rate of less than one is generally considered to indicate that an intersection is operating satisfactorily, one to two is typical, and over two requires further review. The analysis intersection experiences a rate of less than one thus operates satisfactorily. The City data. also indicates that 11 incidents may be associated with the westernmost and northernmost driveways serving the existing Siiell Gasoline/service Station. These 2 driveways are to be removed in conjunction with.the KeyBank site re -development. HORIZON YEAR CONDITIONS "WITHOUT" THE PROJECT Figure 5 shows the projected 2016 PM peak hour through traffic volumes "without" the project. A growth factor of two percent per year was applied to ensure a conservative analysis. Per the Annual Traffic Resort, 2010 the historical traffic volumes on SR - 104 in the vicinity of 100m Ave. W. remained relatively constant between 2007 and 2010. Therefore the use of a two percent per year growth factor ensures a conservative analysis. STREET IMPROVEMENT PROJECTS Per my correspondence with the City and review of City's web site, I am not aware of any City street improvement projects in the immediate vicinity of the subject KeyBank re=development project. Review of the WSDOT web site,did not reveal any improvements planned on SR - 104. TRIP GENERATION Definitions A vehicle trip is defined as a single direction vehicle movement with either the origin or destination inside the study site. Traffic generated by development projects consists of the following: Pass -By Trips: Trips made as intermediate stops on the way from an origin to a primary trip destination. Diverted Linked Trips: Trips attracted from the traffic volume on a roadway within the vicinity of the generator but which require a diversion from that roadway to another roadway in order to gain access to the site. Captured Trips: Site trips shared by more than one land use in a multi -use development. ♦tri.... .a .`� N:;. w;'InI1��06 fv...n:.nM... f.. b.: f.++. GQ1QR \A.fI I I�AiI i JTE, Inc. .Cassandra Rowan, IIDA, Director CALLISON . July 22, 2011 Page -6- Primary Trips: Trips made for the specific purpose of using the services of the project. The Institute of Transportation Engineers (ITE) Trip'Generation provides trip generation rates. for a variety. of land uses. All site trips made by all vehicles for all purposes, including commuter, visitor, and service and delivery vehicle trips are included in the trip generation values. As iterated earlier the trip generation rates contained in the Trip Generation for a financial institution are outdated in that the data does not account for further use of on-line banking, bank machines and direct payroll deposit. We have conducted. an independent trip study that includes data from 8 facilities (3 - JTE, Inc. sites and 5-- from Colleagues). The data collected are for three weekdays (Tuesday, Wednesday and Thursday). The JTE, Inc. data was collected.for KeyBank's in Kent. Covington and Maple Valley, Washington. The Maple Valley KeyBank is inordinately large (11,528 sf) versus the average size of 4,000 sf; thus the analysis uses 4,000 sf that assures. a conservative trip generation estimate. Correspondence with colleagues (Geri Reinart, PE and Bill Popp Jr. of Bill Popp & Associates) ` identified that they also have performed similar studies for banks in Washington..The data is for 5 sites that included drive up service, 2 in Kirkland 3 in Burlington and included Friday data that is outside the typical data analyzed. Traffic data is traditionally collected on a typical weekday; Tuesday, Wednesday and Thursday. The following table summarizes the germane data points from the collected trip generation data: 1 SUMMARY DRIVEWAY COUNTS PM PEAK HOUR (STREET PEAK) Location/Bank Name PM peak hour TM's size in sf TM's/ksf day of the. week . Kirkland/Wells Fargo Kirkland/Frontier Bank Burlington/Horizon 68 32 3.2. 5.130 4:192. 4:000 13.26 7.63 8.00, Tuesday 09.20.2005 Thursday 09.15:2005 ,Wednesday 05.11.2005 62, , 4,000 15.50 Thursday 05:12.2005 Burlington/Skagit 35. 3.000 11.67 Wednesday 05:11:2005 24 3,000 8.00, Thursday 05.12.2005' Burlington/Whidbey 98 6.118. 16.02 Wednesday 05.1L2005 61 .6,118 9.97 Thursday 05.11,2005 Key Bank/Maple Valley (1) 29 4,000 7.25 Thursday 04.09.2009. 27 4,000 6.75 Tuesday 04.21.2009 Key Bank/Kent Key Bank/Covington 19 33 3,420 .4,174 5.56 7.91 Wednesday 06.24.2009 Thursday 06.18.2009 Average. 43:33 ; ; 4;26267 10.17All Studied , (1) -The bank size is 11,528 Sr that is overry ►arge; the size used Wr anarybM, Ob national average size. y�Cpl.(71�(X}t`tG�ity .ITE, Inc. Cassandra Rowan, IIDA, Director CALLISON ' July 22, 2011 Page -7- The collected trip generation data indicates that drive in financial institutions generate 10.17 P.M peak. hour trips (PMPHT's) per 1,000 sf for banks in the Puget Sound Region. And the data shows that KeyBank's tend to generate even less traffic! Financial institutions also tend to.attract a significant amount of pass -by traffic. Table 5:20 contained in. the ITE Trip Generation Handbook Second Edition, June 2004 provides pass by data for financial institutions. The table (copy attached) identifies the average pass -by rate for financial institutions with drive up service at 47 percent. Thus the projected trip generation for the 2,740 sf KeyBank is 28 to 71 PM peak hour trips. Accounting for pass -by traffic the net new is 15 to 38 net new PMPHT's. Per the Institute of Transportation ;Engineers Trip Generation, Eighth Edition for Drive in Bank (ITE Land Use Code 912) 50% of the traffic enters and 50% exits the site during the PM peak hour. Theproject site is presently developed with a Shell Gasoline/Service Station that is to be removed to make way for the proposed development. The existing site use generates significantly more traffic than the proposed KeyBank. Trip Distribution Figure 6 shows the site generated traffic assigned to the street system. Trips to and from the site were distributed to the surrounding street network based on the characteristics of the network, existing traffic volume patterns and the location of likely trip origins and destinations (residential, business, shopping, social and recreational opportunities). HORIZON YEAR CONDITIONS "WITH" THE PROJECT Traffic Volumes Figure 7 shows the 2014 PM peak hour traffic volumes "with" the proposed project at the site access intersection. The site.generated PM peak hour traffic volumes shown on Figure 6 were added to the projected background traffic volumes shown on Figure 5 to obtain the Figure 7 -volumes. Level of Service Table 1 shows the calculated LOS for the horizon year (2016) "with" and "without" project conditions at the W. Edmonds Way/100th Ave. W. intersection. Based on our analysis the analysis intersection would continue to operate at LOS 'D' or better "with" and "without" project conditions. W. Edmonds Way (SR - 104) is exempt from concurrency that is moot since the intersection operates at LOS 'D' that meets the City's criterion. Via Traffic Engineering inspection the site accesses would operate satisfactorily. �•i..w.•�.•s�: .er.r......,».�rr rr. r•:...q..: r..,.., r,y,n/v...e.•.�i...i�a+ Cpl Ott f7J1"i OK11 JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -8- Queuing Analysis" JTE; Inc. obtained a queuing template for use in determining queuing. This template was. provided by Rick Perez, PE, PTOE. Two items are needed to use the template traffic volume entering the site and the time it takes to conduct a typical transaction. The PM peak hour site traffic is identified to be 26 vehicle trips (based on JTE, Inc. data) with half entering and half exiting the site during the PM peak hour. Using ITE data that I believe to be high the site traffic would be 67 PMPHT's (shown for illustrative purposes) It is noted not all the customer traffic using the site would use the drive up service lanes; some would park and obtain services inside. However for analysis purposes all site customers are presumed to use the drive up service lanes that ensures a conservative queuing study. . Banks typically limit the number of transactions allowed to be conducted_ at the drive up service windows. The presumed average transaction time is conservatively estimated at 3 minutes. Conducting a queuing analysis (see table below) for 14 (JTE, Inc.) and 18 (ITE) entering vehicles with an average delay of 180 seconds using the template provided by my Colleague shows that that the probability of more than two vehicles queued at less 1% based on JTE, Inc. data and 2.3% ITE data. And in fact not all customers would use the drive up service lanes. Volume 14 lTEInc " ?i18"ITE Lanes Lanes ';.1', � ";�;-� r ;:,,: ,<•.,,:•�,�: •: r'�t?di?tet„t,:.'Ki; .'Zr r14i.a•..�2 Dela seconds Avera a Queue using Red 0.0000. 0.0000 Average Queue using Dela .0.3500 6.4500 ,Average Queue 0.3500 0.4500 Queued Vehicles Cuinulative.Probabilit . 0 .70.4688% .63:7628% 1.. 95.1.329% 92.4561% 2 99.4491% 98.9121% 3, 99.9527% 99.8805% 4 99.9987% 99.9894%0 5 99:99980 99.9992% 6 100.0000% 99.9999%. — 7 100.0000% 100.00000% The data and my Traffic Engineering expertise indicate that providing storage for 2 -vehicles (50') behind the customer being served vehicle is more than sufficient. COLOR CUM ONLY • i ' JTE, Inc. Cassandra Rowan, IIDA, Director CALLiSON July 22, 2011 Page 4 Site Circulation: The project site has access via right in/out driveways on Edmonds Way (SR -104) and 1001" Ave. W. and an internal connection to the adjacent business drive aisle and parking area to the west HE Inc. trip generation based on local financial institutions projects that 28 would enter and exit the site (71 per ITE) during the PM peak period that correlates into at most a vehicle just over a vehicle a minute. The site circulation as depicted on the site plan works for these rates of projected traffic. AGENCY TRAFFIC IMPACT MITIGATION REQUIREMENTS The City of Edmonds has a traffic impact fee per Ordinance 3791 April 21, 2010 that Amended Chapter 18.82 of the Edmonds Community Development .Code that was added via Ordinance 3516 September 8, 2004. The pertinent sections (italics) of ECDC follow: 18.82.030 Assessment and payment of impact fees. A. Required, Ae city shall collect impact fees, based on the rates in ECDC: 18.87.120 .front any applic(mi seeking; development approval from the city fi r any development activity within the city as provided herein. This shall include, but is not limited to, lite devviopment c f.'residential, commercial, retail, ofllce, and industrial land, and includes the expansion or change of existing uses that creates it demand for additional public facilities. B. Timing; and Calculation of Fees. Impact,ices shall he assessed hosed upcnn the road impact fee rates in eject at the time of issuance of the building permit, including but not limited to change of use permit or rentodel permit.. In the event the development activity does not require a building permit, application of the chapter shall be at the time of issuance of the business license. Business license applications shall he filed pursuant to C hapter 3320 ECC. 1. For a change in. use of tin existing building or dwelling unit, including; any alteration. expansion, replacement or neer accessopy building, the intpact fee shall be the applicable impact fee for the ITE land use ofthe nein, use, less an amount equal to the applicable impact fee for the ITE land use of the prior use, established at the time lire prior use was permitted. If the previous uve was permitted prior to the adoption of Ordinance 3516 (effective dale: 09/12104), the 2004 ECDC 18.82.120 impact _fee.shdll.be rised 18.82.120 Road impact fee rates. The road impact fee rates in this section are generated from the formula for calculating impact fees set forth in the rate study, which is incorporated herein by reference. Except as otherwise provided for independent fee calculations in ECDC 18.82.130. exemptions in r,.,,+...aor; m,.:�..a.•s�::: au r,.;..:.. �... s,.,.. t:-: a.,R.•..�e a.. COEOiI COPY.ONLY s JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -10- ECDC ,18.82.040 and credits in ECDC 18.82.050. all new developments in the city will be charged the road impact fee applicable to the type of development as follows: W. D&6 -in bank, WE Land Use Code 912:$7.66 per square`foof. AC.`Gas station with convenience, ITE Land Use Code 945: $3_,347.62 per vehicle fueling position. [Ord. 3791 § 6,2010; Ord. 3516 § 1, 2004]. Note: The fee per Edmonds ' Ordlnance 35x.6; 2004 is $3,535.82 ,per fueling position (FP) per RE LUC 844) The Traffic Impact Fee for the proposed KeyBank re -development project is determined as follows: Proposed KeyBank:2,740 sf x $7/sf = $199180 Existing Shell Gasoline/Service Station: 8 FP's x $3,535.82/FP = $28,286.56 Based on my analysis the no TIF is due. SUMMARY, CONCLUSIONS AND RECOMMENDATIONS This report analyzed the traffic impact of the proposed Edmonds Way KeyBank re- development project in the City of Edmonds. The site is located on the southwest corner of the W. Edmonds Way/100th Ave. W. intersection. The Cityof Edmonds Traffic Impact Analysis Worksheet indicates that projects generating less than 25 PM peak hour trips (the KeyBank traffic generation is significantly less than the existing Shell Gasoline/Service Station site use). City staff requested that traffic effects be reviewed due to the site's location adjacent to a high traffic intersection. City staff provided existing traffic data at the W. Edmonds Way/100^ Ave. W. intersection that is used in the analysis. Future horizon year traffic volumes were derived using a two percent per year growth factor. Level of service analyses were performed for existing and projected future horizon traffic volumes. The evaluation of the traffic impact of the proposed project included adding project generated traffic to the future traffic volume projections and calculating the level of service. The "with" project traffic operations were then compared to the "without" project operations. The comparison of traffic operations'"with" and "without" the project identified that the project would not cause a significant adverse affect on the operation of the study'intersections. Traffic queuing for the drive up service lanes was analyzed using internal JTE, Inc. traffic data and ITE data (that we believe to be high) and based on the results providing queue storage for 2 -vehicles (50') behind the customer being served vehicle is more the adequate: The site circulation depicted on the site plan works for the anticipated traffic loading of the site (reviewed using both JTE, Inc. and ITE data). Based on our analysis we recommend that the KeyBank re -development -project be allowed with the following traffic impact mitigation measure. 1. Construct site in accordance with applicable City requirements. �,t.yr,., /.y,•n,f.,r r:r,l:•�:f t,.1 i1x-c. ...F✓. rrn. .s..-r.,V:+ew,R-.:,.:.f✓e. col oil M", Wily JTE, Inc. Cassandra Rowan, IIDA, Director CALLISON July 22, 2011 Page -11- 2. No Traffic Impact Fee payment to the City Is required. No other traffic mitigation should -be necessary. Please contact meat 206.799.5692 or email me at jaketraffic@comcast.net if you have any questions. MJJ: ExpotEs 402 o1.7 Very truly yours, Mark J. Jacobs, PE, PTOE JAKE TRAFFIC ENGINEERING, INC. v7.22. ZoI( YV'G...:J.;; Mi;J:�liw.Ya:l �.I1 (Jn.•C.nm.K. 4n e.n IJ `J�"�.4K.'M F. "V CO; OF? COPY p;13 V PM PEAK HOUR LEVEL OF SERVICE TABLE 1 EDMONDS WAY KEYBANK -- BURLINGTON TRAFFIC IMPACT ANALYSIS INTERSECTION APPROACH EXISTING 2016 W/0 PROJECT 2016 W/ PROJECT ,W. Edmonds Overall D (39.4) D (46.9) D (47.8)* Way/1001th Ave. W. * The actual delay would be less; the re -development traffic is less than the existing site traffic but for analysis no credit for existing traffic is taken that ensures a conservative ana.iysis. T =trips, X = per 1.M." Sq. R. or ii of Tuellf1 NU'tUUub, �rw� - uci wca nc(�uu.a A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (existing or entering) inside the study site. The above trip generation values account for all the site trips made by all vehicles for all purposes. including commuter, visitor, recreation, and service and delivery vehicle trips. 1\Y.�..n .,�t\�.� ...IfV':I1PH I.I...f....p... f+u w. 4•a-+J.�r+.v. .Y.•�'a ra. cot W CAM OM V VEHICULAR TRIP GENERATION TABLE 2 EDMONDS WAY KEYBANK - EDMONDS. TRAFFIC IMPACT ANALYSIS TIME TRIP TRIPS TRIPS TOTAL PASS -BY . NET PERIOD RATE ENTERING EXITING TRIPS % TOTAL A. Drive-in Bank (Land Use Code. 912, 2,740 sq. ft.) Average Weekday T'- 148,15X 203(50%) 203 (50%) 406 - - AM peak hour T ='12.35X 19 (56°k) 15 (44%) _ 34 - - PM peak hour (ITE) T = 25.82X 35 (50%) 36(50%) 71 47°% 38 PM peak hour (JTE) T = 10.17X 14(50%) 14(50%) 28 47% 15 B. Gasoline/Service Station (Land Use Code 944, 84ueling positions) Average Weekday T=. 168.56X 674 (50%) 674 (50%) 1,348 - - AM peak hour T=12.16X 49 (51°(°)- 48(49%) 97 - - .PM peak hour T -13.87X 55(50%) _ 56 (50%) 111 42% 64 Net Total (A - B) Average Weekday - <471> <471> <942> - - AM peak.hour. - <30> <33> <63> - - PM peak hour - <20> <20> T =trips, X = per 1.M." Sq. R. or ii of Tuellf1 NU'tUUub, �rw� - uci wca nc(�uu.a A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (existing or entering) inside the study site. The above trip generation values account for all the site trips made by all vehicles for all purposes. including commuter, visitor, recreation, and service and delivery vehicle trips. 1\Y.�..n .,�t\�.� ...IfV':I1PH I.I...f....p... f+u w. 4•a-+J.�r+.v. .Y.•�'a ra. cot W CAM OM V Project: Edmonds Way. KeyBank _ Edmonds Location: SW corner of SR - 104/1009, Ave. W. intersection NORTH JTE, Inc. FIGURE 1 EDMONDS WAY KEYBANK - EDMONDS TRAFFIC IMPACT ANALYSIS VICINITY MAP :! F SI''.i . `' �, to s { it ? . 218th Sr SW =7o D D 1 1 '• v � Ehn St. ` to , i EtbiiOrrdf a' _ . �, t , q. m � o, 22o+n s� sw Fi Ji '' < ° `wi'.. 222nd 6 -SW !224tH -St SVV v a 224th s� sw i r 22fitti SI' Sy 226th S1 SW-' Project Site 1 -:2281h 51 Sw - � 230th s<�' 23tst.St SW • �i $ i ' 232nd irI St SY. ' -`� •,` Pt Robin, 232nd .SW "Warhuun Rd' a 23Ctti R 233rd P1 SW SW; { , e�� 233 1h Pl S•. :I 236th s1�SW 2371h'Q 2381h Sr SIV' o 24Dtii 5t'SW „- 241116 Si SW.' 742nd -St S -' -t ' =h St SW , N 245th Sr-- 11 20W JTE, Inc. FIGURE 1 EDMONDS WAY KEYBANK - EDMONDS TRAFFIC IMPACT ANALYSIS VICINITY MAP Project Edmonds Way KeyBank Edmonds Location: SW corner of -SR - 104/100t! Ave. W. intersection EDVONDS My %N CJR9 ^M t NORTH .ATE, Inc. FIGURE 2 EDMUNDS WAY KEYBAN:K - EDMONDS TRAFFIC IMPACT ANALYSIS SITE PLAN (S) tk157Aw' Ksoaftk SMS TO V j RUIA Lwf"E I — INSIM ROR"s tL- fro f f f 41 '11-- —4 k -i ENISTW4 CM I LW UAlINT L -j a I (1) SUBS RUM 101.1 BASH 9M ACCES TO% 19ID.w-x Mi #q* NaT. An 8.5 x 11" copy of the site plan is included with this report .ATE, Inc. 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' 4 J :,� �.t'' •`f i,H Y r�� W� i'°'4 �"'}.." y4 .+'ti'+w� f fib.,.+"-• �."a' +"'%�. tV... � 1 r v _.^.: (. r•'►m.. �-��"S a -y7.ar .AO _ �'1�'�... ..I t." ?.��9&'7.fa..s..•. � r ?'»'• _i K' :fir rS ....e.,- ire c. X -t i y of F bAU City of Edmonds � v Traffic Impact Analysis Worksheet • ins aw Name of Proposed Project: Owner/Applicant Name Applicant Contact Person: Name Streei/Mailing Address Street/Mailing Address City State Zip City State Zip Telephone: Telephone: Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): 3'/a-�z �L-�2A-(=r< < �n� d �- _,1-�•r c �"7 �.��- �' '�� L.� P,C �'� or Firm Name Contact Name 9 �FLQ C er-CAf%N Z Telephone: 2C) 4 7 THRESHOLD LEVELS OF ANALYSIS Project Traffic Levels Sections to Comp lete 1. Less than 25 peak -hour trips generated 1 and 7 only (Worksheet/Cheek,list) 11. More than.25 peak -hour trips generaied All sections EA 1. PROJECT DESCRIPTION a. Location - Street address: Jr;0 � „ �.- p^' —% ` ? ba y A(C. d (Attach a vl, cinity crap and site plan.) ti. Specify existing land use: AT •-.•. C e c. Specify proposed type and size ofdevetopmcnt: sf k<; Cir^ Z " 4•-.,v` S �•� ✓lC c l --, e1(# t jresidential units and squarefootage of building) �y fe 0 A ^ta �Ll ��7aC �- !S (J ..+X✓C� f� fV •.-T//'+� 6,....,....I ..«/.�.Ii1l i! r[' !'-..A:.. l... ,(.... ...1.-{I{.�• n Ir. IIJ QS i d. Date construction will begin and be completed: e. Define proposed access locations: f E' le 7 J f. Define proposed sight distance at site egress locations: ?':I, c- ^C�Q—r' /-C r ti-, r. 3 S'G,o:JI� �'r G..Jt!' f 4. 4-0 —J/C,, 2._ TRIP GENERATION Source, sliall bc.the.Eighth Edition of the Institute of Transportation Engineers (ITE) Trip Generation manual. For in fee calculations, the current edition of the ITE manual may be used. AUT = Average Daily Traffic PM Peak -hour trips (AM, noon or school peak may also apply as.directed by the City Engineer) a. Existing Site Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT r, � CW s~ S-6 b. Proposed Project Trip Generation Table: Land Use Daily (ADT) PM Peak -Hour Trips IN OUT GY2> 9 f Y-06 / , �Y c. Net New Project 'Trip Generation "fable: Land Use Daily (AD7.') PM .Peak-Hour'l'rips IN OUT G- 1 GY2> d. State. assumptions and methodology for internal, link -diverted or passby trips: . I .... G •7. �.rA r v -W •r_..n:,. r .......... ......f...... U'....6..1...t., 1)...... 1 , r4z 3. TRIP DISTRIBUTION Prepare and attach a graphic showing project trip distribution percentages and assignments., For, developments that generate over 75 peak -hour trips, the City f nginter reserves the right to require trip distribution to be determined through use of the City traffic model.' 4. SITE: ACCESS ROADWAY/DRIVEWAYS AND SAFETY a.. Have sight distance requirements at egress location been rnet per AASHTO requirements? r c'S b. Intersection Level of Service (LOS) Analysis: o o r^ /.�`'—' �� L'J ` l�i�ersec:�iorrc to hc'' evulunted shall he cleternrini�d by the. C'i/y of •l:di►rn�icls 'I'rc��ic� ls�igi►►ec�r C. Existing Conditions LOS ( 95% Delays Year of Opening LOS n Delays Five Years Beyond Change of O Land ,Use Five Years beyond Change of LOS Delays �7 Land Use to .�. C Ia ••' w� J % b �crJS �. � ..: ��.�� Pkv �l' .1'11 Descri ccFianneliration �varrarits: j �,, c r .�- Z,-e%C fi.-� fcl /�sPa �Y✓ c y �6 f �f d% (Attach striping_ plait.) d. Vehicle Storage/Queuing Analysis (culecrl(ilc _i0% and 95 % giietiing /eiiglhs): Sf % 1A 50% ( 95% Existing Conditions Year of Opening Five Years Beyond Change of Land ,Use C. If appropriate, state traffic control warrants (e.g. stop sign warrants, signal warrants): ^3 j6 - f. Summarize local accident history22 (only required for access to principal and minor arterials): 7 t`� e t A 'Available upon request at City of Edmonds Development Services Department z Available upon request at City of Edmonds Police Department � o &-a-1 in.(in VUR •r -..a;.. I... -. r,...... 7 ..r c S. TRAFFIC VOLUMES �'e e '7-.t /3 Provide the following and other planned development traffic within the city.' a. Describe existing ADT and peak -hour counts (less than two years old). including turning movements, on street adjacent to and directly impacted by the project. b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the project is fully open (with and without pk< ject trawc). c. Describe the estimated ADT and peak -hour counts, including turning movements, five .years after the project has been fully open (with and without project traffic). d. State annual background traffic growth factor and source- . \ b. LEVEL OF SERVICE (LOS).ANAINSIS a. Summarize level of Service Analysis below and attach supporting LOS analysis documentation: n. the following documentation for each arterial street or arterial intersection impacted by ten or more peak -hour trips. Other City -planned developments' must also be factored into the I.OS calculations. s c 7-11 LOS LOS Existing Conditions Existing Delays Year of Opening With Project without Project Five Years Be'ygnd Change of Land Use with Project Without Project b. Note any assumptions/variations to standard analysis default values and justifications; A list of planned developments are available at the City uponrequestfor public records `J p....:_..A.....C,14/r/, Vol T_..M_ • • 7. MITIGATION RECOMMENDATIONS, State recommended measures and fees required to mitigate project specific. tral)ic impacts. 'fraffic ; impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified in ECDC 18.82.120, except as otherwise provided for independent ice calculations in ECDC 18.82.130. CHANGE IN USE .Fee for prior use shalt be based on fee established at the time the prior use was permitted. If the previous use was permitted prior to the adoption of Ordinancc 3516 (efi'ective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. w►► New Use Fee: S Ll NEWDEVELOPMF.NT Units in square f eet, # of dwelling, V1102 ctc. XZa.�Yo — Fee �� & . I -_1 [0 Prior Use Fee: S = S �Uy362 ITE Land Use Category I Per bait Fee Rate =New S Fi OTHER X Units in square feet, # of dwelling, vfa. etc. Fee FEEL ITE Land Use Category, PUnit Per er Rate New Use 512— S 3- 03 Prigr Use �,:; �1'P,-✓:cc 8'Y{ $ w►► New Use Fee: S Ll NEWDEVELOPMF.NT Units in square f eet, # of dwelling, V1102 ctc. XZa.�Yo — Fee �� & . I -_1 [0 Prior Use Fee: S = S �Uy362 ITE Land Use Category I Per bait Fee Rate =New S Fi OTHER X Units in square feet, # of dwelling, vfa. etc. Fee FEEL -MITIGATION INDEPENDENT FEE CALCULATION: $200.00 + consultant fee) S TOTAL TRAFFIC IMPACT FEE S City of Edmonds, Engineering Division Approval Date ► No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. D....:....1 ,... X", 011l1 11:011 •r...W... ....... a«..r....:. u',...A.. ►..... n...._ 4 ..f 9 2009 - Impact Fee Rate Table Edmonds Stree is and Roods Impact Fee Roto Stud y TABLE 4 IMPACT FEE RATES (1) (2) (3) . (4) (S) (6) Trip ITE ITE Land Use Trip 96 New Length Net New Trips per Impact Fee Per Unit @ ode Cat Rater Tri ' Factor'. Unit of Measvre $1,04 tr' 110 Light Ir d-wrial 0.97 100% 1.47 1.43 1,000 gg ft 1.50 per scryare toot 140 Manufacturing 0.73 100% 1.47 1.07 1,000 sq h 1.12 per square foot 15.1 Mini-wanehouso 0.26 100% 1.47 .0.38. 1,000 sq ft 0.40 per are foot 210 Single family House 1.01 10094 1.13 1.14 dvrelfirtq 1,196.33 per dwelling unit 226 Apartment 6.62 100%. 1.20 0.74 dwelling 776.56 por dwelling unit 230 Condominium 0.52 100% 1.15 0.60 dwellint 629.65 r dwellin unit 240 Mobilo Home 0.59 1 OD% 1.09 0.64 dwelling 671:62 per dwelling unit 251 SerJor Housing 0.16 100% 0.93 0.15 dweliing 157.41 per dwelling unit 320 Motel 0.47 100% 1.27 0.60 room 629.65 per room 420 Marina 0.19 10035 0.97 0.18 berth 188.89 per boat berth 444 Movie Theater 3.80 85% 0.73 2.36 1,000 sq ft 2.48 per square foot 492 Health/Fitnes Club 3.53 7S% 1.00 2.6S 1,000 sq ft 2.78 per square foot 536 High School 0.97 80% 1.00 0.78 1,000 sq ft 0.82 per, square foot 560 Church 0.55 100% 1.20 0.66 1,000 sq ft 0.69 per square foot 56S Da Care Center 12.46 7S% 0.67 6.26 11,000 A 6.57 per square foot 620 Nursing Home 0.22 100% 0.87 0.19 bed 199.39 per tied 716 General Office 1.49 9096 1.47 1.97 1,000 sq ft 2.07 per square foot 720 bled,cat Office 3-46 75% 1.40 3.63 1 000 ft 3.81 uare foot 814 Specialty Retail 2.71 55% 0.60 0.89 1,000 sq ft 0.93 per square foot 820 Shopping Center 3.73 65% 0.53 1.28 1,000 sq ft 1.34 per square foot emnarket 10.50 6596 0.67 4.57 1.000 sgft 4.80 per square foot .850 852 Convenience mkt 34.57 • 40% 0.40 5.53 1,000 sq ft 5.80 per square foot 15-16 hours 912 Drive-in bank 25.82 55% 0.47 6.67 1,000 sq ft 7.00 per square foot 932 Restaurant: stt- 11.1 S 5595 0.73 4.48 1.000,5q ft 4.70 per square foot tfOWn 933 Fast food, 00 _ 26.15 5096 0.67 8.76 1,000 sq it 9.19 per square foot drive -up 934 Fast food, w/ 33.84 5195 0.62 10.70 1,000 sq ft 11:23 per square foot drive -up 936 Coffee/Donut 40.75 2096 0.67 5.46 1,,000 sq ft 5.73 per square foot . no drive -up 938 Coffee/0onut 75.00 20% 0.67 10.05 1,000 $4 ft 10.55 par square to Shoe. drove -up. no indoor seating 945 Gas station 13.38 45% 0.53 3.19 vfp 3,347.62 per vfW yr%convergence Or_- 31-5L T7, c 2 ilE trip Generation (8th Edition): 4-6 PM Peak Hour !tip Ends ed Excluders {lass -by hips: see 'Trip Generation Handbook: An ITE Proposed Recommend.. Practice' (1988) ° Ratio to bverogo trip length. s vfp: vehlclo fuo.ing positloh Hendotson. City of Edmonds, 1Noshington actobor 29.2007 YouC mpany EFFECTIVE 51112010 Pope 21 n...;....r -- ,cnwirn LQ? •r...rr., r.». -.. A L..:.. D...... O ,.r .4 2004 - Impact Fee Rate Table Fdmonds Read lmpcicr r-Va Rate Study J TABLE 4 IMPACT FEE RATES (1) (2) (3) (4) (5) (G) Trip ITE I1E Land Use Trip % New Length Net New' Trips per impact Fee Per Unit @ S Code Cate o Rate' 1'ri s' Factor' Unit 'of Measure 763.66 pe r Tri 110 Light Industrial 0.98 10096 1.59 1.56 1,000 sq ft 1.19 Der square foot 140 Manufacturing 0.74 100% 1:S9 1:18 1,000 sq ft 0.90 per square foot 151 Mini -warehouse 0.26 100% 1.59 0.41 1,000 sq ft 0.32 Ixt square foot 210 Single family 1.01 10095, 1.09 1.10 dwelling 840.72 per dwelling unit House 220 Apartment: 0.62 100% 1.15 0.71 dwellhvr 544.49 per dwellinc3 writ l30 Condominium 0.54 100% 1.15 0.62 dwelling 474.24 Per dwelling unit 240 Mobile Nome 0.56 100% 1.09 0.61 dwelling 466.14 per dwelling unit 310 Ilotel 0.61 1013%. 1.25 0.76 room 582.2.9 prr room, 320 Motel 0.47 10096 1.25 0.59 room 448.65 .er'room 420 Marina 0.19 1009'0 0.97 0.18 berth' 140.74 per boat berth 430 Golf course 0.30 100% 1.00 0.30 acre Z29.1•U per acre 444 Movlc Theater . 3.80 10096 0.72 2.74 1,000 sq it 1.36 Ear s uare foot 492 Parquet club 1.83 10095 0.97 1.78 1,000 sq ft 3.58 per square foot 530 High School 1.62 10095 0.62 0.63 1,000 sq it 0.48 Fe.r square foot 560 Church 0.66 10056 1.15 0.76 1,000 sq ft 0.58 per square foot 610 Hospital 0:92 100% 1.56 1.41 1,000 sq ft 1.10 per square foot G20 Hurling horse 0.20 1009'0 0.87 0.17 bed 132.88 rbed b 710 General.Office 1.49 100961 1.59 2.37 .1 600 sq it 1.81 per sc uare foot 720 GtecieaI office 3.66 100% 1,50 5.49 1,000 8d It 4.19 per square foot 8ZO Shoaping Center 3.74 81,% 0.40 1.21 1,000 sq ft 0.93 per square foot 831 Itestaurant: sit- 10.86 5695 1.06. 6.45 1,000 sq it 4.92 per square foot _ down 833 fast fodrl, no?.6.15 52% 0.62 11.43 1,000 sq ft 6.44 per square'foot driuc•up 834 Fast food, w/ 33.48 5196 6.G2 10.59 1,000 sq ft 8.08 per square foot drive -up. 844 bas station 14.56 GO% .0.53 4.63 ► ► 3 53 fiZ r .v to 84S bas slatloin 13.38 47% 0.53 3.33 pump ,. per vfp' wYeonvenience 850 Supermarket 11.51 55% 0.65 4.1.1 1,000 sq ft 3.14 per square foot 851 .Corricruence 53.73 39% 0.40 8.38 1,000 sq ft 6.40 per square foot market. -24 hr 91.2.Orive=in Bank 54.77 51% .0.47 13.13 1,000 sq ft 10.03 per square foot ITE T(p.Generotion (01h Edition): 4.6 PM Peak. 1.10.1r MID Ends ' Excludes puss -by trips: see 'irip, Generafion Handbook: An HE Proposed Recommended Ptacttce- {[988) 4 Ratio'to overage trip length. 3 vfpi: Veneto f ieVnc3 position Henderson. City of Edmands. Woshington Young & April 15, 2003 Company EFFECTIVE 91.12/2004 Pare 18 u...:�..d .... ,G l7A/J�1 Cvo 7-...Q:.. e.......... A..,.l...:. b...... d ..r 4 Message • Pagel of r' Mark J. Jacobs, PE, PTOE From: Hauss, Bertrand (hauss@ci.edmonds.wa.us] Sent: Monday, July 11, 20119:26 AM To: JakeTraMc@comcast.net Cc: Zulauf, JoAnne Subject: SR -104 @ 100th Attachments: SR -104 @ 100th Accident History.xls; Edmond s Wy 100th Ave W AprO.QPM.pdf Good morning, 1/ 3 -year accident history at SR -104 @ 100'h Av. W (1s� attachment) 2/ PM Intersection Peak hour volume 3/ The daily traffic counts at the intersection of SR -104 @ 100'h are as follows: 1. 24,500 vehicles: total of both movements along SR -104 near 100t11 intersection (ADT) 2. 13,109 vehicles: total of both movements along 9t11 Av. S (ADT) Thanks and let me know if you need any additional information. Bertrand -----original Message ----- From: Zulauf, JoAnne Sent: Tuesday, July 05, 20119:31 AM To: Hauss, Bertrand Subject: FW: 2011.008 - traffic and accident data request Hey Bertrand, I think it would be more helpful to Mark if you repond to this one. Thanks! JoAnne Zulauf ----Qrfginal Message ----- From: Mark J. Jacobs, PE, PTOE[mailto:JakeTraffic@comcast.net] -Sent: Tuesday, July 05, 2011.9:29 AM TO; Zulauf, JoAnne Subject: 2011.008 - traffic and accident data request JoAnne hope you had a nice 4t'. Does the City have any current TMC's at the 100th Ave. W/Edm .nds Way (SR —104) IIS? if yes I request the information. am also looking for 3 — years of accident data at the 100'h Ave. W_/Edmonds Way US + 1000' in all drectkm. Contact me with any questions. Mark 206.799.5692 7/15/2011 + Prepared for. ICF Jones & Stokes "Traffic Count Consultants, Inc. 'Total Sune P4 8 '1. 344, 511 58 .20 439 861 213T.21 Phime: (425) 861-88M. FAX(425)861-11877 1204 E' -Mail: TC'2in a 3Ul.com 44 .81 966 283 5654 Pcak 110ur. 5:00 PM 10 6:00 FM N'Bl%UHii , Total 1 208289 27 4. Intersection: lidwnds Way WR I00th Ave W 124 627 246 25 46 571. 130 3067 A Date of Count: Apt 23 2008 Location: Edmonds .997 747 3067 - e 02% Checked By: LME3 Time From North on (SB) Frorn South Or► (NB) 3.3% . .1.4% From East on (M) From Weston. (EB) Interval Interval 100th Ave W 100th Ave W Comonds Wa'W FAmunds Wa •W Total Ending at1" L 5 R. T L: S R T I- ti R T I. S R 4:15 P 0 32 42 10 8 31 105- 26 2 24. 145 40 2 5 50 . 26 556 4:301' 38 58 10 ` 3 49 83 23 -4 28 136 74 10 7 140 40 686 4:45 P .2 3 34 64 6 4 66 104 25 0 24 146 56 2 11 113 40 689 5:00 P 2 32 58 5 .1 54 102 16 2 31 150 47 3 12 92 47 656 5:I5 P 0 61 72 4 0 52 141 31 4 29 135 60 2 8 183 40 816 53011 0 74 67 4 2 51 109 20 2 27 181 65 11 15 117 2 -732 5.:45.P 0 41 81 6 1 58 110 29 1 30 143 67 .11 12 149 47 773 6:(10 P I 32 69 13 1 58 107 33 6 38 168 54 1 11 122 .41 746 G:15P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:451' 0 0 0 0 0 0 .0 0 0 0 0 0. 0 0 0 0 0 7;001'. 0 0 0 0 0' 0 0 0 0 0 0 0. .0. 0 0 0, Q 'Total Sune P4 8 '1. 344, 511 58 .20 439 861 213T.21 231 1204 463. 44 .81 966 283 5654 Pcak 110ur. 5:00 PM 10 6:00 FM Total 1 208289 27 4. 219 '467. 113 13 124 627 246 25 46 571. 130 3067 A 524 799 .997 747 3067 - e 02% - 05% 1.396 3.3% . .1.4% 91 1.xI 100th Ave W 283 3 � - ! Edmondg.Way�Y 27 ze9 zoe f1d I . Edmonds Way%V I 873. Pd:: 1 �o 3`( '4 2 y f o S. 246 997 Bike~ A Y ) 1627 24 1620 46 j i� r 1) - tike 7A7 571 6 ?m :00 M 5pm to 6:00 P 1 3 F'l d 892 130 /,5'� 2 5•�� N S -E 1V ' Ped 0 -j 219. 467 : 113 fl 326.1 i.0 PHt Peal: uor Yolrune PF.Of.crmr INT 01 1 . I' 1 3 I 1 EH 0.81 3.398 INT 02 WT 1 1 t CKi)� Check Wit 0.91 1.3% X 03 I 3 In: 3067 nB 0.89 0.5% INT 05 0 Out: 3067 so 0.90 0.2. % INT .1342. 6 1001h Ave W Ioterw ion 0.94 IA% WT 06 4 INT 07 2 2 BEcydes'Froan• N S E W INT 08 1 1 2 INT Ot i I spccial htmm INT 09 0 INT 02 0 "T 10 0 INT 03 0 INT 110 INT 04 0 INT 12 F 0 INT 05 0 2 6 I1 19 INT 06 1 1 INT 07 0 INT 08 1 1 ( 70r_=0 3 TMOS 8052 08000520 20080205 132533 ACCIDENT TRAFFIC W, EDMONDS 100 AV 08000911 20080303 112212 ACCIDENT H&R UNAT W, EDMONDS 100 AV W 08001966 20080517 160423 ACCIDENT H&R ATT W, EDMONDS 100 AV W 08002168 20080531 194224 ACCIDENT H&R ATT W, EDMONDS 100 AV W 08002305 20080,610 135433 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 08002752 20086707 113449 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 06003325 20080811. 150046 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 08003352 -20080813 174905 ACCIDENT TRAFFIC EDMONDS WY, HWY 104 08003540 20080825 111240 ACCIDENT TRAFFIC EDMONDS WY, HWY 104 Q8005W 20080825 124736 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 08.003622 20080830 185035 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 08004313 20081018 180402 ACCIDENT TRAFFIC EDMONDS WY, WAY 08004592 20081106 153546 ACCIDENT TRAFFIC EDMONDS WY, HWY 104 08004655 20081110 182039 ACCIDENT H&R ATT W, EDMONDS 100 AV W 08004737 20081115 120109 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 08004908 20081128 162033 ACCIDENT TRAFFIC W, EDMONDS 100 AV W Q80.049g1 20081204 53612 ACCIDENT TRAFFIC EDMONDS WY, 1000 08064997 20081204 145616. ACCIDENT - TRAFFIC EDMONDS WY, 100 AV W 08005225 20081220 163246 ACCIDENT TRAFFIC EDMONDS WA 100 AV W 69000754 20090226 134814 ACCIDENT TRAFFIC EDMONDS WY, HWY 104 09000875 20090306 190121 ACCIDENT H&R ATT EDMONDS WA HWY 104 09000891 20090308 104649 ACCIDENT TRAFFIC W; EDMONDS 100 AV W 09001076 20090322 160456 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 09.001106 20090325 73426 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 09001142 20090327 .194934 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 09001203 20090401 123204 ACCIDENT TRAFFIC EDMONDS WY, HWY 104 09001378 20090413 165036 ACCIDENT TRAFFIC EDMONDS WA SR 104 09001426 20090418 172045�ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 09001533 20090426 170545 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 09001701 20090508 141835 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 09061758 20090512 190504 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 09001856 20090520 142647 ACCIDENT TRAFFIC EDMONDS WA HWY 104 09001875 20090522 100419 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 09002082 20090606 113502 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 09002156 20090611 112438 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 09002445 20090702 151552 ACCIDENT TRAFFIC EDMONDS WY, 100 AV W 09002541 20090710 175459 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 09002615 2Q090716 84140 ACCIDENT H&R UNAT EDMONDS WY, SR 104 09003085 20090816 174826 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 09003192 20090824 164855 ACCIDENT TRAFFIC W, EDMONDS 100 AV S 09003194 20690824 170831 ACCIDENT H&R ATT W, EOMONDS 100 AV W 09004381 20091116 145906 ACCIDENT TRAFFIC W, EDMONDS 100 AV W Q9004678 24091209 171524 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 10000052 20100105 171413 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 10000629 20100218 115252 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 10000653 20100220 95010 ACCIDENT H&R UNAT W, EDMONDS 100 AV W 10001308 20100411 143731 ACCIDENT TRAFFIC EDMONDS WY, 100 AV W 10001313 20100412 91253 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY !O STREET2?;;, TRAFaAREA ;IMPACT PT;'; PRIM .CAUSE; ,A-"•.INJ'CNT FATAL'•.CNT• EP.,, AREAS: HWY 104 STREET AT T+DUNK 1 0 E02 EDMONDS WY PRIVPROP 150 FT N WN 0 0 E022 EDMONDS WY PRIVPROP 200 FT N +DUNKW 0 0 E022 E'b'6S WY LOT 156 FT NE UNKWN 0 E0 0 22 EDM'ONDS WY PRIVPROP 200 FT S N 0 0 E022 EDMONDS WY STREET 150 FT S S+DOUT 1 0 E022 160A -VW STATEHWY 300 FT W N 0 0 E022 100 AV W STATEHWY AT T+NOTD 0 0 E022 100 AV W STATEHWY 200 FT W NOTDI 0 00022 100 AV W STATEHWY 515 FT W DOUTS 0 0 E022 EDMONDS WY STREET 400_ FT S +NOTD 0. 0 E022 100 AV W STATEHWY 40 FT E N 0 0 E022 100 AV W STATEHWY 406 FT E +DUNK 1 0 E022 EDMONDS WY LOT 200 FT N DUNKWN 0 O'E022 EDMOND,S WY STREET 225 FT S +DUNK 0 0 E022 HWY 104 LOT 100 FT E +DUNKW 0 0 E022 EDMONDS WA STATEHWY 0 +DUNKW 1 0. E022 ✓ EDMONDS WA PRIVPROP 100 FT NE DR+DUN 1 0 E022 EDMONDS WY STREET AT WN 1 0 E022 100 AV W STATEHWY 595FT E DUNKW 2 0 E022 100 AV W STATEHWY 110 FT W T+DUNK 1 0 E022 EDMONDS WY PRIVPROP 300 FT N G+DUNK 0 0 E022 100 AV W STATEHWY 100 FT E DIS 0 0 E022 EDMONDS WY STREET 300 FT N N 1 0 E022 100 AV W STATEHWY 300 FT W N 2 0 E022 100 AV'W STATEHWY AT 9900 S+DOUT 0 0 E02.2 100 AV W STATEHWY AT T+INTR 0 0 E022 100 AV W STATEHWY 50 FT E T+INTR 0 0 E022 100 AV W STATEHWY AT T+DUNK 2 0 E022 EDMONDS WY STREET 270 FT S NOTDI 0 0 E022 HWY 104 STREET 30 FT S ER 0 0 E022 100 AV W STATEHWY AT +DUNK 0 0 E022 100 AV STATEHWY 500 FT E T 0 0 E022 SR 104 LOT 150 FT SW +DUNKW 2 0 E022 EDMONDS WY LOT 385 FT N T+DUNK 0 0 E022 . EDMONDS WY STREET 40 FT S DIS 0 0 E022 x SR104 STREET 15 FT S CLS 1 0 E022 ,e 100 AV W LOT 200 FT E 0 0 E022 100 AV W STATEHWY 60 FT E +NOTD 0 0 E022 X HWY 104 LOT 300 FT S T 0 0 E022 EDMONDS WY STREET 300 FT N TRN 0 0 E022 EDMONDS WY STATEHWY 200 FT N +DUNK 0 0 E022 EDMONDS WY STREET 80 FT S DUNKW 0 0 E022 ItC 100 AV W STATEHWY 235 FT W DUNKW 1 0 E022 100 AV W STATEHWY 30 FT E . T+D.UNK 0 0 E022 ,t "EDMONDS WY LOT 150 FT N DUNKWN 0 0 E022 EDMONDS WY STREET 40 FT S TOOL 1 0 E022 �C 100 AV W STREET 515 FT W NONE 1 0 E022 10001412 20100419 164208 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 10001542 20100428 174847 ACCIDENT TRAFFIC EDMONDS WY, EDMONDS WY 10001633 20100505 102043 ACCIDENT H&R UNAT W, EDMONDS 100 AV W 10001653 20100506 140702 ACCIDENT TRAFFIC EDMONDS WY HWY 104 10001768 20100514 160519 ACCIDENT TRAFFIC W. EDMONDS 100 AVE W 10001823 2.0100519 112958 ACCIDENT TRAFFIC EDMONDS WY, HWY 104 10001826 20100519 160159 ACCIDENT TRAFFIC W, EDMONOS 100"W 10001838 20100520 174558 ACCIDENT TRAFFIC W,EDMONDS; 100 AV W 10001916 20100527 103239 ACCIDENT H&R UNAT W, EDMONDS 100 AV W 10001941. 20100528 153828 ACCIDENT H&R ATT W, EDMONDS 100 AV W 10001960 20100529 113612 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 10002044 20100605 120100 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 10002054 20100605 190603 ACCIDENT TRAFFIC EDMONDS WY, H,WY 104 10003116 20100820 154601 ACCIDENT TRAFFIC W. EDMONDS 100 AV W 10003644 20100927 135312 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 10004027 20101025 125951 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 10004043 20101026 -182045 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 100p4110 20101030 115515 ACCIDENT TRAFFIC EDMONDB WY, EDMONDS WY 110 %00254 20110122 124622 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 11000569 20110215 183202 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 1100.1510 20110430 220606 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 11002068 20116608 182353 ACCIDENT TRAFFIC EDMQNDS WY, 100 AV W 11002147 20110614 174053 ACCIDENT TRAFFIC W, EDMONDS 100 AV W 11002165 20110615 135340 ACCIDENT H&R UNAT W.EDMONDS 100 AV W EDMONDS WY STREET 130 FT S AILLtDUNKWN 0 0 E022 X 100 AV W STATEHWY 300 FT W UNKWN 1 0 E022 HWY 104. LOT 200 FT -N DUNKWN, 0 0 E022 100 -AV W STATEHWY 200 FT E IMPTRN+INATT 0 0 E022 EDMONDS WY STREET. '200 FT N K 0 0 E022 100 AV W STATEHWY 250 FT E N 2 0 E022 HWY 104 PRIVPROP 500 FT N KWN 0. 0 E022 HWY 104 PRIVPROP 600 FT N S 0 0 E022 HWY 104 LOT 300 FT S N 0 0 E022 HWY 104 LOT 600 FT N D+DUNK 0 0 E022 HWY 104 STREET 200 FT N DOUTS 1 0 E022 HWY 104 LOT 300 FT N G+DUNK 0 0 E022 10O AV W STATEHWY 1000 FT E N, 1 0 E022 EDMONDS WY STREET 200 FT N YIELD 0 0 E022 HWY 104 STREET 305 FTS +DUNK 1 0 E022 - EDMONDS WY STREET 150 FT S N+TOOL 0 0 E022 EDMONDS WY STREET 300 FT S CLS 1 0 E022 100 AV W STATEHWY 220 FT E DUNKW 0 0E.022 EDMONDS WY STREET 80 FT S N+TOOC 0 0 E022 EDMONDS WY STREET 200 FT N DUNKW 0- 0 E022 EDMONDS WY STREET 225 FT N NOTDI 1 0 E022 EDMONDS WY STREET AT CLS 0 0 E022 ✓ HWY 104 STREET 300 FT N N 0 0 E022 EDMONDS WY LOT 300 FT S. N+BACK 0 0 E622 tle L vlJ�rL�f� G� � p W. Edmonds Way/100th Ave. W existing Lane Configurations 931 0 208 1146 311 1002 +T* 992 1 0 c0.08 cA.27 c0.13 0 0.13 Ideal Flow (vphpl) 1900 1900, 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 35.8 4.0 4.0 32.2 4.0 4.0 Progression Factor 1.00 4.0 4.0 1.00 1.00 1.00 Lane Util. Factor 1.00 0.95 Incremental Delay, d2 7.9 1.00 0.95 6.8 3.9 10.7 1.00 0.95 0.9 1.00 0.95 Frt . 1.00 0.97 30.8. 1.60 0.96 1.00 0.97 D 1.00 0.99 41.7 Fit Protected 0.95 1.00 0.95 1.00 D 0.95 1.00 D 0.95 1.00 )nter�ectwnSummary' Satd. Flow (prot) 1770 3441 HCM Average Control Delay 1770 3390 HCM Level of Service 1770 3436 1770 3494 0.70 Fit Permitted 0.95 1.00 0.95 1.00 105.3 0.95 1.00 12.0 0.95 1.00 Said. Flow (perm) 1770 3441 C 1770 3390 1770 3436 1770 3494 Volume (vph) 46 571 130 124 627 246 219 467 113 208 289 27 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj, Flow (vph) 50 621 141 135 682 267 238 508 123 226 314 29 RTOR Reduction (vph) 0 17 0 0 36 0 0 17 0 0 5 0 Lane Group Flow (vph) 50 745 0 135 913 0 238 .614 0 226 338 0 Tum Type Prot Prot Prot Prot Protected Phases 7 .4 3 8 5 2 1 6 Permitted Phases Actuated Green, G (s) 5.3 28.5 12A 35.6 18.5 30.7 17.7 2.9.9 Effective Green, g (s) 5.3 28.5 12.4 35.6 18.5 30.7 17.7 29.9 Actuated g/C Ratio 0.05 0.27 0.12 0.34 0.18 0.29 0.17 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 89 931 208 1146 311 1002 298 992 v/s Ratio'Prot 0.03 0.22 c0.08 cA.27 c0.13 c0.18 0.13 0.10 vls Ratio Perm v/c Ratio. 0.56 0.80 0.65 0.80 0.77 0.61 0.76 0.34 Ur4orm Delay, d1 48.9 35.8 44.4 31.6 41.3 32.2 41.8 29.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.9 5.0 6.8 3.9 10.7 2.8 10.5 0.9 Delay (s) 56.7 40.7 51.2 35.5 52.0 35.0 52.3 30.8. Level of Service E D D D D C D C Approach Delay (s) 41.7 37.5 39.6 39.4 Approach LOS D D D D )nter�ectwnSummary' ; ^3.sF'«7. ..;$. 7-7- --'., HCM Average Control Delay 39.4 HCM Level of Service D HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 105.3 Sum of lost time (s) 12.0 Intersection Capacity Utilization 69.9go ICU Level of Service C Analysis Period (min) 15 c . Critical. Lane Group Baseline Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 W. Edmonds Way/100th Ave. W 2016 without_project Lane Configurations R 0 924 ) +T* v/s Ratio Prot 0.03 0.25 0 c0.21 1 0 vis Ratio Perm Ideal FIo%W'(vphpl) 1900 1900 1900 1900 19.00 1900 1900 1900 1900 1900 1900. 1900 Total Lost time (s) 4.0 4.0 34.8 4.0 4.0 1.00 1.60 1.00 4.0 4.0 1.06 4.6 4.6 12.5 7. 16.3 Lane Util. Factor 1.0o 0.95 Delay.(s), 79.7 1.00 0.95 44.5 1.00 0.95 Level of Service E 1.00 0.95 D Fit 1.00 0.97 49.8 1.00 0.96 1.00 0.97 D 1.00 0.99 Fit.Protected. 0.95 1.00 -T"""--r 0:95 1.00 46.9 0.95 1.00 D 0;95 ..1.00 0.81 Satd. Flow (prot) 1770 3442 1770 3389 Sum of lost time (s} .1770 3437 1770 3496 ICU Level of Service Flt Permitted 0.95 1.00 Analysis Period (min) 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3442 1770 3389 1770 3437 1770 3496 VolUme (4ph) 55 670 , 150 145 735 290 255 545 130 245 340 30 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 ` 0.92 _ 0.92 0.92 ` 0.92 0.92 0.92 44 Flow (vph) 60 728163 158 799 315 277 592. 141 266 370 33 RTOR Reduction (vph) 0 16 0 0 34 0 0 17 0 0 5 0 Lane.Gr6up. Flow (vph) 60 875 0 158 1080. 0 217 716 .0 266 398 0 Tum Type Prot Prot Prot Prot Protected Phases 7 , 4 3 8 5 2 1 6 Permitted Phases Actuated:Greeii, G.(s) 5.3 .32.6 13.7 41.0 21:2 30.4 20.4 29.6 Effective Green, 9 (s) 5.3 32.6 13.7 41.0 21.2 30.4 20.4 29.6 Actuated g/C Ratio 0.05 0.29 0.12 0.36 0.19 0.27 .0.16 0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.6 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 . .3.0 Lane Grp Cap (vph) 83 992 214 1229 332 924 319 915 v/s Ratio Prot 0.03 0.25 c0.09 c0.32 cOA6 . c0.21 0.15 0.11 vis Ratio Perm v/c Ratio .0.72 0.88 0.74 0.88 0.83 0.78 0.83 0.43 Uniform Delay; dl .53.2 38.4 48.0 33.7 44.3 38.2 44.7 34.8 Progression Factor 1.00 1.00 1.00 1.60 1.00 1.00 1.00 1.06 incremental Delay, d2 26.5 9.3 12.5 7. 16.3 6.3 - 16.8 1.5 Delay.(s), 79.7 47.8 60.5 '41. . 1 60.6. 44.5 61.5 36.3 Level of Service E D E D E D E D Approach. Delay (s) . 49.8 43.5 48.9 46.3 Approach LOS D D D D "'�• .a' �~�,-=•••. �r;^�..,,w.,.r„[. „.ate<•tp^r-:-•-, •cr--•--;N-�-•rr-"'__•_._.,:--rr,a----:•- -T"""--r -.�•-:'.� HC Average Control Delay 46.9 HCM Level of Service D • HCM Volume to Capapty ratio 0.81 Actuated Cycle Length (s) 113.1 Sum of lost time (s} 12.0 lntersection Capacity Utilization 79.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 6 Report 'Jake Traffic Engineering, Inc. Page 1 W. Edmonds Way/100th Ave. W 2016 with project Lane Configurations ) ft R 0 1 11N 1 TA idealFlow (vphpl) 1900 1900 1900 1900 1900 1.000 1900 1900 1900 1900 1900 1900 Toial Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Uhl.. Factor 1.00 0.95 1.00 0.95 1.60 0.95 1.00 0.95 Frt 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.99 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Said. Flow (Prot) 1770 3443 1770 3389 1770 3438 1770 3496 Fit Permitted 0.95 1.00 0.95 1.00 0.95 1:00 0.95 1.00 Said Fiow (perm) 1770 3443 1770 3369 1770 3438 1770 3496 Volume (vph) 55 - 680 150 145 735 290 265 552 130 252 340 30 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 U.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 60 739 163 158 799 315. 288 600 141 274 370 33 RTOR Reduction (vph) 0 16 0 0 34 0 0 17 0 0 5 0 Lane Group Flow (vph) 60 886 0 158 1080 0 288 724 0 274 398 0 Tum Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Actuated Green, G (s) 5.4 32.8 13.8 41.2 21.9 30.4 20.8 29.3 . Effective Green, g (s) 5.4 32.8 13.8 41.2 21.9 30.4 20.8 29.3. Actuated g/C Ratio 0.05 0.29 0.12 0.36 0.19 0.27 0.18 .0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 84 992 21.5 1227 341 918 324 900 vls Ratio Prot 0.03 0.26 c0.09 c0.32 c0.16 c0.21 0.15 0.11 v/s Ratio Perm v/c Ratio 0.71 0.89 0.73 0.88 0.84 0.79 0.85 0.44. Uniform Delay,* d1 53.4 38.8 48.2 34.0 44.3 38.7. 44.9 35.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.9 10.3 12.2 7.5 17.1 6.8 18.0 1.6 Delay (s) 78.3. 49.1 60.5 41.5 61.4 45.6 62.9 37.0 Level of Service E D E D E D E' D Approach Delay (s) 51:0 43.8 50.0 47.5 Approach LOS D D D D HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c ' Critical Lane Group 47.8 0.82 113.8 79.6% 15 HCM Level of Service D Sum of lost time (s) 12.0 ICU Level of Service . D Baseline Synchro 6 Report Jake Traffic Engineering, Inc. �� Page 1 • s 1 O 47 f f •' 1 s ♦ ♦ ! t 1 rl F. A CV o a o c n O o Q O o O o 0 o O A o 0 Cr o I OH O O G O O O U UO CJ U O Cl) O U O a O O C) o O v O O U O C. o O O q O O q q o O O O CC, O O 0 N0 N [L7 N 4O CO f` N t• eT fA r1 M v Cr. M ,',J 1 •N CV N N CV cd N I-) v N r• .-. •+ H •-1 •-• .-+ •-f p 1 a 1 1 to C> U I O F 9- • o O d O O o U U U O O O O O U H/ qH G O G O OC) C) O O G O o o •a O q i•. I N ry q0 C7 Q O O c O O U O O 0 O 0 O 0 O O O m O m O O N aJ .-1 N t+ N M O ON m .Cl 0) Q1 M M O' N N N N M v' V N •. .-• •-1 r• •'/ C4 1 • • H 1 1 rl I OF O q O O O U o O O d d o O O O O OO O O O O O O O O O O O 0 O O U O O O O (? d O O O O O CA W U Q L7 1 O !p Q •-• rl •-1 •^I CL) •-1 N c) d In Q) co N M v 1 .-• CJ N N N N t4 11 V v r• )-1 .•+ N , r. ' W 1 t9 1 f i 1 r m • • • r • • ♦ • ♦ • • • t O Q O O U O d U U' o Q d O O O d d O O 1 CJ. •N O Q d O O O O O O O O O O O O O OO O d .1 C42: O' O O U O U o O O O C? 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N F W Q > D 0) U7 a• rn N W M. ? 2 .n H x x F F :1. :C X •t a: . m, w .N In a Z cv m G F• F b co H F• E•- n: F• :L: .-. n a. �t I>; .-. o Q ul M r) m o w F x a• F w 9.1 (4 .-, O rn N N .1 <r r %oE .+ W % W t4 7 .In O F w O a W _ In 7 r•1 N N 2 U CnH En Ir• O F F F• F F E-� E• E-• E•• C) t-• F- -/ U E•U U0 F t-• UL-- F F 0 • U f.+ F U U v 2 U E.• Q' E• U F h U •'J •] •J U U h U 0 h U h U U h h G N h U O U IJ "W W W W90 W 9.l to 41 G7 Iz x x I1: re rf lY. [ a ii Ir• W. x tx at of 9 O d IY• tr O c: (r. O W O 0 O. w 9.1 U W w O la O W 9.7 O O z W 4 W 117 O 4. F. C.• W E.. F. P. Eu E. H 6, E•• to E+ W W F W F f 4. 'a I, w W W 1., 1. to 1.. C•, W t.. W (u ' [•7 W W C.. W I. w tw 41 m 9 m m m Ii Q In •L d m r to f)7 In � Q 01 .t '� d F7 F N M M A fS) N m vl M M M .]' C In [, N In In CI' M 0) Ci) t). In W 9.30 C W r7 an w'1 f 19 m M ••. .N ul •A •tom •-/ N W .f) 1`- 1� tal C- U .t' 7 9.7 W to lU r r I` h m U) tl) O o O U rN N N F v •'r v Y q O+ f•• 0.4 N N N N N N N CV N N M M (n M M rt M K N CJ IV - •L N IN In (L' H O O O O O U O U A O0 O O o O Q O F• O O O E•• O "O •g to In W E' in in V)) O 0 M C7 C9 U t>r a v v v v •r v v v v v v st s v ar v a z '.r v v <a F O A O o o Q q o A cJ o o d o 0 0 0 0 0 0 o 0 to r-+ rI .+ r• H •ti .•. .-1 H ,-• r, H .-. .-• .N /h Return Address: IIIIIIIIIIIIIIIIIIIIIillllllllllllilllllll1111111111111111111111111111 NO ��,I �� City Clerk 201409120377 NISHIINGTON 3 PGS City of Edmonds SNOHOMISH4COUNTY, 121 - 5th Ave. N. Edmonds, WA 98020 , ikhE S;FURS. ..'ou al Tri3asurtq by KIRKE SiEVERS Grantor(s): Key Bank National Association, a National Banking Association Grantee: City of Edmonds Abbreviated Legal: Portion of the NE 1/4 of Section 36, Township 27 North, Range 03 East, W.M. Assessor's Property Tax Parcel No.: 27033600113600 PUBLIC PEDESTRIAN ACCESS EASEMENT Property Address: 9930 EDMONDS WAY, EDMONDS, WA 98020-5904 IN CONSIDERATION of benefits to accrue to the grantor(s) herein, the undersigned, Key Bank National Association, hereby grant(s) to the CITY OF EDMONDS, a Municipal Corporation, a permanent Public Pedestrian Access Easement to provide the public with pedestrian access over and across the sidewalk located within the easement area described in . Exhibits "A" and "B" attached. The responsibility and duty to repair, maintain and reconstruct the sidewalk shall be that of the abutting property owner in accordance with City of Edmonds Code. The easement hereby granted is located in the COUNTY OF SNOHOMISH, STATE OF WASHINGTON, and is more particularly described as the following property: See attached Exhibit "A" for legal description and Exhibit "B" for graphical depiction, Both attached hereto and by this reference made a part hereof DATED THIS 0 DAY OF Key Bank National ociation By. ^1//112 Priged Namep Its -Oce Title STATE OF WASHINGTON) ss COUNTY OF -S"! On this' day personally appeared before me 1 ' til c �I1, I I 1 `�S tome known to be the. VICP.re� r14' of Key Bank National Association, the entity described in and which executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein mentioned. UNDER MY HAND AND OFFICIAL SEAL THIS DAY OF ALI 20 ) a Pubfic SOe of We�fiinptort KrM1N M Myer mon Exoes 3.,M13,1 NOTARY PUBLIC in and for therl State. f Washington, residing at EXHIBIT "A" LEGAL DESCRIPTION SIDEWALK EASEMENT That portion of the Northwest quarter of the Southwest quarter of the Northwest quarter of the Northeast quarter of Section 36, Township 27 North, Range 03 East, Willamette Meridian, Snohomish County, Washington, more particularly described as follows; COMMENCING at the Northwest corner of said subdivision; THENCE South 88°4249" East, 64.78 feet along the North line of said subdivision; THENCE South 01°17'11" West, 39.49 feet to the Southerly margin of Edmonds Way and the TRUE POINT OF BEGINNING; THENCE South 63021'55" West, 11.78 feet; THENCE South 48031'18" West, 19.59 feet to the Easterly margin of 100`h Avenue West; THENCE North 0094755" East, 3.70 feet along said Westerly margin; THENCE North 45°52'00" East, 21.86 feet along said Westerly margin to said Southerly margin, being a point -on a non -tangent curve, the radius of which bears North 04025'04" East; THENCE Easterly along said Southerly margin, being the arc of a curve concave to the North, having a radius of 640.00 feet, through a central angle of 00050'58", and an arc length of 9.49 feet to the TRUE POINT OF BEGINNING. Project Name: Key Bank Edmonds October 15, 2012 Page 1 of 1 TSL 15020L.002.doc Exhibit: 15020EXH01-Si d ewal k.dwg I A=0'50'58' 3 R=640.00Z o M N45'52'00'E L=9.49' ` T.P.O.B. w 21.86' N z N63'21'55'E u') �` N00'47'55'E ' EXHIBIT 'B' Ld � WAS Y Z '18'W jS48'3.1 19.59' No Z u') f� s8 Z APN N W z N so s�ACN�Eo 10/15!2012 N of CD `° a \ z I o POINT OF COMMENCEMENT ui E SCALE. For: a� r /N.UNE, NW1 4, S 4, NWt 4, r W1 / ,/ / SECTION 39, T27N, R03E, W.M. o ` N8 4.78 r . EDMONDS WAY 3 6' 64.78, .15020 15020L.002.DOC y 425 251-6222 Z 0 425;251-8782 FAX I A=0'50'58' 3 R=640.00Z o M N45'52'00'E L=9.49' ` T.P.O.B. w 21.86' N z N63'21'55'E u') �` N00'47'55'E ' 3.70' 11.78 SIDEWALK EASEMENT � WAS '18'W jS48'3.1 19.59' No Z u') f� s8 Z APN o o 5��' yetLh z 2-7033600113600 s�ACN�Eo 10/15!2012 3 a a� SCALE. For: JOB NUMBER HORIZONTAL 1'=30' VERTICAL N/A KEY BANK G IRA V 18215 72ND AVENUE SOUTH s KENT. WA 98032 P EDMONDS .15020 15020L.002.DOC y 425 251-6222 Z 425;251-8782 FAX Title: SHEET 4 CIVIL ENGINEERING, LAND, �+ SIDEWALK PLANNING, SURVEYING, erotirg� ENVIRONMENTAL SERVICES EASEMENT 1 s 1 DEVELOPED CON DITION S MAP - 1 8.47 x �nt:zz� y ------ )¢ 316.70 SSM'I-B 16.57_ BROKEN P.'tBtE STRIPE z . FND EMPTY MON CASE / _pyp }gyp �c -�q WAY �/ ^�s�y -yq 317. RlD IP IN 76.2 p 'XE KiHRE SFIaPE 0.9' S. 3 0.3' W OF PC '�6dil+fi�FlaP�s] 411 J°'1 Y IlarY"7 1ik'••4) 0 �n m A • Ct1RC P1/TACI: _ Nim G .9B .a -3•t& iF--- 41 318.75 x 310.03 _ A ®� •0 L�L .Z% Q 1N CASE AT -L _ _ 317. '4 ��,•,�- a INTE S_C110H � O � 37 ' s° S ooS t � 4 f� YELLOW BARRIER ED T b �1 - W '---•�� ..., C ss1aN � g��ast uTOrrt a` acc7E � IE�1°rxE (72° ��•-�, 17.7 A N POWER POLE w . a 07 - ... _ $ W/ 172AlJSFORR E o ,y --• ' c1iJ1(-yaL. ' _ t 1 Ts1� R 0 20 4 - 80 Z SOMH-H .-�; - RAI DCN '. 17Cr`'t.R P w8.eao' - IEv't4. 3 (12' f FND if1 i2 REO: Sl)- - R �_g - O Z �y< co : st 17.7 _ PORP W 4;IIi%• - g �.i 1�2$- °DRH SEATTLE' BUS SIGN - P!/ LU19FAfRE- Z O 3 . � HET i � , 251�.SZ � i , X` � FC�a.._ `A• `1 AY - _ J .r•-M.� � @ TR?tf5FURdr7t ^�.;- _ uX5{'��".$$1e• :.S:R.D-E_•..-..'•11 y -D uiO FtASNC16fON UROF.t REO. r:0. [ �i 1 -`• , 1>1 LU SiGMIL POLE •j + B IJ �� }i � 3 -x ..G _ �f: r � + - y :.cam , - 1 �I T. 3'fsl w _ 1 r" H -A ly_.`..# •--.• / \` 88°42 49 E 60.90'l�` ° 8.. uz 2{7-�.B3 - Z Ne 0 •18.1 � ..] 8.26 IP x."•B.EB/31960 r1''I ` SIG O . SiC-m JDOY `t .3a I l 1�$d 3' \ o to n to N>xN q t 40, SZ<r�WEd➢ CB_B 319"76 3 .53 �"� U V 9.27 `ft 31 E3 ' x 4 Rt. ROW OF FND Y 4't S 9.9 P7S"�j 46 5ILM ti. 7 ��'' WN 'WARS- `r�aMVEO°� � W. c i / �tiS P�FEN.'a•. / - fl!ALBtTO" x ( SI 3 53 y is 1 \ �► \ .32 x. 3 .13 .` ti EASEME PER AFN . 3236'1\ ! -j '.• g 200210240005 :k ''• {�3+ ptE 31 i' 17. } 317.4 1 \ Baa 6� / A , I7 Fir :. • 21-39JM J 4S 320.16 x 320.13 . • - w " _• EXISTING BUILDING ' L 3 :P� iNN Ltl 2 f - x 316.7 \ A� � 740 F / 3zo a ,D.44` fY7acE +' C r - 320.D5 ; FOOTPRINT - gg ..4 1 GA ' D N 1 I' y . 3 ,'' \ 3i0� / :. „ •p" O, : ,i.�f 2617 S.F.± 'AJ 7 r•- I LL o !- II� a r ' Q 3 6.6 6f 1> a.' 59'3 , i 321.54 t z I ! 3 .66 I., r \ la / / f✓ 26 �3 320.96 i� p s9 L_' 321.66 .a 1a��p�1'3a n _ t , .01. A2 a W 17�,•'"' :i '2"%17,.; S 13 .off 3-'�-� x 32 .42 DLDG HF R 3 ' j� d v $ Q r13 7.6 I /• ..�, 0. 120.93 i J 75.51 x 320.59 Q fY71D INA�EN 30 ' ?3 17. 3 �1.23 .76 1 GAS S 0 ..7s,76B G 1 1 ( i .I6� RAIN' DEN #4. %i3 M 1ER .19,cERr 01 > > x2 2 El x 321. 3�7.S 313.15 i /3113+ 1 . 1�.2 13 7.3 w17, 313.31 31E 1 �7. C8-0 -, ! ` 3 .411 -1 _1 .A 3 0.74 x - .20 A2=5 000 20' NGREGREss a 1 o • x 321 j• ! 'i) I UnliTY Et1T PER 1� v j REC. NO. 2067664 ta'FlR (E cc. 7. E & to) 6as'± �32`'z- s & ~ I�,;g o o v ¢CL o d s a o r� acs i! iH 391, 8 x21.3 321. 4i: b1 1.23x 321 09 J 31 &61 318.73A 3 ' Jt1. fa i t FIR N /1 LLJ 82.56 2 C9 U RI- - - 03 19.91 O C A1•04 _ fE-316.53 6° - j -: �f �. .. .8 x 321.1ROK1 - 6-0EG 38.61 Q Z W N 3 1.66 8.73 - . 3iN0'50 36 E 19.99 ,, n f , aE ��a b 32 - 340.08 I-Cfi"tiF LII N .5 N FTS 1/2- REfl�f (2� Rxv's esY 2Z'Br• a zoa J `BM PLS 33140' x`318.11 % x 321.4 . •�"�- g.➢ x - .. -i'� ^� n „ 3 J ^ f354.E9 I W f3_ 0.r N. x O.3' I- OF PD�ER METER J � N88°42 49 W 151,24' 324.04 I x o CO�� 316.42 BLit'.' HT KDG � ( 320.60 FND 1 2 RETIA CAP , "V ` � < Z W 24.0'1 I / ° . r 350 7 27 4 CB -R •LS 29338: 0.3' N. W OVFRFNEAD z 09 FUD 1/2° f�EAR�CAP OF URE I Q ro N N 00 p 'c2' PLS 0.02' 00 N r Z> v4 0.2' N. x OA2' W. OF E�sTfrc Bun➢I� x 31&36 BUIDII.G (COMCR 0 EOEXI PNG I Z W W -.137- 2628 Sj ±NT = FOOTFU T e FSHD MAGIWASHER C,4 Q z x 315.50 1650 S.F.± ( 2••934' FOOTPRIW = Lo Lo N Z Z O.1' N. x O.2' W. OF 2093 S.F.± AREA SUMMARY: SITE AREA = 0.44 ACRE TOTAL REPLACED IMPERVIOUS AREA = 0.32 ACRE PERVIOUS AREA = 0.12 ACRE TOTAL POLLUTION GENERATING IMPERVIOUS SURFACE = 0.24 ACRE 04 C4 STORMWATER SUMMARY • C N , CITY OF EDMONDS INFILTRATION RATE SIMPLIFI D SIZING METHOD = 2 IN/HR Q y RAINGARDEN J1 RAINGARDEN! #3 = W CONTRIBUTING IMPERVIOUS AREA = 2,740 SF CONTRIBUTING IMPERVIOUS AREA = 1,193 SF tls �2 REQUIRED BMP AREA = 63 SF REQUIRED BMP AREA = 28 SF d'b,� PONDING DEPTH = 1 FT PONDING DEPTH = 1 FT p AMENDED SOIL DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT I o c ON RAINGARDEN #2 RAINGARDENI #4 r CONTRIBUTING IMPERVIOUS AREA = 5,000 SF CONTRIBUTING IMPERVIOUS AREA = 4,137 SF a 0 REQUIRED BMP AREA = 115 SF REQUIRED BMP AREA = 95 SF z 04 t < PONDING DEPTH = 1 FT PONDING DEPTH = 1 FT .0 AMENDED SOIL DEPTH = 1.5 FT AMENDED SOIL DEPTH = 1.5 FT I r C W Q SEC. 3 6 "J 1A EXHIBIT "B" - GENERAL PERMIT o� 'N W'S -1212 -PDM ° SR104, MP `26:44 Key Bank of Edmonds 15 s C z vFZNe a.c \•c L\ N ES - J �J 0�J 0 Q NW 1/N4N.E.\/4ST_ C. 3 E> i MR O \09+62.86 P.O.0 Q \ooT� \o•06.t3ZPo.r. T. .r+2Q M�Nr� 1"dCP-iMTCAli R REL\NOU\St'\MEN-C , <me JP. W 07; ID C\ZIi wo E!m°°✓sdydar+ �' O f 1-6841 ZQ10 frt� 90 ��/ p`z -68 hal 'r \-6 QO 3�QJ^P' 8ew\,n9 O `\owx�a DI/ Z No/ v t • ;9 - d n✓ pO.' O Q-' O N iAd L O ♦ _ r ►� ' �� 31 i -O' � Evs¢tnctrt i ,� — 884\46 E— d .� Sil�40i N.l 0 ,9 1 fQ1cc3 Sho s !( X36)°. ' 'I 11. '�y,33 S• .� -683 �� r >�� '2 �?-�.1•�/ P,✓.^K •.. a- .• s- o .Z• ° U u R ..,.. �..Ia• .\� 2.L 'rte :t •2-•P �, 4'�m R•4S' 16♦ NT" Y ads J TZZ R3E.Vv•M• Gonve ed fb Snohomish Co. b � !IJ, 0 N ,li V J .'ws FOR REL\NOU15\-\MENS -�Q � ----; C OnLt'�-U Ct 10R f p1 TURNBACK L\NE !jn S Consac�ctlon Ip•, •t � osemen't \-6853 `rp -••�S HH•12a Wim:. I:NE ,pWASH. F-OII-2l 1 O 0 0 N \0 V J ;Pi SCCt10n Got-ne.c Fovna, co Ge j----- ____ ------ ---- ----; C OnLt'�-U Ct 10R f +Ho I TURNBACK `rp I:NE ,pWASH. F-OII-2l 1 •.` / / v AE -A-' w M No a v0 �I wyti p I((11 h OON I- ^Q� g• •• �It 'car DOh' ul N •p •° 9 -• LTJ m .n WM. >r O •• 9 ON •yrs. v'• STc'414 \ `•��y0 a N .rNO ��Q•N h� �.• o Ij, ,to v r t 4^r' 4,L1N b Q' A^ QIO AD m r oQ°'- ( o. • i • ff r Z ��L j: `•�` s ti '- Y •- I -(o90 p ,,P C . = s .p A S Q: a Q' . I04 ?•ucsd 9 w �+ ra s -n. •`� 95TN) Io.00.0 P.O.T. • H •l6.3) -E - 2,1.19--- -N' '•955.t1 •�H'n•til '•9e°Tf• •.-{% H IA C ' Z i9 •1232 AO tr} li Ho O6F>'r 8� O d •0 9�T N� •z ( N.E `i4 N.E.1�4 SEC 3 6 .o - �� Gonveed ed to Snohomish Gab ` 3 deate 7- -76 99.30 90' 55' RT 128.95 40' 55' RT TRAFFIC SIGNAL. !:30 6 �F bp REL\NCiU\SNMENT O' T PO ARY Sys E As T 0 3c rrll \ S I _70 C O U N 7 Y _ CONS RUCTION EASEMENT r �✓ J\ 0 JN J C5 \/ too 5DETAIL p.. A .C� 14 0 o X J •� SCALE IN FEET _ . k�. EXHIBIT "B IGENERAL PERMIT i title approved December 12 1968. 0 NOTE A\\ ee_c -lncj% clx.\a o15.o^C-C3 NWS -1212 -EDM J By An Ast¢c1s\c Are ToKa c� Fcom ' Q I -r,t\¢ F2e�ot t5 P.naio� P\ot r^�ps SRI 04, MP 26.44 r Key Bank of Edmonds LEG END o, vme^,on Sheet I of 1 � zK 104 MP 25.90 TO MP 17.39 Al -6asz EDMONDS: STH AVE. TO 216TH ST. S.W. Pc•opect� Ownccshlp Num to¢cs 5WHO SH COWIt — Sco\e. \n Fe_¢t 10o p 100 Z.00 RIGHT OF WAY PLAN Station IOS+OOto Station 135+00 Li9-93 to 5n h°mi,h Co b� WAHW°GtoM 1itAre WO"WA, CONNUIR M oeAsrra+r or upliwAn ' ;;o arA1nA. WAr trareie April 23, 1970 suer 3 a -*= wen 4 O 0 \0 m ;Pi SCCt10n Got-ne.c Fovna, co Ge j----- ____ ------ ---- ----; Monum¢n ---------- ZS 30 +Ho sari. 6 31 J now NIR '� y ��O •. • f ao w • -no O o .0 > - r o ,59.99' .tsa(rs�oaac 8tf %TA.26' �, - ,'4sr1,� •.` / / v AE -A-' w M No a v0 �I wyti p I((11 h OON I- ^Q� g• •• �It 'car DOh' ul N •p •° 9 -• LTJ m .n WM. >r O •• 9 ON •yrs. v'• STc'414 \ `•��y0 a N .rNO ��Q•N h� �.• o Ij, ,to v r t 4^r' 4,L1N b Q' A^ QIO AD m r oQ°'- ( o. • i • ff r Z ��L j: `•�` s ti '- Y •- I -(o90 p ,,P C . = s .p A S Q: a Q' . I04 ?•ucsd 9 w �+ ra s -n. •`� 95TN) Io.00.0 P.O.T. • H •l6.3) -E - 2,1.19--- -N' '•955.t1 •�H'n•til '•9e°Tf• •.-{% H IA C ' Z i9 •1232 AO tr} li Ho O6F>'r 8� O d •0 9�T N� •z ( N.E `i4 N.E.1�4 SEC 3 6 .o - �� Gonveed ed to Snohomish Gab ` 3 deate 7- -76 99.30 90' 55' RT 128.95 40' 55' RT TRAFFIC SIGNAL. !:30 6 �F bp REL\NCiU\SNMENT O' T PO ARY Sys E As T 0 3c rrll \ S I _70 C O U N 7 Y _ CONS RUCTION EASEMENT r �✓ J\ 0 JN J C5 \/ too 5DETAIL p.. A .C� 14 0 o X J •� SCALE IN FEET _ . k�. EXHIBIT "B IGENERAL PERMIT i title approved December 12 1968. 0 NOTE A\\ ee_c -lncj% clx.\a o15.o^C-C3 NWS -1212 -EDM J By An Ast¢c1s\c Are ToKa c� Fcom ' Q I -r,t\¢ F2e�ot t5 P.naio� P\ot r^�ps SRI 04, MP 26.44 r Key Bank of Edmonds LEG END o, vme^,on Sheet I of 1 � zK 104 MP 25.90 TO MP 17.39 Al -6asz EDMONDS: STH AVE. TO 216TH ST. S.W. Pc•opect� Ownccshlp Num to¢cs 5WHO SH COWIt — Sco\e. \n Fe_¢t 10o p 100 Z.00 RIGHT OF WAY PLAN Station IOS+OOto Station 135+00 Li9-93 to 5n h°mi,h Co b� WAHW°GtoM 1itAre WO"WA, CONNUIR M oeAsrra+r or upliwAn ' ;;o arA1nA. WAr trareie April 23, 1970 suer 3 a -*= wen 4 F E D 2 3 5 6 7 - SITE PLAN FOR 1,x20, KEY BAINK A PORTION OF THE N.W.1/4 OF THE NF.1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. 0 10 20 40 EDMONDS, WASHINGTON B 24 ,mss"--. �� _�1-• �, _ _ - - --__ LES • i 'I 23 w' m - �3'ffrs 'CII 24 �� 23 ,-R:640.00' ,:n 10 t2 5 POWER FOIE 7h BE pL10GTE0 _----------- _---L-,�34.BJ __- -- - -- --- - - --_- - -- -'•-- .r _ - - ,- - COOIDIN4TE WITH SNOPIA I 1\ r'i�7 1 :I 1`-P•+ +J' L: 0..lrl•• B.~. ..?•-..t' qr.-v1`-l-rr'+��y,-Fr[r�-._.-PtD:�i�- �w+��'"' II- _ - - - dr✓A \ ._�_•j/ �_J.c-. ---_ _-- - - II ACCESSONLY .(. .� LI III I 20 - J + - 3 II RBUFF1F\ 22 �, ,6' '' ` ,FOS' • �.j • y. r I I t�Ml . �\ . /� , . 'i' L_ i I I o 1 Ort a..:l , - 1 I ( I I � / � %✓ a GEC 6 L.�! ' I , � + .I 1 � •I• .n 1 1) I ' }' , AU ,9 + ti '/,. / �� •,:� / 7EW ---<--,SEWER.t -_ A� l a YJ % • \ ..� .Jy ; - sues ($ O ., 1D 11 /. / / - .. �4 12:( '.�� - RCNOv[0� M✓_��, �'::�/ A. ir ` 4 6 I PMAVRII SEMEcs -.I__ I' EGI�E55 FASOAENf I + Yy �II I 6 J PNJrN �_ Dc 2't wcN B 14 7 CIL it NON r' I�U • I H I I 1 21 ~-�- gN16pBMIN--�� xEFMO RMUN � ,rl �. I\ 0 I I �-- -- - CON87MUC'TION KEYNOTES NEW Lor LIGHT PER ELECTRICAL PLAN SPECIAL NOTES:. <DNEW ASPHALT CONCRETE PAVEMENT AS PER DETAIL I/O.O 20 I. ALL ONSJTE UTILITIES SHALL BE INSTALLED UNDERGROUND. 2 NEW NEW OHNE TFBLDUGIN TELLER CONCRETE SLAB AS PER DETAIL 4/09. CONCRETE DRIVE SLAB 21 SHDME'SRC TER AND IRRIGATION SERVICE REFER TO '-8N�v �1 ^� NEW CONCRETE WRB AND CURER PER CRY OF 2 HIGH GPACTI' 6!Ti HERS SNNl N01 BE NSTAl1ED. �'O TRASH ENCLOSURE PAD W/ SCREEN WALL CEJNENT CONCRETE PAW NENT SEC] AS PER' AL� O ELANDS )ETN-'E=IAB AS SOWN ON SHEET CIO). 3, 7RlNCA7ED DOMES AND TACTILE STROPS ARE NOT REQUIRED I 3 4jCA.0 W/ BLACK PB.9M PER PROJECT SPECIFICATIONS•SCREEN WALL PER TRASH ENCLOSURE 11111 �^,� 1r`•ivv-•-^v'-�/'v1•^ � . FOR EITHER DRIVEWAY ENTRANCE.. ` WAIN ALSO REFER TO TRASH ENCLOSURE DETAILS ON THE ARCHITECTURAL PIANS, SHEET A503._,' R /gYl WSDOT TRAFFIC CURB PER •OUNIL SHEET C10A.�U 4 PARKING LOT STRIPING SHALL BE 4 INCH MADE AND TRAFFIC VNNEYN ONSITE BARRIER CURB AS PER DETAIL 5/C9.O j 24 SIDEWALK, CURBING. AND ADA RAMPS PEiR UEWL ) GRADE TRIIEE. SHEET C7.1. 5 NEW SIDEWALK AS PER DETAIL CI0.0. PER CITE STD. WO E2.13 L. 5, ALL CURBING TO BE REPLACED ALONG TOOTH AVE3NJE WEST I I AND EDMONDS WAY SNWLL MATCH EXISTING, 6 NEW LANDSCAPING PER LANDSCAPE AND IRRIGATION PLANS. \ 25 EX. PEDESTRIAN PUSH WITCH TO BE LOWERED. (` NEW FROM FINISHED GRAM SHALL BE 48' MAX. J 6. ALL PAVEMENT MARKINGS (INCLUDING WOMYALK5) IN THE 7 4 FOOT MADE CONCRETE WALKWAY �. f RIGH.• OF TAY ON 100TH AVENUE WEST AND EDMONDS WAY 8 NOT USED '�"� ✓ ` `/ _ .✓ J-~�•1�" . SHALL BE RESTORED TO WSOQF STANDARDS PER SHEET CIO PW'OR TO FINAL APPROVAL. - 9 NEIN ADA COMPIAIT CURB RAMP AS PER DETAIL S. 9/C4 -D 10 NEW DRN`WAY PER W -=T STD (TYPE 1) PEP. DETAIL SHEET C101L 11 PARKING STALL STRIPING AND ADA STRIPING MARKINGS AND So"E'AS PER DETAIL 9/C9.0 12 PAVENEM MARKINGS PARKING AREA STRIPIYG SHALL 6E 4' WIDE TRAFFIC GRADE WHITE. 13 SA OR SM CONTINUOUS LINE 2 FOOT SAWCUr REOWED WHEREVER CLtRB IS 14 BIKE RACK W� 2 PD:E CAPACITY. COLUMBIA CASCADE MOD 2172 -P -S OR FOUAL PER IRAN . 11/C9.0. LOCATED AT FRCNr ENTRY. 15 DRIVE'THROUGH TELLER CURB ISLANDS PER PER ARCHITECTURAL PIANS E 10 CITY OF EDMONDS GENERAL NOTES , I ALL MAIFIIANS AND WORK SHOWN ON HESE PIANS SMALL COIFORII TO INE CN OF EDMONDS STANDARD PLANS AIA DETA,S, THE FOLLOWING SPEGFlCATI016 AIO CODES At.") ALL OTHER APPLICABLE LOFJJ. MUNCPAL. STATE. AND FEDERAL CODES. RULES AND fEGULATONS: - CURRENT NIEPNA7O NAL.BLNDNG CODE (16C) -2 W500T/APWA STANDARD SPECIFICATIONS FOR ROAD. BWDGE AIO MUNOPAL 1O17MOTION - - WASHINGTON STALE DEPARTMENT OF ECOLOGY S 11VA ER uANAG1i1NT MANUAL FOR THE PLJCET SOUND BASIN (CURRENT MITCH) 2 STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRA"B"S BITER TD CRY OF EDMONDS STINDARD OEMM UNLESS NOTED OTHERWISE- ] A COPY OF THESE APPROVED PLANS MIST BE ON THE JOEIM YMEHEVER - CONSVWCTM 5 N Pte. 4. VIZAAMONS PROM 711E'w'� PLANS MUST CO APPROMM By THE ENGINEER DF RECORD AND INCL LOCAL - GOVERNING AUIICRRY. Q CD11RAC10R SWl RECORD ALL APPROVED DEWATNNS FROM VISE RAMS ON A SET OF 'AS -BUILT DRAWINGS AND SHALL °.1A.IMARDE ALL AS -MT COA'DORS ON ONE SEF OF REPRODUCIBLE DRANNGS FOR SUBMITTAL TO THE OWER PRIOR PROJECT CJMPLEIKIN AND ACCEPTANCE A SET OF AS -BUILT DRAWNCS SMALL BE SUBMITTED 70 LLE CTT OF EDMONDS PRIOR TO FOM APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPRVN_ 6. ELEVATIONS SICHVN ARE N FEET. SEE SURVEY FOR BENCHMARK RLFORMATAIL 7. THE LOCATIONS CF OTHERS FEUD SURVEY. OR OBTAINS) UTILITIES " 9FRW AVAUiB(7E FEATUM ERMORDS RO £RULED 1HC8FOKE BE CONMEM APPROXNAIE ONLY AND NOT W-CESSARLY COMPLETE. R I INE SOLE RESPONSIBILITY OF 1/IE CONTRAGICR 10 NDEpINDENAT VIS P7' THE ACCURACY OF ALL UTILITY LOCAIDNS SNGW ALA D FURHffiR .SCOTER AND PROIECf ANY OTHER URUTIES NOT 910Iw1 HEREON TIUW MAY BE AFFECTED BY THE IMPUSEDUAlLON OF THIS RAN CONIRACfOR SHML VERFY L"orl OL DEPTH SSE TYPE AND CONDITION OF MTNG UTILITY LINES AT CORMIXTIGH O1 CROS'SNG Pwm BEIDE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPDIYB M FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. EffiNEER SHALL BE NUTIFIED IMIff.AlMY OF CONFLICTS THAT ARISE B. CONTRACTOR S.NALL LOCATE AND FR011xT ALL V7R111E5 WRONG C0,7SIW. 0 AND SMALL CONTACT THE UNDERGROUND UTILITIES LOCATION SBi710= (1-800-111-5555) AT (EAST b HOURS PRIOR 70 CONSTRUCTI9N. B. CONTRACIOP SHALL VERIFY ALL COaRRONS AND DIMENSIONS AT Of PROJECT 517E BFFORC STARING V W9 AND SHALL NOTIFY OTNErS REPRESENTATIVE OF ANY MOIEPMCIES. 10. RPE LENGTHS WHERE SFIDNO: ARE APPRDOMATE AIC MAY CHANCE DUE TO FIELD CONDITIONS. 11. CGRRACIDR SHALL OBTAIN A CDPY OF THE GEOIECHNCAL REPORT AND STORWWAIEA REPORT (WHERE APPLICABLE) 410 SIIALL THOROUGHLY FAMILIARIZE HIMSELF MN THE CONTENTS 1HTR0OF. WORK SMALL BE T. FORMED N STRICT COMPLIANCE WITH TIE ECOMIIENDATTONS OF THESE Rolom 12. SIRUMRAL FLL MATERIAL ANJ PAWEMEAT SHALL WNSURI M OIL RECOVE011DATIONS Of THE PROJECT GEOIECNICAL REPORT 13. MANHOLES, CATCH BASINS. UTUMS AND PAVEMENT SHALL BEAR IN MED:JN DENSE TO VERY DENSE NATIVE. SOIL OR COMPACTED STRUCIVRAL FILL IF SOL IS DISTURBED. SGT. LOOSE. WET OR IF ORGANIC MATERIAL 5 PRESENT AT SUBGRADE ELEVATIOY. REMOVE AND REPLACE MTN COMPACTED STRUCTURAL FFD. PER GEDTEC9SCAL REPORT. 1{-LSEE A DS'CAD A;FAS AND OTHER PROPOSED OR EXISTING NREM AND ARGHTTECTURAI. DRAWINGS FOR CarENSIONS AND LOCA71O6 OF BUl>NNGS, /S SEE AROCECIURAL CRAWNDS r0R PE1Dum FOUNDATION GRAINS FOUNDATION DFAINS SHALL BE INDEPENDENT OF OTHER SITE DRAM ES AND SMALL BE 71GNRDtm TO THE STORM DIU'N SYSTBA MERE pAICATED ON TRE PLANS, 16. ALL REBURIED STORMwAIER FACILITIES MOIST BE CONSTRUCTED AL IN OMAV04 PRIOR TO INSTALLATION OF ANY PAVDANT UNLESS OT+ER"A APPROVED BY THE DONEES 17, ALL ADfi ORMNS PERIMETER FCINDATION ORA4R. CATCH BASINS MD OTHER IDI- DRAINS SHALL HE CDIL.ECTED TD THE STORM DRAINAGE sY57EA IRNLFSS NOTED RISE NI.CONTRACTORNFN79 MALL OB INT AND PAY FOR GALL PEWIIS REWIRED FOR NSTALALRN OF ALL SITE S. f0. AS A MINIMUM fEWPEIMENL ALL DISTURBED AREAS ON AND OFF 911 SHALL BE RETURNED TO THE EWIVAUWT _Or. , THEIR PRECONSIRUCGDN CONDITION IN ACCORDANCE WHIN CITY OF MMO3S HANDOUT E72G ZOTHE PREVOMTIALL ON OF 09 SIE EROSION ArTTH TUM HE SCTABILIZED BY'OPLEEDW ON CC0VSTRUCLTHO ]N SEE LANDSCAPPODS E PLAN FUR 1REWUNDR RESTORAUW7 AND STASIU7ATMON CF THE SITE. 21. THE .'ONBACTOR SHALL KEEP OFF -SEE SURLTIS CLEAN AT AL TIME BY SW"W" W A. OF. THESE STREETS 'PLL NOT BE ALLOWED VV7HWT PRIOR AP°ROVAL 22. THIS FROECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPOPT AND EMT OF SOIL AND ROOK MAID UAIS ARE REAURED, 2.1 SLW FNENED GRADE SNALL BE CONSTANT BETWEEN FIRMED tONIWRS OR SPOT ELEVATL'NS SHM 24. FINISHED GRACE SNAIL SLOPE AWAY FROM BUILDING VrALS AT MIM.10M 5% SLOPE FOR A MINIMUM DISTANCE OF W FEET. 25. CONTRACTOR NESMALL HE RESPONSIBLE FOR AND YNRIR'RS, E7 IN G SIH INSTALL, AND SiREMAINTAIN LKWAA UTILITIES DRAORING AND G OVER COSTING AND PROPOSED LPPDVflAENiS AHD EAGAVALO6 AWNST LOSS Or ORDTIND OR CAVING EMBANKMENTS. CONTRACTOR SMALL ALSO BE RESPONSIBLE FOR REMOVAL OF SNORING AND BRACING, AS F=IRED. 26. CONTRACTOR SHALL OBTA-14 MCT FOR WATER SERVICE INIEFDUPIIONSS, OR ANT SNIT OLYMPDOFFS CONTRACTOR SHVIEW WATER AND ALL NOT RELOCATE AOR EIMIUTE ANY HYDRANTS WTHOUT FIRST OBTAINING WRTTEH APPROVAL FROM THE FIRE MARSHAL. 27. COODNAIE AR1 ARRANGE FOR ALL UT'U CONNFEWC S UTILITY RE DCA710NS AND/OR SVtM IMTFRNA710N5 M TRE AFFECIFD OTLNERS AH7 APPRLPRV:7E UTILITY COAPAIGES NYANECTIRNS 7O EHsuc UTI.RES SHALL BE MME ONLY W;TH ADVANCE WRITTEN APPROVAL OF THE AUDI.NES GOVERNING SAID UTILITIES ARE DAMAGED 28.E HD AT CON7RACTORS FIRERS D BwELTEO ANDACCEPTEDBy E To CONSTRUCTION TY W mmoNcs AND OWNER'S REPRESENTATVE PRIOR TO BACKFIUMM WERE NO MIMONS ARE 29.NEW UTILITY INDICATED, LOCATIONS MAY BE SCALED FROM DMVANG5. FIELD ADJUARE GEREFLALL' SHOW4 By �STLENTS SHALL BE APPROVED BY ORD'ER'S REPRESENTATIVE AND CITY. 30.OR LESS. PLACE POLYMPIW PLASTICERE FOA PIPE A LEARS AN EKIMG OR CUSHION BETMEEH THE UIUTIS SEE UTILITY UTILITY By •PLAN (BEET 06 FOR ADDITIONAL SEPARATION REQUIREMENTS. 3:. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTRIIIES WITrIN THE BUILDING, 32. SEE ELECTRICAL ORMANGS (WHERE APPLICABLE) FOR DMIUDR ELLCDICAL W.N. 33. SEE LANDSCAPE DRAHL,GS (WHERE APPLICABLE) FOR S17E IRRCATDM SYSTEM, t6 NEW CMOPY PM ARCHITECTURAL Paws _ _. EXHIBIT LLC»;. .,, GAS SEANCE AND METER to POWER SERVICE AND MER GENERAL PERMIT 19 HER PAD MOUNTED TRANSFORMER NWS-1212-EDMU SR104, MP26.44 APPROR g lsi=0N BY: G V15M7N f zg N W N 4 r z o a "1 c�Sa z z N W 01YY� -1 N .E IR OR a n 3 N N v g 'n N Nel In In b /DYw C -J 4S z a.NS 6E0`p`4. THAI L�6 5' 0 s (� } N Q Do �mQQ Q Z ?3 0 in vl cO I W UJ 0 O Z N m LL ;SJBNIRALA _ 413=1 - 5/22/12 R4MENT55 24 12 SITE PLAN C2.0 OF 11 8 / 3' 4 DEMOLITION PLAN _ .FOR KEY ANK 4 OF THE N.E. 1//4 OF�SEC11O(( 36, TOWNSHIP 27 N„ MANGE 3 E., W.M. V-20 A PORTION OF THE N.W. 11 EDMONDS, WASHINGTON MULE - , �Y--i ---- -'--7 DEMOLMON SCHE k. - - �� _ _ �R ., : Y; z �A=> ' — — 1O SAWCUT EMIING PAYMENT a_ i'1 .,..- _ {� r FH : 1}!.'TY L111. :ASE _ 55I...D a ,( i )iviONDS WAS RL2rOVE ogsRNG sLT©YUA MID DISPOSE C.A' Cf OF OFFSITE �� I �' c- = o• SINGLE YA•T'E STRoEZ" DEMOLISH EOSTRIG CONCRETE CURB AND ;;D •T" IP U~ 10 I - I L� -��--- --' •` ry V _ / .:ir•• RHA [ 't"+" NO PARKING SK;t1 AND DEPOSE OF OFFSITE � I•pt;! 0 REMOVE EK6TNG TREE AND DISPOSE OF OFFSITE I IHRE_3E_T'�R f-�=- e•�.� ',p O CONiRAEAOR TO LOCATE AND REMOVE ONSIrE -_-� 1 "� - " f - tELLC4Y DARRIkR CU°R . CONTRA OF EK. SIDE SEWER AND CLFANOVIS. "- y� ', L� j ARb6 CFkoHT 'U n.. "u7E Dt3.4.j8 11' :u F"' v P^IF. -. •b- _ '�ktiAIYEul: I•.Ntl'1.C!( ^1��!.•t?..:ii { \ o t- 7.>A•ISTDt+:JER © fR. CBTO RFIAAIN �� ''•1 I $ ! c r uiF'.�- i�rUT51 '1- ` g.F_�.]§t. .:YE. t ,'�0. 'tdl ix.:D •i :dam" "�•I f 1 I. St2ALL, Cmf-RR.6640•00• ��;/W,7•Iliu CAR 7O REMOVE DL STORM IA£ I `�•?b I-,- r;.i I - ''_::::C�%l.7 �: rr-=c<•': F/?: r-?.: .i17aZ.� • . A / "Skil SErT'LC' © EK. CB TO BE REMOVED I n3•, •a I - 7Lit �*�'� td;� .%ft"�; ; 5� :%'may •+ e;;:.-. -CR- `+ `" 4: J.' „xS. Vii... f �vt.�•i •? .c._ OREMOVE E%. ASPHALT AND AD,IAW CURB AND j �. ,t( ,Y .may ib 1 GUTTER 7(T y Ek- POLE 70 BE RELOCAM 4' SOUTH. COORDINATE .. � ` 1'}. I ,tt 1 ii W11N SNOHOMVSH COUNTY PUD, I..N-L POLE • LA� 1 I_• LJ L, l `1 L./•� I,�y�'��• •'•'- , •., E( I ♦ U`.+-I>I '!' !-- I 1 .>w.a>:ve^ 20' WIDE 1111 SIGNAL JBD% 7 .,•v.'. -"x .>.I,c: in Cj a A�•f o •'J 1 ��+ a 4 yl S y�._�Y S]jI.I NIF.13�.'/ p V -- - .�. I, g ;•ryt- -.17.77 . rr 1'i L• .x I. 1 117 1.J 57 ( u' E) LEGEND --1 ASPHALT REMOVAL UcIr" CONCRETE P.EMOVAL I>._�=-� - asr4' I ''I i •I , :' �'' /' - _- - ri•[ // , I it ` \/"'ep0;,� ,.. U y EaS REMAIN\ A i iD DL TREE 7D ; s r 5=M <SD R9/Wm ' /,gtR!.a t• - T , I'.- �CANSIRUCTION I f Jff. FE�CE � SIR, s x a� n I• I c 'T,�ro.' . � r'f';.i'h�C-Lr • '� �ti� 1'.,�'r''".{,� <:> 3 �.:. , GCI a.'a i . a G• T.A'!7F..RMEP. 'j {�, P ay ..nul xs>, 1 8B^2 i�, / - .,.�..� -� �- {{-FIT"u I P j .tE--3Te3S-(s- • = �� a . 1'u GIS tif:7EF . ,•. v 9.31 TV' t'2. . - �� A•ri� I, I m �I I J K 'CT. V SCS IPL;, R?1y0" ,:::: +.} »•'� ;1_ •� 111 , ' `v,_,` ay ,; ' o a Gl.. •, " L, x Q.:' E. U` I + PORll, U. r y \L OCti. ER ' I ,_ I:inm T ml TG FT AREA TO REMARJ 2.� UNDLSTURBm ' I I ! �� xI I I � 'H' ,• z S , - t.V.RHVJ - _n w .. ='140' ( I RPP y } ,�_•,w51GN I « - 1 C..� Vex 0.UY G'. UT O(IST'F!C :i' -DING BFEY"lAL t40!IF>! ANY STORK CATCH BY605 0>STALLED M AFi.ACEM TO THE SOE SHALL BE. PER TED FROM SEDWENF BY A CATCH BASH INSERT. PER THE. CRY OF mArUNDS ST05 FOR OBTAINING PERMRS FROM THE pASHIN TOR SHALL BE ALLY RESPONSIBLE NATURE WASHINGTON STATE DEPART:ONr OF NATURAL RESOURCES FOR REMO'YING REPIACWG ALL SURVEY MITINMENTATION THAT MAY BE AFFECTm BY CONS'ROCTTOFT ACMtTY. PURSUA/TT TO WAC 732-120. APPLICATIONS MUST EIE COMPLETED BY A LARRY �ROED BfAINm SIO 'RUO THE WASHINCTONXIOOIL UrANSTNTE S FOR DEPARINERT , 1U` N RESOURCES, OR BY ppHTACRNo TREIR pFTTCE BI TELEPMOh: AT (208) 802-1190. 'OASH�1GTON SORE DEPMTMEMT OF NATURAL PESOURCES PUBLIC HAND SURVEY' OFFI S F S 111 #lASIONGTOt. SSAFET P.O. BO% 47080 OLYAIPLA. YYgSHpNGTON 98504-7080 UPON COMPLETION OF CON5ITRICTWN, ALL MONUMENTS DISF.ACED, AE WTM CO -7 AND DESTRO`fED SHALL BE RWWCED BY A REGiSTEREO.LAND SURVEYgt, BE AT 1HE DIRECTION OF �E ppNrRAC70R, PURSUANT TO TNES� pEGULATKR�� THE ,. ecoler.NfNT OF SND MOMI=IEMATON SWA1. CALL BEFORE YOU DIGS 1-800-424-5555 Ern rn r�EY`-T NOTE' CAUMN THE CANIRACTOR SMALL RE RESPON SIgHF ONWE-1RANS GR NOT �'f0U1 pONNC 1HE IF 'L m SUIRYFUT THE RnOMAL AND YERTIGL LOCATION PREOR TO WNSIRUCr10N• THIS SHALL It:CLUDE CAl1JNG 5 TN TTY CRROSSING5 TO FNPOTHOLLM ALL IF O1E EK6RNG UTRJTIES PERRY WHETHER OR OULDNOT CONFLICTS E 7_. LOCATIONS TIM OF SA:D UD13OE5 AS SHOYM ON 71ff5 �NR RA UEC75 SM UP NOCCUR. THE COMRACWR SD'HANLL COFSUL BARGNAUSENECT TO VARAT!0N• (' �LTUINpRG CINEERS. INC. TD RESOLVE ALL PROBLEMS PRIOR TO PROCEEIANG WBM B 9 LO GENERAL DEMOLMON NOTE& + D . PRO CTION F'ERLff, 8 / 3' 4 DEMOLITION PLAN _ .FOR KEY ANK 4 OF THE N.E. 1//4 OF�SEC11O(( 36, TOWNSHIP 27 N„ MANGE 3 E., W.M. V-20 A PORTION OF THE N.W. 11 EDMONDS, WASHINGTON MULE - , �Y--i ---- -'--7 DEMOLMON SCHE k. - - �� _ _ �R ., : Y; z �A=> ' — — 1O SAWCUT EMIING PAYMENT a_ i'1 .,..- _ {� r FH : 1}!.'TY L111. :ASE _ 55I...D a ,( i )iviONDS WAS RL2rOVE ogsRNG sLT©YUA MID DISPOSE C.A' Cf OF OFFSITE �� I �' c- = o• SINGLE YA•T'E STRoEZ" DEMOLISH EOSTRIG CONCRETE CURB AND ;;D •T" IP U~ 10 I - I L� -��--- --' •` ry V _ / .:ir•• RHA [ 't"+" NO PARKING SK;t1 AND DEPOSE OF OFFSITE � I•pt;! 0 REMOVE EK6TNG TREE AND DISPOSE OF OFFSITE I IHRE_3E_T'�R f-�=- e•�.� ',p O CONiRAEAOR TO LOCATE AND REMOVE ONSIrE -_-� 1 "� - " f - tELLC4Y DARRIkR CU°R . CONTRA OF EK. SIDE SEWER AND CLFANOVIS. "- y� ', L� j ARb6 CFkoHT 'U n.. "u7E Dt3.4.j8 11' :u F"' v P^IF. -. •b- _ '�ktiAIYEul: I•.Ntl'1.C!( ^1��!.•t?..:ii { \ o t- 7.>A•ISTDt+:JER © fR. CBTO RFIAAIN �� ''•1 I $ ! c r uiF'.�- i�rUT51 '1- ` g.F_�.]§t. .:YE. t ,'�0. 'tdl ix.:D •i :dam" "�•I f 1 I. St2ALL, Cmf-RR.6640•00• ��;/W,7•Iliu CAR 7O REMOVE DL STORM IA£ I `�•?b I-,- r;.i I - ''_::::C�%l.7 �: rr-=c<•': F/?: r-?.: .i17aZ.� • . A / "Skil SErT'LC' © EK. CB TO BE REMOVED I n3•, •a I - 7Lit �*�'� td;� .%ft"�; ; 5� :%'may •+ e;;:.-. -CR- `+ `" 4: J.' „xS. Vii... f �vt.�•i •? .c._ OREMOVE E%. ASPHALT AND AD,IAW CURB AND j �. ,t( ,Y .may ib 1 GUTTER 7(T y Ek- POLE 70 BE RELOCAM 4' SOUTH. COORDINATE .. � ` 1'}. I ,tt 1 ii W11N SNOHOMVSH COUNTY PUD, I..N-L POLE • LA� 1 I_• LJ L, l `1 L./•� I,�y�'��• •'•'- , •., E( I ♦ U`.+-I>I '!' !-- I 1 .>w.a>:ve^ 20' WIDE 1111 SIGNAL JBD% 7 .,•v.'. -"x .>.I,c: in Cj a A�•f o •'J 1 ��+ a 4 yl S y�._�Y S]jI.I NIF.13�.'/ p V -- - .�. I, g ;•ryt- -.17.77 . rr 1'i L• .x I. 1 117 1.J 57 ( u' E) LEGEND --1 ASPHALT REMOVAL UcIr" CONCRETE P.EMOVAL I>._�=-� - asr4' I ''I i •I , :' �'' /' - _- - ri•[ // , I it ` \/"'ep0;,� ,.. U y EaS REMAIN\ A i iD DL TREE 7D ; s r 5=M <SD R9/Wm ' /,gtR!.a t• - T , I'.- �CANSIRUCTION I f Jff. FE�CE � SIR, s x a� n I• I c 'T,�ro.' . � r'f';.i'h�C-Lr • '� �ti� 1'.,�'r''".{,� <:> 3 �.:. , GCI a.'a i . a G• T.A'!7F..RMEP. 'j {�, P ay ..nul xs>, 1 8B^2 i�, / - .,.�..� -� �- {{-FIT"u I P j .tE--3Te3S-(s- • = �� a . 1'u GIS tif:7EF . ,•. v 9.31 TV' t'2. . - �� A•ri� I, I m �I I J K 'CT. V SCS IPL;, R?1y0" ,:::: +.} »•'� ;1_ •� 111 , ' `v,_,` ay ,; ' o a Gl.. •, " L, x Q.:' E. U` I + PORll, U. r y \L OCti. ER ' I ,_ I:inm T ml TG FT AREA TO REMARJ 2.� UNDLSTURBm ' I I ! �� xI I I � 'H' ,• z S , - t.V.RHVJ - _n w .. ='140' ( I RPP y } ,�_•,w51GN I « - 1 C..� Vex 0.UY G'. UT O(IST'F!C :i' -DING BFEY"lAL t40!IF>! ANY STORK CATCH BY605 0>STALLED M AFi.ACEM TO THE SOE SHALL BE. PER TED FROM SEDWENF BY A CATCH BASH INSERT. PER THE. CRY OF mArUNDS ST05 FOR OBTAINING PERMRS FROM THE pASHIN TOR SHALL BE ALLY RESPONSIBLE NATURE WASHINGTON STATE DEPART:ONr OF NATURAL RESOURCES FOR REMO'YING REPIACWG ALL SURVEY MITINMENTATION THAT MAY BE AFFECTm BY CONS'ROCTTOFT ACMtTY. PURSUA/TT TO WAC 732-120. APPLICATIONS MUST EIE COMPLETED BY A LARRY �ROED BfAINm SIO 'RUO THE WASHINCTONXIOOIL UrANSTNTE S FOR DEPARINERT , 1U` N RESOURCES, OR BY ppHTACRNo TREIR pFTTCE BI TELEPMOh: AT (208) 802-1190. 'OASH�1GTON SORE DEPMTMEMT OF NATURAL PESOURCES PUBLIC HAND SURVEY' OFFI S F S 111 #lASIONGTOt. SSAFET P.O. BO% 47080 OLYAIPLA. YYgSHpNGTON 98504-7080 UPON COMPLETION OF CON5ITRICTWN, ALL MONUMENTS DISF.ACED, AE WTM CO -7 AND DESTRO`fED SHALL BE RWWCED BY A REGiSTEREO.LAND SURVEYgt, BE AT 1HE DIRECTION OF �E ppNrRAC70R, PURSUANT TO TNES� pEGULATKR�� THE ,. ecoler.NfNT OF SND MOMI=IEMATON SWA1. CALL BEFORE YOU DIGS 1-800-424-5555 Ern rn r�EY`-T NOTE' CAUMN THE CANIRACTOR SMALL RE RESPON SIgHF ONWE-1RANS GR NOT �'f0U1 pONNC 1HE IF 'L m SUIRYFUT THE RnOMAL AND YERTIGL LOCATION PREOR TO WNSIRUCr10N• THIS SHALL It:CLUDE CAl1JNG 5 TN TTY CRROSSING5 TO FNPOTHOLLM ALL IF O1E EK6RNG UTRJTIES PERRY WHETHER OR OULDNOT CONFLICTS E 7_. LOCATIONS TIM OF SA:D UD13OE5 AS SHOYM ON 71ff5 �NR RA UEC75 SM UP NOCCUR. THE COMRACWR SD'HANLL COFSUL BARGNAUSENECT TO VARAT!0N• (' �LTUINpRG CINEERS. INC. TD RESOLVE ALL PROBLEMS PRIOR TO PROCEEIANG WBM B 9 LO GENERAL DEMOLMON NOTE& ' 1. CONTRACTOR Si1AE ASSURE THAT ALL NECESSARY ON PETRURS HAVE BEEN �T PFIREINCLUDING ONENOU!'AH IF REWR�D. IS ISSUED B RE DEPATWT- F . PRO CTION F'ERLff, . ti,�`� c� 2. DISMANTLE AND ODMOIGM ANY REMAItTING BUBDING SlRU."iURFS. OFY0lT0OM OE8Rt5 ApPANY OF AANLIE AOATD -, 3 MATER WS TO BE sr=PILEI AND 015POSm AOALL Alm ikLT OX NDAlIO!& HS AREA FREE FRDM ART PROTRUSIONS WALLS. ANCHOR BOLTS ETC.ID� (STRUC7UAK OR In AMHAZARDOUS SUBSTANCES AND/OR MATERIALS E14COUNTERED SNAIL BE HANDLED PERSDWal ACCORD14G TD COUNTY, STATE AND FEDERAL Z X �" N Z ¢ OR.f L D OYSPOSED OF BY OUAUFIED REGULATIONS. N N Z H F _ REMOVED PER 4. ANY ENCOUNTERED UNDERGROUND TANKS, VAULTS,EEC. SHALL SPACES. TUNMIS. TANK NOTES. ETD,. SHAH BE h 3 � G a ppUNTY/STA7E IREGUUTIONS. CRAWL ggCKFlLLED AND COMPACTm PER 50115 ERMEERS R£COMMENTIA7WH>5• ,n N N N Yz mi vi g: DISCONNECT ALL POWER. 7EFPHONL AND GAS' CONTRACTOR SHALL CONTACT AND Q,QT JATE VRRt .LL F1ETD EELO'NR AVD ANY APPROPRA7E OF COMPANIES CN REMOVALS AND/OR RELOCATION OF t%67aG SERWCE' 00 L,I N N Y v REQUESTING DISWNNECIION'S. SWLL COORDINATE WITH THE OWFIRS E14081EEP AND. APPR"P TE UTILITY P�URJEYORS TO VERITY SERVILE LWAM04S TO WMING BUDD11a CDMIRACTOR IS OUTSIDE OF THE PROPERTY ARE TD RE— P. - f LAS U6B b; CIUIRONE7J THAT FERIMETFR UBUTTES WILL BE SOLELY BLE FOR ANY DWAGES AS A OPERATIONAL THE CONTRACTOR RESPONSIBLE Ytt1T1 AND/Ot DUE TO. HIS WP C RESULT OF A DISRUPTION OF UIILRY SERVICE ASSOMATED - z ACTIVITIES. SCOPE ITEMS AND BALDIM URUEY' L.yi 8.. COMRAf.70R SIR4LL COI.FIRM AND VERIFY WORK SERVICES TO S'FLECTNE-Y DEM IJ54 VAN THE OWNERS AUTHORRED REPWS9YTATNE /FINAL EpT' 1' A_. u 06 v; t � L1 W o rte. a a; V 23 J - a � O N lam. Q Op �a3: o in � M Wb Z moo' N O 2 Lu �j CD N 6 �rng ® CA 0 I� W ISSUED /REVISED DATE PERMIT SUBMm& Bm SET 2 17 12 ' PEWDE RESUBMRTAL 2/14,12 IR - f+ERMR SUBMIM sI13/1I BVLU-M 12 5/22 19• W5DOT CONMEN�S __ S 24 12 EXHIBIT".C" GENERAL PERMIT— NWS:-1212-EDM _ SR104, MP 26 44; ��oMRS Key Bank-of`Edmonds MMRS ��N DEMOUTION FLAN t _ 7 ' ,a te ___Sheet;2=of t _ CTI [MGAVEEImVG OMSON By' C4.0 OF 11 . E I 1 2 T -2a Type A-(--rtfn11 40 1. fim,-IUYdptd - Q --NLW bW MAY`AER-VSWF--•aoc EARTI•IWORK oUANMES FOLr78 Cy '---7 NET -477 CY CUT NDTE: VOLU MES BASEN R•I114L STIE CONORIONS �_� 1 PRIOR TO ETA NOV Salo 3. line-IV77) iiii4i 9ii S�Ty pO�RmMMpNWpSATEgSUMWJARY RIFiITRIJION PJiTE -moi FASMG METHOD CWMBLp.= IMPERVIOUS AREA - 2.740 SF REOUIRED BMS AREA - 63 SF POt10DlG OEM - 1 FT AMENDED SOIL DEM- 1 FT 1tA,1X1AM 02 (XI7DIBUING p(PQMOI'S AREA - 6.000 SF 4E011RTm BMP MEA - 115 SF PONM DEPTH - 1 FT AMENDED -50!L DEPTH - 1.5 FT EMMULD d3 CONTRIBUTING IMPFftJIOW AREA - 1,193 SF RE01ARE0 BUIP MFA - 28 SF PONDING DEPTH - , FT 1.6 FT A IENOED SOIL DEPTH - RAmRf1TN J4 CONIRIBt1RNG WPERVIDUS AREA - <.137 SF REOUIREO BMP MEA - 95 SF PONCING DEPT!, = 1 FT AA1fN0ED Sou OEPM'< 15 T ROG:'PAD SPECIFICATIONS ROC( LINING S TALL BE OUMR( SPALLS WH THE FOLLOWING GRADATION w enuor Qs lam ) OR MAXIMUM STONE SIZE 8' 3 4 5 6 7 GRADING AND STORM DRAINAGE PLAN FOR KEY BANK A PORTION OF THE N.W.1/4 OF THE N.E.1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E, W.M. EDMONDS, WASMNGTON %Sk! -D 555'{�... I NEWISIDEY�AsN-PE} SID�fj C7.1 FOR DETAI F� 8 9 10 IJe. Type A-(--rtfn11 1. fim,-IUYdptd - Q --NLW bW MAY`AER-VSWF--•aoc . r.a: fv.vpt 1rdoled - !. RyUcfa 0 Salo 3. line-IV77) iiii4i 9ii r '�*`/-,i7'�T 1Tu•r SI.Tn'N _ _La :,-e-E_ _ _ _ _ _ 11,, wi.,p wa - , . •7.070 DEOREE EIBDW TO RESTRICT OUTFLOW OF OIL AND OTHER FLOATABLES- TITRE SHALL BE AT !FAST 9 OF Ct&RANCE EIETWELli 7W ELBOW AND AAf,r� -J17.41 f. Tdd An+�9„pgdbJ[.dW-f.°'=",If.r DDmo�m¢o15Jatemu/ - I 0 " 11yvL40 U.I:ImYelAlulp.e,1 _ .�/A (90: OWTRO < lmDanMnlppof11A7'eelvdAfresl ' '3,070 7. K 4nrP..�W,sAf«6eA/111p1tdMl.w Are'rPn,p.rxd fp WA1i6p1adfNAk:D Gunrn:.m15N'D/Trt6MyYai 0 ♦� - -i W - NOTES Inl^m \ I 1 , �1'i-`- .. .... � . _ ` ' - - ' •. ..a •. - _ ..- - __ _. _ _ _ �__ - . _ ji ,) HIGH GAMC,IY GLITTERS SHALL NCT BE INSTALLED FDR T116 : _41� PROJECT 1 I I I' ^''' a"'Hrn .YI. -� `•`per i-' t'' -+'+ dam'~. tea, ' 2) ALL NEW CURBING TO BE REPLACED .-"•' ON 100TH AVE V/ AND JI �- rC�•... JJ�.. ri '- r• F _ ' "" -- Pf'if _. --- - .V 1 1 ` f' 'j�T ` r,, �,�F.7} 'r' ! I I ; �` - { f EDIAONOS WAY All MATCH F7 BE F ' i 1 J .�L,1 • I I1n, I �. a `�" f <"'T -a 'Xn.a� ]) RNN ERRDEN AAEAS SHALL BE FROtEC1E0 OVRDIC CONSfRIICTION :J I , Til �'R/N , r.J• „ Yv' Y r'tit • �3 %- m.. FROM OYcR COt/PACTION. ,41 P: .v.l: `�" r s♦ \``♦' ♦. 3�_-``' f:'i7 1 t3 "A-1_,.e..�J',. lif Y_i _� ' •� T '. ,�u .' _.__^=�I _f. 12 •w : \/( i ``♦ i - FDOTING atm. II 4 U.r I .x. `,; 4,I. FN ! `��' t' ti I. C/�' ' �/ 24 ♦' ,52$-. �_ -•ljl . -1 f •.I --,.^I =�, 11 �..udirb ,I If I1 \1 S.,i{♦♦♦♦ GaPOOP" 9 21 ➢ 9 s __ VIII v A ii EWK PER DY - . �i � •6 23 i i ma• SNEi:, D i � i�� j ,♦♦\ fi . �' -. �.. � I I ��, .�' _ _ a . • . - -- �+: u .,_ ' �; , 1 I �I s.,� l��,x inJ. i �'. 4 ♦ ♦ tB i � �-� .%�: ; _.-�s{s-1�'._ _I..l� rV'-.�• �i�., - w � v� �'/ "f- `�"i�l+R"• f I I �I f Nw 4 -pp' f" r� � -_ 1 1�^'_ I it 1 I - r VI-'I_.__Yy` l> 7..�,a,_. �•;.•. ... � r s• - ,m / LOWIPOINT f ,.v DFJVfY�4Y P W 7Liu' -w SJD C10 -aliK.E �VKI_!^'RIPE --NLW bW MAY`AER-VSWF--•aoc . r.a: xi Y,FE 510. Stw C,G 4, -1-4 f" 14 _'x' S) OC2. WPP , K I. STDD 1B 27 LF G' 01 O 1.00R 14 :2 VIJ --!i 3'IIT52- -/ '�*`/-,i7'�T 1Tu•r SI.Tn'N _ _La :,-e-E_ _ _ _ _ _ R-640.00' - 1. 43' ♦� - -i W - NOTES Inl^m \ I 1 , �1'i-`- .. .... � . _ ` ' - - ' •. ..a •. - _ ..- - __ _. _ _ _ �__ - . _ ji ,) HIGH GAMC,IY GLITTERS SHALL NCT BE INSTALLED FDR T116 : _41� PROJECT 1 I I I' ^''' a"'Hrn .YI. -� `•`per i-' t'' -+'+ dam'~. tea, ' 2) ALL NEW CURBING TO BE REPLACED .-"•' ON 100TH AVE V/ AND JI �- rC�•... JJ�.. ri '- r• F _ ' "" -- Pf'if _. --- - .V 1 1 ` f' 'j�T ` r,, �,�F.7} 'r' ! I I ; �` - { f EDIAONOS WAY All MATCH F7 BE F ' i 1 J .�L,1 • I I1n, I �. a `�" f <"'T -a 'Xn.a� ]) RNN ERRDEN AAEAS SHALL BE FROtEC1E0 OVRDIC CONSfRIICTION :J I , Til �'R/N , r.J• „ Yv' Y r'tit • �3 %- m.. FROM OYcR COt/PACTION. ,41 P: .v.l: `�" r s♦ \``♦' ♦. 3�_-``' f:'i7 1 t3 "A-1_,.e..�J',. lif Y_i _� ' •� T '. ,�u .' _.__^=�I _f. 12 •w : \/( i ``♦ i - FDOTING atm. II 4 U.r I .x. `,; 4,I. FN ! `��' t' ti I. C/�' ' �/ 24 ♦' ,52$-. �_ -•ljl . -1 f •.I --,.^I =�, 11 �..udirb ,I If I1 \1 S.,i{♦♦♦♦ GaPOOP" 9 21 ➢ 9 s __ VIII v A ii EWK PER DY - . �i � •6 23 i i ma• SNEi:, D i � i�� j ,♦♦\ fi . �' -. �.. � I I ��, .�' _ _ a . • . - -- �+: u .,_ ' �; , 1 I �I s.,� l��,x inJ. i �'. 4 ♦ ♦ tB i � �-� .%�: ; _.-�s{s-1�'._ _I..l� rV'-.�• �i�., - w � v� �'/ "f- `�"i�l+R"• f I I �I f Nw 4 -pp' f" r� � -_ 1 1�^'_ I it 1 I - r VI-'I_.__Yy` l> 7..�,a,_. �•;.•. ... � r s• - ,m / LOWIPOINT f ,.v DFJVfY�4Y P W 7Liu' -w SJD C10 i W x 3 or I O 10 co SSI& Z m N r- W W N .Q IO OR [BS n ti 3 u7 � S2 a a N 66 fo X , .t `4 pE MASy�`B r 9i3 � e s70NAL tom. S�v. Gal VJ , 't'V o N o 6 Q� V Z O 3 N_ J Q u O F� N `W Q OD O . G 0O Q M Q Z�. �No o �.v w o N C,0 CJ ®0) O W ISSUED REVISE(L__ OATEN CIA5U9MRTAL 11/16/11. PERIATF tiBMFR_AL_ _ 12/12/11 BIDBID Ste- 17 12 'PERINR RESUBMIRAL 24/12 fvER1BT RLSUBAIIRAL �3 12 - BULLE7IN 82 5122/12 !WSDOT COMMENTS _ -_ 5j24,/12 APPROVECO��p W110N cr�r WEDMONDSGRADING AND DATE - STORM DRAINAGE . PLAN 8y.1 C17 FJNGM'EFFlvG C40MON C7.0 OF 11 TM'SH S , 4, NOES OC2. WPP , O 72 IF B' DI O DAWN- 1B 27 LF G' 01 O 1.00R ALL GTCN BASINS SRALL NAVE A DEAINRRINED 90 I I rII{IN"► NPOST AMENDEDVNDCA �E�« SOILSONSISTING OF MOFiDALIMM ORGANIC MATTER CONIFM OF td: DM DEOREE EIBDW TO RESTRICT OUTFLOW OF OIL AND OTHER FLOATABLES- TITRE SHALL BE AT !FAST 9 OF Ct&RANCE EIETWELli 7W ELBOW AND . -J17.41 O C8, TYPE 1 W/ BEEHIVE GRATE RIM -316.45 - INCHES THE INSIDE OF THE DATCN BASIN. I RIM 317.50 E-315.67 IN PUNtING BEDS, AND 5% ORGANIC MATTER COVENT ri%1F' � V ` f0 ;2 LF B' SO O O.WX 20 3T, 1F 6. 01 0 •t.o0x • W ILANDSCAP1,:yA_ ...� LANDSCAPE E ? I I I ., . 0;.31491 , r•• r�II''.IjI i-}• ," r I I I 1 IN TURF AREAS AND A �H FROM 5.0 TO 8.0. 2) THE TOPSOIL LAYER SHALL RAVE A MUMUM DEAD, �_ sv O 17 IF 8' SO O OSOR RIM -317.50 t , `' - 1. 1y, � 14, .� •I,:� "'I Skr.', L--: �" 11 I I I ( E� �� W/ STANDARD 12 13 LF B' SD O 0.60% {III 1 1 �� i , 2I/ iI "'r. OF am 1NCNES. 3) SUBSOILS MALL BE SCAPoFlr'U AT LEASE 4 INCHES MRM . _,n .� .pn�' I Cw: r •`-F� I I'I - I ' Sr.1r��-� 1c.�,5.04 - 23 55 !F a: SD 0 0.50% - ' PERMIT-' GENERAL w- iii,,,rr�� o: --r- ''' J A:• SOME DJCORP(NtARON OF THt UPPER M WITH OF 4 PLANTING 2mS MLST BE MULCHW WRH AT LEAST 2 P1CNE5 I�`,1y,n. .1 I`q,y_.a.•�,1LL, i I�_� { r--_-EIt.4t-NICN-__ = •-Fn., :: ss. L�(. 2k-HfCF1 .ss:. pf7�4UN ary �LNL''SJ'3c'� 15.89'-" `` I. 1" '�I ..., 1 '�'' _ .��.. .. __ iy- _-_-�':'jj \.;" -' "T,,., j;b ^M/�',• { �+n D1iGANX: ►tA,ERML 6) ALL ORGANIC MATERIAL MUST MEET 7NEDfiWIi,ON Of COMPOSTED 20 LF 6• we O 1.00x ` - 1v -i! �:C.. Jac -.. '.i•....'�..'✓..i ...i v'�-v `� .�:f;-. MATERIAL AS DESCRIBED IN 2005 STORM WATER MANUAL BMP T5.13 , 1Q ; ..�u, --1 I ., .._ , yNES♦`;';9':i 151:e4' i W x 3 or I O 10 co SSI& Z m N r- W W N .Q IO OR [BS n ti 3 u7 � S2 a a N 66 fo X , .t `4 pE MASy�`B r 9i3 � e s70NAL tom. S�v. Gal VJ , 't'V o N o 6 Q� V Z O 3 N_ J Q u O F� N `W Q OD O . G 0O Q M Q Z�. �No o �.v w o N C,0 CJ ®0) O W ISSUED REVISE(L__ OATEN CIA5U9MRTAL 11/16/11. PERIATF tiBMFR_AL_ _ 12/12/11 BIDBID Ste- 17 12 'PERINR RESUBMIRAL 24/12 fvER1BT RLSUBAIIRAL �3 12 - BULLE7IN 82 5122/12 !WSDOT COMMENTS _ -_ 5j24,/12 APPROVECO��p W110N cr�r WEDMONDSGRADING AND DATE - STORM DRAINAGE . PLAN 8y.1 C17 FJNGM'EFFlvG C40MON C7.0 OF 11 STORM DRAINAGE KEYNOTES CATCH BASIN NOTE. OC2. WPP , O 72 IF B' DI O DAWN- 1B 27 LF G' 01 O 1.00R ALL GTCN BASINS SRALL NAVE A DEAINRRINED 90 W/ STANDARD GRATE Illi -J,9.08 19 SDCO/2 DEOREE EIBDW TO RESTRICT OUTFLOW OF OIL AND OTHER FLOATABLES- TITRE SHALL BE AT !FAST 9 OF Ct&RANCE EIETWELli 7W ELBOW AND . -J17.41 O C8, TYPE 1 W/ BEEHIVE GRATE RIM -316.45 - INCHES THE INSIDE OF THE DATCN BASIN. .O 13 LF B' SO O OSOX MIN. RIM 317.50 E-315.67 1E-317.01 �� •vv�.� .�V� �-v-"�.'v -. OCE. TYPE 1% f0 ;2 LF B' SO O O.WX 20 3T, 1F 6. 01 0 •t.o0x BEENNE DRAIN W/ BEE A 11 CB, TWE 1 21 ALL FIl S1Wl BE SFLECi GRANULAR STRUCTURAL ( FILL. NO PFA GRAVEL OR FINE GRAND) SOILS . 0;.31491 W/ BEDOVE GXNATE ySODM-�319.13 IE -317.22 f SMLLL BE ALLOWED. �) O 17 IF 8' SO O OSOR RIM -317.50 ROUTE 6' STUB TO ---i ✓ �'� - ^ . _. ��•`•^_��/ . IE -713.75 ROOF DRAIN E� �� W/ STANDARD 12 13 LF B' SD O 0.60% O cg/ 1E=3179. 13 CB. �YPC 1 LID STTPEOLD RING LID R6L-319.30 _ v� T EXHIBIT, 66C4��. O 34 LF B' SO 0 O.5D5 W/ SOLID LOCAHG RW -31822 E-31492 14 B' SO 0 0.50.: 1c.�,5.04 - 23 55 !F a: SD 0 0.50% - ' PERMIT-' GENERAL O7CO. TYPE 1 43 LF 24 SOCA/6 O V4'.571112=EDM- W/ BEEHIVE GRATE �3,5.711) 15 SRP K PAD PER THIS SHEET RIH-3,9.76 lEe3/525 MIN. j _-N - SR.104, MP. 26.44 ; O(25 5=11 16 Rw`3 20 LF 6• we O 1.00x ` IE -318.74.74 '.i•....'�..'✓..i ...i v'�-v `� . Key Bank of Edmonds ,7 24 Lf 6' PVD 0 1.005 --Sheet-3 of 7-- i W x 3 or I O 10 co SSI& Z m N r- W W N .Q IO OR [BS n ti 3 u7 � S2 a a N 66 fo X , .t `4 pE MASy�`B r 9i3 � e s70NAL tom. S�v. Gal VJ , 't'V o N o 6 Q� V Z O 3 N_ J Q u O F� N `W Q OD O . G 0O Q M Q Z�. �No o �.v w o N C,0 CJ ®0) O W ISSUED REVISE(L__ OATEN CIA5U9MRTAL 11/16/11. PERIATF tiBMFR_AL_ _ 12/12/11 BIDBID Ste- 17 12 'PERINR RESUBMIRAL 24/12 fvER1BT RLSUBAIIRAL �3 12 - BULLE7IN 82 5122/12 !WSDOT COMMENTS _ -_ 5j24,/12 APPROVECO��p W110N cr�r WEDMONDSGRADING AND DATE - STORM DRAINAGE . PLAN 8y.1 C17 FJNGM'EFFlvG C40MON C7.0 OF 11 I 0 3 B e GPADM AND STOW DPAMGE PLAN �/ NW KEY BANK A PORTION OF THE KW. V4 OF THE NE 1/4 OF SECTION 36. TOWNSHP 27 Nr. RANGE 3 E, WlL EDMOPDE. WANTON PA= PAD ON" a o1MwRr 9Wi am K mum" mum WSW s wOr !Op[ 6aiK to0i Ot 9rfR1RI P7t bat ' 9� y � p . a EMU � , ��,',.� ._, F'7�`. .rr h.r..:-. .ql.� ..ear; i•.. �, Rae+' a.u.ta. ' :t5 '' j.�'� .A!^+szx?u:e§•s1..�y'I \ iY .�3��'ky=, :.•;;,�?.1fi,.lnj�� +;:`i! :; �•.~:K••_ }• \ •e• (�/�� `,•r 1 3 +` �g ;I Irl Doom go ftm •nwrr,J:ara.vt:ru r !fjfcisl PLt: ,...,ELM'�'�r.l MTs . au.Le A.�. ..71 k•'K.f w r:_L:t:' .� T buu� dY 4;. _ ,�ryrr. e•v.Yrn N• a+.a .iv •Yl^. �' i �O ._.r. •..� � IMYUtbv.' 1'. 't Mlk'Jua.. Q = C •ry •i ager q>: .e.lA w O SECnfI0M OM AAA = � J � O � ss TVP=& RM WADEN PA= LAM os w j w 9 10 c iz SIX OR or90 90 IVAN . OuF EL t66� +o vim' ,90.0'.69K wmEo ora ! ollo= rrsa ow r01 Km 9w D . Lowson is " ! ADA WW 00 www OM 6 W09ia CM 1111110 a= 9P KW OW CID 7 PA s 6 v . 9-07is w_rn ! / yy _If_ W = o =Qo rn o e, 14 Z3 ■ a o N �a20 o z 00 Igo o N MCD 2 C °D O u W "EXHIBIT "C" ''�- ISWED/REVISED GENET( I" _W` IT c�'=- NWS i212=EDM _SR104; MP 26.44' Key Bank -_of Edmondsmr*m `�-Sheet4.of 7-J no WTL °" DATE llWl gni P=; w STORM DRAINAGE C7.1 OF I E 0 2 APPLY SEALER COAT AS NOTE: INPROJECT SPECIFIED �G.lELf MATERIAL pEEcOCAT10 PAVEMENT 3` (NQI.) COAIPACDED SPECIFICATIONS PROVIDED ASPHAL7IL CONCRETE IN PROIECF MANUAL B• (NLN. mt2 RF.WIREAfENFS I...AEIASE (95X, COIAPACTED) CONIC. WHEEL (0.5' HEIGHT) 0 oP_ . O cx SPHALT PAVEMENT SECTION I NOT TD SGIF . - 6 i N 1j2. RE ON-SITE NOTESSR AND DETAILS LANDSCAP11"..EY BANK A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON I KEYBANKIMPROVEMENTS . S�ONSITE BARRIER CURB NDF i0 SW.E .i lz• 2. ~IDU [MOT ENTE01-1 0 H.0 jHT COLOR TO BE 'WHITE' FOR ARROW AND TETTERS DO NOT ENTER' AND 'ONE WAY" LETTERS TO PE ELONGATED HELVfTTCA MEDIUM - 4• TMC STROKES. 2. PAINT MATERIAL PER ARCHITECTURAL URAL PROJECT REFER TO DETAIL 1 ON THIS SPECIFICATIONS. SHEET FOR ASPHALT PAVEMENT SECTION ASPHALT 1 CONCRETE TFiANSl110N A(j NOT TO SCALE AAARKING DETAILS NOT TO SCA1P P�ARxOW JOINT PA1h7tN FOR l0' SDEVUL.K 0H6 AND BUILDING . CNTRY PLAZA - 4' S=AT ALL JAMS DIRECTION OF AND EDGES BROOM FNILSN, 1 1YP. i ILII) Fill VARIES �j E5DTH - USEE PUNS SEE PIAN FOR-TrE)— �� 3r 8' FULL DEPTH EXPANSION J6NT W TRACTION JOINT CENTERED BOTH CURB, STDEWALK. PLAZA WANT DETAIL fAFLAN510NANSION 'IOIN73' SEE ABUTTING BUILDING WALL 8 FOOT SPACING, TYP. SEE DETAIL BF10W W 1• MW. AN - SIDLWALK .:' - 4' MIN. THICKNESS )' �1'� 6' MW T/QCICNE55 �'f •.� L" -'� AT p (TYPICAL) . ' (TYPICAL) PREMOLDED r :DWT FILLER COMPACTED SUBGRADE AS PER J n q i DEPTH EXPANSION JOINT QUAIL 1. TYPOL offs am JOINT DETAIL Onall. N WNOiETE SIAU. BE ALR ENTRAINED CLASS 3000 PER SECTION 6-02 OF VISDDT' SYANDARO SPECIFICATIONS 2. FINISH. TIGHT FINISH WITH A STIFF BROOM PERPENDICULAR TO CUR& FOR CRAM OVER 4%. FINISH WTH A STIPPLE BRUSH. CONCRETE SIDEWALK DETAIL NOT ro SCiLLE 5' PORTLAND CEMENT CONCRETE - (MIN 5AA CRUSHEDEO BLASE (95X CDIBACTED)� 0% _ 10 nGr`•b rr•O� CEMENT �IL ;;LLB�AD C014CRETE g 1PAYL"IYI SECTION ACCORDANCE Vl/ SOUS COMPACTED AND PLAC D IN a- cu,,wm .0 RFMWENDATIONS pARKINO SION� � (DETAIL 1 4• WIDE I �7 - T — stla ms MAXIMUM SLOPESIN ANY p�RECM7N SHALL NOT OfRED 29. !) PARKING(I // /^�, r •� - - ALIGN L A. I e'- ®ADA PARKING STALL NOT TO SCALP TRANSITION RAMP TD MATCH WALK ELEV. i SEE DETARJ,7J- SDF3YNJ( ,.I rcu ARKNG SIGN 7% NOT To SCALE B 9' B' MC , C AIPACT MIN• STALL (SEE PUN) . Bs STANDARD (SEE PLAN) STRIPE* (M) DADA PARKING REOUTAEhAENTS DOWNSPOUT TO ED o we TO SCALE ROOF DRAIN 12•x 1 B' SIGN --_- =- --_ - - - - -- - - 12MA411 7E7CT ACCORD.NG TO LOCAL JURISDICTIONAL p,1CaV 2/17/12 >7 ' VEFTICAL C Oll SQUARE PATTERN TRIANGULAR PATTERN PARALLEL t0.511fiG DIACONAL AUCNUENT mt2 RF.WIREAfENFS :ROUND ORDER CONIC. WHEEL (0.5' HEIGHT) PPEDEP . — WHEN SPECIFIED STOP-) TRUNGTED j' DOLS PER DI 2'0 GALV STEEL SCH 80 POLE ONL I 5'-0' - tIYS SHEET MOUNT) TOP VIEW INSTAIJATWNS ABOVE m i Sfi O.C. LOCATE BOTTOM OF SIGN AT 7' ABOVE -�- - ARKNG SIGN 7% NOT To SCALE B 9' B' MC , C AIPACT MIN• STALL (SEE PUN) . Bs STANDARD (SEE PLAN) STRIPE* (M) DADA PARKING REOUTAEhAENTS DOWNSPOUT TO ED o we TO SCALE ROOF DRAIN PAVLMWlE�,••m. n, ,M;en nc eMESeIRKDY NOTES: Sl A sYMBOI To BE CWEREO ON WIDTH OF PARKING 5?AU- TRUNCATED DOME DETAIL B. BOTTOM OF SYMBOL TO BE LOCATED FLUSH WITH ACCESS DRNE.CENFFRID ON PARIOVQ SPACE ' C. S(MBOL 5 REWIRED TO COMR/LST WITH BACKGROUND. NOT ro SCALE PARKING STALL STENCIL INTERNATIONAL '1SYMBOL OF ACCESSIBILITY 6 0 PATE v��Z r11 IN, 12MA411 PAINT FIGUPE 2/17/12 SQUARE PATTERN Oll SQUARE PATTERN TRIANGULAR PATTERN PARALLEL t0.511fiG DIACONAL AUCNUENT AUGNMENT , 2.39• :ROUND ORDER o � A PPEDEP -`t -,.T G. PAVLMWlE�,••m. n, ,M;en nc eMESeIRKDY NOTES: Sl A sYMBOI To BE CWEREO ON WIDTH OF PARKING 5?AU- TRUNCATED DOME DETAIL B. BOTTOM OF SYMBOL TO BE LOCATED FLUSH WITH ACCESS DRNE.CENFFRID ON PARIOVQ SPACE ' C. S(MBOL 5 REWIRED TO COMR/LST WITH BACKGROUND. NOT ro SCALE PARKING STALL STENCIL INTERNATIONAL '1SYMBOL OF ACCESSIBILITY 6 0 EXTERIOR WALL OF BUILDING 4' DOWNSPOUT SEE ARCH. PLANS 15' X 15' X 8- COCRETE SUB FIBER EXPANSIONA]IATOWTBH 11 / IN GRASS AREAS PROPOSED FINNISH GRADE ODNCRETE PAVEMENT OR GRASS 2'-11 1/4' MURERFM CYCL.00PS MODEL NO. 2172 BOLLARD CYCLOOPS WITH TWO LOOPS FRONT ViEW - 0'-0• FINISHED of 11 BIKE nACK DETAIL NOT 10 S. to ASPHALT PAYING AREA 1 CONCRETE CIR M RAIN GARDEN CURB BREAK DETAIL 13 H;OT 10 SCNP 2P'Q4' TYP ( I 1 e• 1 \ 1 i tl4IEi 1) ALL CRA AIATERML rut GRATE SBE DucTIP HRON, ASTM A536 GR.80-s5-oe 2) GRATE SRAL BE OLYMPIC FOUNDRY MODEL ND. SM 728 OR EQUAL SOUARE BEEHIVE DRACIN GRATE ' 1 NGT TD SCALE A *r" QVC ROOF GRAIN UNF �SEE PIAN FOR LOCATION AND SITE 5- ELL EXHIBIT -"C' ; DRAINAGE CONTRACTOR swul EXTEND PIPE Up ALONG GENERAL PERMIT THE rovff,G TO BOOT REDUCER. - . , NWS -1212 -EDM' STORM DOWNSPOUT CONNECTION SR104, MP,26.44 'PpROc�R°r �+� "°N 12 NDT ro sGLE Key Bank of Edmonds 'Sheet.5 of 7' ENOYNE7JBA A W e Q.� N W �✓�� J N z Q M CSO = N N � N m gg namm z 4n SJS O=Yh d IIS SPC 11ASy�A6 4 'FYDHA L u a ` O Q O I CD O ag• Q Q Z L 0 N ?a Tt! O to o 0 O Z N CO � 0> O LA1 W 3;!LgO l REV18ED PATE BOLLARD ASSEMBLY r11 IN, 12MA411 WITH 2/17/12 ' BASE 4 1/2' DIAMETER JUOUNT 55 ((16 ;; ITEID R 0.9844 PPEDEP [TM ABY N�C(TYPICAL05 CO - 2172-P (PEDESTAL MOUNT) TOP VIEW EXTERIOR WALL OF BUILDING 4' DOWNSPOUT SEE ARCH. PLANS 15' X 15' X 8- COCRETE SUB FIBER EXPANSIONA]IATOWTBH 11 / IN GRASS AREAS PROPOSED FINNISH GRADE ODNCRETE PAVEMENT OR GRASS 2'-11 1/4' MURERFM CYCL.00PS MODEL NO. 2172 BOLLARD CYCLOOPS WITH TWO LOOPS FRONT ViEW - 0'-0• FINISHED of 11 BIKE nACK DETAIL NOT 10 S. to ASPHALT PAYING AREA 1 CONCRETE CIR M RAIN GARDEN CURB BREAK DETAIL 13 H;OT 10 SCNP 2P'Q4' TYP ( I 1 e• 1 \ 1 i tl4IEi 1) ALL CRA AIATERML rut GRATE SBE DucTIP HRON, ASTM A536 GR.80-s5-oe 2) GRATE SRAL BE OLYMPIC FOUNDRY MODEL ND. SM 728 OR EQUAL SOUARE BEEHIVE DRACIN GRATE ' 1 NGT TD SCALE A *r" QVC ROOF GRAIN UNF �SEE PIAN FOR LOCATION AND SITE 5- ELL EXHIBIT -"C' ; DRAINAGE CONTRACTOR swul EXTEND PIPE Up ALONG GENERAL PERMIT THE rovff,G TO BOOT REDUCER. - . , NWS -1212 -EDM' STORM DOWNSPOUT CONNECTION SR104, MP,26.44 'PpROc�R°r �+� "°N 12 NDT ro sGLE Key Bank of Edmonds 'Sheet.5 of 7' ENOYNE7JBA A W e Q.� N W �✓�� J N z Q M CSO = N N � N m gg namm z 4n SJS O=Yh d IIS SPC 11ASy�A6 4 'FYDHA L u a ` O Q O I CD O ag• Q Q Z L 0 N ?a Tt! O to o 0 O Z N CO � 0> O LA1 W 3;!LgO l REV18ED PATE ERMTT SUBMITTAL 12MA411 ID SET 2/17/12 ERNTT RESUBMRTAL _ 2124712 4 13/12 ERMIF REAIBMITTAL ULLETIN 62 _ S1?2 12 'SOOT C01A4ENTS- 5124/12 ON-SITE NOTES AND DETAILS C-0.0 OF 11 I. D i 1 �7 �__W_ oll-, " we (p J M I .EBF eMAa - aFFRaNaRa KDAe I.1LrTMN1 .=-� 1aaa+aaaFN. R----� maw scoNo aRNRalaal Stt10+ O i P poT ORNEWAY TYPE 1 ID fula , FACE Or a.1s ' D Baa�E� ms�' ��p �'WaM R 1 orae a" ON= 9al'RNR Romalb"m 6 e of:r—,%M WMS FMS✓ CETALS FOR KEY BANK A PORTION OF THE KW. 1/4 OF Ti- E�U� Ne 27 N, RANG LL , E, WIWASHNOT NDOjf 1. a0F 9rt dr10V �F q f¢1. _�s6�1aC1� rn. awnn• mRFa a .a. 4.�Na7F J01R aMeLM�'I'��q��t I �a.,aw �YYMM 1� ws m w 110E �A�/ }jL� S"s� e1Mip1 9 nosbMCfM 9%a wM6 WKI IL &. 09 CM NOW aWoo .��.`if•��pap�a�.�'�cp�OpvvK OI u M► 9aga�w a m m- Fir .Ea/ED M R11 7' pl i0co 9DDIRD L!. 91,dC CFTY INSPECTION REOUIRED ON YORK PRIDR TO POUR. E%PANSDBI JIIIM IC DUIMT INi e• FDIL FV Dz sac 1 — — �SAV LIR ACP i IF r m PLAN virrot. FEO.L OEPTM va• CMAMSIOM J3IMr MAICWAL zz F !. •UNDISTURlEO EARTH DR SCCTION \SAS E� wnISE l 2' Mir r ENGIMEER . CN e•- SIB• M1MIS LSTL BOTS LCOCRETE SMALL BE CLASS 3- 39MM 2. CDCRETE SMALL E BFODI FTMISIED 1 SIDEVAIA MIptKFHS TSMALL LE -. SIDEVALA TMCKNRS AT DRIVEWAYS SXALL HE 6• TMLK. 5. CD AMII SiMLL B L�PPATC➢ 1RRTHDClL1R CUItBiG �LOPODND OR SMALL CIE HE fSNE]ED AND KEPT MFST FOR 72 EUIRS 7. SAV CMT ANO REMOVE AC► MVCl1[3M A Mir [T t•r�T� •TITS-� o.. S. ANDARD DETAIL a CAi ' s4/e7IDa ' � - a GE= ".47 .. 1rtW e>u MR -' am OF �AOI'DS BDEWALK DETM_ OF tMCDdVkM r RDMCW NOW fes, A1aYlT FIBLtWrt� 0 q• Laa CL. F/r PC 94-32 om Wo a Tr. . PC is -n V &M PRNwAL ARI6i9AL 5 10 wFALa �a . + , • • bran M 1MMK Ott a ce'c m uc r a�N a Rd+lmDr mr L-Yt �� {wvpmr .-raw iB v rsdlLa sFrA KAMr ue• m bB• Irs raonm� �•ui om > arra a rl'Im Ria N aNr LAsfE r. ola a�A � vao rl. oa.. oleo Fear aaaLlKl R laW r mr mT ► IrRa Mavwa PMFa RD�OA • w��Rmsrwsrl REVISED 0-127/05 CM A!- REVISED 4/Z/07 M6 a Vp�� /�� /� APD C U"M DISTAL lO fCRl1 ' 9 1!a b9ow a: we= N y 4Aalrlfi ANS W' 1 O7 L FlNrP wtlrt.gpGP .m�-� aRMRImIremFdCaamlC_ PMRaawldlallM"A J. lam Plratown.'I l IA< LIDKS 1. sa ve False can bLaaSKe dae�nlabM-A ! L Te Tr eral.nlrlarr.l.e oer ernenlre b on..em. re-.e...►e.r.r.. L Ts elvmnanllel Aerr.le•nFs l -1!b rlpeRd�r el aK•al dFlA>..011rl. NOTE: w JOHM 6 MR AIN 9W MOMn1R1 TA B AL� �LB O7 q Bali CR 9skl 7 -011 EDGE LME aaDLJD LANE FIRE - meo iiMa CENFE+BME a LAZE LME ,_-FeMnwae O M r.- a� I ao-rz am.wcul • _ . -- <..:. , DDuaLEeBrtERLMEaDDRMELAKE LINE reaP.-a_m�IwKe d2mmlA:•rr a 00 -PASS LSF a Two-way LEFT -TURK CENf94IKE IEEWERSOLE LANE LSE •KLaM C .._ VAM RNOKEK LANE LIKE WmE DOTTED LIKE LINE Fero w DORED f7r'19"m LME DOTifD LANE LME NT_ . MDE LANE LRFE lem u. . DOUBLE W13ELANE LW r i LTV I. Dm-Ea..a.tw drbfe..�..d. ..MLa.slaq. 2 Elp.EbNbaimb�/-•tlp.d rawaer, r YdKI-e b Mdpd lr Ian IMMMMr. a n.ar.. Rr.rwradR. Fblr -• R.�isw.n°r'rel+mre.11 I�Y°°Kiae. �drasa�mrd. Tr erKlR br-s� w sm Mb Deer ldl W lrb-'. oil, •p10FTVp�a1ABtN1N0 STANDAND RAN 1040.10-02 ! Pane aKmxnu MiYH! A B!T MAiK1 DETAU - -EXHIBIT "C 8 ro» GENERAL -PERMIT," NWS -1212 -EDM" "' SR1.047; MP -26.44 �, Key_a nk-of Edmonds Sheet.6 0f 7" c it V Z o v \o\ = c m oc 3' 0) O mpQ W ■g03'L' FpZ�cIi00 o ■Z6uz m O O o N O � p� W FF -SITE NOMS AND GETALS CIOA OF 11 ,r F E D 2 3 4 5 6 7 -- TRAFFIC CONTROL PLAN FOR SR 104 (MP 26.44 TO MP 26.45) AND 1001'H AVE WES 1 °-30ROAD KEY BANK D ,s so so MEAD '\A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE;3 E., W.M. J E I _ EDMONDS, WASHINGTON END. Ve 1 i ND ROAD WORK ROAD WORK moi' a��ll�iln�lli111(i!1(l� Mfil A c r-, r� b o �' WSDOT NOTES: 1. NOTIFY 6SDOT AT 206- AO -4469 72 HOURS PRIOR TO STARTING WORK. 2. AT TINE OF WORK GALL WSDOT RADIO AT 206-410-4490 AT TIME OF LANE CLOSURE AND AGAR! WHEN LANE IS OPENED. LEAVE A COMACT NAME no NUMBER WITH ESSOT RADW. 3. ONLY E55ENML EOIIIPMENT AND MATERIALS SHALL BE ON WSOOT It/W INNING WNtK HOURS NO EWIPNEHT OR WATERA S SHALL BE ON WSDOT R/M DURING ON - WORKING HOURS. 4. ALL TEA�OORARY CHANNELZING DD1W:E5 SWILL BE 717AFFlC SAFELY DRUMS UNLESS 0T£MY6E NOTED. ANY CHANNDI7ATION DENCFS DURING HOURS OF DAR101E55 SHALL HAVE SIM BURN TYPE C LIGHTS. 5. OURINC HON W O. HOUPS WORK AREA ^ MEET CWTEFOA N WSD01 SID SPECS 1-0723; NCLUGNG BUT NOT LOOTED TO DROP OFF PROTECT M 6. ALL (W SERIES) HE 48: AND BRIGHT ORANGE UNLESS �OTHER= 7RAFRC CONTROL NOTES I. A PROTECTK V94ME SSRRECOMMENDED RECMDLE55 IF A TRUCI( MOUNTED ATTENWTOR I5 AVAII/B.E: A WORK VEHICLE PROTECTIVE VEHICLE STALL � ASDATEq�LTW Y LS�TTFffTO SHIELD WORKET6. WI H NO SPWFTC ROLL -AHEAD DISTA NCk. 2. INSTALL TAPERS 1OTH GAPS TO PROVIDE ACCESS TO ADJACENT 3•BU50JESSES.WITM FEET OFpRDpD%D ROAD WORK 7 MOOF THE S PROJECT ADVANCE E HAUL ROUTE NOTEST 1. INCOMING CCNSIRUCIWN VEHICLES SHALL TRAVEL WEST ON 220TH STREET SW. SOUTH ON 1DDTH AVE WEST. THEN EAST ON SR 104 TO ENTER SBE - 2. OURAINC CONSTRUCTION VEHICLES SHALL EM SIE ONTO SP 104. 3. WILL 8E RE57FOCTEDWEST, STC OUTH TRAFOF TIC Ot4YLOP INTERSECION 4. NO CONSTRUCTION VEHICLES SHALL ENTER OR DOT THE FROM t00TP AVENUE WEST. - LEGEND -- DL CHANNELVATION 'y LUL TRAFFIC FLOW DRECIWN — — _— Ex. u.W. LINE ETL EDGE OF PAVEMENT PH4gl51& _ CURB r TWFFX CDE.IM DRUM tl SIGN SYMBOL ® PROTECTIVE VEHICLE 5 (TAGGING STATION B EDi�IONM AAT (R=104- 4,v �..I�_ • WOWS AREA I�,(I;�+•�..� hat1� ^elf H��D �b;f 1�t 2DD' r„ 1 ,� ROAD WORK I. •I' I�� 9 jr, J. :( IMT, ST 229TH ST SW ! 22M ST SW Sn-E a4 HAUL ROUTE MINIMUM TAPER LENGTH - L Fn LANE WIDTH POSTED SPEED (MPH;. (FT) 25 30 35 40 45 50 55 60 65 70 70 OS 1 7 SO - - - ' 11 lls 12 25 1 43 70 SIGN SPACING RURAL ROADS 45 / 55 UPH 500' # LT • � � • VEH'CLE TYPE 200' 4 YARD DUMP TRUCK. MINIMUM WEIGHT. 15.00D LBS SERVICE TRUCK. (N47IWEIGHT SIAL, BE FLAT 80, MI'FFACNUIW:M � PREPARED (DRY PAVEMENT ASSUMED) STOP i 1 P- -{< I �1 lO i� H 3D• MIN. I. •I' I�� 9 jr, J. :( IMT, ST 229TH ST SW ! 22M ST SW Sn-E a4 HAUL ROUTE (1) ALL SIGN SPACING MAY BE ADASTED TO ACCOMMODATE AT -GRADE !NTERS'STWNS AND DRIVEWAYS (2) TIS SIGN SPACING MAY BE REDUCED N URBA:, AREAS TOFIT RWDWAY CONORTONS. . CHANNEUZAMON DEVICE SPACING POSTED SPEED IN TAPER INhNCT (MPH) (FEEn (FEET) .D / /0 40 BD 35 / 45 30 60 25 / 30 20 40 MINIMUM TAPER LENGTH - L Fn LANE WIDTH POSTED SPEED (MPH;. (FT) 25 30 35 40 45 50 55 60 65 70 70 OS 1 7 SO - - - ' 11 lls 12 25 1 43 70 SIGN SPACING RURAL ROADS 45 / 55 UPH 500' # RURAL ROADS k URBAN ARTERIALS 35 / 40 RPH 350' # RURAL ROADS. URBAN ARFERMLS. iS / 3D NPH 200' 2 (2) RESWENLAL k BUSINESS DISTRICTS URBAN STREETS 25 MPH OR LESS 100' # (2) AIL SH3,S ARE tWAOT ON 0!UWCE UNLESS UESI244TED OTHERWISE (1) ALL SIGN SPACING MAY BE ADASTED TO ACCOMMODATE AT -GRADE !NTERS'STWNS AND DRIVEWAYS (2) TIS SIGN SPACING MAY BE REDUCED N URBA:, AREAS TOFIT RWDWAY CONORTONS. . CHANNEUZAMON DEVICE SPACING POSTED SPEED IN TAPER INhNCT (MPH) (FEEn (FEET) .D / /0 40 BD 35 / 45 30 60 25 / 30 20 40 9 VICINITY MAP 10 sW INTERSECTION PEDESTRIAN TRAFFIC CONTROL IK1T TO sU;E MIR,! o N L I .o C> a _ m N co ti m r co Nat�'O r'. = '�3NN SS V V '& c3 P. tpL °T r4s,y,, .4 s o . e ev • %ORAL EaA'� C! IL EXHIBIT, f4C GENERAL. PFR,WT NWS -12 -2=EDM SR104, MP"6.25 K'ey "Bank of -Edmonds -Sheet 7of 7. TRAFFIC CONTROL PLAN TC1 OF 1 LONIMUDINAL BUFFER - B SPEW (MPH) 251301351401451 50 55 60165170 LENGTH (FT) I, ..J 604 9557 73D BUFFER DATA TYPICAL PROTECTIVE VEHICLE WITH TMA VEH'CLE TYPE LOADED WEIGHT 4 YARD DUMP TRUCK. MINIMUM WEIGHT. 15.00D LBS SERVICE TRUCK. (N47IWEIGHT SIAL, BE FLAT 80, MI'FFACNUIW:M PERR RECOMMENDATION) ROLL AHEAD STOPPING DISTANCE a 30 FEET IAN. 1O (DRY PAVEMENT ASSUMED) 9 VICINITY MAP 10 sW INTERSECTION PEDESTRIAN TRAFFIC CONTROL IK1T TO sU;E MIR,! o N L I .o C> a _ m N co ti m r co Nat�'O r'. = '�3NN SS V V '& c3 P. tpL °T r4s,y,, .4 s o . e ev • %ORAL EaA'� C! IL EXHIBIT, f4C GENERAL. PFR,WT NWS -12 -2=EDM SR104, MP"6.25 K'ey "Bank of -Edmonds -Sheet 7of 7. TRAFFIC CONTROL PLAN TC1 OF 1 IF \ POWER POLE HYDRANT 10' , 315.01 SDMH-H1 7... 1 7 3 . SIGNAL POLE 319.6 x 8181fr 41 LID 1 SIGNAL JBDX x �3,1�1411� ° ;�• t�l . ^. . 1 1 I I . 3 1 I 3 I 1 I . . I' I 1 I I I 3tj 117 NEMN CONDITIONS MAPS N x;317 68 / x 318.72 ElAP1Y: MON CASE .: _4Q, ovEmlEffl s1GN 9VA11S' ry zUWRWAL ISIRIBUIION 23gti6E x 3.13 - '• g FASEM[Nf PERAfN- 3 200210240005 y 2 .39 3 2.22 x 321 89 .♦ 321.MSfWO BUILDING 'F. 2Y20i7 FOOTPRINT - f f3 1.93 2817 S.F.* a� 321.54 �3 0.98 P` 321.60 322` x 32 42 < . 322.09 11 1 � 159'f I x 320 $:S�m�n •ntt cv ... Z U. ... .• .MOIiIfOPotiO:•q� ... :19.31_ I826 ;I 3188 1 ��y79.Q•.'yVELL•. . , . e. 8868 EL -6b M,E TANKS •4 • • 319.6 x 8181fr 41 LID x �3,1�1411� ° ;�• POWER PO ' • '326PU11P 1S(ANDS 1 l4/ MONSORING -- NO'CANOPY c 3 81 8.5355 11}:05 :: 13 32053 i': 38 1 it 31871 1 8.6 8. 31• 79 0 x 320.94 _4Q, ovEmlEffl s1GN 9VA11S' ry zUWRWAL ISIRIBUIION 23gti6E x 3.13 - '• g FASEM[Nf PERAfN- 3 200210240005 y 2 .39 3 2.22 x 321 89 .♦ 321.MSfWO BUILDING 'F. 2Y20i7 FOOTPRINT - f f3 1.93 2817 S.F.* a� 321.54 �3 0.98 P` 321.60 322` x 32 42 < . 322.09 11 1 � 159'f I x 320 $:S�m�n •ntt cv ... Z 0 Q Q 0 co Z i Z Z Q c O 0 m X X Q Q TY W 436 O ® W H CJ V � +� O 32�q.5_2 LL II VALVE 1 2 p `? SIGN Z c 32 .19 O FND RE93AR/CAP ILLEGIBLE: a.2' W. OF CORNER - 323.35 ` v 322 c sfl 21. 1n 324.09 CHART LINK 0-• FENCE > > > 3m.m M 2 3 3 d m 0324.89 pa C3 C U Q C3 cV 325.43 \ N •73537.76 Z 5. N I L9 A i m 3 4 5 6 7 GRADING AND STORM DRAINAGE PLAN DETAILS FOR (01Ch d5 wj real Curb/q�� 11".q 14-G�b � 6 W e 318.4 8 9 130-41,6 W.—T, S.0— R—d ldand:BUNe, KEY BANK n- �1E - A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. ^ i „t, , �e' •° EDMONDS, WASHINGTON ' Land✓g AiN �� Pao Cu.b _� _--- — Ylo�l'sed cw b 611 s aL a.c,�rnoMJ U1i�{N-E1� LEN,- be monopofted LO/ Q I 317. �4+ � ' WJ��1 � EC, W1�/-)�RC .---_•-- .IS TC tr _._.__. Fig re 2111 i 1LE klii • j t' _j A:e�:it�a3 IP .. e.0 V 10 Ramp running slopes shall be 8.31X maximum, but shall not require the l /�"�Fp 318.61 1' 2 ramp length to exceed 15.0 It. a 318. 7 TC / -AND BU E ® Ramp cross slopes shall be 2.0% maximum everywhere. _moi r� and cross slopes shall be 2.0% maximum. alai nLP• X000 318 `10• 000 0 NDT To scALE -HTS °o° ROCK LINING SHALL BE OVARRY SPALLS WITH THE FOLLOWING GRADATION pbca rock,' Eo.. can PASSING 8INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE S' PASSING 3 INCH SOUARE SIEVE 40-60%)r OR MEDIUM STONE SIZE 3- X\' mm dxa al dmM b'A' . IT I,tSv 318.00 F 38 ,., 318. C �) \ tie rlrltav,v�6►� '_ oa ,\ Ab C a .� '_ I / `\ rwA 5 i CONSTRUCT101 KEYNOTES DRILL EXISTING CONCRETE FOR DOWEL PLACEMENT O EX. CABINET TO REMAIN ., EX. SIGNAL BASE -------------------------- a NEW CURB `.. � O Ex. SIGNAL POLE TO REMAIN. PEDESTRIAN PUSH BUTTON SHALL BE LOWERED TO BETWEEN 42- � WSDOT PEDESTRUW CURB PER DETAIL SHEET ET C CIO a o O bUl6iCAPPE\ ER1�AHi7 a e e 5 ADA RAMP WITH TRUNCATED DOMES RAISED ISLAND /SEiWUFFER PERDIAGONAL DIWM. NTIED a P l0. CUR RAMP ET S T185 EET IE.316.50 ...� F e SOIL M NT. AND 17 6 •s 0 o 3/4• DIA X 12' LONG GREASED STEEL DOWEL viE-PLAN •`S DOWEL DETAIL NOT TO SCALE I ° ti P t Cokb 16�� a ,D m• `7 " L -T� I 9 9i A ,* `'6� LL /�rPQi1AY Pa: �I i 1LE klii • j t' _j A:e�:it�a3 IP .. e.0 V 10 REVISED PLAN APPROVED CITY OF EDMONDS ENGINEERING IDPVISION 13yDATE \ j J / RAIN GARDEN #1 AND #2 DETAIL 1•.10• P LE WE_' POLE EDMONM WAY ............................ V X189 PERIMETER FTx)TINi 6 DRAIN • PERF:1°� D ON 6 TYP. �. b LIE=3 7.34 � RAIN GARDEN #3 DETAIL 1•=10' V I J IE=.314. — 1 RAIN GARDEN BOTTOM ELEVATION PER PIAN CM OF EDHOWS q ats. IE=317.36 WAN GA7DB1 M X317 Ramp running slopes shall be 8.31X maximum, but shall not require the s { 0 ramp length to exceed 15.0 It. a -AND BU E ® Ramp cross slopes shall be 2.0% maximum everywhere. _moi r� Landing: The landing of 4.0 It by 4.0 It minimum and the running slope and cross slopes shall be 2.0% maximum. alai DIAGONAL ORIENTED PARALLEL CURB RAMP NDT To scALE -HTS ROCK PAD SPECIFICATIONS ROCK LINING SHALL BE OVARRY SPALLS WITH THE FOLLOWING GRADATION pbca rock,' Eo.. can PASSING 8INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE S' PASSING 3 INCH SOUARE SIEVE 40-60%)r OR MEDIUM STONE SIZE 3- PASSING 3/4 INCH SQUARE SIEVE 0-IOV OR MINIMUM SrONF,/SRE 3/4 - REVISED PLAN APPROVED CITY OF EDMONDS ENGINEERING IDPVISION 13yDATE \ j J / RAIN GARDEN #1 AND #2 DETAIL 1•.10• P LE WE_' POLE EDMONM WAY ............................ V X189 PERIMETER FTx)TINi 6 DRAIN • PERF:1°� D ON 6 TYP. �. b LIE=3 7.34 � RAIN GARDEN #3 DETAIL 1•=10' V I J IE=.314. — 1 RAIN GARDEN BOTTOM ELEVATION PER PIAN CM OF EDHOWS q ats. IE=317.36 WAN GA7DB1 M X317 � T a{b11�11 i s " sht& 7. -�w caj�4vd-w APPFiO� OAF M DA ay., CITY ENCINEEWNG DIVISION IW M m+ = O V N T. Q 00 Y Q 3: CD amza 0 my0� Ln IO Tn o UJI r Y O a Z N CO 6 O) 0 NT 0 W W ISSUED A REVISED DATE OA SUBMITTAL 1I/18/11 I PERMIT RESUBMITTAL 2/24/12 GRADING AND STORM DRAINAGE PLAN C7.1 OF 11 a $ s alai -HTS pbca rock,' Eo.. can mm dxa al dmM b'A' . IT SECTION AA � T a{b11�11 i s " sht& 7. -�w caj�4vd-w APPFiO� OAF M DA ay., CITY ENCINEEWNG DIVISION IW M m+ = O V N T. Q 00 Y Q 3: CD amza 0 my0� Ln IO Tn o UJI r Y O a Z N CO 6 O) 0 NT 0 W W ISSUED A REVISED DATE OA SUBMITTAL 1I/18/11 I PERMIT RESUBMITTAL 2/24/12 GRADING AND STORM DRAINAGE PLAN C7.1 OF 11 A D C 1 2 3 4 5 6 7 GRADING AND STORM DRAINAGE PLAN DETAILS FOR W(b 91)kr•shA �► mLLwspof med,106 curb oky' (' ''� ,e1796 FL 3i•VM, y 317 9 r=5 Ccs 6 0 2.5 5 10 ! / e in to frej -fooreb Qvy j�04cr DRILL EXISTING CONCRETE FOR DOWEL PLACEMENT EX._ SIGNAL BASE NEW CURB I ______ . _ __ BASE--- - NEW as d. 1 SOIL 3/4- DIA. X 12- LONG GREASED STEEL DOWEL ! DOWEL DETAIL \ NOT TO SCALE wQ:5r A*IRED Cu�l00-W- z p-, - - 3 TA, U "FLA+,)1 /31 BAB TC B 9 Dele tabk W-9 Sof— , Raned ldand�BuNe, Slope KEY BANK ,°�Ii1E� RUnn.� A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON ll LandnW Alla mj4 LENGTH_ �►f5ed curfb bha« ( m1E ftm t �O bo f,(� wL W' _ Snrxaik 5 I / 17.95f �'IdWlr 1� "V•'a��lans� %f'�V�i Vf •� \SV��W FM •v ma. 318.45 TC A Figure 21 nn 1 D OEX. CABINET TO REMAIN OEX- SIGNAL POLE TO REMAIN. PEDESTRIAN PUSH �BNUpTTTON SMALL BE LOWERED 10 BETWEEN 42" / �N �^� —A WSDOT PEDESTRUW CURB PER DETAIL SHEET CIO O��PE t�GN�CI�E�PCAN`��v $ ;.—. RAM WITH TRUNCATED DOMES 6 D IS WAD BUFFER PERDIACONAL CNTED� A EEL CUR RAMP E7A¢S i195 SNEET �....... li i RAISED ISLANj NOT TO Sr�F ► ' \ ne' B VI WPLAN "PROVED C'rN OF EDMONIDS ENGINEE G IDWMON � Ti@1t7•T'. DATE 01 k6 (Z TYPICAL RAIN GARDEN SECTION f\IIVI—J IU. C" \ IE=314.43 (1 1 N=317.36 C S01 AMENDMEM<A i� PLANTING -� LANDSCAPE m Ramp running slopes shall be 8.3% maximum, but shall not require the ramp length to exceed 15.0 ft. =ER \\®\\ Ramp cross slopes shall be 2.0% maximum everywhere. Landing: The landing of 4.0 ft by 4.0 ft minimum and the running slope and cross slopes shall be 2.0% maximum. DIAGONAL ORIENTED PARALLEL CURB RAMP NOT TO SCALE ROCK PAD SPECIFICATIONS ROCK LINING SHALL BE QUARRY SPALLS WITH THE FOLLOWING GRADATION /'ftSSING B INCH SQUARE SIEVE 10016 ) OR MEDIUM STONE SIZE B' / PN ING 3 INCH SQUARE SIEVE 40-60xp1} OR MEDIUM STONE SIZE 3' PAS G 3/4 INCA SQUARE $FVE 0-f OR MINIMUM 579ME.61ZE 3/4• RAIN GARDEN #1 AND #2 DETAIL 1'.10' P(ALE ®MONM WAY u vlDm - FFE= PERIMETER -9 DRAIN 6PERF!-."!V/�.`'i `IE=3 7.34 z O 0.0%, TYP. " RAIN GARDEN 03 DETAIL r.1o• v ISECTION AA WS ROCK LINING DETAIL / I! y DEMME= ly71*71L�A'•1 AS*�BA 41a a q 23975c/sWe FSS/OMA t E L = O T. Q C, a m Z � M m y 0 Ln Tn C, O Y O o Z N rn O g W W ISSVED /REVISED DATE OA SUBMITTAL 11/18/11 PERA9T SUBMITTAL 12/12/11 •,,• y_✓/hf U.1 LLJ (n W 01) RMI 15 B 31 3 /�/�� `�� I �`• I /'� \ PERMIT RESUBMITTAL 2;24;12 PERMIT RESUBMITTAL)5\ 4/13/12 LLET1N 2 5/22/12 OT COMMENT$ 5/24/12 TE PLAN REV610N /06/12 RB REVISION PER CI 9/13/12 OURB REVISION PER CT 9/24/1APPR2 OCrTY EDMONDS a4TE GRADING AND STORM DRAINAGE C7.1 OF 1�1 N RAIN GARDEN441DETAILw� 1-.10' W 0 ry LA L pry EWOTNE mw ow.Sow Table 1 - Soil Quality Data for Gasoline UST System Excavation Edmonds Shell -. 0) Chemical Name Total Petroleum Hydrocarbons Gasoline Range Hydrocarbons in mg/kg Diesel Range Hydrocarbons in mg/kg Oil Range Hydrocarbons in mg/kg BTEX Benzene in mg/kg Ethylbenzenein mg/kg Toluene in mg/kg Xylenes (total) in mg/kg Volatile Organic Compounds 1,1,1,2 -Tetrachloroethane in mg/kg 1,1,1 -Trichloroethane in mg/kg 1,1,2,2 -Tetrachloroethane in mg/kg 1,1,2 -Trichloroethane in mg/kg 1,1-Dichloroethane in mg/kg 1,1-Dichloroethene in mg/kg 1,1-Dichloropropenein mg/kg 1,2,3-Trichlorobenzene in mg/kg 1,2,3-Trichloropropane in mg/kg 1,2,4-Trichlorobenzene in mg/kg 1,2,4-Trimethylbenzene in mg/kg 1,2-Dibromo-3-chloropropane in mg/kg 1,2-Dibromoethane (EDB) in mg/kg 1,2 -Dichlorobenzene in mg/kg 1,2-Dichloroethane (EDC) in mg/kg 1,2-Dichloropropane in mg/kg 1,3,5-Trimethylbenzene in mg/kg 1,3 -Dichlorobenzene in mg/kg I 1,3-Dichloropropane in mg/kg 1,4 -Dichlorobenzene in mg/kg 212-Dichloropropane in mg/kg 2-Butanonein mg/kg 2-Chlorotoluene in mg/kg 2-Hexanonein mg/kg 4-Chlorotoluene in mg/kg 4-Methyl-2-pentanone in mg/kg Acetone in mg/kg Acrylonitrile in mg/kg Benzene in mg/kg Bromobenzene in mg/kg Bromochloromethane in mg/kg Bromodichloromethane in mg/kg Bromoform in mg/kg Bromomethane in mg/kg Carbon disulfide in mg/kg Carbon tetrachloride in mg/kg Chlorobenzenein mg/kg Chloroethane in mg/kg Chloroform in mg/kg Chloromethane in mg/kg cis-1,2-Dichloroethene in mg/kg cis-1,3-Dichloropropene in mg/kg Dibromochloromethane in mg/kg Dibromomethane in mg/kg Dichlorodifluoromethane in mg/kg Ethylbenzene in mg/kg Hexachlorobutadienein mg/kg Isopropylbenzenein mg/kg m,p-Xylenes in mg/kg Methyl tert-butyl ether (MTBE) in mg/kg Methylene chloride in mg/kg n-Butylbenzene in mg/kg � n-Propylbenzenein mg/kg o -Xylene in mg/kg p-Isopropyltoluene in mg/kg sec-Butylbenzenein mg/kg Aspect Consulting 5/7/12 P." Edmonds ShelllLab DatalTableslFINAL-SoilData Soil, Method A, Unrestricted Land Use, Table Value (mg/kg) 100 Gasoline UST Final Confirmation Samples Final Confirmation Samples Pump islands and Pipe Runs Bottom Floor Samples Sidewall Sam les TN -D04 TN -F04 CS -BT -E03 CS -BT -E04 TN -G04 TN-EOS TN -004 CS -SW -D03 CS -SW -E01 CS -SW -E05 CS -SW -G03 PI -104 PI -107 PI -J04 PI -107 PL -105 PIA06 PL -JOS PLA06 SL -103 4/10/2012 4/10/2012 3/7/2012 3/16/2012 4/10/2012 4/10/2012 4/10/2012 3/7/2012 3/7/2012 3/7/2012 3/7/2012 3/8/2012 3/8/2012 3/8/2012 3/8/2012 3/8/2012 3/8/2012 3/8/2012 3/8/2012 3/8/2012 (15 ft.) (15 ft.) (12 ft.) (14 ft.) 1 (12 ft.) (12 ft.) (12 ft.) (7 ft.) (7 ft.) (7 ft.) (7 ft.) 1 (2 ft.) 1 (2 ft.) (2 ft.) (2 ft.) (4 ft.) (4 ft.) (4 ft.) (4 ft.) U 0.01 3.0 U 1 3.0 Ul 3.0 Ul 3.0 U 1 3.0 Ul 3.0 Ul 3.0 Ul 3.0 Ul 3.0 U 1 3.0 Ul 3.0 Ul 3.0 Ul 3.0 Ul 11 1 3.0 Ul 3.0 Ul 3.0 Ul 3.0 U 3.0 U 1 3.0 U 25 Ul 25 Ul 29 1 25 Ul 25 Ul 25 Ul 25 U 25 Ul 25 U 50 Ul 50 Ul 130 1 50 Ul 50 Ul 50 Ul 50 Ul 50 U1 50 U 0.03 0.030 U 1 0.030 Ul 0.030 Ul 1 0.030 U 0.030 Ul 0.030 Ul 0.030 Ul 0.030 Ul 0.030 Ul 0.030 U 6 0.050 U 1 0.050 Ul 0.050 U 1 1 0.050 U 0.050 Ul 0.050 Ul 0.050 Ul 0.050 U 0.050 Ul 0.050 U 7 0.050 U 1 0.050 Ul 0.082 1 1 0.050 U 0.050 Ul 0.050 Ul 0.050 Ul 0.050 U 0.050 Ul 0.050 U 9 0.20 Ul 0.20 Ul 0.20 Ul 1 0.20 U 0.20 Ul 0.20 Ul 0.20 Ul 0.20 Ul 0.20 Ul 0.20 U I 0.01 U 0.01 U 0.045 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2 0.01 U 0.01 U 0.049 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.06 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.058 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U f 0.01 U 0.01 U 0.053 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.049 U 0.01 Ul 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.057 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.064 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.054 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.31 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.05 U 0.05 U 0.072 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.005 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 Ul 0.005 U 0.01 U 0.01 U 0.061 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.049 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.12 0.01 U _ 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.062 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.057 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.057 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.054 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.05 U 0.05 U 0.078 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.01 U 0.01 U 0.061 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.01 U 0.01 U 0.087 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.05 U 0.05 U 0.054 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 Ul 0.05 U 0.05 U 0.05 U 0.1 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.056 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.03 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.01 U 0.01 U 0.061 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.094 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.055 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.063 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.044 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.054 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.055 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.058 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.053 U 0.01 U 0.01 U1 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.054 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.053 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.057 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.057 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.084 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.062 Ul 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.087 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 6 0.01 U 0.01 U 0.01 U 0.057 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.064 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.048 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.02 U 0.02 U 0.02 U 0.1 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.1 0.01 U 0.01 U 0.055 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.02 0.02 U 0.02 U 0.11 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.01 U 0.01 U 0.046 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.058 U 0.01 U 0.01 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.061 0.01 U 0.01 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.042 U 0.01 U 0.01 0.01 IU U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.051 U 0.01 U 0.01 0.01 Ul 0.01 U 0.01 U 0.01 U DRAFT Table 1 Page 1 of 2 • • • Table 1 - Soil Quality Data for Gasoline UST System Excavation Edmonds Shell Chemical Name Soil, Method A, Unrestricted TN -D04 TN -F04 Land Use, Table 4/10/2012 4/10/2012 Value (mg/kg) (15 ft.) (15 ft.) i CS -BT -E03 CS -BT -E04 TN -G04 TN -E05 TN -004 CS -SW -D03 CS -SW -E01 CS -SW -E05 CS -SW -G03 3/7/2012 3/16/2012 4/10/2012 4/10/2012 4/10/2012 3/7/2012 3/7/2012 3/7/2012 3/7/2012 (12 ft.) (14 ft.) (12 ft.) (12 ft.) (12 ft.) (7 ft.) (7 ft.) (7 ft.) (7 ft.) PI -104 3/8/2012 (2 ft.) PI -107 3/8/2012 (2 ft.) PI -J04 3/8/2012 (2 ft.) PI -J07 3/8/2012 (2 ft.) PL -105 3/8/2012 (4 ft.) PL -106 3/8/2012 (4 ft.) PLA05 3/8/2012 (4 ft.) PL -J06 3/8/2012 (4 ft.) SL -103 3/8/2012 (4 ft.) Styrene in mg/kg 0.01 U 0.01 U 0.044 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U tert-Butylbenzene in mg/kg 0.01 U 0.01 U 0.056 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Tetrachloroethene (PCE) in mg/kg 0.05 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Toluene in mg/kg 7 0.01 U 0.01 U 0.01 U 0.056 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U trans-1,2-Dichloroethene in mg/kg ( 0.01 U 0.01 U 0.052 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U trans-1,3-Dichloropropene in mg/kg j 0.01 U 0.01 U 0.058 U 0.01 U 0.01 U 0.01 U 001 U 0.01 U 0.01 U Trichloroethene (TCE) in mg/kg 0.03 0.01 U1 0.01 U 0.01 Ul 0.01 U1 0.01 U 0.01 Ul 001 U1 0.01 U1 0.01 U Trichlorofluoromethane in mg/kg 0.01 U1 0.01 U 0.046 U 0.01 U 0.01 ul 0.01 ul o O3 ul 0.01 ul 0.01 U Vinyl chloride in mg/kg 0.01 Ul 0.01 U1 0.01 Ul 0.01 U1 0.01 Ul 0.01 Ul 001 Ul 0.01 U1 0.01 U Naphthalene in mg/kg 5 1 0.01 U1 0.01 U1 0.01 U1 0.081 1 0.01 U 1 0.01 U 1 0.01 U 1 0.01 U 1 0.01 U I 0.01 U Notes Concentrations in shaded cells indicate value exceeds Soil, Method A, Unrestricted Land Use; Table Value (mg/kg) U - Analyte was not detected at or above the reported result. Aspect Consulting 5/7/12 PAEdmonds Sheftab DatalTableSIFINAL-S011Data DRAFT Table 1 Page 2 of 2 • • • Table 2 - Soil Quality Data for Waste Oil UST Excavation Edmonds Shell Aspect Consulting 5/7/12 P. Edmonds ShelllLab DatalTableslFINAL-SoilData DRAFT Table 2 Page 1 of 2 Final Confirmation Bottom Floor Samples Final Confirmation Sidewall Samples Chemical Name Soil, Method A, Unrestricted Land Use, Table Value (mg/kg) WO -13T-1315 4/20/2012 (4 ft.) WO -BT -E35 4/13/2012 (17 ft.) WO -13T -E16 4/17/2012 1 (17.5 ft.) W0 -13T -E17 4/16/2012 (16 ft.) W0 -13T -G15 4/13/2012 (15 ft.) CS -SW -D14 3/16/2012 (5 ft.) CS -SW -E14 3/16/2012 (5 ft.) WO -SW -1315 4/20/2012 (2 ft.) W0 -SW -C15 4/20/2012 (2 ft.) WO -SW - D16/17 4/17/2012 (9 ft.) W0 -SW -D16 4/17/2012 (9 ft.) WO -SW -D37 4/16/2012 (8 ft.) W0 -SW -E17 4/16/2012 (8 ft.) WO -SW -F16 4/17/2012 (9 ft.) WO -SW -1`17 4/16/2012 (8 ft.) WO -SW -H15 4/13/2012 (7 ft.) Total Petroleum Hydrocarbons Gasoline Range Hydrocarbons in mg/kg 100 3.0 U 3.0 U 3.0 U 3.0 Ul 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 3.0 U 3.0 U 3.0. U 3.0 U 3.0 U 3.0 U Diesel Range Hydrocarbons in mg/kg 2,000 25 U 25 U 25 U 25 U 25 U 25 U 25 U 27 25 U 25 UI 50 U 25 U 25 U 25 U 25 U 25 U Oil Range Hydrocarbons in mg/kg 50 U 99 50 U 50 U 50 U 50 U 50 U 50 U 150 50 960 50 U 50 U 50 U 50 U 50 U Metals Arsenic in mg/kg 20 2.2 1.9 2 2 2 2.1 3.3 2.1 02 1.8 1.8 2 1.8 2 Cadmium in mg/kg 2 1.1 U 1.1__U 1.1 U 1.1 U 1.1 U 1.1 U 1.2 U 1.1 U 1.1 U 1.1 U 1.1 U 1.1 U 1.1 U 1.1 U Chromium in mg/kg 2,000 29 24 28 25 26 24 23 22 20 22 22 26 22 23 Lead in mg/kg 250 2.5 2.5 1.9 1.8 1.9 7.6 8.6 1.8 15 1.7 1.6 1.7 2.1 1.8 Mercury in mg/kg 2 0.020 0.020 U 0.020 U 0.020 U 0.020 U 0.021 0.020 U 0.020 U 0.022 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U Polycyclic Aromatic Hydrocarbons (PAHs) Benz(a)anthracene in mg/kg 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U Benzo(a)pyrene in mg/kg 0.1 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U Benzo(b)fluoranthene in mg/kg 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U Benzo(k)fluoranthene in mg/kg 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U Chrysene in mg/kg 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U 0.020 U Dibenzo(a,h)anthracene in mg/kg 1 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 1 1 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 U Indeno(1,2,3-cd)pyrene in mg/kg 1 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 1 1 0.020 Ul 0.020 Ul 0.022 1 0.036 1 0.020 Ul 0.020 Ul 0.020 Ul 0.020 Ul 0.020 U Volatile Organic Compounds 1,1,1,2 -Tetrachloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1,1 -Trichloroethane in mg/kg 2 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1,2,2 -Tetrachloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1,2 -Trichloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1-Dichloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1-Dichloroethene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U1 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1-Dichloropropene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,3-Trichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,3-Trichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01, U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,4-Trichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,4-Trimethylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 1,2-Dibromo-3-chloropropane in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05' U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 1,2-Dibromoethane (EDB) in mg/kg 0.005 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 1,2 -Dichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2-Dichloroethane (EDC) in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2-Dichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,3,5 -Trim ethyl benzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,3 -Dichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,3-Dichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,4 -Dichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2,2-Dichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2-Butanone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 2-Chlorotoluene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2-Hexanone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 4-Chlorotoluene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 4-Methyl-2-pentanone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U Acetone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U Acrylonitrile in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U Benzene in mg/kg 0.03 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U Bromobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromochloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromodichloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U Bromoform in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromomethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Carbon disulfide in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Carbon tetrachloride in mg/kg 0.01 Ul 0.01 Ul 0.01 U 0.01 U 0.01 Ul 0.01 U1 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U Aspect Consulting 5/7/12 P. Edmonds ShelllLab DatalTableslFINAL-SoilData DRAFT Table 2 Page 1 of 2 • • • Table 2 - Soil Quality Data for Waste Oil UST Excavation Edmonds Shell Chemical Name Soil, Method A, Unrestricted Land Use, Table Value (mg/kg) WO -BT -B15 4/20/2012 (4 ft.) W0 -BT -E35 4/13/2012 (17 ft.) WO -BT -E16 4/17/2012 (17.5 ft.) WO -BT -E17 4/16/2012 (16 ft.) WO -BT -G35 4/13/2012 (15 ft.) CS -SW -1314 CS -SW -E34 3/16/2012 3/16/2012 (5 ft.) (5 ft.) WO -SW -1335 4/20/2012 (2 ft.) WO -SW -C15 4/20/2012 (2 ft.) WO -SW - D16/17 4/17/2012 (9 ft.) WO -SW -D16 4/17/2012 1 (9 ft.) W0 -SW -D17 4/16/2012 (8 ft.) W0 -SW -E37 4/16/2012 (8 ft.) WO -SW -1`36 4/17/2012 (9 ft.) W0 -SW -F17 4/16/2012 (8 ft.) WO -SW -1-115 4/13/2012 (7 ft.) Chlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Chloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01- U 0.01 U 0.01 U 0.01 U Chloroform in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Chloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U cis-1,2-Dichloroethene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U cis-1,3-Dichloropropene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U1 0.01 U 0.01 U 0.01 U 0.01 U Dibromochloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Dibromomethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Dichlorodifluoromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Ethylbenzene in mg/kg 6 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Hexachlorobutadiene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Iso propyl benzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U1 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U m,p-Xylenes in mg/kg 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U Methyl tert-butyl ether (MTBE) in mg/kg 0.1 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Methylene chloride in mg/kg 0.02 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U n-Butylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U n -Propyl benzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U -o-Xylene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U p-Isopropyltoluene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U sec-Butylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Styrene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01__U 0.01 U 0.01 U 0.01 U tert-Butyl benzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Tetrachloroethene (PCE) in mg/kg 0.05 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.044 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Toluene in mg/kg 7 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U trans-1,2-Dichloroethene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U trans-1,3-Dichloropropene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Trichloroethene (TCE) in mg/kg 0.03 0.01 U 0.01 U 0.01 U 0.01 .0 0.01 U 0.01 U 0.01 U 0.01. U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Trichlorofluoromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 Ul 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Vinyl chloride in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U1 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Naphthalene in mg/kg 5 0.01 U 0.01 U 0.01 U 0.01. U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U1 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Polychlorinated Biphenyls (PCBs) Aroclor 1016 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1221 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1232 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1242 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1248 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 ' U 0.10 U Aroclor 1254 in mg/kg 0.10 . U1 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 Ul 0.10 U Aroclor 1260 in mg/kg 0.10 U1 0.10 U1 0.10 U1 0.10 U1 0.10 Ul1 0.10 U1 0.10 U1 0.10 U1 0.10 U1 0.10 U1 0.10 U1 0.10 U1 0.10 U1 0.10 U Aroclor 1268 in mg/kg 1 0.10 U1 I 1 0.10 U1 I I I I I I I I I 1 0.10 U Notes Concentrations in shaded cells indicate value exceeds Soil, Method A, Unrestricted Land Use, Table Value (mg/kg U - Analyte was not detected at or above the reported result Aspect Consulting 5/7/12 R Edmonds She111Lab DatalTableSIFINAL-So#Data DRAFT Table 2 Page 2 of 2 • • i Table 3 - Soil Quality Data for Stock Piles Edmonds Shell Aspect Consulting 5/7/12 P. -Edmonds ShelllLab DatalTableslFINAL-SoilData Draft Table 3 Page 1 of 2 Stock Pile Samples Pea Gravel From Gasoline UST Excavation Stock Pile Samples Overburden From Waste Oil Excavation Chemical Name Soil, Method A, Unrestricted Land Use, Table Value (mg/kg) GT -SP -04 4/11/2012 GT -SP -05 4/11/2012 I SP -UST -01 3/7/2012 I SP -UST -02 3/7/2012 I SP -UST -03 3/7/2012 I WO -SP -01 4/16/2012 WO -SP -02 4/16/2012 WO -SP -03 4/16/2012 WO -SP -04 4/17/2012 WO -SP -05 4/17/2012 WO -SP -06 4/17/2012 Total Petroleum Hydrocarbons Gasoline Range Hydrocarbons in mg/kg 100 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U 3.0 U Diesel Range Hydrocarbons in mg/kg 2,000 25 U 25 U 25 Ul 25 U 25 U 25 U Oil Range Hydrocarbons in mg/kg 5o U 50 U 110 50 U 50 U 62 BTEX Benzene in mg/kg 0.03 0.030 U 0.030 U 0.030 U 0.030 U 0.030 U Ethylbenzene in mg/kg 6 0.050 U 0.050 U 1 0.050 Ul 0.050 Ul 0.050 U Toluene in mg/kg 7 0.050 U 0.050 U 1 0.050 Ul 0.050 Ul 0.050 U 1 Xylenes (total) in mg/kg 9 0.20 U 0.20 U 1 0.20 Ul 0.28 1 0.20 U Metals Arsenic in mg/kg 20 2.1 2.5 2.6 02 2.1 02 Cadmium in mg/kg 2 1.1 U 1'.1 U 1.1 U 1.1 U 1.1 U 1.1 U Chromium in mg/kg 2,000 25 24 23 20 25 40 Lead in mg/kg 250 2.0 5.4 7.9 2.5 2.5 3.7 Mercury in mg/kg 2 0.023 0.020 U 0.020 U 0.020 U 0.020 U 0.026 Polycyclic Aromatic Hydrocarbons (PAHs) Benz(a)anthracene in mg/kg 0.020 U 0.020 U 0.052 0.020 U 0.020 U 0.039 Benzo(a)pyrene in mg/kg 0.1 0.020 U 0.020 U 0.068 0.026 0.020 U 0.052 Benzo(b)fluoranthene in mg/kg 0.020 U 0.020 U 0.089 0.035 0.020 U 0.067 Benzo(k)fluoranthene in mg/kg 0.020 U 0.020 U 0.075 0.031 0.020 U 0.051 Chrysene in mg/kg 0.020 U 0.020 U 0.082 0.032 0.020 U 0.058 Dibenzo(a,h)anthracene in mg/kg 0.020 Ul 0.020 Ul 0.023 1 0.020 Ul 0.020 Ul 0.020 U Indeno(1,2,3-cd)pyrene in mg/kg 0.020 Ul 0.020 Ul 0.061 1 0.025 1 0.020 Ul 0.041 Volatile Organic Compounds 1,1,1,2 -Tetrachloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1,1 -Trichloroethane in mg/kg 2 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1,2,2 -Tetrachloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1,2 -Trichloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1-Dichloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1-Dichloroethene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,1-Dichlorop ropene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,3-Trichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,3-Trichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,4-Trichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2,4-Trimethylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2-Dibromo-3-chloropropane in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 1,2-Dibromoethane (EDB) in mg/kg 0.005 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 0.005 U 1,2 -Dichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2-Dichloroethane (EDC) in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,2-Dichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,3,5-Trimethylbenzene in mg/kg 0.01 U 0.01 U 0.01-U 0.01 U 0.01 U 0.01 U 1,3 -Dichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 -U 0.01 U 1,3-Dichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 1,4 -Dichlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2,2-Dichloropropane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2-Butanone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U1 0.05 U 2-Chlorotoluene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 2-Hexanone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 4-Chlorotoluene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 4-Methyl-2-pentanone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U Acetone in mg/kg 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U 0.05 U Acrylonitrile in mg/kg 0.05 Ul 0.05 U 1 0.05 U 0.05 Ul 0.05 U 0.05 U Benzene in mg/kg 0.03 0.005 Ul 0.005 Ul 0.005 U 0.005 Ul 0.005 U 0.005 U Aspect Consulting 5/7/12 P. -Edmonds ShelllLab DatalTableslFINAL-SoilData Draft Table 3 Page 1 of 2 • • • Table 3 - Soil Quality Data for Stock Piles Edmonds Shell Chemical Name Soil, Method A, Unrestricted Land Use, Table Value GT -SP -04 GT -SP -05 (mg/kg) 4/11/2012 4/11/2012 SP -UST -01 SP -UST -02 SP -UST -03 WO -SP -01 1 3/7/2012 1 3/7/2012 3/7/2012 4/16/2012 WO -SP -02 4/16/2012 WO -SP -03 4/16/2012 WO -SP -04 1 4/17/2012 WO -SP -05 1 4/17/2012 WO -SP -06 4/17/2012 Bromobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromochloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromodichloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromoform in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Bromomethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Carbon disulfide in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Carbon tetrachloride in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Chlorobenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Chloroethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Chloroform in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Chloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U cis-1,2-Dichloroethene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U cis-1,3-Dichloropropene in mg/kg . 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Dibromochloromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Dibromomethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Dichlorodifluoromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Ethylbenzene in mg/kg 6 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Hexachlorobutadiene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Iso propyl benzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U m,p-Xylenes in mg/kg 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U Methyl tert-butyl ether (MTBE) in mg/kg 0.1 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Methylene chloride in mg/kg 0.02 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U 0.02 U n-Butylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U n-Propylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U -o-Xylene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U p-Isopropyltoluene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U sec-Butylbenzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Styrene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U tert-Butyl benzene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Tetrachloroethene (PCE) in mg/kg 0.05 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Toluene in mg/kg 7 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 _U trans-1,2-Dichloroethene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U trans-1,3-Dichloropropene in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Trichloroethene (TCE) in mg/kg 0.03 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Trichlorofluoromethane in mg/kg 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U 0.01 U Vinyl chloride in mg/kg I I 1 0.01 Ul 0.01 Ul 0.01 Ul 0.01 U 0.01 U 0.01 U Naphthalene in mg/kg 5 0.01 U1 0.01 U1 0.01 U1 0.01 U1 0.01 U 0.01 U Polychlorinated Biphenyls (PCBs) Aroclor 1016 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1221 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U -0. 10 U 0.10 U Aroclor 1232 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1242 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1248 in mg/kg 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U 0.10 U Aroclor 1254 in mg/kg 0.10 U 1 0.10 U 1 0.10 U 1 0.10 U 1 0.10 U 0.10 U Aroclor 1260 in mg/kg 0.10 U 1 0.10 U 1 0.10 U1. 0.10 U 1 0.10 U 0.10 U Notes Concentrations in shaded cells indicate value exceeds Soil, Method A, Unrestricted Land Use, Table Value (mg/kg U - Analyte was not detected at or above the reported result Aspect Consulting 5/7/12 RIEdmonds ShelllLab DatalTablesIFINAL-SoilData Draft Table 3 Page 2 of 2 I F i L X C N. A 2 1w=20' � A ' CUT=555 CY FILL=78 CY NET=477 CY CUT NOTE: VOLUMES BASED ON INITIAL SITE CONDITIONS PRIOR TO ANY DEMOLITION OR REMEDIATION STOR ATER SUMMARY CITYL OF&t N S Sliwf L&FlFDR SIZING METHOD CONTRIBUTING IMPERVIOUS AREA = 2,740 SF BMP AREA REQUIRED = 63 SF 1. BMP AREA PROVIDED = 63 SF 0 PONDING DEPTH = 1 FT 2. Replaced AMENDED SOIL DEPTH = 1 FT #2 Regulated RAINGARDEN CONTRIBUTING IMPERVIOUS AREA = 4,374 SF BMP AREA REQUIRED = 101 SF New (Post 1977) 444 + Total (regulated Impervious Area Mitigation required i in excess o 2000s BMP AREA PROVIDED = 115 SF 5. 6. PONDING DEPTH = 1 FT 0 N/A (90% MITIGATION M AMENDED SOIL DEPTH = 1.5 FT RAINGARDFN 0 Area Proposed to be Mitigated by Low impact Development Techniques 1 = CONTRIBUTING IMPERVIOUS AREA = 1,008 SF BMP AREA REQUIRED = 23 SF 0 BMP AREA PROVIDED = 28 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT IZ RAINGARDENJA CONTRIBUTING IMPERVIOUS AREA = 4,008 SF BMP AREA REQUIRED = 92 SF r BMP AREA PROVIDED = 95 SF M PONDING DEPTH = 1 FT 7Z AMENDED SOIL DEPTH = 1.5 FT O�N00 ROCK PAD SPECIFICATIONS ROCK LINING SHALL BE QUARRY SPALLS WITH THE FOLLOWING GRADATION PASSING 8 INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE 8" PASSING 3 INCH SQUARE SIEVE 40-60%OR MEDIUM STONE SIZE 3" PASSING 3/4 INCH SQUARE SIEVE 0-101 OR MINIMUM STONE SIZE 3/4- e4 . Ix- 333.G 317,66 I n. 317.711 a 317.75. ' a VV 4 317 �17.56 17.5; 3 C1 i 5 1 rA A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON .3 9 10 Line Type Area (square feet) 1. Non -Regulated 0 n 2. Replaced Exempt Regulated 0 12,854 3. 4- New (Post 1977) 444 + Total (regulated Impervious Area Mitigation required i in excess o 2000s 0 12,13© 5. 6. Total Area Mitigated by Existing Stormwater Management System(s) Regulated Area Not Yet Mitigated = 0 N/A (90% MITIGATION M 7. Area Proposed to be Mitigated by Low impact Development Techniques 1 = 12,130 8. Area Proposed to be Mitigated through Conventional SWM Techniques = 0 NOTES' 1) HIGH CAPACITY GUTTERS SHALL NOT BE INSTALLED FOR THIS PROJECT. 2) ALL NEW CURBING TO BE REPLACED ON 100TH AVE W AND EDMONDS WAY SHALL MATCH EXISTING. 3) RAIN GARDEN AREAS SHALL BE PROTECTED DURING CONSTRUCTION FROM OVER COMPACTION. LANDSCAPE NOTES: ALL LANDSCAPE AREAS MUST USE BE COMPOST AMENDED SOILS CONSISTING OF 1) A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0. 2) THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES. 3) SUBSOILS HALL BE SCARIFIED AT LEASE 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL 4) PLANTING BEDS MUST BE MULCHED WITH AT LEAST 2 INCHES OF ORGANIC MATERIAL 5) ALL ORGANIC MATERIAL MUST MEET THE DEFINITION OF COMPOSTED MATERIAL AS DESCRIBED IN 2005 STORM WATER MANUAL BMP T5.13 STORK DRAINAGE KEYNOTES O1 CB, TYPE 1 O 72 LF 8" DI ®0.50% 18 27 LF 6" DI ®1.00% CATCH BASIN NOTE: W/ STANDARD GRATE ALL CATCH BASINS SHALL HAVE A DOWNTURNED 90 DEGREE ELBOW TO RESTRICT OUTFLOW OF OIL AND RIM=319.08 PAINT WITH 4" WIDE IE=317.41 O CB, TYPE 1 19 SDC0#2 OTHER FLOATABLES. THERE SHALL BE AT LEAST 9 WHITE DIAGONAL STRIPES W/ BEEHIVE GRATE RIM=318.45 O(THE ESSS F OF CATCE CH BASINETWEEN . COMPACTED ELBOW AND COMPACTED ASPHALT 2 13 LF 8" SO ® 0.50% MIN. RIM=317.50 IE=317.01 IE=315.67 BERM OW , TYPE 1BEEHIVE GRATE 10 22 LF 8" SD ® 0.50% 20 38 LF 6" DI ® 1.00% FILL NOTE: " RIM=318.0 ALL FILL SHALL BE SELECT GRANULAR STRUCTURAL GRIND PRIOR TO INSTALLATIO 1'-10' 2 IE=314.91 11 CB, TYPE 1 21 SDC0#3 FILL NO PEA GRAVEL OR FINE GRAINED SOILS AND TAR SEAL SEAM W/ BEEHIVE GRATE RIM=319.13 SHALL BE ALLOWED. O 17 LF 8" SO 0 0.50% RIM=317.50 IE=317.22 IE=315.78 ROUTE 6" STUB TO ROOF DRAIN OCB, TYPE 1 12 13 LF 8" SD O 0.50% W/ STANDARD GRATE 22 CB, TYPE , 2 -INCH ASPHALT BERM RIM=319.20 W/ SOLID LOCKING LID IE=317.53 13 CB, TYPE 1 RIM=319.30 W/ SOLID LOCKING LID IE=315.04 NOT TO SCALE O34 LF 8" SD ® 0.50% RIM=319.22 IE=314.82 23 55 LF 8" SD 0 0.50% O CB, BBEPEE 1 GRATE 14 43 LF 8" SD ® 0.50% SDC05 27 49 LF 4" DI ® 0.50% MIN 24 CONNECT TO CB #5, IE=317.46 RIM=318.40 O ROCK PAD PER RIM=319.75 IE=315.31 15 SPECIFICATIONS THIS SHEET IE=315.25 SDC0#1 25 20 LF 6" PVC ® 1.00% MIN. 28 f HIGH BY 2' WIDE ASPHALT BERM 16 RIM=319.50 PER DETAIL THIS SHEET FOR RUNOFF IE=316.74 DIVERSION INTO RAIN GARDEN. 17 24 LF 6" PVC ®1.00% 26 DURA SLOPE TRENCH DRAIN OR APPROVED EQUAL CAUTION(( UTILITY CROSSINGS EXIST. RIM=PER PLAN 29 NOTIFY ENGINEER IMMEDIATELY IF IE OUT=318.20± ASBUILT CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN -9- g�EVI'S. 1�F W A s111 A., CQ cn 42841 p ALtEE�G\�� abed to O n � ci > N O 00 (3) ,� O M V- � 0 z o z O O 0 �_° W SLI 0 000V Q O IZ Q M M r M �` 7Z O�N00 WOz o:z V Z N I_ w w � N Q co 00 z 3 � N �z W a I � N to -'� oN ow`n .- YdN- _t 0V)) g�EVI'S. 1�F W A s111 A., CQ cn 42841 p ALtEE�G\�� ISSUED / REVISED DATE QA SUBMITTAL 11118/11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12.,, BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 REVISED PER FIELD COND. 10/11/12 • r •r - GRADING D STORM DRAINAG2 t ..��PLAN e` ` . ,r.1r1 OF O v 04 Q 0 z N O 00 (3) ,� O M V- � 0 O W o M o z O N C) V_ c*4 W ISSUED / REVISED DATE QA SUBMITTAL 11118/11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12.,, BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 REVISED PER FIELD COND. 10/11/12 • r •r - GRADING D STORM DRAINAG2 t ..��PLAN e` ` . ,r.1r1 OF X J W .0 w a 00 co 00 r� 0 Q) v U U) po 0 N 0 N _N hi E 0 0 rn 3 v N J I 0 N 0 Lo rn cm 0 N 0 Lo i 0 0 0 Lo tL LZ F 11 0 C 0 A 2011101,111, 00011\\\\\\\ - I I I I I I I � I 2 3 H 5 0 7 LANDSCAPE PLAZA LAYOUT PLAN FOR KEY BANK A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON EDMONDS WAY ---------------------------------------- _______ ............................................................................................................................................................................... ............................................................................................................................................................................... ............................................................................................................................................................................... ............................................................................................................................................................................... ............................................................................................................................................................................... ............................................................................................................................................................................... ............................................................................................................................................................................... ............................................................................................................................................................................... :..:..': � ;:iii::::::.:—::.-:::::::::.::-:::::::::.::::::.:.::::..-:::.-:::::::.-::. :>l;;iiz iii: i:t;:a:>`.:e;:iiii�.��.....�.��)' i :'iiSi:�;��: :i;.it'i?z?:ii;:?ii;iisir:'i:i::'isii it iiii:iiiiiii:':?: r: iiiiiiiii is PA PA ................... ...... �� . ......................I........................... �\ PA CONSTRUCTION LEGEND SYMBOL ITEM 8 PA PLANTING AREA PERMIT SUBMITTAL CONCRETE PAVING 4 a ; : NATURAL COLOR MEDIUM SANDBLAST FINISH .. SEE CIVIL PLANS CRESPONSEOMM20 CITY ENTS BIKE RACK .. HANDRAIL CJ CONTROL JOINT EJ EXPASION JOINT a. DENOTES ALIGN WITH DENOTES FLUSH WITH STAIR/DEEPENED FOOTING WALL REVEAL �. w GENERAL CONSTRUCTTON NOTES 1. CONTRACTOR TO OBTAIN ALL NECESSARY ANY/OR REQUIRED PERMITS AND PAY ALL RELATED FEES AND/OR TAXES REQUIRED TO INSTALL THE WORK INDICATED ON PLANS. 2. DETERMINATION OF "EQUAL" SUBSTITUTIONS TO BE MADE ONLY BY THE LANDSCAPE ARCHITECT AND OWNER. 3. ALL DIMENSIONS ARE TAKEN FROM BACK OF CURB, OR EDGE OF PAVING, UNLESS OTHERWISE NOTED ON THE PLAN. THE DIMENSIONS ARE SHOWN FOR APPROXIMATE LINE AND ALL RADII AND CURVES ARE TO HAVE CONTINUOUS AND SMOOTH TRANSITIONS WITHOUT ABRUPT CHANGES OR BENDS. 4. ALL FORMS AND ALIGNMENT OF PAVING TO BE REVIEWED AND APPROVED BY THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO POURING. PROVIDE A MINIMUM OF 48 HOURS NOTICE. 5. CONTRACTOR TO BE RESPONSIBLE FOR COORDINATING THEIR WORK WITH ALL OTHER TRADES AND GENERAL CONTRACTOR. 5. ALL MATERIALS TO BE NEW UNLESS OTHERWISE NOTED ON PLANS. 6. FOR SITE GRADING SEE CIVIL PLANS. 7. SUB -GRADE UNDER FLAT WORK TO BE COMPACTED TO 95%. 8. CROSS PITCH ALL FLAT WORK 2% AWAY FROM THE STAIRS AND BUILDING. 9. CONTRACTOR TO VERIFY LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION AND BE LIABLE FOR ALL DAMAGES INCURRED. 10. CONTRACTOR TO COORDINATE ALL SLEEVE LOCATIONS AND INSTALLATION AS NOTED ON THE PLANS. INSTALL ALL SLEEVING PRIOR TO ANY PAVING. 11. ALL CONSTRUCTION AND WORKMANSHIP TO CONFORM TO THE LATEST UNIFORM BUILDING CODE. 12. THESE NOTES TO BE USED IN CONJUNCTION WITH THE PLANS AND ANY DISCREPANCIES TO BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT PRIOR TO THE START OF ANY WORK. 13. CONTRACTOR TO VERIFY AND CHECK ALL DIMENSIONS, FRAMING CONDITIONS, AND THE CONDITION OF THE SITE PRIOR TO COMMENCING WITH WORK. THE LANDSCAPE ARCHITECT IS TO BE NOTIFIED IMMEDIATELY IF ANY DISCREPANCIES OR DEFICIENCIES. 14. CONDITIONS NOT SPECIFICALLY SHOWN ARE TO BE CONSTRUCTED SIMILAR TO THE DETAILS FOR THE RESPECTIVE MATERIALS. 15. THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED PRODUCT. ALL BRACING, TEMPORARY SUPPORTS, SHORING, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. OBSERVATION VISITS TO THE JOB SITE BY THE LANDSCAPE ARCHITECT DO NOT INCLUDE INSPECTION OF CONSTRUCTION METHODS AND SAFETY CONDITIONS OF THE WORK SITE. 16. DESIGN, MATERIALS, EQUIPMENT, AND PRODUCTS OTHER THAN THOSE DESCRIBED ON THE PLANS OR IN THE NOTES MAY BE CONSIDERED FOR USE, PROVIDED PRIOR APPROVAL HAS BEEN OBTAINED FROM THE LANDSCAPE ARCHITECT, OWNER, AND APPLICABLE GOVERNING AUTHORITY. 17. LOCATE ALL EXPANSION JOINTS AND SCORING AS NOTED ON THE LAYOUT PLAN. 18. ALL SANDBLASTING TO BE COMPLETE PRIOR TO THE PLACEMENT OF ANY TOPSOIL AND INSTALLATION OF ANY PLANT MATERIAL. 0 CONSTRUCTION CALLOUTS 10 O NEW CONCRETE SIDEWALK — SEE CIVIL PLANS 2O EXISTING STREET — SEE CIVIL PLANS O NEW CONCRETE CURB — SEE CIVIL PLANS O CONCRETE WALK — SEE CIVIL PLANS 5D PLAZA CONCRETE PAVING — NATURAL COLOR WITH MEDIUM SAND BLAST FINISH 0 s BIKE — RACK VI I SEE C L PLANS AND DETAIL 0 HANDRAIL 7 HA — — 0 SEE SHEET L-2 FOR DETAIL (D CONCRETE STAIRS — SEE SHEET L-2 FOR DETAIL 9 CONCRETE DEEPENED FOOTING — SEE S)HFET L-2 FOR DETAIL 10 NEW — PLANTER WITH 0 T CURB SEE CIVIL PLANS AcNOISION E . if xZ1 APS VAI) 8y PPEL) ;. 0 % �; Z N Wo 00 CL d Z) o9 2-7 Z N w Q n � p 04 0 00 N N zj L z�Nl�, ELI Uzi Ld•- z —�, C9 I_ I•- Lr) N w Ej w 00 Ld 04 04 � o U z = u- O U p O H W D: C7 d k' zo - v� w x_ d a I- vl ca d N d w 3 U N 4 z W g I V a ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 4' ....- . CRESPONSEOMM20 CITY ENTS 04/12/12 .. • • . 0 • . • Lo � a. • Lm w ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 DCITY ATED 03127 NLETTER 2 03/28/12 CRESPONSEOMM20 CITY ENTS 04/12/12 6UL1_ETlN #2 05122112 SITE PLAN REVISION 06/06/12 r i o OU LANDSCAPE PLAZA LAYOUT PLAN L1 of 6 3 4 5 7 0 LANDSCAPE PLAZA DETAILS FOR KEY BANK A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. F EDMONDS, WASHINGTON E D i a� x C w w .o w a to to 00 00 M O N v U In Q 0 N 0 B N v� 3 v N J I 0 N O rn C c 0 N 0 r- 0 0 _u') A O.. N N Li U FINISH SURFACE SCORE JOINT - SEE PLAN FOR LOCATIONS REINFORCING - SEE CIVIL PLANS CONCRETE PAVING - MEDIUM SANDBLASTED FINISH SEE CIVIL PLANS FOR ADDITIONAL INFORMATION ON CONCRETE PAVING, BASE MATERIAL, AND SUB -GRADE PREPARATION -VIII SCORE JOINT PACT SUB -GRADE 95% FINISH SURFACE CONTROL JOINT - SEE PLAN FOR LOCATIONS SPACING AS SHOWN ON PLANS REINFORCING - SEE CIVIL PLANS CONCRETE PAVING - MEDIUM SANDBLASTED FINISH SEE CIVIL PLANS FOR ADDITIONAL INFORMATION ON d, d•' CONCRETE PAVING, BASE 5 •K' :;:•`:_ '{' MATERIAL, AND SUB -GRADE _'�= : r•� PREPARATION 4. I — III ' 1 1 I I II ' I COMPACT SUB -GRADE 95% CONTROL JOINT FINISH SURFACE SELF LEVELING SEALANT TO MATCH PAVEMENT COLOR — PRE MOLDED BITUMINOUS EXPANSION JOINT 1/4" SEE PLAN FOR LOCATIONS CONCRETE PAVING - MEDIUM SANDBLASTED FINISH U °dk • ''' ' ° REINFORCING - SEE CIVIL PLANS BID SET ''..'1 z ��-. O N ;' `. ,' '' ' : •Trr--. �. SEE CIVIL PLANS FOR —„. • IF ADDITIONAL INFORMATION ON , a'`”^"• '.' ---a—a :• •' ' ♦r' ' • CONCRETE PAVING, BASE f `:.: '• :'•'� _ '4r' MATERIAL, AND SUB -GRADE � Q PREPARATION a U V N.. Z 3 00N04 z ua2 Z0)NOp Q co OR COMPACT SUB -GRADE 95% EXPANSION JOINT EXPANSION JOINT DOWELING SEE BELOW CONTROL, SCORE, AND EXPANSION JOINT DETAILS NOT TO SCALE FINISH SURFACE CONCRETE PAVING - MEDIUM SANDBLASTED FINISH EXPANSION JOINT - SEE DETAIL ABOVE 6" CLEAR REINFORCING - SEE CIVIL PLANS �. F�qSEE CIVIL DRAWINGS FOR N `' "' ADDITIONAL INFORMATION ON d _ CONCRETE PAVING, BASE MATERIAL AND SUB -GRADE '°' t" PREPARATION 12.' COMPACT SUB -GRADE 957o 1/2" X 24" STEEL DOWEL GREASE ONE END. 24" O.C. AND 6" FROM EDGE OF PAVING. AT EXISTING PAVING PRE -DRILL EXISTING PAVING FOR GREASED END OF DOWEL. EXPANSION JOINT DOWELLING DETAIL. NOT TO SCALE EXPANSION JOINT TYPICAL CONCRETE PAVING — UPPER PLAZA PAVING #4 REBAR @ 18" O.C. E.W: CONCRETE DEEPENED FOOTING DETAIL NOT TO SCALE 4" CLEAR NOTE: ALL PIPE SHALL BE 2" O.D. ANODIZED ALUMINUM STEEL PIPE POST - TYPICAL. USE POWDER COATED SILVER METALLIC STEEL FOR ALTERNATE BID 4" TYPICAL 41p TYPICAL BUILDING WALL UPPER PLAZA WITH DEEPENED FOOTING - SEE PAVING DETAIL THIS SHEET 1/2" x 1/2" SQUARE STEEL TUBING VERTICAL PICKETS TYPICAL ALIGN POST WITH PAVING CONTROL JOINTS - TYPICAL CONCRETE - NATURE COLOR WITH MEDIUM SAND BLAST FINISH #4 REBAR ® NOSE ALIGN REVEAL WITH TOP STEP REVEAL #4 REBAR 18" O.C. E.W. (LAP BARS ENDS 12") #4 SMOOTH DOWEL 24" LONG ONE END 36" O.C. AND @ END OF PAVING CONCRETE PAVING 12" COMPACTED BASE COURSE SEE CIVIL PLANS COMPACT SUB -GRADE 95% CONCRETE PAVING UPPER PLAZA �7 10 CONCRETE STEPS - NATURAL COLOR MEDIUM SAND BLAST FINISH #4 REBAR @ STEP NOSE 4 REBAR 18" O.C. E.W. LAP BARS ENDS 12") #4 SMOOTH DOWEL 24" LONG GREASE ONE END 36" O.C. AND © END OF PAVING CONCRETE PAVING #4 REBAR © 18" O.C. E.W. 3,. COMPACTED BASE COURSE / SEE CIVIL PLANSF3"COMPACTED BASE COURSE SEE CIVIL PLANS COMPACT SUB -GRADE 95% Wool 3" 10" COMPACT SUB -GRADE 95% NOTE: SUBGRAGE MATERIAL AND COMPACTION RATE AS PER CIVIL DRAWINGS AND GEO-TECHNICAL ENGINEER'S REPORT. CONCRETE STEPS DETAIL NOT TO SCALE 4" TYPICAL 4" TYPICAL c �' . •n 8" °TYPICAL. ° v d n a' d d ° v. v d4 c .4 q°, °° a d Q° d°° d °d e ° . ° : d d d 4. °. 4, v v d v d n. d ° °. v a c ° a " -3`4 '8' LEEP HALE,'. SECURE -IN' HOLE UH BONSAI. ' ° d tl• n� ° °O ° v POST ° $ ° a° d 4a4 .0 ARCH: CEMENT:: 'TYPICAL.d. n .d °' a° v ., .4. a' d HANDRAIL DETAIL NOT TO SCALE 18" MINIMUM 1 1/2" x 1/2" FLAT STEEL TUBING RAIL - TYPICAL 2" x 1/2" FLAT STEEL TUBING RAIL - TYPICAL EMS 12" MINIMUM 12" 2" O.D. ANNODIZED ALUMINUM STEEL PIPE POST - TYPICAL. USE POWDER COATED SILVER METALLIC STEEL FOR ALTERNATE BID CONCRETE STEPS - SEE THIS SHEET FOR DETAIL LOWER PLAZA PAVING 4" - SEE CIVIL PLANS °dk w Li BID SET z z ��-. O N = sP, zN Ld IF II- c CL — O ® cn 09 W � Q SZ o a U V Z 3 00N04 z ua2 Z0)NOp Q co OR w?Z.- z z UPPER PLAZA WITH DEEPENED FOOTING - SEE PAVING DETAIL THIS SHEET 1/2" x 1/2" SQUARE STEEL TUBING VERTICAL PICKETS TYPICAL ALIGN POST WITH PAVING CONTROL JOINTS - TYPICAL CONCRETE - NATURE COLOR WITH MEDIUM SAND BLAST FINISH #4 REBAR ® NOSE ALIGN REVEAL WITH TOP STEP REVEAL #4 REBAR 18" O.C. E.W. (LAP BARS ENDS 12") #4 SMOOTH DOWEL 24" LONG ONE END 36" O.C. AND @ END OF PAVING CONCRETE PAVING 12" COMPACTED BASE COURSE SEE CIVIL PLANS COMPACT SUB -GRADE 95% CONCRETE PAVING UPPER PLAZA �7 10 CONCRETE STEPS - NATURAL COLOR MEDIUM SAND BLAST FINISH #4 REBAR @ STEP NOSE 4 REBAR 18" O.C. E.W. LAP BARS ENDS 12") #4 SMOOTH DOWEL 24" LONG GREASE ONE END 36" O.C. AND © END OF PAVING CONCRETE PAVING #4 REBAR © 18" O.C. E.W. 3,. COMPACTED BASE COURSE / SEE CIVIL PLANSF3"COMPACTED BASE COURSE SEE CIVIL PLANS COMPACT SUB -GRADE 95% Wool 3" 10" COMPACT SUB -GRADE 95% NOTE: SUBGRAGE MATERIAL AND COMPACTION RATE AS PER CIVIL DRAWINGS AND GEO-TECHNICAL ENGINEER'S REPORT. CONCRETE STEPS DETAIL NOT TO SCALE 4" TYPICAL 4" TYPICAL c �' . •n 8" °TYPICAL. ° v d n a' d d ° v. v d4 c .4 q°, °° a d Q° d°° d °d e ° . ° : d d d 4. °. 4, v v d v d n. d ° °. v a c ° a " -3`4 '8' LEEP HALE,'. SECURE -IN' HOLE UH BONSAI. ' ° d tl• n� ° °O ° v POST ° $ ° a° d 4a4 .0 ARCH: CEMENT:: 'TYPICAL.d. n .d °' a° v ., .4. a' d HANDRAIL DETAIL NOT TO SCALE 18" MINIMUM 1 1/2" x 1/2" FLAT STEEL TUBING RAIL - TYPICAL 2" x 1/2" FLAT STEEL TUBING RAIL - TYPICAL EMS 12" MINIMUM 12" 2" O.D. ANNODIZED ALUMINUM STEEL PIPE POST - TYPICAL. USE POWDER COATED SILVER METALLIC STEEL FOR ALTERNATE BID CONCRETE STEPS - SEE THIS SHEET FOR DETAIL LOWER PLAZA PAVING 4" - SEE CIVIL PLANS ISSUED / REVISED °dk w Li BID SET z z ��-. O N = V O zN Ld 0 0 W C:) co O II- c CL — O ® cn 09 W N Q SZ o a U V Z 3 00N04 z ua2 Z0)NOp Q co OR w?Z.- z z J v N N Q w� w 00Yd04 71) -dN V=a ocna = cn w �!/ v~iawcn vvi 0 04 gRz `\ ` �Iz ISSUED / REVISED V PERMIT SUBMITTAL Li BID SET n CITY COMMENT LETTER DATED 03/27/12 II• E a V O lauL.LSTk" WA W v 0 0 W C:) co O II- c y — O ® cn 0 v = J @ Q a U V Z 3 N J J v ISSUED / REVISED DATE PERMIT SUBMITTAL O BID SET 02/17/12 CITY COMMENT LETTER DATED 03/27/12 coO z O Co lauL.LSTk" WA z ® 0 0 W C:) co O Z O Lo O N ® 0 Lu W ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 CITY COMMENT LETTER DATED 03/27/12 03/28/12 RESPONSE TO CITY COMMENTS 2 04/12/12 lauL.LSTk" WA 051221.12 SITE PLAN REVISION 06106/12 r:,....'. ..., A LANDSCAPE PLAZA DETAILS L2 of 6 F E I I I Q x J C w 0 w V) a OD CD 00 n 0 0 U a 0 N_ O N N n� 0 3 v d= J I 0 N O LO rn c : im c 0 N 0 LO 0 O LO A i n. LZ J GV v 0 a 2 3 4 5 F. 7 E:l 0 iul SINGLI✓ WHITE CTPIPP i i L SS — +� Jf �{ CN IN { Ir { { I I{ I{ I I{ ENGINEERING DIVISION �APorm E ASTk DOate:� 0*1 LANDSCAPE PLANT MATERIAL LEGEND SIZE SYMBOL BOTANICAL / COMMON NAMES CONDITION SPACING QUANTITY REMARKS STAKE & GUY ONE GROWING SEASON; NURSERY CROWN, 3-5 CANE MAXIMUM STAKE & GUY ONE GROWING SEASON; NURSERY GROWN, FOR STREET TREE USE, BRANCHED AT 6' STAKE & GUY ONE GROWING SEASON; NURSERY GROWN, GROWN UN—SHEARED, UN—COY LEADER STAKE & GUY ONE GROWING SEASON, NURSERY GROWN FOR STREET TREE USE, BRANCHED AT 6' STAKE & GUY ONE GROWING SEASON; NURSERY GROWN FOR STREET TREE USE, BRANCHED AT 6' 3 CANES MINIMUM LATCHED FORM MATCHED HEIGHT AND FORM HOLD 16" FROM BORDERS, SHRUBS, AND TREES HOLD 12" FROM BORDERS, SHRUBS, AND TREES HOLD 12" FROM BORDERS HOLD 12" FROM BORDERS TREES: w O BID SET 02/17/12 ACER CIRCINATUM / 8'-10' HT. AS SHOWN 3 ztwit VINE MAPLE B & B �� L0 O T_ N + ACER RUBRUM 'BOWHALL' / 3" CAL. AS SHOWN 6 BOWHALL RED MAPLE B & B Z (STREET TREE) CALOCEDRUS DECURRENS / 6' - 7' HT. AS SHOWN 4 ° INCENSE CEDAR B & B w w© 0 CERCIDIPHYLLUM JAPONICUM / 2" CAL. AS SHOWN 4 N KATSURA TREE B & B + LIRIODENDRON TULIPIFERA 'COLUMNAR ARNOLD' / 2" CAL. AS SHOWN 3 3 COLUMNAR ARNOLD TULIP TREE B & B SHRUBS: 40 BERGENIA CRASSIFOLIA / 1 GALLON 2.5' O.C. 14 WINTER -BLOOMING BERGENIA o CORNUS STOLONIFERA 'KELSEYI' / KELSEYI DOGWOOD 1 GALLON 3' O.C. 61 Q REDTWIG HELICTROTRICHON SEMPERVIRENS / 1 GALLON 2' O.C. 69 ® BLUE OAT GRASS IRIS DOUGLASIANA / 1 GALLON 2' O.C. 24 A PACIFIC COAST IRIS NANDINA DOMESTICA 'COMPACTA' / 24" - 30" 3.5' O.C. 43 COMPACT HEAVENLY BAMBOO CONTAINER PRUNUS LAUROCERASUS 'MOUNT VERNON' / 18" - 21" 3' O.0 52 MOUNT VERNON LAUREL CONTAINER PRUNUS LAUROCERASUS 'SCHIPKAENSIS' / 24" - 30" 5' O.C. 48 SCHIPKA LAUREL CONTAINER SALIX PURPUREA 'NANA' / 21" - 24" AS SHOWN 29 DWARF PURPLE WILLOW CONTAINER o SPIRAEA JAPONICA 'ANTHONY WATERTER' / 21" - 24" 4' O.C. 25 ANTHONY WATERER SPIREA CONTAINER SYMPHORICARPUS ALBUS / 1 GALLON 3' O.C. 26 SNOWBERRY GROUNDCOVERS: ARCTOSTAPHYLOS UVA—URSI / 4" POT 12" O.C. AS REQ'D KINNIKINNICK FRAGRARIA CHILOENSIS / 4" POT 12" O.C. AS REQ'D BEACH STRAWBERRY JUNCUS EFFUSUS / 4" POT 12" O.C. AS REQ'D SOFT RUSH JUNCUS ENSIFOLIUS / 4" POT 12" O.C. AS REQ'D DIGGERLEAF RUSH STAKE & GUY ONE GROWING SEASON; NURSERY CROWN, 3-5 CANE MAXIMUM STAKE & GUY ONE GROWING SEASON; NURSERY GROWN, FOR STREET TREE USE, BRANCHED AT 6' STAKE & GUY ONE GROWING SEASON; NURSERY GROWN, GROWN UN—SHEARED, UN—COY LEADER STAKE & GUY ONE GROWING SEASON, NURSERY GROWN FOR STREET TREE USE, BRANCHED AT 6' STAKE & GUY ONE GROWING SEASON; NURSERY GROWN FOR STREET TREE USE, BRANCHED AT 6' 3 CANES MINIMUM LATCHED FORM MATCHED HEIGHT AND FORM HOLD 16" FROM BORDERS, SHRUBS, AND TREES HOLD 12" FROM BORDERS, SHRUBS, AND TREES HOLD 12" FROM BORDERS HOLD 12" FROM BORDERS ISSUED / REVISED 0,v, s y b�% w O BID SET 02/17/12 1 � O = O M ztwit z ® 0 o O �� L0 O T_ N W � G 00NSJy °" Q 21117, Z 00 N C-4 N 00 zm o LO pf >� zN C14 rl- CC�z w w© z L0 H N N w� v LL, � - Y dN 04 q-- am c—.) v=i a ISSUED / REVISED DATE PERMIT SUBMITTAL O BID SET 02/17/12 1 � 0 Z N O 07 O M CO LL, z ® 0 o O Z O -5; L0 O T_ N ® O � 21117, W ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 CITY DATED 03/27 N2 LETTER 03/28/12 COMMENTS 20 CITY 04/12/12 BULLETIN #2 05/22/12 SITE PLAN REVISION 06/06/12 JUN - ., 21117, LANDSCAPE PLANTING PLAN L3 of 6 X J w 0 w Q M 0 00 (o 00 0 U V) a N 0 N N ai E a� v 0 m 3 v J I 0 N 0 rn c �L c i 0 N 0 u� 0 0 0 Lo a� LZ J 1 2 LANDSCAPE PLANTING NOTES AND MATERIALS F SCOPE OF WORK FURNISH ALL MATERIALS, LABOR, EQUIPMENT AND RELATED ITEMS NECESSARY TO ACCOMPLISH TOPSOIL, TREATMENT AND PREPARATION OF SOIL, FINISH GRADING, PLACEMENT OF SPECIFIED PLANT MATERIALS, FERTILIZER, STAKING, MULCH, CLEAN—UP, DEBRIS REMOVAL, AND 90—DAY MAINTENANCE. QUALIFICATIONS: LANDSCAPE CONTRACTOR TO BE SKILLED AND KNOWLEDGEABLE IN THE FIELD OF WORK AND HAVE A MINIMUM FOR FIVE (5) YEAR'S EXPERIENCE INSTALLING SIMILAR WORK. CONTRACTOR TO BE LICENSED TO PERFORM THE WORK SPECIFIED WITHIN THE PRESIDING JURISDICTION. JOB CONDITIONS: IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW THE SITE AND REPORT ANY DISCREPANCIES TO THE OWNER OR THE OWNER'S REPRESENTATIVES. ALL PLANT MATERIAL AND FINISH GRADES ARE SUBJECT TO APPROVAL BY THE OWNER. PROTECTION: SAVE AND PROTECT ALL EXISTING PLANTINGS SHOWN TO REMAIN. DO NOT PLANT UNTIL OTHER CONSTRUCTION OPERATIONS WHICH CONFLICT HAVE BEEN COMPLETED. IF AN IRRIGATION SYSTEM IS TO BE INSTALLED DO NOT PLANT UNTIL THE SYSTEM HAS BEEN INSTALLED, TESTED, E AND APPROVED BY THE OWNER. HANDLE PLANTS WITH CARE — DO NOT DAMAGE OR BREAK ROOT SYSTEM, BARK, OR BRANCHES, REPAIR AND/OR REPLACE ITEMS DAMAGED AS A RESULT OF WORK, OR WORK NOT IN COMPLIANCE WITH PLANS AND SPECIFICATIONS, AS DIRECTED BY OWNER AT NO ADDITIONAL COST TO THE OWNER. REPAIR OF EXISTING PLANTINGS: DURING THE COURSE OF WORK, REPAIR ALL EXISTING PLANTING AREAS BY PRUNING DEAD GROWTH, RE—ESTABLISHING FINISH GRADE AND RE—MULCHING TO SPECIFIED DEPTH. REPAIR OF IRRIGATION SYSTEM: DURING THE COURSE OF WORK, REPAIR ANY DAMAGE TO THE IRRIGATION SYSTEM TO MATCH CONDITIONS PRIOR TO THE DAMAGE. GUARANTEE: GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR FROM DATE OF FINAL ACCEPTANCE OF THE JOB BY OWNER. 90—DAY MAINTENANCE: CONTRACTOR TO PROVIDE OWNER WITH A SCOPE OF WORK AT TIME OF INITIAL PROJECT BID TO PROVIDE LANDSCAPE AND IRRIGATION MAINTENANCE FOR 90 DAYS FOLLOWING COMPLETION OF PROJECT (ACCEPTANCE) OF FACILITY BY OWNER. WORK TO INCLUDE MAINTENANCE AS DESCRIBED BELOW, IN PLANTING AND IRRIGATION MAINTENANCE. D MATERIALS: PLANT MATERIALS: PLANT MATERIALS TO BE GRADE NO. 1, SIZED IN ACCORDANCE WITH (AAN) AMERICAN STANDARDS FOR NURSERY STOCK (ANSI Z60.1-1996). PRUNE PLANTS RECEIVED FROM THE NURSERY ONLY UPON AUTHORIZATION BY THE LANDSCAPE ARCHITECT. "B & B" INDICATES BALLED AND BURLAPPED; "CONT." INDICATES CONTAINER; "BR" INDICATES BARE ROOT; "CAL' INDICATES CALIPER AT 6" ABOVE SOIL LINE; "GAL" INDICATES GALLON. A) SPECIFIED PLANT CANOPY SIZE OR CALIPER IS THE MINIMUM ACCEPTABLE CONTAINER OR BALL SIZE ESTABLISHES MINIMUM PLANT CONDITION TO BE PROVIDED. _ B) QUALITY: PLANT MATERIAL TO COMPLY WITH STATE AND FEDERAL LAWS FOR DISEASE INSPECTION, PLANTS TO BE FULLY LIVE, VIGOROUS, WELL FORMED, WITH WELL DEVELOPED FIBROUS ROOT SYSTEMS. ROOT BALLS OF PLANTS TO BE SOLID AND FIRMLY HELD TOGETHER, SECURELY CONTAINED AND PROTECTED FROM INJURY AND DESICCATION. PLANTS DETERMINED BY LANDSCAPE ARCHITECT TO HAVE BEEN DAMAGED; HAVE DEFORMITIES OF STEM, BRANCHES, OR ROOTS, LACK SYMMETRY, HAVE MULTIPLE LEADERS OR "Y" CROTCHES LESS THAN 30 DEGREES IN TREES, OR DO NOT MEET SIZE OR ANSI STANDARDS WILL BE REJECTED. PLANT MATERIAL TO BE FROM A SINGLE NURSERY SOURCE FOR EACH SPECIFIED SPECIES/HYBRID. NURSERY SOURCES TO BE THOSE LOCATED IN THE SAME REGION AS THE JOB SITE. C) SUBSTITUTION: C NO SUBSTITUTION OF PLANT MATERIAL, SPECIES OR VARIETY, WILL BE PERMITTED UNLESS WRITTEN EVIDENCE IS SUBMITTED TO THE OWNER FROM TWO QUALIFIED PLANT BROKERAGE OFFICES. SUBSTITUTIONS WHICH ARE PERMITTED TO BE IN WRITING FROM THE OWNER AND LANDSCAPE ARCHITECT. THE SPECIFIED SIZE, SPECIES AND NEAREST VARIETY, AS APPROVED, TO BE FURNISHED. SUBSTITUTIONS MAY REQUIRE SUBMITTAL TO REVISED LANDSCAPE PLAN TO CITY FOR APPROVAL. SOIL PREPARATION: TOPSOIL, AMENDMENT, AND BACKFILL, ARE GENERAL REQUIREMENTS FOR ALL LANDSCAPE AREAS, UNLESS NOTED OTHERWISE ON THE PLANS. SOIL AMENDMENTS AND FERTILIZER NOTED BELOW ARE TO BE USED FOR BID PRICE BASIS ONLY. SPECIFIC AMENDMENTS AND FERTILIZERS WILL BE MADE AFTER SOIL SAMPLES ARE LABORATORY TESTED BY THE CONTRACTOR. PROVIDE CHANGE ORDER FOR ADDITIONAL OR REDUCTION OF MATERIALS REQUIRED OR NOT REQUIRED BY THE SOILS REPORT. SOIL FERTILITY AND AGRICULTURAL SUITABILITY ANALYSIS: AFTER ROUGH GRADING AND PRIOR TO SOIL PREPARATION, CONTRACTOR TO OBTAIN TWO REPRESENTATIVE SOIL SAMPLES, FROM LOCATIONS AS DIRECTED BY THE LANDSCAPE ARCHITECT, TO NORTHERN LIGHTS ANALYTICAL & CONSULTING INC. RAVENSDALE WA, TEL. 253-653-5770 OR, EQUIVALENT TESTING LABORATORY, FOR TEST #A05-2. SUBMIT RESULTS TO LANDSCAPE ARCHITECT FOR REVIEW. TESTS TO INCLUDE FERTILITY AND SUITABILITY ANALYSIS WITH WRITTEN RECOMMENDATIONS FOR SOIL AMENDMENT, FERTILIZER, CONDITIONERS, APPLICATION RATES, AND POST—CONSTRUCTION MAINTENANCE PROGRAM. TESTS TO BE CONTRACTED WITH AND PAID FOR B BY THE CONTRACTOR. A) TOPSOIL: CONTRACTOR IS RESPONSIBLE FOR SUPPLYING ALL TOPSOIL AND FOR DETERMINING THE VOLUME OF TOPSOIL REQUIRED PER THE INFORMATION ON PLANS AND NOTED HERE—IN. CONTRACTOR IS RESPONSIBLE FOR ANY NECESSARY WEED CONTROL RESULTING FROM CONTAMINATED OFF SITE SOURCES. 1. TOPSOIL TO CONSIST OF WINTER MIX AS PRODUCED AND REMIXED BY PACIFIC TOPSOILS, INC. WINTER MIX TO CONSIST OF 1/3 BY VOLUME SANDY LOAM, 1/3 BY VOLUME COMPOSTED GARDEN MULCH, AND 1/3 BY VOLUME COARSE WASHED SAND OR EQUIVALENT. AT MINIMUM, TOPSOIL PRODUCTS BROUGHT ON SITE TO CONTAIN AMENDMENTS AS LISTED IN "1" BELOW. 2. TOPSOIL TO INCLUDE THE FOLLOWING AMENDMENTS AS NECESSARY: THE FOLLOWING AMOUNT PER 1,000 SQUARE FEET: a. 6 -CUBIC YARDS ORGANIC COMPOST. COMPOST TO BE FREE OR NON-FARM ANIMAL SOURCES, NOR TO BE FROM SOURCES CONTAINING REDWOOD OF CEDAR PRODUCTS. b. 30—POUNDS NITROFORM (38-0-0) c. 5—POUNDS AMMONIUM SULFATE d. 40—POUNDS CALCIUM CARBONATE LIMESTONE e. 40—POUNDS DOLOMITE LIMESTONE f. 5—DUNES BORON (AS BORAX) ALL AMENDMENTS TO BE THOROUGHLY MIXED PRIOR TO INCORPORATION INTO A TOPSOIL. 3. PLANTING BACKFILL FOR ALL TREES, SHRUBS, AND GROUNDCOVERS: a. 0.6—CUBIC YARDS PER VOLUME TOPSOIL b. 0.4—CUBIC YARDS ORGANIC COMPOST. c. 3—POUNDS NITROFORM (38-0-0) d. 1—POUNDS AMMONIUM SULFATE e. 2—POUNDS CALCIUM CARBONATE LIMESTONE f. 2—POUNDS DOLOMITE LIMESTONE �l 4 A 6 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDONDS, WASHINGTON B) RAIN GARDEN SOIL MIX: UTILITY CLEARANCES: RAIN GARDEN SOIL TO CONSIST OF A WELL—BLENDED MIXTURE BY VOLUME OF 2 PARTS FIELD ADJUST PLANT LOCATIONS FOR 8—FOOT SEPARATION OF TREES/SHRUBS AND 2—FOOT COMPOST AND 3 PARTS MINERAL AGGREGATE MEETING THE REQUIREMENTS BELOW. SEPARATION FOR GROUNDCOVER FROM FIRE HYDRANTS AND UTILITY VAULTS. ALL TREES ORGANIC MATTER IN THE MIX TO BE • 8 TO 10 PERCENT. PLANTED WITHIN 4 FEET OF AN UNDERGROUND UTILITY SHALL BE INSTALLED WITH A ROOT 1. MINERAL AGGREGATE FOR RAIN GARDEN SOIL MIX: BARRIER. MINERAL AGGREGATE TO BE ANALYZED BY AN ACCREDITED LAB USING #200, PLANTING MAINTENANCE: #100, #60, #40, #20, #10, #4, 3/8 AND 1—INCH SIEVES; AND MEET THE CONTRACTOR TO MAINTAIN PLANTINGS THROUGH COMPLETED INSTALLATION, AND UNTIL FOLLOWING: ACCEPTANCE OF LANDSCAPE INSTALLATION. PLANTING MAINTENANCE TO INCLUDE WATERING, SIEVE SIZE PERCENT PASSING WEEDING, CULTIVATING, TIGHTENING AND REPAIRING OF TREE GUYS, RESETTING PLANTS TO 1" 100 PROPER GRADES OR POSITION, AND RE—ESTABLISHING SETTLED GRADES. HERBICIDE IS NOT 3/8" RECOMMENDED FOR ONE YEAR FOLLOWING LANDSCAPE INSTALLATION. INCLUDED IS NO. 4 60 - 100 REPLACEMENT OF DEAD PLANTS AND PLANTS SHOWING LOSS OF 40 PERCENT OR MORE OF NO. 10 40 — 100 CANOPY. NO. 40 15 — 50 NO. 100 IRRIGATION MAINTENANCE: NO. 200 0 — 5 THE IRRIGATION SYSTEM TO BE MAINTAINED INCLUDING ADJUSTMENTS FOR BALANCED WATER DISTRIBUTION AND PRECIPITATION. FAILED OR MALFUNCTIONING IRRIGATION EQUIPMENT SHALL USE AGGREGATE WITH GRADATION MEETING COEFFICIENT OF UNIFORMITY EQUAL TO BE REPLACED AND/OR CORRECTED. PLANTING AND IRRIGATION MAINTENANCE TO INCLUDE 6 OR ABOVE AND COEFFICIENT OF CURVE OF, 1 TO 3. THOSE OPERATIONS NECESSARY TO THE PROPER GROWTH AND SURVIVAL OF ALL PLANT 2. COMPOSTED MATERIAL: MATERIALS. CONTRACTOR TO' PROVIDE THIS WORK IN ADDITION TO SPECIFIC COMPOST TO BE THE RESULT OF BIOLOGICAL DEGRADATION OF TYPE I OR III WARRANTY/GUARANTEES. FEEDSTOCKS, UNDER CONDITIONS DESIGNED TO PROMOTE AEROBIC DECOMPOSITION, PER WAC 173-350-220, AND MEET THE FOLLOWING PHYSICAL CRITERIA. a. COMPOST TO BE CERTIFIED IN COMPLIANCE WITH U.S. COMPOSTING COUNCIL SEAL OF TESTING ASSURANCE (STA) PROGRAM. b. COMPOST TO MEET THE FOLLOWING PARTICLES SIZES SIEVE SIZE PERCENT PASSING 1" 99.— 100 2" MULCH LAYER 5/8" 90 — 100 1/4" 40 — 90 c. PH TO BE BETWEEN 5.5 AND 8.0 d. MANUFACTURED INERT MATERIAL TO BE LESS THAN 1.0 PERCENT BY DRY WEIGHT. 1" MAX. TOP OF CURB e. ORGANIC MATTER CONTENT TO BE BETWEEN 45 AND 65 PERCENT BY DRY TO TOP OF MULCH WEIGHT. f. SOLUBLE SALT CONTENT LESS THAN 6.0 MMHOS/CM. g. MATURITY TO BE OVER 80% PER TMECC 05.05—A, "GERMINATION AND VIGOR" =� I _ • a CURB h. STABILITY TO BE 7 OR BELOW PER TMECC METHOD 05.08-8 i. CONTAIN A MINIMUM OF 65 PERCENT BY VOLUME RECYCLED PLANT WASTE AS DEFINED IN WASHINGTON ADMINISTRATION CODE 173-350-100 AS "TYPE I =� FEEDSTOCKS." MAY CONTAIN A MAXIMUM OF 35 PERCENT BY VOLUME OF "TYPE : `n III FEEDSTOCKS" INCLUDING POST—CONSUMER FOOD WASTE, AS DEFINED IN d WASHINGTON ADMINISTRATIVE CODE 173-350-100, BUT NOT INCLUDING BIOSOLIDS. j. FEEDSTOCKS TO BE ORIGINATE FROM LOCAL RECYCLING COLLECTION PROGRAMS. k. CARBON TO NITROGEN RATIO TO BE LESS THAN 25:1. FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION, MULCH AT CURB DETAIL CARBON TO NITROGEN RATIO MY BE 35:1. NOT TO SCALE C) TOPSOIL AND RAIN GARDEN SOIL MIX PREPARATION AND INSTALLATION: 1. VERIFY SUBGRADES TO —7 INCHES IN LANDSCAPE AREAS AND —19 INCHES IN RAIN GARDEN AREAS BELOW FINISH ELEVATION, OR AS INDICATED ON PLANS. THIS ACCOMMODATES, TOPSOIL, SOIL MIX, AMENDMENTS, AND MULCH. 2. ERADICATE ANY SURFACE VEGETATION ROOTED IN THE SUB—GRADE PRIOR TO SUB—GRADE PREPARATION. 3. THOROUGHLY SCARIFY AND RIP ALL LANDSCAPE SUB—GRADES WHICH HAVE BECOME COMPACTED TO A DEPTH OF 12 INCHES WITH MULTIPLE PASSES, 90 DEGREES TO EACH OTHER. SCARIFY AREAS INACCESSIBLE TO MECHANIZED EQUIPMENT AND AROUND EXISTING PLANTINGS NOTED TO REMAIN WITH HAND TOOLS. TOPSOIL SETTLED ED CONDITION) 4. REMOVE SOIL LUMPS, ROCK, VEGETATION AND/OR DEBRIS LARGER THAN 2 INCHES OVER ALL TOPSOIL DEPTH OF 3 FEET FROM ALL SUB—GRADE PRIOR TO PLACEMENT OF SPECIFIED TOPSOIL. CURB 5. REMOVE ANY ASPHALT EXTENDING BEYOND 6 INCHES FROM CURBS INTO ADJACENT LANDSCAPE AREAS. BERM HEIGHT 6" MIN. 1-1/2" DRAIN AT LOW D) TOPSOIL AND RAIN GARDEN SOIL MIX PLACEMENT: . POINTS & 10' MAX. SPACING 1. PROVIDE A TOTAL FINISH COURSE OF 6 INCHES OF TOPSOIL FOR LANDSCAPE AREAS SOIL LINE: 3" AND 18 INCHES OF SOIL MIX FOR RAIN GARDEN AREAS. IN MULCH, 1 2. IN ALL LANDSCAPE AREAS, PLACE 3 INCHES OF TOPSOIL MIX WITH AMENDMENTS IN LAWN N z PAVING (SEE �� — MULTIPLE OVER THE PREPARED SUB GRADE AND THOROUGHLY ROTOTILL WITH (CIVIL PLANS) PASSES INTO THE TOP 6 INCHES OF SUB—GRADE FOR A TOTAL DEPTH OF 9 :...::�. , -Q •e INCHES. PLACE AN ADDITIONAL 3 INCH LIFT OF TOPSOIL, IN ALL LANDSCAPE AREAS, SUBGRADE o.:.: �:...;:p:; . ::�:::.:.: :::.:::••:; •. FOR THE FINAL TOPSOIL DEPTH OF 4 INCHES. REMOVE EXCESS GRAVEL CD • "' 3. IN ALL RAIN GARDEN AREAS, PLACE 6 INCHES OF SOIL WITH AMENDMENTS OVER THE AND PAVING '\��'�� ,\�•�//��/�\/ PREPARED SUB—GRADE AND THOROUGHLY ROTOTILL WITH MULTIPLE PASSES INTO THE TOP 6 INCHES OF SUB—GRADE FOR A TOTAL DEPTH OF 12 INCHES. PLACE AN COARSE TRANSITION FROM TOPSOIL 12" MAX. LIP ADDITIONAL 12 INCH LIFT OF SOIL MIX, IN ALL RAIN GARDEN AREAS, FOR THE FINAL TO SUBSOIL SOIL MIX DEPTH OF 18 INCHES. 4. PLACE ADDITIONAL TOPSOIL AND SOIL MIX AS REQUIRED TO MEET FINISH ELEVATIONS. NOTE: BARK MULCH (TOPDRESSING): OVER EXCAVATE PARKING LOT PLANTERS ONE -HALF-INCH (1/2") SIZE, TO ONE-QUARTER (1/4"), I.E., "FINE," HEMLOCK/FIR BARK. TO LOOSEN COMPACTED SUBBASE STAKES: 2 -INCH DIAMETER BY 8 -FOOT MINIMUM LODGEPOLE PINE STAKES. GUY MATERIAL: GRADING PARKING LOT PLANTERS DETAIL 1—INCH WIDE POLYETHYLENE CHAIN LOCK TYPE TIES; OR, 3/8" DIAMETER RUBBER. NO WIRE. NOT TO SCALE HERBICIDE: HERBICIDE IS NOT RECOMMENDED FOR THE FIRST YEAR AFTER INSTALLATION. ANTI—DESICCANT: "WILT—PROOF," 48 HOURS PRIOR TO SHIPMENT TO SITE FROM JUNE 1 THROUGH SEPTEMBER. THOROUGHLY ROOT WATER PLANTS PRIOR TO DELIVERY. PLANT MATERIAL DELIVERED TO SITE TO BE KEPT CONTINUALLY MOIST THROUGH INSTALLATION. EXECUTION: FINISH GRADES: FINE GRADE AND REMOVE ROCKS AND FOREIGN OBJECTS OVER 2 INCHES DIAMETER FROM TOP HOLD PLANTS FROM SURFACE OF PREPARED LANDSCAPE AREAS. FINISH ELEVATIONS TO BE DEFINED AS 3 INCHES EDGE OF PLANTER Q BELOW CURBS, WALKS AND/OR OTHER ADJACENT HARDSCAPE FOR ALL PLANTING BED AREAS AS NOTED ON PLANT LIST OR AS NOTED ON LANDSCAPE AND CIVIL PLANS. FINISH GRADE REFER TO GRADES PRIOR TO SPACING AS CALLED OUT INSTALLATION OF MULCH. ALL FINISH GRADES TO BE SMOOTH EVEN GRADES, LIGHTLY ON PLAN/PLANT LIST COMPACTED, AS SHOWN ON THE PLAN AND DETAILED. PROVIDE POSITIVE DRAINAGE AWAY bi L., FROM BUILDINGS AND STRUCTURES. SITE CIVIL DRAWINGS IDENTIFY FINAL ELEVATIONS. TREES AND SHRUBS: BED LINE EDGEH OLD PLANTS FROM ARRANGE TREES AND SHRUBS ON SITE IN PROPOSED LOCATIONS PER DRAWINGS. EXCAVATE EDGE OF PLANTER PIT, PLANT AND STAKE OR GUY, AS CALLED OUT AND DETAILED. ALL TREES, SHRUBS, AND CURB/WALK f AS NOTED ON PLANT LIST SUPPORTS TO STAND VERTICAL. BACKFILL SHALL BE PIT SPOILS. SETTLE BACKFILL USING WATER ONLY. NO MECHANICAL COMPACTION. �. GROUNDCOVERS: NOTE: EXCAVATE PITS TO A MINIMUM OF 3 INCHES BELOW, AND TWICE THE ROOT BALL DIAMETER. THIS SPACING APPLIES TO WATER THOROUGHLY AND TAKE CARE TO ENSURE THAT ROOT CROWN IS AT PROPER GRADE, GROUNDCOVER AND FORMAL AS DETAILED. SHRUB ROW PLACEMENT. MULCH: PLANT MATERIAL SPACING DETAIL MULCH ALL LANDSCAPE AREAS NOT COVERED BY LAWN AND/OR SEEDED. APPLY SUFFICIENT QUANTITY TO PROVIDE A 2—INCH DEPTH. MULCH NOT REQUIRED IN RAIN GARDEN AREAS. NOT TO SCALE 8 9 PRUNE DAMAGED TWIGS AFTER PLANTING PLACE IN VERT. POSITION; DOUBLE LEADERS WILL BE REJECTED NOTE: KEEP ROOTBALL MOIST AND PROTECTED AT ALL TIMES. HOLD CROWN OF ROOTBALL AT OR JUST ABOVE FINISH GRADE. PROTECT TRUNK AND LIMBS FROM INJURY. BACKFILL TO BE SETTLED USING WATER ONLY — NO MECHANICAL COMPACTION. REMOVE ALL WRAP, TIES & CONTAINERS, REGARDLESS OF MATERIAL. (2) LODGEPOLE STAKES, PLUMB WITH ELASTIC CHAIN— LOCK HAIN— --� REMOVE TYPE EF-TEER ONE GROWING SEASON FIGURE EIGHT; PROTECTIVE WRAPPING DURING SHIPMENT TO SITE AND INSTALLATION REMOVE AT COMPLETION OF PLANTING LAWN PLANTING; PROVIDE 3'0 "NO GRASS" TREE RING AND - 3" DEEP MULCH LAYER IN WELL. HOLD BACK FROM TRUNK 8" TO 10' FINISH GRADE PREPARE PLANTING BED PER SPECS; AT MIN., LOSSEN AND MIX SOIL TO 18" OR DEPTH OF ROOTBALL AND TIMES BALL DIA. SOIL TO 18" OR DEPTH OF ROOTB/ AND 2 TIMES BALL DIA. REMOVE ALL WRAP, TIES, AND CONTAINERS SCORE ROUI13ALL AND WORK NURSERY SOIL AWAY FROM PERIMETER ROOTS SET BALL ON UNDISTURBED BASE OR COMPACTED MOUND UNDER BALL PENETRATION TO SUBBASE (+) 24" DECIDUOUS TREE PLANTING/STAKING DETAIL NOT TO SCALE (2) LODGEPOLE STAKES; TIE AT APPROX. 1/3 TO - 1/2 HEIGHT OF TREE WITH FLEXIBLE RUBBER TIE IN FIGURE EIGHT PATTERN. STAKES AND TREE PLUMB 3" DEEP SAUCER FOR WATER 10 2" DEEP MULCH LAYER livJ REMOVE ALL TIES, WRAP & CONTAINERS. two" FREE PERIMETER ROOTS FROM NURSERY 40 Z BALL 3 n EXCAVATE TREE PIT AT A MIN. OF 2 TIMES DIA. OF ROOTBALL AT BALL CENTER, TAPERING PIT GRADE TO FINISH GRADE PIT SPOILS, NURSERY BALL WASTE BACKFILL SET BALL ON UNDISTURBED SUBGRADE, OR COMPACTED SOIL. NOTE: LIGHT FERTILIZER OVER PLANTING BED AFTER BACKFILL ONLY; NO FERTILIZER IN PLANTING PIT. WORK PERIMETER ROOTS FREE OF NURSERY BALL. BALL & PIT TO BE COURSELY SCARIFIED. EVERGREEN TREE PLANTING/STAKING DETAIL NOT TO SCALE 2" MULCH LAYER FEATHER EXCESS _ SOIL UNDER MULCH- 1 ULCH 1" MULCH AT CROWN 1/2" ABOVE GRADE 1" ABOVE GRADE R:RPAR • P ' I .. .. .. NOTE: REMOVE CONTAINER AND WORK ROOTS FREE OF SOIL. BACKFILL TO BE SETTLED USING WATER ONLY. SEE PLANT LIST FOR PLANT SPACING. LESS THAN 1 GALLON CONTAINER 1 GALLON CONTAINER end LARt3Eli ( PLANTED BEFORE MULCH) ( PLANTED BEFORE MULCH ) GROUNDCOVER PLANTING DETAIL NOT TO SCALE ISSUED / REVISED VON, fn U PERMIT SUBMITTAL O BID SET 02/17/12 0 N 00 RESPONSE TO CITY COMMENTS 2 14 BU�.LES\N #2 OS122112 O 06/06/12 0 d M zLj U) Z o Lo �IW � nzLd � N 0 O ® � Z N O N i CA w <CC� ® cr) 0 0 N Z�— 00 Nd' > Lo N 04r OO w w 11R OO Oz U") N N z NW N N _ �OO Y dN' U o aL0z V / 0 F -w % aBa U)3iv 0 W � pQ N 2 \ o$ ISSUED / REVISED DATE PERMIT SUBMITTAL O BID SET 02/17/12 CITY COMMENT LETTER DATED 03/27/12 N 00 RESPONSE TO CITY COMMENTS 2 14 BU�.LES\N #2 OS122112 SITE PLAN REVISION 06/06/12 0 d M U) Z o Lo �IW � Q � N 0 O ® o Z N O i CA ® cr) 0 W ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 CITY COMMENT LETTER DATED 03/27/12 03/28/12 RESPONSE TO CITY COMMENTS 2 04/12/12 BU�.LES\N #2 OS122112 SITE PLAN REVISION 06/06/12 LANDSCAPE ,NTING ' NOTES AND DETAILS L4 of 6 co 00 co 00 pq 12 ID v U Q �I- 0 N 0 N N E N 0 3 "O (O Lo J 0 N O C �L N C c 0 N O O O O Lo LZ E 0 L Ic I .��Almlmm—10.11rm ss SD - • - LANDSCAPE IRRIGATION LEGEND DESCRIPTION SPRINKLER HEADS: RAINBIRD 18012 -SAM -PRS POP-UP SYMBOL NOZZLE FOR SPRAY HEADS PSI GPM = '' z w PRECIP. RADIUS ®® ® 1� 0 RAINBIRD 5 F, H, T, Q SERIES 30 0.41, 0.20, 0.13, 0.10 1.83 5' FOT'Q'b "O TO 10 RAINBIRD 8 F, H, T, Q SERIES 30 1.05, 0.52, 0.35, 0.26 1.83 8' m ® ® ® ® 0 RAINBIRD 10 F, H, T, Q SERIES 30 1.58, 0.79, 0.53, 0.39 1.75 10' ®®®O O RAINBIRD 12 F, TQ, TT, H, T, Q SERIES 30 2.60, 1.95, 1.74, 1.30, 0.87, 0.65 2.01 12' RAINBIRD 15 F, TQ, TT, H. T. Q SERIES 30 3.70, 2.78, 2.48, 1.85, 1.23, 0.92 1.83 15' ❑ 13 RAINBIRD 15 SST, EST SERIES 30 1.21, 0.61 - 4'x30'/15' RAINBIRD 100 PEB REMOTE CONTROL VALVE, IN VALVE BOX, ONE VALVE PER BOX HUNTER WRC WIRELESS RAIN-CLIK WITH RECEIVER, COORDINATE LOCATION WITH GENERAL CONTRACTOR, ARCHITECT, AND OWNER PRIOR TO THE START OF ANY WORK RAINBIRD ESP -8 -LX 8 STATION AUTOMATIC CONTROLLER (HARDWIRE CONNECTION); PROVIDE GROUND AND BATTERIES PER MANUFACTURER'S SPECIFICATIONS, COORDINATE LOCATION AND ELECTRICAL REQUIREMENTS WITH GENERAL / ELECTRICAL CONTRACTORS, ARCHITECT, AND OWNER PRIOR TO THE START OF ANY WORK �o RAINBIRD 33DRC 3/4" QUICK COUPLING VALVE, IN VALVE BOX, WITH (2) KEYS AND SWIVELS PLASTIC BALL VALVE, MATCH LINE SIZE, IN VALVE BOX WILKINS 950 XLT- 1" DOUBLE CHECK VALVE (STATE APPROVED); TEST AND CERTIFICATION BY LICENSED BACKFLOW TESTER P.O.C. ® WILKINS 850 - BALL VALVE, SIZE TO MATCH PIPE CARSON INDUSTRIES #1730 (TWO AT P.O.C.) GRADE LEVEL VAULT WITH BOLT LOCK LID - . - . - . - • - MAINLINE - CLASS 200 PVC (18" COVER); SIZE PER PLAN, 1 1/4" SIZE MINIMUM LATERAL - CLASS 200 PVC (12" COVER); SIZE PER PLAN, 3/4" SIZE MINIMUM SLEEVE - CLASS 160 (SDR -26) PVC; 24" MINIMUM COVER AT VEHICLE CROSSINGS, TWICE THE SIZE OF INSERT PIPE AND/OR WIRES, 4" SIZE MINIMUM TYPICAL VALVE CALL -OUT X VALVE STATION NUMBER VALVE GPM X X� VALVE SIZE NOTE: IRRIGATION SHOWN DIAGRAMATICALLY FOR PLAN CLARITY. COMMON TRENCH AND PLACE EQUIPMENT IN LANDSCAPE; MANIFOLD GROUPED VALVES IN ADJACENT SHRUB AREAS WHERE FEASIBLE. ALL IRRIGATION PIPING AND IRRIGATION WATER METER SHALL BE' LOCATED ON PRIVATE PROPERTY. MOUNT CONTROLLER ON EXTERIOR WALL. INPUT: 117VAC +/-109, 60 Hz. OUTPUT: 26.5 VAC, 1.5 A. LOCATION PER ELECTRICAL PLANS, AS DESIGNATED. INSTALL 2" DIA. PVC CONDUIT FOR 24V ELECTRICAL WIRING FROM THE CONTROLLER TO LANDSCAPE AREA. PAINT CONDUIT TO MATCH BUILDING COLOR. MOUNT RAIN SENSOR ON WEATHER EXPOSED PORTION OF EXTERIOR WALL AT 8' - 9' HEIGHT. INSTALL PER MANUFACTURER'S WRITTEN INSTRUCTIONS. CONTROLLER AND RAIN SENSOR ENLARGEMENT DETAIL ENGI EE NG DIVISION 2n(cv V S NOTE Dam:, D Raw � V4A -�eANd NZ'o I �' (3 1 --ji I LANDSCAPE IRRIGATION PLAN L5 of 6 x �O = '' z w V) N oc) O �- � w 0 O coN9Jv J ¢ :D ® z LLJ N Lu g � :z CD W 00NoN0 ZZL2 w W CV r d � .- oq �- O z & z 1� N N CD Z W �] w 00 0 (f) CL 1- Q ' oll_wo: �zc�nw �3�(n 0 w \\\ �z� 6 W J lz 0 a V a LANDSCAPE IRRIGATION PLAN L5 of 6 x O e 44 Q z N oc) O �- W zW o 0 O 0 z Lo O r N ® 0 Lu W LANDSCAPE IRRIGATION PLAN L5 of 6 ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 DATED 03127 12 LETTER 03/28/12 ACITY C MMENTS 2O CITY 04/12/12 BULLETIN #2 05122/12 SITE PLAN REVISION 06/06/12 LANDSCAPE IRRIGATION PLAN L5 of 6 F E D X J C w 0 w a 0 00 to 00 0 U 't co N 0 N N B E 0 a rn 3 v co d J I 0 N 0 Lo rn c cn / 0 N 0 Lo fn 0 0 A i o: t� r 1 2 LANDSCAPE IRRIGATION NOTES 1. GENERAL CONTRACTOR AND LANDSCAPE CONTRACTOR TO COORDINATE: A. INSTALLATION OF 11 OV ELECTRICAL SERVICE FROM ELECTRICAL SOURCE TO AUTOMATIC CONTROLLER, INCLUDING WIRE HOOK–UP INTO MOUNTED CONTROLLER. IRRIGATION CONTRACTOR WILL MOUNT CONTROLLER PER DESIGN AND COORDINATE WITH GENERAL CONTRACTOR. B. INSTALLATION OF IRRIGATION/SERVICE METER AND STUB TO IRRIGATION POINT OF CONNECTION, PER UTILITY PLAN(S). PROVIDE STANDARD THREADED STUB–OUT WITH THREADED CAP ON DISCHARGE SIDE OF METER. STUB–OUT TO BE INSTALLED APPROXIMATELY 18 INCHES BELOW FINISH GRADE. C. VERIFICATION OF STATIC WATER PRESSURE AT POINT–OF–CONNECTION (P.O.C.) CONTRACTOR SHALL NOTIFY OWNER AND BARGHAUSEN CONSULTING ENGINEERS, INC., OF ANY VARIATION IN STATIC PRESSURE OVER 5 PSI GREATER/LESS THAN DESIGN PRESSURE. D. INSTALLATION OF SLEEVING. 2. SYSTEM HAS BEEN DESIGNED FOR 25 GPM AT 75 PSI. STATIC PRESSURE BY WATER DEPARTMENT TEST/CALCULATION 75 PSI. 3. ALL WORK PER LOCAL CODE. INSTALLATION PER MANUFACTURER'S WRITTEN SPECIFICATIONS. 4. ALL VALVES TO BE PLACED IN "CARSON" GRADE LEVEL BOXES WITH BOLT–LOCK LIDS (OR APPROVED EQUIVALENT). SET BOXES 2 INCHES HIGHER THAN FINISH GRADE IN MULCH AREAS AND FLUSH WITH FINISH GRADE IN LAWN AREAS. JUMBO BOX FOR CHECK VALVE, 10" ROUND BOX FOR GATE/QUICK COUPLER/WIRE SPLICES, AND 12" STANDARD FOR CONTROL VALVES. PROVIDE BOX EXTENSIONS AS REQUIRED. 5. MAINLINE PIPE TO BE BURIED 18 INCHES AND LATERALS 12 INCHES BELOW FINISH GRADE. NO ROCK OR DEBRIS TO BE BACKFILLED OVER PIPE. 6. HEAD AND LINE POSITIONING IS DIAGRAMMATIC ON PLAN. ADJUST IN FIELD AS NECESSARY FOR ADEQUATE COVERAGE. VALVES TO BE POSITIONED ADJACENT TO PAVEMENT/CURBS, IN SHRUB BEDS WHERE POSSIBLE. 7. PROVIDE OWNER WITH TWO (2) SETS "AS–BUILT" DRAWINGS AND (3) SETS OF OPERATOR'S MANUALS UPON COMPLETION. INSTRUCT OWNER AS TO PROPER OPERATION AND WINTERIZATION OF THE IRRIGATION SYSTEM. 8. FAMILIARIZE OWNERS FACILITY OPERATOR WITH IRRIGATION SYSTEM FUNCTION, CONTROLLER PROGRAMMING, SYSTEM OPERATION AND MAINTENANCE REQUIREMENTS. 9. SPRINKLERS ON RISERS WILL NOT BE ALLOWED UNLESS NOTED ON PLANS. 10. RADIUS REDUCTION TO BE MADE BY USE OF PRESSURE ADJUSTMENT, SCREENS, AND/OR ALTERNATE NOZZLES. IN–NOZZLE ADJUSTMENT IS LIMITED TO 10 PERCENT FOR SPRAY HEADS AND PER MANUFACTURER'S LIMITS FOR OTHER SPRINKLERS. SPRINKLER SPACING NOT EXCEED 60% OF THE DIAMETER OF THE PUBLISHED DATA. 11. ALL CONTROL WIRE SPLICES TO BE MADE AT VALVE BOXES WITH WATER TIGHT ELECTRICAL SPLICES, 3M, SCOTT'S LOCK SEAL TACK 3576-78, OR EQUIVALENT. 12. EACH VALVE BOX TO CONTAIN A MINIMUM OF TWO (2) SPARE ORANGE CONTROL WIRES FOR JACKETED WIRE. ROUTE SPARE WIRES FROM THE CONTROLLER TO THE LAST VALVE OF EACH MAINLINE BRANCH. COMMON WIRE TO BE WHITE. SINGLE STRAND WIRE TO BE A MINIMUM OF 14 GAUGE. 13. ALL ELECTRICAL EQUIPMENT TO BE U.L. TESTED AND APPROVED, AND BEAR THE U.L. LABEL. 14. CROSS CONNECTION PROTECTION INSPECTION REQUIRED. THE BACKFLOW DEVICE TO BE TESTED UPON THE ORIGINAL INSTALLATION. THE TESTING TO BE PERFORMED BY A PERSON HOLDING A CURRENT CERTIFICATE AS A BACKFLOW TESTER. THE TEST REPORT TO BE SUBMITTED TO THE LOCAL WATER DISTRICT, OR PURVEYOR, AND OWNER WITH A COPY TO BARGHAUSEN CONSULTING ENGINEERS, INC. CONTRACTOR TO INCLUDE TESTING IN THE SCOPE OF WORK. OWNER IS RESPONSIBLE FOR ANNUAL INSPECTIONS AFTER THE INTIAL INSPECTION. 15. CONTRACTOR TO PROVIDE SYSTEM WINTERIZATION/SPRING SERVICE WHEN INSTALLATION HAS BEEN COMPLETED WITHIN 90 DAYS OF NOVEMBER 1 FOR WINTERIZATION, OR MAY 15 FOR SPRING SERVICE. SERVICE TO BE PERFORMED AS NEAR AS PRACTICAL TO THE ABOVE DATES, OR AS FREEZE/PRECIPITATION CONDITIONS DETERMINE SERVICE NEED. 16. IRRIGATION SCHEDULING: THE IRRIGATION CONTROLLER CONTAINS A WATER BUDGET FEATURE. PERIODIC (WEEKLY) ADJUSTMENT OF THE WATER SCHEDULE IS INTENDED TO BE MADE VIA BUDGET ADJUSTMENT. RE–ADJUST WATERING DAYS AT 100 PERCENT BUDGET WHEN ADJUSTMENT EXCEEDS 307.. SET CONTROLLER FOR HIGHEST ETo WATER SCHEDULE, BASED ON PUBLISHED LOCAL EVAPOTRANSPIRATION DATA. SYSTEM HAS BEEN DESIGNED FOR 50 TO 80 PERCENT DISTRIBUTION UNIFORMITY. LAWN ZONES SHOULD BE SCHEDULED FOR 100 PERCENT REPLACEMENT FACTOR ON A TYPICAL MINIMUM 3–DAY CYCLE. SHRUB ZONES SHOULD BE PROGRAMMED AT 40 TO 70 PERCENT OF THE MONTHLY LAWN WATER REQUIREMENT ON A ONCE PER WEEK CYCLE. ALL WATERING IN EXCESS OF THE LOCAL ETo ("FIELD RECHARGE") TO BE COMPLETED DURING THE CONSTRUCTION PHASE WHILE THE CONTRACTOR IS ON THE JOB SITE. OVER WATERING OF LANDSCAPE DUE TO CONTROLLER SCHEDULING TO BE GROUNDS FOR CONTRACTOR TO REPAIR ANY RESULTANT DAMAGES AT CONTRACTOR'S OWN EXPENSE. 17. SUBSTITUTION OF IRRIGATION MATERIAL/EQUIPMENT TO BE MADE ONLY UPON WRITTEN APPROVAL OF OWNER'S REPRESENTATIVE. 18. ALL ZONES TO PASS A MINIMUM DISTRIBUTION UNIFORMITY OF 62 PERCENT, AS TESTED THROUGH AN IRRIGATION ASSOCIATION CERTIFIED WATER AUDIT. 3 N 4 5 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON VALVE BOX WITH COVER FINISH GRADE QUICK COUPLING VALVE CENTER IN BOX 1 C.U. FT. 7/8" GRAVEL SUMP �t6Z MARLEX ELL - TYPICAL PVC SCH 80 PVC NIPPLE PVC SCH 40 PVC SXSXT TEE OUICK COUPLING VALVE ASSEMBLY NOT TO SCALE 6" NOTE: MOUNT ON WEATHER EXPOSED WALL 8' ABOVE GRADE. RAIN SENSOR DETAIL (WALL MOUNT) NOT TO SCALE w z J z z 0 D_ — JUMBO VALVE BOX WITH LOCKING LID — PVC SCH 80 UNION — WILKINS 600 PRIES. REDUCING VALVE AS NECESSARY �— T x S COUPLING: PVC SCH 80 UNION CHECK VALVE ASSEMBLY PER DETAIL THIS SHEET PVC SCH 80 UNION QUICK COUPLING VALVE PVC PER CIT( ... NOTE: THE BACKFLOW DEVICE TO HAVE 6" MINIMUM UNOBSTRUCTED CLEARANCE ON ALL SIDES POINT OF CONNECTION (P.O.C.) DETAIL NOT TO SCALE 6" OFFSET d - FINISH GRADE 77 PAVING SEE CIVIL PLANS COMPACTED BACKFILL AT 90% DENSITY (TOPSOIL) AT 95% DENSITY (STRUCTURAL) SLEEVE(S) PVC LATERAL PVC MAINLINE VALVE WIRING ALT. WIRE SLEEVE PIPE BED MATERIAL TO BE CLEAN AND FREE OF ROCK LARGER THAN 1/2" PVC MAINLINE/LATERAL �a NOTE: DIMENSIONS ARE MINIMUM CLEARANCES. ALL IRRIGATION SLEEVING TRENCH BACKFILL MATERIAL TO BE CLASS B OR BETTER (MAX. OF 10% PASSING NO.40 SCREEN) AND BE COMPACTED TO MIN. 95% OPTIMUM DENSITY PER ASTM D-1557-70 (MODIFIED PROCTOR) SLEEVE/TRENCHING DETAIL NOT TO SCALE 6" CLEAR OF OBSTRUCTION POP-UP /—MULCH CONDITION 1-4 a FINISH GRADE ADJUST ANGLE AT SPRINKLER SLOPE COVERAGE OF FLUSH MULCH i— III - ONS SLOPE CONDIT(ANGLE - TYPICAL -III„ III- SPRINKLER MARLEX 90' ELBOWS PVC SCH 40 PVC SCH 80 NIPPLE TEE SxSxT (SIDE INLET ONLY) PVC LATERAL �J NOTE: MANUFACTURER'S LIMITS PREVAIL FOR INSTALLATION AND ADJUSTMENTS. PROVIDE SWING JOINT RISERS AT WALKS AND CURBS. 24" FLEXIBLE RISERS ACCEPTABLE ELSEWHERE. POP-UP RISER ASSEMBLY NOT TO SCALE m m Z_ 14- 04 D CHECK VALVE ASSEMBLY NOT TO SCALE 10 FROM IRRIGATION WATER SERVICE DOUBLE GRADE LEVEL JUMBLE BOX SIZE TO PERMIT 12" MINIMUN CLEAR FROM WALLS TO TEST COCKS; BOLT LOCK LID DOUBLE CHECK VALVE (STATE APPROVED ASSEMBLY) RESILIANT SEATED VALVES AND TEST COCKS; INSTALL ASSEMBLY AS SHOWN OR THE TEST COCKS IN HORIZONTAL POSITION, PER LOCAL REQUIREMENTS. PVC MAINLINE PER PLAN PVC SCH 80 NIPPLE AND FEMALE ADAPTER PVC SCH 80 UNION - TYPICAL PVC SCH 80 NIPPLE - TYPICAL BLOCK AS NECESSARY WITH BRICKS AT BASE OF BOX GRAVEL SUMP -7/8" WASHED GRAVEL NOTE: INSPECTION OF COMPLETED ASSEMBLY BY CERTIFIED TESTER REQUIRED. PVC SCH 80 SxT 90' ELBOW WIRE WITH WATERPROOF WIRE CONNECTOR - TYPICAL FINISIH GRADE SPEAR WIRE WITH WATERPROOF WIRE CONNECTOR ON CUT END VALVE BOX WITH COVER PVC LATERAL TO SPRINKLERS PVC SCH 80 NIPPLE AND FEMALE ADAPTOR PVC SCH 80 UNION PVC SCH 80 NIPPLE REMOTE CONTROL VALVE; BODY CLEAR OF SUMP 1 C.F. 7/8" GRAVEL SUMP PVC MAINLINE PVC SCH 80 NIPPLE NOTE: ONE VALVE PER BOX. PROVIDE EXTRA COILS (18") OF . EACH WIRE IN VALVE BOX. COMPACT SOIL AROUND VALVE BOX. USE TEFLON OR FLOWABLE SEALANT IN ALL THREADED FITTINGS, PER MANUFACTURES SPEC'S. REMOTE CONTROL VALVE ASSEMBLY NOT TO SCALE U aw cal X0 0 Og n NSU n zcnw cn W �M R wRz LoU 2 25 p40 6 DATE PERMIT SUBMITTAL O BID SET lotz� Sao in 0 00 O Q O M Lu �t6Z � O tib ® z N �- w d8 �"�� a-a m m z Q L,. O N 00 N Z> 000 wwo N<cND0000 w z z nu')zzi– N N w W I__: W N N it > O 00C-4 vv�ia U aw cal X0 0 Og n NSU n zcnw cn W �M R wRz LoU 2 25 p40 6 ISSUED / REVISED DATE PERMIT SUBMITTAL O BID SET lotz� Sao in a 00 O Q O M Lu U) ® z ®o 0 ❑ Lu O ❑ z O Lo O !'- cv ® m ❑ W ISSUED / REVISED DATE PERMIT SUBMITTAL 12/12/11 BID SET 02/17/12 CITY COMMENT LETTER DATED 03/27/12 03/28/12 RESPONSE TO CITY COMMENTS 2 04/12/12 BULLETIN #2 05/22/12 SITE PLAN REVISION 06/06/12 LANDSCAPE CATION NOTES AND DETAILS L6 of 6 n co 0 0 00 n 0 0 U Cn 00 In 00 0 a� 0 0 v d i 0 N 0 Ln C �L a� c Cn 0 N 0 J lCJ co 0 0 0 LO F E 0 C 1 F.11 2 1"=20' r 0\\= \\\\\� \\\\\\\\\\\\\\\\\\\\\\\\\\\ 3 4 5 SITE .PLAN OR 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON 8 W I l OD �rn cit SD CONSTRUCTION KEYNOTES ONEW ASPHALT CONCRETE PAVEMENT AS PER DETAIL 1/C9.0 O2 NEW NEW DRIVE THROUGH TELLER CONCRETE SLAB AS PER DETAIL 4/C9. CONCRETE DRIVE SLAB WITH BLACK PIGMENT POWDER PER ARCHITECTURAL SPECIFICATIONS. 011- �a,d(-C(' rv,e,,,a�- D4/C9.0 TRASH ENCLOSURE PAD W/ SCREEN WALL. CEMENT CONCRETE PAVEMENT SE ION A R DETAIL SCREEN WALL PER TRASH ENCLOSURE WALL. ALSO REFER TO TRASH ENCLOSURE DETAILS ON THE ARCHITECTURAL PLANS, SHEET A503. ONEW ONSITE BARRIER CURB AS PER DETAIL 5/C9.0 O5 NEW SIDEWALK AS PER DETAIL C10.0. PER COE STD. DWG E2.13 6 NEW LANDSCAPING PER LANDSCAPE AND IRRIGATION PLANS. 7 4 FOOT WIDE CONCRETE WALKWAY O8 NOT USED ONEW ADA COMPLIANT CURB RAMP AS PER DETAIL 8, 9/C9.0 10 NEW DRIVEWAY PER WSDOT STD (TYPE 1) PER DETAIL SHEET C10.0. 11 PARKING STALL STRIPING AND ADA STRIPING MARKINGS AND SIGNAGE AS PER DETAIL 9/C9.0 12 PAVEMENT MARKINGS. PARKING AREA STRIPING SHALL BE 4" WIDE TRAFFIC GRADE WHITE. 13 SAWCUT IN A SMOOTH CONTINUOUS LINE. 2 FOOT SAWCUT REQUIRED WHEREVER CURB IS REMOVED OR REPLACED. 4 BIKE RACK WITH 2 BIKE CAPACITY. COLUMBIA CASCADE MOD 2172 -P -S OR EQUAL PER DETAIL 11/C9.0. LOCATED AT FRONT ENTRY. 15 DRIVE THROUGH TELLER CURB ISLANDS PER PER ARCHITECTURAL PLANS 16 NEW CANOPY PER ARCHITECTURAL PLANS. 17 GAS SERVICE AND METER 18 POWER SERVICE AND METER 19 NEW PAD MOUNTED TRANSFORMER 20 NEW LOT LIGHT PER ELECTRICAL PLAN 21 DOMESTIC WATER AND IRRIGATION SERVICE. REFER TO SHEET C8.0 22 NEW CONCRETE CURB AND GUTTER PER CITY OF EDMONDS DETAIL E-2.08 AS SHOWN ON SHEET C10.0. 23 WSDOT TRAFFIC CURB PER DETAIL SHEET C10.0. 24 SIDEWALK, CURBING, AND ADA RAMPS PER DETAIL SHEET C7.1. 25 EX. PEDESTRIAN PUSH BUTTON TO BE LOWERED. HEIGHT FROM FINISHED GRADE SHALL BE 48" MAX. Applicant shall repair/replace all damage to utilities or frontage improvements In City right-of-way per City standards that is caused or occurs during the permitted prop . ALL I:XNOSED SURF,CC i BE COVERED WITNIM 2 DAYS "4 late `'�0TI4.Ia fft. OWNS ICONTRAoTOn IS RESPONSIBLE FOR EROSI01�4 CONTRIOL AND DRAINAGE RIGHT OF -WAY CONSTRUCTION PERMIT AND INSPECTION REQUIRED 9 10 CITY OF EDMONDS GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE' NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT AND STORMWATER REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THESE REPORTS. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCA11ONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE 11GHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REC+" ZI) STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION, OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF -RAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE�CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLA11ON OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH CITY OF EDMONDS HANDOUT E72C. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON-SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE LANDSCAPE PLAN FOR PERMANENT RESTORATION AND STABILIZATION OF THE SITE. 21. THE CONTRACTOR SHALL KEEP OFF-SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVA11ONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AZ; REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM OLYMPIC VIEW WATER AND SEWER DISTRICT FOR ALL WATER SERVICE INTERRUPTIONS, OR HYDRANT SHUTOFFS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING U11LIlIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY . 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. SEE U11UTY PLAN (SHEET C8) FOR ADDITIONAL SEPARATION REQUIREMENTS. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. APPROVEDi'iY ��MO��Tr,� DA TE• �p 1(5 (Z- wz SPECIAL NOTES: Comer Zone --��✓Flamm,,,,, - --- 1. ALL ONSITE UTILITIES SHALL BE INSTALLED UNDERGROUND. _ Setbacks Re fired Actual Front lJjw 2. HIGH CAPACITY GUTTERS SHALL NOT BE INSTALLED. 3. TRUNCATED AND TACTILE STRIPS ARE NOT REQUIRED Sides S ... 12 DOMES FOR EITHER DRIVEWAY ENTRANCE. Rear -------- 3 4. PARKING LOT STRIPING SHALL BE 4 INCH WIDE AND TRAFFIC Other e_ 6� GRADE WHITE. - Tiei t �` � 5. ALL CURBING TO BE REPLACED ALONG 100TH AVENUE WEST LO _ AND EDMONDS WAY SHALL MATCH EXISTING. SITE PLAN REVISION 6. ALL PAVEMENT MARKINGS (INCLUDING CROSSWALKS) IN THE N RIGHT OF WAY ON 100TH AVENUE WEST AND EDMONDS WAY SHALL BE RESTORED TO WSDOT STANDARDS PER SHEET C10 PRIOR AP(P/R�OJ/V]A,L. A f OSIER L-3 i.ANNING +�T/OFINAL b 4 --- 101-57 z f C, to c z Vol ow toG 0& ONO r- E > Ww Uj t - w zo owl < co ACMA ,- 00) • 4' e of 4C i • CONSTRUCTION KEYNOTES ONEW ASPHALT CONCRETE PAVEMENT AS PER DETAIL 1/C9.0 O2 NEW NEW DRIVE THROUGH TELLER CONCRETE SLAB AS PER DETAIL 4/C9. CONCRETE DRIVE SLAB WITH BLACK PIGMENT POWDER PER ARCHITECTURAL SPECIFICATIONS. 011- �a,d(-C(' rv,e,,,a�- D4/C9.0 TRASH ENCLOSURE PAD W/ SCREEN WALL. CEMENT CONCRETE PAVEMENT SE ION A R DETAIL SCREEN WALL PER TRASH ENCLOSURE WALL. ALSO REFER TO TRASH ENCLOSURE DETAILS ON THE ARCHITECTURAL PLANS, SHEET A503. ONEW ONSITE BARRIER CURB AS PER DETAIL 5/C9.0 O5 NEW SIDEWALK AS PER DETAIL C10.0. PER COE STD. DWG E2.13 6 NEW LANDSCAPING PER LANDSCAPE AND IRRIGATION PLANS. 7 4 FOOT WIDE CONCRETE WALKWAY O8 NOT USED ONEW ADA COMPLIANT CURB RAMP AS PER DETAIL 8, 9/C9.0 10 NEW DRIVEWAY PER WSDOT STD (TYPE 1) PER DETAIL SHEET C10.0. 11 PARKING STALL STRIPING AND ADA STRIPING MARKINGS AND SIGNAGE AS PER DETAIL 9/C9.0 12 PAVEMENT MARKINGS. PARKING AREA STRIPING SHALL BE 4" WIDE TRAFFIC GRADE WHITE. 13 SAWCUT IN A SMOOTH CONTINUOUS LINE. 2 FOOT SAWCUT REQUIRED WHEREVER CURB IS REMOVED OR REPLACED. 4 BIKE RACK WITH 2 BIKE CAPACITY. COLUMBIA CASCADE MOD 2172 -P -S OR EQUAL PER DETAIL 11/C9.0. LOCATED AT FRONT ENTRY. 15 DRIVE THROUGH TELLER CURB ISLANDS PER PER ARCHITECTURAL PLANS 16 NEW CANOPY PER ARCHITECTURAL PLANS. 17 GAS SERVICE AND METER 18 POWER SERVICE AND METER 19 NEW PAD MOUNTED TRANSFORMER 20 NEW LOT LIGHT PER ELECTRICAL PLAN 21 DOMESTIC WATER AND IRRIGATION SERVICE. REFER TO SHEET C8.0 22 NEW CONCRETE CURB AND GUTTER PER CITY OF EDMONDS DETAIL E-2.08 AS SHOWN ON SHEET C10.0. 23 WSDOT TRAFFIC CURB PER DETAIL SHEET C10.0. 24 SIDEWALK, CURBING, AND ADA RAMPS PER DETAIL SHEET C7.1. 25 EX. PEDESTRIAN PUSH BUTTON TO BE LOWERED. HEIGHT FROM FINISHED GRADE SHALL BE 48" MAX. Applicant shall repair/replace all damage to utilities or frontage improvements In City right-of-way per City standards that is caused or occurs during the permitted prop . ALL I:XNOSED SURF,CC i BE COVERED WITNIM 2 DAYS "4 late `'�0TI4.Ia fft. OWNS ICONTRAoTOn IS RESPONSIBLE FOR EROSI01�4 CONTRIOL AND DRAINAGE RIGHT OF -WAY CONSTRUCTION PERMIT AND INSPECTION REQUIRED 9 10 CITY OF EDMONDS GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE' NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT AND STORMWATER REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THESE REPORTS. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCA11ONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE 11GHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REC+" ZI) STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION, OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF -RAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE�CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLA11ON OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH CITY OF EDMONDS HANDOUT E72C. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON-SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE LANDSCAPE PLAN FOR PERMANENT RESTORATION AND STABILIZATION OF THE SITE. 21. THE CONTRACTOR SHALL KEEP OFF-SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVA11ONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AZ; REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM OLYMPIC VIEW WATER AND SEWER DISTRICT FOR ALL WATER SERVICE INTERRUPTIONS, OR HYDRANT SHUTOFFS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING U11LIlIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY . 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. SEE U11UTY PLAN (SHEET C8) FOR ADDITIONAL SEPARATION REQUIREMENTS. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. APPROVEDi'iY ��MO��Tr,� DA TE• �p 1(5 (Z- wz PL P. GR(i �F W A Sy 9� v' a 975 p �� FO/STE��' SS�0NA DATE U 11/18/11 F- 12 12 11 BID SET z > .• 1 O .. m. "0 a zw • • LO _ 5/24/12 SITE PLAN REVISION Q N Ld i„ L` o z z OO N N ONO r- E > Ww Uj t - w 04 r- < co 00 z c� 0 5L'J W d. -YdN- 0V) dN- PL P. GR(i �F W A Sy 9� v' a 975 p �� FO/STE��' SS�0NA ISSUED / REVISED DATE QA SUBMITTAL 11/18/11 PERMIT SUBMITTAL 12 12 11 BID SET . .• 1 2/24/12 .. m. "0 4/13/12 • .: • • LO _ 5/24/12 SITE PLAN REVISION 6/06/12 ISSUED / REVISED DATE QA SUBMITTAL 11/18/11 PERMIT SUBMITTAL 12 12 11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RE5UBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 2 3 SURVEY INFORMATION LEGAL DESCRIPTION: (PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS -473831 -CLE, DATED JANUARY 27, 2011 AT 7:30 A.M.) PARCEL A: ORTHWEST QUARTER OF THE NORTHEAST 4 5 �06 _0:� MR1*xM 1 LO1t r 6 7 8 THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE N QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. FOLLOWS: F COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE SAID SUBDIVISION; EDMONDS, WASHINGTON THENCE SOUTH, A DISTANCE OF 30.00 FEET; THENCE SOUTH 89'50'44" EAST, A DISTANCE OF 180.00 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT OF LAND HEREIN DESCRIBED; THENCE CONTINUING SOUTH 89'50'44" EAST, A DISTANCE OF 150.71 FEET, TO THE EAST LINE OF THE ABOVE SAID SUBDIVISION; THENCE SOUTH 0'30'24" EAST, ALONG SAID EAST LINE, A DISTANCE OF 170.00 FEET; THENCE NORTH 89'50'44" WEST, A DISTANCE OF 151.24 FEET, THENCE NORTH 0'19'44" WEST, A DISTANCE OF 170.00 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY (STATE ROUTE 104-EDMONDS WAY) BY DEED RECORDED UNDER RECORDING NO. 2267197. PARCEL B: SECTION R36 TOWNSHIP 27 NORTH, RANGE 3 OEAST, W SOUTHWEST U IN SNOHOMISHECOUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: T QUARTER OF THE FAST QUARTER OF , , I i r I 1 SURVEY MONUMENT (AS NOTED) 23725 EDMONDS WAY OF WAY EDMONDS. AT (425) l 1E SIGNAL VAULT I I � x4Y I � r � ��a I WATER VAULT SMP BA 1 1 1 BEGINNING AT THE NORTHWEST CORNER OF SAID TRACT; CONDARY STATE HIGHWAY N0. 1-W EDMONDS WAY); THENCE SOUTH 30 FEET TO THE SOUTH LIN THENCE EAST 30 FEET TO THE EAST LINE 100TH AVENUE WEST, THE TRUE POINT OF BE INNING; CONTINUE EAST 150 FEET ALONG THE SOUTH LINE OF SAID HIGHWAY; THENCE ---------------------- THENCE SOUTH 0'19'44" EAST 150 FEET; �� ' _____---� THENCE WEST PARALLEL TO THE SOUTH LINE OF SAID LINE OF SAID HIGHWAY 150 FEET TO THE EAST LINE OF 100TH AVENUE WEST, - ----------------------------------------- THENCE ---------_ - _ _ _____ THENCE NORTH ,ALONG THE EAST LINE OF 100TH AVENUE WEST TO THE TRUE POINT OF BEGINNING; ��- - ' -----------"` - o - EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR SR -104 BY DEEDS RECORDED UNDER RECORDING NOS. 2252333 AND Moo wNrte snipe ``~-•- o o � FND EMPTY MON CASE OF SNOHOMISH COUNTY WASHINGTON o » �' s,�lr Mum �,n�� „ „1 „ „ -9 - -- -„ 2252334, RECORDS 1 o FND 2 IP IN o E BASIS OF BEARING NAD83/91 NORTH ZONE(4601) - PER SNOHOMISH COUNTY: CONC W/TACK IN CASE AT dyaw PER FOUND 2" BRASS DISK IN CASE FOUND IN CENTERLINE OF 100TH AVENUE WEST 600'+/- NORTH OF EDMONDS WAY AND FILED UNDER SNOHOMISH '� NTERSECTION o COUNTY POINT DESIGNATION SC33 (WCCS 22), ALSO KNOWN AS THE NORTH QUARTER CORNER OF SECTION 36, T27N R03E W.M. AND A LINE CALCULATED TO N FOUND IN THE E B LANE OF 92ND AVENUE AND FILED UNDER SNOHOMISH COUNTY POINT DESIGNATION SC31 (WCCS o 10 n co 00 00 0 v 0 It I N 0 -� B 0 a� v rn 3 0 I 0 N 0 LO rn 0 N 0 LL- ANOTHER FOUND 2 BRASS DISK I CASE 23), ALSO KNOWN AS THE NORTHEAST SECTION CORNER OF SAID SECTION 36. THE BEARING BETWEEN THESE MONUMENTS IS SOUTH 88' 44' 41" EAST VERTICAL DATUM- NAVD88 (PER THE NATIONAL GEODETIC SURVEY): PROJECT BENCHMARK IS A NGS BRASS DISK KNOWN AS NGS POINT ID SY0095 AND FOUND IN THE NE CORNER OF RESIDENCE 9008 200TH STREET. NAVD88 ELEVATION IS 423.36' (NAVD88= NGVD29+3.514') SITE BENCH MARK IS A MONUMENT IN A CASE FOUND AT THE INTERSECTION OF 100TH AVENUE WEST AND EDMONDS WAY. NAVD88 ELEVATION IS 316.20' PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A TRIMBLE 5600 AND A "TDS RANGER" DATA COLLECTOR SUPPLEMENTED WITH FIELD NOTES AND TOPCON GR3 GPS, WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES AND IMPROVEMENTS. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. DATES OF SURVEYS: FIELD SURVEYS BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED IN FEBRUARY, 2011. ALL MONUMENTS SHOWN AS FOUND WERE VISITED AT THAT TIME. WE HAVE RESET THE REVISED LEASE AREA CORNERS AS NOTED. TAX ACCOUNT NUMBERS: A.P.N. 270336-001-136-00 A.P.N. 270336-001-135-00 CALCULATED AREA: PARCEL A = 23,060 SQ.FT.± (0.529± ACRES±) PARCEL B = 19,560 SQ.FT.± (0.449± ACRES±) TOTAL AREA = 42,620 SQ.FT.± (0.978± ACRES±) PROPERTY ADDRESSES: PARCEL A PARCEL B 9910 EDMONDS WAY 9930 EDMONDS WAY EDMONDS, WA 98020 EDMONDS, WA, 98020 FLOOD ZONE INFORMATION: DESIGNATION OF THE FLOOD ZONE PER FEMA FIRM MAP NUMBER 53061C1315 E PANEL 1315 OF 1575, EFFECTIVE NOVEMBER 9, 1999: SITE IS LOCATED IN ZONE X: AREAS DETERMINED TO BE OUTSIDE OF 500 -YEAR FLOODPLAIN DESIGNATION OF THE FLOOD ZONE IS PER FEMA FIRM MAP NUMBER 53061C1315 G PANEL 1315 OF 1575, YET TO BE ADOPTED BUT USED FOR DESIGN AND REVIEW IN MANY CASES AND RETRIEVED JANUARY 27, 2011 FROM SNOHOMISH COUNTY PUBLIC WORKS WEBSITE - HTTP://WWW1.CO.SNOHOMISH.WA.US/DEPARTMENTS/PUBLIC-WORKS/DIVISIONS/SWM/WORK-AREAS/RIVER-FLOODING/PLAN NING/DFIRMAPS.HTM: SITE IS LOCATED IN ZONE X: AREAS DETERMINED TO BE OUTSIDE THE 0.2% CHANCE FLOODPLAIN. PARKING PROVIDED: PARCEL A REGULAR 27 HANDICAPPED 2 TOTAL 29 PARCEL B (NOT STRIPED) REGULAR 0 HANDICAPPED 1 TOTAL 1 SURVEYORS NOTES• 1. ALL TITLE INFORMATION USED FOR THE PURPOSE OF THIS SURVEY WAS PROVIDED BY FIRST AMERICAN TITLE INSURANCE COMPANY BY TITLE ORDER NUMBER NCS -473831 -CLE DATED JANUARY 27 2011. 2. SUBJECT PROPERTIES HAVE ACCESS TO EDMONDS WAY. 3. UTILITIES ARE AS OBSERVED BY SURFACE OBSERVATIONS ON JANUARY 27 2011. UNDERGROUND LOCATES WERE PERFORMED AS PART OF THIS SURVEY. 4. MONUMENTS AND SURVEY CONTROL THAT IS SHOWN AS FOUND, WAS VISItED IN JANUARY 2011 UNLESS OTHERWISE NOTED. 5. THIS IS A FIELD TRAVERSE SURVEY. A TRIMBLE 5600 ROBOTIC TOTAL STATION AND TRIMBLE 5800 GPS RECEIVER USING NETWORK RTK WAS USED TO MEASURE THE ANGULAR AND DISTANCE RELATIONSHIPS BETWEEN THE CONTROLLING MONUMENTATION AS SHOWN. CLOSURE RATIOS OF THE TRAVERSE MET OR EXCEEDED THOSE SPECIFIED IN WAC 332-130- 090. DISTANCE MEASURING EQUIPMENT HAS BEEN CALIBRATED AT AN N.G.S. BASELINE WITHIN ONE YEAR OF THE DATE OF THIS SURVEY. 6. ALL DISTANCES ARE GROUND DISTANCES IN U.S. SURVEY FEET DEVELOPER KEYBANK R-1 POWER VAULT 6) SURVEY MONUMENT (AS NOTED) 23725 EDMONDS WAY OF WAY EDMONDS. AT (425) l 1E SIGNAL VAULT + § SECTION CORNER (AS NOTED) x4Y M�� I 226TH PL SW PROPOSED ASPHALT YY I WATER VAULT 4 FOUND REBAR (AS NOTED) 1 ` W 121 5TH AVENUE NORTH .r r LUMINAIRE (LUM.) I TELEPHONE: (425) 775-2525 POWER: ;. •'� PROPOSED CONCRETE 21018 HWY 99 LOT LIGHT a FOUND SCREW/WASHER TELEPHONE: (425) 670-3200 GAS: 0 POWER METER 228TH PL SW z BELLEVUE, WA 98009 PROPOSED SWALE TELEPHONE: (888) 225-5773 TELEPHONE: �: :• CONCRETE OF ! .1 -0- POWER POLE TELEPHONE: (425) 353-1622 3 - - - PROPOSED RIDGELINE c 0 -TRAFFIC GUY WIRE SIGNAL _ vr•: • GRAVEL . r ' t PROPOSED STORM DRAIN t PEDESTRIAN PUSH BUTTON !I SANITARY SEWER UNE O PROPOSED STORM DRAIN 10 JUNCTION BOX 32ND ST SW CATCH BASIN Q TELEPHONE MANHOLE - " - - - - - STORM DRAINAGE LINE PROPOSED STORM DRAIN ❑ CATCH BASIN (CB) x CHAIN LINK FENCE CATCH BASIN G STORM MANHOLE (SDMH) // WOOD FENCE ® PROPOSED STORM DRAIN Q SANITARY SEWER MANHOLE (SSMH) G(PM) GAS LINE (BY PAINTMARKS) CLEANOUT O SANITARY SEWER CLEANOUT (SSCO) T(PM) TELEPHONE LINE (BY PAINTMARKS) PROPOSED STORM LINE 10-1 GAS METER GAS VALVE P(PM) POWER UNE (BY PAINTMARKS) Vy PROPOSED WATER LINE �rD4 ---- P(OH) POWER LINE (OVERHEAD) ® PROPOSED WATER METER IX1 WATER VALVE (WV) FIRE CONNECTION MONITOR WELL PROPOSED SANITARY FIRE HYDRANT (FH) CONNIFEROUS TREE SEWER LINE ED WATER MANHOLE� • PROPOSED SANITARY ®WATER METER �J DECIDUOUS TREE SEWER CLEANOUT WATER BLOW OFF WATER MARKER POST O PARKING STALL COUNT PROPOSED BARRIER CURB cL SIGN �-120.00 PROPOSED SPOT ELEVATIO •. r 15TH ST SIN OLYMPIC VIEW WATER AND SEWER DISTR 3 23725 EDMONDS WAY OF WAY EDMONDS. AT (425) :• reIle BY THE CITY OF CITY OF EDMONDS e SEWER: x4Y A 226TH PL SW C) 0 z O 226TH PL SW °I 1 1 1 I I I 1 ` W 121 5TH AVENUE NORTH .r r zti. I TELEPHONE: (425) 775-2525 POWER: SNOHOMISH COUNTY PUD 227TH PL SW 21018 HWY 99 aM O,�o�OS TELEPHONE: (425) 670-3200 GAS: PUGET SOUND ENERGY 00 228TH PL SW z BELLEVUE, WA 98009 c-4 TELEPHONE: (888) 225-5773 TELEPHONE: o SITE OF ! .1 LYNNWOOD, WA 98046 & 0zL0 z w TELEPHONE: (425) 353-1622 3 3 •. 1 '• � .I ' I 1 fI�l a 14 Il 4RiI W . r ' t !I 330 E 1ST AVENUE DENVER, CO 80206 PH: (303)316-2318 CONTACT: CHRIS EVANS EMAIL: CHRIS-L-EVANSOKEYBANK.COM ARCHITECT CALLISON 1420 FIFTH AVENUE #2400 SEATTLE, WASHINGTON 98101-2343 PH: (206) 623-4646 CONTACT: VINA ANDERSON VI NA.AN D ERSONO CALUSON.COM ENGINEER BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVE S KENT WA 98032 PH: (425) 251-6222 CONTACT: HAL P. GRUBB, P.E. EMAIL: HGRUBB®BARGHAUSEN.COM X111 10 1 fADE0 = CALL BEFORE YOU DIGS 1-800-424-5555 1111=401 -- EDMONDS WAY b000LE Ys1.10W SiRip 10 o" "-SfftpE GENERAL SITE DEVELOPMENT NOTES: V.' 1. THE CONTRACTOR SHALL OBTAIN AND HAVE AVAILABLE COPIES OF THE L=34.98' S� - - - - - - - - - - - - - - - -- m xm WrlrfE Smtpe- APPLICABLE GOVERNING AGENCY STANDARDS AT THE JOB SITE DURING THE 15TH ST SIN OLYMPIC VIEW WATER AND SEWER DISTR 3 23725 EDMONDS WAY OF WAY EDMONDS. AT (425) :• reIle BY THE CITY OF CITY OF EDMONDS e SEWER: x4Y A 226TH PL SW C) 0 z O 226TH PL SW y�P 00 STORMWATER: CITY OF EDMONDS z 121 5TH AVENUE NORTH LU LU EDMONDS, WA 98020 0 TELEPHONE: (425) 775-2525 POWER: SNOHOMISH COUNTY PUD 227TH PL SW 21018 HWY 99 aM O,�o�OS TELEPHONE: (425) 670-3200 GAS: PUGET SOUND ENERGY 00 228TH PL SW z BELLEVUE, WA 98009 c-4 TELEPHONE: (888) 225-5773 TELEPHONE: o SITE OF L0 F- N LYNNWOOD, WA 98046 & 0zL0 z w TELEPHONE: (425) 353-1622 3 3 32ND ST SW 232ND PL SW VICINITY MAP o" "-SfftpE GENERAL SITE DEVELOPMENT NOTES: V.' 1. THE CONTRACTOR SHALL OBTAIN AND HAVE AVAILABLE COPIES OF THE L=34.98' S� - - - - - - - - - - - - - - - -- m xm WrlrfE Smtpe- APPLICABLE GOVERNING AGENCY STANDARDS AT THE JOB SITE DURING THE RELATED CONSTRUCTION OPERATIONS. t 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN { F OBTAINED PRIOR TO COMMENCING WORK. J35isY "xfu'uR�� F 'S7tlYt ON 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, y>�,{v,€>�°x 7' ELECTRIC �A000 ��C DIMENSION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION f y `_ s DISTRIBUTIOPPF ooS WHETHER SHOWN ON THESE PLANS OR NOT. UTILITIES OTHER THAN THOSE EASEMENT . AFN (W� �AN- OS0pENEZ5 EOM SHOWN MAY Y EXIST ON THIS SITE. ONLY THOSE UTILITIES W ITH EVIDENCE O F 2002102400THEIR INSTALLATION VISIBLE AT GROUND SURFACE OR SHOWN ON RECORD R G f• :; �� ,�,; ,� �� • T f DRAWING PROVIDED BY OTHERS ARE SHOWN HEREON. EXISTING •/ "rah 5 SEX. BUILDING UNDERGROUND UTILITY LOCATIONS SHOWN ARE APPROXIMATE ONLY AND ARE o YFx '�. .. y t a 'Y �• SFY •�, SUBJECT TO A DEGREE OF UNKNOWN VARIATION. SOME UNDERGROUND y� LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC RECORDS. BARGHAUSEN CONSULTING ENGINEERS, INC. ASSUMES NO LIABILITY FOR THE y 600 I ACCURACY OF PUBLIC RECORDS OR RECORDS OF OTHERS. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN . CONSULTING ENGINEERS, INC., TO RESOLVE ALL PROBLEMS PRIOR TO �TX a FND 1 / » ' PROCEEDING WITH CONSTRUCTION. 7Jo1 BC PLS 33140» AGpOG�N 4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE t �$ x ; • 0.2 N. x 0.02 W. OFGG�9� PMENS DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE CORNER ��. 5 J• PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND �pME A CONFLICT WITH THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE . 01 NG ES /EG ES & nca - I4 RELATIVE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE '.•' PROJECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF i 7, 8 &V 10) Q CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT FND 1/2REBAR/C P_,x ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE r• "BCS PLS 330" -CONTRACTOR �� CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS DEFINED BY THE '_' N. x 0.3'-f- j FND MAG/WASHER 11 DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS AND CODES. NER �w EXISTING ii XISTING 'VLSI 29539" FND 1/2" IREBAR/CAP 5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE -/- BUILDING 0.1 N. x 0.2 W. OF: EXISTING LS 2958 • 0.3 N. ::• ` BUILDING 1 CORNER BUILDING al OF LINE APPROPRIATE UTILITIES INVOLVED PRIOR TO CONSTRUCTION. X900 S. PRIOR TO ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY THE CONTRACTOR 6ppN I I SHALL CONTACT THE CITY OF EDMONDS AT (425) 771-0220 X1326 AND 13D ARRANGE A PRE -CONSTRUCTION MEETINGS . CONTRACTOR SHALL PROVIDE 72 HRS MIN. ADVANCE NOTIFICATION TO )OWNER, FIELD ENGINEER, CITY 6p0 \NJESINSPECTOR AND ENGINEER OF PRE -CONSTRUCTION MEETINGS. FNoy 7. INSPECTION OF ONSITE AND RIGHT OF WAY CONSTRUCTION WORK WILL BE UTILITIES/SERVICES WATER: OLYMPIC VIEW WATER AND SEWER DISTR ONSITE AND RIGHT 23725 EDMONDS WAY OF WAY EDMONDS. AT (425) :• reIle BY THE CITY OF CITY OF EDMONDS e SEWER: CITY OF EDMONDS RELATED CONSTRUCTION OPERATIONS. t 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN { F OBTAINED PRIOR TO COMMENCING WORK. J35isY "xfu'uR�� F 'S7tlYt ON 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, y>�,{v,€>�°x 7' ELECTRIC �A000 ��C DIMENSION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION f y `_ s DISTRIBUTIOPPF ooS WHETHER SHOWN ON THESE PLANS OR NOT. UTILITIES OTHER THAN THOSE EASEMENT . AFN (W� �AN- OS0pENEZ5 EOM SHOWN MAY Y EXIST ON THIS SITE. ONLY THOSE UTILITIES W ITH EVIDENCE O F 2002102400THEIR INSTALLATION VISIBLE AT GROUND SURFACE OR SHOWN ON RECORD R G f• :; �� ,�,; ,� �� • T f DRAWING PROVIDED BY OTHERS ARE SHOWN HEREON. EXISTING •/ "rah 5 SEX. BUILDING UNDERGROUND UTILITY LOCATIONS SHOWN ARE APPROXIMATE ONLY AND ARE o YFx '�. .. y t a 'Y �• SFY •�, SUBJECT TO A DEGREE OF UNKNOWN VARIATION. SOME UNDERGROUND y� LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC RECORDS. BARGHAUSEN CONSULTING ENGINEERS, INC. ASSUMES NO LIABILITY FOR THE y 600 I ACCURACY OF PUBLIC RECORDS OR RECORDS OF OTHERS. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN . CONSULTING ENGINEERS, INC., TO RESOLVE ALL PROBLEMS PRIOR TO �TX a FND 1 / » ' PROCEEDING WITH CONSTRUCTION. 7Jo1 BC PLS 33140» AGpOG�N 4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE t �$ x ; • 0.2 N. x 0.02 W. OFGG�9� PMENS DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE CORNER ��. 5 J• PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND �pME A CONFLICT WITH THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE . 01 NG ES /EG ES & nca - I4 RELATIVE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE '.•' PROJECT ENGINEER OF RECORD IN WRITING PRIOR TO THE START OF i 7, 8 &V 10) Q CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT FND 1/2REBAR/C P_,x ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE r• "BCS PLS 330" -CONTRACTOR �� CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS DEFINED BY THE '_' N. x 0.3'-f- j FND MAG/WASHER 11 DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS AND CODES. NER �w EXISTING ii XISTING 'VLSI 29539" FND 1/2" IREBAR/CAP 5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE -/- BUILDING 0.1 N. x 0.2 W. OF: EXISTING LS 2958 • 0.3 N. ::• ` BUILDING 1 CORNER BUILDING al OF LINE APPROPRIATE UTILITIES INVOLVED PRIOR TO CONSTRUCTION. X900 S. PRIOR TO ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY THE CONTRACTOR 6ppN I I SHALL CONTACT THE CITY OF EDMONDS AT (425) 771-0220 X1326 AND 13D ARRANGE A PRE -CONSTRUCTION MEETINGS . CONTRACTOR SHALL PROVIDE 72 HRS MIN. ADVANCE NOTIFICATION TO )OWNER, FIELD ENGINEER, CITY 6p0 \NJESINSPECTOR AND ENGINEER OF PRE -CONSTRUCTION MEETINGS. FNoy 7. INSPECTION OF ONSITE AND RIGHT OF WAY CONSTRUCTION WORK WILL BE UTILITIES/SERVICES WATER: OLYMPIC VIEW WATER AND SEWER DISTR ONSITE AND RIGHT 23725 EDMONDS WAY OF WAY EDMONDS. AT (425) EDMONDS, WA 98026 BY THE CITY OF CITY OF EDMONDS TELEPHONE: (425) 774-7769 SEWER: CITY OF EDMONDS 121 5TH AVENUE NORTH C) 0 z O EDMONDS, WA 98020 5/24/12 TELEPHONE: (425) 775-2525 STORMWATER: CITY OF EDMONDS z 121 5TH AVENUE NORTH LU LU EDMONDS, WA 98020 0 TELEPHONE: (425) 775-2525 POWER: SNOHOMISH COUNTY PUD Boz 21018 HWY 99 aM EDMONDS, WA 98026 TELEPHONE: (425) 670-3200 GAS: PUGET SOUND ENERGY 00 10606 NE 4TH STREET z BELLEVUE, WA 98009 c-4 TELEPHONE: (888) 225-5773 TELEPHONE: VERIZON UJ HO 13700 33RD AVE L0 F- N LYNNWOOD, WA 98046 & 0zL0 z w TELEPHONE: (425) 353-1622 SCHOOL: EDMONDS SCHOOL DISTRICT 20420 68TH AVENUE WEST EDMONDS, WA 98036 THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. standa SHEET INDEX or occurs d �r Ch permitted or occurs during the permitted Pro C1.0 CIVIL -COVER SHEET C2.0 CIVIL -SITE PLAN C3.0 CIVIL -HORIZONTAL CONTROL PLAN C4.0 CIVIL -DEMOLITION PLAN C5.0 CIVIL -TEMPORARY EROSION AND SEDIMENT CONTROL PLAN C6.0 CIVIL -TEMPORARY EROSION AND SEDIMENT CONTROL NOTES AND DETAILS C7.0 CIVIL -GRADING AND STORM DRAINAGE PLAN C7.1 CIVIL -GRADING AND STORM DRAINAGE DETAILS C8.0 CIVIL -UTILITY PLAN C9.0 CIVIL -NOTES AND DETAILS C10.0 CIVIL -NOTES AND DETAILS TC1 TRAFFIC CONTROL PLAN L1 LANDSCAPE PLAZA LAYOUT PLAN L2 LANDSCAPE PLAZA DETAILS L3 LANDSCAPE PLANTING PLAN L4 LANDSCAPE PLANTING DETAILS L5 LANDSCAPE IRRIGATION PLAN L6 LANDSCAPE IRRIGATION DETAILS CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 8. THE CONTRACTOR IS RESPONSIBLE FOR WORKER AND SITE SAFETY AND SHALL COMPLY WITH THE LATEST OSHA STANDARDS AND REGULATIONS, OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE "MEANS AND METHODS" REQUIRED TO MEET THE INTENT AND PERFORMANCE CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVATION AND/OR TRENCHING PROCEDURES. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. 10. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ALL ADJACENT PUBLIC AND PRIVATE PROPERTIES AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING UTILITY SERVICES THAT ARE TO REMAIN OPERATIONAL WITHIN THE CONSTRUCTION AREA WHETHER SHOWN OR NOT SHOWN ON THE PLANS. 11. TWO (2) COPIES OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. ONE (1) SET WITH RECORDS OF AS -BUILT INFORMATION SHALL BE SUBMITTED TO THE CITY OF EDMONDS AND BARGHAUSEN CONSULTING ENGINEERS, INC. AT COMPLETION OF PROJECT. 12. CONTRACTOR SHALL OBTAIN SERVICES OF A LICENSED LAND SURVEYOR TO STAKE HORIZONTAL CONTROL FOR ALL NEW IMPROVEMENTS. STAKING CONTROL SHALL BE TAKEN FROM ELECTRONIC PLAN FILES PROVIDED BY BCE. DA FOR CONSTRUC11ON OF EDMONDS PERFORMED BY THE CITY OF EDMONDS. INSPECTION OF ONSITE AND RIGHT Applicant shall repair/replr�ae ail damage to utilities or frontage Improvements to caused � c ds that s OF WAY EDMONDS. AT (425) CONSTRUCTION WORK WILL BE PERFORMED TO SCHEDULE AN INSPECTION, CONTACT THE 771-0220 X1326. BY THE CITY OF CITY OF EDMONDS THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. standa SHEET INDEX or occurs d �r Ch permitted or occurs during the permitted Pro C1.0 CIVIL -COVER SHEET C2.0 CIVIL -SITE PLAN C3.0 CIVIL -HORIZONTAL CONTROL PLAN C4.0 CIVIL -DEMOLITION PLAN C5.0 CIVIL -TEMPORARY EROSION AND SEDIMENT CONTROL PLAN C6.0 CIVIL -TEMPORARY EROSION AND SEDIMENT CONTROL NOTES AND DETAILS C7.0 CIVIL -GRADING AND STORM DRAINAGE PLAN C7.1 CIVIL -GRADING AND STORM DRAINAGE DETAILS C8.0 CIVIL -UTILITY PLAN C9.0 CIVIL -NOTES AND DETAILS C10.0 CIVIL -NOTES AND DETAILS TC1 TRAFFIC CONTROL PLAN L1 LANDSCAPE PLAZA LAYOUT PLAN L2 LANDSCAPE PLAZA DETAILS L3 LANDSCAPE PLANTING PLAN L4 LANDSCAPE PLANTING DETAILS L5 LANDSCAPE IRRIGATION PLAN L6 LANDSCAPE IRRIGATION DETAILS CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 8. THE CONTRACTOR IS RESPONSIBLE FOR WORKER AND SITE SAFETY AND SHALL COMPLY WITH THE LATEST OSHA STANDARDS AND REGULATIONS, OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE "MEANS AND METHODS" REQUIRED TO MEET THE INTENT AND PERFORMANCE CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVATION AND/OR TRENCHING PROCEDURES. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. 10. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ALL ADJACENT PUBLIC AND PRIVATE PROPERTIES AT ALL TIMES DURING CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ALL EXISTING UTILITY SERVICES THAT ARE TO REMAIN OPERATIONAL WITHIN THE CONSTRUCTION AREA WHETHER SHOWN OR NOT SHOWN ON THE PLANS. 11. TWO (2) COPIES OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. ONE (1) SET WITH RECORDS OF AS -BUILT INFORMATION SHALL BE SUBMITTED TO THE CITY OF EDMONDS AND BARGHAUSEN CONSULTING ENGINEERS, INC. AT COMPLETION OF PROJECT. 12. CONTRACTOR SHALL OBTAIN SERVICES OF A LICENSED LAND SURVEYOR TO STAKE HORIZONTAL CONTROL FOR ALL NEW IMPROVEMENTS. STAKING CONTROL SHALL BE TAKEN FROM ELECTRONIC PLAN FILES PROVIDED BY BCE. DA FOR CONSTRUC11ON OF EDMONDS P �R OF W A Sy e6 �' , n z '923975 1 Fel SIE�F. 'XONA L �'�G . �/• r� DATE Z U O F=- 12/12/11 d w. W % Q O 00 O Q O Lj - N C) 0 z O LLJ 5/24/12 cOa�o n" N z LU LU z w 0 -- x L Boz aM 0NCV �� 00 z c-4 CINIcO Zq c LJ Uj W UJ HO L0 F- N LO CV & 0zL0 z w a P �R OF W A Sy e6 �' , n z '923975 1 Fel SIE�F. 'XONA L �'�G . �/• r� ISSUED / REVISED DATE QA SUBMITTAL O PERMIT SUBMITTAL 12/12/11 z 1 0 Z O 00 O Q O M r - Lj U) Z ® o 0 LU O O C) 0 z O LO O T- N 5/24/12 SITE PLAN REVISION 0') LU LU W ISSUED / REVISED DATE QA SUBMITTAL 11118111 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/1,3/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 -- COVER SHEET C1.0 OF 11 C C W =z z U) v. M 00 00 M O v U N Q N 00 0 0 Co A i/ 1 2 ' FND 2" IP IN CONC W/TACK �] IN CASE AT INTERSECTION u 3 4 5 •' •,i , 11 ill iii qwz I I FOR 7 A PORTION OF THE N.W.1/4 OF THE N.E.1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON ` T o---------------------------------------------------------------------------------- --------------___--------=--------_____________-------_---- C� ------------------------------------------------------------------------ FND EMPTY MON CASE 0 0.9' S. x 0.3' W OF PC EDMONDS WAY O D - C� A=-TW152" - - - - - :�'' R=640.00' I a - _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ M 16--- ---L=34.98' z ___--�-------------------------1=7------_-----_------------___-__�� v v o - .e• V v • J .'n . e o 6. ''v V. n :p v o, o o P•. 00 2'' 126co IM Ll -' m L3$' • o Jt��`L •' g ��' __ + L12 L31 L33n la: I'�,1 u7 o L 16.5' 3` TYP. . L a Ix L29 TYP. w i ro Q L23C7 c6L9 �n N CA OPY BL G. TIE �'• \ C2 3 S y� °��• 47.31' oul I CANOPY TIE i '1 .� gyp. ,'� d - W I / \ / \ ! J a d• 10 010 v L4N F G C6 to I as ! L13 ° g I I I Lu LINE # t DIRECTION L1 23.00' N48' II I ! ti} It II u u it I I rr I I I I I I p 11 ii II II I I 11 n �I L3 n II 11 FND 1/2" REBAR/CAP "BCS PLS 33140" 0.1', N. x 0.3' E. OF L18 NO°50'36"E 19.99 00 '. 9 I 253 1 L 25.3 z r 7' ELECTRICAL I �d DISTRIBUTION .'' EASEMENT PER AFN g 200210240005 N IA B FFER 4• 4 a .• � �, �G1�o X35°° • 4 4d VN'• " I °�J6 a I d • '� N I �I • d a a•. i, .8,8'42'49"W151.24' .39.9 * FND 1/2" REBAR/CAP "BCS PLS 33140" 0.2' N. x 0.02' W. OF CORNER ") I� N FND MAG/WASHER "LS 29539" I 0.1' N. x 0.2' W. OF CORNER I 21 °'j 399 t SER 0 FND 1/2" REBAR/CAP IS 29589"; 0.3 N. OF LINE ' 0) W n z X 9�p0°NSO,1 I ll ®=NUMBER OF PARKING STALLS 10 LINE TABLE Lu LINE # LENGTH DIRECTION L1 23.00' N48' 43' 30"E L2 23.00' S48' 43' 30"W L3 28.76' NO' 00' 20"E L4 32.77' N89' 59' 50"E L5 43.60' S48' 43' 20"W L6 126.00' SO' 48' 10"W L7 81.68' N88' 42' 30"W L8 9.88' SO' 50' 10"W L9 3.80' S48' 43' 10"W L10 13.02' N89' 53' 10"W L11 11.54' S44' 14' 20"E L12 14.56' N89' 31' 30"W L13 14.53' N90' 00' 00"E L15 16.69' N89' 22' 20"W L16 11.54' N44' 14' 30"W L17 14.17' N45' 45 30"E L18 110.81' N89' 59' 40"E L19 24.05' SO' 48' 10'W L20 84.00' S48' 43' 10"W L21 13.56' S48' 43' 10"W L2:3 13.98' S89' 31' 50"E 10 APPROVED DATE - BY. LINE TABLE Lu LINE # LENGTH DIRECTION L24 33.54' SO' 27' 20"W 125 0.89' SO' 26' 10"W L26 28.01' N88' 42' 30'W L27 2.67' NO' 00' 00"W L28 110.49' NO' 30' 20"E L29 3.41' S48' 43' 30"W L30 23.50' SO' 25' 10'W L31 4.01' SO' 26' 20"W L32 3.16' SO' 37' 10"W L334.51' 7.23' S89' 33' 40"E L34 38.45' S88' 43' 30"E L35 11.71' N48' 42' 50"E L36 4.11' S41' 16' 30"E L37 13.38' S48' 42' 50"W L38 39.94' N88' 30' 10"W L39 4.51' N89' 33' 40"W L40 4.11' N41' 16' 30"W L41 14.00' N48' 43' 30"E L42 21.85' N48' 31' 20"E L43 11.38' N41' 23' 20"W L44 8.40' N80' 03' 30"W APPROVED DATE - BY. CURVE TABLE Lu O CURVE # LENGTH RADIUS DELTA O 00 O C1 4.71' 1.50' 180' 00' 00" C2 4.71' 1.50' 179' 57' 20" C3 3.93' 2.50' 89' 54' 40" C4 6.05' 2.50' 138' 43' 10" C5 5.72' 2.50' 131' 07' 40" C6 3.72' 2.10' 101' 41' 40" C7 0.65' 1.65' 22' 34' 40" C10 7.23' 10.00' 41' 26' 00" C11 3.91' 2.50' 89' 31' 50- C13 3.13' 2.00' 89' 31' 30" C15 40.84' 25.00' 93' 35' 20" C16 34.14' 631.12' 3' 06' 00" APPROVED DATE - BY. I, P. GRU �E W A Sy�e4Y IF All o 975 F� SWI E I NAL s Lu O PERMIT SUBMITTAL dr d V ?> O 00 O O r ca Lu W 0 W O 0 U z O O U, 0, ` 1 zw M w o co"$Jv Q N z X n Q n w O z NONO IX O00 z 04 m> www I- � Q I -R 00 z & 0 � �NN z w� n. N 00Yd- Z Lo NdN- Lo C-) (n I, P. GRU �E W A Sy�e4Y IF All o 975 F� SWI E I NAL ISSUED / REVISED X QA SUBMITTAL O PERMIT SUBMITTAL ...12/12/11 BID SET 2/17/12 O 00 O O r ca Lu z ® 0 W O 0 U z O Lo O r N 5/24/12 c O M h'rl1T W ISSUED / REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL ...12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RE•SUBMMAI- /5\ 4/ 1;5/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 h'rl1T HORIZONTAL CONTROL PLAN C3.0 OF 11 F E �i I I I X C .w Z Z U) U M CD 00 co 00 v U IL 0 d• O N B N E N 0 O CT 3 v z I 0 N 0 Lo c 0 N 0 Lo co 0 0 A 1 2 3 DEMOLITION SCHEDULE a Q SAWCUT EXISTING PAVEMENT O REMOVE EXISTING SIDEWALK AND DISPOSE OF OFFSITE U3 NOT USED q�-- ® REMOVE EXISTING TREE AND DISPOSE OF OFFSITE O CONTRACTOR TO LOCATE AND REMOVE ONSITE 0 PORTION OF EX. SIDE SEWER AND CL.EANOUTS. © EX. CB TO REMAIN O REMOVE EX. STORM LINE ® EX. CB TO BE REMOVED O9 REMOVE EX. ASPHALT AND ADJACENT CURB AND GUTTER. 10 EX. POLE TO BE RELOCATED 4' SOUTH. COORDINATE WITH SNOHOMISH COUNTY PUD. LEGEND ASPHALT REMOVAL CONCRETE REMOVAL ° ' ° 71 DEMOLITION PLAN FOR KEY BANK A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON AV 1 y ,: WASHINGTONUNDER r �.�'..._..� • • SIGNAL POLE /-R=640.00' nil .i:�.Yeti�N:rew9 I VAR ,,1cL._,+I/i�/f/I�i'��i%�''/%%//i/ii�i.�I'.•�i.��i..�a%/%%:��/`./.:�`!.�'Il//. I JAL, Gi POLE Ld SIGNAL JBOX CL 1 �' 46a.65 c 7 cn rL 1 a i w w w l POWER P �-}N/ 17RANS 1 zLd sc We ° d 1c(44+ _j 1 d i f O I 0 69 31s.as'1 z w )1 • I I x 31t 29 2 b 1 ^t I d I 31$mo 31 $ 318,6 I .319. 111317 as w A -4% 4 .• 1 x 31 sa I 1 til oa Q �4. �x 31f8"� a 317.66 317.70 ' 317,75. d vv d 314 31 PO1 ER V LT POWE OLE W/ LUM NAIR�. & TRANSFORMER f� m / 1 m I e{ 18.34 1 o w ,,.«.., 11131$2 L �7.- 319.13 Y(rM - ----- .. .. � 8.73 1� / L.I 1�' 1$sa x 318.1U2bi9.24 20' WIDE--/ 05) SID Y' e•og 31 x S ACCESS GATE Ld a 16 9 � o � 4 8 d 4 '13-1 7 x 318.tl9x1C819.48 �A� c� ' RIM=3 8.27 x =3=334 4 319.99 x2 IE=31 57 (6" E)s•95 > ° ! 0320.17 ■ Y �. W � rd••3d / W 1? 318. 320,63 x 320.54 3 0,44 d 320.12 x 32UO321.00-21, . ° 9 �. �6Qp 320.67-1 x 319.80 318,66 Q: x 320.94 ' • . 318.52 A 4 X. TREE TO z3 5SG0 E REMOVED - ° x 321.1 SSCO x 320.87 d° d x 32,,59x 32 ,64 4 x 319,92 x 5 37.70 321.70x 321.65 x 1 C NSTRUCTION 320.61 FE CE 4m475 321.19x x � d ° I r - - x 321.60 SM-CLAL NOTE: s.sa .20 ANY STORM CATCH BASINS INSTALLED OR ADJACENT TO O THE SITE SHALL BE PROTECTED FROM SEDIMENT BY A _-,.._....,..._.__......._..,.__x.•3•G7a1�._.�_._.. ,... s�---x33?80______ ____ -_x 31820-_____ 18.50\ CTOR SHALL BE FULLYEOF ONATURALFOR ROM E CONTWASHINGTON O PEPMT RESUBM1Tf'AL CALL BEF=ORE YOU DIG: R SOURCINING RRMITS N G AND TON TATE DEPARTMENT ES FE REMOV y- r REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION 3; 53 �v ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A 1-840-(,,2,4,_5555 REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS .Yi_C1d W MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL ________________ _ _ _ _ _z _ __-- / z UTILITY CONFLICT NOTE: WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES CAUTION G(p -- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH P.O. BOX 47060 OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE OLYMPIA, WASHINGTON 98504-7060 UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. r _ " SD SD o0 G UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE f)-- PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. AT THE DIRECTION. OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE - ,-�-...1 �� G(ptlL CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH RESPONSIBILITY OF THE CONTRACTOR. CONSTRUCTION. N-' -4- .4- I S x7 SS---__ _ BE 9KEN WHITE STRIPE o j N ITURBED SSM -DCL 1.01 x 320.42 I 20,93 FND EMPTY MON CASE 2 51± 3' 6,20 21.19 0'3' S. x 0.3' W OF PC S X EDMONDS WA� q FND 2" IP IN a „,.,=4 SINGLE WHITE STRIPE 20' ,)2 CONC W/•TACK El v) CB -G UTI 318.75 x 319. IN CASE ATx RE( r _ V 317,60 RIM- x;98 (Ek INTERSECTION -� 17.3377 X - 3' 4�2113 0 I � �-__.�..�._. �� YELLOW BARRIER CURB - 4. IE -3 12" S x 321,09 f - G AREA DEEDED 0 -R 119 wC AV 1 y ,: WASHINGTONUNDER r �.�'..._..� • • SIGNAL POLE /-R=640.00' nil .i:�.Yeti�N:rew9 I VAR ,,1cL._,+I/i�/f/I�i'��i%�''/%%//i/ii�i.�I'.•�i.��i..�a%/%%:��/`./.:�`!.�'Il//. I JAL, Gi POLE Ld SIGNAL JBOX CL 1 �' 46a.65 c 7 cn rL 1 a i w w w l POWER P �-}N/ 17RANS 1 zLd sc We ° d 1c(44+ _j 1 d i f O I 0 69 31s.as'1 z w )1 • I I x 31t 29 2 b 1 ^t I d I 31$mo 31 $ 318,6 I .319. 111317 as w A -4% 4 .• 1 x 31 sa I 1 til oa Q �4. �x 31f8"� a 317.66 317.70 ' 317,75. d vv d 314 31 PO1 ER V LT POWE OLE W/ LUM NAIR�. & TRANSFORMER f� m / 1 m I e{ 18.34 1 o w ,,.«.., 11131$2 L �7.- 319.13 Y(rM - ----- .. .. � 8.73 1� / L.I 1�' 1$sa x 318.1U2bi9.24 20' WIDE--/ 05) SID Y' e•og 31 x S ACCESS GATE Ld a 16 9 � o � 4 8 d 4 '13-1 7 x 318.tl9x1C819.48 �A� c� ' RIM=3 8.27 x =3=334 4 319.99 x2 IE=31 57 (6" E)s•95 > ° ! 0320.17 ■ Y �. W � rd••3d / W 1? 318. 320,63 x 320.54 3 0,44 d 320.12 x 32UO321.00-21, . ° 9 �. �6Qp 320.67-1 x 319.80 318,66 Q: x 320.94 ' • . 318.52 A 4 X. TREE TO z3 5SG0 E REMOVED - ° x 321.1 SSCO x 320.87 d° d x 32,,59x 32 ,64 4 x 319,92 x 5 37.70 321.70x 321.65 x 1 C NSTRUCTION 320.61 FE CE 4m475 321.19x x � d ° I r - - x 321.60 SM-CLAL NOTE: s.sa .20 ANY STORM CATCH BASINS INSTALLED OR ADJACENT TO O THE SITE SHALL BE PROTECTED FROM SEDIMENT BY A ■ CATCH BASIN INSERT, PER THE CITY OF EDMONDS SIDS. 5 z CTOR SHALL BE FULLYEOF ONATURALFOR ROM E CONTWASHINGTON O PEPMT RESUBM1Tf'AL CALL BEF=ORE YOU DIG: R SOURCINING RRMITS N G AND TON TATE DEPARTMENT ES FE REMOV 0 Z O r REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION SITE PLAN REVISION Q ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A 1-840-(,,2,4,_5555 REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS .Yi_C1d W MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL N n Q RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. z UTILITY CONFLICT NOTE: WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES CAUTION PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH P.O. BOX 47060 OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE OLYMPIA, WASHINGTON 98504-7060 UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. r THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING o0 ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. AT THE DIRECTION. OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH RESPONSIBILITY OF THE CONTRACTOR. CONSTRUCTION. x 334.78 w f- 44 � 31 {��) x 318"38 x 31861 x 318.73 IN 4?,9. 14 x 321.07 x C -O GT -A RIM 318.03«H� 19.9'± '' O ■ 'E`-='3T6_.53.F 4 GAS METER x 320.82 VFND E=316.53 6" N -'x'`,9.5~-3-- - pNO'50'36"E 19.9 1/2" REBARfIUAP ■ 319.84 x 320.06 s °BCS PI -S 33140" x 319.11 GN 0,1' N. x 0.3' E. OF POWER METER CORNER 316.42 BLDG FITBLDG HT AREA TO REMAIN = 12.4 - UNDISTURBED = 24.0'± x 3U - OVERHEAD . 318.04SIGN 0 H 1 EXISTING BUILDING �1 EXISTING m POWER POLE W/ TRANSFORMER -SD FRD 1/2" REB) MALUM CAP /"B- RH SEATTLE" 319.20 ,-CB-( F �" .r'.l.IL'w• `- CB -R FND 1/2 REBAR/CAP "BCS PLS 33140" 0.2' N. x 0.02' W. OF nnne Irn ALL EXPOSED SURFACE 10 BE COVERED INITHIN 2 DWS b N L.esS �trz..e �b p'SV Lr•W ES -e.. - h.._C.' i", A' Ick:. mb=j' -- 4FaIi IN_OF ,T-1 d rbWNERICONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE 9 10 GENERAL DEMOLITION NOTES: 1. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED PRIOR TO COMMENCING WORK, INCLUDING DEMOLITION AND ANY SEWER CAPPING PERMITS. FIRE PROTECTION DEMOLITION PERMIT, IF REQUIRED, IS ISSUED BY FIRE DEPARTMENT. 2. DISMANTLE AND DEMOLISH ANY REMAINING BUILDING STRUCTURES. DEMOLITION DEBRIS AND MATERIALS TO BE STOCKPILED AND DISPOSED OF AT AN APPROVED SITE. ANY FOUNDATIONS REMAINING BELOW ADJACENT SURFACES SHALL BE REMOVED. REMOVE ALL STEM WALLS, ANCHOR BOLTS, ETC. TO LEAVE THE AREA FREE FROM ANY PROTRUSIONS (STRUCTURAL OR UTILITY). 3. ANY HAZARDOUS SUBSTANCES AND/OR MATERIALS ENCOUNTERED SHALL BE HANDLED AND DISPOSED OF BY QUALIFIED PERSONNEL ACCORDING TO COUNTY, STATE AND FEDERAL REGULATIONS. 4. ANY ENCOUNTERED UNDERGROUND TANKS, VAULTS, ETC., SHALL BE REMOVED PER COUNTY/STATE REGULATIONS. CRAWL SPACES, TUNNELS, TANK HOLES, ETC., SHALL BE BACKFILLED AND COMPACTED PER SOILS ENGINEERS RECOMMENDATIONS. 5. DISCONNECT ALL POWER, TELEPHONE, AND GAS. CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE FIELD ENGINEER AND ANY APPROPRIATE UTILITY COMPANIES ON, REQUESTING DISCONNECTION'S, REMOVALS AND/OR RELOCATION OF EXISTING SERVICE. - CONTRACTOR SHALL COORDINATE WITH THE OWNERS ENGINEER AND APPROPRIATE UTILITY PURVEYORS TO VERIFY SERVICE LOCATIONS TO EXISTING BUILDING. CONTRACTOR IS CAUTIONED THAT PERIMETER UTILITIES OUTSIDE OF THE PROPERTY ARE TO REMAIN OPERATIONAL. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR ANY DAMAGES AS A RESULT OF A DISRUPTION OF UTILITY SERVICE ASSOCIATED WITH AND/OR DUE TO HIS ACTIVITIES. 6. CONTRACTOR SHALL CONFIRM AND VERIFY WORK SCOPE ITEMS AND BUILDING UTILITY SERVICES TO SELECTIVELY DEMOLISH WITH THE OWNERS AUTHORIZED REPRESENTATIVE. I.. "��.,1._ s.sa .20 Z V O PERMIT SUBMITTAL ■ m W 5 z A O PEPMT RESUBM1Tf'AL ® w 0 Z O r 5/24/12 SITE PLAN REVISION Q C'1 20 32 x 320.1 .Yi_C1d W W d N n Q �: z 04 ICT UC N FENCE Z00 N N 2a.65 w Z w w W r cfl o0 ROW 0 7)Q 0 � ss < SER '(3SERV 32 " 00 ar�o.o N-' -4- .4- \ 0 REMAIN o j N ITURBED 1.01 x 320.42 [xl 20,93 2 51± 3' F7 21.19 X • 23 11 q x 320.4 20' ,)2 UTI RE( r (Ek TRASH a ENCL. 3' 4�2113 x 321,09 f G �" .r'.l.IL'w• `- CB -R FND 1/2 REBAR/CAP "BCS PLS 33140" 0.2' N. x 0.02' W. OF nnne Irn ALL EXPOSED SURFACE 10 BE COVERED INITHIN 2 DWS b N L.esS �trz..e �b p'SV Lr•W ES -e.. - h.._C.' i", A' Ick:. mb=j' -- 4FaIi IN_OF ,T-1 d rbWNERICONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE 9 10 GENERAL DEMOLITION NOTES: 1. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED PRIOR TO COMMENCING WORK, INCLUDING DEMOLITION AND ANY SEWER CAPPING PERMITS. FIRE PROTECTION DEMOLITION PERMIT, IF REQUIRED, IS ISSUED BY FIRE DEPARTMENT. 2. DISMANTLE AND DEMOLISH ANY REMAINING BUILDING STRUCTURES. DEMOLITION DEBRIS AND MATERIALS TO BE STOCKPILED AND DISPOSED OF AT AN APPROVED SITE. ANY FOUNDATIONS REMAINING BELOW ADJACENT SURFACES SHALL BE REMOVED. REMOVE ALL STEM WALLS, ANCHOR BOLTS, ETC. TO LEAVE THE AREA FREE FROM ANY PROTRUSIONS (STRUCTURAL OR UTILITY). 3. ANY HAZARDOUS SUBSTANCES AND/OR MATERIALS ENCOUNTERED SHALL BE HANDLED AND DISPOSED OF BY QUALIFIED PERSONNEL ACCORDING TO COUNTY, STATE AND FEDERAL REGULATIONS. 4. ANY ENCOUNTERED UNDERGROUND TANKS, VAULTS, ETC., SHALL BE REMOVED PER COUNTY/STATE REGULATIONS. CRAWL SPACES, TUNNELS, TANK HOLES, ETC., SHALL BE BACKFILLED AND COMPACTED PER SOILS ENGINEERS RECOMMENDATIONS. 5. DISCONNECT ALL POWER, TELEPHONE, AND GAS. CONTRACTOR SHALL CONTACT AND COORDINATE WITH THE FIELD ENGINEER AND ANY APPROPRIATE UTILITY COMPANIES ON, REQUESTING DISCONNECTION'S, REMOVALS AND/OR RELOCATION OF EXISTING SERVICE. - CONTRACTOR SHALL COORDINATE WITH THE OWNERS ENGINEER AND APPROPRIATE UTILITY PURVEYORS TO VERIFY SERVICE LOCATIONS TO EXISTING BUILDING. CONTRACTOR IS CAUTIONED THAT PERIMETER UTILITIES OUTSIDE OF THE PROPERTY ARE TO REMAIN OPERATIONAL. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR ANY DAMAGES AS A RESULT OF A DISRUPTION OF UTILITY SERVICE ASSOCIATED WITH AND/OR DUE TO HIS ACTIVITIES. 6. CONTRACTOR SHALL CONFIRM AND VERIFY WORK SCOPE ITEMS AND BUILDING UTILITY SERVICES TO SELECTIVELY DEMOLISH WITH THE OWNERS AUTHORIZED REPRESENTATIVE. I.. "��.,1._ P 23975 p �� FG/STL% 116NAL DATE Z V O PERMIT SUBMITTAL ■ m W 5 z 00O Q O PEPMT RESUBM1Tf'AL ® w 0 Z O W 5/24/12 SITE PLAN REVISION Q C'1 .Yi_C1d W W d N n Q �: z 04 Z00 N N 000 I- w Z w w W cfl o0 z c� 7)Q 0 � N N �z w� a 00 N-' -4- .4- 0 t=!� P 23975 p �� FG/STL% 116NAL ISSUED / REVISED DATE QA SUBMITTAL O PERMIT SUBMITTAL ■ 4 19 Q � Z 00O Q O M r PEPMT RESUBM1Tf'AL ® o 0 W O O 0 Z O Lo O CV 5/24/12 SITE PLAN REVISION 6/06/12 .Yi_C1d W ',i.Ei�,t7?i;ICi 1.1(=��r+.?Z�'gn an r• ISSUED / REVISED DATE QA SUBMITTAL 1 Z18Z1 1 PERMIT SUBMITTAL _J 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PEPMT RESUBM1Tf'AL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 .Yi_C1d ',i.Ei�,t7?i;ICi 1.1(=��r+.?Z�'gn an r• DEMOLITION PLAN C4.0 OF=11 1 2 3 DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION CONTROL (ESC) PLAN. A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION SHALL BE REQUIRED TO A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM CONSTRUCTION. COMPLIANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN F APPROVED ESC PLAN. GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED IN THE DEPARTMENT OF ECOLOGY EDMONDS, WASHINGTON STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS: 0 10 20 40 11000\0\0\001 - 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT 1�=207 4 5 6 7 L 0 v� X `, ry W z H z V) U I� co 00 00 0 N v U 1n _ !L N d' N 0 04 1-1 E v 0 m 3 I 0 N 0 Lo i Cnc i 0 N 0 Lo 0 0 Lo A vs SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24. HOURS. STREET WASHING IS PROHIBITED UNLESS APPROVAL IS GRANTED `°=-! BY THE CITY OF EDMONDS ENGINEERING DIVISION. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, ---_� DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS. 6.7Q-----� 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE �J PROTECTED FROM SEDIMENT DEPOSITION- BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. n I7•_-_ 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. :9 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D.. PREVENTION OF TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. 9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON-SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF-SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTRE M FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON-SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PRE'/ENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER 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 AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 16. EROSION AND SEDIMENT CONTROL REQUIREMENT -CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 § 1, 1995]. LEGEND: 1 DIRECTION OF FLOW gg ROCK CHECK DAMS WEIGHT SILT FENCE ACCESS GATE CLEARING LIMITS --•••-�-••• TEMPORARY V -DITCH ANNUAL RYE (LOLIUM MULTIFLORUM) CONSTRUCTION FENCE ----------------- SAWCUT LINE wI TEMPORARY STORM PIPE (m CATCH BASIN PROTECTION SD EXISTING STORM DRAIN - - - - - - - EXISTING SANITARY SEWER - -w - - - - W - - - EXISTING WATER LINE P(OH) EXISTING OVERHEAD POWER c) N 318 a ma lam 'CL I u3it 0 it W 4 . . 44 i I W W d Z m ' o 318. Q 1 48• 1�1 89 ( -1 1 > i • 1 • ' x 31E 29 A � 1 a i 1 ` •. , j11 a I a 318 i .. I E 31' 017 s5 Ap r a •1' ,r�7n.s a a•j , � b� z x 31 BO i r7sa q �7a•'. x-•3.f•7,dil--x 317.68 4•, 31 .15 317.7�� •• (Nr . il•�,� 317.75 a' a I ~ ` vV 4 v 317 I 0 IF./, N x 317• vj N N c1 i RY SILT ON SH r. 6 � ACl7f lln n n MH -I 1 PROPORTIONS BY I PERCENT GERMINATION WEIGHT x 318. x 3,&.t3$ •24 ACCESS GATE � � � N 1 ANNUAL RYE (LOLIUM MULTIFLORUM) l I � 1 8.01 wI 378.54 97 I I 1 ' WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10 PER � iii 1 PER DETAIL SHEET a6 -x 32@33Lo.33x 3,s.9s x1Q36- I I I ` x 3s�19.7a / b z /I i ^ � ENTRAN PER C.O.E. DWG. b b 11 I Q 0 IE , v� l v II 1 1 I ' l ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE 320,44 0 1! 0.0 I 1 ' DE0�, SHEET C6. AREA AT TOP WATER 320.63 320.54 x 320.44 SUE SHALL BE 915 SF. I I x 318.80 31 8 ; 1 U7.83 1 1 / 1 IE f I 11 � s� x 320"42 1 1 I' dN- 1 FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. 1 1 3 7.73 x, 21.19 1 11 I 11 N Ii tLFJ RING LIMI 9 IE Q I I IiI 11 I ' Ilj IIII w E t 4,, E I f � I E E 1 1 I 2: • 1 PROPORTIONS BY 20' WIDE PERCENT GERMINATION WEIGHT x 318. x 3,&.t3$ •24 ACCESS GATE � � 89 ANNUAL RYE (LOLIUM MULTIFLORUM) b 1 90 CHEWING FESCUE (FESTUCA RUBRA COMMUTATA)(JAMESTOWN, BANNER, SHODOW, OR KOKET) 378.54 97 c WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10 PER 96 PER DETAIL SHEET a6 -x 32@33Lo.33x 3,s.9s x1Q36- 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. ` x 3s�19.7a / b z TEMPORA CONSTRUCTION PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL ENTRAN PER C.O.E. DWG. b b E1.2 071 SHT. C6 (RELOCATE b b c AS CONSrTRUCTION PROGRESSES) 7, CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO s' ' ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE 320,44 0 STABILIZED PER EROSION CONTROL NOTES BELOW) 0.0 �6.34 50 W� DE0�, SHEET C6. AREA AT TOP WATER 320.63 320.54 x 320.44 SUE SHALL BE 915 SF. 0 REMAIN x 3zk0a21.�032_1 H / �'• tot Z In Y � s� x 320"42 I dN- q-- FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. J 20.93 x, 21.19 a{ a• � x 320.14 4,, CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTA71ON SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 31 3 8 x .47 x 3 53 x 318.71 SD 7 B'S C� SINGLE WHITE STRIPE x 317.60 \ 317.37 }\ D YELLOW B/5MIZi d DRAly INLET PROTECTION PER C.O.E. DWG. �x•-au.aa.-_.�-ON-�F1T: C6' D -R=640.00' ------------- - `-L-=34.98----------- ------------- ----------------------- 190 ---_ _- --- ° CL TNG 1 x 3117.52- 18.7 ---- �. `------- - e W: 97 ----------- 18.50 3� SD SD 8 9 10 SEEDING NOTES 1. SEED MIXTURE SHALL BE EROSION CONTROL SEED MIXTURE, AND SHALL BE APPLIED AT THE RATE OF 120 POUNDS PER ACRE. 2. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE. 3. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30, ARMORING OF THE SEED BED WILL BE NECESSARY (E.G., GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). 4. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADER, AND SEDIMENT BASINS. 5. THE SEED BED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE. 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' RECOMMENDATIONS. AMOUNTS USED SHOULD BE at •4v MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS. 3{ 53 SD i ..a. >9 � 1 2! �► • z�?:fit 11.11.1• _. "`�-"``'�-+..... t ��•.�� x 319.13 - -- "- - / •, `�t401• 1 PROPORTIONS BY 20' WIDE PERCENT GERMINATION WEIGHT x 318. x 3,&.t3$ •24 ACCESS GATE b 92 89 ANNUAL RYE (LOLIUM MULTIFLORUM) b � 90 CHEWING FESCUE (FESTUCA RUBRA COMMUTATA)(JAMESTOWN, BANNER, SHODOW, OR KOKET) c 97 x �It�1V4aDITCH �+�• WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10 PER 96 PER DETAIL SHEET a6 -x 32@33Lo.33x 3,s.9s x1Q36- 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. ` x 3s�19.7a / b z TEMPORA CONSTRUCTION PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL ENTRAN PER C.O.E. DWG. b b E1.2 071 SHT. C6 (RELOCATE b b c AS CONSrTRUCTION PROGRESSES) 7, CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO s' ' ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE 320,44 0 STABILIZED PER EROSION CONTROL NOTES BELOW) 0.0 TEMPO�EDIM TRAP PER 50 W� DE0�, SHEET C6. AREA AT TOP WATER 320.63 320.54 x 320.44 SUE SHALL BE 915 SF. 0 REMAIN x 3zk0a21.�032_1 3zaaz 320.67 / CONCRETE TRUCK x WASH AREA PER C.O.E. STDS. TO BE RELOCATED AS NECESSARY x 9.6 MAINTAINING A MIN. 50' SEPARATION x 1a. TEMPOMR3Y,,§ILT FENCE x 31f. 2PER C.O.E. DWG. E1.; FROM STORM INLETS ' ON SHT. C6 x 1.13 x 320. 7 x 32 9x 321.64• x 321.70x 321.65 x 31131.70 x 1 2 _ ROPOSED RAIN GARDENSix,sla7 x 321.19x 320.81 T P. V -DITCH SHALL BE PROTECTED FROM STOCKPILE AREA PE P R DETAIL SHE C6 OVER COMPACTION DURING C.O.E. STDS. TO B C NSTRUCTION` SCE CONSTRUCTION ��J RELOCATED AS NE SARY IIT 1 cryb 1 rw1 W(c7e- c4, 41h x 321.60 .03 I x 321.22 "- k-, +0 x 321.97 x Nk sl,zdefixa V Wrdt/5 DY}t x 3 1:f •9s 18.36 x 316.73 N 4r 321. 19. x 320.04 x 318.73 x 319.11 18.42 X tlI }t 7 q CALL BEFORE YOU DIG: 1-800-424-5555 SEED MIXTURE FOR EROSION CONTROL NAME PROPORTIONS BY PERCENT PURITY PERCENT GERMINATION WEIGHT 0 i REDTOP (AGROSTIS ALBA) 10 PERCENT 92 90 ANNUAL RYE (LOLIUM MULTIFLORUM) 40 PERCENT 98 90 CHEWING FESCUE (FESTUCA RUBRA COMMUTATA)(JAMESTOWN, BANNER, SHODOW, OR KOKET) 40 PERCENT 97 80 WHITE DUTCH CLOVER (TRIFOLIUM REPENS) 10 PER 96 90 x 32 P(L7H> NO°50'36"E 19.99' x 321.66 318.84 x 328,08 4J.9'*25.3'l AREA TO REMAIN UNDISTURBED m UTILITY CONFLICT NOTE: CALMON: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. ( i STORM DRAIN --- INLET PROTECTION PER C.O.E. DWG. E1.3 ON 9HT. C6 ;F{ I 3S _7i21.3 x 321.09 • G i; ,I I x 321.15 x 321A1 I x 3-22.0 ALL EVXpOSR31) SUR FA0.7;S TO BE COVERED INITHIN 2 BAYS UPJ rjtre_Te (_) 6T4GQ j -)151J A HH. NOTICE REQ. FOM INSPECTION 0Wh'E1rj1Co r_ lRAo%-rop? IS iitOL ND D !,fl`t �/O AOR SPECIAL NOTES: 1. ANY STORM CATCH BASINS INSTALLED OR ADJACENT TO THE SITE SHALL BE PROTECTED FROM SEDIMENT BY A CATCH BASIN INSERT, PER THE CITY OF EDMONDS STANDARDS. 2. THE CITY RESERVES THE RIGHT TO REQUIRE THE CONTRACTOR TO HAVE A CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL) ONSITE TO MONITOR CONDITIONS AT ANY POINT DURING THE CONSTRUCTION PROJECT IF DEEMED NECESSARY BY AN ENGINEERING INSPECTOR OR THE STORMWATER ENGINEER. 3. PRIOR TO FINAL SITE APPROVAL, ALL DISTURBED SOILS SHALL BE COMPOST AMENDED AND STABILIZED PER THE LANDSCAPE PLAN. 4. DISCHARGE OF ANY SUBSTANCES INCLUDING REMNANTS FROM POWER WASHING INTO THE CITY STORM SYSTEM IS CONSIDERED AN ILLICIT DISCHARGE (SEE EDMONDS COMMUNITY CODE 7.200.070). CODE ENFORCEMENT FOR A CONSTRUCTION RELATED ILLICIT DISCHARGE SHALL BE ADDRESSED IN ACCORDANCE WITH EDMONDS COMMUNITY AND DEVELOPMENT CODE 18.30.100. DA7 BY. = CB-` CONSTRUCTION SEOUENCE: O 0 i `U_` / Z coO Q 3. 10.11 �b 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. N T P(pM W J 00 oNa 2. REVIEW ESC NOTES. 95 .209,3. w CALL FOR UTILITY LOCATES. w ° 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 0.32 x 320.1 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN z %S UC N FE CE PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 0000NN ZOlN� 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 1 u 7A.65 Oy 7, CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO s' ' ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE 320,44 0 STABILIZED PER EROSION CONTROL NOTES BELOW) 0.0 50 W� 0 REMAIN 8. INSTALL U11LITIES AND OTHER SITE IMPROVEMENTS. N ISTURBED �'• tot Z In Y 9° STABILIZE AND REVEGETATE ENTIRE SITE. s� x 320"42 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON dN- q-- FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. J 20.93 x, 21.19 .2a � x 320.14 x 32 P(L7H> NO°50'36"E 19.99' x 321.66 318.84 x 328,08 4J.9'*25.3'l AREA TO REMAIN UNDISTURBED m UTILITY CONFLICT NOTE: CALMON: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. ( i STORM DRAIN --- INLET PROTECTION PER C.O.E. DWG. E1.3 ON 9HT. C6 ;F{ I 3S _7i21.3 x 321.09 • G i; ,I I x 321.15 x 321A1 I x 3-22.0 ALL EVXpOSR31) SUR FA0.7;S TO BE COVERED INITHIN 2 BAYS UPJ rjtre_Te (_) 6T4GQ j -)151J A HH. NOTICE REQ. FOM INSPECTION 0Wh'E1rj1Co r_ lRAo%-rop? IS iitOL ND D !,fl`t �/O AOR SPECIAL NOTES: 1. ANY STORM CATCH BASINS INSTALLED OR ADJACENT TO THE SITE SHALL BE PROTECTED FROM SEDIMENT BY A CATCH BASIN INSERT, PER THE CITY OF EDMONDS STANDARDS. 2. THE CITY RESERVES THE RIGHT TO REQUIRE THE CONTRACTOR TO HAVE A CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL) ONSITE TO MONITOR CONDITIONS AT ANY POINT DURING THE CONSTRUCTION PROJECT IF DEEMED NECESSARY BY AN ENGINEERING INSPECTOR OR THE STORMWATER ENGINEER. 3. PRIOR TO FINAL SITE APPROVAL, ALL DISTURBED SOILS SHALL BE COMPOST AMENDED AND STABILIZED PER THE LANDSCAPE PLAN. 4. DISCHARGE OF ANY SUBSTANCES INCLUDING REMNANTS FROM POWER WASHING INTO THE CITY STORM SYSTEM IS CONSIDERED AN ILLICIT DISCHARGE (SEE EDMONDS COMMUNITY CODE 7.200.070). CODE ENFORCEMENT FOR A CONSTRUCTION RELATED ILLICIT DISCHARGE SHALL BE ADDRESSED IN ACCORDANCE WITH EDMONDS COMMUNITY AND DEVELOPMENT CODE 18.30.100. DA7 BY. = s J0 b�� G 7 O 0 i `U_` / Z coO Q C] (n �b 49 �, N vI z O W J 00 oNa d H Q w w m O Q n z z R5; 0000NN ZOlN� www Q co 0o z 0 NN 50 W� N � Z In Y 1.C) 0 dN- q-- v=i 1•Pl' P. GR�e WAS// 0 ,p 3975 c F0/sTER� J'S�oIVA L EAG\ b,l ISSUED / REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 .:.u., - :�A_. j i T.E.S.C. PLAN C5.0 OF i1 O � co Q U) z� coO Q 0 co M LU 0 ® ® 0� � O co O vI z O Lo Q r - CV ® O w W ISSUED / REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 .:.u., - :�A_. j i T.E.S.C. PLAN C5.0 OF i1 2 L = THE DISTANCE SUCH THAT POINTS A & B 2 ARE OF EQUAL ELEVATION 1 a 2" TO 4" 2QUARRY SPALLS III L BI -A 2 0 2 " " F SPACING BETWEEN °° ° ° o 4" TO 6 CHECK DAMS ROCK CHECK DAMS 1- N.T.S. E 0 x w C z z 1.0' MIN. FLOW 3' 1 3' SWALE FLOWLIN� ` ROCK CHECK DAM 0.5' MIN. � KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X -SECTION AT ROCK CHECK DAM 3 4 5AI TESC NOTES AND DETAILS 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON DITCH NOT TO SCALEtIC14 GA. WIRE FABRICEQUALEQUIVALENT25Y MIN. RADIUSQUARRY SP&LSL r2-4" MIN DIA 8. FILTER SOCK WITH8!-12* MIN. DEPTH FILTER FABRIC MATERIAL IN OVER FLOW HOLESROLLS. USE STAPLESNTINPLACE 314'�-IV WASHED GRAVEL IN COOR WIROEURINGS TO ATTACHTHE TRENCH AND ON BOTH SIDES OF\/V\ FILTER FABRIC FENCE ON THE SURFACE.Soo 51 SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTHIFMATERIAL 8' TO 12* L KEY ROCK INTO o NOTE: ROCK SHALL BE 4" MINUS SWALE MIN. 0.25' �PROVIDE FULL WIDTH OF INGRESS/ ff � QUARRY ROCK.EGRESS AREA 0 ROCK DAM X -SECTION TRASHALL MAINTAIN I RAW TO INSURE PROPER EROSION CONTROL ROCK CHECK DAM DETAILSCITY INSPECTION REQUIRED ON ALL EROSION CONTROL CITY INSPECTION REQUIRED ON ALLMEASURES BEFORE WORK CAN BEGIN. EROSION CONTROL METHODS BEFORE NOT TO SCALE I Q, 3:1 • FLAT BOTTOM 1' MIN •t• ". 12 NATIVE SOIL 4' MIN 1' MIN OVERFLOW 3:1 r 1' MIN �;• ....:• • t DISCHARGE TO '`'•�'�' ►STABILIZED DITCH � RIP RAP � 2"-4" ROCK 00 CID 00 3/4"-1 1/2" WASHED GRAVEL 0 CROSS SECTION NOTE: TRAP MAY BE FORMED BY BERM MAINTENANCE STANDARDS OR BY PARTIAL EXCAVATION n 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED N a SEDIMENT TRAP DETAIL N NOT TO SCALE � B E i= D BEST MANAGEMENT PRACTICES (BMP) ALTERNATIVES � MU.CH MATB�AL CiIJALITY APPLICATION APPLICATION DEPTH O1F o STANDARDS /1000 SF /ACID APPLICATION � GRAVEL OR WASHED, 3/4"-1-1/2" 9 CU YDS 3 INCHES i CRUSHED STONE SIZE rn PLASTIC SHEETING MINIMUM 6 -MIL � THICKNESS • iu JUTE MAT, N/A N/A FILTER o SYNTHETIC FIBER - CLo ) • SECURED r WOOD OR ��.��....��.�........�..��......�..�.......�,- �.�c�aooa...00..0000..oavv ■••■■ � • :r . OF 1 ■ rrr POSTS OR ■i CONTRACTOR TEMPORARY rr DURING CONSTRUCTION •rr :. .• r a .- - r REPLACE OTHER r• :� r• r- . - �'� �'� �'`` �' : �► • . Irk► � �'` �' r D STANDARD ' STANDARD DETAILFILTER STABILIZED CONSTRUCTION ENTRANCE FABRIC FENCE FILTRATION SYSTEMS VM S OPE C C D M SPACING .SWALE 0% - 5% 150 5% - 10% 100' > 10% 50' 3' 1 3' SWALE FLOWLIN� ` ROCK CHECK DAM 0.5' MIN. � KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X -SECTION AT ROCK CHECK DAM 3 4 5AI TESC NOTES AND DETAILS 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON DITCH NOT TO SCALEtIC14 GA. WIRE FABRICEQUALEQUIVALENT25Y MIN. RADIUSQUARRY SP&LSL r2-4" MIN DIA 8. FILTER SOCK WITH8!-12* MIN. DEPTH FILTER FABRIC MATERIAL IN OVER FLOW HOLESROLLS. USE STAPLESNTINPLACE 314'�-IV WASHED GRAVEL IN COOR WIROEURINGS TO ATTACHTHE TRENCH AND ON BOTH SIDES OF\/V\ FILTER FABRIC FENCE ON THE SURFACE.Soo 51 SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTHIFMATERIAL 8' TO 12* L KEY ROCK INTO o NOTE: ROCK SHALL BE 4" MINUS SWALE MIN. 0.25' �PROVIDE FULL WIDTH OF INGRESS/ ff � QUARRY ROCK.EGRESS AREA 0 ROCK DAM X -SECTION TRASHALL MAINTAIN I RAW TO INSURE PROPER EROSION CONTROL ROCK CHECK DAM DETAILSCITY INSPECTION REQUIRED ON ALL EROSION CONTROL CITY INSPECTION REQUIRED ON ALLMEASURES BEFORE WORK CAN BEGIN. EROSION CONTROL METHODS BEFORE NOT TO SCALE I Q, 3:1 • FLAT BOTTOM 1' MIN •t• ". 12 NATIVE SOIL 4' MIN 1' MIN OVERFLOW 3:1 r 1' MIN �;• ....:• • t DISCHARGE TO '`'•�'�' ►STABILIZED DITCH � RIP RAP � 2"-4" ROCK 00 CID 00 3/4"-1 1/2" WASHED GRAVEL 0 CROSS SECTION NOTE: TRAP MAY BE FORMED BY BERM MAINTENANCE STANDARDS OR BY PARTIAL EXCAVATION n 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED N a SEDIMENT TRAP DETAIL N NOT TO SCALE � B E i= D BEST MANAGEMENT PRACTICES (BMP) ALTERNATIVES � MU.CH MATB�AL CiIJALITY APPLICATION APPLICATION DEPTH O1F o STANDARDS /1000 SF /ACID APPLICATION � GRAVEL OR WASHED, 3/4"-1-1/2" 9 CU YDS 3 INCHES i CRUSHED STONE SIZE rn PLASTIC SHEETING MINIMUM 6 -MIL � THICKNESS • iu JUTE MAT, N/A N/A FILTER o SYNTHETIC FIBER - CLo ) • SECURED r WOOD OR ��.��....��.�........�..��......�..�.......�,- �.�c�aooa...00..0000..oavv ■••■■ � • :r . OF 1 ■ rrr POSTS OR ■i CONTRACTOR TEMPORARY rr DURING CONSTRUCTION •rr :. .• r a .- - r REPLACE OTHER r• :� r• r- . - �'� �'� �'`` �' : �► • . Irk► � �'` �' r D STANDARD ' STANDARD DETAILFILTER STABILIZED CONSTRUCTION ENTRANCE FABRIC FENCE FILTRATION SYSTEMS VM z> LLJJ Jv CL 0 04 Z� W W 04 po Q z zp�jNONO N r -w wZw w& C14Q cO QO ��NN wt ONO W N N >_ r- Y d- d- o cn BLANKET i D 10 TEMPORARY nV" nvrnrl roAI M nie-rinK z> LLJJ Jv CL 0 04 Z� W W 04 po Q z zp�jNONO N r -w wZw w& C14Q cO QO ��NN wt ONO W N N >_ r- Y d- d- o cn i c —v vire. QUARRY SPALLS TEMPORARY SEDIMENT TRAP EMERGENCY OVERFLOW SPILLWAY DETAIL NOT TO SCALE FOR SHORT SLOPES AND AROUND WOODY PLANTS &ORNAMENTALS USE WHERE SUBJECT TO FOOT TRAFFIC. APPDX. 2000 LBS/CU YD. ANCHOR WITH SANDBAGS OR TIRES ON 10 -FOOT GRID IN ALL DIRECTIONS. OVERLAP EDGES. USE ON STEEP SLOPES GREATER THAN 2:1 IN ADDITION TO HYDROSEED OR WOOD FIBER WITH TACKIFIER. o WOOD FIBER DYED GREEN SHOULD 25-30 LBS. 1000-1500LBS IF USED ON CRITICAL AREAS, OR STEEP SLOPES, DOUBLE THE o A CELLULOSE (PARTIALLY NOT CONTAIN GROWTH NORMAL APPLICATION RATE. APPLY W/HYDROMULCHER. NO _;-- DIGESTED WOOD INHIBITING FACTORS TIE -DOWN REQUIRED. FIBERS) .. - LZ WITH FIBER APPLIED 1.25 TONS PER USE 90 GAL/ACRE TACKIFIER FOR STEEP SLOPES LESS THAN - WITH HYDROSEEDING ACRE; 2:1; 120 GAL/ACRE FOR STEEPER THAN 2:1 OR ALONE BARK CHIPS MIN. OF 2 IN. DEPTH DO NOT USE ON SLOPES STEEPER THAN 6% HYDROSEED USE MIX RECOMMENDED USE DOT SLOPE MIX FOR STEEP SLOPES. ABOVE STOCK PILES 1 INSTALL BIO BERM OR SEDIMENT FENCING/BARRIERS AT TOE OF SLOPE. 2 STOCK PILES ON SITE SHALL BE COVERED WITH POLYETHYLENE PLASTIC SHEETING 6 MIL MINIMUM THICKNESS. 3 COVERING SHALL BE INSTALLED AND MAINTAINED TIGHTLY IN PLACE BY USING SANDBAGS ON ROPES WITH A MAXIMUM 10' GRID SPACING IN ALL DIRECTIONS. ALL SEAMS SHALL BE TAPED OR WEIGHTED DOWN FULL LENGTH AND THERE SHALL BE AT LEAST A 12" OVERLAP OF ALL SEAMS. FOR SEAMS PARALLEL TO THE SLOPE CONTOUR, THE UPHILL SHEET SHALL OVERLAP THE DOWNHILL SHEET. NO RUNOFF SHALL BE ALLOWED TO RUN UNDER THE PLASTIC COVERING. 4 CONSTRUCTION MATERIALS CONTAINING TOXIC CONTAMINANTS SHALL NOT BE STORED WITHIN 25 FEET OF ANY STORM DRAIN INLET STRUCTURE OR DESIGNATED PROTECTED AREA. 5 DEBRIS, WASTE AND GARBAGE PILES SHALL NOT BE PLACED WITHIN 25 FEET OF ANY STORM DRAIN INLET STRUCTURE OR DESIGNATED PROTECTED AREA. 6 LOCATION OF CONSTRUCTION MATERIAL STORAGE AREAS AND DEBRIS, WASTE AND GARBAGE PILE AREAS SHALL BE PROVIDED BY THE CONTRACTOR AT THE TIME OF THE INITIAL ESC CONTROL INSPECTION. CRY OF EDMONDS o z> LLJJ Jv CL 0 04 Z� W W 04 po Q z zp�jNONO N r -w wZw w& C14Q cO QO ��NN wt ONO W N N >_ r- Y d- d- o cn �E W q S y�e6� c� 0 � 23975 p �� FG�STE�� \�k, NA • 000 Lo Q V � N Q O O O � 0 Q M uj W 0 ® C:) Z N O O � O 0 LLI ISSUED /REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN 2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 W T.E.S.C. NOTES AND DETAILS C6.0 OF 11 o mnv. vr:r In, T.E.S.C. NOTES AND DETAILS C6.0 OF 11 o mnv. vr:r In, F 1A=-201 0 10 20 40 E n 1 i X W C z z 'U M cD eo co 000 0 U U) Q 10 N 0 N to B 0 0 3 v 0 1 0 N 0 Fn rn 0) 0 N 0 L{, 0 0 LO A EARTHWORK OUANITIES CUT=555 CY FILL=78 CY NET=477 CY CUT NOTE: VOLUMES BASED ON INITIAL SITE CONDITIONS PRIOR TO ANY DEMOLITION OR REMEDIATION STORMWATER SUMMARY INFFIILTRATION RATE SIMPLIFIED /R SIZING METHOD RAINGARDEN -u1 CONTRIBUTING IMPERVIOUS AREA = 2,740 SF REQUIRED BMP AREA = 63 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1 FT RAINGARDEN #2 CONTRIBUTING IMPERVIOUS AREA = 5,000 SF REQUIRED BMP AREA = 115 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT �RAINGARDEN CONTRIBUTING IMPERVIOUS AREA = 1,193 SF REQUIRED BMP AREA = 28 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT RAINGARDEN 44A CONTRIBUTING IMPERVIOUS AREA = 4,137 SF REQUIRED BMP AREA = 95 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT 2 3 4 5 6 7 8 9 10 ROCK LINING SHALL BE QUARRY SPALLS WITH THE FOLLOWING GRADATION PASSING 8 INCH SQUARE SIEVE 100% OR MAXIMUM STONE .SIZE 8" PASSING 3 INCH SQUARE SIEVE 40%0% OR MEDIUM STONE SIZE 3" PASSING 3/4 INCH SQUARE SIEVE 0-10 OR MINIMUM STONE SIZE 3/4" GRADING AND STORM DRAINAGE PLAN FOR KEY BANK A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON SSd-D --/ SSMH C SHEET C7.1 340.48 � N 13 o Q o SINGLE WHITE STRIPE x 317.60 C -G ----_ RIM-- x;98 17.37 _ YELL BW AO RR1ER CURB = 4. 12" IE= NEW SIDEVtk� CITY / IE=314. 8 12" z TD DST C10 a`c5 Ute-`` G=3'07'52" 17.9 CB -•H _ I-- RIM=-11-8-2 RI M=-11-8 0. 2 "R 64 4 I t� NEW IE 4.76 MAR 14;b1i18.55 .. °_._:.: 17\4 )4xe.e, P , �. rausfss4�. 3 x , p RA:i x 319.111 fr�f.DMH-I� o x 9 // \\Tv - It ." 1118.24- qT(iP RAR 318.9 18, t/) 0 CL c/) 8.0ox 1 418.55 }� f 4 ULM' Lij x 3 � x 319.�i •�b '�� a 2 STEPS v f cVn I/ 5 34919%56319.70 \\� o v t` 44 1 l_/ 24 vv 318.45 th�1 89 '11 18.53 J R x3 N SI EW K PER CI (� xRM111v 22\\ ��'�-•�77� . 3 21 x 31 29 STD DTL SHEET 10 a x .71 \\ 17 3 •q a2 320. 318•ffi031 d8 // v f 315.6 W +1 .66 318. 617 I t. 3 7�3 ��i %pax o + 2 RY 517.6 ( vii �x sT en a -n EW DRIV Y P R SDOT y �' -: r ,�,�r5.,� � �s,,.>t� ,�,v. �.��.5y�,�•y ��Ea'��"dk�' �ykFs- )'y'� 'v'. �.-317,fi7--x 317.66 DHE ci10 141 7t.+,;) .".; x13 .2�a" 5. Z..vg.`�z�•'`.''2F*��Y'"'�"a"r^pr}1�'',#e",c`^'-�fi y%'ji'� *1 a + ;1-�a fi �.3 M 214 i> � � '.:3+�a�y„,,,�Rz'• �yd • � 318. �; °4 � �. ��`i 1 �, � 5�� e� � � �r'��Y�i 4 I F+�'�•.�, w�f �t��t��*y�. fF'�,,.7�tx 8 �7 �"$�� '�` x' �'�r x � 'z � <�'^`u s • `k 21� W�, r y a i��' ald7 � 2 � �j,�it ��.%t_{, ,�R-rtt, �} ��1 4 G(PM) y ;'- +�� ..��• _ 4v r °7��"i"sf* i �,.�z ?.v.£ �r e % t +,' .z .;p k� y e . 'r}; 5"s,�.,e` v✓i ,�` �..�'R.t i tt-:�1,�'f 3h � �%t d`w`�aTr s4 i} 'g'K '7�I '}yr�i�"3a�+I �;2��' ,� x 317.7` f/) 11.6S± rY={ a� � •a • �, l�Y �c»xr +`y zws *.��rs '� �3, k� s � x ,". �''� � t K 5 �' �`�:2 w z ti •�,_ � Com] da �a � ��c�z�� eA3��k��,�y1,,��?`a�vZ ,szz y�'�v'Ry�4��•`v��a��y'�j .� "`•�.,. ,. Fz.'S's�,, `';fv4, x �s.. , .� t.'` .,.zitS s1,.. zt%';rr F t ..:.:*`�1. i7k 'e 7.3 v`t•'ra. 317.75. ' a `'^•..,• �-' a ' a uv 43 _ 317 I `� . x LANDSCAPE . x 1 _ t x x 318.36 39\.95: f p(t1�i) x 3, 6.73 N88 4� 777 �2: x 318.61 x 19. P(UH) ✓3 318.75 x 319.03 Dine Type .Area (squaro, feet) 1. Non -Regulated �y 'Q = ►�� 4'ap7, e W mo=b -+ 00 00 cr) Q Exempt Regulated 21 Replaced� '`� ytr �zE•L,,I,t�K '1k�' ASS lh ? Y � 'y'�2°' q 0 sc�k1 . 400"Oy Q 0 ,810; 3. Now (Past 1977) + t < Q J..:a':.. ....^J'C•.r,#i ,bvi,!As`.•'C?'J%^z•.T7",(L.. x4`y.YnCvs. `. :R'•ri°•J.i''S'r'zP'SM. 45's$"i�,'t %'' ince'RaS'/,6ri3:.$'/h,•&'"Au- Total Regulated impervious Area W �. lbliri trlionrequiredi inexcassro'2t)(1(1s 13,07.0 S. Total Area Mitigated by Existing Stormwater 14ianagement System(s) - I 0 1 - - - - - MN z 6. Regulated Area Piot Yet TvHtigated = N/A (90% MITIGATION MET 7. Area Proposed to be N idgated by Low Impact Development Tec6taiques ; I 13,070 8. Area Proposed to tie Mitigated. tlarougla Conventional SWNI Teebidques 0 TD, SHEET C10 NEW SIDEWALK -_PER CITY ._ $ `'�"'y 105 9�z ;"n�� NOTES O �y 'Q = ►�� 4'ap7, e W mo=b W 0 C.) z Z N 0- 00 00 cr) Q , STD DTL. SHEET C10 ---- --- 3 CB -E Z it W^ LO C z O w` 400"Oy Q 0 N 0 z_ _ _ _ _ _ 5z _ _ _ 'HITE STR F'� _ _ _ - - - - o - - W X Ito L98± ME - - - - - MN z d o LL - Z F O z C4 0)N C4 00 tr U 1) HIGH CAPACITY GUTTERS SHALL NOT BE INSTALLED FOR THIS z N I� w w _ CB 70 -D r PROJECT. Z 0 P( P(OH) P(01H) 2) ALL NEW CURBING TO BE REPLACED ON 100TH AVE W AND L0 LO z °- / 37 EDMONDS WAY SHALL MATCH EXISTING. .- w r , x 319.20 q6. 3 RAIN GARDEN AREAS SHALL BE PROTECTED DURING CONSTRUCTION 0N0 W NLO N S = CB -C22.53 t _ . 31 ,5 1 ,d3 19.1 FROM OVER COMPACTION. x 1321.07 " x x 317.5 Uj � � � �.�^ x 320.fl4 a �7--2-Hna� `�17.5s 18.63 i \< i RETAINING WALL �6-"-----' W x 320.82 RETAINING WA L 17 TO REMAIN -� 319.53 NO'50'36"E 19.99' 111 318.5 ; , t L 319.84 008 x 318.73 4,1s*z& 1 I r320.44 x .66 o], ❑x 519 x 319.7.7 9 323.19 38.8' 321.9$ 47 x k1.80 Q x 320.1 1a w a 323.69 cs w ��7 1.39 n x x 320.18 A aE ', a 321.71 i.8�•t" •.a 321.70 i 4, ' 3.4 1 .' 321.54 ---- - _ i 3M3 a :4 321.68 321,71 + ;22 00 a. 321.63 i LCi .Q a i W x 320,42 N 321.3 j • • a <s1 .4 (• X 320,% 321.62 320. _ - �-� 1_1.66 x 321,23 337.76 xULAMqp & x 321.01 t� 23 qx 320.4 x 3". 32146321, zo 32 , 34C79 a1 ) 20.2 tJ I 21.3 x 321.09 0 �, i x 319,11 25.3 1 1-1'- W, i a 317 x 318.42 I STORM DRAINAGE KEYNOTES O1 CB, TYPE 1 O 72 LF 8" DI 0 0.50% 18 27 LF 6" Z® 1.00% W/ STANDARD GRATEB- RIM=319.08 IE=317.41 O CB, TYPE 1 19 SDCO#2 O 13 LF 8" SD ® 0.50% MIN. RI BEEHIVE GRATE RIM317.015 RIM=317.50 IE=317.01 IE=315.67 OCB10 BEEHIVE GRATE 22 LF 8" SD 0 0.50% 20 38 LF 6-16r@ 1.00% RIM=318.0 IE=314.9111 CB, TYPE 1 21 SDCO#3 W/ BEEHIVE GRATE RIM=319.13 <D17 LF 8" SD ® 0.50% RIM=317.50 IE=317.22 IE=315.78 ROUTE 6" STUB TO ROOF DRAIN OCB, TYPE 1 12 13 LF 8" SD ® 0.50% W/ STANDARD GRATE 22 CB, TYPE 1 RIM=319.20 13 CB, TYPE 1 W/ SOLID LOCKING LID IE=317.53 W/ SOLID LOCKING LID RIM=319.30 34 LF 8" SD ® 0.50% RIM=319.22 IE=315.04 O IE=314.82 23 55 LF 8" SD 0 0.50% OCB, TYPE 1 14 43 LF 8" SD ® 0.50% W/ BEEHIVE GRATE 24 SDCO#5 RIM=318.40 15 ROCK PAD PER RIM=319.75 IE=315.31 SPECIFICATIONS THIS SHEET 25 IE=315.25 O16 SDCO#1 O 20 LF 6" (0C ® 1.00% MIN. RIM=319.50 IE=316.74 17 24 LF 6" PVC ® 1.00% 321.0 x 321.41 0c x 322.02 rI--L- CATCH -L ,CATCH BASIN NOTE: ALL CATCH BASINS SHALL HAVE A DOWNTURNED 90 DEGREE ELBOW TO RESTRICT OUTFLOW OF OIL AND OTHER FLOATABLES. THERE SHALL BE AT LEAST 9 INCHES OF CLEARANCE BETWEEN THE ELBOW AND THE INSIDE OF THE CATCH BASIN. FILL NOTE: ALL FILL SHALL BE SELECT GRANULAR STRUCTURAL FILL. NO PEA GRAVEL OR FINE .GRAINED SOILS SHALL BE ALLOWED. I r--�- 8 x 321.38 �//321.93 � � 338 4539.91 I 11 I �� ,,,,�• � � •14.06 J7� 1 ' � 340.08 -��- 42' 49 "W 151.24' x 324.07 39.91-t x 32d.09 I - "1 -1-1 - FOR �'+�1(11ioZ1jr�l€i, �n�'s �.t �?`,1C; � CCs "l �-�tlL A1,11D D -f Aa`NIAGE ALL E:XP© `D SU,�sF, CfI I BE COVERED WITHIN 9 CA p 3 LANDSCAPE NOTES: ALL LANDSCAPE AREAS MUST USE BE COMPOST AMENDED SOILS CONSISTING OF 1) A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT K IN TURF AREAS, AND A PH FROM 6.0 TO 8.0. 2) THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES. 3) SUBSOILS HALL BE SCARIFIED AT LEASE 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL. 4) PLANTING BEDS MUST BE MULCHED WITH AT LEAST 2 INCHES OF ORGANIC MATERIAL. 5) ALL ORGANIC MATERIAL MUST MEET THE DEFINITION OF COMPOSTED / MATERIAL AS DESCRIBED IN 2005 STORM WATER MANUAL BMP T5.13 P� P. GR 1 � �F WASy e6� 23975 Fss SNA IT •6 � d APPROVED FOR EDONIONDSC� � DATE. "��ZRAINA BY.•y- =-N NEER/NG S/ON $ QA SUBMITTAL 11/18111 Q BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 z 1 BULLETIN #2 5/22/12 00 00 cr) Q O M LU Z 03: 0 LU o C z O Loo N ® L) W LU APPROVED FOR EDONIONDSC� � DATE. "��ZRAINA BY.•y- =-N NEER/NG S/ON ISSUED / REVISED DATE QA SUBMITTAL 11/18111 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 GRADING AND STORK DRAINAGE PLAN C7.0 OF 11 1 2 3 4 5 6 7 8 9 10 GRADING AND STORM DRAINAGE PLAN DETAILS FOR KEY BANK A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON 318F_ — SOIL OEX. CABINET TO REMAIN OEX. SIGNAL POLE TO REMAIN. PEDESTRIAN PUSH BUTTON SHALL BE LOWERED TO BETWEEN 42" " N 33 WSDOT PEDESTRIAN CURB PER DETAIL SHEET C10 4 S E ER C P 5 iNwia DOMES 6 DIAGONAL ORIENTED THIS HEET x 318.71 (I 'a D IE=316.50 10 a•a 17 o ITE -=.9 x 320.12 ._._PERIMETER FOOTING DRAIN 6" PERF. PIPE -: 0 0.0%. TYP. • •/v DRAIN 6" PEF 0 0.0%. TYP. x 31968 x 318.70 � ��\ •/� p RAIN GARDEN DETAIL 1"=10' disbherge.pipe. filtertaliric.airtar, .: 1';dr2`rock {ftickitesa underrock is labia 4.4:1.A SECTION AA LYNGTH PER PLAN 1 -4 0.5' i0i A 7 RAISED ISLAND BUFFER no) mi•]&Ifaai42 2711. Raimo running Is pe sh�ili`b 8:3 ;Maximum, b>~itsh 1i`riat r> uir the TAMP len t to exce Ri o gross siapet stiait # e .0 maxr r um even v�ih� re.: l alrt ir�R' TMe [an in p 4 Q by 4.(ir t inirn m rld the rdniajn sk ani:crass; fQP0.sho MOT '" DIAGONAL ORIENTED PARALLEL CURB RAMP NOT RisCM*d OverROW A ROCK PAD SPECIFICATIONS ROCK LINING SHALL BE QUARRY SPALLS WITH THE FOLLOWING GRADATION PASSING 8 INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE 8" PASSING 3 INCH SQUARE SIEVE 40-60%OR MEDIUM STONE SIZE 3" PASSING 3/4. INCH SQUARE SIEVE 0-10 OR MINIMUM STONE SIZE 3/4" .9 .Required pirneiislons A,t , B' for rock.ilning 1121 for r1p tap see Table 4.2.2:A.. crown both'sidus;of chennel..for "A°:<`8' :grjn stde:of: Ct�a)tgel for "A" > 8'=-� RAIN GARDEN 4 DETAIL 1"=10' A NTS ROCK LINING DETAIL ��wg.�Qy�gtiptrf,4llaiK'NYI..Ah%�� . J .;;�•,=�s ir,id�iYl'�Iv 3PJGy D I VL.p1 v (.{off. &G'diemo OMS DATEb" ^"RY�in 00 04 C's '61 . 4 0% w z x Z Cn N r N Q (p OC LO F -:N n N Z t,c') Lr, 00 W N Os .— Yd - NA I �s ISSUED /REV QA SUBMITTAL PERMIT SUBMIT BID SET PERMIT RESUBN PERMIT RESM BULLETIN #2 WSDOT COMMEP SITE PLAN REVi: CURB REVISION A"AO� FOR Co�uC�non� CSR DA TE• STORM BY CITY ENGINEERING DIVISION C �, c PLAN NTS: place rock ,1' above I AND �� •s, RG7 PER 61 7 E PG4N 11 3:1 x3 x 31 88 • x 318. D x 318. D v t> a 10 a•a 17 o ITE -=.9 x 320.12 ._._PERIMETER FOOTING DRAIN 6" PERF. PIPE -: 0 0.0%. TYP. • •/v DRAIN 6" PEF 0 0.0%. TYP. x 31968 x 318.70 � ��\ •/� p RAIN GARDEN DETAIL 1"=10' disbherge.pipe. filtertaliric.airtar, .: 1';dr2`rock {ftickitesa underrock is labia 4.4:1.A SECTION AA LYNGTH PER PLAN 1 -4 0.5' i0i A 7 RAISED ISLAND BUFFER no) mi•]&Ifaai42 2711. Raimo running Is pe sh�ili`b 8:3 ;Maximum, b>~itsh 1i`riat r> uir the TAMP len t to exce Ri o gross siapet stiait # e .0 maxr r um even v�ih� re.: l alrt ir�R' TMe [an in p 4 Q by 4.(ir t inirn m rld the rdniajn sk ani:crass; fQP0.sho MOT '" DIAGONAL ORIENTED PARALLEL CURB RAMP NOT RisCM*d OverROW A ROCK PAD SPECIFICATIONS ROCK LINING SHALL BE QUARRY SPALLS WITH THE FOLLOWING GRADATION PASSING 8 INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE 8" PASSING 3 INCH SQUARE SIEVE 40-60%OR MEDIUM STONE SIZE 3" PASSING 3/4. INCH SQUARE SIEVE 0-10 OR MINIMUM STONE SIZE 3/4" .9 .Required pirneiislons A,t , B' for rock.ilning 1121 for r1p tap see Table 4.2.2:A.. crown both'sidus;of chennel..for "A°:<`8' :grjn stde:of: Ct�a)tgel for "A" > 8'=-� RAIN GARDEN 4 DETAIL 1"=10' A NTS ROCK LINING DETAIL ��wg.�Qy�gtiptrf,4llaiK'NYI..Ah%�� . J .;;�•,=�s ir,id�iYl'�Iv 3PJGy D I VL.p1 v (.{off. &G'diemo OMS DATEb" ^"RY�in 00 04 C's '61 . 4 0% w z x Z Cn N r N Q (p OC LO F -:N n N Z t,c') Lr, 00 W N Os .— Yd - NA I �s ISSUED /REV QA SUBMITTAL PERMIT SUBMIT BID SET PERMIT RESUBN PERMIT RESM BULLETIN #2 WSDOT COMMEP SITE PLAN REVi: CURB REVISION A"AO� FOR Co�uC�non� CSR DA TE• STORM BY CITY ENGINEERING DIVISION C �, c PLAN NTS: place rock ,1' above I I I m X -w Z Z U M co 00 co 00 M 0 0 U N O N_ O N co E 0 0 3 I 0 N O Lo c c Im - c n� 0 N O Lo rn O O O Lo rc- 1 2 1 =20' 0 10 20 40 F mmmmm E 0 C IC 0 SD 10 4 5 3,IIIIIII, 'ti [: F J E u C w z Z •U M 0 co 00 0 U M N o N 1-1 .L i 0 N O Lo 0 0 Lo A APPLY SEALER COAT AS SPECIFIED IN PROJECT SPECIFICATIONS 3" (MIN.) COMPACTED DEPTH ASPHALTIC CONCRETE 8" (MIN.) COMPACTED DEPT CRUSHED ROCK BASE (95% COMPACTED) 0o 0000O p Ooo 0 oO�o °g -11 0 o a °o ° TO SCALE 2 NOTE: ALL ASPHALT CONCRETE PAVEMENT MATERIAL SPECIFICATIONS PROVIDED IN PROJECT MANUAL 112" MIN. (95% COMPACTED) COMPACTED SUBGRADE OR STRUCTURAL FILL MATERIAL COMPACTED AND PLACED IN ACCORDANCE W/ SOILS ENGINEER'S RECOMMENDATIONS ,T PAVEMENT SECTION SUBGRADE (TYPICAL) REFER TO SOIL. ENGINEER'S RECOMMENDATIONS STRUCTURAL MATERIAL COMPACTED TO 95% REL DENSITY SCARIFIED AND RECOMPACTED REFER TO DETAIL 1 ON THIS SHEET FOR ASPHALT PAVEMENT SECTION. ASPHALT / CONCRETE TRANSITION NOT TO SCALE DIRECTION OF BROOM FINISH TYP. t 5 1/2" 1 "R i 1/2" R v . a <* CID PAVEMENT a a. d a •a d d. 7 3/4" BARRIER CURB 4 5 It, LANDSCAPE ON-SITE NOTES AND DETAILS FOR KEY BANK 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON KEYBANK IMPROVEMENTS PNSIT E BARRIER CURB NOT TO SCALE 100 Nor ENTER -C-41 JOINT PATTERN FOR 10' SIDEWALK WIDTHS AND BUILDING ENTRY PLAZA 4" SHINER AT 50 ALL JOINTS AND EDGES 5' MINIMUM WIDTH - VARIES SEE PLANS ONE %VAY-I-41 1. PAINT COLOR TO BE "WHITE" FOR ARROW AND LETTERS. "DO NOT ENTER" AND "ONE WAY" LETTERS TO BE ELONGATED HELVETICA MEDIUM - 4" WIDE STROKES. 2. PAINT MATERIAL PER ARCHITECTURAL PROJECT SPECIFICATIONS. \PAVEMENT MARKING DETAILS SEE PLAN FOR TYPE)--/ 3/8" FULL DEPTH EXPANSION JOINT IN V 4ONTRAcnON JOINT CENTERED BOTH CURB, SIDEWALK, PLAZA AND AT BETWEEN EXPANSION JOINTS. SEE ABUTTING BUILDING WALL. 8 FOOT DETAIL BELOW. SPACING, TYP. SEE DETAIL BELOW PLAN - SIDEWALK 1" MIN. W - A" 4" MIN. THICKNESS :' M°Q^•6" MIN THICKNESS "1 8• a n; .. AT DRIVELANE 4a: " (TYPICAL) PREMOLDED JOINT FILLER COMPACTED SUBGRADE AS PER FULL DEPTH EXPANSION JOINT DETAIL 1, TYPICAL CONTRACTION JOINT DETAIL DETAIL TO SCALE RESERVED PARKING (BLUE) 12"x 18" SIGN A Paw wa P� TEXT ACCORDING TO LOCAL JURISDICTIONAL VAN REQUIREMENTS ACCESSIBLE WHEN SPECIFIED 2"0 GALV STEEL SCH 80 POLE ON INSTALLATIONS ABOVE 5'-0" `— LOCATE BOTTOM OF SIGN AT 7' ABOVE GRADE 7A PARKING SIGN NOT TO SCALE 33,1 VA 4 NOTES: 7%" 3" 5" 1. CONCRETE SHALL BE AIR ENTRAINED CLASS 3000 PER SECTION 6-02 OF WSDOT M STANDARD SPECIFICATIONS. 2. FINISH: LIGHT FINISH WITH A STIFF BROOM PERPENDICULAR TO CURB. FOR GRADES OVER 4%, FINISH WITH A STIPPLE BRUSH. CONCRETE SIDEWALK DETAIL 3 NOT TO SCALE I 5" PORTLAND CEMENT CONCRETE 5" (MIN.) COMPACTED DEPTH CRUSHED ROCK BASE (95% COMPACTED) CEMENT CONCRETE COMPACTED SUBGRADE OR U) Lj STRUCTURAL FILL MATERIAL PAVEMENT SECTION COMPACTED AND PLACED IN z' �5 m t y � � PYA"' �� -14 l't",W 01 ACCORDANCE W/ SOILS NOT TO SCALE ENGINEER'S RECOMMENDATIONS N >= M .� N N WHITE PAINT FIGURE PAINT CONTRASTING BLUE BACKGROUND WHITE BORDER 3'-0" PAVEMENT INTERNATIONAL SYMBOL OF ACCESSIBILITY NOTES: A. SYMBOL TO BE CENTERED ON WIDTH OF PARKING STALL. B. BOTTOM OF SYMBOL TO BE LOCATED FLUSH WITH ACCESS DRIVE,CENTERED ON PARKING SPACE. C. SYMBOL IS REQUIRED TO CONTRAST WITH BACKGROUND. PARKING STALL STENCIL INTERNATIONAL 7B SYMBOL OF ACCESSIBILITY 0 c6 r PARKING SI N (DETAIL 1 O 0 4" WIDE PAINTED STRIPES (TYP.) . ADA PARKING STALL NOT TO SCALE TRANSITION RAMP TO L MATCH WALK ELEV. U) Lj O Z z' �5 m t y � � PYA"' �� -14 l't",W 01 ? > � C) al #. n Z W cn of Ld iia!al.�a2oi%%��.:��:��,�►�,%i�!�!%ice_, CL Q N k ZwLo LLJ I I hoz 00)NONO Z�NI- C'4 Q co 0o Www z 7.3 0 �- I, N N c' w a n Z Lo N >= M .� N N WHITE PAINT FIGURE PAINT CONTRASTING BLUE BACKGROUND WHITE BORDER 3'-0" PAVEMENT INTERNATIONAL SYMBOL OF ACCESSIBILITY NOTES: A. SYMBOL TO BE CENTERED ON WIDTH OF PARKING STALL. B. BOTTOM OF SYMBOL TO BE LOCATED FLUSH WITH ACCESS DRIVE,CENTERED ON PARKING SPACE. C. SYMBOL IS REQUIRED TO CONTRAST WITH BACKGROUND. PARKING STALL STENCIL INTERNATIONAL 7B SYMBOL OF ACCESSIBILITY 0 c6 r PARKING SI N (DETAIL 1 O 0 4" WIDE PAINTED STRIPES (TYP.) . ADA PARKING STALL NOT TO SCALE TRANSITION RAMP TO L MATCH WALK ELEV. CURB 8' 9' 8' MIN. COMPACT MIN. STALL (SEE PLAN) 8.5' STANDARD (SEELPLAN)4" WIDE STRIPE (TYP). ADA PARKING REQUIREMENTS DOWNSPOUT TO BE ��)CONNECTED TO PVC NOT TO SCALE ROOF DRAIN - 2.� O 0zz O 1 1 1 SQUARE PATTERN SQUARE PATTERN TRIANGULAR PATTERN DIAGONAL PARALLEL ALIGNMENT ALIGNMENT 12,35 .I I N O V UNCATED DOME DETAIL 0 BOLLARD ASSEMBLY WITH TWO LOOPS -, BASE COVER E HEX SOCKET ET SCREW TYPICAL -3) 4 1/2" DIAMETER DIAMETER HOLES —►{ 0.9844 PEDESTAL MOUNT PROVIDED FOR I BASE ANCHORS BY CONTRACTOR (TYPICAL -3) 2172-P (PEDESTAL MOUNT) TOP VIEW EXTERIOR WALL OF BUILDING 4" DOWNSPOUT SEE ARCH. PLANS 15" X 15" X 8" CONCRETE SLAB (CLASS A) WITH 1/2" FIBER EXPANSION MATERIAL TO BE USED IN GRASS AREAS PROPOSED FINISH GRADE CONCRETE PAVEMENT OR GRASS PVC ROOF DRAIN LINE 1ISEE PLAN FOR LOCATION AND SIZE—�-2-45' ELL NOTE: STORM DRAINAGE CONTRACTOR SHALL EXTEND PIPE UP ALONG THE FOOTING TO BOOT REDUCER. TO SCALE TORM DOWNSPOUT CONNECTION Cle)NOT TO SCALE 2-11 1/4" TIMBERFORM CYCLOOPS MODEL NO. 2172 BOLLARD CYCLOOPS WITH TWO LOOPS TWO LOOPS FRONT VIEW 0'-0" FINISHED GRADE I BIKE RACK DETAIL NOT TO SCALE At%ni IA1 T f1A./1\1/� AI'9 A CURB BREAK DETAIL 13 NOT TO SCALE 0. MINIM •- • ALL BARS 5/8" -j '--A SQUARE BEEHIVE SLOTS 1" DRAIN GRATE 14 NOT TO SCALE U) Lj O Z �` ? > N O O C) >c Lu' n Z W cn U) z Ld iia!al.�a2oi%%��.:��:��,�►�,%i�!�!%ice_, CL Q N ZwLo LLJ I I hoz 00)NONO Z�NI- C'4 Q co 0o Www z 7.3 0 �- I, N N c' w a N 00Yd Z Lo Uj -i UN CURB 8' 9' 8' MIN. COMPACT MIN. STALL (SEE PLAN) 8.5' STANDARD (SEELPLAN)4" WIDE STRIPE (TYP). ADA PARKING REQUIREMENTS DOWNSPOUT TO BE ��)CONNECTED TO PVC NOT TO SCALE ROOF DRAIN - 2.� O 0zz O 1 1 1 SQUARE PATTERN SQUARE PATTERN TRIANGULAR PATTERN DIAGONAL PARALLEL ALIGNMENT ALIGNMENT 12,35 .I I N O V UNCATED DOME DETAIL 0 BOLLARD ASSEMBLY WITH TWO LOOPS -, BASE COVER E HEX SOCKET ET SCREW TYPICAL -3) 4 1/2" DIAMETER DIAMETER HOLES —►{ 0.9844 PEDESTAL MOUNT PROVIDED FOR I BASE ANCHORS BY CONTRACTOR (TYPICAL -3) 2172-P (PEDESTAL MOUNT) TOP VIEW EXTERIOR WALL OF BUILDING 4" DOWNSPOUT SEE ARCH. PLANS 15" X 15" X 8" CONCRETE SLAB (CLASS A) WITH 1/2" FIBER EXPANSION MATERIAL TO BE USED IN GRASS AREAS PROPOSED FINISH GRADE CONCRETE PAVEMENT OR GRASS PVC ROOF DRAIN LINE 1ISEE PLAN FOR LOCATION AND SIZE—�-2-45' ELL NOTE: STORM DRAINAGE CONTRACTOR SHALL EXTEND PIPE UP ALONG THE FOOTING TO BOOT REDUCER. TO SCALE TORM DOWNSPOUT CONNECTION Cle)NOT TO SCALE 2-11 1/4" TIMBERFORM CYCLOOPS MODEL NO. 2172 BOLLARD CYCLOOPS WITH TWO LOOPS TWO LOOPS FRONT VIEW 0'-0" FINISHED GRADE I BIKE RACK DETAIL NOT TO SCALE At%ni IA1 T f1A./1\1/� AI'9 A CURB BREAK DETAIL 13 NOT TO SCALE 0. MINIM •- • ALL BARS 5/8" -j '--A SQUARE BEEHIVE SLOTS 1" DRAIN GRATE 14 NOT TO SCALE P. GR11e DE WAsll � d 975 p �� Fg/STE�� S�ONA L EAG\ . �•r�✓ U) Lj O Z �` ? > N O O C) >c Lu' n Z W cn U) z Ld ® CL Q N ZwLo LLJ >04 hoz 00)NONO Z�NI- C'4 Q co 0o Www z 7.3 0 �- I, N N c' w a N 00Yd Z Lo Uj -i UN d- P. GR11e DE WAsll � d 975 p �� Fg/STE�� S�ONA L EAG\ . �•r�✓ ISSUED / REVISED DATE QA SUBMITTAL 11/18/11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 1., 12 - ON -SITE NOTES AND DETAILS C9.0 OF 11 O z N O O O r >c Lu' ® LV O co O U) z Ln O r N ® 0') D LLJ ISSUED / REVISED DATE QA SUBMITTAL 11/18/11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 1., 12 - ON -SITE NOTES AND DETAILS C9.0 OF 11 7 8 g 10 2 3 4 5 6 . 1 VARIES - SEE CONTRACT PLANS OFF-SITE NOTES AND DETAILS BROOMED SEE NOTE 1 F O • FINISH (TYP.) CEMENT CONC. PEDESTRIAN CURB UYP.) ' (WHEN SPECIFIED IN CONTRACT) - SEE STANDARD PLAN F40.12 KEY BANK h " CEMENT CONC. SIDEWALK dd OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. 3 R. 3/8" EXPANSION J NT (TYP.) A PORTION OF THE N.W.1/'T �P') -SEE STANDARD P N F-30.10 MATCH SIDEWALK WIDTH ED ONDS, WASHINGTON $INGTON SEE CONTRACT PLANS o -4'-0" MIN. NOTES Ole A 1. WHEN THE DRIVEWAY WIDTH "EXCEEDS 15 FEET, CONSTRUCT A FULL DEPTH CITY INSPECTION REQUIRED ON FORM N EXPANSION JOINT WITH 3 8 JOINT FILLER ALONG THE DRIVEWAY CENTERLINE 3wm'w111F1;_+ STRUCT EXPANSION JOINTS WORK PRIOR TO POUR DRIVEWAY (SEE NOTE 7) CL. 4000 CONCI PER STANDARD SPEC. f WSDOT DRIVEWAY TYPE 1 NOT TO SCALE �•--- FACE OF CURB 6 1/2- 5 1/2" 1" 1/2" R. 1" R. p p 6" ROADWAY 4" P � D P P. v D v � � 8 1/4" SOOT TRAFFIC CURB NOT TO SCALE 10' ONCRETE SIDEWALK DETAIL THIS SHEET 2X 30'f 2' REPLACED ASPHALT SEE STANDARD PLAN F- 0.10.CON SPACINGLWHEN DRIVEWAY W DTHSAEXED REQUIRED 0 FEET. 5 FEET MAXIMUM 1 2. SEE--ST'-tNDARD-pLISN-F-30,•10_FOR-SIDEWALK-DETAILS. 5(f.0-�-2 a:t l Cz. 13 3. CURB AND GUTTER SHOWN; SEE THE CONTRACT PLANS FOR THE CURB DESIGN SPECIFIED. SEE STANDARD PLAN F-10.12 FOR CURB DETAILS. 4. AVOID PLACING DRAINAGE STRUCTURES, JUNCTION BOXES OR OTHER OBSTRUCTIONS IN FRONT OF DRIVEWAY ENTRANCES. 5. WHERE "GRADE ILS FS LINE BETWEEN TWO ADJACENT RFCE PLANES SHALL BEF THE 6. THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT REQUIRE THE RAMP LENGTH TO EXCEED 15 FEET TO AVOID CHASING THE SLOPE INDEFINITELY WHEN CONNECTING TO STEEP GRADES. WHEN APPLYING CURB RAMP SHALL BE AS FiLAT AS RFEASIBLGE,SLOPE 7. DRIVEWAY ATO MEET THE REQUIRED 6 SLTOPE 5 FT (MAX.) AS REQUIRED IN AN CITY INSPECTION REQUIRED ON FORM WORK PRI❑R TO POUR EXPANSION JOINT 10DUMMY J❑INT +• • A. • •1 . • ♦ . . a •� A' yy2' MIN. 10' D.C. 5' ❑.0 SAW CUT ACP A MIN. __lv_OF 2' FROM EDGE OF PLAN GUTTER. FULL DEPTH 1/2' EXPANSION J❑INT MATERIAL 5' T ❑ 10' -.�-- 2% d, + UNDISTURBED EARTH OR SECTION COMPACTED NATIVE MATERIAL 2' MINUNLESS OTHERWISE SPECIFIE. SAW C.UT BY ENGINEER 2'- 5/8' MINUS CSTC NOTES 1, CONCRETE SHALL BE CLASS 3- 3000PSI 2, CONCRETE SHALL BE BROOM FINISHED 3. SIDEWALK THICKNESS SHALL BE 5-1/2'. 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK. 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS, 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER�SUUB•GGRA�DjE'''� PD,GEBERT EVISIONS STAN DAR D D El -Al L 4/27/05 CoNcm6mm D.. GEBERT 04/2/07 DATE 7/24/01 LENTS Dw0 NO. EL13 'I wmmmmmmmCITY OF EDMONDS SIDEWALK DETAIL TO SCALE RIGHT OF WAY CENTERLINE SAWCUT LINE I EXIST. ASPHALT PAVEMENT 0.15' HMA CL 1/2" PG 64-22 0.70' HMA CL 1/2", PG 64-22 (2 LIFTS) 0.35' CSBC SR 104 NOT TO SCALE 30'f EX. PAVING ,WAY) - PRINCIPAL ARTERIAL S-1/2• t f 1' R 1' HATTER • ee { 0.05 FT/FT A 18' STANDARD 24' ARTERIAL 2'- 5/8' MINUS CSTC NOTESo 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECIIZEL.Y STAKED. 2. EXPANSMN JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND •DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET. 4, EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE PREMOLDED JOINT FILLER, 5. CONCRETE SHALL BE CLASS 3- 3000PSL 6. FINISH SHALL BE LIGHT BROOM, 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 8. ALL SOEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6' THICK OVER 2. OF CSTC WITH SUBGRADE COMPACTED TO 95Z MAXIMUM DENSITY, >�IONS STAN DAR D D ETAI L D. GEBERT 4/27/05 STANDARD TYPE "A" CURB/GUTTER DETAIL A GEBERT 4/2/07 7/24/01 WA1i NI'8 E2.8 -- L*alao REVISED 04/27/05 CITY OF ED ONDS REVISED 4/2/07 CURB AND GUTTER DETAIL NOT TO SCALE WSDOT PEDESTRIAN CURB (:§ O V) W NOT TO SCALE Z LLJ Q 04 n LLm : FiOACWAY CEMENT CONCRETE PLAN VIEW B CURB & GUTTER cV 00 TYPE 1 (SEE NOTE 3) 15' MAX. SEE NOTE B VARIES - SEE L0 _ TRACT PLANS GRADE BREAK G}}- NOT STEEPER THAN MAX. 8.3% MAX. ZD G ROAD GRADE 8.3% PEDESTRIAN RAMP PEDESTRIAN N�RAMP ,. CEMENT CONCRETE GRADE 31DEWALK "P.) BREAK 3/8" EXPANSION JOINT (TYP.) SECTION O � SEE STANDARD PLAN F30.10 1/2" MAX. LIP BETWEEN ROADWAY GUTTER & CURB, SEE CONTRACT SEE CONTRACT OR SEE CONTRACT PLANS R. PLANS ,:r PLANS DEPRESSED CURB P.) .) SEE CO CONTRACT PLANS }n} & GUTTER (SEE NOTE 3) 2.0% MAX. is C 1. VEWAY RAMP 7DRIVEWAY � 3/8" EXPANSION JOINT (TYP.) '� -SEE STANDARD PLAN F30.10 (SEE NOTE 7) "CEMENT CONCRETE ENTRANCE TYPE SECTION B� DRIVEWAY 1" PAY LIMITS _]�� DRIVEWAY (SEE NOTE 7) CL. 4000 CONCI PER STANDARD SPEC. f WSDOT DRIVEWAY TYPE 1 NOT TO SCALE �•--- FACE OF CURB 6 1/2- 5 1/2" 1" 1/2" R. 1" R. p p 6" ROADWAY 4" P � D P P. v D v � � 8 1/4" SOOT TRAFFIC CURB NOT TO SCALE 10' ONCRETE SIDEWALK DETAIL THIS SHEET 2X 30'f 2' REPLACED ASPHALT SEE STANDARD PLAN F- 0.10.CON SPACINGLWHEN DRIVEWAY W DTHSAEXED REQUIRED 0 FEET. 5 FEET MAXIMUM 1 2. SEE--ST'-tNDARD-pLISN-F-30,•10_FOR-SIDEWALK-DETAILS. 5(f.0-�-2 a:t l Cz. 13 3. CURB AND GUTTER SHOWN; SEE THE CONTRACT PLANS FOR THE CURB DESIGN SPECIFIED. SEE STANDARD PLAN F-10.12 FOR CURB DETAILS. 4. AVOID PLACING DRAINAGE STRUCTURES, JUNCTION BOXES OR OTHER OBSTRUCTIONS IN FRONT OF DRIVEWAY ENTRANCES. 5. WHERE "GRADE ILS FS LINE BETWEEN TWO ADJACENT RFCE PLANES SHALL BEF THE 6. THE CURB RAMP MAXIMUM RUNNING SLOPE SHALL NOT REQUIRE THE RAMP LENGTH TO EXCEED 15 FEET TO AVOID CHASING THE SLOPE INDEFINITELY WHEN CONNECTING TO STEEP GRADES. WHEN APPLYING CURB RAMP SHALL BE AS FiLAT AS RFEASIBLGE,SLOPE 7. DRIVEWAY ATO MEET THE REQUIRED 6 SLTOPE 5 FT (MAX.) AS REQUIRED IN AN CITY INSPECTION REQUIRED ON FORM WORK PRI❑R TO POUR EXPANSION JOINT 10DUMMY J❑INT +• • A. • •1 . • ♦ . . a •� A' yy2' MIN. 10' D.C. 5' ❑.0 SAW CUT ACP A MIN. __lv_OF 2' FROM EDGE OF PLAN GUTTER. FULL DEPTH 1/2' EXPANSION J❑INT MATERIAL 5' T ❑ 10' -.�-- 2% d, + UNDISTURBED EARTH OR SECTION COMPACTED NATIVE MATERIAL 2' MINUNLESS OTHERWISE SPECIFIE. SAW C.UT BY ENGINEER 2'- 5/8' MINUS CSTC NOTES 1, CONCRETE SHALL BE CLASS 3- 3000PSI 2, CONCRETE SHALL BE BROOM FINISHED 3. SIDEWALK THICKNESS SHALL BE 5-1/2'. 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK. 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS, 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER�SUUB•GGRA�DjE'''� PD,GEBERT EVISIONS STAN DAR D D El -Al L 4/27/05 CoNcm6mm D.. GEBERT 04/2/07 DATE 7/24/01 LENTS Dw0 NO. EL13 'I wmmmmmmmCITY OF EDMONDS SIDEWALK DETAIL TO SCALE RIGHT OF WAY CENTERLINE SAWCUT LINE I EXIST. ASPHALT PAVEMENT 0.15' HMA CL 1/2" PG 64-22 0.70' HMA CL 1/2", PG 64-22 (2 LIFTS) 0.35' CSBC SR 104 NOT TO SCALE 30'f EX. PAVING ,WAY) - PRINCIPAL ARTERIAL S-1/2• t f 1' R 1' HATTER • ee { 0.05 FT/FT A 18' STANDARD 24' ARTERIAL 2'- 5/8' MINUS CSTC NOTESo 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECIIZEL.Y STAKED. 2. EXPANSMN JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND •DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET. 4, EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE PREMOLDED JOINT FILLER, 5. CONCRETE SHALL BE CLASS 3- 3000PSL 6. FINISH SHALL BE LIGHT BROOM, 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 8. ALL SOEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6' THICK OVER 2. OF CSTC WITH SUBGRADE COMPACTED TO 95Z MAXIMUM DENSITY, >�IONS STAN DAR D D ETAI L D. GEBERT 4/27/05 STANDARD TYPE "A" CURB/GUTTER DETAIL A GEBERT 4/2/07 7/24/01 WA1i NI'8 E2.8 -- L*alao REVISED 04/27/05 CITY OF ED ONDS REVISED 4/2/07 CURB AND GUTTER DETAIL NOT TO SCALE DWAR. WSDOT 7fOSSWALK MARKING DETAILS N T TO SCALE 116MM 1. N E A SOLD LANs tlIN K Yf3J GW dE3dTFR! 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A';, TZ., CQNC ..N - .316;41 'a... . 4 z 3Q" ,. 318 45', a :d 4 a 1 a w e. 30" , •a �31e z , CB -O. �. l2" GONGS 315;99: `. . Q I a . . 'a4 . ;76' Q. 187 x 317:61'' "- I , 1� ! ',ll I .- 1764 - X 1$0 :ti . 311:6x.' SSMH B' , tits j CPM) G(PlIJ ^-'.31?ff5 x'31.7:0. to SS H=A:. �_ 84 00 J , 2 '. e Q '� .> , ar ;3 F:. _ . , I ; Ie ,: ra , =. i I rs3 '.- 0. .w I 1 ' $ JA.. tt:. :4 a 1 a. x:3181 {i 3 ', t a 14 a ¢ 'A 1 r`•, 'v 1 S'• s> 1 a. t :. n' ' d SIT'' I >-° . if ¢¢1" a ilr a fB 23J I : n . <: l : .Q a1s' x 'S1 . a r ,> 1 ti ' 113 af.a sus' 1 q 1 i a s I I g:.2 PCI t��; >; a E� t d 3� 1 tE t r. ' '� t n. �� ;�a. , �, �� 1GI 0 4�a 31 t S �' �, tl. 1.. 1 1 7'68 H _err .60- X -318;2x- ,._ -~�.::^ -�:.__.. . .. -,.,z+ � 1 ra►,al cza�� a ac , d1b2334 P} 4; 9'? ,• , M �v v 1 319.07 1 3IS 73 a �,�{ ' 3 t: pi�MIER `W/ VEG�ETATIDN I.- �tsad a `d d 4' ., ,' ¢., - a MO TORII: °, �. a 4:. a q.;. . A .: 19:39 a a `, 4 .6_. 1 2. L 3$6 L a • 3• w.. N E x 3111 S 3I i, Q6 a 4- a ' a a A. 1' Its q: qr . a1 i7 i:.�'�-3'ORAGE TANK a S E� y : A " "b. da y2T..i9 = . r? ,... k x }Y',i!... �A 1924 : , . a. I .4 .. ..o• I 27 a- pp 19a1D9 k\1 i a I� a`. a0 t, r a' FII:L ,pQ�w I:IDS ,t. �. l q: a. : - ,.,,/� t 4 lry 19 yQ F r 24 i A. w, t .i . EI :'9 z: h, 3!9 a a° a 31 ( d. d ` q': 9 a .4` i n a s 3 * 3?06> a: a _� EIR POL , I2 t ' r I < F , �" Pl1MP ISLAND MO..iiITOpp1N(3 ;. , TRANSt"0 MER a ._r 4 dtIFR `Vb�NVPI. . 4 ':.? rf: ti 'r :WE�.LS -r. .a;. 4v' _ L h 2 1 t:` ( L WK�hI„jn rt yS 1�Y .7f G k a ,. S r }y-�f s y S r 7 rr h -sit rt r^(� K 32Q 13, r <� t :. a 320.53::. d: -: 4 q , t, ll 7 '1v t i Y2 '7 , -4.` ' 'a•s, q 1 a r 1.t' f ;. 1 r ? f r d f8: i �. K J- i t F F t ti- 1 -� r rT K J}, i �X o a. 2;. G3 .:C I z l o Yom•. i' trb�i'. s C. 3 i � f`s' C. 320 1 t t, V .f .Y 1 5§'.j r t:. i k[/, '�l �yrF .. 63'. 357. ,a r 3 i 1 4, � 0 t ,r Y:�r 4 ,k �o q. 5 § '1 it t z Q A s t? :l r. �Y' ` �s Q�•t�� T, 1c 1 3 ,. CY l K 1 2 k 33883 > w r l •X:319.60�_.� -'S.. ,t . ..... ......... . k a._. t. ...,:., ..,,,;� ,�..��. _ a a 7 �: �. Q .1.. I -a t ! 1'3213 w, ' � M. 7,Q"3Gi zs .. cii M' r :325.43;'. 42" 4 41 POWER .' ':337.76 METER: EXISTING BUILDING. 33 - BLDG HT FOOTPRINT * _ 15 8't 2434 S F: � 14'# 3 RIM 31.9` 66 iQgly* 321,09 ' ' * 'BUILDING GVERHANG. 3'� r_' cn, } 1 .N ._ 64.,E _ 533f _ _ �R a u r `.ltta. 13"'@ 1`1 «m h Y'-3 j`. & £' as +M1 s :.,:, ,. PowER HYDRANT POLE 16A 3 2 320.22 9' 641 1 I` REG._ NO.. 3t 0. ' i 43 1 J 1: ,•s -.,... -. {� 7 2 r 3 2 1 4 D r X f , _ t ,° _ _ 3?G3 ' . _. P,, - T 1:3 319 i '! a ' ` y -..,- ..�...'.� 321 ,�aa { t y% OVERFIEAD " I V 9 .1 .' I . G A z0 <� SIN IV R5 r. / 7 E IC L T ECR A L ' , . I DISTRIBUTION y Y. , t 'A' A k. 32 1 a S. E.. FA M R .1 2 2 t wi E N1 PE f.. :,5 ', 240214244005 ' , , '+ t to x '. .. . , ... . :N 5 ) 17.. tr i+.4 {.. 1 1 9 3 1 v � t F ' 4� ', 327: f I a . r f. 1 ,: 1:6 ` 12169 -. �, 9 EXI 1 G BUILDING I': A 1N 9. FOOTPR NT ' i io ss % �::' O x1:93 a B F .= .>, 2 1,7 S . ss -ROW 0 ,� ,!t �:at.: . I'. Q. El�V ., 3 4 I 20 Q.Q t"; D1� 3 G�; S` 20' . ,f 0' , 1 'a �'. 0. 1 t �J. , 4 ,. G. 1 '1: 2 0 i t c22.0U. P(�.,��j�9: a O f:Qt ` 3 K) , %S p a. 320 ¢2 a h i 1n ` t r : ",, 322,09 BLDG HT .: . r zt r4:i� t d >Z . , ? tf :.I N1 t 6, a 358f 3 O ., _ . _ ._.. � 't0. a--�- 7C�a9 gilt E .. s ,, , : If?1 _:.._... .'._: .: - .4444•.. .:. .... .,. ___. _....,- t: C. C l k- S'� i y., {�(� -^l i .cj y ,-.�. .`: }{j sic f' ' 9.:;�9�- x: 21r r..�.. ^ ,+c r. 'i, '. 1 ,_: •Y . .Fv.. .� . f J.. t F ..i ' : < 3 I '4 s d .t.r t- k, G 7 r i F �; h 4 1 f.. :.+:i.6.r r4iir _ :f.+,..... t; i.+:.r� a th,' r t. r ,l is r�9.. , 2531 K n c`f+ + / k aYa � b c , x • �` t F ' 321 41 t «moi �x 322.02: 2' J POWER :METER BLDG HT it ;1 BLDG HT . �� kl t ,: r 2 60 111- ( _ ,,, Q. _'1:24*' 24:0:± �,� I ! I FND'1/2 REBAR/CAP' x "4 �( "BCS PLS 331'40 4x (j 02s yi !i - ,. i� Q:2 N, x 0:0.2 W. OF 4 ` IE ,9 EXISTING BUELDING ;'la EXISTING :4+ �t .CORNER' ;; I ` { aleas r;t BUILiI)NG IE I �. FOOTPRINT' = I FND. MAG :WASHER ^ tom.:s n t^ i� t. .'1: S,y r7'+"',_,_"^` s -'.r N`3. .59r 1�'"i,Y; a �.:ri� a. I .. �,., /.n .. t:. 2628 S>Ft FOOTPRINT - k < . ;�� „ r`t`= 1< ; ' LS 29539 M 1 II +'.i .A t,, sfk +. t e k.e'. i1 Y,.�+sf r h . L.' i ; r n + }, Y x- 1650 S.F; - 0.1' N.:x 0..2' W; OF rr u a I y { t sr W C 2' i. t £ ,4 a I x 31 2 f;:, 1 ' s Y} ? �' Tt a1 x ,:t E �I CORNER 81 k ' X17 �9t 11 a S in t S kl I R, :j,� r0.. t k p xs 1 :j,� .✓ ) 2 - F �• ft.' �,. 1111 1,1 tax ' 'i r",M... . n ..7 r90 i �5. r < - rt x i 1? .r , •, L �- I. p� d , .fit (t `t v>I �, rti f ' 11Y R"1"'K -5 S 1+ , t: el - , 1 bk.� `a t �t 'Ct', ,a sl--+< , tr} £ f .t 3 >t•. - tx t ,j ' I Q'�1. i. i ``d ..'. tM+ Y - 4 .$ G. t t >I i ,73{f b.{ -Et 4.t d rL.f" .. �1 i.6Q 3: '�7.I It 4r .rt Yll l:.�L n• Jr• Z i'�.s t� +t t f.. s, k I� a'QQ'p+.� ' +u.�...- n^h"�. ,,J7 ? ii I; 55 x i'- _{ .:!^.. 3y b at t: i s;. s - t {r .. ` !�''.`V S S'1 .[ 1 f tI h +..{ "' K�31,4, i Y..-0 `t J-, ,. Y \�v. . C3. i1 S ''1 Jt -.3 } t ra _,.gC>?I .a to ; , r..+t s r -_a i:S.l:. :ri .::tk} fLr>''rtt' S-1, .';319.$0. ',\I `:. . �'�e.: r. , t x; r, s i Y, t Vii' 25.3'>` [ c(�( ',G f.il } �_.'rt t f 7fY:. ,`t t. r iS r:,? ''� SJR , { f.. .��..- .�. J4.. .,y . 1 a f -r.7 t{ s n. tr a s ar i'- ttL- Q �`l. �: , , L , 1 d pQA � S Mti r` rif �>;r 3� A : >s r�h 't � Y � S.P. r ,- t k 31Y QT :ca , rYr r 1 I .. i A } r1 y 1 1 -r /il y;' r "S, 5 ➢r n 'F:c Y _ . ,.I [Y�� , 'r �' Y "-,,".xc r7 u<�f P-t4'ajJ C I t ! 7 Sr �c14c 17,: ri tV X\- '. 7 tt sy ff ---d .. � r r.} 9 ." If. n',. F, d r t'�!'4 .' 1'v p .: , r �Q �: 'i'.f -a. .;.a ft t ! Yi•} ',,�.u� I - 1 `• f2 �fi4�''t : e 7 ' i ' , : ic` +�� 4t .A'1 n a/ r1 �.>.+hr Sl.f t- l 3 t £'._M •tit 316.+19. ^ 1 i v %t e 4 s- � �� ? } s 1/ ' ` k 319.03 F tdO I /2 F� ' BWCAR rn;1 1. ; 'Tl, `:,'. GAS` PLS ;33140 . lt81 �t� 07£��t 31 17 3, f; tz r y -!111r f,. -.q'- 13+•K f t .Q7: tf f,l,; 1 S 1' x �L 1 a ) . HYDRAhl1 } Il. �, 414 f�i}:� ,..I... 'i, fs i4,jZ ;,1 . ti.1 p . .':` ' . :A. I ^¢ 17:65 1 . 1 i x 330:1'1:. .1 I ca I a i 2 7 3.1ts6 0 ti POWER POLE I 1 &TRANSFORMER ' . UXIVLWAY .-_ . ---- 11 � H) -- _ mini • 22.53 . 322 7i G $'.VALVE 32 . Z A. SIGN 32 a 3 9. 3Y1.9,I END' .REBAR/.CAP ,. 1 GIB 2. LLE . LE, 0 �. W; OF CORNER I z1.5 23.35 1. A� QQ * .`r 323.63: '�K ,t, 9 1 S. I � 7 0� '. p�R pr1. .' LC pR pts I os E `,1 N �� , x v, P�,:''�x 320: - 321'' CHAIN LINK FENCE k attl(k3 to ! 3z . i ,r-' . m .1.. I V_ r .. X324.69', ! 1'3213 w, ' � M. cii M' r :325.43;'. 42" 4 .- ,'. .' ':337.76 RIM = :'31fi�79 48" 33 - 0) ROCi�ERY 19 WATER, VAULT � 63(3. . 3 RIM 31.9` 66 'w : 356 98 . QQ19' �q,QQ ' SES 3'� r_' cn, `. CONC SE' _'. 311'.74 JP. RIM 31913 �6" CON. .E = '317.13 SQMH: C- 355iloR ..--- r :6.33 .81.. �:� .: 6 DEC: Q i . y .Q 3O 8 . C LN 4: C 3 N. K DE HAI °+ ' :4.Q 6 } / FENC �t`C✓ ,. E ... - .. 3S.d5b3': � 491V 151.24' . -• 49 9'# 24 Q9 FND '1/2"' REBAR/CAP (; "LS,.29589' OZ.' `N. '350.07 OF ° LINE 355:73, �� . V, EXISTING ►, BUILDING h FOOTPRINT = . 2093 :S.F.±. I 1 I.. 1 int ni .�9,8'f _._.;� - J X AwM �r.r... IED CQNC. f IN :CASE- 165.76' STORM/SEWER INVERTS CA: RIM 3211$7 12" CONC,'W = 317:27 SDMfi-A RIM '� :32t Q4 q6" .CMP W =` 305;84 `2'26TH d � 12" GONG E _: 31.7 27' -j 42" CMP E _ '.305:84 .�.. ,'. 6" GONG N 317.57 SDMH�g'. RIM = :'31fi�79 48" LONG E '- .299:99 0) 6" °CQNC S 317.97 ��. WATER, VAULT 48" CONC. W = 299.94 CB-�B. RIM 31.9` 66 6" CONC W - .' . , .45' 227TH:PL SW fit" CONC SE' _'. 311'.74 . CB .0 RIM 31913 �6" CON. .E = '317.13 SQMH: C- `RIM - 3:16.61 3Q" CMP E`= 3.1:0.16: . I oT Uc. TZ., CQNC ..N - .316;41 z 3Q" CMP N -'',310:.16 8" CONC S' = 316.73° w � � 30" CONE W = 310.16 CB -O. RIM =,.3'1$.54 l2" GONGS 315;99: H- $DM D . i .= R M 313+63' 30 ;' - CONC• E, = 306.,08 ` FE . 12" 'GONG :N '= 3'16:24; 0 r 30" GONG W'. 306:13. CB -E RIM x':318:82 12" CONC.� E .= 315.37 `' _ _ ° ' , • . S ; 30" CQNC N =: 306.16 232ND. L 'S 12" CQNC W .= ;315.37 -SDMH�E RIM * 314.77 4$" CONC 'E: = 298.$2 a 12" :CMP S' =' 315:67 4$'< CONC. NW � = 296.82• . .. ,. - C F' B. .. RIM' = 318:77 ...:. R 4 PVC.' "W = 17, fi 3:. 4:._. - SDMH" F' - - RIM 31.4.08 " 4$ _ .C.ONC. SE' 295.43 TELEPHONE;.MANHOLE 6" G0NC .N = 31727 48" CONC' NW' _ ;295.3..3: CB -G, RIM 31;7.:9.8 12"` CONG :NW: _. 314'.1.8 EO CATCH BASIN (CR} --- . 12" .. . . CQNC NE - 309.73 ::� . I 12"' :CONC. S - 314:18.: SDMH-G : RIM -- 316:7$. 42" 'CQNC NW ._ .305:98 STORM'DRAINAGE.I,INE. 'FENCE 12" :CONC: E _ 314:18 _. �# cti` -.7 ,N '`� 42" CONC SE = 306.08 SANITARY SEWER MANHOLE (SSMH). x ... (% t:2" CONO, W = 31;4..1.8 :SDMH-H RIM _ 31$.22 42" CONC SE = 308.62 CB -H RIM ='318.23. 1:2":'CONC N = :314.43 . WOOD 42" CQNC. W' = 30$,:47 GB=1 RIM. =,31:8.27 6" :CLAY`..E = 315,57 ... I ... G(PM) . GAS LINE (BY- PAiWWKS) 12" CQNC' S: _ :314.52 CB_3 RIM = ;318;03 6" CLAY `'N -- 316;53, SDMH-1 RIM = 318:21 42" CQNC S.'' =: 309.16 6" CLAY E - 316.53 • 42" CONC NW .= 3.08:81 CB -K RIM::=':31'7.50: T2" .4.ONG W .= 315:45 SDMH-A RIM ; '337.65 10" GONG. N = 312:43: 6" CQNC SE = '315:75. • i FIRE CUNN]=CTION 10" CONC: S = :312:55 CB -1,. RiM = 317;13 ,12" CONC E ;~ 31:4,53 SSMH-B RI.M =. 317.69 12" CQNC N; =; 308.04 S MONITOR WELL, 1.2" CQNC W = 314.33. . u c 11 V? 0 A v: >.. 12" . C4NC S _ 3Q8.14 ... CB -M R1M - :.316 26 4" PV.C...E 313.84 S$.MH-C -RIM = 317;36 '1.2" CONC`. S `= 307,06 ' (CUR:B:INLET) 8"°:01 W. = 312.81 wA TER MARKER OST P, ,:.. i2" CONC , -'.307,06 CB -N RIM 31.23 8° V.I. E = :31:2.55 SSM.H.�--D RIM. � 31 fi..19. 24" CQNC E = _309:69 (CURB :INL,E0 - 'SIGN. 24" CQNC' W =: 309.59 CB -Q RIM :'317.17 12" CONC'. E = 313.37 w- 10" CONC S = '310,49 12" CQNC :'W = 313.37 :SSMH-E RIM = 313.19 CB -P. RIM=: 313:47' 12" CQNC 'SW-_ :309.87 :(BQI.TS; STRIPPED -, CANNOT OP£N) CB-::. Q I R M 3 : 1 0 7. 3 " .. n .,0 C 12 SE •- 3. N 31 13 GT A RI - 9'.8 M 31 1 _ .6 VC' �- 316. P W 1 2 �'p ..: 1.., �: D:. 12".C:ONC N = 313.13 (CREASE TRAP) N e a 0 •Q, U CCL 2 ¢. Q' 8 VG:. = 3 P 13.33` - G7� B _ :IM - R 3199.7 , // 6.'P VG - 6.:.12 �-�31,. , CB"�R RIM 3 20.60. C : ' 4 PV W 319.20 - {GREASE TRAR'1 9 r, `- . 8 CO ' NG N 3 7.74` 1. Vii. F-- Si.C.AI.E: '1"m.2iQ' S 15TH.ST''SW I. 1.1.1.' &a.. U.. 0) Q�' `2'26TH d � ¢:. . -j .PL. SW 226TH PL- SW. . .�.. ,'. iE � I SECTION CORNER AS NOTED' WW 0) M . ��. WATER, VAULT :Q. FOUND' REBAR` (AS NOTED) . 227TH:PL SW Q--- I UMiNaf1E'. (I.UM.) ' j FOUND:. SCREW/WASHER. 2�s �. 228TH PL SW ' G Y '�.: 9t, I oT Uc. ,. z SITE. � ,IO POWER METER w � � ��1,.- ... , r_ g w w a a -_0- POWER FOIE 0 FE . 0 r 0) r GUY WI4E. 0--=-'-- TRAFFIO SIGNAL: `' _ _ ° ' , • . S ; SW 232ND. L 'S . PEDES,RM PUSH . B..UTTON ' / - L . G E I� D . 1.1.1.' &a.. U.. 0) a R POWER. vAUIT � . SURVEY MONUMENT AS,NOTED . �' . ., SIGNAL.VAULT � I SECTION CORNER AS NOTED' WATER, VAULT :Q. FOUND' REBAR` (AS NOTED) Tr'n'. Q--- I UMiNaf1E'. (I.UM.) ' j FOUND:. SCREW/WASHER. I oT Uc. p ,IO POWER METER tr A?HAI-r uL -_0- POWER FOIE ,... . r GUY WI4E. 0--=-'-- TRAFFIO SIGNAL: `' _ _ ° ' , • CONCRETE Q,{ PEDES,RM PUSH . B..UTTON a ®. JUNC110N 80X !,, , ' ` ` ,f' : GRAVEL . � ` . , TELEPHONE;.MANHOLE ': EO CATCH BASIN (CR} --- SANITARY SEWER: LINE ::� . I STORM MANHOLE: (SDMH) - - -w' STORM'DRAINAGE.I,INE. 'FENCE �. 1 o _. �# cti` -.7 ,N '`� SANITARY SEWER MANHOLE (SSMH). x ... (% CHAIN LINK FENCE. 7�� ,1.S..'8 '�• : . cO sANITARY SEWER CI EANOUT s M . WOOD ,( PROF a CEJ . OAS. ldEIER ... I ... G(PM) . GAS LINE (BY- PAiWWKS) GAS VA1VE. `--�T(PM) TELEPHONE EINE (BY PAINTMARKS) • yDV�Q[ t?�J WATER VALVE'. (WV) P(PM) POWER LINE::(BY .PAINTMARKS) 1 • i FIRE CUNN]=CTION P(ON) PCWIER. UNE.(OVERHEAD) o. o "' 4 N U: A FIRE HYDRANT (F'H)' . �: WAM MANH0IE S MONITOR WELL, . u c 11 V? 0 A v: >.. TE SCOW' 0 W A R FF 0NN FE OUS iT: C 1 R EE X. wA TER MARKER OST P, ,:.. O..ECIDUO.US TREE . �' = w . w - 'SIGN. w- PARKING STALL COUNT A 1 ' .- �Cj ..C: - � 3 0 �'p ..: 1.., �: D:. N e a 0 •Q, U CCL 2 ¢. Q' 0 cn w Vii. F-- Z.3: n yy_ � ..J W �. . . 6 R . W' N L�: z � � >. t N N. CV i` , O 2:> '� < �' ©00 . •C .'., 00 uj W 1.... .1,_ Q' r- � z �; i0 ., V - :'-.Lo- L u') `.N.N 5:z L�jt '. . a N �N��. , _ j r ate -.. Q. in, N . SURVEYOR'S CERTIFICATION: ° •�N/ r' 0 s� TO: KEY BANK AND 'FIRST. AMERICAN TITLE INSURANCE COMPANY; '`7 : 3 TH.I8� IS TO CERTIFY THAT THIS MAP,, QR :PLAT AND THE SURVEY -ON WHICH IT IS BASED WERE `:3f. :. z+ `C) MADE IN ACCORDANCE WITH THE "MINIMUM. STANDARD 'DErA L REQUIREMENTS..'FOR' .ALTA/AGSM . '' .' ', ¢ LAND TITLE SURIEEYS" JOINTLY ESTABLISHED":AND: ADOPTED INCLUDES BY .ALTA AND NSPS IN 2005, AND'' CJ `_: `N .ITEMS ;2, 3, 4, 5,. 6,' 7(A); 7(81); .7(C), 8; '9, i 0, .11(A); 11(8)4 r13,. 14, `16,, AND A, �- . 18 OF TABLE'A"THEREOF: PURSUANT TO THE ACCURACY STANDARDS AS. ADOPTED BY ALTA NSPS; AND iN ON -THE DATE OF THIS CERTIFICATION; UNDERSIGNED. ��' a .0 :AND :EFFECT_ FURTHER . 0' Cp�S � CERTIFIESIHAT IN MY PROFESSIONAL'OPiNION, 'AS A LAND. SURVEYOR REGISTERED IN THE STATE OF. WASHINGTON,, THE RELATIVE' POSITIONAL ACCURACY' OF THIS..SURVEY DOES NOT EXCEED THAT WHICH 1S- SP,ECIFIED. THEREIN. Cl 0 • DEC 12 2011 E. N. �, "' o o TREY R KTREE,' P,L.S: • .. DTE ` DEVELOPMENT SERVICE=S CTR. z. o .c 0 L - WASHINGTON REGISTRATION NO. 45789 . CITY OF EDMONDS �a T A . 0 � ... ,, s -,.�'�`\ W HYD"T DETAIL 1 SCALE: 1!"=2.0- FI 14,10.; 'SIGNAL-. . 315.01 J BOX 14,48 . SIGNAL. a.. ;. POLE. 5.1i - . 315.1 t 1. ISDMH ..E <, >s >3 .... _. t '�^--- 1784:.:01b.. 1810 �i�7 7-Iyw :: IW . , ,. pp 4 11 11. B.07 .. .mc mc6if /) - . 818' I _ i y : I LIC t ..-- 1 1 I z 1. �., w !,. ¢ 0 0 A 0 L � POWER POLE Q POWER VAULT IN UMINAIRE SURVEY MONUMENT (AS "NOTED) - . + �;.� SEQ110N .CORNER (AS NOTED) 2 � SIGNAL' VAULT: 314.09 Q WATER: VAULT C3: FOUNO'RE'(AS'NOTED)` % ,: SET b/8" RESARMP "LS 75480..".. . LUMINAIRE :(LUM.) . ,.. .& , FOUND SCREW/WASHER . LOT UGHT `.i - ' (Q POWER METER' `°' + '.,, ASPHALT -0- POWER POLE ir,, ,;. f 0---� - GUY WiRE TRAFFIC :SIGNAL ` ,I. CONCREFE' }+ PEDESTRIAN PUSH BUTTON .- t ® JUNCTION BOX r' G�- �' TELEPHONE MANHOLE ___. _ . SANITAI.RY SEWER UNE `0 CATCH.�BASIM'(C.) -� STORM:DRAINAGE UNE STORM MANHOLE (BONN)` I'. I '\ y X _ .,.. CHAIN LINK FENC1.E: (� SANITARY SEWER MANHOLE :.(SSMN) . . .. H ' WOOD FENCE. O SANITARY'SEWER CLFAINOUT (Sseo) G(PM),- - . GAS .UNE .(BY PA.JNTMARKS) Q . K. METER: 'I _'315.19 z GV IN, GAS VALVE T(PM). TELEPHONE LINE (BY PAINTMARKS): 315.0.0 yy� DQ.1. . WATER VALVE (YN).: P(PM) I POWER LINE . (BY.; PAINTMARKS) . ": . FIRE. CONNECTION: -.'P(OH).` . ,' POWER UNE.:.(OVERHEAD) .,Q FIRE:. HYDRANT' (FH) ,. (�: WAIER' MANHOLE . 16.83 MONfTOR WELL. E.B.. T' WATER METER WATER BLOW OFF . Vv V`� CONNIFEROUS TREE "` WATER :MARKER ..POST. DECIDUOUS TREE J1 SIGN Q PARKING . STALL COUNT HYD"T DETAIL 1 SCALE: 1!"=2.0- FI 14,10.; 'SIGNAL-. . 315.01 J BOX 14,48 . SIGNAL. a.. ;. POLE. 5.1i - . 315.1 t 1. ISDMH ..E <, >s >3 .... _. t '�^--- 1784:.:01b.. 1810 �i�7 7-Iyw :: IW . , ,. pp 4 11 11. B.07 .. .mc mc6if /) - . 818' I _ i y : I LIC t ..-- 1 1 I z 1. �., w !,. ¢ 0 0 A 0 . .. ®! SDMH-A .::- HYDRANT . 22,01 . :}22.56 ST►- r r DRIVEWAY _=[Ert` t 1 �Ir. t5 i 3-i�G �� Et- r 71.t t 4 -5'� sTliif E. "s �., , -,. T v'.. tn'r r «r 2194. 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'I bI.j - f ��p t� 1.. � } - I( Stf t 316159 { , r �,:..1 a !. 31755 i:, " CA ! 1 t�0 E i, , o a 4 FND `�1��,1 REpARJGf1P ft t:t , ,� a� a L li�1 31zs7 +, Ix1a 1773 "BGSf PLSy.4O,1 I r _I. '`f g 3i$ 7ss L ' ' °a "`.HYORANi ' _ I $bA7fo I �.�-i#3 14A�. 4 �.. ... 1. j ) 7:65f:. +. 3H -A'. .i` q . d F • 2' I 41749, +iiV76 F. I ': 31.7.56' �- ---'; . 1 0 POWER POLE I' .W/ .LUMINAIRE i ': & TRANSFORMER ^ - I x .e I :d .5. I 1 I -4 . I . Lxf786 I . rn 0(PMJ ,: i 1 I ' I I e .y t i` � 7 7.14 W 316.81 316.97 316,4 .<. n LY A .1"" 316.66 316: CB -N . I nn SD SD.o CB -M 0 0- POWER. POLE W/ TRANSFORMER D TAIL 2 6M,44 SCALE: 1"-2Q' L I12 v% Tf . IRI ..'.�© �� .. 04 . I r .Z Y 2 % c W. <C -Ji "t_ M....1 W < - ' w �" W. U < .J 0 _ U \` U u N N. N II `. :2 �m ` I. a) - D 1. q x I L I12 v% Tf . ..'.�© �� .. r j" -��IJ .WWW 1 o .. Q N o +w p. N U 1 u N N. N II `. :2 �m ` I. ;�- - D x I '\ y � d. .. T. uj. II J �: c . ._+� ,~ � , ae �: > `' C• 4 n: �, .4) Q, ._ 0 Z .w` 00 -II Q Z.z o. X. Q Z a W Lji Z W =: ( j 5 z0.N00 N z4 a Q CD 0 N Cil Lo i` .00 w o N I < v-^ �: r w(36 L0 % .N : L0 Lo'. O E 'O.ON I m o f . a . . . Lu a o .. 'I O - a) .11 ci 4 GO. NSJv, .M RECEIVED. cn 0 '" DEC 12 2011 . 0 Lo N DEVELOPMENT SERVICES CT .L: 0 . z:. 0' ) 8 . 0 CITY OF EDMONDS a: 3 4mm CV j. T -ONS ATIONS, AND EXCEP I s" 7: ,EASEMENT, .INCLUDING' TERMS. AND PROVISIONS CONTAINED THEREIN RECORDING :INFORMATION:; DECEMBER s. 19fi13. UNDER RECORDING.`' N0 10676fi4; IN FAVOR OF: D. D. GRAHAM :AND EDNA G'GRAHAM HIS WEE,: ANb WAILER A::D YWEN AND ANNA; E. DAUIDSEN;-.Hl$ WIFE. I FOR: EGRESS AND INGRESS AND` FOR:- UTILITIES: AFFECTS, EAST 20. FEET' OF WEST 40 FEET SOF PARCEL A AS :SHOWN 20' WIDE: OVER THE WEST. SIDE QF:PAR CEL.A 8: EASEMENT,: INCLUDING. TERMS AND :PROVISIONS: CONTAINED`'THEREIN. 66 RECORDING INFORMATION: ;DECEMBER 6,; '1 R68 'UNDER RECORDING. NO: 20 7. ,65. IN FAVOR OF BURGER' CHEF SYSTEMS, INCA,; AN INDIANA. CORPORATION FOR: EGRESS AND'' INGRESS AND: FOR UTILITIES AFFECTS:- EAST 2Q FEET` aF THE. WEST '40 FEET W PARC.EI:, A . AS SHOWN ON PARCEL:A•-- DOCUMENT DOES NOT RESERVE: F�►SEMEIJT .BUT STATES' PROP IS SUBJECT TO THE -EASEMENT:. SEE. DOCUMENT .UNDER: A.F.N '2067664 FOR ORIGINAL: RESERVATION)' 9. EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINEIJ `THEREIN; RECORDING INFORMATION;' OCTOBER 12,-A972 UNDER RECORDING>'N0.:2267197" 10 FAVOR OF: -THE STATE: OF .WASHINGTON FOR: RIGHT iQm ENTER . UPON THE GRANTOR'S. `REMAINING LANDS WHERE. NECESSARY TO: CONSTRUCT ROAD APPROACH' AFFECTS; EAST' 14 FEET: OF PARCEL A; (BLANKET FOR ENTRY TO RECONSTRUCT ENTRANCE DESTROYED: BY CONSTRUCTION QF <SR104) 10. EASEMENT,.; INCLUDING. TERMS AND :PROVISIONS CONTAINED- THEREIN: .. ER. , i FORM TI - N- NOVEMBER a:7 1:982 UNDER RECORDING N4:, 8211170D79 RECORDING .: N. A O, IN FAVOR OF. 'TOTEM, HOUSE ENTERPRISES,: INC:- FORT EGRESS AND INGRESS AND FOR' .UTILITIES.. AFFECTS;. EAST.20` FEET OF THE WEST 40 FEET :OFPARCEL A {AS .SHOWN. ON .PARCEL. A— DOCUMENT DOES NOT RESERVE .EASEMENT .BUT SPATES .PROPERTY :IS SUBJECT TO THE EASEMENT: SEE DOCUMENT UNDER: A.F.N,.: 2067664 FOR. ORIGINAL RESERVATION).: 11., EXCEPTION AND RESERVATIONS AS CONTAINEDIN. . INSTRUMENT: FROM: CHEVRON U:S.A INC:; 'A PENNSYLVANIA,. CORPORATION RECORDED; SEPTEMBER: 5, 199.7 RECORDING 'NO.-:,W97 NO ::9709050189 (AFFECTS: PARCEL B)' (CONTAINS NOT PLOTTABLE RESERVATIONS fQR :REPURCHASE .BY .CHEVRON, . U.S;A ): ND PROVISIONS CONTAINED IN THE DOCUMENT ENTITLED L{CENSE AGREEMENT RECORDED .SEPTEMBER. 5, 1997 AS 12. THE TERMS A I., D RECORDING NO .9709050.191 OF OFFICIAL. RECORDS. (AFFECTS PARCEL B) BLET EASEMENT TO ENTER' PARCE..AF0R ACC. ESS T0 MONITORING:!NG w LLS AN D REMOVAL QF HYDROCARBO Ss SEE DOCUMEN T EOR FURTHER. DETAILS.) 13. EASEMENT, "INCLUDING TERMS .AND PROVISIONS CONTAINED. THEREIN- RECORDING: HEREIN` RECO ING INFORMATION: OCTOBER 24, 2002 .UNDER RECORDING NO...20021;0240005. . DISTRICT 0. 1` OF` '.SNOHOMISH COUNTY AND VERIZON 'NORTHWEST :INC: IN FAVOR OR PUBLIC UTILITY' N ! FOR. ELECTRIC :DISTRIBUTION LINE FACILITIES: AFFECTS (PARCEL. A) AS. DESCRIBED 'THEREIN (AS SHOWN OVER AS -BUILT POWER LINES: CONTAINS BLANKET RIGHT OF ENTRY FOR MAINTENANCE: AND � REPAIR OF ELECTRICAL FACILITIES ON PARCEL A), 14, DEED OF `TRUST AND THE TERMS AND CONDITIONS. THEREOF. GRANTOR/TRUSTOR: HARRY-YOURIST :AND ROSALIE. YOURIST `HUSBAND :AND WIFE. GRANTEE/BENEFICIARY <`SHORELINE BANK . TRUSTEE. PACIFIC NORTHWEST TITLE COMPANY .OF SNQHOMI8 . COUNTY,. INC, AMOUNT: $828,273:89: RECORDED. JUNE 27, 2001... RECORDING INFORMATION: 200106270029.' (AFFECTS •PARCEL B) (FINANCIAL IN NATURE OVER PARCEL : B' AND DOES. NOT.: CONTAIN'ANY PLOTTABLE* ENCUMBRANCES). 15.. ASSIGNMENND/OR...ENTS AND CONDITIONS THEREOF: ASSIGNOR: HARRY YOURIST AND- ROSALIE YOURIST,.. HUSBAND, AND WIFE ASSIGNEE: SHORELINE BANK RECORDED: JUNE 27,-2001 RECORDING INFORMATION: 200106270030 (AFFECTS PARCEL.. B) (FINANCIAL I.. NATURE OVER PARCEL .B AND :DOES NOT. CONTAIN :ANY PLOTrABLEENCUMBRANCES) 16. THE TERMS AND PROVISIONS. CONTAINED .IN THE DOCUMENT ENTITLED: "HAZARDOUS. SUBSTANCE8 . CERTIFICATE. AND 1NDEM..ITY AGREEMENT" RECORDED. JUNE 2%, 20.01 AS RECORDING ;NO. 200106270031 :OF OFFICIAL F:ECORDS. (AFFECTS PARCEL B) (NOT PLOTTABLE AFFECTS PARCEL.B) 17. DEED :OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR/TRUSTOR; IVAR'S REAL ESTATE ASSOCIATES, L.P., A WASHINGTON PARTNERSHIR GRANTEE/BENEFICIARY-BANNER BANK TRUSTEE:. NORTHWEST FINANCIAL COR ORATION. A WASHINGTON CORPORATION AMOUNT: 383;50.0.00 RECORDED: DECEMBER 9, 2005 RECORDING :INFORMATION: 20051209.1039 (AFFECTS PARCEL A) (FINANCIAL. IN NATURE. OVER PARCEL A AND DOES: NOT :CONTAIN ANY PLOTTABLE ENCUMBRANCES}. 18 .. ASSIGNMENT OF LEASES AND/ RENTS ,AND THE TERMS AND CONDITIONS THEREOF: ASSIGNOR: IVAR'S REAL, ESTATE: ASSOCIATES 'L P., A- WASHINGTON -PARTNERSHIR ASSIGNEE., BANNER -BANK RECORDED;. DECEMBER'9; 2005 RECORDING INFORMATION: 20051209104:1 ALTA, A:CS,M: a ` .w �,... S,U�R-�VEY (AFFECTS PARCEL.A): .(FINANCIAL IN NATURE`: OVER PARCEL A; AND. DOES NOT CONTAIN ANY PLOTTABLE ENCUMBRANCES) 19. A..FINANGING` STi4TEMENT RECORDED DECEMBER 14 '.2005 .IAS RECORDING, :NO. 20.0512140171 OF OFFICIAL RECORDS, R A C . DEBTOR..IVAR $ REAL. ESTATE SSO IATES : L.P. .. . SECURED PARTY 'BANNER _BANK A. CONTINUATION STATEMENT WAS RECORDED. JUNE 21; 201;0 AS RECORDING N4.. 20100.6210519 OF OFFICIAL RECORDS.. (AFFECTS PARCEL . A). (FINANCIAL IN' NATURE OVER PARCEL A. AND!. DOES NOT CONTAIN ANY PLOTTABL.EENCUMBRANCES). 20, DEED OF TRUST AND THE TERMS. AND CONDITIONS' THEREOF. GRANTOR RUSTOR; IVAR S. REAL ESTATE ASSOCIATES, L.P., A: WASHINGTON :LIMITED; 'PARTNERSHIP GRANTEE%BENEFICIARY . NORTHWEST BUSINESS 'DEVELOPMENT ASSOCIATION TRUSTEE E'ACIFIC NORTHWEST 'TITLE COMPANY 'OF SNOH�}M15H 'COUNTY; INC. RECORDED FEBRUARY 1, 200.6 RECORDING. INFORMATION: '200.602011119. ACCORDING TO THE PUBLIC .RECORDS THE :BENEFICIAL INTEREST UNDER THE DEED OF -TRUST WAS ASSIGNED TO U :S -SMALL 0 . B ` ASSIG T R CO. DED FE RUARY 1 2 06 5 RECORDING NO.. 20060201 120 OFFICIAL C BUSINESS. AUMINISTRATL N Y NMEN E . R B. ., O A 1 OF RECORDS, (AFFECTS PARCEL:. A) (FINANCIAL IN NATURE NOT. PLOTTABLE). 21'. ASSIGNMENT OF .I:EASES AND/OR-, RENTS AND THE TERMS .AND :CONDITIONS THEREOF; �. ASSIGNOR:: 1VAR S REAL ESTATE ASSOCIATES, L.P., A WASHINGTON .LIMITED`PARTNERSHIP: ASSIGNEE; . NORTHWEST BUSINESS DEVELOPMENT ASSOCIATION.A WASHINGTON NONPROFIT CORPORATION RECORDED'. FEBRUARY 1, 20.06' REGORDING� INFORMATION: 200602011.1'22 ASSIGNMENT OF ASSIGNMENT. OF LEASES AND RENTS: ASSIGNOR: NORTHWEST BUSINESS' DEVELOPMENT` ASSOCIATION, A. WASHINGTON :NONPROFIT CORPORATION ASSIGNEE :U S. SMALL BUSINESS ..ADMINISTRATION RECORDED;: FEBRUARY" 1, 2006 RECORDING NO.: 206602011.123 :(AFFECTS PARCEL A). (FINANCIAL. IN NATURE NOT PLOTTABLE) 22. LEASE: MADE BY NAR'S 'REAL ESTATE ASSOCIATES; L.P., A WASHINGTON'UM.ITED PARTNERSHIP, LESSOR, TO IVAR'S, INC., 'A WASHINGTON CORPORATION; LESSEE; FOR A TERM OF '10 YEARS, AND THE COVENANTS 'AND CONDITIONS AS. THEREIN CONTAINED, AS.. DISCLOSED BY MEMORANDUM OF LEASE DATED DECEMBER L. 2005; AND RECORDED',:FEBRUARY T, 2006 AS DOCUMENT N0: 200662011121. SAID LEASE, AMONG OTHER. THINGS :PROVIDES. FOR .AN OPTION TO RENEW FOR. A PERIOD: OF AN ADDITIONAL TERM OF 11 YEARS. .A:DOCUMENT RECORDED FEBRUARY 1, 2006 AS RECORDING NO: 20060201.1124 OF OFFICIAL RECORDS PROVIDES THAT THE .ABOVE DOCUMENT WAS SUBORDINATED TO THE DOCUMENT RECORDED FEBRUARY '1,: 2006 AS RECORDING, NO. 20060M 1.119 OF 'OFFICIAL RECORDS. THE RMS. AND PROVISIONS CONTAINED IN THE DOCUMENT .ENTITLED "ASSIGNMENT OF SUBORDINATION AGREEMENT" RECORDED T E. i. 0. 00 RECORD I . G .20060201.1125 OF :OF IC AL REC RDS. FEBRUARY 1, 2. 6 AS,.N. NO _. F . ;(AFFECTS ;PARCEL A) (NOT .PLOTTABLE) 23 CONDITIONS,. NOTES, EASEMENTS; PROVISIONS CONTAINED AND/OR DELINEATED. ON THE :FACE OF THE SURVEY RECORDED. JUNE 151 '201.0 UNDER RECORDING. N0; 20:1006155005,. IN SNOHOMISH COUNTY, WASHINGTON. (AFFECTS :PARCEL. A) (NOTED) ZONING INFORMATION: .STATUS CURRENT ZONING: BN 0. NEIGHBORHOOD BUSINESS REQUIRED OBSERVED REQUIRED OBSERVED CONDITIONAL USE DRIVE IN BUSINESS MIXED PARKING 1/300 G.S.F MINIMUM "LOT AREA NONE REGULAR. 27 MINIMUM FRONTAGE NONE HANDICAP 3 MINIMUM WIDTH LOT NONE TOTAL 30 MAXIMUM BUILDING' COVERAGE 3 SQ;FT. PER Z. CC)._J 1 SQ.FT. LOT SOURCE OF INFORMATION CITY OF EDMONDS Lij AREA ADDRESS 121 5TH AVENUE N. Q �. EDMONDS, WA 98020 MINIMUM SETBACKS c d1. PHONE. / FAX (425) 771-0220 FRONT (STREET)20' WEBSITE ADDRESS www.d.edmonds.wa.us SIDE (ABUTTING, COMMERCIAL) O' �. n° -SIDE :.(ABUTTING RESIDENTIAL): 15'/NA NOTE: DATA RETRIEVED FROM CITY OF EDMONDS MAXIMUM. BUILDING HEIGHT 25' MUNICIPAL, CODE CHAPTER. 1.6,45 FOR RESTRICTIONS FOR NEIGHBORHOOD BUSINESS .LEGAL DESCRIPTION: (PER. FIRST AMERICAN TITLE INSURANCE -.COMPANY ORDER. NO. NCS -473831' -.GLEE, DATED.. -JANUARY 27 2011 AT: 7:30. A.M. PARCEL A,.. THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE. NORTHWEST QUARTER O.F THE NORTHEAST QUARTER OF'SECTION 36, TOWNSHIP 27. `NORTH, RANGE VIA5T, .W.M., IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED. AS .FOLLOWS: COMMENCING AT :THE .NORTHWEST -CORNER OF THE ABOVE. -SAID. SUBDIVISION; THENCE; SOUTH; A DISTANCE OF.30.O0 FEET; THENCE. SOUTH 89'50',44'EAST, .A: DISTANCE `OF 180,00 FEET:TO THE TRUE POINT OF BEGINNING T OF. THE TRACT., OF LAND HEREIN DESCRIBED; THENCE: CONTINUING: SOUTH 89'50'44" EAST, A DISTANCE. OF. 150.71: FEET',, TO :THE EAST' LINE OF THE -ABOVE: SAID SUBDIVISION; . . THENCE. SOUTH 0`30`24`EAST, ALONG SAID 'EAST UNE,. A DISTANCE- OF 170.00 FEET;: THENCE.. NORTH 89.`50'44" WEST, A DISTANCE OF 151.24 FEET; THENCE NORTH: 0'19 4.* WEST, `A DISTANCE `QF 170,0.0 FEET TO. THE:. TRUE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF CONVEYED TO THE. STATE OF WASHINGTON -FOR: HIGHWAY STATE .ROUTE 104-EDMONDS WAY)•BY DEED RECORDED UNDER RECORDING .NO. :2267197: PARCEL.B THAT PORTION :OF THE NORTHWEST QUARTER. OF-THE.SOUTH.WEST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF :SECTION 36; TOWNSHIP 27 . NORTH, RANGE 3 EAST, W.M;; IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED.. AS 1 FOLLOW5: BEGINNING. AT THE NORTHWEST CORNER OF SAID TRACT; THENCE.SOUTH 30. FEET TO THE SOUTH LINE OF SE CONDARY STATE HIGHWAY NO. 1-W (EDMONDS MONDS WAY);.THENCE.EAST 30'FEET TO EAST LINE 100T 'AVENUE "WEST, THE TRUE POINT 0FBEINNING; THENCE`. CONTINUE EAST. 150, FEET ALONG THE'::SQUTH'.LINE OF SAID HIGHWAY; THENCE.'8OUTM 0'19'44"EAST 150:FEET- THENCE.'WEST PARALLEL TO. THE. SOUTH: LINE OF SAID LINE OF SAID HIGHWAY 150 FEET TO THE. EAST AVENUE WEST. UNE OF..100TH THENCE NORTH :ALONG THE :EAST LINE OF 1OOTH . AVENUE ;WEST TOTHE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR SR -104 BY DEEDS RECORDED UNDER RECORDING NOS. 2252333 AND 2252334,.. RECORDS OF .SNOHOMISH COUNTY, WASHINGTON BASIS OF BEARING NAD83/91 NORTH ZONE 4001)- PER SNOHOMISH COUNTY: PER FOUND. 2." BRASS DISK IN CASE FOUND IN CENTERLINE OF 100TH AVENUE WEST 600'+/ NORTH: -OF -EDMONDS WAY AND FILED UNDER'SNOHOMISH: COUNTY POINT' DESIGNATION'.SC33 WCCS 22), ALSO KNOWN AS THE NORTH. QUARTER CORNER OF* SECTION 361 T27N, ROSE, W.M. AND A LINE CALCULAT D TO ANOTHER' FOUND 2" BRASS DISK IN CASE. FOUND IN THE E/13 LANE :OF 92ND AVENUE: AND FILED UNDER SNOHOMISH COUNTY POINT DESIGNATION SC31 (WCCS 23),. ALSO KNOWN AS' THE NORTHEAST SECTION. CORNER :OF SAID SECTION 36. THE BEARING BETWEEN THESE MONUMENTS 1S SOUTH .138' 44` 41" EAST VERTICAL. DATUM- NAVD88 .(PER THE. NATIONAL GEODETIC SURVEY): PROJECT BENCHMARK .IS A NGS BRASS DISK' KNOWN AS NGS.. POINT ID SY0095 AND: FOUND IN .THE NE CORNER OF RESIDENCE 9008 200TH STREET. NAV088 ELEVATION IS. 423.36' .(NAVD88- NGVD29+3;514 ). SITE BENCH MARK 1S A MONUMENT IN A CASE FOUND AT THE INTERSECTION OF 100TH AVENUE WEST AND EDMONDS WAY. NAV088 ELEVATION IS 316.20' PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A TRIMBLE 5600 AND A "TOS RANGER" DATA COLLECTOR SUPPLEMENTED WITH FIELD `NOTES AND TOPCON GR3, GPS,. WAS :.PERFORMED; ESTABLISHING THE ANGULAR, DISTANCE, AND' VERTICAL RELATIONSHIPS BETWEEN THE: MONUMENTS; PROPERTYLINES AND. IMPROVEMENTS:' THE'.RESULTING DATA. MEETS OR EXCEEDS THE STANDARDS 'FOR 'LAND BOUNDARY SURVEYS AS SEf F.ORTH,IN, WAG, 332-130090: DATES. OF SURVEYS: FIELD SURVEYS BY BARGHAUSEN CONSULTING ENGINEERS, 'INC. CONDUCTED IN FEBRUARY, 2011. ALL MONUMENTS SHOWN. AS FOUND WERE' VISITED AT: THAT TIME. WE HAVE RESET THE REVISED. LEASE AREA CORNERS AS NOTED. TAX ACCOUNT NUMBERS: A.P.N.. 270336001-13600 A•P.N.. 270336..-001-135=.00 CALCULATED AREA: PARCEL A `= 23,060 .SQ.FT,; (0.529± ACRES±) PARCEL. B _ .19,560:.:SQST.f (0.449* ACRES±):. TOTAL AREA = 42,620 SQ.F L±. (0..978± ACRES )' PROPERTY ADDRESSES: PARCEL A PARCELB . 9910 EDMONDS WAY 9930 EDMONDS WAY EDMONDS, WA 98020 EDMONDS,- WA; .98620 FLOOD ZONE INFORMATION: DESIGNATION OF THE FLOOD ZONE•. PER FEMA FIRM .MAP .NUMBER 53061 C1315 E PANEL 13.15 OF 1575, EFFECTIVE NOVEMBER 9, 1999:. SITE IS LOCATED IN ZONE Xi AREAS:. DETERMINED TO BE OUTSIDE OF 500 -YEAR FLOODPLAIN DESIGNATION OF THE :FLOOD. ZONE IS PER FEMA FIRM MAP NUMBER 53061C1315 G PANEL 1315:OF 1575' YET TO BE ADOPTED BUT USED FOR DESIGN AND REVIEW IN MANY CASES AND RETRIEVED JANUARY 27, 2011 :FROM SNOHOMISH COUNTY PUBLIC: WORKS WEBSITE - HTTP://Wwwl .CO.sN6HdmisH.WA.us/DEPARTMENTS/Pu.BuC_WORKS/DIVISIONS/.SWM/WORK-AREAS/RIVER_FLOODING/PLANNING/DFIRMAPS:HTM: SITE IS LOCATED IN ZONE..X: AREAS DETERMINED TO BE OUTSIDE THE 0.2%.. CHANCE FLOODPLAIN.- PARKING LOODPLAIN:PARKING PROVIDED: PARCEL A REGULAR 27 HANDICAPPED 2 TOTAL 29 PARCEL B (NOT STRIPED) REGULAR 0 HANDICAPPED I. TOTAL 1 SURVEYORS NOTES: 1. ALL TITLE INFORMATION USED FOR THE PURPOSE OF THIS: SURVEY WAS PROVIDED BY FIRST AMERICAN TITLE. INSURANCE COMPANY BY TITLE .ORDER NUMBER NCS -473831- CLE DATED JANUARY .27, 201.1. 2; SUBJECT PROPERTIES HAVE ACCESS TO EDMONDS WAY. 3. UTILITIES ARE AS ..OBSERVED BY SURFACE :OBSERVATIONS ON JANUARY 27, 2011? UNDERGROUND LOCATES WERE PERFORMED AS PART OF THIS SURVEY. 4. MONUMENTS AND. SURVEY CONTROL THAT: IS SHOWN AS FOUND, WAS VISITED IN JANUARY 2011 UNLESS OTHERWISE. NOTED. . 6. ALl DISTANCES ARE GROUND DISTANCES: IN U.S, SURVEY FEET USING OF - IV D DEC 12 2011 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS i vW&I-j 3 P 0. 0. 1 I. N . 4WA" 0 .z 0 00 LU Q cn Z. CC)._J uj. Lij Q J Q �. a c d1. c W % O tL .... uj a v , �. n° 0 V At. i vW&I-j 3 P p N 0. 1 I. N x cn d v v a c d1. c W % O 0 a v , 44 n° z �, 11 ON 0 Ld X A ¢ � W Li Z �m L N h7 N N 0'p U. N 00 ar z— p00NI`,. 02 0 N h I r ,V., L,., Lu z o0 .- Lo U7 L0 .N ,N . Z W ` a N 00 W �? =5 \ N E tz %s : W04 o t _ cON:. 0 .. N N 0 O u-> E CM c`_ -i o cn. U) .- F E III 2 1w=20' 0 10 20 40 3 4 5 SITE PLAN FORKEY BANK 6 `1 A PORTION OF THE N.W.1/4 OF THE N.E.1/4 OF SECTION 3r;' TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON SPECIAL NOTES 1. ALL ONSITE UTILITIES INSTALLED UNDERGROUND. 2. HIGH CAPACITY GUTTERS SHALL NOT BE INSTALLED. 3. TRUNCATED DOMES AND TACTILE STRIPS ARE NOT REQUIRED FOR EITHER DRIVEWAY ENTRANCE. 4. PARKING LOT STRIPING SHALL BE 4 INCH WIDE AND TRAFFIC GRADE WHITE. 5. ALL CURBING REPLACED ALONG 100TH AVENUE WEST AND EDMONDS WAY SHALL MATCH EXISTING. POWER POLE RELOCATED (SNOPUD) 6. ALL PAVEMENT MARKINGS (INCLUDING CROSSWALKS) IN THE RIGHT OF WAY ON 100TH AVENUE WEST AND EDMONDS WAY RESTORED TO WSDOT STANDARDS PER SHEET C10 PRIOR TO FINAL - APPROVAL. CONSTRUC110N KEYNOTES ONEW ASPHALT CONCRETE PAVEMENT AS PER DETAIL 1/C9.0 ONEW NEW DRIVE THROUGH TELLER CONCRETE SLAB AS PER DETAIL 4/C9. CONCRETE DRIVE SLAB WITH BLACK PIGMENT POWDER PER ARCHITECTURAL SPECIFICATIONS. 30TRASH ENCLOSURE PAD W/ SCREEN WALL. CEMENT CONCRETE PAVEMENT SECTION AS PER DETAIL 4/C9.0 SCREEN WALL PER TRASH ENCLOSURE WALL. ALSO REFER TO TRASH ENCLOSURE DETAILS ON THE ARCHITECTURAL PLANS, SHEET A503. ONEW ONSITE BARRIER CURB AS PER DETAIL 5/C9.0 ONEW SIDEWALK AS PER DETAIL C10.0. PER COE STD. DWG E2.13 6 NEW LANDSCAPING PER LANDSCAPE AND IRRIGATION PLANS. 7 4 FOOT WIDE CONCRETE WALKWAY ONOT USED ONEW ADA COMPLIANT CURB RAMP AS PER DETAIL 8, 9/C9.0 10 NEW DRIVEWAY PER WSDOT STD (TYPE 1) PER DETAIL SHEET C10.0. 11 PARKING STALL STRIPING AND ADA STRIPING MARKINGS AND SIGNAGE AS PER DETAIL 9/C9.0 12 PAVEMENT MARKINGS. PARKING AREA STRIPING SHALL BE 4" WIDE TRAFFIC GRADE WHITE. 13 SAWCUT IN A SMOOTH CONTINUOUS LINE. 2 FOOT SAWCUT REQUIRED WHEREVER CURB IS REMOVED OR REPLACED. 14 BIKE RACK WITH 2 BIKE CAPACITY. COLUMBIA CASCADE MOD 2172 -P -S OR EQUAL PER DETAIL 11/C9.0. LOCATED AT FRONT ENTRY. 15 DRIVE THROUGH TELLER CURB ISLANDS PER PER ARCHITECTURAL PLANS 16 NEW CANOPY PER ARCHITECTURAL PLANS. 17 GAS SERVICE AND METER 18 NOT USED 19 NOT USED 20 NEW LOT LIGHT PER ELECTRICAL PLAN 21 DOMESTIC WATER AND IRRIGATION SERVICE. REFER TO SHEET C8.0 22 NEW CONCRETE CURB AND GUTTER PER CITY OF EDMONDS DETAIL E-2.08 AS SHOWN ON SHEET C10.0. 23 WSDOT TRAFFIC CURB PER DETAIL SHEET C10.0. 24 SIDEWALK, CURBING, AND ADA RAMPS PER DETAIL SHEET C7.1. 25 EX. PEDESTRIAN PUSH BUTTON LOWERED TO WSDOT STANDARDS. 26 NEW PEDESTRIAN PUSH BUTTON PER WSDOT STANDARDS 9 10 CITY OF EDMONDS GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. 'A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL U11UTY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL N011FY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT AND STORMWATER REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THESE REPORTS. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE V PROJECT GEOTECHNICAL REPORT. d 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY N DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF z V ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED V o STRUCTURAL FILL PER GEOTECHNICAL REPORT. W v 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, F c LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. = 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE Z N g INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED .TO THE STORM DRAIN SYSTEM V - WHERE INDICATED ON THE PLANS. UA 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO o INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. z 3 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS zW SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. N 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE L¢ IMPROVEMENTS INDICATED ON THESE DRAWINGS. O 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE Q EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH CITY OF EDMONDS V HANDOUT E72C. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR ONO>�> THE PREVENTION OF ON-SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE LANDSCAPE H W,. PLAN FOR PERMANENT RESTORATION AND STABILIZATION OF THE SITE. N 21. THE CONTRACTOR SHALL KEEP OFF-SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF w w. z THESE STREETS WALL NOT BE ALLOWED WITHOUT PRIOR APPROVAL 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS N SHOWN. W ,Zrj ONO 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM N DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING Y d' d' AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTIUTTES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM OLYMPIC VIEW WATER AND SEWER DISTRICT FOR ALL WATER SERVICE INTERRUPTIONS, OR HYDRANT SHUTOFFS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. O 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE 0 INTERRUP11ONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING U11LIlIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE cr REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. SEE UTILITY PLAN (SHEET C8) FOR ADDITIONAL SEPARATION REQUIREMENTS. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) . FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. i %\ PGR1, OF WAS111 6� All a. V1 Z 23975 p �� Fo/sTER�' AL L EAG\ Iv (r . V En d PERMIT SUBMITTAL N z 0 z V rz V o W W v O F c O = �= � Z N g J• V - J UA < o Z z 3 X zW Lo N N L¢ Z O Q V 00N ONO>�> H W,. z 04Qc000 N I- w w. z 0 N N W ,Zrj ONO W N N >� - Y d' d' U N %\ PGR1, OF WAS111 6� All a. V1 Z 23975 p �� Fo/sTER�' AL L EAG\ Iv (r . V QA SUBMITTAL d PERMIT SUBMITTAL N z 0 N E rz V o W W v O F c N - o ®rn0 U) J• V - J UA U V z 3 O 3 N J J Q V ISSUED / REVISED DATE QA SUBMITTAL O PERMIT SUBMITTAL z �t z 0 Q z O 00 O Q O M W Z O 2 W o O Z o m Lo O T_ CV 5/24/12 ®rn0 6/06/12 REVISED PER FIELD COND. 10/11/12 UA W ISSUED / REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 REVISED PER FIELD COND. 10/11/12 SITE PLAN C2.0 OF 11 ry W Z h¢ - Z 1n U w 00 0 a� 0 U V) LZ 2 �M F 1w=20' E I] C 0 A CUT=555 CY FILL=78 CY NET=477 CY CUT NOTE: VOLUMES BASED ON INITIAL SITE CONDITIONS STORMWATER SUMMA RDY SIMPLIFIEDCITY OF EDMONDS INFILTRATION RATE = 2 IN/HR RAINGARDEN #1 CONTRIBUTING IMPERVIOUS AREA = 2,740 SF BMP AREA REQUIRED = 63 SF BMP AREA PROVIDED = 63 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1 FT RAINGARDEN CONTRIBUTING IMPERVIOUS AREA = 4,374 SF BMP AREA REQUIRED = 101 SF BMP AREA PROVIDED = 115 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT RAINGARDEN #3 CONTRIBUTING IMPERVIOUS. AREA = 1,008 SF BMP AREA REQUIRED = 23 SF BMP AREA PROVIDED = 28 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT RAINGARDEN U4 CONTRIBUTING IMPERVIOUS AREA = 4,008 SF BMP AREA REQUIRED = 92 SF BMP AREA PROVIDED = 95 SF PONDING DEPTH = 1 FT AMENDED SOIL DEPTH = 1.5 FT ROCK PAD SPECIFICATIONS ROCK LINING SHALL BE QUARRY SPALLS WITH THE FOLLOWING GRADATION PASSING 8 INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE 8" PASSING 3 INCH SQUARE SIEVE 40-60% OR MEDIUM STONE SIZE 3" PASSING 3/4 INCH SQUARE SIEVE 0-10 OR MINIMUM STONE SIZE 3/4- ;4. Iw-3�8x--� 377.96 I a . 4< . 317.7fP {i 317.75•• .d iNVaty 4 3 ;9 5 11 F :lh ml A, AIW": i 1. 0 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON Ol CB, TYPE 1 RIM=319.13 O8 � LF 8" DI ® 8.U.0076 9 6 z ct W/ STANDARD GRATE Oa ROOF DRAIN O M 22 CB, TYPE 1 RIM=349:68-318.97 W/ SOLID LOCKING O CB, TYPE 1 W IE=34-1- 316.67 (8" W) Q N W/ BEEHIVE GRATE O2 13 LF 8" SD ® 0.50% 316.12 N RIM=35.:56 318.71 " IE=3#5:6x7 317.33 (8 N) pp 448" 23 55 LF 8" SD ® 9l9l 24 SDCO#5 RIM=319.75 317.30 8" E) OCB, TYPE 1 25 20 LF 6" PVC ® 10 � LF 8" SD 0 0..563%5- W/ BEEHIVE GRATE r --w 00 Z� - RIM=318:6- 318.21 0 F- N .- Lr) IE=314.9-1• 316.01 (8" NE) 11 CB, TYPE 1 Yd'd- W/ BEEHIVE GRATE O4 17 LF 8" SD 0 0.558% 1.64% RIM=34730.318.79 IE=3isag8 317.43 (8" S) OCB, TYPE 1 12 � LF 8" SD ® -M W/ STANDARD GRATE RIM=319.20 319.13 13 O CB, TYPE 1 IE=317.63 317.46 (8 SW) W/ SOLID LOCKING LID O 34 LF 8" SD ® 0.50% RIM=319.22 319.13 IE=314:8'2 315.73 8" SW� 7O CB, TYPE 1 315.58 8" SE 314.89 8" N) W/ BEEHIVE GRATE qq.gg 11..113% RIMS 319.44 14 4_ LF 8" SD 0@%- IE=31531 316.828" W 316.92 8" N 15 ROCK PAD PER SPECIFICATIONS THIS SHEET SDCO#1 16 RIM=319.50 IE=316.74 17 24 LF 6" PVC ® 1.00% a27 LF 6" DI ® 1.00% 19 SDCO#2 RIM=318.45 IE=317.01 20 38 LF 6" DI ® 1.00% 21 SDCO#3 4 OHS s b�W RIM=319.13 I- IE=317.22 z ct ROUTE 6" STUB TO Oa ROOF DRAIN O M 22 CB, TYPE 1 Ng� W/ SOLID LOCKING LID RIM=519-56- 319.22 W IE=3i5.64r 317.136" W Q N 316.79 8" S 316.12 N 04 rr)'� pp 448" 23 55 LF 8" SD ® 9l9l 24 SDCO#5 RIM=319.75 IE=315.25 z00 25 20 LF 6" PVC ® 1.00% MIN. 26 DURA SLOPE TRENCH DRAIN OR APPROVED EQUAL RIM=PER PbQi 318.79 (W), 318.90 (E) IE OUT=318.20 CATCH BASIN NOTE: 0 0 u ALL CATCH BASINS SHALL HAVE A DOWNTURNED 90 DEGREE ELBOW TO RESTRICT OUTFLOW OF OIL AND PAINT WITH 4" WIDE OTHER FLOATABLES. THERE SHALL BE AT LEAST 9 WHITE DIAGONAL STRIPES INCHES OF CLEARANCE BETWEEN THE ELBOW AND THE INSIDE OF THE CATCH BASIN. COMPACTED ASPHALT BERM FILL NOTE: ALL FILL SHALL BE SELECT GRANULAR STRUCTURAL GRIND PRIOR TO INSTALLATION FILL. NO PEA GRAVEL OR FINE GRAINED SOILS AND TAR SEAL SEAM SHALL BE ALLOWED. 1.51% 27 49 LF 4" DI ® 9.60% MIN CONNECT TO CB #5, IE=317.46 28 2" HIGH BY 2' WIDE ASPHALT BERM PER DETAIL THIS SHEET FOR RUNOFF DIVERSION INTO RAIN GARDEN. CAUTIONH UTILITY CROSSINGS EXIST. 29 NOTIFY ENGINEER IMMEDIATELY IF ASBUILT CONDITIONS DIFFER FROM WHAT IS SHOWN ON PLAN NOTES: 1) HIGH CAPACITY GUTTERS SHALL NOT BE INSTALLED FOR THIS PROJECT. 2) ALL NEW CURBING TO BE REPLACED ON 100TH AVE W AND EDMONDS WAY SHALL MATCH EXISTING. 3) RAIN GARDEN AREAS SHALL BE PROTECTED DURING CONSTRUCTION FROM OVER COMPACTION. LANDSCAPE NOTES: ALL LANDSCAPE AREAS MUST USE BE COMPOST AMENDED Li SOILS CONSISTING OF 1) A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO B.O. y�$ 2) THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES. 33779 3) SUBSOILS HALL BE SCARIFIED AT LEASE 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL. 4) PLANTING BEDS MUST BE MULCHED WITH AT LEAST 2 INCHES OF ORGANIC MATERIAL. 5) ALL ORGANIC MATERIAL MUST MEET THE DEFINITION OF COMPOSTED MATERIAL AS DESCRIBED IN 2005 STORM WATER MANUAL BMP T5.13 1'-10" 2" 2 -INCH ASPHALT BERM NOT TO SCALE = 4 OHS s b�W Vi W I- PERMIT SUBMITTAL z ct :7 U Oa N O O Q O M w Ng� W O c) z O 2 z W ® 0 6ONeJy Q N .- w 04 rr)'� .a S m o Z z00 N CNO w� w N Q co r --w 00 Z� - 0 F- N .- Lr) w� a 04 00 Z LO LIJ C4 6 C%4 Yd'd- Uc=n ✓� �F WAs� Nr t yc� p 23975 FG/SIER`� BONA L V a H E Z v 0 W v 1� c y - 0 r v= j ' ca Z O 3 N J J a v ISSUED / REVISED DATE QA SUBMITTAL O PERMIT SUBMITTAL z ct V z � Q z N O O Q O M �C40 {� z oo W O c) z O 2 LO o t- N 5/24/12 ® a) 0 W ISSUED / REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 REVISED PER FIELD COND. 10/11/12 GRADING AND STORM DRAINAGE PLAN C7.0 OF 11 I I I I X Of w z z V) U M O 00 C0 00 0 U N rn 3 I 0 N O Lo i 0 co v 0 N O Lo 0 0 _ o Lo i LZ F E FBI L C A �01Am � 2 3 4 5 UTILITY PLAN 0 7 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 36, TOWNSHIP 27 N., RANGE 3 E., W.M. EDMONDS, WASHINGTON �3 0 Q1 NEW SSCO RIM=319.50 IE=316.00 Q2 10 LF 6" PVC SDR 35 SIDE SEWER 0 2.00% O3 NEW SSCO RIM=318:95- 318.90 IE=315.80 ® 45 LF 6" PVC SDR 35 SIDE SEWER 0 3.00% Q5 NEW SSCO RIM=319.59- 319.70 IE=314.45 ©75 LF 6" PVC SDR 35 SIDE SEWER 0 2.00% MIN. CONNECT TO EX. 6" SIDE SEWER ONEW SSCO RIM=319.i6- 318.85 IE=TO BE VERIFIED 6" BACKWATER VALVE ® NEW 3/4" IRRIGATION METER, DCVA, AND SERVICE LINE. SEE IRRIGATION PLAN FOR CONTINUATION. O RELOCATED WATER METER WITH NEW RPBA AND DOMESTIC LINE 10 NOTE 1) ALL NEW AND EXISTING UTILITIES SHALL BE PLACED UNDERGROUND. 2) LOCATION AND ELEVATION OF EXISTING SIDE SEWER SHALL BE VERIFIED PRIOR TO CONSTRUCTION. 3) WHERE WATER SERVICE LINE CROSSES SEWER LINES WITH LESS THAN 18", THEN THE WATER LINE SHALL BE SLEEVED WITH A 20 LF PIECE OF 4" PVC PIPE. P. GRA je OF W A S,yl 23975 O �� Fo / ss�ONA �O. V a V b� o W p PERMIT SUBMITTAL . W Z W o a �►` mo=o z w G Q W C:) m OO" 4 GOO", ' N 5/24/12 ® 0) Lo W d Ld w Q Q m —7 0 Z C7 000404 z ww>F w Z�N00 04 r- CO 00 Z 0 Lr) C7 ui P. GRA je OF W A S,yl 23975 O �� Fo / ss�ONA �O. V a ISSUED / REVISED DATE QA SUBMITTAL p PERMIT SUBMITTAL z V z og � Q a z N 00 d M LLI ® z O 2 G Q W C:) m Z O 2 VI ^^ O N 5/24/12 ® 0) 0 W w ISSUED / REVISED DATE QA SUBMITTAL 11 18 11 PERMIT SUBMITTAL 12/12/11 BID SET 2/17/12 PERMIT RESUBMITTAL 2/24/12 PERMIT RESUBMITTAL 4/13/12 BULLETIN #2 5/22/12 WSDOT COMMENTS 5/24/12 SITE PLAN REVISION 6/06/12 REVISED PER FIELD COND. 10/11/12 UTILITY PLAN C8.0 OF 11