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9801 EDMONDS WAY.PDF1111111111111111079i 9801 EDMONDS WAY 00v_?0 ..� t �o�0 m D� o �- CL �, O_" C � r A f ° / cn •<� eD • r ., -O fD �• ` ;c • 1 Do7C<�(n # . Fru �• CI "c. mO�00oD (D ow meD a p D m n Z O D Z S D � < •� A � �+ � f+fir , �/ oo r oy . M4� t{ Co Mm~• D P, a t tfo +. Z > -310C. WO CA o. C fp n ; w In d �• � �• q I C C S. A 9 O �• C G Vi �• Vl � / , °fla b 00 -o -V 1 M, c c 0 3 :=• p O r A� � o cn tj NW -4 oW fD x a o W p v� O 3 cn00 O O N O 4 .0 � � �9 ,®{ � , , � a m d� :,> f •o s, rmmoN � O tA t � L• . 4 ftr' 1, ° O A a. 00 0 N C F�►A r. Q� N9 n r R A UQ , h �. O a � A a ft e�•r � • Q. c GcflU) A �, c CLI momWoov T 7 O m Uq (p m K r oo 1=, o =O v 0 Z �i nD zU) D 1 °- � ao r � o r o> Mm > c r• `, " 4fO o w t'z-.ol - -� W' o Cf) o p�� S, ow �• f/1 0 CD •r.� n . o o rt m -0-0� �+oo r G) O N � N y aN = o D cn N co N O "C G M N Y r. 3 W O 0) 1 0 r. V1 ii r. � O O O 1Jkv N o a as �• +� rAow o ow r ADDRESS: TAX ACCOUNT/PARCEL NUMBER: ( l 3&oct t3wo-pts BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) FOR: CRITICAL AREAS: DETERMINATION: F1Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S:—\112'9, b- (59.fli'23. DRAINAGE PLAN DA PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): [�.�Il, ► ■1 _ A �LL �. \� ` �i�I,� l.. �� ` �' ' !.� \. ' �I • ` 1I�J■ __I I i, I�l�.. �y_ PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: UQC18" SEWER LID FEE $: LID SHORT PLAT FILE: LOT: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) GEOTECH REPORT DA' STREET USE / ENCROACHMENT PERMIT FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DSTs\Forms\Street File Checklist.doc BLOCK: . ""`:' ..,u -f •- 1. ': ..-r...,'' wsL•'a;,%i• "ly,;.,,.i""YNlq 1`•`*.y;,,,..r.,. ,..-./l.,, UJB"+v �.r'•iy! Y...,y�jnF'uI,MY+.ir-.�•i.-n-•..'wr'Y,:.wk1`"YdG't::"i-v"•j iof Edmonds PERMIT NO; 9869 PERMIT EXPIRES l 89� SIDE SEWER. PERMIT f 3 d Address of Construction: C1 S 0 1 T D bo -OHO S w Air LID # Property Tax Account Parcel No. .% b 3 3 16 00-1 l 37-,00 Attach copies of all access and tility easemen Verified and Approved.,by Owner and/or Contractorh> '-' Contractor License #:CC2 rri m P Q Buildi it #: �-► ` � 05, �� ❑ Single Family Invasion into City *Right -of Way: ❑Yes'. 'tet "" ❑ Multi -Family (No. of Units *RW Construction Permit # .Commercial (No. of Units ) Cross other *-*Private Property: ❑ Yes o- ❑ Public **Attach legal description and copy of recorded easement. Owner/ ntracto'r Z Ow er or contractor signature and acknowledgement statement: Date y signing for this permit I certify that I have read the City's public handout entitled ►de Sewer Specifications; and: shall comply with all City requirements outlined therein. CALL DIAL -A -DIG (1-800-4 r5555) BEFORE ANY EXCAVATION W FOR INSPECTION CALL 42_5-77.1-0220 extension�j,r21 24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS • 6 A T, 10 G C9TY `OP ED OND S Bvs�IIXIN PERMIT. dieg D ' artment TLIC-ATION—is here'oy made for a peraut'to construct the following work, in accordance -with 'the'accom= i iying...plans. ani3 speci.fica�o, Two sets are submittj _ed'heiewith for approval Off -St: x new alter • -�R.. ' --• ---- --..:... king orky. addn':, repair • Par ph = a .... _... Const. type-._..... '-� 4r-7 Use zone.. .= I ___... Fire zone..... .................. rupan ldress--•-•--•--- Blk......-•••--....-----•-. Addn....................................... -- ••. t frontage .. ..:.-•....................... Area--.-.--.-------.-.-.- .-- ..... Septic tank:..........-...........-- ..... a .:•:• •� Bldgaet�acks =•front-_... =•---•-•--•----...... r. side...... 1. side_..._..... rear ................................ 7.6 l��.—�_u+�_ rte.... Address..7G'.7_.'.v... •-•'•l•-�vTe1. 'No cQ..7�` /!'s�r'%z:?....... Address.... �Y. Burlder�1�. . ..�-_ -=Plans b Address. Tel: No . _ y --- 1 ,• 3 r Remarks.�iti��ti,4R-�eC ------`�•- �. -:i -- .............. ....----.............--.•-----------...................------•-----..............----------.-•----............. - The above is a.correct statement, and I'agree to comply with all applicable Codes and: State laws. regulating- thrs ._. ' 'work : a . _ .,_ ..... �� ; �.� address.._.. : Date. �:-:!�.... lea'. Signed `Owner/Agent::.----•-�• �.... . L.;,� ';A i ,AERl1AfT: for the above work is •hereby,ipprcyved,-subject to•tl a above conditions, and to comphanee,with t}ie ap `j proved "glans and specifications, acid Building Department notations ther$on. .Valuation :..:.:t�.. �..... Permit:fee..-T".'T'�"�... r""�Recd. by...�- �`� 171,�- '&uldin ' D artment, By.........................................Date...' , g eP'' Th Permit does not cover Plumbing, Sewer or Electrical insra�kiiioru Permit limit, one ;yeai- 0 z H z w w m w a a P4 CH a 0 a a wx ❑ J t3 b n IL U C 4c z b U w z H v e 0 V W w 0 V S I.- 6 z P4 i t� 0 1F- a d Dear Mr. Ramsing: We are pleased to present this geotechnical engineering report for the proposed Starbucks Building to be constructed in Edmonds, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations and retaining walls. This work was authorized by your acceptance of our proposal, P-9083, dated December 3, 2014. The attached report contains a discussion of the study -and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. DRW:at Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. I! - G E 4 T E C H 13256 Northeast 20th Street, Suite 16 INC. STnrn: Washington -8005 BelleCONSULTANTS, (425) 747-5618 FAX (425) 747-8561 -5618 FAX REVISION January 16, 2015 MAR 17 2015 JN 14497 KDW Salas O'Brien BUILDING DEPARTMENT 10202 Fifth Avenue Northeast, Suite 300 CITY of EDMONDS Seattle, Washington 98125 Attention: Eric Ramsing via email: eric.ramsing@salasobrien.com Subject: Transmittal Letter - Geotechnical Engineering Study Proposed Starbucks Building 9801 Edmonds Way Edmonds, Washington Dear Mr. Ramsing: We are pleased to present this geotechnical engineering report for the proposed Starbucks Building to be constructed in Edmonds, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations and retaining walls. This work was authorized by your acceptance of our proposal, P-9083, dated December 3, 2014. The attached report contains a discussion of the study -and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. DRW:at Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. I! GEOTECHNICAL ENGINEERING STUDY Proposed Starbucks Building 9801 Edmonds Way Edmonds, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Starbucks Building to be located in Edmonds. This building location is on a lot at the southeastern corner of a larger development that was constructed in approximately 2013. A new Walgreens Building is located north of the proposed Starbucks Building; it was the main building constructed on the larger development. Our firm was involved in the geotechnical engineering aspects of that development. We were provided with preliminary Grading and Drainage Plan prepared by CG Engineering. Based on the plan, we understand that the building will be located on the southeastern portion of the lot. The building will have a slab 'grade.of approximately elevation 324 feet, which is very close to the existing grade of the site. A relatively flat driveway and parking lot will be adjacent to the northern and western sides of the building. Thus, we believe that little grading . is needed for project. If the scope of the project changes from what we. have described above, we should be provided with revised plans In order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in Edmonds. As noted above, this site is part of a larger development that was recently done. The development included a new Walgreens Building and surrounding paved areas, which is just north of the site. The southern portion of the Walgreens's site and the subject site are both nearly level; the subject site declines about 2 feet maximum to the south. A majority of the site is undeveloped, having a surface of soil with no vegetation. However, a paved driveway does exist on the eastern end of the site. In addition, there appears to be the beginning of some prior foundation work for a building on the southeastern portion of the site (old forms and plywood are located there). SUBSURFACE As part of our -involvement in the larger development, we observed the drilling of five test borings on the development site in 2012. One test boring was drilled on the eastern side of where the new Starbucks Building is proposed. To supplement the information in the test boring, we recently explored the subsurface conditions in the proposed building area by excavating three test pits at the approximate locations shown on the Site. Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were. excavated on January 9, 2015 with a rubber -tired backhoe. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained GEOTECH CONSULTANTS, INC. KDW Sa/as O'Brien JN 14497 January 16, 2015 Page 2 representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. The test boring was drilled in 2012 using a truck -mounted, hollow -stem auger drill. Samples were taken at approximate 2.5- to 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test boring, and obtained representative samples of the soil encountered. The Test Boring Log is also attached as Plate 5. Soil Conditions Approximately 3 to 4.5 feet of loose to medium -dense fill soil was revealed at the ground surface in the explorations overlying an old layer of topsoil. Native, loose to medium -dense, slightly silty sand was revealed under the topsoil. At depths of approximately 6 to 7.5 feet, the sand became less silty and medium -dense to dense. The test pits were excavated to a maximum explored depth of 9 feet. The previous test boring within the subject site was drilled to a depth of 16.5 feet. The sand in the test boring became dense at approximately 10 feet. In the several other test borings drilled throughout the.larger development, the sand became very dense within about 20 feet of the ground surface. Groundwater Conditions No groundwater seepage was observed in the test pits and boring. Although groundwater levels vary seasonally with rainfall and other factors, we do not anticipate that groundwater will be a significant consideration for this project. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Where a transition in soil type occurred between samples in the boring, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the exploration logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of test pit backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. GEOTECH CONSULTANTS, INC. KDW Sa/as O'Brien January 16, 2015 CONCLUSIONS AND RECOMMENDATIONS GENERAL JN 14497 Page 3 THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY.. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The explorations done in the area of the proposed building encountered approximately 6 to 7.5 feet of loose fill, topsoil, and native sand soil overlying medium -dense to dense sand that becomes more dense with - depth. We believe that there would be excessive total and/or differential settlement of the building if it were built on a shallow footing foundation because of the loose upper soils. We therefore recommend that the foundation loads of the proposed building be extended down to or into the underlying medium -dense to dense sand soil. Conventional footings could only ,be used if overexcavations"were made at their locations down to the medium -dense to dense sand. To avoid the overexcavations, a deep foundation system consisting of driven pipe piles would be a very viable option. It has been our experience that driven pipe piles are more cost effective than the overexcavation-for-footings option; thus, we have provided details for driven pipe piles in this report. ' I The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Existing pavements, ground cover, and landscaping should be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through. walls, slabs,, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied, areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include GEOTECH CONSULTANTS, INC. KDW Sa/as O'Brien JN 14497 January 16, 2015 _ Page 4 revisions to our recommendations to accommodate site, development, and - geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class D (Stiff Soil). The site soils have a low potential for seismic liquefaction because of their dense nature and the absence of -near-surface groundwater. This statement regarding liquefaction includes the knowledge of the determined peak ground acceleration noted below. r As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Ss) and 1.O second period (Si) equals 1.2g and 0.4g, respectively. The International Building Code (IBC) states that a site-specific seismic study need not be performed provided that the peak ground acceleration be equal to SDs/2.5, where SDs is determined in ASCE 7. It is noted that SDs is equal to 2/3SMs• SMs equals Fa times Ss, where Fa is determined in Table 11.4-1. For our site, Fa = 1.0. Thus, the calculated peak ground acceleration that we utilized for the seismic -related parameters of this report equals 0.32g. PIPE PILES Three- or 4 -inch -diameter pipe piles driven with a 650- or 800- or 1,100 -pound hydraulic jackhammer to the following final penetration rates maybe assigned the following compressive capacities. Note: The refusal criteria indicated in the above table are valid only for pipe piles that are installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on the top of the pile during driving. If the piles are installed by alternative methods, such as a vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous load tests to 200 percent of the design capacity would be necessary to substantiate the allowable pile load. The appropriate number of load tests would need to be determined at the time the contractor and installation method are chosen. As a minimum, Schedule 40 pipe should be used. The site soils should not be highly corrosive. Considering this, it is our opinion that standard "black" pipe can be used, and corrosion protection, such as galvanizing, is not necessary for the pipe piles. GEOTECH CONSULTANTS, INC. KDW Sa/as O'Brien JN 14497 January 16, 2015 Page 5 Based on the depth of the upper loose soil and the density of the underlying competent sand, it is likely that the embedment depth below the ground surface of approximately 15 to 20 feet will be needed for the pipe piles. However, we recommend that a pipe pile contractor. be consulted as to an estimate of pile lengths based on the explorations. Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may require that shims be used or that beads of welding flux be applied to the outside of the coupler. Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the. foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level compacted fill. We recommend using a passive earth pressure of 300 pounds per cubic foot (pcf) for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate passive value. If the lateral resistance from fill placed against the foundations is required for this project, the structural engineer should indicate this requirement on the plans for the general and earthwork contractor's information. Compacted fill placed against the foundations can consist of onsite, non- organic sand that is tamped into place using the backhoe or is compacted using a jumping jack compactor. It is necessary for the fill to be compacted to a firm condition, but it does not need to reach even 90 percent relative compaction to develop the passive resistance recommended above. Due to their small diameter, the lateral capacity of vertical pipe piles is relatively small. However, if lateral resistance in addition to passive soil resistance is required, we recommend driving battered piles in the same direction as the applied. lateral load. The lateral capacity of a battered pile is equal to one-half of the lateral component of the allowable compressive load. The allowable vertical capacity of battered piles does not need to be reduced if the piles are battered steeper than 1:5 (Horizontal:Vertical). FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: PARAIWETER VALUE Active Earth Pressure * 35 pcf Passive Earth Pressure 300 pcf Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and active and Passive Earth Pressures are computed using the equivalent fluid pressures. " For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. GEOTECH CONSULTANTS, INC. 1, KDW Salas O'Brien JN 14497 January 16, 2015 Page 6 The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes,, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to 'reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofin_g Backfill placed behind retaining or foundation" walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. GEOTECH CONSULTANTS, INC. KDW Salas O'Brien January 16, 2015 JN 14497 Page 7 It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of, backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof � below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over, time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should.be provided where future seepage through the walls isnot acceptable. This typically includes limiting cold joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a. thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be. reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop firm existing fill or on new structural. fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer consisting of a minimum 4 -inch thickness of clean gravel or crushed rock that has a. fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. GEOTECH CONSULTANTS, INC. KDW Sales O'Brien JN 14497 January 16, 2015 Page 8 As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders such as 6 -mil plastic sheeting have been used in the past, but are now recommending a minimum 10 -mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. 1) In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8 -inch -minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends -that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, 'Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCAVATIONS AND SLOPES No excavated slopes are anticipated other than for utility trenches. Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. GEOTECH CONSULTANTS, INC. KDW Salas O'Brien JN 14497 January 16, 2015 Page 9 The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with .similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface runoff be directed away from the top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the'area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. DRAINAGE CONSIDERATIONS Footing drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch -minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains'must not discharge into the foundation drain system. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs=0n-Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains'. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up on top of the vapor retarder. No groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section. GEOTECH CONSULTANTS, INC. KDW Sa/as O'Brien January 16, 2015 GENERAL EARTHWORK AND STRUCTURAL FILL JN 14497 Page 10 All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or- near, rnear, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not ;sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our explorations and assume that the soil and groundwater conditions encountered in the test pits and test boring are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly GEOTECH CONSULTANTS, INC. KDW Salas O'Brien January 16, 2015 JN 14497 Page 11 encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits and borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of KDW Salas O'Brien, the property owners, and its representatives for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in. accordance with our understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech. Consultants, Inc. should be retained to. provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and'site safety, and dimensional measurements, will be the responsibility of the contractor. 6' During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 5 Test Pit and Boring Logs GEOTECH CONSULTANTS, INC. J KDW Salas O'Brien JN 14497 January 16, 2015 Page 12 We appreciate the opportunity.to be of service on this project. Please contact us if you have any questions, or if we can be of further assistance. Respectfully submitted, GEOTECH CONSULTANTS, INC. DRW:at �`SjON�L E� Vila/17 D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. 1 GEOTECH CONSULTAN'T'S, INC. (Source: Microsoft MapPoint, 2013) VICINITY MAP 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 14497 1 Jan. 2015 1 T T,00f drah-2- 4M goo, T=r- - 1: 1,:TV: 3-1 7 STARS= 2II i! e LL )mn lineIE EdmondswaY:'.'---;— San MH '.Rim - 322201 Alm = 323.021 FA .1117N F/L-316.3Z' -- I v Legend:. February 2012 Test Boring January 2015 Test Pits GEOTECH CONSULTANTS, INC. i SITE EXPLORATION PLAN 9801 Edmonds Way Edmonds, Washington Job No: Date: 1 Plate: 1 :2] 14497 Jan. 2015 No Scale 5 10 5 10 o`o��e��a'�a�\e SGS p G '( J FILL TEST PIT 1 Description Gray silty SAND with some concrete debris, cery moist, medium -dense (FILL) -becomes more brown/mottled, loose Old topsoil Brown slightly silty SAND, moist, loose to medium -dense :SP . -becomes mostly gray, less.silt, with some gravel, medium -dense to dense * Test Pit terminated at 9 feet on January 9, 2015. * No groundwater seepage was observed during excavation. * No caving observed during excavation. FILL TEST PIT 2 Description Gray silty SAND, very moist, loose to medium -dense (FILL) -becomes gray Old opsoi Brown slightly silty SAND with some tree roots, loose to medium -dense SP , i -becomes mostly gray, less silty, with some gravel, medium -dense to dense * Test Pit terminated at 7 feet on January 9, 2015 * No groundwater seepage was observed during excavation. * Caving was observed at 4 and 6 feet during excavation. GEOTECH CONSULTAN'T'S, INC. TEST PIT LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 14497 1 Jan. 2015 DRW 3 I E 10 a 5 �eQ SCP yJ' a -P J5G FILL TEST PIT 3 Description Gray silty SAND, very moist, loose to medium -dense (FILL) -becomes gray Old topsoil Brown slightly silty SAND, moist, loose to medium -dense -becomes mostly gray, less silty, with some gravel, mediur * Test Pit terminated at 6.5 feet on January 9, 2015. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. dense TEST PIT LOG 9801 Edmonds Way Edmonds, Washington Job Date: jLoggedby: JPlate: 14497 1 Jan. 2015 DRW 4 5 T 15 20 25 � BORING 1 oca�Q�e �G5 . Description Approximate Elevation 323.5'1 Q GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by. Plate: 14497 January 2015 JLH 5 11 9 1 2 4 inches of asphalt pavement over; Orange brown, slightly silty SAND with gravel, fine to medium grained, with black, orange and gray sand, very moist, loose to medium dense (Possible FILL) Light gray to lighfbrown SAND with gravel, medium grained, moist, dense 27 3 36 4 SP _with some coarse sand and trace silt 34 5 * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during drilling. Q GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by. Plate: 14497 January 2015 JLH 5 �. '' � I IIIIII VIII VIII II III VIII VIII VIII VIII VIII VIII VIII (III IIII 201305100186 4 PGS 0511012013 9:46am �75.00 UPON RECORDED RETURN TO: SNOHOf�ISH COUNTY, RSHINGTON '� City Clerk O EXCISE TAX o City of Edmonds REQUIRED 121 - 5th Ave. N. LLJ Edmonds, WA 98020 MAY O 9 ZUi3 KIRKS SIEVEM, Snohon, " Ggufl y Tr=VW t KIRKE SIEVERS Space above this line for recorder's use Document Title or Titles: Public Pedestrian Access Easement Name of Grantor: Wuscher Family LLLP, a Washington limited liability limited partnership Name of Grantee: City of Edmonds, a Washington municipal corporation Pages referencing additional names: None Abbreviated Legal Description: Northwest 1/4 of the Northwest 1/4 of the Northeast 1/4 of Section 36, Township 27 North, Range 03 East, Willamette Meridian, Snohomish County, Washington Additional Legal Description Found On: Exhibit A Assessor's Property Tax Parcel Number or Account Number: 27033600113300 1 ST AM .mss/v�q� 1 EXHIBIT A Easement Legal Description That portion of the Northwest quarter of the Northwest quarter of the Northeast quarter of Section 36, Township 27 North, Range 3 East of the Willamette Meridian, in Snohomish County, Washington, described as follows: The South 4.00 feet of the following described parcel: Beginning at the Northwest corner of said subdivision; thence South 0'51'04" West, along the West line of said subdivision, 210.00 feet; thence South 88°45'18" East, parallel to the North line of said subdivision, 37.50 feet to the East margin of 100th 'Avenue West; thence South 0° 51'04" West, along said East margin, 119.83 feet to the North line of the South half of the Northwest quarter of the Northwest quarter of the Northeast quarter of said section; thence South 88°44'17" East, along said North line, 292.12 feet to the TRUE POINT OF BEGINNING; thence continuing South 88°44'17" East, along said North line, 304.61 feet" to the West. line of the East 25 feet of said South half, being the West margin of 98th Avenue West; thence South 0°29'27" West, along said margin, 285.11 feet to the -North margin of 230th Street SW, being a point on a curve, the center of which bears North 3°37'30" West 1,388.10 feet; thence Westerly along said margin an arc distance of 119.32 feet to a point of tangency; thence North 88°41'59" West,' along said margin, 316.80 feet; thence North 0'51'04"- East 239.92 feet; thence South 88'44'17" East 129.78 feet; thence North 0 ° 40' 16" East 50.00 feet to the true point of beginning.' EXCEPTING THEREFROM the East 178.02 feet. ALSO EXCEPTING THEREFROM any portion lying within the boundaries of Edmonds Way (SR 104). EXHIBIT B Depiction of Easement Location JAMUM4C 7VNT LOCATED IN THE NORTHWEST ONE-OUARTER OF NORTHEAST ONE-QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON DAT£: MARCH 25, 2013 LAT 10 / SW CORNER OF f VtE\N ESTATES ` O ,OLYMPIC VIEW OL` mp ESTATES NO. 1" LOT 11 ^LOT 12 S 88°4510' E S 88°48'23" E _ LL 0 0 N LL3 S c°3 z S 88°45'10" E 129.78' 50 0. 50 SCALE 1' = 50' mco 1ttItIO/JYIIJI►\�t1�1t�tN� yy C"i•' y� •' • a • �a5Lu z " ••P2i_5 w!i1 • o `3 1-133 r . SURVEYED BY FOSTER & MADDU% SURVEYING. INC_ ' .1 . 708 NE 238TH PLACE WOOD VILLAGE, OREGON 97060-2921 4.00` PUBLIC PEDESTRIAN 503-687-8307 503-997- ACCESS EASEMENT . 503-740-49729972 1 258.03' t59.14' N 88"46'30" W vvi� c l] N1 tV O S W A Y C ' � T A T (; F;:R CD lJ 7-E-=: 1-,! C% _ '1 O -14- I IIIIII VIII VIII VIII VIII VIII VIII VIII VIII VIII VIII VIII IIII IIII 2013051 1012013 9;46am 1153.1000 PGS UPON RECORDED RETURN TO: SNOHONISH COUNTY, RSHINGTON City Clerk City of Edmonds NO EXCISE TAXA' 121 - 5th Ave. N. REQUIRED �o Edmonds, WA 98020 MAY 0 9 2013 KRA LIVERS, Snohomish County Trwer • �� , KIRKE SIEVERS �,_, 1 Space above'this line for recorder's use Document Title or Titles: Utilities Easement Release and Storm Water Easement and Grant Agreement Name of Grantor: Seven Hills Properties 25 LLC, a Washington limited liability company Name of Grantee: City of Edmonds, a Washington municipal corporation Pages. referencing additional names: None Prior Recorded Documents: 8005290185 and 8005300038 Abbreviated Legal Description: Northwestl/4 of the Northwest 1/4 of the Northeast 1/4 of Section 36, Township 27 North, Range 03 East, Willamette Meridian, Snohomish County, Washington Additional Legal Description Found On: Exhibit A Assessor's Property Tax Parcel Number or Account Number: 27033600113300 and 27033600113200 IST AM 5lo2!v C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\EO5TXED6\Seven_Hills_Edmonds_Storm_Water_Easement. DOC 1 . 0 • UTILITIES EASEMENT RELEASE AND STORM WATER EASEMENT AND GRANT AGREEMENT THIS UTILITIES EASEMENT RELEASE AND STORM WATER EASEMENT AND GRANT AGREEMENT (this "Agreement") is entered into as of the 30th day of April, 2013, by and between Seven Hills Properties 25 LLC, a Washington limited liability company ("Seven Hills") and the City of Edmonds, a Washington municipal corporation ("City of Edmonds"). Seven Hills is the fee owner of that certain real property located in Snohomish County, Washington is legally described on the attached Exhibit A (the "Seven Hills Parcel"). The Seven Hills Parcel is burdened by a reservation of utilities in a vacated street area pursuant to City of Edmonds Ordinance No. 2141 recorded with the Snohomish County Auditor on May 29, 1980 under Recording No. 8005290185 and on May 30, 1980 under Recording No. 8005300038 (the "Existing Utilities Easement"). Seven Hills desires that the Existing Utilities Easement be terminated and released by the City of Edmonds and Seven Hills further desires to grant the City of Edmonds a storm water easement on the portion of the Seven Hills Parcel legally described on the attached Exhibit B and depicted on the attached Exhibit C (the "Easement Area"). NOW, THEREFORE, in accordance with the foregoing recitals, Seven Hills hereby covenants and agrees with the City of Edmonds as follows: 1. Release of Existina Easement. The City of Edmonds hereby terminates and releases all right, title and interest of every nature held by the City of Edmonds, its successors and assigns arising under or accruing as a result of the Existing Utilities Easement. The termination and release of the Existing Utilities Easement shall be effective upon the recordation of this Agreement with the Snohomish County Auditor and upon such recording, the Existing Utilities Easement shall be null and void and of no force and effect. 2. Grant of Easement. Seven Hills hereby grants and conveys to the City of Edmonds a permanent easement for the installation, construction, operation, maintenance, repair, reconstruction or replacement of a storm water pipeline and necessary appurtenances, over, across, through and below the Easement Area, and the further right to remove trees, bushes, undergrowth and other obstructions, excluding the building located or to be located'upon the Easement Area, interfering with the location, construction, operation, maintenance, repair, reconstruction or replacement of such storm water pipeline and appurtenances, together with the right of access to the Easement Area at any time for the stated purposes. 3. Work/Restoration. When necessary to maintain, repair, reconstruct and/or replace the storm water pipeline and appurtenances, the City of Edmonds shall have the right of entry for such purposes, provided that, when such entry is necessary, any such activity shall be performed in a workmanlike manner with all reasonable haste and using reasonable efforts to avoid causing any damage to, or interference with, any improvements on or within the Easement Area (including, without limitation, any other utility lines installed under, across or within the Easement Area) or on or within the real property adjacent to the Easement Area, and the Easement Area shall be restored to substantially its previous C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\EO5TXED6\Seven_Hills_Edmonds_Storm_Water_Easement.DOC 2 • condition as soon as reasonably possible, with the costs of such activity and/or restoration being borne by the City of Edmonds. At Seven Hill's request, the City of Edmonds shall mark on the surface of the.Easement Area the exact location of the City of Edmond's actual or anticipated underground facilities in the Easement Area. In connection with the use of the Easement Area, the City of Edmonds shall: (a) use its best efforts to provide for the safety and convenience of all persons using the Easement Area; (b) regularly inspect, and, at all times, maintain the City of Edmond's facilities and related equipment in good order and repair and in proper operating condition; and (c) except in an emergency, all repair and maintenance work shall be performed such that the Easement Area shall not physically be disturbed except on weekends and with not less than fourteen (14) days prior written notice to Seven Hills. 4. Reservation of Rights to Use Easement Area. Seven Hills retains the right to use: (i) the surface area of the Easement Area to install parking, landscaping, fencing and similar or related improvements, and (ii) to the extent such use is not incompatible with the City of Edmond's use thereof, the subsurface areas of the Easement Area. Seven Hills specifically reserves the right to allow other utility lines to be installed under, across and within the Easement Area, provided such utility lines do not materially interfere with the installations of the City of Edmonds. The City of Edmonds shall not damage or cause interference with the operations of any improvements or facilities installed by such other authorized users of the Easement Area. 5. Liens. The City of Edmonds shall not permit any claim, lien or other encumbrances arising from the City of Edmond's use of the Easement Area to accrue against or attach to the Easement Area or the interest of Seven Hills in adjacent lands. 6. Seven Hill's Self -Help Remedies. If the City of Edmonds fails to perform any obligation set forth herein and fails to cure the non-performance of such obligation within. thirty (30) days after written notice from Seven Hills (however, no notice to the City of Edmonds shall be required in an emergency), Seven Hills shall have the right, but not the obligation, to perform such obligation and be reimbursed for the reasonable cost thereof by the City of Edmonds within ten (10) days after receipt ofa statement therefor along with any documentation substantiating the costs incurred by Seven Hills reasonably requested by the City of Edmonds. 7. Compliance With Laws. The City of Edmonds shall construct and maintain the City of Edmond's improvements in accordance with all applicable laws, rules and regulations. 8. Insurance. The City of Edmonds shall maintain comprehensive general liability insurance, including contractual liability coverage, with a minimum combined single limit of bodily injury, personal injury and property damage coverage of Two Million Dollars ($2,000,000.00), insuring against all liability arising out of or in connection with the Use or occupancy of the Easement Area. Such insurance shall name Seven Hills, its lenders and property managers as additional insureds, shall specifically include the liability assumed under this Agreement by the City of Edmonds (provided, however, that the amount of such insurance shall not be construed to limit the liability of the City of Edmonds hereunder), and' shall provide that it is primary insurance and not "excess over" or contributory with any C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\EO5TXED6\Seven—H ills—Edmonds—Storm—Water—Easement. DOC 3 • • other valid, existing and applicable insurance in force for or on behalf of Seven Hills. The policy shall not eliminate cross -liability and shall contain a severability of interest clause. 9. Indemnity. The City of Edmonds shall indemnify, protect, defend and hold harmless Seven Hills, its heirs and assigns for, from and against claims, liabilities, costs and expenses arising out of any act or omission of the City of Edmonds in connection with the construction, operation, or. maintenance of the improvements. . 10. Invalidity. If any provision of this Agreement shall be invalid or unenforceable the remaining provisions shall not be affected thereby, and every provision of this Agreement shall be valid and enforceable to the fullest extent permitted by law. 11. Rights and Obligations of Successors. The restrictions, benefits and obligations hereunder shall create mutual benefits and servitudes running with the land and shall bind and inure to the benefit of the parties and their respective heirs, representatives, lessees; successors and assigns. 12. Headings. The headings herein are inserted only as a matter of convenience and for reference and in no way define, limit or describe the scope or intent of this Agreement nor in any way affect the terms and provisions hereof. 13. Attorneys' Fees. In the event a suit, action, arbitration, or other proceeding of any nature whatsoever, including, without limitation, any proceeding under the US Bankruptcy Code, is instituted, or the services of an attorney are retained, to interpret or enforce any provision of this Agreement or with respect to any dispute relating to this Agreement, the prevailing party shall be entitled to recover from the losing, party its reasonable attorneys', paralegals', accountants', and other experts' fees and all other fees, costs, and expenses actually incurred and reasonably necessary in connection therewith (collectively, "Attorneys' Fees"). In the event of suit, action, arbitration, or other proceeding, the amount thereof shall be determined by the judge or arbitrator, shall include fees and expenses incurred on any appeal or review, and shall be in addition to all other amounts provided by law. 14. Modification/Severability. This Agreement once executed and delivered shall not be modified or altered in any respect except by a writing executed and delivered by the owner of the Seven Hills Parcel and the City of Edmonds or.their successors in a form for recordation in the Auditor's Office of Snohomish County, Washington. Invalidation of any provision of this Agreement, in whole or in part, or of any application of a provision of this Agreement, by judgment or court order shall in no way affect other provisions or applications. IN WITNESS WHEREOF, the undersigned have executed this Agreement the day and year first written above. Seven Hills: Seven Hills Properties 25 LLC, a Washington limited liability company By: Castenada Investments, Inc., a California corporation, Member C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\EO5TXED6\Seven_Hills_Edmonds_Storm_Water_Easement.DOC 4 TATE OF S � ss. ��iy>,oW(t�Yhfi�, County of idence that Thomas ]. Rocca is the person I certify that I kno/said isfactory ev who appeared before me,son ackn/orwlllef�dgea Memberthat he sof Sevenl HiIlstProperties Pthe President of Castenads, Inc., and acknowledged it to be his free and 25 LLC, a Washington limompany,voluntary act for the uses mentioned in this instrument on behalf of such limited liability company. Dated, Notary Public in and for the State of residing at: My appointment expires: STATE OF WASHINGTON, ss. County of the person I certify that I know or have satisfactoryacknowledged wledged that he signed lthisng sinstrument as ed It who appeared before me, and said person the Mayor of the City of Edmonds, a Washington unoseslmentioati in the ac instrument Y to half of suchand Wa hington municipal the corporation.. P beha Dated: ' Notary Public in' and for the State of Washington, residing at: --- My My appointment expires: C:\Users\jonathan\pppData\Local\Microsoft\windows\Temporary Internet Files\Content.Outlook\E05TXED6\Seven_Hiils_Edmonds_Storm_Water_Easement.DOC R • CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT am, State of California County of On N before me, H re sort Name d Title of the ce Date / 0G �.�i T l3� personally appeared Names) of sgner(s) KATHY SETO Commission * 1953519 = Nobry Public -.California San Francisco Couf y Cornet, ras Oct 21, 2015 CML CODE § 1189 who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) e subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my han and official seal. Signature: Si fur Notary Public Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attachedl ocument "Qy f?Al (nn �i1'fC,P Title or Type of Document: vlTt l�fW/ tit G✓ Number of Pages: Document Date: a Signer(s) Other Than Named Above: — Capacity(ies) Claimed by Signer(s) Signer's Name: ❑ Corporate Officer — Title(s): _ ❑ Individual ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: _ – Signer's Name: ❑ Corporate Officer — Title(s); _ ❑ Individual ❑ Partner — ❑ Limited '❑ General ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: _- - Item #5907 1 -800 -US NOTARY (1-800-876-6827) Q 2010 National Notary Association • NationalNotary.org EXHIBIT A Seven Hills Parcel Legal Description THE EAST 178.02 FEET OF THE FOLLOWING DESCRIBED TRACT OF LAND: THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST OF THE WILLAMETTE MERIDIAN, IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF SAID SUBDIVISION; THENCE SOUTH 0051'04" WEST, ALONG THE WEST LINE OF SAID SUBDIVISION, 210.00 FEET; THENCE SOUTH 88045'18" EAST, PARALLEL TO THE NORTH LINE OF SAID SUBDIVISION, 37.50 FEET TO THE EAST MARGIN OF 100TH AVENUE VEST; THENCE SOUTH 0051'04" WEST, ALONG SAID EAST MARGIN, 119.83 FEET TO THE NORTH LINE OF THE SOUTH HALF OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION; THENCE SOUTH 88044'17" EAST; ALONG SAID NORTH LINE, 292.12 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 88044'17" EAST, ALONG SAID NORTH LINE, 304.61 FEET TO THE WEST LINE OF THE EAST 25 FEET OF SAID SOUTH HALF, BEING THE WEST MARGIN OF 98TH AVENUE WEST; THENCE SOUTH 0029'27" WEST, ALONG SAID MARGIN, 285.11 FEET TO THE NORTH MARGIN OF 230TH STREET SW, . BEING A POINT ON A CURVE, THE CENTER OF WHICH BEARS NORTH 3037'30" WEST 1,388.10 FEET; THENCE WESTERLY ALONG SAID MARGIN AN ARC DISTANCE OF 119.32 FEET TO A POINT OF TANGENCY; THENCE NORTH 88041'59" WEST, ALONG SAID MARGIN, 316.80 FEET; THENCE NORTH 0051'04" EAST.239.92 FEET; THENCE SOUTH 88044'17" EAST 129.78 FEET; THENCE NORTH 0140'16" EAST 50.00 FEET TO THE TRUE POINT OF BEGINNING. TOGETHER WITH THAT PORTION OF VACATED 98TH AVENUE W WHICH INURED THERETO BY ORDINANCE NO. 2141, RECORDED MAY 29, 1980 AS RECORDING NO. 8005290185 AND ALSO RECORDED MAY 30, 1980 AS RECORDING NO. 8005300038, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. EXCEPTING THEREFROM ANY PORTION LYING WITHIN THE BOUNDARIES OF EDMONDS WAY (SR 104). C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\E05TXED6\Seven_Hills_Edmonds_Storm_Water_Easement.DOC 1 EXHIBIT B Easement Legal Description LEGAL DESCRIPTION - Storm Sewer Easement (15.00 feet wide) A strip of land. located in a portion of the northwest quarter of the northeast quarter of Section 36, Township 27 North, Range 3 East of the Willamette Meridian, City of Edmonds,, Snohomish County, State of Washington, described as follows: Beginning ata point on the centerline of 981h Avenue West, said point being on the South line of the plat of "Olympic View Estates No. 1" and the centerline of that portion of 98' Avenue West vacated by Ordinance No. 2141, recorded May 29, 1980 as Recording No. 8005290185, Volume 1670,. Page 2740, also recorded May 30, 1980 as Recording No. 8005300038, Volume 1670, Page 2868); thence North 88048'23" West along the South line of Lot 13 of said "Olympic View Estates No. 1" a distance of 18.14 feet to the True Point of Beginning of the 15.00 feet wide (7.50 feet each side) easement area being herein . described; thence leaving said South line of said Lot 13, South 2058'10" West a distance of 51.89 feet; thence South 34045'35" East a distance of 16.97 feet; thence South 00°00'00" East a distance of 217.85 feet to a point on the northerly right-of-way line of Edmonds Way (S.R. No. 104) and the end of said easement strip. The sidelines of said.. strip of land shall be lengthened or shortened at their extremities to conform to the northerly and southerly boundary lines. C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary,Internet Files\Content.Outlook\EO5TXED6\Seven—Hills—Edmonds—Storm_Water—Easement. DOC 1 • EXHIBIT C Depiction of Easement Location ddfflBlT' LOCATED IN THE NORTHWEST ONE—QUARTER OF NORTHEAST ONE—QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON LOT 11 DATE_ FEBRUARY 26, 2013 piC VIEW ESTATES NO 1 �j p�YM M wI rn �a / LOT 12 LOT 13' co S 88°48'23' E 25.ar LOT 8 LOT 7 25.00' S 88°48" E 203.02 W. 18.14' S 2°58'10" W - 51.89 S 34°45'35^ 16.97' — Centerl'rc1e 15.00 feet wide publc storm sewer easement 3 1-132 217E ® co 7.50 1 50 0 50 SCALE 1` = 50' 7.50' 'M%%jd%j 'pi 4,4g" qw&,,W,Vgw"w• WEST HALF OF EXISTING 50 -FOOT WIDE UTtLITY EASEMENT TO BE RELEASED MADDux SURVEYING, INC. 708 NE 23M MACE WOOD VILLAGE, OREGON 97050-2921 503-887-8307 503-997-1100 503-740-9972 59.14' . 1 - L=144.03' -- - - 0 EOMOfVOS WAY L=319.4T S TA TE tR O L_J 'T'E PIJ 0. -i 0 4 D 1C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Cont, -401. • UPON RECORDED RETURN TO City Clerk City of Edmonds 121- 5th Ave. N. Edmonds, WA 98020 • II�IAIY�IA�II�WIMINIIIIMI�IYM 20905100185 � WS I�w4�Y9fN JNI. �1Elal 'NO EXCISE TAX REQUIRED MAY, 0 9 2013 IR SIEYI:RS, &dw s* owl Tamer 1yY KIRKE SIEVERS -- Space above this line for recorder's use Document Title or Titles: Public Pedestrian Access Easement Name of Grantor: Seven Hills Properties 25 LLC, a Washington limited liability company Name of Grantee: City of Edmonds, a Washington municipal corporation Pages referencing additional names: None Abbreviated Legal Description: Northwest 1/4 of the Northwest 1%a of the Northeast 1/4 of Section 36, Township 27 North, Range 03 East, Willamette Meridian, Snohomish County, Washington Additional Legal Description Found On: Exhibit A Assessor's Property Tax Parcel Number or Account Number: 27033600113300 and 27033600113200 1 ST AM C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\EO5TXED6\Seven_Hills—Edmonds_Sidewalk—Easement. DOC PUBLIC PEDESTRIAN ACCESS EASEMENT THIS PUBLIC PEDESTRIAN ACCESS EASEMENT is entered into as of the 30th day of April; 2013, by Seven Hills Properties 25 LLC, a Washington limited liability company ("Grantor") in favor of the City of Edmonds, a Washington municipal corporation ("City of Edmonds"). In consideration of the benefits to accrue to Grantor, Grantor grants to the City of Edmonds a permanent public access easement to provide the public with pedestrian access over and across the sidewalk located within the easement areas described on the attached Exhibits "A" and "B": the responsibility and duty to repair, maintain and reconstruct such sidewalk shall be that of the abutting property owner in accordance with the City of Edmonds Code. IN WITNESS WHEREOF, the undersigned has executed this Easement the day and year first written above. Seven Hills Properties 25 LLC, a Washington, limited liability company By: Castenada Investments, Inc., a California corporation, Me ber B' Y• STATE OF ) :-ss County of ) Thomas J. Rocca, President I certify that I know or have satisfactpry evidence that Thomas J. Rocca is the person who appeared before me, and said person cknowledged that he signed this instrument as the President of Castenada Investmenit, Inc., which is a Member of Seven Hills Properties 25 LLC, a Washington limited liability, ompany, and acknowledged it to be his free and voluntary act for the uses and pur�° ses mentioned in this instrument on behalf of such limited liability company. / Dated: Notay Public in and for the State of residing at: My appointment expires: "lL je A",�A (44 (rl v✓e/1.1A Irli-'?wrpoV_., )k COU V\1 I ao Molt- C:\Users\jonathan\AppData\Local\Microsoft\Windows\Temporary Internet Fifes\Content.Outlook\EO5TXED6\Seven_Hills_Edmonds_Sidewalk_Easement. DOC CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT CIVIL CODE § 1189 State of California County of '9,g 1,0 On before me, D to ere Insert Narne and Title of icer personally appeared R D Cc Name(s) of Signer(s) KATHY SETO Commission # 1953519 -� Notary Public -.California ZZ San Francisco County my Comm. Wes Oct 21. 2015 who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), 'and that by his/her/their signature(s) on the instrument the person(s), or, the entity upon behalf of which the person(s) acted, executed the instrument. I certify under. PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my h nd and official seal. Signature: Place Notary Seal Above OPTIONAL igna of Notary Public Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document JJ Title or Type of Document:wY/II�.GtPl�l hCG��i Document Date: CE74mp I)ds� Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: ❑ Corporate Officer— Title(s): ❑ Individual ❑ Partner — ❑ Limited ❑ General Top of thumb here ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: Signer's Name: ❑ Corporate Officer— Title(s): ❑ Individual ❑ Partner — ❑ Limited ❑ General Top of thumb here ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator ❑ Other: Signer Is Representing: 0 2010 National Notary Association - NationalNotary.org - 1 -800 -US NOTARY (t-8Uu-d1b-b5Zi) • • EXHIBIT A Easement Legal Description LEGAL DESCRIPTION -Public Pedestrian Access Easement (4.00 feet wide) A strip of land located in a portion of the northwest quarter of the northeast quarter of Section 36, Township 27 North, Range 3 East of the Willamette Meridian, City of Edmonds, Snohomish County, State of Washington, described as follows: Beginning at a point on the North. right-of-way line of Edmonds Way (State Route No. 104), said point being a distance of 40.00 feet from the centerline of said Edmonds Way when measured perpendicular, said point beim South 17°00'38" East a distance of 652.55 feet from the northeast one-quarter corner of Section 36; thence running along said northerly right-of-way line South 88°46'30" East a distance of 258.03 feet to the TRUE POINT OF BEGINNING of the easement area being herein described; thence continuing along said North right-of-way line South 88°46'30" East a distance of 59.14 feet; thence along the arc of a 1388.89 foot radius curve to the left through a central angle of 5056'30" a distance of 144.03 feet to a point that bears North 88°15'15" East a distance of 143.97 feet from the last described point; thence leaving said North right-of-way line North 00125'43" East a' distance of 4.02 feet; thence along the are of a non -tangent 1384.89 foot radius curve to the right through a central angle of 5057'24" a distance of 143.98 feet to a point that bears South 88014'48" West a distance of 143.91 feet from the last described point; thence North 88°46'30" West a distance of 59.20 feet; thence South 00°25'43" West a distance of 4.00 feet to the true point of beginning. Containing 813 square feet more or less. Renewed Thru 04/19/2014 C:\Users\jonathan\AppData\Local\Microsoft\Windows\TempoFary Internet Files\Content.Outlook\EO5TXED6\Seven_Hills_Edmonds_Sidewalk_Easement. DOC EXHIBIT B Depiction of Easement Location — PIf81IC P�f9,771Pl�iV �CCgr1S,1S'�5�11�iV1' LOCATED IN THE NORTHWEST ONE-QUARTER OF NORTHEAST ONE-OUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, , WILLAMETTE MERIDIAN, CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON LOT 11 ' DATE. MARCH 26, 2013 VIEW ESTATES N� �w OLYMPICoo w) LOT 12 LOT 13 I S 88°4823° E 25.ar LOT 8 25.ar S 88'4823' E 203.02 •50 0 50 SCALE 1. = 50• aD OR cc N L1J N z 1-132 Sinn eY FOSPEB do M"DUS SURVEYING. INC_ 708 NE 238TH ?LACE WOW VlLUAGE. OREGON 97OW-2921 503-667-8307 4.00' PUBLIC PEDESTRIAN 503-997-1100 ACCESS EASEMENT 503-740-9972 59.14' ,' 1 L=144.0& '. --- f -;, E TD M .d !V O S WAY L=319.47 T S T A Ti= R d LJ T E r-4 'i d -q- of EDM �°"� CITY OF EDMONDS.' 121 5TH AVENUE NORTH - EDMONDS, WA 98020 o PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 05/09/2013 20 Expiration Date: 11/09/2013 Parcel No: 27033600113200 P&*PEATV OWNEA APPLICANT CONTRACTOR ROBINHOOD LANES BAYSINGER PARTNERS ARCHITECTURE SIERRA CONSTRUCTION CO.; INC. ROBINHOOD LANES 1006 SE GRAND AVE #300 19900 144TH AVE NE 9801 EDMONDS WY PORTLAND, OR 97214 WOODINVILLE, WA 98072 EDMONDS, WA 98020 (503)546-1614 (425)487-5200 LICENSE 4: SIERRCC145N8. EXP:03/31/2014 JOB DESCRIPTION DEMOLISH BOWLING ALLEY VALUATION: $0.00 PERMIT TYPE: Commercial ' PERMIT GROUP: 23 - Demolition GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: N OCCUPANT GROUP: OCCUPANT LOAD: FENCE: N 0 X 0 FT.) CODE: OTHER: N ---- OTHER DESC: ZONE: NUMBER OF STORIES: 0 1 VESTED DATE: NUMBER OF DWELLING UNITS: 0_ -I LOT #: ., .... EXISTING AREA BASEMENT: 0 1 ST FLOOR: 0 ' 2ND FLOOR: 0 PROPOSED AREA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 FRON SETBACK SIDE SETBACK REARSETBACK REQUIRED: PROPOSED: REQUIRED: PROPOSED: I REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED: SETBACK NOTES: PERNIIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY ANDL FEES ARE PAID. aM c c� MAY 2 v 3 DYYI �f l ,�'4 Signature Print Name Date Released By Date C) w ATTENTION - IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ BCI 10/ IRCI10. 'n ONLINE APPLICANT ASSESSOR OTHER yl N C rC-Tn Ud N w. NZ7 (tj y a m ?p C N C 3 -a fD 9 Z CLCCL !t co o 3� Q C N.C. Lf C'1 Ts C » W Z A 8A � .A n m C3 O �m Rap mij QN g! A0 D om mA A TC .g =�N. 19 p:� y D—toA C cE p '' O o 0 0 co '"' 0 1 m ri ay z gy nig o �m a� DT N > > 'gal a rn Er 07 p _. N tl C', NO OC o cc D cop 0Co . o bd s.a,g C m w - ro f'1 Z _V o m D 0 m z m Z o -1 n o D 0 m m m m -i \ Ci _ rn C r• X01 i`� �.1 (', /VTm D "' (u �-c Co rt - O SZ z m c c Z3 SL -5 = m J d m o O m Z D m f'l Z7 ; �. ey m C3 z A `� o (o c z r Chave, Rob °x`601 1PA0,AA S vJJ From: Yokers, Tim Sent: Friday, July 30, 2004 2:48 PM To: Chave, Rob 111CROF164 Subject: Robin Hood Lanes I have been working with Robin Hood Lanes (9801 Edmonds Way, east side of the Albertsons parking lot at 100th Ave. W.) regarding the installation of grease removal equipment for their restaurant. They have agreed to go to the extra expense of installing a 1200 gallon GI (grease interceptor) even though they are only required to install an inside plumbing GT (grease trap). They need to replace their kitchen drain line, so it is good timing to combine the GI installation with that project since they are going to be digging anyway. The bowling alley is going to be closed next week (Aug. 2-8) so this is their window of opportunity, and I'm hoping we can expedite their permit approval so that the installation can be completed next week. This is a win-win situation for the City. Their kitchen is located on the wall that faces Edmonds Way. The GI would be installed in the parking area next to the building between the building and the street, and the line would run west alongside the building through the parking area to reconnect to the building sewer lateral at the west side (front) of the building. Fortunately,, it is a rather simple, straightforward installation. Only the paved area next to the building will be involved and no traffic or access to the main parking lot that is shared with Albertsons will be affected or impeded. The lateral is 4' deep so there are no foreseen elevation or slope,problems. Lyle said he could do a rapid turnaround since it looks pretty straightforward. Theresa said she would need something in writing from Planning that they were OK in going ahead with permit issuance. Let me'know if we can expedite this project. I'll be meeting the contractor Monday morning to give him an approved GI sizing worksheet and I can let him,know what he needs to do at that time. Thanks very much, Tim Yokers Pretreatment Tech �-��, ,mss �� OX Te.le_cAoie' 701.7' i-27-92 0:34 ; 20625""-919 Mar Racwd'ag Maw stature To- _ Mar! C. Wolf bets Mop 0.00,"2ol / • t�aa.ua. W84400w4 oe007 0 DECLARATION OF NON -BUILDING AREA 1 206 828 6899;# 1 FRANKLIN-EDMONDS L.P., A California Limited Partnmhlp ('Franklin'). Is the owner of Parcels A and B, more panicululy described on Exhibit A attached hereto (collectively 'Property'). • 1. jatuduc*x. Franklin does hereby declare and establish the easement hereinafter ad forth subject to which the Property shalt be held, transferred, 'and conveyed by Franklin, his successors and assigns. This easement shall run with the land and is fat the benefit otand shall be binding upon the owner of each Parcel, or any pan thereot. and the heirs, assigns, successors. and devisees of any such owner. Z, 21finidonr. For the purpose of this declaration, the term 'Retail Pad Building" (shall be defined as the single -story building of approximately 7,325 square feet now or hereinafter existing or established on Parcel 13. - 3. Mufggj faxtatealf. Franklin hereby establist;es in favor of and grants and conveys to the owner of each Parcel and the lessees, subleasees. licensees and other occupants of the Property, and their customers, contractors,'employees and Invitees the Wowing easement: (a) A mutual, non-exclusive easement prohibiting construction of any permanent above -ground building structure fir a distance of twenty-one Feet (21'0') surrounding the boundary of Parcel B. 4. Zoning ordinances, buliding codes and regulations, and any other governments! restrictions and requirements shall be observed. In the event of any conflict between the Declaration and any such governmental Codes, regulations, restrictions and requirements, the more restrictive standards shall apply. Any approval of Franklin required in this declaration, does not in any way relieve owners and occupants from obtaining approvals required by any governmental body having jurlsdlctlon. S. EaroretMcItt. Enforcement of the provisions of the Declaration shall be by an appropriate proceeding at taw or in equity against any person, corporation or other entity violating or attempting to violate said provisions, either to restrain such violation, to enforce liability. or to recover damages, or by any appropriate proceeding at law or in equity against the land to enforce any lien or charge arising by virtue hereof. Franklin shall not be liable for enforcement of or for failure to enforce said provisions and failure of Franklin or of any owner or occupant to enforce any of the provisions of the Declaration shall In no event be deemed a waiver of the right to do so thereafter. 6. 8ij&i and ObUlations of Lenders. The charges and burdens of the Declaration are and shall at all times be prior and therefore superior to the lien or charge of any mortgage or deed of trust hereafter placed thereon. However, a breach of any of the easement's, covenants, restrictions or conditions thereof shall not defeat or render fnvalld the lien or charge of any mortgage or deed of trust. The superiority of the Declaration shall be UMTTED to the extent that tide to any -property acquired through sale under foreclosure of any subsequent mortgage or deed of trust effected by powers of sale, judicial proceedings, or otherwise, shall be subject to ail the charges and burdens affecting the property by virtue of the Declaration, but not any liens filed subsequent to the date of the mortgage or deed of trust. 92012-40 061 VOL. 2524PAGE 28"5 Te I ecopier ,7017; 1-27-92 ; 10:35 2062592819-+ • 1 206 628 6899;# 2 7. p{ M&n, Mod(jiadaA and ?"sumbiadan- The conditions. covenants, restrictions and essements sat forth in the Declaration shall runwith and bind the land within the property and shalt be and remain In affect, end shall inure to the benefit of, and be enforceable by Ftmkltn or the owner of any Parcel, their heirs, successors and sash for ti term of fifty (50) years from the date the Declaration was recorded. The Declaration may be amended by Franklin, acting alone prior to the transfer of title to the Prop" provided for hereof. by an instrument in writing, properly executed. acknowledged and filed with the Snohomish County Department of Records and Elections, but such amendment shall not deprive any owner's or opcgpses rights to use its Parcel for purposes consistent with the Declaration. S. its Franklin will not be liable to any owner, oecnpant or to any other pay for damages, tosses, liabilities or expenses suffered by reason of a mistake In judgment, negligence, or nonfeasance ar.blrg In connection with any approval, disapproval or nonfeasance arising in connection with any approval, disapproval of any other action In connection with the Declaration or non enforcement of any of the ptovislons of the Declaration. 9, geU= jape( abt!ltr. Franklin and owner or occupant shall be bound by the Declaration only during the period such person Is an owner or occupant, except as to obligations, liabilities or resMnsibilltles that accrue during. said period. Although persons may be released under this paragraph, the covenants, conditions and restrictions in the Declaration shall continue to be benefits and servitude's upon the property running with the land. 10. Not a PubNLDadWj&& Nothing contained herein at in the Declaration shall be deemed to be a gift or dedication of any portion of tate property to the public of for the general public or for any public purposes whatsoever. DATED this day of )starry, 149 STATE OF WASHINGTON ) ) COUNTY OF KING ) On this day of January, 1992, before ine, a Notary Public in and for the State of Wadlington, duly commissioned and swom, personally ti+peared MARK C. WOLF, to n+e known to be the individual who executed the within and foregoing instrument, and acknowledged the said inst ucnent to be his fns and voluntary act and deed. for the uses and purposes therein mentioned. WnWIW my hand and official scal the day and year in this eettifioate abow written. `/•Y "� N T Y BL nand for the State ! •'+ti- W residing at Redmond ,dao � �7•. of n Q o y �o,a.•3 vol. 2 5 2 4 Pii;E2s"� aro.. Tel eco Ry er •7017. 1-27-92 n:36 ; EXHIBIT A SC14EDUL't C U 2062592819-+ 1 206 828 6899;# 3 POLICY NO, 36006 BARGEE A HS"114 ,a THE �D pXrjP SD TO OHOHISH AND IS;TUATFD IN TISM STATE of DESCRIBED -A FOLLOWS' NASHINGTON, COUNTY OF 8N Covomencing at the South wtst corner of Section 29, Township 27 North, Runge 4 $08t, W.H.r of Th.aos North 1.12' 0=" West along the Hest line _ oarth 132-00 said gectiait 29. a distance of 533.66 test to -the gaarter at h southwest fast of the West halt of tqhe southwest qv quarter of the southwest quarter o! said Section 281 feat to Thence South e9.34104" tuft along said $°beingitthe TRUE1PdxNT of the Easterly iat►rgin of 76th Avenue Weiti+ aECIN1ixNG of the -,Tract of land herein dseoribadt mur in, 232-15 BZGINNThoncA North 1'il'd2" West along said tastarlyT1 n with fact to the intarseotion' of 06id Saetarly Easterly margin700.08 of U.B. Highway 991 mnx in, Thence North 25'16'-57" East elong'said Easterly g feat to the Southerly margin of 224th Street herl Thence South 89'37.'29" East along aaiQ t3o, Bl y It BZ 327.62 Block 1, B8Rv'8 gUN foot to the Northwesterly corner of pati thereof zecol:dad in VALLEY 71DDITION -1qo' 51 according di5,g volume 18 of Plato, on pose 5S, �reaorQo of Snohomish county, washingtonr boundary of eeid Thence South 0.55'30" East slang the Wethe Southerly B1ook 2, BERG'0 SUN VALLEY ADDITION 190s9outhaast15 n oazner of LctS,B lock o, thereof 790.26 Last to th Waehi.ngton! OLIVER PARR, acocsrdinq to Plat thereof recorded in Volume 1.4 v plate, on page 75, records of Sno Fhomish County, Thence North 89'36137" West aansionh thereof.South l373.2$ feet IVER Block 2 and the cornert f yLot 6, Block ]. of said PIAT OF OI southwesterly BniQ z,et 5, PAM thi West line of Thence 11orth 1.03'16" Wast along atter of the Block 1, a'distance at 23.35 L the s id Southwest at to the South o quc tha2f the 91 122.00 feat of the west halt attar of said section Southwest quarter of thv'8outhw8st V outh line 93-.31 f6att west along said S Thence North e9634104"60.00 feetl Thence North 1 1). 02 West, arallol to' said South line. 150.00 Thence North 89'32 Oa Wes 60.00 feet to the said South liner fa41tt 6th l feet to Thence South 1 11 02 E` t along said South line, Thence North p91341044' the TRUE POINT OF BEGINNING' ton. Situate in the County of Snohomish, State o! Washing , ` � � �� END OF SCHEDULE C 9.20 page a of 6 VOL. 2 5 2 4 PA6E 2 8 5 J. , n.114� L 1e.1ecbP,ier ' 7017: )-.27-92 37 ARCEL 20625928,19-►•. 1 206 828 6899;# 4 AkFfilGgp TIT( Co. '92. JAN 14 P30:17 SEAN v wit LI,:M,... V-11.14 MHOMISH COUN YIN • APUTY _ ORDER NO-! 36058 dE D LANR£ zRRE TO TX QFI SN 0110 BIS", THS BINDER AND nISfl D 3 RI Et) Ara F WASI1ING? , omaws 6. the Southwest quarter 29, hipof the cwnaa27 thweSt het portion of uart�r Of the southuest.quarter o! Sec oath, Range d East, W.M., described as follows: :omsnAncinq at the Southwest corner ofChati fest tline29of said -hence North O1 11 02 West along :action, 533. 66 teat to the South kine v>' the North 132 feet �! the West half Souof the thwest Southwestattar: qunrCelC of the &outhWea 3uarter of th " East 90qu .01 feet to the TRVE POINT OF rhance South 89.34`04 BEGINNING? Thence continuing south 89'74'04" East 150 leatf Thence North 01'11102"„Weet 60 _feet: " Thence North 88.34104Wast Iso feet: the TRUE POINT OF Thence South 01 11 02 East 6o feet. to BEGINNING. Situate in the County of Snohomish, State of Aashington. 9201 240 061 VOL. 2 5 2 4 PAGE 2 8';')' 8 FROM WATERMPRK PRESS r • • 89.11.1992 15:22 �+arr��,� Q l rniands. WA SALTS TAX 2/26/99 ;r REQUIRFM c" 1t• AIL 111980 j 1 RECIPROCAL PARKINO AGREEMEFT Or W, TPS RECIPROCAL PARIAING AGREEMENT to entered into .e of the Lay of alr s44er . 1999, by end &nWftg Frank J. Wuseher and Betty A. Wuseher, husband turd wife ("W.ischs r-). Robin Hood Lanes. Int.. a Washington corporation ("Robin Hood"). and Albertsonts. Inc.. a Delaware corporation (`tAlbertson"W"). . G U—iq +�T M A. Vuecher is the owner of that certain real property located to the City of Edn%oads. County of Snohoerdsh, Stater of Washington, shown as Parcels S and III on the Exhibit% "A" attach*d 'hereto and more particularly described to Schedules I and 11, respectively. attached hereto. B. Albertson's has a leasehold estate in Parcel 11 under that certain Ground Lease dated June 6, 1976, between Wmacher. as Landlord. and Albortson's, as Tenant. . C. 1}v mense conveyances Robin Hood hold• a leasehold interest in Parcel III under a Leas& between Wuscher, as Lessors. and Edgar Harmon a:ld Katherine Hermon. husband and +•tie. as Lessee*, dated January 16. 11U. as amended to date. D. The parties hereto desire eu establleh mutual ingress. egress and parking saternent! over the parking areas of Parcels If and III and to estsMish a use restriction on parerl M. i NOW THEREFORE.- in t:oatide: at1oA of the mutual eoVenartts coarair.ed ' herein, the parties hereto agree as iollotest 1. Wtischer and Albertson'• hereby grant to Robin Hood for the benefit of Parcel Ili an 4696MOnt for ingress. a;rasa and parking over that portionof Parcel 11 not shown am "Dutld'n rea" on Exhibit A. euhject to the rithts of Shell Oil Company asd the basin esig.loced —Kitt Scall•. existinF tenants of 1Vusc6*1, on Parcel 11. T �. ri Si}U731�rOO5 V; P: 2 i S• _ 16 qt f= , F.. v:3• t\J • FROM WRTERMRRK PRESS 09.11.1992 16123 Z. MrOW NA foals Kedd htwlr V%At t. ,1lAataao'e lae the towlt ea! lucid It oe trusa % tot mow, 4104" and /akin( a� that Parties of Panel IIS wet RAOM a• Ob low aa.' as Cdtiut A. 3. This AQaasaat a" t!a 4164450018. Oeeasaata. real) aus"a bedtta awl ehligstiwa wrootad Hereby wun 1=0 to the bawds at am be Dindl.n< up= V.& partlaa Aerate WA WIC 6,rl04444a int 0a4iute.- 0. 4hlo parklnC &Vs#p"t shall ooatlsw WsmW She 444A U9M Duties and Bair r"psolirt away sOn W e441P4 so loos as al%wtaos's or their aucceascre 0t "G&Cks eoGunuo to iw+• the to to this aj[0.4ari -r as .iwstars or tapir lueaeaoon Of aaet�a: r..rlTJ a4 of we data first above taittaof a eaji oarN-144 t �.'" t ty11� �, nar a hes 60A 330ttyi dusot�ar y.ertiry RLAuzN ELM Laxwe LD. a 74&k&ac o 00epwsttow �r _ 80}7110008 1 I_ i 0 67 vcY 1 4 2001 P. 3 ^h. 1 •fir;: aJ` FROM WATERMARK PRESS 1. f am • 89.11.1992 1612.4 STATS OF wa...54. ) County of.v ) On thic2t-7 of t�i` /%r 1979. before me. the tt440rsigned Magary Pubile 1j snd for 0914 state, personally appeared Frank J. Wuechsr and Setty A, Wiuseher. known to mo to be husband and wife. and known to tate to be the pe vsone whole sl`naturas ars subscribed to the foretaing instrument. an acknowie4ged to me that they executed the slime. &bat the indtrment t• 0 Or free 4n4 voluntary act and dead far the uses sad pur- poses dherala it�aation•d. s , VVI 'TNM 4Y HAND and official real hereto affixed. the -day and year let this esrdlf caste first above Written, ; MV cornmission�expires:. f ~ :.�,`� �„� y !, Notary PubU`for r• ._S-ra�F el... - Residing at 5 ..a rr/e. N � STATE OF W SBINCTON ) 1 ss. County INC ) ' On this 16 ;day of November 1974. before me. the undersigned Notary Public 14 and foe Said State, personally appeared VEWOY S. SNOW lad HUTA SNOW , known to into to be the Prewid:nt ! and --e crPtS`x , respectively, -of Aobin Road I,aaes. laTthe corporation that executed the foretolnt laserltmenl. and ackowledte4 to me that the said instrument 1s the free and voluntary act and deed o!1 aid coepora"r., for tas uses and purposes therein men• atoned, aad an a th stated that they are authorized to execute the said instrument. and On t the seal sifte4 is the corporate seal at said corporation, wirNl<SS.M�.HAlV.D..and.olflFtal-seal hereto allised—the Aty.tutd.y.oar._.... in this eart)fieatp first &bore written. Toy comm1#44on }expires; i Nbfairy Public for tate o Wsshing (/— 7 — J3, Reeidtnt a Se tle i 8007110006, rm 1674 innft VhUCIN ocet ete on7.r'i P. 4 t717T 7a icy ion FROM UAT£RMARK PRESS 222 A00fdf 09.11.1992 16x24 P. 5 STATE of iDAHo County of Ila j On tht say 9(Az"A —! 1979. bofore me. the undersigned Notary Publ�a is and for sold State, personally appeared Michael F. Reuling and Minnie . Armstrong, known to me to Us the Vice President and General Counsel and Ithe SsereW. y, respectively, of Albertson's. Inc.. the eorpora- tion eitat ex cuted the foregoing tnstrutaent..and aekno.rledged to me that the said gas zum@nt is the froo and voluntary act and deed of said corporation, for the Uses and purposes therein mentioned, aqd on oath stated that they are auchorlsed to execute the said i» trument, and that the saal affixed is the Corpora i seal of said corporation. ' WITN 8 MY HAND and official heal hereto affixed the day and year in this cert! 14cato lire$ above written. ,f,• Mjlv4 iion expires; Azlw i Q Notary Pu a for Sd -' ��r:•a eo70 Residing at Sols@, Idaho taus '•; r s% l�auely ' $Ot)7�1OQ48 f.� i. S� w,• 1674 2883 1hA�� SSBT £4� ROZ� 7,Z=ZT Z81Si180 -From W Comm -Real Estate Serv. Inc. After Recording Raturn To: 'Mirk C. Wolf 15015 Main Street, Suite 203 .Bellevue, Washincjton 98007 PHONE No. 206 746 6595 Jan.27 1992 10:3SAM P02' • . g1.rpP:i• �F. -DECLARATION OF EASEMENTs *0520 in F12. OC+ THIS DECLARATXON is entered into as of thiL s -clay of August, 1991 by rPjw ftxN-zbxoNDs --L. P. , a California Iiited partnership ("Franklin"). A. Franklin is the owner of Parcels A and B, as more particularly described on Exhibit A attached hereto (collectively "Proporty" ), . B. Franklin wichos to establish oortain easements over portions of Parcel A for the benefit of Parcel B. NOW, THEREFORE, Franklin does hereby declare and establish the casements hereinafter set forth subject to which the Property shall be held, transferred', and conveyed by Franklin, its successors and assigns. C 1. Definitions. For the purpose of this declaration, the nterm "Parking Area" shall be defined as all paved parking areas and ingress and egress ways now or hereinafter existing or established from time to time on Parcel A. The Parking.Area shall be subject to easements- for the construction, ,installation, maintenance, removal, u'se and replacement of utilities, either now existing or hereafter granted by the owner of Parcel A; provided, however, that the location of any utility easement shall not interfere with easements granted herein.- 2. erein: 2. Easements. Franklin hereby establishes in favor of and grants and conveys to the owner of Parcel B, and the lessees, sublessees, licensees and other occupants of Parcel B, and their customers, contractors, employees and invitees, a non-exclusive easement for ingress, egress and passage of pedestrians into, out of, on, over and across the Parking Area on -Parcel A; an exclusive easement for the parking of twenty five (25) vehicles in that portion of the Parking Area on Parcel A at the approximate location depicted by crosshatching on Exhibit B; and an exclusive easement for the construction of'up to two (2) trash enclosures on Parcel A adjacent to the building to be constructed on Parcel B, but not in excess of three hundred sixty (360) square feet in area, in the aggregate, together with .a non-exclusive. easement for access thereto and egress therefrom. 3. Maintenance. The owner of Parcel A shall maintain and keep lighted during the hours required under leases of Parcel A the Parking Area located on Parcel A, which maintenance shall include cleaning, including. snow removal, sweeping, spraying and litter - -l; 2049/001:08/12/91:MSC546 DECIEASE EXCISE TAX NOT REQUIRED KIn,9 Co A000rVA Division From ;,.1 Comm Real Estate Serv. PHONE No. : 206 746 6595 Jan.27 1992 10:336"1 PO4 pickup; repairs and maintenanco of the surface areas, including repainting parking stripes and directional .graphics, and resurfacing and repairs to abutments; and repairs and maintenance of signs,. directional devices and lighting standards, including cleaning, painting and replacement. The owner of Parcel 8 shall reimburse the ownor of'Parcel A for the former's share of such maintenance and lighting costs on a monthly basis within ten (lo) days of the receipt of an invoice therefor. The Parcel B share of such coats shall be in the ratio that the area of the building on Parcel B bears to the area of building on both Parcels A and B. 4. Taxes. The owner of Parcel A agrees to pay or cause to be paid, prior to delinquency, directly to the appropriate taxing authorities all real property taxes and assessments which are levied against the Parcel A Parking Area. 5. Indemnity. Each owner of each Parcel shall indemnify, defend and hold the owners of the other Parcel harmless from any liability, damages, expenses, causes of action, suit, claim or judgment arising from injury to persons or property occurring on the first owner's Parcel, except to the extent caused by the act or neglect of - another Parcel owner or its tenants, employees, contractors, guests or invitees. 6. Liens. The owner of Parcel B shall not'take any action '.a which will result in the filing of a mechanic's or materialmen's oQ lien against Parcel A. CD (a) Enforcement of the provisions of the Declaration shall be an appropriate proceeding at law or in equity against any person, corporation or other entity violating or attempting to violate said provisions, either to restrain such violation, to enforce liability, or to recover damages, or by any appropriate proceeding at law or in equity against the land to enforce any lien or charge arising by virtue hereof, as provided for more fully in paragraph 7(b) hereof. Franklin shall not be liable for enforcement of or for failure to enforce said provisions and failure of Franklin or of any owner or occupant to enforce any of the provisions of the Declaration shall in no event be deemed a waiver of the right to do so thereafter. (b) If an owner or occupant fails to comply with the provisions of the Declaration, Franklin may notify said owner or occupant.of such conditions, in writing, and if it does so, shall detail, in writing, any and all work . which must be performed by said owner or occupant to bring said Parcel into compliance with the provisions of the Declaration, and Franklin shall allow thirty (30) days, then in that event Franklin shall,, -in addition to -all 2049/001:08/12/01;MsC546 OECLEASE rom NW.'Comm Peal Estate Serv. I c. PHONE No. : 206 746 6595 Jan.27 1992 10:36AM P03 • other remedies it may have at law or in equity, have the right- to perform such obligation on behalf of the de.faulting owner or oecupant.and,be reimbursed by acuch defaulting owner for the Cost thereof with interest thereon at the rate of eighteen percent (16%) per annum, but not in excess of the maximum rata there permitted by law_ Any such claim for reimbursement, together with interest, shall be a secured right and a lien shall attach and take effect upon recordation of a claim with the Snohomish County Department of Records and Elections. The lien shall attach from the date of recordation in the amount claimed thereby, plus costs of enforcement including attorneys' fees, and it may be enforced in any manner allowed by law for the foreclosure of lien. Notwithstanding the foregoing, such lien shall be subordinate to any mortgage or deed of trust given in good faith and for value now or hereafter encumbering the Parcel and any purchaser at any foreclosure or trustee's sale (as well -as grantee by deed in foreclosure or trustee's sale) under any first mortgage or deed of trust shall take the Parcel, free and clear from any such then existing lien, but otherwise subject to the provisions of the declaration. The failure of Franklin to insist upon the strict performance of any of the promises, covenants, conditions, restrictions of agreements herein, shall not be construed as a j waiver or relinquishment for the future breach of the -provisions hereof. 8. Rights and obligations of Lenders. The charges- and burdens of the Declaration are and shall at all times -be prior and �. therefore superior to the lien or charge or any mortgage or deed of trust hereafter placed thereon. However, a breach of any of the easements, covenants, restrictions or conditions thereof shall not defeat or render invalid the lien or charge of any mortgage or deed .of trust. The superiority of the Declaration -shall be LIMITED to the extent that title to any property acquired through sale under foreclosure of any subsequent mortgage or deed of trust effected by powers of sale, judicial proceedings, or otherwise, shall be subject to all the charges and - burdens affecting the property by virtue of the Declaration, but not any lien tiled under terms of paragraph 7 hereof subsequent to the date of the mortgage or deed of trust. 9_ Duration Modification and Termination. The easements hereby granted, the restrictions hereby imposed and the agreements set forth in the Declaration shall run with and bind the land within the Property and shall be and remain in effect, and shall inure to the benefit of, and be enforceable by Franklin or the owner of any Parcel, their heirs, personal representatives, successors and assigns and persons claiming through or under this for a term of fifty (50) years from the date the Declaration was recorded. The Declaration may be amended by Franklin, acting alone prior to the transfer of title to either Parcel A or Parcel B by an _3_ 2049/001:08/12/91:MSC54G OECLEASE From = NU Comm'Reai Estate Serv. nc. PHONE No. : 206 746 6595 Jan.27 1992 10:37AM P05 instrl.lment in writing, properly executed, acknowledged aild filed with the Snohomish County Department of Records and Elections, but such- amendment shall not deprive any then existing owner's'or occupant's rights' to use its Parcel for purposes consistent with the Declaration. lo. Severability_ Invalidation of any one or more or the provisions of the Declaration by judgment or court order shall in no way affect any of the other provisions hereof which shall remain in full force and affect. 1]. DisclaimAr_ Franklin will not be liable to any owner, occupant or to any other party for damages, losses, liabilities or expenses suffered by reason of a mistake in judgment, negligence, or nonfeasance arising in connection with any approval, disapproval or nonfeasance arising in connection with any approval, disapproval or any other action in connection with the Declaration or - nonenforcement of any of the provisions of the Declaration. 12. Release from Liability. Franklin and owner or occupant shall be bound by the Declaration only._ during the period such person is. an owner or occupant, except as to obligations, liabilities or responsibilities that Accrue during said period. Although persons may be released under this paragraph, the covenants, conditions and restrictions in the Declaration shall .� continue to be benefits and servitudes upon the Property running n with the land. 13. Reservation. Franklin reserves for himself and the successor owner of Parcel A and their personal representatives, heirs, assigns, lessees, sublessees, licensees and other occupants of Parcel A, and their respective customers, contractors, employees and, invitees the right at all times and for any purpose to cross and recross at any place of the Parking Area and .to use the Parking Area in any manner that will not materially interfere with the rights granted to the owner of Parcel 8 hereunder. 14. Not a Public Dedication_ Nothin ontained herein or in the Declaration shall be,deemed to be a if or dedication of any portion of the Property to the public fo the general public or for any public pur oses whatsoever. DATED this day of August, 99 rle'-t". Wolf, Partner M neral -4- 20L9/001:08/12J01:HSCSC6 DECLEASE • STATE OF WASHINGTON ) COUNTY OF- ) on this day of August, 1991, before, me, a Notary Public in and -for the State of Washington, duly commissioned and sworn, personally appeared Mark C. Wolf, known to me to be the individual named in and who executed the foregoing document, and acknowledged to me that he signed the same as his free and voluntary act and deed for the uses and purposes therein mentioned. . I certify that I know or have satisgactory evidence that the person appearing before me and making this acknowledgment is the person whose true signature appears on this document. year J WITNESS my hand and official seal hereto affixed the day and in this certificate ab written, ��'I'll NOT Y. PUBLIC in and for t�Ytate ,_OCKy 91t Q;`,,..•••..,�q;� rI Washington, residing at g�OI f l•% 1 �_�ay r},^,� l/i My commission expires - I i`Q J, / 3 ��..�.eaPp'• 3 ?�I Wr�- ��i ,s. V 1110P, WAS 2049/001:08/12/91:MSC546 -5- ti 0ECUASE 4% s EXHIBIT. A SCHEDULE C POLICY NO --36006 PARCEL A HE STATE THE LAND REFERRED TO HEREIN IS 3IDESCRDt3EDNASTFOLLOWS *- OF WASHINGTON, COUNTY OF SNOHOt4ISH AND at the Southwest corner of Sactiori 29, Township 27 Gommenoing 4 Eaet, W-14-1North, Range North 1.'11'02" West along the West line of said Section Thence th 132.00 20, a distanoe of 533.66 feet to tWseg�°u South line therSvuthwest feet of the West half of the arter of said Section 29; quarter of the Southwest quarter feet to Thence South 89'34'04" Eaat along said sObeing iths TRUEIPOINT of .the Easterly margin of 76th Avenue West, V BEGINNxNG of the Tract of,land herein described; margin, 132.15 I7 Thence Korth 1'11,02" West along said Easterly In with .the .jo feet to the intersection-Hof ighway 99 id Easter3.y g Easterly margin of U.s. Hiq Y y margin, 700.08 Thence North .25'181571' East along said Easterl g -- feet to the Southerly margin along thsaStreet utherly margin 327 SUN M Thence South 89 31 29 EaS Block 1, BBRG 5 feet to the Northweaterl ac accordorner ing to plat thereof recorded in VALLA ADDITION NO- o 55, records of Snohomish county, Volufie. 15 of Plats, on page Washington; the Westerly boundary t said Thence South 0,5623011 -East along and the Block 21 BggG's SUN VALLEY. ADDITION N0. east corner o tLotlg,exten$ oaf thereof 790.26 test to the SouthIn - OLIVER PARK, according to Plat thereat rQcorde Washington%• x4 0 plats, on page 75, records of Snohomish County. So North 89' 36' 37" West along the Sou1333.28 feet to the Thencepp' . OLIVER Block 2 and the Westerly axteztsi.on 3outhweSterly� corner of Lot 5, Block 1 of said PLAT of Maid 51 PARKI 6 west along the West line Ldt ThoncQ North 1'03'1 " e of rth Block 1 a distanoe of 23.35 feet to the uthwe tQuth o quarter of 132.00 feet of the West half of the said 8 of said Section 29 Southwest quarter of thQ Southwest qu 93•,3j feet; Thence -North 89' 34104" W06t along laid Routh fins, Thence North I' 11.' 02" West, _ 6aralla1 to said South line, 150.00 Th©nce. North 89 34104" WeOt p feet%�00 Peet to tine Raid South line; Thonco South -i 11 0',. 4841 60.Wast along said south ling, 60_00 feet to Thenen North P9 3Q 04.. the TRUE Poiti-r or• BFGINNINC; situate in the County of 9nohoNish, state of Wa8hin9ton. END OF SCHEDULE C Page 6 of 6 ORDER NO.: 36058 'ARCEL B 'HE TO IN THIS BINDER ND REFERRED OFSN HOMZ HN AND AVSD STATE Ix THE D R H SCED LAAS IF' WASHINGTON, COUNTY "OLLOWS : the Southwest quarter of the Southwest Chat portion of quarter of Section 29, Township 27 juarter of the Southwest described as Po]lows- �Torth, Range 4 East, W.14-, Sommencinq at the Southwest corner of said Section 29; t. line of! said Thence North 01'11'02" west out 1 the of Wthe North 13 feet Section, 533.66 feet to the S of the West half Of the souhw st quarter of the Southwest quarter or the soutliwostu q Thence South 89'34'04" East 90.01 feet to the TRUE.POINT OF aEGTNNiNr: Thence Continuing South 89'34104" Ease 150 feet: Thence North 01:14 �04n West �,Q" $44atlt 60 (};P_P_tf Thenr-e NorLh 89 7 Thence South 01' 11' 02" East 60 f'?'At to t21y TRUE FOINT O BEGINNING. Situate in the County of Snohomish, State of Washington. cww WHZF:OT E66T L2 -uer S6S9 9VL 902 : -ON 9NOHd -3u `OD SIN wo id EXHIBIT B 224TH 5TREET S.W. � / T If 1yy ix ZV A*2 33 TiTI 1TlTf f i ITTI Wu CJ � F � � •�'a•rw• fi� :-� aaa.o b n 0 0 r 'N]17 W' fir _ � � � ,.. • _ ..�:' �� '''c Q r COURTESY ROC'ORD1NG OWY.... NO LIA BIL,iT'Y FOR VAU XIT AND % OR ACCURACY ASSUMED BY FMTAMMCAN - - 1YIU31N8tJRA1VGBCO�m.wy — =-F I u oho - J oar sviIL HW4 !oS —08 IS 9 CITY OF . E® NDS CIVIC CENTER • EDMONDS, WASHINGTON 98020 • (206) 775-2525 COMMUNITY DEVELOPMENT DEPARTMENT May 30, 1979 ROBINHOOD LANES 9801 Edmonds Way Edmonds, Wa. 98020 OCCUPANT LIMITATIONS HARVE H. HARRISON MAYOR 1. Restaurant "48" fixed seats: No occupant figures required to be posted. 2. Bowling Area"235" fixed seats: No occupant figures required.to be posted. 3. Day Care Center: 1 room 20'. X 20' approximately, Occupancy to be posted "8" 1 room 20' X 30' approximately Occupancy to be posted "12" 4. Convent -ion Room: 30' X 401'approximately. Occupancy to be posted "80" JAMES H. REID C. WAYNE JONES LEROY F. MIDDLETON LLOYD H. NELSON REID, MIDDLETON & ASSOCIATES, INC. CONSULTING ENGINEERS & LAND SURVEYORS 324 MAIN STREET PROSPECT B-1171 EDMONDS, WASHINGTON JUNE 8; 1960 JOB No. 1.174A MR. WILLIAM HERBERT, BUILDING INSPECTOR, CITY OF EDMONDS, CITY HALL, EDMONDS, WASHINGTON DEAR MR. HERBERT: THIS LETTER IS TO VERIFY THE FACT THAT WE HAVE CHECKED THE PLANS FOR THE PROPOSED BOWLING ALLEY AT THE WESTGATE SHOPPING CENTER. THE PLANS WERE CHECKED FOR STRUCTURAL ADEQUACY ONLY AND FOUND TO BE SATISFACTORY FROM A STRUCTURAL STANDPOINT. VERY TRULY YOURS, REID, MIDDLETON & ASSOCIATES, INC. ew e a _ - __7 C. WAYNE JONES CWJ: TC MUNICIPAL ENGINEERING 0 WATER SUPPLY 9 SEWAGE TREATMENT • SURVEYS & SUBDIVISIONS ►TRE ET FILE Traffic Impact Analysis EDMONDS STARBUCKS Prepared for: KDW Salas O'Brien July 2014 _rpROVE '. AS NOTED BY E.Np ERIMIG w ` m awe �t�.. :. hld.'l0►tiD��"��4n1 Prepared by: IFtranspOGROUP 11730 118th Avenue NE, Suite 600 Kirkland, WA 98034-7120 Phone: 425-821-3665 Fax: 425-825-8434 www.transpogroup.c rn 14183.00 © 2014 Transpo Group Traffic Impact Analysis Edmonds Starbucks July 2014 Table of Contents Introduction................::..:..::.......:.........................................:.........................................................1 ProjectDescription................................................................................................................. 1 StudyScope........................................................................................................................... 1 StudyArea............................................................................................................................. 1 ExistingConditions...............................................................................................:.......................4 RoadwayNetwork .............................................. :................................................................... 4 TrafficVolumes...................................................................................................................... 4 TrafficOperations.................................................................................................................. 6 TrafficSafety.......................................................................................................................... 7 FutureWithout -Project Conditions....................................................................................:.........8 Planned Improvements.......................................................................................................... 8 TrafficVolumes..................................................................................................................... 8 TrafficOperations.................................................................................................................. 8 ProjectImpacts..............................::............................................................................................10 TripGeneration.............:...................................................................................................... 10 Trip Distribution and Assignment......................................................................................... 10 Future With -Project Traffic Volumes.................................................................................... 10 Future With -Project Traffic Operations...............................................:...........:.................... 14 SiteAccess Analysis............................................................................................................ 15 Parking................................................................................................................................ 15 Mitigation Recommendations.....................................................................................................16 TrafficImpact Fee................................................................................................................ 16 Conclusions..............................................................t...................................................................17 Appendix Appendix A: Traffic Counts Appendix B: LOS Definitions Appendix C: LOS Worksheets Appendix D: Drive -Through Queuing Analysis Figures 1. Site Vicinity and Study Driveways................................................................................ 2 2. Preliminary Site Plan3 .................................................................................................... 3. Existing Weekday Daily and AM Peak Hour Traffic Volumes....: ................................. 5 4. Future Without -Project Weekday Daily and AM Peak Hour Traffic Volumes .............. 9 5. Project Trip Distribution and Net New Average Daily Traffic Volumes ...................... 11 6. Weekday AM Peak Hour Project Trip Assignment.................................................... 12 7. Future With -Project Weekday Daily and AM Peak Hour Traffic Volumes ................. 13 Tables 1. Existing Weekday AM Peak Hour Driveway Operations .............:.:.............:::............. 6 2. Existing 95th -Percentile Queue Lengths ... .......... ....... ............................:....:...:.......... 6 3. Three -Year Collision Summary (2011 — 2013)..::.:.....:.................................................7 4. Future Without -Project Weekday AM Peak Hour Driveway. Operations ...................... 8 5. Estimated Weekday AM Peak Hour Trip Generation ................................................... 10 6. Future With -Project Weekday AM Peak Hour Driveway Operations ..... :................... 14 7. Estimated Traffic Impact Fee.............................:....:..::..........:...:............................... 16 Page �- %transpoGRou; Traffic Impact Analysis Edmonds Starbucks Introduction 2014 The purpose of this traffic impact analysis (TIA) is to identify potential traffic -related impacts associated with the proposed Edmonds Starbucks Coffee shop. Project Description The proposed project is a Starbucks Coffee shop generally located north of Edmonds Way and east of 100th Avenue.W in the City of Edmonds. The project site is specifically located at 9801 Edmonds Way at the southeast corner of an existing shopping center with PCC Natural Markets and Walgreens. The proposed project would construct approximately 2,130 square feet of coffee shop with drive-through window and would be completed and occupied by 2015. Figure 1 illustrates the project site and surrounding vicinity. A preliminary site plan is shown in Figure 2. As shown in the site plan, there are two existing full access driveways to Edmonds Way located on the east and west sides of the project site. In addition to these two adjacent driveways, there are two other existing driveways into the shopping center; a full access driveway located on 100th Avenue.W at the northwest corner of the shopping center and a right-in/right-out access only driveway located at the southwest corner of the shopping center on Edmonds Way. Study Scope This TIA evaluates existing (2014) and future (2015 and 2020) weekday AM peak hour intersection operations in the area surrounding the project site. Horizon years of 2015 and 2020 were used for all analysis of future conditions as it represents the anticipated build -out year of the proposed project and five years beyond the change of land use as required per the City of Edmonds Traffic Impact Analysis Requirements. Study Area The analysis focuses on the weekday AM peak period (7:00 to 9:00 a.m.) operations at three full -access driveways determined through coordination with the City of Edmonds, including: 1. 100th Avenue W/ Driveway 1 2. Edmonds Way / Driveway 2 3. Edmonds Way,/ Driveway 3 The fourth (driveway described above, the right-in/right-out access only driveway, was not studied as very few, if any, project traffic is anticipated to access the site via this driveway. The Edmonds Way%100th Avenue W intersection was also not studied because this . intersection was recently evaluated in a traffic study completed by Heffron Transportation and shown to operate acceptably during the weekday PM peak hour (one-hour period between 4:00 and 6:00 p.m.), a time period when there is more traffic at this intersection than during the weekday AM peak hour.' Similarly, weekday PM peak period operations were not evaluated at the full -access driveways because (1) the proposed project is anticipated to generate less traffic during this hour as compared with the AM peak hour and (2) the aforementioned Walgreens traffic study evaluated these driveways with a more intensive use (drive-in bank) and determined these driveways would operate acceptably during this time period. ' Transportation Impact Analysis for Walgreens - Edmonds, Heffron Transportation, March 30, 2012. Page 1 %tranSPOGROUP W C� LL cu Q� �L 70 U) cu .C: �U 'W^ V ) I j 1 1 I I I I I I II I I I I 1 1 1 1 70 NW I..L � N L D 0 0 Q c Traffic Impact Analysis Edmonds Starbucks July 2014 Existing Conditions This section describes existing condition within the identified study area. Characteristics are provided for the roadway network, existing traffic volumes, traffic operations, and traffic safety. Roadway Network Existing roadway characteristics within the vicinity of the project site are described below: Edmonds Way (SR 104) is a five -lane roadway classified as a principal arterial with a posted speed limit of 35 miles per hour (mph). Sidewalks are provided along both sides of the street. 100th Avenue W is a five -lane roadway classified as a minor arterial with a posted speed limit of 30 mph. Sidewalks are provided along both sides of the street. Traffic at the three study driveways is controlled with stop signs. Traffic Volumes Figure 3 illustrates existing weekday AM peak hour traffic volumes at the study driveways as well as the average daily traffic (ADT) volumes along both Edmonds Way and 100th Avenue W. Traffic counts.were collected at each study driveway in June 2014 and tube counts were taken along the roadways in January 2012. Since the ADT volumes were collected in 2012, these volumes were grown by 1.5 percent per year for two years to estimate existing conditions. Detailed intersection traffic counts are provided in Appendix A. Traffic volumes were rounded to the nearest five vehicles since weekday volumes fluctuate day-to-day. /lanSPOGROUP Page 4 w � M LL cn N _:3 O T ca L O 2 cu G cu Q� CD cn W Q_ D m 0 CLC to S c 0 O U U_ W o Q.�N N� NJ Lu j0j0 c o W o W Q F JCn I w LU 1 Q D O' O N 7 O W © O t0 © R t0 w � M LL cn N _:3 O T ca L O 2 cu G cu Q� CD cn W Q_ D m 0 CLC to S Traffic Impact Analysis Edmonds Starbucks July 2014 Traffic Operations Level of Service Analysis Weekday AM peak hour traffic operations were evaluated at the study driveways based on levels of service (LOS). The LOS analysis method was based on procedures identified in the Highway Capacity Manual (2010) and evaluated using Synchro version 8.0. At stop -sign -controlled intersections, LOS is measured in delay per vehicle. Traffic operations for an intersection can be described alphabetically with a range of levels of service (LOS A through F), with LOS A indicating free-flowing traffic and LOS F indicating extreme congestion and long vehicle delays. Appendix B provides a more detailed explanation of intersection LOS criteria. Table 1 shows the weekday AM peak hour existing traffic operations. Detailed intersection LOS worksheets are contained in Appendix C. Table 1. Existing Weekday AM Peak Hour Driveway Operations AM Peak Hour Intersection LOS' Delay2 wM3 1. 100th Avenue W / Driveway 1 B 12.4 WB 2. Edmonds Way / Driveway 2 B 13.9 SB 3. Edmonds Way / Driveway 3 C 17.1 SB Source: HCM, 2010 and Transpo Group, 2014. 1. LOS as defined by the HCM (TRB, 2010). 2. Average delay per vehicle in seconds. 3.. Worst movement (WM) reported for side -street stop controlled intersections. SB = southbound approach, wB = westbound approach . As shown in Table 1, all study driveways currently operate at LOS C or better. 95th -Percentile Queue Lengths A queuing analysis was performed at the three study driveways. The 95th -percentile queues are shown in Table 2 below.2 As shown in the table, the 95th -percentile queues for all movements at the three study driveways are one vehicle length or less and within the existing storage lengths. Table 2. Existing 95th -Percentile Queue Lengths Movement Storage 95th -Percentile Queue 1. 100th Avenue W / Driveway 1 Westbound Approach 50' 20' Southbound Left 200' 20' 2. Edmonds Way / Driveway 2 Eastbound Left 125' 20' Southbound Approach 50' 20' 3. Edmonds Way / Driveway 3 Eastbound Left 150' 20' Southbound Approach 50' 20' Note: 50th -percentile queues reported for traffic signal controlled intersections only. 2 The 50th -percentile queues are not reported for stop controlled intersections. - Page 6 FranspOGROUP , _ t I � Traffic Impact Analysis Edmonds Starbucks July 2014 Traffic Safety _ Collision records were reviewed within the study area to document any potential traffic safety issues. The most recent -summary of collision data from WSDOT is for the three-year period between January 1, 2011 and December 31, 2013. A historical review of collisions was conducted at the three existing driveways. A summary of the total and average annual number of reported collisions as well as -the collisions rate at each study driveway is provided in Table 3. The collision rate is representative of the number of collisions per one million entering vehicles (MEV) at each intersection. Intersections with a rate greater than 1.0 collision per MEV are typically flagged for further investigation to determine whether an adverse condition exists. As shown in the table, all study driveways experienced 0.5 collisions per MEV or less. Table 3. Three -Year Collision Summary (2011 — 2013) Number of Collisions Annual Collisions Driveway 2011 2012 2013 Total Average per MEV' 1. 100th Avenue W/ Driveway 1 0 1 1 2 0.7 0.2 2. Edmonds Way / Driveway 2 1 3 31 7 2.3 0.5 3. Edmonds Way / Driveway 3 2 0 0 2 0.7 0.1 Source: WSDOT and Transpo Group, 2014. 1. Million Entering Vehicles Within the analysis time period, the highest number of collisions occurred at Edmonds Way/Driveway 2 with approximately two collisions per year. The most common collision type at Driveway 2 was a vehicle entering at an angle. One bicyclist collision occurred at a study driveway (100th Avenue W/Driveway 1) during this time period as well. ` Page 7 FranspoGHou Traffic Impact Analysis Edmonds Starbucks July 2014 Future Without -Project Conditions This section describes the future 2015 and 2020 traffic conditions during the AM peak hour without the addition of project traffic. The following describes planned transportation improvements; traffic volume forecasts, and traffic operations (LOS and queue lengths). Planned Improvements Based on coordination with the City of Edmonds, no planned improvements have been identified; therefore no changes to the roadway network. have been included in evaluating future 2015 and 2020 conditions. Traffic Volumes Future without -project weekday AM peak hour traffic volumes and average daily traffic (ADT) volumes were estimated by growing existing traffic volumes by 1.5 percent per year to 2015 and 2020 conditions. This growth rate was determined in coordination with the City of Edmonds. No pipeline projects were identified within the study area. Figure 4 illustrates 2015 and 2020 without -project weekday AM peak hour traffic volumes and ADT volumes at study driveways. Traffic Operations % Level of Service Ahalysis Weekday AM peak hour intersection operations were evaluated for forecast 2015 and 2020 without -project conditions. Intersection LOS was calculated at the study intersections using the LOS methodology described previously. Table 4 summarizes the 2015 and 2020 without - project weekday AM peak hour traffic operations and compares these forecast conditions to 2014 existing weekday AM peak hour traffic conditions. The detailed LOS worksheets are included in Appendix C. Table 4. Future Without -Project Weekday AM Peak Hour Driveway Operations Existing 2015 Without -Project 2020 Without -Project Intersection LOS' Delay2 WM3 LOS Delay WM LOS Delay WM 1. 100th Avenue W-/ Driveway 1 B 12.4 WB B 12.5 WB B 12.8 WB 2. Edmonds Way / Driveway 2 B 13.9 SB B 14.0 SB B 14.6 SB 3. Edmonds Way / Driveway 3 C 17.1 SB C 17.3 SB C 18.3 SB Source: HCM, 2010 and Transp'o Group, 2014. 1. LOS as defined by the HCM (TRB, 2010). 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side -street stop controlled intersections. SB = southbound approach, WB = westbound approach As shown in Table 4, all study driveways are forecast to continue to operate at LOS C or better under 2015 and 2020 without -project AM peak hour conditions. 95th -Percentile Queue Lengths The 95th -percentile queues for all movements at the three study driveways are forecast to continue to be one vehicle length or less and within the existing storage lengths. VfranSPOUROUP Page 8 U U ui o o tWi l.t_ LL p QJ J WLu LLJ � 0 >QBMQ�y ~NN QD Q�00� X00. ? 0 UJ Lu LU 0 O g� 1�� o> '0 w ��W 0W >> CD © O v f— p C v It 41. p ? LU en NC < �. co _ Y �Yu ` i t e Z a!F (ALU LU LU 0% SU 'u .r..t { �. a �u•• � ♦.. i 1• rn I W .y 'ti i 1 , ll •� F � af > F- < Q. � 7 � . E M 3f1N3Ab' H100t ,,F n D If O Q C Sire. Traffic Impact Analysis Edmonds Starbucks July 2014 Project Impacts This section of the analysis documents potential project -generated impacts at study driveways. First, estimated traffic volumes generated by the proposed project are distributed and assigned to the adjacent street system. Next, project trips are added to future without - project traffic volumes and any potential impacts to traffic operations are identified. The need for turn lanes and an evaluation of sight distance at study driveways is also included. This section concludes by comparing the parking supply to the anticipated parking demand. Trip Generation Trip generation estimates are summarized in Table 5. Estimates for project -generated vehicle trips were calculated using average peak hour trip rates for a coffee/donut shop with drive- through window (Land Use No. 937) published by the Institute of Transportation Engineers (ITE) in Trip Generation (8th Edition, 2008).3 As described previously, the proposed project would construct a Starbucks Coffee shop totaling approximately 2,130 square feet. Table 5. Estimated Weekday AM Peak Hour Trip Generation Weekday AM Peak Hour Gross Land Use' Size Daily Trips2 Rate Trips Pass -by' Total In Out Coffee Shop with Drive 2.13 ksf 1,750 110.75 236 -188 48 26 22 Through Window (LU #937) Source: Transpo Group, 2014. Notes: ksf = one thousand square -feet 1. Trip generation estimates based on size and average daily and peak hour trip rates from ITE Trip Generation, 8th Edition (2008). 2. Daily trip generation based on only two data points. Generally three or more data points are preferred. 3. Pass -by of 80 percent based per City of Edmonds Traffic Impact Fee Table. The proposed project would generate approximately 1,750 daily trips, with approximately 350 daily primary trips (non -pass -by trips). During the weekday AM peak hour, the project would generate approximately 48 net new trips (26 inbound and 22 outbound). The analysis did not account for trips internal to the existing shopping center in order to provide a conservative estimate at the study driveways. Trip Distribution and Assignment Net new project trip distribution was estimated using the City's travel demand forecasting model and anticipated peak hour distribution of retail trips to/from Transportation Analysis Zone JAZ) 35, the zone in which the project site is located. Figure 5 illustrates the daily and AM peak hour trip distribution. As shown in the figure, approximately 40 percent of the trips would be oriented to/from the east, 20 percent to/from the south, 20 percent to/from the north, and 20 percent to/from the east. In contrast, pass -by trip distribution was based on existing AM peak hour travel patterns on Edmonds Way and 100th Avenue W. Project trips were assigned to the study driveways based on the travel patterns and the resulting net new daily and weekday AM peak hour trip assignment is shown in Figures 5 and 6, respectively. Future With -Project Traffic Volumes The project traffic volumes were added to the future 2015 and 2020 without -project traffic volumes to form the basis of the with -project analysis. The resulting future (2015 and 2020) with -project weekday daily and AM peak hour traffic volumes are illustrated in Figure 7. 3 Institute of Transportation Engineers (ITE) in Trip Generation (8th Edition, 2008) was used in accordance with the City of Edmonds Traffic Impact Analysis Worksheet. FranS(JOGROUP Page 10 W LO IL N E O U R \a z 4--a Z 70 co O V/ 0 Q U N •O L CL 0— D O Q ,V M� PCC NATURAL MARKETS (4)1I 4 (12) NOT TO SC (-12)4 —8(4) i Z(-22) i l '.. -n 'j t L , i. ..3t�• ; :J a /: C3(22) Co LLJ Q Z ( ,11 13 (13) .. • (22) 7I 4 (22) t�°ti i t WALGREENS Z =g�g ° ('0(13) s (22)1p,J ��8(26) :n 6 (-30)1 —1(-26) ; r .Ifs ies zit Q d , �, � t � i �' - i t'� + �%`,, �,•t3c..;1 r<,`l t' ;.. � . �:;%(,, �`. .J " I • ii 1': ~ LEGENDr 1 t'3,J/..,. " !'t f t ! y`t j `� -SII ° I �l STARBUCKS t. STUDY DRIVEWAYS X = PRIMARY TRIPS EDMONDS WAY (SR 104) " -- -- - - • -- - - - - (X) = PASS -BY TRIPS WEEKDAY AM PEAK HOUR TRIP GENERATION TOTAL IN OUT TOTAL TRIPS 236 120 116 PASS -BY (80 PERCENT) -188 -94 -94 TOTAL NET NEW TRIPS 48 26 22 (Ni a: . PCC NATURAL MARKETS Z NOT i� 0 SCAL 5 16 r.. ':.4 uj z t t . t= - %''.'tr �.ii• •, ,y4 Y a �, fr..�a -21 r` tt tt/� v25 � ��,o-fit F I _ i t� r :� (1J•�• �./,/ Q #i6 . 29I 26 \\� `�� i' t WALGREENS ` -29— -25 J a 12 /1`r t. --- f� :c Ile CD w i, t1y /�%ft �/ >%I%I t / ,�� 1) STARBUCKS' LEGEND © = STUDY DRIVEWAYS EDMONDS WAY (SR 104) " « - -•, �• •.... " — X WEEKDAY AM PEAK HOUR Weekday AM Peak Hour Project Trip Assignment FIGURE Edmonds Starbucks 6 \lsrv-dfs-wa1MM_Projects\ProtectsN4U4183.00-Edmonds StarbuckMGraphicMGraphics<6-Assign>kassil06/3011411.48 rt(anS(�POGROUP a U U� o� w W < v O. iQss�(hR Q� Q�00� X00LL OZ W W 2 W �LLJ_� �N W p �� W U J W LL, 00 UW cn• OW CD O O O v © © O v H p O D NN F;Y1, z 0 LU co o Y ,' I j t' co j y, va W W Ij .^t. W uj N > J ...�:E:._L_;_ I. .,,.1 _ � �r r � ' �> �• -', �� O. °- / per � •- {{ is `c cc ca ' e4r' ✓''�;,o • � �f •` r%�,'' ``'•�, cam, � LL ,� t_. �' 8 •�' � w``�E.```-moi "�' t /'•� 'w, \p N ' Yof CL LU I' LL z Q - D m 0 N C co 0 C: L Traffic Impact Analysis Edmonds Starbucks July 2014 Future With -Project Traffic Operations Level of Service Analysis Future 2015 and 2020 with -project study intersection operations were evaluated for the weekday AM peak hour. Intersection LOS was calculated using the methodology described previously. The without -project conditions are compared to the with -project conditions to understand the potential traffic impacts of the proposed project. Table 6 summarizes the 2015 and 2020 without- and with -project driveway operations for the weekday AM peak hour. LOS worksheets are included in Appendix C. As shown in Table 6, the LOS with the addition of project traffic remains at LOS C or better when compared to without -project conditions. Table 6. Future With -Project Weekday AM Peak Hour Driveway Operations Without -Project With -Project Intersection LOS' Delay2 WM3 LOS Delay VM 2015 1. 100th Avenue W / Driveway 1 B 12.5 WB B 13.2 WB 2. Edmonds Way [Driveway 2 B 14.0 SB B 14.4 SB 3. Edmonds Way / Driveway 3 C 17.3 SB C 17.3 SB 2020 1. 100th Avenue W / Driveway 1 B 12,8 WB B 13.6 WB 2. Edmonds Way / Driveway 2 B 14.6 SB C 15.0 SB 3. Edmonds Way / Driveway 3 C 18.3 SB C 18.4 SB Source: HCM, 2010 and Transpo Group, 2014. 1. LOS as defined by the HCM (TRB, 2010). 2. Average delay per vehicle in seconds. 3. Worst movement (WM) reported for side -street stop controlled intersections. SB = southbound approach, WB = westbound approach 95th -Percentile Queue Lengths The 95th -percentile queues for all movements at the three study driveways are forecast to continue to be one vehicle length or less and within the existing storage lengths. As a result of the minimal queues forecast at the driveways, particularly the two adjacent driveways (Driveways 2 and 3), access to the on-site parking stalls and the drive-through window entrance are not likely to be blocked by driveway queues. In addition to queues at the three study driveways, queues were evaluated at the proposed drive-through window. The drive-through queue was estimated using the Poisson queuing distribution. Based on a study completed by QSR in 20124, the average service rate for a fast-food restaurant drive-through window is approximately 175 seconds, slightly less than three minutes per customer. A detailed Poisson queuing worksheet is provided in Appendix D. The weekday AM peak hour anticipated drive-through 95th -percentile queue length is estimated at 10 vehicles or approximately 200 feet. The proposed site plan provides approximately 200 feet of drive-through storage. Based on this, queues are anticipated to be accommodated within the proposed driveway storage. 4 2012 QSR Drive-Thru Study: Average Service Time, QSR, Accessed July 2014 <http://www. gsrmagazine.com/content/2012-qs r -d rive-th ru-study-average-service-time> �tranSPOGROUP Page 14 Traffic Impact Analysis Edmonds Starbucks Site Access Analysis ehannelization Warrants July 2014 Since all study driveways have an existing two-way center left -turn lane to access the site, left -turn lane warrants were not evaluated. Similarly, right -turn lane warrants were not evaluated because the Washington State Department of Transportation (WSDOT) guidelines for right -turn lanes is limited to two-lane highways and since both Edmonds Way and 100th Avenue W are five -lane roadways, these guidelines do not. apply. Sight Distance Sight distance was measured in the study previously submitted by Heffron Transportation, Walgreens — Edmonds Way TIA (Heffron Transportation, 2012) for the three study driveways and was shown to meet American Association of State Highway and Transportation Officials (AASHTO) standards. The location of these driveways have not changed since this study was completed and are not proposed to change as part of the proposed Starbucks Coffee shop. Therefore, adequate sight distance exists at each study driveway. Parking Parking Supply The required parking supply was calculated in -accordance with the City of Edmonds Municipal Code 17.50.020 — B1. A retail store is required to provide one space per 300 square -feet, requiring a total of approximately 7 parking spaces. As shown in the site plan (Figure 2), the project is proposing to provide 7 on-site parking spaces, meeting the City of Edmonds requirements. In addition, the shopping center has 230 existing parking spaces serving the PCC Natural Markets and Walgreens. This would result in a total of 237 parking spaces for the shopping center has a whole. Parking Demand The peak parking demand was estimated based on the size of the proposed building and average rates published by the Institute of•Transportation Engineers (ITE) in Parking Generation (4th Edition, 2010). The average peak hour parking rate fora coffee/donut shop with drive-through window (Land Use No. 937) is 10.4 vehicles per 1,000 square feet, resulting in an estimated peak parking demand of approximately 22 vehicles. This estimate does not reflect any adjustment for other modes of travel (e.g., transit) or reductions for trips internal to the existing shopping center. The peak demand is anticipated to be accommodated by the total parking available in the shopping center as the peak parking demand for grocery and drug stores does not generally occur at the same time as a coffee shop and as such, no off-site parking impacts are expected as a result of the project. f -tfanSPOGROUP Page 15 Traffic Impact Analysis Edmonds Starbucks July 2014 C Mitigation Recommendations Mitigation measures have been identified to reduce potential transportation -related project impacts. As all study driveways are forecast to operate at LOS C or better, the proposed project should not be required to mitigate any driveway impact. The proposed project will be required to pay traffic impact fees which are summarized below. Traffic Impact Fee The project would be required to pay the City's Transportation Impact Fee. A fee for the ITE Land Use No. 937, toffee/donut shop with drive-through window, is not included in the Edmonds Streets and Roads Impact Fee Rate Study Table 4, 2009. Instead, the impact fee was calculated based on the most current edition of ITE, (9th Edition, 2012) in accordance with the City of Edmonds Traffic Impact Analysis Worksheet and consistent with the calculation of other coffee shops in the 2009 Impact Fee Rate Table. The calculated impact fee for land use 937 can be found in Table 7 below. Table 7. Estimated Traffic Impact Fee % New Trip Length Net New Trips per Impact Fee per Unit Land Use' Trip Rate2 Trips' Factor' Unit of Measure at $1,049 per trip Coffee Shop with Drive 42.80 20% 0.67 5.74/1,000 sf 6.02 per square foot Through Window (LU #937) Source: Transpo Group, 2014. Notes: sf = square -feet 1. Trip generation estimates based on the square feet and the average peak hour trip rate from ITE Trip Generation, 9th,Edition (2012). 2. PM Peak Hour Trip Ends (4-6 p.m.) 3. Per the Edmonds Streets and Roads Impact Fee Rate Study, Table 4, 2009. Consistent with land uses 936 and 938. As shown in Table 7, an impact fee of $6.02 per square foot was calculated resulting in a preliminary estimate of approximatel $12,800 for a Starbucks Coffee shop with drive-through window totaling approximately 2 square feet. The final impact fee will be calculated and approved by the City. ler ioaso1,mA 5s amohj Page 16 TtranspOGROUP \ J Traffic Impact Analysis Edmonds Starbucks July 2014 Conclusions, This .traffic impact analysis summarizes the anticipated traffic impacts of the proposed Edmonds Starbucks Coffee shop. General findings and recommendations include: • The project consists of constructing a Starbucks Coffee shop with drive-through window totaling approximately 2,130 square feet. • The proposed project would generate approximately 350 net new daily trips and 48 net new trips during'the weekday AM peak hour. • All study driveways are forecast to operate at LOS C or better during the weekday AM peak hour with the addition of project traffic. • The 95th -percentile queue lengths at study driveways as well as the drive-through window are anticipated to be accommodated_ within the existing and proposed storage, respectively. • The project will provide 7 parking spaces on site, consistent with the City of Edmonds Code requirements, and is forecast to have a peak parking demand of approximately 22 vehicles. The peak demand.is anticipated to be accommodated by the total parking available within the -shopping center (a total of 237 parking spaces including the proposed parking spaces) because the peak parking demand of coffee shops and grocery and drug stores do not generally occur simultaneously. • Edmond's traffic impact fee is estimated to be approximately $12,800 for a coffee shop with drive-through window totaling approximately 2,130 square feet. The final impact fee will be calculated and approved by the City. J rtranSpOGROUP Page.17 t I U U (u L Q CL 1 I 100TH AVE W DRIVEWAY 01 - Date: Tue, Jun 17, 2014 N Peak Hour Count Period: 7:00 AM to 9:00 AM Peak Hour: 8:00 AM to 9:00 AM W) o N LU Go I 1.1 r N R C4 DRIVEWAY 01 I W 1. I - �0000a — >`,_m� 32 23 44 , 8 TEV: 894 2ot- 0 PHF: 0.91 19 — j o 41 33 DRIVEWAY 01 54 4 0—� V �J �T 0` O0 M N HV %: PHF N Q EB 2.4% 064'-'9 WB 4-5% 0.61 nn' C) NB 4.6% 0.8300 V/ � N SB, 2.9% 0.97 i TOTAL 3.5% 0.91 Two -Hour Count Summaries DRIVEWAY 01 DRIVEWAY 02 100TH AVE W 100TH AVE W Interval 15 -min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 1 0 7 2 0 2 4 45 5 9 118 8 201 7:15 AM 4 0 7 3 0 2 6 39 7 10 139 7 224 7:30 AM 2 0 4 8 0 1 2 46 8 -7 135 6 219 7:45 AM 2 0 7 6 0 1 10 51 6 9 121 4 217 861 8:00 AM 1 0 9 6 0 4 3 44 9 6 124 3 209 869 8:15 AM 0 0 8 2 0 4 3 62 4 5 116 1 205 850 8:30 AM 0 13 -6 fl 4' S 69 12 7 121 246 877 8:45 AM 4, 0 3 5. 2 11' . 7 64. 2 9 125 2 234 894 Count Total 17 0 58 38. 2 29 40 420 53 62 999 37 1,755 Peak Hr 8:--: ;. '0 33 19 2 '23 18 239 ,. 27-. 27 486 12 894 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South Total Start 7:00 AM 0 0 1 3 4 0 0 1 1 2 0 1 :3 0 4 7:15 AM '0 1' 6 3 10 0 0 0 0 0 0 1 1 0 2 7:30 AM 0 1 4 6 11 0 0 2 1 3 0 2 2 0 4 7:45 AM 0 0 1 0 1 0 0 0 0 0 0 1 2 0 3 8:00 AM 0 1 3 5 9 1 0 0 0 1 0 0 0 0 0 8:15 AM 0 0 6 4 10 0 0 0 2 2' 0 1. 0 0 1 830 AM: 1 0 2 3, :.6 0 0 1 0 i ;-: 0 2 0 0 2 8:45 AM 0, . 1 2 3 6, . 0 0 . 0 :.. 0. 0 .; , . 5.. 2:: . 1,_ 0 8 . . Count Total 1 4 25 27 57 0 0 4. 4 8 6 10 9 0 25 Peak Hr 1: ' 2 13„ 115 31 1 0 0 "; 1 2 3 6 5 1 0 12 DRIVEWAY 02 ' EDMONDS WAY Date: Tue, Jun 17, 2014 . N Peak Hour Count Period: 7:00 AM to 9:00 AM Peak Hour: 8:00 AM to 9:00 AM a M N �. .40 W p O r r EDMONDS WAY 11_,n 4 604 20 < 612 �� TEV: 1,247 4— 592 o 0 0t —j 4 PHF: 0.92 604 600 619 40LO EDMONDS WAY HV %: PHF EB 4.0% 0.84 WB 6.4% 0.89 SB 0.0% 0.60 TOTAL 5.1%. 0.92 Two -Hour Count Summaries EDMONDS WAY EDMONDS WAY DRIVEWAY DRIVEWAY Interval 15 -min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 188 0 0 91 1 0 0 0 5 0 0 285 7:15 AM 2 115 0 0 97 4 0 0 0 3 0 1 222 7:30 AM 1 209 0 0 116 2 01 0 0 7 0 1 336 7:45 AM 2 141 0 0 129 3 0 0 0 5 0 1 281 1,124 8:00 AM0 126 0 0 128 4 0 0 0 4 0 2 264 1,103 8:15 AM 0 179 0 0 138 1 0 0 0 4 0 4 326 1,207 8:30 AM # . 2 164 0 0 164 5 0 0 0 1` 0 3 ' . 339 3 9 1,210 <. 8:45 AM 1.Count 2. 131 , 0 . 0 � 162 10. 0 0' 0 :.,10 0 i3.., :: 318 1,247...` Total 9 1,253 0 1 0 1,025 30 0 0 0 39 0 15 2,371 Peak Hr 4 600 0 1 0 592 20 1 0 0.. 0 19 0 12 : ;.1,247 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 7:00 AM 1 8 0 0 9 0 0 0 0 0 0 0 1 0 1 7:15 AM 8 6 0 0 14 0 0 0 0 "0 1 0 1 0 2 7:30 AM 11 3 0 0 14 0 0 0 0 0 0 0 0 0 0 7:45 AM 1 7 0 0 8 0 0 0 0 0. : 0. .0 1' .. 0 1 0 .0..... V. 0 0 0 0 0 0. ^0. .W . 0 . 0 5 AM 9 13, . `p p. 0 22.. 0 ' 0 .. 0 0:. 0 0;'. 0°3 0 3 8:30AM11 m_ _ 8 0 0 19 0 _.,.. .0. _ Ot:,..0' D 0 0- _ 0 0 0 8:45 AM 2 12 0 0 14 0 0 0 0 0 0 0 1 0 1. Count Total 45 63 0 0 108 0 0 0 0 0 1 0 7 0 8 Peak Hr - 24 39 0 0 63. 0 0 0 0 0 1 0 0 4. 0 4. DRIVEWAY 03 ' EDMONDS WAY J Date: Tue, Jun 17, 2014 N Peak Hour Count Period: 7:00 AM to 9:00 AM Peak Hour: 8:00 AM to 9:00 AM r N ji.X> EDMONDS WAY 3 000000--> 614 1 614 Ai =o E— 1 TEV: 1,269 611 otq 00 7' —� 645 PHF: 0.92 2 44 o0 Q 648 2 649 0---->v V EDMONDS WAY HOD 0 !� M o M o HV %: PHF EB 4.5% 086 0 Lu WB 5.9% 0.87 NB 0.0% 0.50 O so SB 0.0% 0.25 TOTAL 5.1% 0.92 Two-Hour Count Summaries EDMONDS WAY EDMONDS WAY DRIVEWAY 02 DRIVEWAY 01 Interval-Eastbound Total One Hour Westbound Northbound Southbourid LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 0 184 0 0 89 0 0 0 0 0 0 1 274 7:15 AM 0 118 0 0 99 0 0 0 0 0 0 0 217 7:30 AM 0 219 0 1 114 0 0 0 0 0 0 0. 334 7:45 AM 0 139 0 0 135 0 0 0 0 — 0 2 1 0• 0 0 276 1,101 8:00 AM 0 139 1i 0 132 1 0_1 0 0 274 " ` ,1,101 8:15 AM' .. ' .0' .. 188 1_: ..`0; 137 .0 0 0 1 1 0,.,: 0'.• 328 P 1,212 8:30 AM 0 175 t 0 0 168 0 2 _ 0 1 0 0. 0 0 346a� 1,224 8:45 AM 1 ; . 143 ' 0 2 174 0 1 0 0 0 0 O. , 321 1,269, Count Total 1 1,305 2 3 1,048 1 3 0 5 1 0 1 2,370 Peak Hr 1 645 2 2 611 1 3 0 3 1 1 0, 0 1,269 - Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South Total Start 7:00 AM 1 9 0 0 10 0 0 0 0 0 0 0 0 0 0 7:15 AM 8 4 0 0 12 0 0 0 0 0 0 0 0 1 1 7:30 AM 12 3 0 0 15 1 0 0 0 1 0 0 0 0 0 7:45 AM 3 6 0 0 9 0 0 0 0 0 0 0 1 1 2 8:00 AM 2 5 0 0 7 0 0 0 0 0 0 0 0 0 0 8:15 AM 11 13 0 0 24 0 0 0 0 0 0 0 2 0 2 8:30 AM 10 7 0 0 17 0 0 0 0. 0 0 0 0- 0•.-; .0 , 8:45 AM 6 11 . 0 0 17 0 0 0 0 0 0 0 1 0 1 Count Total 53 58 0 0 111 1 0 0 0 1 0 0 4 2 6 Peak Hr 29 36 0 0 65 0 0 0 0 0 0 0 3 0 3 Highway Capacity Manual 2010 Signalized intersection level of service (LOS) is defined in terms of a weighted average control delay for the entire intersection. Control delay quantifies the increase in travel time that a vehicle experiences due to the traffic signal control as well as provides a surrogate measure for driver discomfort and ,fuel consumption. Signalized intersection LOS is stated in terms of average control delay per vehicle (in seconds) during a specified time period (e.g., weekday PM peak hour). Control delay is a complex, measure based on many variables, including signal phasing and coordination (i.e., progression of movements through the intersection and along the corridor), signal cycle length, and traffic volumes with respect to intersection capacity and resulting queues. Table 1 summarizes the LOS criteria for signalized intersections, as described in the Highway Capacity Manual 2010 (Transportation Research Board, 2010). Table 1. Level of Service Criteria for Signalized Intersections Level of, Average Control Delay Service (seconds/vehicle) General Description A <10 Free Flow B >10-20 Stable Flow (slight delays) C >20 — 35 Stable flow (acceptable delays) D >35 — 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding) E >55 — 80 Unstable flow (intolerable delay) F' >80 Forced flow (congested and queues fail to clear) Source: Highway Capacity Manual 2010, Transportation Research Board, 2010. 1. If the volume -to -capacity (v/c) ratio for a lane group exceeds 1.0 LOS F is assigned to the individual lane group. LOS for overall approach or intersection is determined solely by the control delay. Unsignalized intersection LOS criteria can be further reduced into three intersection types: all -way stop, two-way stop,, and roundabout control. All -way stop and roundabout control intersection LOS is expressed in terms of the weighted average control delay of the overall intersection or by approach. Two-way stop -controlled intersection LOS is defined in terms of the average control delay for each minor -street movement (or shared movement) as well as major -street left -turns. This approach is because major -street through vehicles are assumed to experience zero delay, a weighted average of all movements results in very low overall average delay, and this calculated low delay could mask deficiencies of minor movements. Table 2 shows LOS criteria for unsignalized intersections. Table 2. Level of Service Criteria for Unsignalized Intersections Level of Service Average Control Delay (seconds/vehicle) A 0-10 B >10 —15 C >15-25 D >25 — 35 E >35-50 F' >50 Source: Highway Capacity Manual 2010, Transportation Research Board, 2010. 1. If the volume -to -capacity (v/c) ratio exceeds 1.0, LOS F is assigned an individual lane group for all unsignalized intersections, or minor street approach at two-way stop -controlled intersections. Overall intersection LOS is determined solely by control delay. HCM 2010 TWSC Existing AM Peak Hour 1: 1.00th Ave W & Driveway 1 Edmonds Starbucks nteisectiori }r. , y ;::n7.7 Int Delay, s/veh 1.7 Vol, vehm 10 0 35 20 5 - 25 20 240 X25 Conflicting Peds, Or 6 0 5 6 0 7 5 0 6 Sign Control _ __�_--- Stop _ Stop Stop Sto ; ..___P Sto _ _ _ p Sto .___ .p -,; ,Free Free Free RT Channelized - - None - - None_ 6_.6-� None Storage Length's _._.._._ - - - -' - - _...._. 100 - Veh in Median Storage, # - 1 - - 1 - - 0 - Grade, % - .262 - - _ _ _ - - 0- _ Peak Hour Factor91 489 91 91 91 91 91 91 91 91 Heavy Vehicles, % - - 2 - 2 .r....__._��... 2 _.. _ 5' _ _ ---,. 5 _ _ .... _ 5 __--- _ 5 5 5�-. 5 Mvmt Flow 11 0 38 22 5 27 22 X264 27. 312 246 837 990 - - Mov Cap -2 Maneuver _ M1 356" �, -443 _248 352 _ T-417 P'Fl- Conflicting Flow All_ _785 941 284 655 933 160 _550 0� 0 Stage 1 599 599 - 328 328 - - - - i__ _Stage 2 186 342_- _ 327 605 - - - -' Critical Hdwy 7.54 6.54 6.94 7.6 6.6 7'-"'--4.2-'--- - - -- - --- - - Critical Hdwy Stg 1' m - .:::6.54 .._5.61 ° "" - - 5.54 :.:..� . -. �__ 6_.6-� "� 5.6 _ ... - - - -- - -Y----- " Critical Hdwy Stg 2 6.54 5.54 - 6.6 5.6 - - - - Follow-upHdwy_- ,- 3.52 4.02- - - Pot Cap -1 Maneuver 283 .262 713_ 345 260 847 995 - - Stage 1 - 455 489 - 651 638 - - - - _Stage 2 798 637 - 651 478 - - - - Platoon blocked, Mov Cap -1 Maneuver 259 706 312 246 837 990 - - Mov Cap -2 Maneuver _ M1 356" �, -443 _248 352 _ T-417 P'Fl- 342 Stage 1 476 - 633 626' - - - - _ - --- - - -_ ___ T -i Stage 2 744 619 - 599 ..' -465 - - - = WBS' NB> HCM Control Delay, s 11.8 12.4 0.6 HCM L09_.'E 7 B ..- _ ; , _.... _- B _ .�� inor Ea- i Major Mvmt '. 7: 7' NBU7 " NBL� -� NWR EBLn1 WBL61 - .' SBR -- 7 SBt:__ SBT '`".'":SBR -- Capacity Capacity (veh/h)990 _. _ -- - - 579 541 1246 - - M L HCane V/C Ratio 0:022 - 0.085 0.102 0.022 HCM Control Delay (s) 8.7 -y - 11.8 12.4 8 - - _A_ .. HCMLan-6109', �'_ ._._� HCM 95th %tile Q(veh) 0.1 - - 0.3 0.3 0.1 - - 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Existing AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks Intersectid Int Delay, s/veh Vol, yehm :� . .. _ _ _25N485 _ 10 Conflicting Peds, Or 7 0 6 Sign Control Free Free Free l RT Channelized - - None Critical Hdwy Stg 2 Storage Length ..'-' , 100 _ _ - Veh in Median Storage, #. - 0 - Stage 2 Peak Hour Factor 91 91 91 - -. , _ _ - Heavy Vehicles, °� ..__. _ __. _._ _ 3 3 v ._... -__ 3 - _ -------_------ — _ __ Mvmt Flow 27 533 11 _ 1 i_ Stage 2.: Conflicting Flow..All...._ .... _. 298 :......... 0 0. Stage 1 - - - St—age-2' __.... _ Critical Hdwy 4.16 - - Critical Hdwy Stg 1 Critical Hdwy Stg 2 - - - ollow-up Hdwy _ _ �: _. 2.23 Pot Cap -1 Maneuver 1253 - - Stage 2 - - - Platoon blocked, % • - -. , _ _ - Mov 6p-1 Maneuver 1246 - - Mov Cap. Maneuver ._Stage - - - J _ 1 i_ Stage 2.: PWnat�+ r..;`. 'SB . x;77 HCM Control Delay, s 0.4 HCM LOS inor.LanelMa'orMvmt 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Existing AM Peak Hour 2: Edmonds Way & Driveway 2 Edmonds Starbucks major/minor __ - ::" majori.vn WBT ,:WBR-_- SBL'n1 Conflicting Flow All - �--Stage 667 :'.: 0 ": - 0. _ _.._ .. _. _._. 993:. ntersection: 1 _. _- .-._._..___..._... 6 56 --_ _. ---.---__._._. - -...._.._._.-...... Int Delay, s/veh 0.4 Critical Hdwy 4.18 - - - 6.8 6.9 Critical Hdwy St9_ --- - __- 5.8 0.1 Critical Hdwy Stg 2 - - - - 5.8 - Movement M; EBL EBT. r>. WBT: '-WBR SBL• SBR Vol, veh/h 5 600 590 20 20 10 Conflicting Peds, #/hr 9._ 4 0 0 4 4_ 4 __-_ .. _ _......_._ Sign Control Free _..._ _. ...__�. .. , Free _ ...__. Free Free Stop Stop RT Channelized - None - None - None Storage Length , , I` 100 - - - 0 _- - _ 0 Veh in Median Storage, # - _ - 0 0 _ _. -1 — - _.._.. - ___ _,..... Grade, % _..a_.._.._.,. _ _... __ .. 0 0... - .._... 0 .......... - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % ��. - 4-- _.._m. ...__..... 4 6 _ _..._ 6 _........_. 0 Mvmt Flow 5 652 641 22 22 11 major/minor __ - ::" majori.vn WBT ,:WBR-_- SBL'n1 Conflicting Flow All - �--Stage 667 :'.: 0 ": - 0. _ _.._ .. _. _._. 993:. . _ 340 1 _. _- .-._._..___..._... 6 56 --_ _. ,._._.. __... Stage 2- --- -- ---.---__._._. - -...._.._._.-...... _--____-._.-... _337. 10.6 Critical Hdwy 4.18 - - - 6.8 6.9 Critical Hdwy St9_ --- - __- 5.8 0.1 Critical Hdwy Stg 2 - - - - 5.8 - follo_w-up Pot Cap -1 Maneuver 905 - - - 246 662 Stage 1 �_ _ -.:. _ -_- -- 483 -- - Stage 2 - - - - 701 - . �_ . .. _...._.._ .. Plat_oon.block_.ed_,_%-__ _,_.. _ ... _....., _. _. _.._.. Mov Cap -1 Maneuver 902 - - - 243 658 W& -Cap -2 Maneuver .. Y_s_ _. -_- 364 Stage 1 - - - - 481 - Sta e2-• -� ,;,., _ - ---- ,. - .. - ..695 . -' ioachM • E137 WB SB .- . HCM Control Delay, s0.1 0 13.9 HCMLOS -----..._...__ ._ ..,_...._... ....._ _.. ____..._. _._ B r...�._.............___....._� inb'rLane/Major-Mvmt�� WBT ,:WBR-_- SBL'n1 Capacity (veh/h) 902 - - - 364 658 HCM LaneVIG Ratio ,._.—.._- _ _ 0.006 0.06 0.017 _ ._..v. HCM Control Delay (s) 9- _....x. - - 15.5 10.6 HCMLaneLOS A _ _ -. .. _C B HCM 95th %tile 0(veh) 0 - - - 0.2 0.1 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Existing AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks jntersection �,. 645 .__5 - 5 . - --0 __-_-0 610 .. Int Delay, s/veh 0.3 0 ` 5 r_..5 Conflicting Peds, #/h 3 0 0 Vol, yehm�. 645 .__5 - 5 . - --0 __-_-0 610 .. 5 .3 ._-_-..,..___ 5' _ 0 ` 5 r_..5 Conflicting Peds, #/h 3 0 0 - - _� - - 345 682 : - _.-_._0_ ._. 0 0 0 Sign Control.Free- _ Free Free Free Free Freed ..Stop_ Stop Stop RT Channelized - - - None - - None - - None Storage Length 100 - 100 392438 Veh in Median Storage, # - 0 - - 0 Platoon blocked, % -179 Grade, % _.. ,_.. - 0 893 - - 859 - - 140 644 Mov Ca 2 Maneuver .. - :. - - Peak Hour Factor 92 92 92 92 �92 92 '92 92� 92 Hea Vehicles, % _. _ . _ ..� 5 5 5 6 ` V 6_ 6 - - - - Mvmt Flow 5 701 5 5 663 5 _ 5 0_ 5 Conflicting Flow All w_..� 671 0 0 707. 0 0 _ 1060 1397 356 Stage 1 - - - - - - 715 715 - _Stage 2 _�. _. _ - - - _� - - 345 682 : - Critical Hdwy 4.2 _� _. - - 4.22 - - 7.5 6.5 6.9 Critical Hdwy: Stg 1 B _ ,- _ _ .,...r.r...._� W6.5� - Critical Hdwy Stg 2 - - - - - - - - 0 - 5.5 - . _ _2.2 5_._..... ______ ...w.___. ____-- --_ -_a._._..... _. _. 2.26 >. �.�.'- - - -.. 3.5_ —, 4 3.3 Pot Cap -1 Maneuver 895 - - 861 - - 181 142_ 646 392438 Stage 2 - - - - - - 649453 - Platoon blocked, % -179 Mov Cap -1 Maneuver 893 - - 859 - - 140 644 Mov Ca 2 Maneuver .. - :. - - 295 _ 265, Stage 1 - _ _- - - - �- - 390 436 - ____ ..-__ __.. .. Stage_2 .- — , .._-- _.�_� _._. _ ___ ... ____ N y 644 ......449 Approach EB ,NB r�...� HCM Control Delay, s0.1 0.1 14.1 HCM LOS' _ _....... _ _-- - g inorLarie/Major,Mvmt NBLni EBL EBT:::. EBR WBL °.;� WBT WBR SBL .V,;:::.:. <. •,t Capacity (veh/h) 405 893 - - 859 - - 303 HCM Lane ViC Ratio , 0.006 - - 0.006 •. ; : - - 0.018 HCM Control Delay (s) 14.1 9.1 - - 9.2 - - 17.1 HCM Lane LOS B _ A A.: - - HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC _ Existing AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks ntersection �-:�' =a: Int Delay, s/veh Uol, vehlh ;.; 5 0: 0 Conflicting Peds, Or 3 0 3 Sign Control StopStop� Stop _ _ RT Channelized - - None�— Storage Length' Veh in Median Storage, - 0 - Grade, /o Peak Hour Factor 92 92 92 Heavy Vehicles, °� . 0 0 0 Mvmt Flow. 5 0 0 1ppfoaCh SB7�,;..n ` HCM Control Delay, s 17.1 HCM LOS C inor Lane/M6ior,Mvmt': 7/1/2014 _ Synchro 8 Report Transpo Group a or/Minor M1 . ' ' Minor2 Conflicting Flow All 1041 1397 340 Stage 1 680 680 - Stage 2 _ _ . _.. 361 717: - .. .-. _.... Critical Hdwy 7.5 6.5 6.9 Critical Hdwy Ay1 _ . 6.5 5�5 — __ Critical Hdwy Stg 2 6.5 5.5 - Follow-up Hdwy _ - _ - 3.5. - _._4_ ....._ 3.3 Pot_C_ap-1 Maneuver 187 M412 142 66-2 ... - - ___ Stage 1 454 _. 7-7 _. _ Stage 2 636 437 - Platoon blocked, Mov Cap -1 Maneuver 183 140 659 Mov Cap -2 Maneuver " 303 265 Stage 1 409 450 - 626 435-' 1ppfoaCh SB7�,;..n ` HCM Control Delay, s 17.1 HCM LOS C inor Lane/M6ior,Mvmt': 7/1/2014 _ Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2015 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks ntersection-A _ 793 953 287. _: 664 944, 162 ' ;4• t -77.777.1,7" Int Delay, s/veh 1.7 605 - 334 334 - - - - Stage 2 188 348 330 0.1 _B - - 0.3 0.3 0.1 - - Critical Hdwy 7.54 FA -o -v -e EBL EBT , ,,EBR 70131- •. WBT. "s,WBR ` :ht' ";r; NBL,r' ' : NBT 5."N B R Vol, vehm _...- ..10 . -. _ _0 _.... _ 35. _-._. _20_ ._... _5 _ . 25 _ _ _ r 20..: A 245 - 25 Conflicting Peds, #/hr 6 0 5 6 0 7 5 0 6 --_... _._........ Sign Control ........ _ ...... Stop _-Stop _....._..._�_.._.-_-_., . ._._. _........_ Stop ,- __ .. --... _ Stop_ _ .. _ Stop __.Stop _ Free ~ Free F er e RT Channelized - - None - - None -� - None Storage Stage 2 796 633 - , ,100 476 Veh in Median Storage, # - 1 - - 1 - - 0 - Grade, % ... .. _ .... __. »... ..«..«.....'.i,...-..W..v_.w...u_..I:.e...:.'......,.__.:u�»_......« Mov Cap -1 Maneuver 0__... ..............-------------- _ 703 0 _ 835 07 Peak Hour Factor 91 91 91 91,--91 91 91 91 91 Heavy Vehicles, °k _. _. _ .. - 2 -_ 2 _ .._.? . _._ 4 . W 5 5, 5 •: y 5 W 5. 5 Mvmt Flow 110 463 38 22 5 _ 27 _._. _ 22 269 27 Conflicting Flow All _ 793 953 287. _: 664 944, 162 ' 555 0.. 0 Stage 1 605 605 - 334 334 - - - - Stage 2 188 348 330 0.1 _B - - 0.3 0.3 0.1 - - Critical Hdwy 7.54 6.54 6.94 7.6 6.6 7 4.2 - - -77 Critical Hdwy St9.1 _. - _ - - 6.54_5' :: -.:. 6.6 .: 5.6 Critical Hdwy Stg 2 6.54 5.54 - 6.6 5.6 - - - - _ 1=6llow-up Hdviry 3.52 4.02 " 3:32- ' 3.55;,:-, 4.05 3.35:- 2.25- - - Pot Ma 279 258 710 340 256 845 991 - - yy-. 451:'._ 486 _ - _ 645. .. 634 Stage 2 796 633 - 649 476 - - - - Platoon blocked, % - - ... .. _ .... __. »... ..«..«.....'.i,...-..W..v_.w...u_..I:.e...:.'......,.__.:u�»_......« Mov Cap -1 Maneuver 255--244 ..............-------------- _ 703 307 242 835 986 - - Mov Cap 2 Maneuver - »µ 353_ 348_ 7413 339 Stage 1- 439 473 - 627 616 - - - - Sta e 2 742 615.,597 463 -pproach EB. �'' _WB, HCM Control Delay, s 11.8 12.5 0.6 HCM LOS_ -._ ....._ _.._...__.___.'B Minor Lane/Major Mvmt, . .., ....' NBL°° :" _ NBT:; : �>NBR:`' -EBLn1 WBLn1-; .:.' SBL ;;.�r; SBT: ; SBR+�.. _. Capacity (veh/h) 986 - - 576 537 1239 - - HCM Lane V/C Ra6o 0.022 , 0.086 .. 0:102 --d.-0-2-27777---- 0.022'7--HCM 7 � HCMControl Delay (s) 8.7 - - 11.8 12.5 8 - - HCM-Lane L05 - _ B HCM 95th %tile Q(veh) - 0.1 _B - - 0.3 0.3 0.1 - - 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2015 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks ntersection' ` Int Delay, s/veh , Vol; veh� 25 490 10 Conflicting Peds, #/hr 7 0 6� Sign Control... _� Free Free Free _ RT Channelized - - None Storage Lengthtoraw 100 _- V - Veh in Median Sge, # - 0 - Grade,% - 0 - Peak Hour Factor 91 91 91 M_.. _ _. ____._____._..__ Heavy Vehides, % __..__..._. ..._.... . Mvmt Flow 27 538 11 Conflicting-Flow All. 0 0 Stage 1 - - - Stage 2 — - - - .__._.______._.._.T_---_.._----- _. Critical Hdwy 4.16 - - Critical Hdwy Stg 1 - - - Critical Hdwy_Stg 2 Follow-uplidwy_y___ 2.23 Pot Cap -1 Maneuver 1246 - - _ _. 77 t Stage 1 Stage 2 HCM Control Delay, s 0.4 HCM LOS Minor Lane/Major' 7�s;: 71112014 Synchro 8 Report Transpo Group t Stage 1 Stage 2 HCM Control Delay, s 0.4 HCM LOS Minor Lane/Major' 7�s;: 71112014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2015 AM Peak Hour 2: Edmonds Way & Driveway 2 Edmonds Starbucks Int Delay, s/veh 0.4 _ Vol,,veh/h_ _ _.. ':. 5 610 600 20 20 10 Conflicting Peds, #/hr 4 0 0 4 4 4 Sign Control _ : _ Free „ Free71 - - Free Free _ Stop __ -S p RT Channelized - None -� None - None Storage Length_ 100 .. - - _ ....a-_.. _. .._... .. ' .. _ _ __. .._ 0 .. .. 0 .... ...._...._i Veh in Median Storage, # - 0 0 - 1 - Grade, ao _ .__..- . — - - 0 _ ...._ . __....__ 0 - - 237 0 . Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,.°� 4 4 6 - -- 6--- . - 0 Mvmt Flow 5 663 652 22 22 11 , Conflicting Flow All ' -_ 678 0 - 0 _ 1009 _ _ 345 Stage 1�- - - - 667 - �-•-- ,, -- '-- 0.017, Critical Hdwy M 4.18 - - 6.8 6.9 Critical Hd ' Stg l,':: _ _— Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy'' .; •. . , .: 2.24 - J ..: :, - : ` - X3.5 3.3 Pot Cap -1 Maneuver 897 - - - 240 657 Stage_1 _ _ - - 477 Stage 2 _..._ ---..._.. _._..._---- - - 697 - Platoon blocked, % _ - w _ Mov Cap -1 Maneuver 894 - - - 237 653 Mov Cap -2 Maneuver_._ Stage/ - - _— 475 __- 691 _....._.._� roach EB "SB HCM Control Delay, s 0.1 0 14 _...__._._..__._..._. ,_ _.._._ .... . _ ...__....... _... _._..--......_._... ,.... B .. ....._ _...� ____....�,..---------- _. B. inor,LanelMajorMvmt:: r_ . EBL UT -WBT ; WBR-4�,SBLn1 :SBLn2yI:':;`. Capacity (veh/h) 894 - - - 359 653 RCM;Larie V/C Ratio :: 0.006_ - - . - 0.061 0.017, HCM Control Delay (s) 9.1-- -� - 15.7 10.6 HCM Lane LOS _ HCM 95th %tile Q(veh) 0 - - - 0.2 0.1 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2015 AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks ntersection n Int Delay, s/veh 0.3 Nf3L. . Vol, veh/h - 5�_.._. 655.._ 5 5 620_ _ _ 5 5__- _ - - 5 Conflicting Peds, #/hr 3 0 0 0 0 3 0 _0.. 0 0 Sign Control Free Free Free _Free Free " .Free _Stop y Stop Stop RT Channelized - - None - - None - - None Storage Length ' _ _ _. 100 _ Pot Cap -1 Maneuver :" 100 854 - - 176 138 641 Veh in Median Storage, # - 0 - - 0 - - 1 - Grade, % _ - - - - - Mov Cap -1 Maneuver 852 - - . _ ..._ . Peak Hour Factor _ ._ 92 92 92 92 -92 92 - - - 92 92 92 _ Heavy Vehicles, % 5 5 5 6 6 _.. 6 0 - �5 0 0 Mvmt Flow 5 712 5_ 5 674 5 0 5 Conflicting Flow All , �- - _ 682 _0 0 — 717 0 ;`'°,a, >.0 _.... 1077 1419. 362 1 Stage _ - - - _ - - 726 726 - Stage 2...- - -- ._ _ _ - _ - - - -�.-- - 351_ 693 - _ Critical Hdwy 4.2 - - 4.22 - - 7.5 6.5 6.9 Critical Hd St 1 . _ _ .... _ .. _ _ _ . _ -. _ _.._. - .._._..__ __... - _- _ . _.. 6.5 5.5 - - 0.1 Critical Hdwy Stg 2- - - - - 6.5 ' 5.5 - Follow-up Hdwy _ _ _ 2.25 - T 2.26_ 3.5 4 _ 3.3 Pot Cap -1 Maneuver 887 - - 854 - - 176 138 641 ____�...� _ -...._ Stage 2 - - - ._... - - - 644 448 - _ Platoon blocked, % - - - - - - Mov Cap -1 Maneuver 885 - - 852 - - 174 136 639 Mov Cap -2 Maneuver Stage -i - - - - - - 385 431 - Stage 2 = 639 444 ' . _....a ��®.._: _. _ . :_ . -� Oproach 777; NB. . HCM Control Delay, s 0.1 0.1 14.3 HCMLOS... _ - _ _._ _............ _..._......... ._ .. ....-- _ ..._...... B__ .._..._.... . _ ._ inor Lane/Major Mvmt' NBLni " .. EBL,,, EBTI_�.: "-EBR:: WBL . WBT. .:Wl3R,,: SBLn1 Capacity (veh/h) 400 885 - - 852 - - 298 HCM Lane V/C Ratib 0.027 0.006 - = ' T 0.006 " - " - 0.018 HCM Control Delay (s) 14.3 9.1 - - 9.3 - 17.3 HCM Lane LOS _ 13 _ .A_ . - Ate' _ ' a =_ _ .... C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2015 AM Peak Hour 3: Driveway 3 & Edmonds Way . Edmonds Starbucks ntersectiont:P;:, Int Delay, s/veh Vol 'veh/h 5 ; . 0 0. �3 Conflicting Peds, Or 3 0 Sign Control Stop Stop Stop RT Channelized - - None Storage Length _ _... __.___. - - - Veh in Median Storage, # 138 656 µStage 1__ - -- __....406._ ...._. 449 Stage 2 630 432 Peak Hour Factor 92 92 92 Hea Vehicles, Y. 0 0 0 Mvmt Flow— 5 0 0 Stage.2 -. _..."._ _..... 620. 430 .... I Conflicting Flow All _µ 1058 1419 346: Stage 1 691, 691 - Stage 367 728 Critical Hdwy_ 7.5 6.5 6.9 Critical Hdwy Stg 1 Critical Hdwy Stg 2 _ 6.5 5.5 - Follow Hd _ —._ Follow-up _ wy ._...__ � Pot Cap -1 Maneuver182 ...... 138 656 µStage 1__ - -- __....406._ ...._. 449 Stage 2 630 432 Platoon blocked, % _ Mov Cap -1 Maneuver 178 136 653 "Ca2 Maneuver 298 260 Stage 1 403 445 - Stage.2 -. _..."._ _..... 620. 430 HCM Control Delay, s 17.3 HCM LOS, C in& Lane/Ma-or Mvmt" . p . 7/1/2014 Synchro 8 Report Transpo Group I\ HCM 2010 TWSC 846 1013 - 309 V 702 1004 Baseline 2020 AM Peak Hour 1: 100th Ave W & Driveway 1 649 649 - 350 0. 350 Edmonds Starbucks - - - - Sta a 2._ ... __.... _ .g_ _ _. _ . 197 364 364. _ �--�....___.352 _ HCM Lane LOS .654 .B ---- Critical Hdwy 7.54 6.54 6.94 7.6 6.6 7 Inters�tronf.- -7.� Critical Hdwy Stg 1 ..__._ - _ _6.54 554 . _ .. ._. _ _. 6,6 5.6 77 Int Delay, s/veh 1.7 Critical Hdwy Stg 2 6.54 5.54 - 6.6 5.6 - - - - Follow-up Hdwy 3.52 4.02 _,3.32 -- 3.55 - -- ...-,..•.T----_.---_ 4.05 ovement '-., 77: LL . EBL:, _ EBT.. .EBR, ;:, �:9;;:F'; WBL WBT,,; :WBR ;:' ', J. NBC :. NBT NPR Vol,veh/h 10 0 40 20 5 25 20 260 25 Conflicting Peds, #/hr 6 0 5 6 0 7 5 0 6 Sign Control .... _ _ _ Stop Stop _top Stop Stop Stop _ Free Free Free RT Channelized - - None - - None - - None Storage Length . Mov Cap -2 Maneuver ...332 331 394 322 100 �s _ Veh in Median Storage, # - 1 - - 1 - - 0 - Grade,% Stage 2 0 604 - 0. - �_. - 0_._.. -t _ ____- Peak Hour Factor 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 22 5 5 5 5 5 5 Mvmt Flow - { - 11 0. 44- 22 5u 27 -_ - 22 286 27 :Con_flicting Flow All 846 1013 - 309 V 702 1004 :171 -_ 599 0 4 Stage 1 649 649 - 350 0. 350 - - - - - Sta a 2._ ... __.... _ .g_ _ _. _ . 197 364 364. _ �--�....___.352 _ HCM Lane LOS .654 .B ---- Critical Hdwy 7.54 6.54 6.94 7.6 6.6 7 4.2 - - Critical Hdwy Stg 1 ..__._ - _ _6.54 554 . _ .. ._. _ _. 6,6 5.6 - - Critical Hdwy Stg 2 6.54 5.54 - 6.6 5.6 - - - - Follow-up Hdwy 3.52 4.02 _,3.32 -- 3.55 - -- ...-,..•.T----_.---_ 4.05 __. _ . ___ �_ __ Pot Cap -1 Maneuver 256 237 687 319 235 834 954 - - Sta9g_1:' : ` _.. _ 425 _786 46_4 - .. 631. Stage 2 622 - 630 454 - - - - Platoon blocked, % Mov Cap -1 Maneuver 233 224 680 285 222 824 949 - - Mov Cap -2 Maneuver ...332 331 394 322 Stage 1 413 451 - 613 606 Stage 2 731 604 - µ 573--,R2. Approach EB... WB HCM Control Delay, s 12.1 12.8 0.6 HCM LOS B B Minor Lane/MajbFMvmt' 7 ,-,<NBL'�-=. NBT -NBR �EBLn1 : WBLn1 SBL'�'rPSBT,;:,.. SBR Capacity (veh/h) 949 - - 562� 517 1223 - - HCM Lane V%GRatio 0.023 : - - 0.098 : - 0.106 -d x ' 0.022. HCM Control Delay (s) 8.9 - - 12.1 12.8 8 - - HCM Lane LOS = A --- .B B HCM 95th %tile 0(veh) 0.1 - _. - 0.3 0.4 0.1 - - 7/1/2014 Synchro 8 Report Transpo Group _ HCM 2010 TWSC Baseline 2020 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks htersection �,� �,.�. Q. Int Delay, s/veh Vol, vehp 25` 530 10 _. .... . Conflicting Peds, #/hr 7 0 6 Sign Control _� Free „ Free Free RT Channelized - - None Storage Length 100 - - Veh in Median Storage, # - 0 - Pot Cap -1 Maneuver —91 _ Stage Peak Hour Factor — v 91 91 Heavy Vehicles; % 3 �27 Mvmt Flow Y 1223 - - 582 11 _. _ Stage 1 - - - M ajordMinor. Maj6r2.... Conflicting Flow All 320 0, __0 = Stage 1 --- .e.. Stage.2 Critical Hdwy 4.16 - - Critical Hdwy Stg 1 -4 Critical Hdwy Stg 2 - - - F011ow-up HOW+ _ :,:. __..._. 2.23 �— Pot Cap -1 Maneuver 1230 - - Stage — v Stage 2 Mov Cap -1 Maneuver 1223 - - Mov C_ap-2 Maneuver. _. _ Stage 1 - - - -Stage 2 _. xpjNoach Sg a HCM Control Delay, s 0.4 HN LOS Minor Lane/Major Mvmt 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2020 AM Peak Hour 2: Edmonds Way & Driveway 2 Edmonds Starbucks Int Delay, s/veh 0.4 , Vol, veh 5, 655 645 20 20 10 Conflicting Peds, #/hr 4 0 0 4 4 4 Sign Control Free Free _Free _Free Stop _ r Stop RT Channelized - None - None - None Storage Length 100 - - 215 634 Stage.1 =. '; :; - _ ..._.. — - _ 450 �— . _ . Veh in Median Storage, # - 0 0 - Platoon blocked, % .__. - _......_. - _..__..._ _ Grade, /o -_-_ _._ ..._- 0 �. .0 - 0 ---- - Peak Hour Factor 92 ----�---------- 92 92 92 92 92 Heavy Vehicles, °� .4 4W__. w.._.__.... _._ -._ —6 6w ��_:....._ -. .._.. 0 Mvmt Flow 5 712 701 22 22 11 Conflicting Flow All 727 0 WBR . SBLn1 SBLn2 Stage 1 - - - - 716 - :._ . Stage 2..... ---=__-=_ _ .. _..._. _ -_...__._ _ ..-...367 .0.017 _ Critical Hdwy 4.18 - - - 6.8 6.9 Critical Hdwy Stg 1_. _ A4 - - 5.8....._ B r Critical Hdwy Stg 2 - - - - 5.8 - 3.5 --'- 3:3 Pot Cap -1 Maneuver 859 - - - 215 634 Stage.1 =. '; :; - _ ..._.. — - _ 450 _ _....; - _ Stage 2 �_ _ - - - - 677 - Platoon blocked, % .__. - _......_. - _..__..._ _ - _ .a.. _ _.._.._.._. w_... _ _ .•. -_-_ _._ ..._- Mov Cap -1 Maneuver 856 - - - 212 630 Mov Capw2 Maneuver _ ... _ _ . - -„m__ 336; LL Stage 1 J - - - - 449 _ r Stae 2 9 671.... _.. . EB17 WB;: SB HCM Control Delay, s 0.1 0 14.6 HCM LOS B inoF,LarielMajor Mvmt �" ' EBL Y;-;'� EBT; �'- WBT ... WBR . SBLn1 SBLn2 Capacity (veh/h) 856 - - - 336 630 HGM Lane V/C Ratio` 0.006 ':.:4 - 0.065 .0.017 _ _ HCM Control Delay (s) 9.2 - - _ - 16.5 10.8 HCM Lane LOS _ A4 - - - C B r HCM 95th %tile Q(veh) 0 - - - 0.2 0.1 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2020 AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks ntersectwn - � - apne�S. .,a*�. �,�,-n. �,;,. n .'.�.af,f�,§q _ .:�.; .>.��+r.• .h.�.: A. ..',d Int Delay, s/veh 0.3 Vol, vehm ' _ Conflicting Peds, #/hr RT Channelized Storage.Length_. Veh in Median Storage, # Grade, Peak Hour Factor Heavy Vehicles,'% Mvmt Flow _ _5 3 Free 100 92 5 5 * 665 5 705 5 5' 0 0 0 0 3 Free Free Free Free Free None - - None 100 0 - - 0 - 0- 0 - - - 780 -- 92 92 92 _ ...__"92 _..92__---92-. _.. _. _Stage Critical Hdwy 4.2- - 5 6 6 766 5 -' 5 723 5 ;S + 5 0 5 Stop _ Stop Stop None _ . _ Conflicting Flow All - 1 - 1522 389 _ 0 - - - 780 -- 92 92 ^92 0.029 - 0.006 - 0 0 _Stage Critical Hdwy 4.2- - 5 0 —5 HCM Lane LOS:..., Conflicting Flow All 731 0 _ 0 772 0 .. ; : .; 0�. �� 1155 1522 389 Stage 1 - - - - - - 780 -- 780 - 1:..� 2-; 0.029 - 0.006 - 375 742 ._� _Stage Critical Hdwy 4.2- - 4.22 - - 7.5 6.5 6.9 HCM Lane LOS:..., _ .. C Critical Hdwy Stg 2 -_ - - - - - 6.5 5.5 - Follow-up Hdwy� : _ 2.25 T : H 77 2.26 _ _ 3.5 y —4--3.3 _. Pot Cap -1 Maneuver 850 - - 813- - 154 120 615 Stage Stage 2 - - -� - - - 624 425 - Platoon blocked, % .. __.... _.. _._._._.w...._... _ . _........_ - - w____ - Mov Cap -1 Maneuver 848 - - 811 - 152 118 613 Mov Cap -2 Maneuver - - - - -: _ : - 268 242; Stage 1- - - - - - 357 407 - Stage 2._:._v_...:.. _ _... - - - - - 619 421 —° Approach::... EBWB .:. NB HCM Control Delay, s 0.1 0.1 14.9 HCM LOS _ _ _ _... _ _ _._..._ B irior�L"anelMajo�sMvmt;:b�' >r� :: ... NB&V,z`-:' EBL ,. WBT-:-, WBR:.SBLn1; ,, Capacity (veh/h) 373 848 - - 811 - - 276 HCM Lane V/C Ra6o : �' 0.029 - 0.006 - - 0.007 - 0.02 HCM Control Delay (s) 14.9 _ 9.3 - - 9.5 - - 18.3 HCM Lane LOS:..., _ .. C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC Baseline 2020 AM Peak Hour 3: Driveway 3& Edmonds Way Edmonds Starbucks )ntersection Int Delay, s/veh Vol, vehib 5 0 0 Conflicting Peds, #/hr 3 0 3 Sign Control Stop Stop Stop RT Channelized - - None Storage Length Veh in Median Storage, # - _ 1 - Grade, % - 0 - Peak Hour Factor 92 92 92 Heavy Vehicles, °� 0 0 0 Mvmt Flow 5 0 0 Major/Minor- �. Mirior2 Conflicting Flow All 1133 1522 370 Stage 1 739 739 - Stage 2 394 783 - Critical Hdwy 7.5 6.5 6.9 Critical Hdwy Stg 1 6.5 5.5 - Critical Hdwy Stg 2 6.5 5.5 - Follow-up Hdwy 3.5 4 3.3 Pot Cap -1 Maneuver 160 120 633 Stage 1 380 427 - Stage 2 608 407 - Platoon blocked, % Mov Cap -1 Maneuver 156 118 630 Mov Cap -2 Maneuver 276 241 - Stage 1 377 423 - Stage 2 598 405 - pproach SBS;:: HCM Control Delay, s 18.3 HCM LOS C Minor Lane/Major Mvmt 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2015 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks ntersection77 Int Delay, s/veh 2.3 Y __ Vol; veh/h Conflicting Peds, #/hr Sign Control_ RT Channelized Storage.Length Veh in Median Storage, # Grade, % _ Peak Hour Factor Heavy Vehicles, % Mvmt Flow 91 91 91 91 91 91 91 91 91 5 . 5," 5_5 � � 5 � _ 5 2 _ 2 2 _ ._ 11 0 38 37 5 46 22 255 36 Conflicting Flow All " _ 822 983 u 274 _ 703 .. 971. :. 160._-L- - ' ; '" '530 '0., " : 0 Stage1 641 641 - 324 324 - - - - 13.2 8 - - .342. _. ;- ', ' 379 647 i;:" - - ._----181 Critical Hdwy 7.54 6.54 _6.94 ..:� 7.6 6.6 7 4.2 - - Critical HdwyStgl� 6.54 5.54,'j T - _ 6 6 -_ 5.6 _ Critical Hdwy Stg 2 6.54 5.54 - 6.6 5.6 - - - 0110W _6 �__ 3 52 :.4.02 3.32 3.55 " 4.05 3.35 _ 2.25 = Pot Cap -1 Maneuver 266 247 724 319 246 847 1013 - - _ 430 .468 - 654 641 Stage 2 803 637 - 607 457 - - - - Platoonblocked,%__.��_......_.�L_ Mov Cap -1 Maneuver 233 228 717 283 227 837 1008 - - Mov Cap -2 Maneuver 332 77328-.'.' 389: 322 Stage 1 419 444 - 636 623 - - - - Stage 2._ � _ _ 731'�_.��619,..-.�__..,. 545.434. oath .,�• r E6v HCM Control Delay, s 11.9 13.2 0.6 B,....-----,w>--�-• inor Lane/Maior Mvmt` `<; .; . NBLP:"„;,,.NBT: : NBR��.EBLri1�-dWB[761 ,-,.SBLSBT::.SBR . „, Capacity_(veh/h) 1008 - - 529 1246 - - HCM Lane V!C Ratio '- µ 0.022 -: _570 Ou087 0.168 0.047. - HCM Control Delay (s) 8.7 - - - 11.9 13.2 8 - - HCM Lane LOS A - - B B A - HCM 95th %tile Q(veh) .0.1 - _ - 0.3 0.6 0.1 - - 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2015 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks ntersection. Int Delay, s/veh Vol, vehl , 53 467 ;�- Major2 �:a ,,.°� i:= - ; . ;, r Conflicting Peds, #/hr 7 0 6 Sign control--- _.._.___. Free Free_ Free RT Channelized - - None Storage Length _ 100: - - Veh in Median Storage, # - 0 - Grade; % =� � �-,----.--...�. _ 0 1246 - - Peak Hour Factor 91 91 91 ._ .. _ _-.._____ . _. .. Heavy Vehicles, % 3 _ 3 3 Mvmt Flow58 513 11 HCM LOS; � Minor, ane/Major. Mvmt_.; -: . f 7/1/2014 Transpo Group u 'J Synchro 8 Report Major/Minor-,e.--- ;�- Major2 �:a ,,.°� i:= - ; . ;, r Conflicting Flow All 298 0(::," 0 Stage 1 - - - Stage 2 Critical Hdwy 4.16 - - Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-upHdwy___ Pot CapA Maneuver 1253 - - Stage — - — Stage 2 - Platoon blocked,,% Mov Cap -1 Maneuver 1246 - - Mov Cap -2 Maneuver —� .Stage 1 - _--_.-_ HCM Control Delay, s 0.8 HCM LOS; � Minor, ane/Major. Mvmt_.; -: . f 7/1/2014 Transpo Group u 'J Synchro 8 Report HCM 2010 TWSC With Proj 2015 AM Peak Hour 2: Edmonds Way & Driveway 2 Edmonds Starbucks j7-- Int Delay,_ s/veh 1.3 71777-7777— _ 77 Vol, veh _ Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # g. ... _ _ M Grade, Peak Hour Factor Heavy Vehicles, Mvmt Flow 4C', 578 WBR" :SBL6V one Free'- Free - None - A n, _ _ .. 0 0 92 92 43 628 572 57 48 0 4 4 _ 4 Free Free Stop Stop N N roach EB- WB SB x::5 HCM Control Delay, s _ 0.6 0 14.4 _ inorLane/MajorMvmf_, :t:�.. ..: EBL -W,,: EBT%.' WBT WBR" :SBL6V one _ ajorlMinor Majorf.,!'T Major2 — Minor2 Conflicting Flow All __.___._. 0 - 1 - 0 - - 657 00._ _..�.�. Stage 92 92 92 92 4.18 - - - 6.8 0. Critical Hdwy Stg 1 622 62 52 48 l roach EB- WB SB x::5 HCM Control Delay, s _ 0.6 0 14.4 _ inorLane/MajorMvmf_, :t:�.. ..: EBL -W,,: EBT%.' WBT WBR" :SBL6V SBLn2, ,:.a�`7 '&.77"M _ ajorlMinor Majorf.,!'T Major2 — Minor2 Conflicting Flow All __.___._. .. 688 .`, , 0.d..... _.._.. _. -... _� 0 - 1058 350 Stage 1 - - - - 657 - Stage HCMLane ;. LOS.: ----%tile A _ C : Critical Hdwy 4.18 - - - 6.8 6.9 Critical Hdwy Stg 1 5.8 Critical Hdwy Stg 2 - - _ - - 5.8 - Follow-up Hdwy..__ 2.24_x_.. _. __. _. _. _. - -_ ...__._ .. 3.5 Pot Cap -1 Maneuver 889 - - - 223 652 Stage 1_ - - 483 Stage 2 - - - - 651 - ._. Platoon_ blocke—d, % — _ -.._.. _� _ „ _ _ - - Mov Cap -1 Maneuver 886 - - - 211 648 Mov Cap 2 an _ - -� 341 .. Stage 1 - - - -" 481 - „._._....-_ 1. Stage 2 .. ....._.. .._.... -. __... - .._ _. _ -- _.. ......._-__ ._._.,__... _. - .. _�_... ..., ...617 _ ; roach EB- WB SB x::5 HCM Control Delay, s _ 0.6 0 14.4 _ inorLane/MajorMvmf_, :t:�.. ..: EBL -W,,: EBT%.' WBT WBR" :SBL6V SBLn2, ,:.a�`7 '&.77"M Capacity (veh/h) 886 - - - 341 648 HCM Lane V/C Ratio 0.049 - - - 0.153 0.074 HCM Control Delay (s) .9.3 - - - 17.5 11 HCMLane ;. LOS.: ----%tile A _ C : i3 _ HCM 95th Q(veh) 0.2 - - - 0.5 _ 0.2 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWS,C With Proj 2015 AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks ntersection- .:., Int Delay, s/veh 0.6 Vol, veh/h:, � . 11 645 _ 5 5 Conflicting Peds, #/hr 3 0 0 . 0 Sign Control Free Free Free Free RT Ch 1' _-_. N 624 11 0 3 0 Free'.Free Sto anneized - - one - None. - Storage length _ 100 - _. 100 Veh in Median Storage, # - 0 - - 0 - Gra, %de - -- - 0 _ _ 0 - _ Peak' Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % �— 5 5 5 6 6 6 Mvmt Flow 12 701 W ry 5 W 5 678 x 1-2 92 5 0 0 Stop_ - _:Stop None u1 - - 92 92 �0 5 Conflicting'Flow All693 0 0 707 0 0 _.._ ._._ - _-- :` '' ' , ,1081 1432 � 356 Stage 1 ; 728 728 - Critical Hdwy 4.2 - - 4.22 . - - 7.5 6.5 6.9 Critical Hdtky: Stg 1 _ .._._. - — - - W__ - - _ _ _ _.. - . — 6.5 - 859 - - 324 Critical Hdwy Stg_2- - - - - - ' 6.5 5.5 - 14.3 2.25 - 9.2 _ - - 3:5y 4 -3.3 Pot Cap -1 Maneuver 878 - - 861 - - 175 136 646 _A_ _. _ - 0 - - _ 0.3. Stage 2 - - -. - - - 642 443 - __... _._.___ Platoon blocked, °/a n...__._ _._._._._._.._ - _._._......_._.. - - - Mov Cap -1 Maneuver 876 - 859 - - 171 133 644 Mo v Cap 2 Maneuver m �- .... -_._.. �- - �.._.. - 287_ - 255 Stage 1 - - - - - - 381 42_6 - Stage:2T - - - ... ..:_. _. - - - 631 439 7/1/2014 Synchro 8 Report Transpo Group EB_raj, Vygf, n �� Ng HCM Control Delay, s 0.2 0.1 14.3 inor LaneW6jor Mvmt:,': NBLni ::',,,:EBL: `_ EBT -EBR`; WBL WBT '- WBR SBLn1; -.! 7 :;::: Capacity (veh/h) 397 876 - - 859 - - 324 HCM Lane V/C Ratio_ 0_.027 0.014:-: - - 0.0.06 - - _. HCM Control Delay (s) 14.3 _ 9.2 - - 9.2 _ - - 17.3 HCM Lane LOS B -A- - - = — HCM 95th %tile Q(veh) 0.1 0 - _A_ _. _ - 0 - - _ 0.3. 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2015 AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks Conflicting Flow AIL__ 1072, 1428. 351 Stage 1 698 698 - Int Delay, s/veh _ 374 - 730 Critical Hdwy 7.5 6.5 6.9 ovement SBL',>- SBT .SBR Vol, veh/h ._._� _. _ 23 0 5 Conflicting Peds, #/hr ... _. _... _ 3 . __._._. _- _ 0 .. - _ 3 Sign Control S77, top Stop.. .,Stop RT Channelized - - None Storage Length_____ __--_ _.._.._._ 624 431 - Veh in Median Storage, # - — — - Grade, % 172 133 - Peak Hour Factor 92 92 92 Heavy Vehicles,%. _ .. ._ .._.__ 0 0 0 Mvmt Flow 25 0 5 Conflicting Flow AIL__ 1072, 1428. 351 Stage 1 698 698 - Stage 2 _ 374 - 730 Critical Hdwy 7.5 6.5 6.9 Critical Hdwy Stg 1_ _.w , _ :: '..'6.55.5 Critical Hdwy Stg 2 6.5 5.5 Follow-up Hdwy .... _ 3.5 4� 3.3 Pot Cap -1 Maneuver 177 ---- .. 136 651 _.. Stage 1 402 445 Stage 2 624 431 - Platoon blocked, % - — — - Mov Cap -1 Maneuver 172 133 648 Mov Cap-2 Maneuver 292 257 =" Stage 1 396 441 - �_. Stage 2Y--__.__609 _ 425_.__.._.__ pproac h 17 SB HCM Control Delay, s 17.3 inor Lane/Major Mvmt77 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2020 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks ntersection- `,:::�. .,- Int Delay, s/veh 2.3 Vol, veh/h ." 10 0 40 34 Conflicting Peds, #/hr 6 0 5 6 Sign Control Stop Stop Stop Stop RT Channelized - None - Sforage Length - _ - Veh in Median Storage, # 341 - - - - Stage 2 _ _ .. 189- 0 Peak Hour Factor91 91 91 91 Heavy Vehicles, °/a 2 _ ...__ 2 ..691: 6.6 Mvmt Flow 11 0 44 . 37 5 _ 42 _ ___ . __. 20247 NBT ro - NBR EBLn1 33 0 7 5 0 6 Stop Stop _Free :'. Free Free - None - - None _...__ 100_ _ - 341 341 - - - - Stage 2 _ _ .. 189- 359. :. 401,,:._ - 91 91 91 - 91 .0-- 91 91 �.....- 6.54 6.94 7.6 ..691: 6.6 7 22 271 36 ajorlMinor'a -;' ,:'�". Minor2 NBT ro - NBR EBLn1 a'"' Minorl�: Capacity (veh/h)970 Major1.-" . Conflicting Flow All _874 1044 296-u 742 1032 168 574 - 0�0 Stage 1 685 685 - 341 341 - - - - Stage 2 _ _ .. 189- 359. :. 401,,:._ 0.6 �0.1 - - Critical Hdwy 7.54 �.....- 6.54 6.94 7.6 ..691: 6.6 7 4.2 - - Critical Hdwy Stg 1 _ _- 6654 5-54 _ - 6.6 5.6 Critical Hdwy Stg 2 6.54 5.54 - 6.6 5.6 - - - - Follow-up Hdwy 3.52 4.02 3.32 j -5-54-.-6577-D6 Pot Cap -1 Maneuver 244 228 700 _ 299 227 837 975 - - .. Stage 1 - _... _._404 447 -.. _._ ... 639_" 630 - - - Stage 2 795 626 - 589 436 - - - - Platoon blocked; /. Mov Cap -1 Maneuver 213 210 693 262 209 827 970 - - Mov Cap -2 Maneuver 312 312 - 370 305 -- Stage 1 393 424 - 621 612 - - - - Stage 2 ' _. �a _ _._723 _. X608.' .? 523 X413 - _ - , Ptxoach �. HCM Control Delay, s 12.2 13.6 0.6 HCM LOS g B inor Lane/Major :NBL NBT ro - NBR EBLn1 WBLnl : SBL =' TSBT SBR Capacity (veh/h)970 - - 557 509 1228 - - HLarie VIC Ratio- - `� � _ CM 0.023 - - 0.099 0:175 0.047 - - HCM Control Delay (s) 8.8 - - 12.2 13.6 8.1 - - R -C-1 i Lane LOS HCM 95th %tile Q(veh) 0.1 - - 0.3 0.6 �0.1 - - 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2020 AM Peak Hour 1: 100th Ave W & Driveway 1 Edmonds Starbucks thy:; Int Delay, s/veh Vol :veh/h _ ---53 507 10 Conflicting Peds, #/hr 7 0 6 Sign Control _ Free Free Free _ RT Channelized - - None .... _ . _ _ Storage Length 100- aT Veh in Median Storage, # - 0 - Grade, %'0 Follow up Hdwy - - - _.._. _ _2_23_._ - Pot Cap -1 Maneuver 1235 - - 9e 11 Heavy Vehides;!%o .3 3 -- 3 Mvmt Flow 58 557 _ 11 Major/Minor Major2 : ;a Conflicting Flow All �. 3150 0_.__ Stage 1 - - - Critical Hdwy 4.16 - - Critical Hdwy Stg 1 Critical Hdwy Stg 2 - - - Follow up Hdwy - - - _.._. _ _2_23_._ Pot Cap -1 Maneuver 1235 - - 9e 11 Stage 2 - - - Platoon blocked, %„ - - — Mov C_ap-1 Maneuver 1228 - - MovCap-2Maneuver _. Stage 1 - - Stage.? KpProei SB;. HCM Control Delay, s0.8 HCMLOS ._..__,�...___.. ._. ..._, .._...._._. _.... _...._.— ....___.._.._.... _ - -- _._._..._. _.._ .. inor.Lane/Major.Mvmt'-: 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2020 AM Peak Hour 2: Edmonds Way & Driveway 2 Edmonds Starbucks nterson . ;:- ;r �ti Int Delay, s/veh 1.2 i Vol, with/h 40 - 623 617. :.:57 Capacity (veh/h) 48 44 Conflicting Peds, #/hr 4 0 0 4 4 4 Sin Control Free . Free. Free Free Stop _ Stop. RT Channelized - None - None - None Storage Length --.� 100 _ :� ..' . _ ._ ._ -..' ..._ _ _ _0. Veh in Median Storage, # - 0 0 .. _ ._ . _..., Grade, % _ .. ;' :Q _—.. -- — . _ _... . - --------- --, Peak Hour Factor 92 92 92 92 92 92 _ Heavy Vehicles, °� 4 46 6 0 0 Mvmt Flow 43 677 671 62 52 _ 48 Major/Minora. - Majorl `:;, Major2:-.-.. Minor2 C_o_nflictingFl gAll 737 0: = 0 ':1132__._. 374 Stage 1 - - - - - 706 - Stage.? _... —._. _ . - _.. _ . . -.. __..... - W.... _.. 426 Critical Hdwy 4.18 - - - 6.8 -.- -:1 6.9 Critical Hdwy Stg 1 - - = Critical Hdwy Stg_2_ - - - - —- 5.8 - Follow=up Hdvoy__ 2.24 ...e- -,� -W----3.5 3.3 Pot Cap -1 Maneuver 852 - - - 200 629 456 - — Stage 2 - - 632 - _ Mov Cap -1 Maneuver 849 - - 189 625 Mov Ca 2 Maneuver - - = :.. 319 Stage 1 - - - - 454 - . Stage.2.. .._. - - _�__ - 598 oadi� :SB HCM Control Delay, s 0.6 0 15 inor Lane/Major Mvmt ,. EBL.77,:EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 849 - - - 319 625 HCM Lane V/C Ratio 0.077 —7770.164 HCM Control Delay (s)9.5 - - - 18.5 11.2 A _ 'L_ - C B HCM 95th %tile Q(veh) 0.2 - - - 0.6 0.2 7/1/2014 Synchro 8 Report Transpo Group . HCM 2010 TWSC With Proj 2020'AM Peak Hour 3: Driveway 3 & Edmonds Way Edmonds Starbucks Int Delay, s/veh 0.6 Vol, veh/h . 11`695. 0__.-- -.0_.__. __761 0... _.._Q___._.... . . ''5 5' 669 X11 5 tea... r5 Conflicting Peds, #/hr 3 0 0 0 0 3 0 0 0 Sign Control Free Free_ Frei Free :Free Free Stop Stop Stop RT Channelized - - None - - None - - None Storage Length_ 100:X100 y Pot Cap -1 Maneuver 841 - - 821 - - 153 117 Stage Veh in Median Storage, # - 0 - - 0 - - 1 - Grade, % .. Platoon blocked, % 0 _ - - 0 1`_ . �92 Mov Cap -1 Maneuver 0 - - 819 - Peak Hour Factor �92 92 92� 92 92 w_._ . 264 92 92 92 Heavy Vehicles, % 5 5 7 6 6 6 0 0� �-Q Mvmt Flow 12 755 5 5 727 12 5 0 5 Conflicting flow All --_� Approadir �.'�� rEg e. WBS` _ 742 0__.-- -.0_.__. __761 0... _.._Q___._.... WBR7SBLn1�;-.,, . -1535 383 Stage 1 - - - - - --..._1159 - 782 782 - __ ._.._ W _ _........_______..__.._ _Stage 2 . __— ..... _ _._........_ _ .7-_... - _. - - _ - 377:., 753 - Critical Hdwy 4.2 - - 4.22 - - 7.5 6.5 6.9 :: ---- n Ccal Hd St 1 -- n-=-- nU _ -_ _ _ r _.....: - _ -_ ---- _ _ -6.5 5.5_ --.-.....� Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - Follow-uHd 2.25 - - 2.26, - _ - 3.5 _ 4 3.3 Pot Cap -1 Maneuver 841 - - 821 - - 153 117 621 Stage 358' :. 408 Stage 2 - - - - - - 622 420 - Platoon blocked, % _ - - Mov Cap -1 Maneuver 839 - - 819 - - 149 114 619 Mov C_ap-2 Maneuver - _. _ ._ . _ :_ ... _ _ - ..... w_._ . 264 236 4- Stage 1- - - 353 Sta e 2..� _ _611 ',416 _402 N13,777 HCM Control Delay, s 0.1 0.1 _15-------------_ wC. _... .. .. _ inor:L64&lQlajorMvmf NBIs1 a-aEBL 77 EBT 5 EBR VBL-,4, WBT WBR7SBLn1�;-.,, . Capacity (veh/h)370 839 - - 819 - - 300 HCM Lane VIC Ratio .`` ` _._ ..._.... 0:029. 0.014 ..... _ :._ ..._ _..._- 0.007 -. _. _ -_0.101 7 HCM Control Delay (s) 15 9.4 - - 9.4 - - 18.4 HCM Lane LOS' .._ :-r , , C A ,, _A'A .:. _ HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3 7/1/2014 Synchro 8 Report Transpo Group HCM 2010 TWSC With Proj 2020 AM Peak Hour 3: Driveway 3 & Edmonds Way. Edmonds Starbucks Conflicting Flow All, -.._ --_-- 1149 _. _... 1532 _ .. 376 J Stage 1 747 747 - Int Delay, slveh _ _402. 785 Critical Hdwy 7.5 6.5 6.9 Movement-- ._ .. _ 6.5 SBT'SBR-> 77 — Vol, veh/h 23 0 '5 a Conflicting Peds, #/hr 3 0 3' Sign Control Stop Stop Stop — RT Channelized - - None Storage Length" 601 407 -- Veh in Median Storage, # - 1 - Grade, /o _---- ._.._....._— _ 0 _ Peak Hour Factor _____-- 92 92 -- 92 __. Heavy Vehicles, °� 0 0 0 Mvmt Flow 25 0 5 Conflicting Flow All, -.._ --_-- 1149 _. _... 1532 _ .. 376 J Stage 1 747 747 - _ Stage 2 _ _ _402. 785 Critical Hdwy 7.5 6.5 6.9 _ -_ Ntical Hdwy Stg 1 _. ._ .. _ 6.5 -_- `'S.5 �. — Critical Hdwy Stg 2 6.5 5.5 - Follow-up Hdwy _ ...3..5 _ _ 4 3.3 Pot Cap -1 Maneuver 156 118 627 gel M 376 423 Stage 2 601 407 -- Platoon blocked, Mov Cap -1 Maneuver 151 115 624 Mov Cap -2 Maneuver r -Stage 270 238 __. — 1 370 419 - Stage 586-,.:',, 401 - ppraad��„ SB _ HCM Control Delay, s 18.4 HCM LO$ - C inor LanelMa'or-Mvmt:> .e�. 7/1/2014 Synchro 8 Report Transpo Group N Starbucks Drive-thru Queuing Number of Service Channels (lanes) 1 Hourly Flow Rate (vph) Mp1,1,1, ; per channel Total Hourly Flow Rate' _111;;; vehicles per hour Average Stopped Time 2:_55 (mm:ss) Average Service Rate (Total) 20.6 vehicles per hour Average Vehicle Length 20 feet 95th Percentile Queue Number of Vehicles Length (ft) 10 200 the trash enclosure, as illustrated on the East Elevation depicted on the revised sheet A-2001 Signs: Note that the signs have not been reviewed with this application. Starbucks will be limited to a total of three signs and a maximum of 93 square feet of sign area. It appears that the signs identified.in this application and shown on the building plans would be consistent with the sign requirements of ECDC 20.60. Response: The above comment concerning signage is noted. 4. Engineering Division Comments: Please respond to the enclosed Engineering Division Comments. Response: Engineering Division Comments will be'responded to below. Rain Garden: As the building permit is being reviewed concurrently with the design review and conditional use permits, I am aware there are going to be comments forthcoming on the proposed rain garden. Depending on how these comments are addressed, the landscaping proposed in.the rain garden area could change. If we do not have the rain garden issues addressed before the rest of the application is ready for the public hearing, we will try to condition the permit to allow flexibility in the rain garden landscaped area. Response: The above comment concerning the rain garden is noted. From: Engineering Division Jeannie McConnell, Engineering Program Manager Bertrand Hauss, City Traffic Engineer 6. The traffic impact analysis prepared by Transpo Group anal dated July 2014, includes information related to Starbucks queuing. The total hourly flow rate is stated to be 111 vehicles per hour. The 95th percentile queue is stated to be 10 vehicles with a queue.length of 200 feet. Please elaborate on how the 95`h percentile was derived: What is the calculation based on? F onse: The 95th -percentile queue length was calculated assuming (1) one drive through -window; ndom vehicle arrival (Poisson distribution); (3) 90-95 percent of all inbound vehicles would use the -through window (this is reflected by the hourlyflow rate, 111 out of 120 total inbound trips); (4) verage stopped time of nearly three minutes; and an average vehicle length of 20 feet. 7. Please update the architectural site plan (A-1001) to include the following elements consistent with the landscape plan and preliminary civil construction plans: a. Extent of curb separating proposed drive-through lane from existing 2 -way access drive aisle between Walgreens and the proposed development. b. Pavement markings (i.e. painted.directional arrows) to clearly indicate traffic flows through the site and any effect this may have on the queue lane. A selection of the drive-through queue lane should be striped and/or signed as appropriate so vehicles "do not block:' access from the drive aisle between the proposed rain garden and the parking area west of the rain garden. 10202 5th Avenue NE, Suite 102 1 Seattle, WA 98125 1 p206,547,1940 I expect a difference I JUL 01 2113 . CITY INUILDING OF EDMONDDEPARTMENS T SZ`riEE�f HL CO Date: ;,- UH APPLICABLE MWATER CODE cqo10' alghan associates, inc. E IJ G I IJ E E 91 Walgreens/Bank 9801 Edmonds Way Edmonds, Washington Revised June 28, 2013 Revised April 04, 2013 Revised February 27, 2013 Revised January 03, 2013 Revised October 10, 2012 Revised May 1, 2012 Revised. April- 05, 2012 February 28, 2012 The information contained in this report was prepared by and under direct supervision of the undersigned: 1611i� 10 ALt� Craig Harris PE AAI Engineering 4875 S.W., Griffith Drive Suite 300 Beaverton, Oregon 97005 PH 503.620.3030 FX 503.620.5539 craigh@aaieng.com AAI Project Number: A] 1182.11 Walgreens/Bank Table of Contents SECTIONS Section 1 - Project Overview Section 2 — Existing Conditions Summary Section 3 — Off -Site Analysis Section 4 — Site Classification Section 5 — Permanent Stormwater Control Plan Section 6 — Construction Stormwater Pollution Prevention Plan Section 7 — Other Reports and Studies Section 8 — Other Permits Section 9 — Operation and Maintenance Manual Section 10 — Bond Quantities Worksheet FIGURES Figure 1 —.Existing Conditions Figure 2 — Proposed Conditions — New/Replaced PGIS Areas APPENDIX Appendix A — Design Documents Appendix B — Design Calculations and Supporting Information Appendix C — Operations and Maintenance Manual Appendix D — Other Reports and Studies Walgreens/Bank Chapter 1— Proiect Overview The Walgreens/Bank projects are located at 9801 Edmonds Way in Edmonds, Washington. The existing site (Parcel Il) contains an existing building (23,295SF) as well as —11,565SF of existing asphalt paving for vehicle parking and maneuvering areas. The total existing impervious area is 34,860SF (0.80AC). The proposed project will include removing the existing building and constructing 2 single story structures Walgreens 14,490SF and a Bank 3,373SF bringing the total proposed building areas to 17,863SF. The total site area of Parcel II is 58,477SF. Parcel I is a shared parking lot (68,018SF) of which—23,025SF will be removed and replaced. The projects will also include the construction of new stormwater quality facilities (Rain Gardens) and conveyance system on Parcel I and new conveyance system and Infiltration facility on Parcel II. Both Parcel I and Parcel Il will infiltrate 100% of the expected storm runoff volumes. The project has been designed according to the requirements of ECDC 18.30 Storni Water Management and Exhibit "A" Stormwater Supplement. There is an existing stormwater outfall that is located in the northeastern portion of the site. This outfall is from a collection system that serves the residential area to the north of the property. Currently this discharges to the surface and runs along the ground on our property. Per on-site explorations and existing conditions drawings we have determined that this conveyance system serves approximately 35,OOOSF of impervious area. We will intercept this existing pipe north of the proposed retaining wall at the existing concrete block, construct a 12" DI pipe along the outside face of the wall that will continue below the proposed grade where 45 degree bends will direct the flows under the proposed AC of the new parking lot. From this point to the existing storm piping in Edmonds way the flows will run in a new 12" PVC pipe at 1% min. slope. We will install a new manhole over the existing storm line to connect the new 12" pipe to the public system. Conveyance pipe sizing for new stormwater piping was performed using Manning's Equation (Q= 0.149 ARMS Y'- ), where A is the pipe area (SF), R is the hydraulic radius, S is pipe slope (ft/ft), and n n is the Manning's Coefficient and is based on the pipe material. A conservative (n) value of 0.013 was used for this project as a value for PVC piping. All information regarding the proposed Bank building is speculative. It is included to show that the entire site will adhere to the cities stormwater requirements but they are not part of this phase of construction. Utilities to serve both the Bank and Walgreens, frontage improvements along Edmonds way, Rain gardens and infiltration (Parcel 1) and the infiltration system for Parcel II will be constructed as part of the Walgreens construction. Walgreens/Bank Chapter 2- Existing Conditions Summary The existing site (Parcel II) contains an existing building (23,295SF) as well as—11,565SF of existing asphalt paving for vehicle parking and maneuvering areas. The total existing impervious area is 34,860SF (0.80AC). The total site area of Parcel I1 is 58,477SF. Parcel I is a shared parking lot 68,018SF of which—59,735SF is impervious. There is a retaining wall constructed to the north of the parking lot which is approximately 16' high. There is an existing stormwater outfall that is located in the northeastern portion of the site. This outfall is from a collection system that serves the residential area to the north of the property. Currently this discharges to the surface and runs along the ground on this property. Walgreens/Bank Chapter 3 -Offsite Analysis Per the City of Edmonds Development Information #E72, Figure C, our project is in the "Edmonds Way" basin which is a Direct Discharge Basin. Stormwater from this basin is drained directly to Puget Sound via a closed pipe system. Puget Sound is a "Basic Treatment" receiving water body per the Washington State Department of Ecology, Stormwater Management Manual for Western Washington 2005, Volume V, Appendix V-A. Therefore only "Basic Treatment" BMP's apply. All storm runoff is proposed to be treated and infiltrated on-site, as stated in the Project Overview. With the on-site treatment and infiltration, the off-site impact to the existing public storm system will be diminished from the current demands placed on it by the existing site conditions. Since all on-site runoff is proposed to remain on-site, we do not need to conduct a downstream analysis. There is an existing stormwater outfall that is located in the northeastern portion of the site. This outfall is from a collection system that serves the residential area to the north of the property. Currently this discharges to the surface and runs along the ground on our property. Walgreens/Bank Chapter 4 — Site Classification This project has been classified per the Edmonds Stormwater Code Supplement (ESCS). This project proposes to add/replace approximately 71,867SF of impervious area and will disturb—81,550SF. Per the ECSC this is classified as a Large Site Project. Using Figure 4-1 and figure 4-2 from Section 4.0 Large Site Projects we have determined that Minimum Requirements 41 - 411 apply to New and Replaced impervious surfaces. See Appendix B for Figures 4-1 and 4-2. All Minimum Requirements that apply to this site are listed below. 1. Preparation of Stormwater Site Plan. Complete site plans that show the existing and proposed conditions of the project and drainage systems are included. This drainage report summarizes the methods and analysis in the design of the stormwater components. 2. Construction Stormwater Pollution Prevention The complete Construction Stormwater Pollution Prevention Plan (SWPPP) is a combination of the Temporary Erosion and Sediment Control (TESC) Plan and the Stormwater Spill Prevention Plan (SSPP) and the SWPP plan (By Washington DEQ). The TESC are sheets C2.0 and C2.1 of the construction documents, the SSPP is included in Section 6 of this document and the DEQ SWPP. TESC - See Appendix A SSPP — See Section 6 SWPP — Will be submitted prior to project approval. Appendix 7, Phase lI Municipal Permit — See Appendix B A completed Construction Stormwater General Permit NOI (Notice of Intent) See Chapter 8 and SWPP will be completed and submitted to the City prior to final project approval. 3. Source Control of Pollution See Appendix B for applicable Source Control BMP's. 4. Preservation of Natural Drainage Systems and Outfalls The existing site sheet flows to various collection points on-site. Post construction this sheet flow will be collected in rain gardens designed to treat and infiltrate the water (Parcel I). The existing (destination) outfall for the storm runoff is the public stormline in Edmonds Way, after construction all on-site nmoff will be kept on-site through the use of infiltration. Walgreens/Bank 5. On -Site Stormwater Management In accordance with Section 4 of the ESCS, large sites are required to consider LID techniques (on-site stormwater management BMP's). LID has been considered and selected to handle stormwater runoff where feasible. Below is a brief description of each of the possible BMP's and how they apply to the site. Bioretention Cells (Rain Gardens) — Rain Gardens have been designed in various places in the site to capture and treat storm runoff. See Appendix A for locations and details. (Parcel I) Infiltration Facilities — Stormwater runoff will be infiltrated on-site to the maximum extent possible. The facilities have been designed to infiltrate 100% of the runoff volume flowing to them. (Parcels I&II) Permeable Pavement — This project does not propose the use of permeable pavement due maintenance concerns, pavement integrity and slopes in excess of 5%. Per the 2005 SMMWW, permeable pavement is not recommended on slopes greater than 5%. Dispersion BMP's — Due to the topography of the proposed site and limited vegetated dispersal areas the use of dispersion BMP's is infeasible. Rainwater Harvesting. — Rainwater Harvesting is not proposed due to the considerable cost to install and maintain these types of facilities and the fact that during the time that the greatest demand is placed on the storage volumes (for irrigation during the "dry" season) there is no runoff to recharge the system. Vegetated (Green) Roofs — Vegetated Roofs are not proposed as this is not a client prototype and the additional cost impact is excessive for the return on investment given the site is infiltrating to the maximum extent possible. Compost Amended Soil — In disturbed pervious areas, the soil will be compost amended to restore the water holding capacity of these areas. Compost Amended Soil is specified for this project. (All disturbed pervious areas Parcel I and Parcel II) Reverse Slope Sidewalks — Reverse Slope Sidewalks are not proposed due to the fact that the grades are tied to the existing sidewalks slope and the site gains elevation as it move North from the sidewalk. Sloping the grades down away from the road would create steeper grades in the parking lot and hinder ADA accessible routes from the public ROW to the proposed structures. 6. Runoff Treatment This project proposes approximately 55,140SF of pollution generating impervious surface (PGIS). Refer to Figure 2 for the layout of the PGIS associated with this project and Appendix A for runoff treatment methods and details. Per Table 6 in the Transportation Impact Analysis report, a total of 1,700 daily trips are projected to be generated by the proposed project. 1,700 daily vehicle trips / ((14,490 SF + 3,373 SF) / 1,000) _ 95.2 daily vehicle trips / 1,000 SF of building. This does not push the project into the "high use site" category therefore we need to meet the Cities oil control standards as described in Section 4.6.2.1. The catchbasins proposed meet this requirement as they have a baffle and weir built into the unit that forces water under the baffle before it can be discharged. This acts in the same manner as the 90 degree downturned elbow described in Section 4.6.2.1. Additionally we are installing a CDS unit directly upstream of our infiltration chambers which will further separate oils and particulates. The CDS unit is classified as "General Use" for pre-treatment by Washington DEQ (see Appendix B). Per the City of Edmonds Development Information #E72, Figure C, Walgreens/Bank our project is in the "Edmonds Way" basin which is a Direct Discharge Basin, meaning that the stormwater is drained directly to Puget Sound via a closed pipe system. Puget Sound is a "Basic Treatment" receiving water body per the Washington State Department of Ecology, Stormwater Management Manual for Western Washington 2005, Volume V, Appendix V-A. Therefore only "Basic Treatment" BMP's apply. Puget Sound is also not listed as a phosphorus sensitive water body so no phosphorus control BMP's are necessary. 7. Flow Control This site is exempt from Washington State Department of Ecology flow control requirements because it is within the "Edmonds Way" basin which is a Direct Discharge Basin. Stormwater from this basin is drained directly to Puget Sound via a closed pipe system. Site runoff from the disturbed impervious areas will be 100% infiltrated on-site. Infiltration and Flow calculation were performed using W WHM3 modeling software. 8. Wetlands Protection There are no existing wetlands on or adjacent to project site. No on-site or off-site protection required 9. Operation and Maintenance Operation and Maintenance guidance from Volume V of the 2005 Stormwater Management Manual for Western Washington, for the on-site flow control BMP's are included in Appendix C. 10. Off -Site Analysis and Mitigation All storm runoff is proposed to be treated and infiltrated on-site and will adhere to the Cities Stormwater Requirements, as stated in the Project Overview. With the on-site treatment infiltration proposed, the off-site impact to the existing public storm system will be diminished from the current demands placed on it by the existing site conditions, therefore no off-site analysis or mitigation is proposed. 11. Financial Liability This is a commercial project which would normally require a performance bond as a financial guarantee for the stormwater system and BMP's related to the SWPPP. However, since no proposed stormwater improvements are proposed in the Right -of -Way no bond should be required. If the City does require such a bond the owner will submit proper documentation to the City. Walgreens/Bank Chapter 5 — Permanent Stormwater Control Plan 5.1 Existing Site Hydrology The existing site consists of the existing building and asphalt vehicle parking and maneuvering areas to the south and west of the existing building" located on Parcel II and a steep vegetated hill to the north and east of the building. Parcel I is an existing parking and maneuvering area with a few vegetated islands and the same steep vegetated hill to the north. Per infiltration test conducted by the Geotechnical Engineer, the tested infiltration rate of the native soils is between 86" and 515"/hour, we have been advised to use a design rate of 2"/hour for infiltration calculations for this site. See Appendix D for the complete Geotech Report. There is an existing stormwater outfall that is located in the northeastern portion of the site. This outfall is from a collection system that serves the residential area to the north of the property. Currently this discharges to the surface and runs along the ground on our property. There is an existing stormwater system serving the existing building and asphalt areas. Please refer to Figure 1 for the Existing Conditions Site Pian 5.2 Developed Site Hydrology The proposed site will consist of a new retail building, Bank and asphalt vehicle parking and maneuvering areas to the south and west of the new building located on Parcel II, a vehicle maneuvering area to the east and west of the proposed building and a new retaining wall to hold back the steep vegetated hill to the north and east of the building. Parcel I will remain relatively un -touched with the exception of the northern and eastern portions which will be removed and replaced to blend the new construction on Parcel II into the existing grades on Parcel 1. Additionally some of the parking stalls will be deleted and turned into rain gardens which will serve to treat stormwater runoff in Parcel I. The parking stalls to the South of Parcel I will also be reworked and re -striped to accommodate the construction of a new public sidewalk along the project frontage. See Table 1 below for a detailed breakdown of each parcel. Parcel II will be graded to collect runoff in sumped catchbasins that have a baffle to allow sediment to settle out of the flows and also keep floatables (trash and oils) from entering the detention system. Additionally we are installing a CDS unit directly upstream of our infiltration chambers which will further separate oils and particulates. The combined PGIS (new and replaced) from Parcel I and Parcel II is 55,140SF; the total Non-PGIS (new and replaced) is 18,274. IP -1110 1 'D—,nilc and Tmn!>rvinilc Areas Existing Existing Existing Pervious Existing Existing Pervious Impervious Replaced Impervious Parcel Number Untouched Replaced In- Replaced In- with Replaced kind kind Impervious with Pervious Parcel I 39,800SF 2,735SF 22,849SF 445Sf 2,189 SF 68,018SF Parcel II 5,825SF 1,407SF 39;159SF 11,406Sf 680SF 58,477SF Walgreens/Bank Please refer to Appendix A for the Design Documents showing the stated improvements. 5.3 Performance Standards and Goals Per the City of Edmonds Development Information 4E72, Figure C, our project is in the "Edmonds Way" basin which is a Direct Discharge Basin. Stormwater from this basin is drained directly to Puget Sound via a closed pipe system. All storm runoff is proposed to be treated and infiltrated on-site and will adhere to the Cities Stormwater Requirements, as stated in the Project Overview. We are required to meet the cities treatment/infiltration requirements for ALL disturbed impervious surfaces; however the northern portion of Parcel I and a small amount of Parcel II cannot be routed to a water quality facility (9,310SF total) we will replace the existing catchbasin with the same type as discussed in Chapter 4.6 and Chapter 5.5 this will provide oil and floatable separation (baffle) and sediment control (sump). This will then be piped to a gravel chamber under Rain Garden 1 (4.5' thick gravel layer) for infiltration into the native soils. To mitigate this area of disturbance that we are unable to route to a water quality facility we have provided additional rain gardens (Rain Gardens 2 and 3) that are treating flows from existing impervious areas that will not be disturbed. Rain Garden 2 and 3 treat a total of 18,215SF of impervious areas which results in mitigating 196% of the area flowing to the replaced catchbasin. WWHM3 modeling software was used in all water quality and infiltration. "Puget East 36" precipitation time series was used for sizing per Section 5.7.3.1 of the ESCS. See blow for WWHM3 input data. Walgreens/Bank 5.4 Flow Control System No flow control is proposed as we are infiltrating 100% of the runoff from the 100/year design storm. The proposed infiltration facility will be located on Parcel II in the drive aisle just south of the proposed Walgreen building. WWHM3 with "Puget East 36" precipitation time series was used in the sizing of the infiltration facility per Section 5.7.3.1 of the ESCS. A complete copy of the output from this program is included in Appendix B. The detention facility is comprised 70 SC -740 StormTech Chambers in a gravel bed that is irregular in shape due to site constraints but has an equivalent volume of a gravel bed that is 2637.52SFx5.03'D. The facility has a 24" layer of gravel under the layer containing the chambers and backfilled with gravel (2.53'); covered with another 2.0'of rock. There is a 24" pipe connecting the manhole to the infiltration chambers. This leads to the "Isolator Row" which is an entire row of chambers wrapped in filter fabric. This further reduces the amount of fines as they are trapped inside the Isolator Row as the water percolates through the fabric and into the gravel bed. There is an inspection port located in the Isolator Row so the chambers can be monitored for maintenance (JetVac of the sediment from the Isolator Row). The 24" inlet pipe allows a nozzle to be inserted into the Isolator Row to loosen and remove sediment that may settle. The manhole directly upstream of the infiltration bed also has an emergency overflow manifold of 12" pipes that will allow flows (in an emergency) to be directed into additional chamber rows to avoid upstream issues in the conveyance system. The chambers are built with perforations in them to allow water to freely pass into and out of the chambers but keep the surrounding stone from entering them. Additionally the bottoms of the chambers are open which further eases water flow within the infiltration system. See Appendix B for the Operations and Maintenance Manual from Storm Tech for additional information. The gravel layers have a porosity of .40 and the chamber layer has a porosity of .70 (1.0 porosity of the chamber section and .40 porosity of the gravel results in an overall porosity of .70). The design infiltration rate of 2" per hour was applied to the facility, per the Cities request, to analyze the infiltration. During Construction the Geotechnical Engineer will conduct infiltration testing at the locations where the facilities are being constructed (Currently obstructed by buildings and other structures). Once the actual infiltration rates at these locations have been determined we will revisit the infiltration calculations to minimize the facilities footprints while still meeting the Cities requirements. See below for WWHM3 input data for the infiltration facility and the output showing 100% infiltration. A complete printout of the infiltration calculations is included in Appendix B. Addendum 06/28/13: Per the Geotechnical testing done on June 25, 2013, the design infiltration rate for the chamber system is 10" per hour. Our calculations, plans and report have been modified to reflect this tested rate. A copy of this amended infiltration testing report is included in Appendix D. Revised calculations are shown below and in Appendix B. Walgreens/Bank • ff) t '-ention -I e Structure [Aitigated Facility Name Rn(dtiafjiqn?PetentionStruqtqje- Outlet 1 Outlet 2 Outlet 3 Downstream Connection10 Facility Type [G`iael�T[ cd e PlecipitationAppled. t ,Fa"a'iiy Quick Trench IF. Evapd.iation 'pelted toFacility''. Facility Bottom Elevation (ft) ...Facility Dimensions Outlet Structure .Trench Length Trench Bottom Width Riser Height (ft) F4.93 Riser Diametei[in) r3 Effective Total Depth Bottom slope of Trench Riser Type [F—lat—:—,' .Notch Type Left Side Slope Right Side Slope :Material Layers for Layer 1 Thickness (It) Layer I porosity 0`.`_". Layer 2 Thickness (it) Layer 2 poicisily Layer 3 Thickness (ft) Layer 3 porosity :Infiltration YES J, Measured Infiltration Rate (in/hi) 2 Infiltration Reduction Factor 05 :Use Wetted Surface Area (sidewalls) jYES Total Volume Infiltrated(acte-ft) 578.434 Total Volume Through Risei(acre-ft) 0 Orifice Diameter Height QMax Number (in) (Ft) (cfs) 1 Fo— — --- I ro 0 2 jo ju —JI 0 3 F0-- Fo— --J1 0 Trench Volume at Riser Head (acre -ft) .066 Pond Increment 0.1 _6 --H Show Pond Table j0penTable Total Volume Through Facility(acte-11) 578.434 Percent Infiltrated trated 100 Each rain garden has been designed to infiltrate 100% of the 100/year design flows as well. See below for WYMM3 input data for the rain gardens and the output showing 100% infiltration. A complete printout of the infiltration calculations is included in Appendix B. Walgreens/Bank Rain Garden I i. Evaporation Applied .11o"Facilt-y' .Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (ft) g:- ' Bottom Width (ft) Effective Depth (ft) Left Side Slope (HN) i Bottom Side Slope (HN) Right Side Slope (HN) Top Side Slope (HN) F3 Facility Dimensio"isgram Infiltration IYES it Measured Infiltration Rate (in/hr) F4 Reduction Factor(infdt'factoi) r0.5 .Use.Wetted Surface Area (sidewalls) NO -�t] Total Volume Infiltrated(acre-ft) 70.227 Total Volume Through Riser(acre-ft) 0 .Total Volume Through Facility(acre-ft) 70.23 Percent Infiltrated 100 Outlet Structure Riser Height (ft) 11 Riser Diametef(in) fj —2 Riser Type Flat Notch Type Orifice Diameter Height QMax Number (in) (Ft) (cis) 2 ro----J, ,1—.; 0 3 jo ---J1 Fo-- 0 Pond Volume at Riser Head (acre -ft) .020 Pond Increment F0. 1 —0 it Show Pond Table Open Table Use Tide Gate? NO Walgreens/Bank Rain Garden 2 Facility Bottom Elevation (ft) Facility Dimensions Bottom Length (ft) Bottom Width (11) 10 Effective Depth (ft) Left Side Slope (HN) Bottom Side Slope (HN) Right Side Slope (HN) f3 Top Side Slope (HN) Facility Dimension Diagram Infiltration IYES Measured Infiltration Rate (in/hr) f4 Reduction Factoi(infilt'factor) FO 5 Use Wetted Surface Area (sidewalls) INO Total Volume lnfiltrated(acre-ft) 38.174 Total Volume Through Risei(acte-ft) 0 Total Volume Through Facility(acre-ft) 38.17 Percent Infiltrated 100 Outlet Structure Riser Height (ft) F1 Riser Diameter(in) 1-2 —H, Riser Type � FlatJ, Notch Type Orifice Diameter Height QMax Number (in) (Ft) (cfs) 1 10 ro- 0 2 0 3 1-0 1 1-0 0 Pond Volume at Riser Head (acre -ft) .011 Pond Increment 0.10 - I Show Pond Table Open Table Use Tide Gate? NO Walgreens/Bank Rain Garden 3 6Rzairivard.en3 N itiyated .. 124.936 Facility Name RamGaiden3 , Outlet 1 Outlet 2 Outlet 3 Downstream Connections— 0 '- Facility Type Trapezoidal Pond . . (- PrecipitationAppj,i Facrlitji;* Auto Pond Quick Pond (- EvapoiationAppliedtdfacildy„[ Facility Bottom Elevation (ft) 10 Facility Dimensions Bottom Length (ft) _04:•�_•. �'°t: ` Outlet Structure Bottom Width (ft) 10 Riser Height (ft) I,� <_-1 r Effective Depth (ft) 1 1 ,” Riser Diametet(inj 12 J Left Side Slope (HN) Riser Type Flat Bottom Side Slope (H N) Notch Type Right Side Slope (HN) Top Side Slope (HN) r - Facility Dimension Diagram Orifice Diameter Height Wax Infiltration YES -:; Number (I n) (Ft) (cls) Measured Infiltration Rate (in/hr) r4— - 1 Fp -J, F0`— -J 0 Reduction Factor(infilt`factor] p,5 J 2 Fo— ; 10 0 Use Wetted Surface Area (sidewalls) IND J 3 10 —J 10 0 Total Volume Infiltrated(acre-ft) Pond Volume at Riser Head (acre -ft) .032 Pond Increment 0.10 Show Pond Table Open Table 124.936 Total Volume Through Riser(acre•ft) 0 Total Volume Through Facility(acre-ft) 124.94 Percent Infiltrated 100 Use Tide Gate? NO Walgreens/Bank 5.5 Water Quality System The project proposes approximately 55,140SF of PGIS. Rain gardens have been proposed in various places to collect and treat the stormwater runoff from the PGIS that flows to them (Parcel I). Since the areas collected in each rain garden varies, each rain garden has been calculated separately. Each rain garden will have compost amended soil per city requirements. WWHM3 with "Puget East 36" precipitation time series was used in the sizing of the rain gardens. The rain gardens were sized using WWHM3 in accordance with the 2005 Department of Ecology manual to infiltrate at least 91 % of the influent runoff. See below for WWHM3 input data and select output data for the Rain Gardens and the percent of infiltration through the amended soils. Since the native soil design rate is modeled at 2" per hour and the infiltration of the rain gardens was modeled as 0.25" per hour, the native soils have more than enough infiltration capacity (4 times more than the water quality design rate) for the expected flows. A complete copy of the output for each rain garden is included in Appendix B. Curb cuts are provided to allow the storm runoff to enter the facility. In lower flow rain events (Water Quality storms) the runoff will percolate through the amended soils and enter a gravel storage chamber for infiltration to the native soils. Higher flows will be directed into the gravel chamber with the use of a grated cover on a diywell. The rim of the drywcll is set at 12" above the bottom of the facility to allow water quality events to drain through the amended soil but large events to infiltrate directly into the native soil. Please refer to Appendix A for On -Site Stormwater Structure Plans, Appendix B for WWHM3 �., Calculations for water quality flows (Infiltration) and Appendix C for the Operations and Maintenance Manual for the on-site stormwater components. All proposed catchbasins have a baffle and weir built into the unit that forces water under the baffle before it can be discharged (traps oils and floatables) and a sump to allow particulates to settle and remain at the bottom of the unit. Additionally we are installing a CDS unit directly upstream of our infiltration chambers which will further separate oils and particulates. The CDS unit is classified as "General Use" for pre-treatment by Washington DEQ (see Appendix B). The CDS units has been sized using the 15 minute flow rate for an on-line BMP using "un -mitigated" flow rate from 1.48 acres of "parking moderate". See the following graph and Appendix B for supporting calculations. The conveyance system (Parcel II) then enters a manhole directly upstream of the Infiltration area. This manhole also has a sump that will ensure more particulates are removed from the runoff. After the manhole the stormwater will flow into an underground chamber system with an "isolator row". This is an entire row of detention chambers that is wrapped in filter fabric. Once the water enters this row it has to perk through the filter fabric before it can enter the other chambers and rock section. This further reduces the fines. Once in the gravel section it will infiltrate into the native soils to the maximum extent possible (100% infiltration). All of these components comprise a "treatment train" to meet the cities' water quality requirements. Rain Garden 1 infiltrates 98.89 percent of the runoff from the 0.18acres of impervious that drains to it through the amended soil at 0.25" per hour. We are adding an additional 0.21 aces of impervious area into the gravel section via the replaced catchbasin. With the native soils infiltration rate at least 4 times greater than the water quality infiltration rate used to size the rain garden and only increasing the areas to infiltrate by 2.1 times greater we have sufficient infiltration capacity for the additional flows. Rain Garden 2 infiltrates 98.8 percent of the runoff from the 0.098acres of impervious that drains to it through the amended soil at 0.25" per hour. Rain Garden 3 infiltrates 98.22 percent of the runoff from the 0.32 acres of impervious that drains to it through the amended soil at 0.25" per hour. A complete printout of the water quality calculations is included in Appendix B. Walgreens/Bank CDS PMSU20-15 Basin 1 Predeve!cce Subbasin Name, Basin T. ! Surface Interflow Gioundwatm Flows To Area in Basin !� CSfiow!Orey,Selected sF Available Pervious Available Impervious w'PARKINGNOD Per the State's GLUD the CDSPMU20-15 can treat an maximum flow of 0.7CFS, per WWHM3 calculations the 15 min. flow rate is only 0.2323CFS. See Appendix B for more information. Walgreens/Bank Rain Garden 1 Facility Name Downstream' Connections,, Facility. Type f PrecipRatiorrApphed to Faahty I` EvaporationAppliedto,-Facility'. i_�:'-'�� utlet 1 Outlet.2. butle. 3 Auto.Pond j Quick Pond Facility Bottom.. Elevation. (ft) 0, ......... 69.587 Total Volume Through Riser(acre-ft). Facility Dimensions.. Bottom Length.... 65 Outlet Structure 70.37 Bottom Width (ft) -1 Riser Height 06 11 J Effective 'Depth (ft) 17 Riser Diameter(in) 12 Riser Type Flat Left:Side Slope (HN) 3 a Bottom Side Slope (H)V) llotch.Type Right Side, Slope (HN) '37� Top Side Slope (HNJ Facility: Dimension Diagram Orifice. ..Diameter.:Hei_ght . . QMax Infiltration TY—H-- ; Number '(In.);(F.Q (cls) Measu%red Infiltration Rate (irilhr) t�—=, ; t �p : i 00 0 ReductionFactor(infilt"factor) F0.25 2 Fo —7:-, JO �-� 0 Use Wetted Surface Area (sidewalls). two 3 j0 I—() Total Volume Inliltrated(acre-ft) 69.587 Total Volume Through Riser(acre-ft). 0.78 Total Volume Through Facility acre -ft) 70.37 Percent Infiltrated 98.89 Project Name: WAGERGI Site Address: 9801 Edmonds Way City Edmonds, WA Report Date 5/1/2012 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use C, Forest, Mod Acres .18 Pond Volume at.Riser Head (acre -ft). 020 Pond Increment . 0.10 Show.Pond Table 10pen Table ---JI Tide Gate? ltqo Walgreens/Bank Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Impervious Land Use Acres PARKING MOD 0.18 Water Quality BMP Flow and Volume for POC 1. on-line facility volume: 0.0165 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0282 cfs. Off-line facility target flow: 0.0141 cfs. Adjusted for 15 min: 0.016 cfs. Groundwater Rain Garden 2 .Name Walgreens/Bank :Outletl. ;Qut1et.2 outlet 3 77777 Downstream Connections . � Q. IV Facility Type TapezoideL,Pond (� PreciprtationApphed to:Faahty u Auto Pond _ Quick Pond Evaporation Applied to Facility. Facility. Bottom Elevation (ft) 10, .. :'. Facility Dimensions 0.462 uction Factor(infilt'factor) Bottom Length (ft) 34 IND Outle#:Structure � Bottom Width (ft) 10 f3iserHeight [ft] I'7 ; a Effective:Depth(ft) 11 RiserDiameter(in). ]b2 J Left Side Slope (HN) S'd SI HN Riser Type 3FIa� t Notch Type, Bottom i e ope ( ) C3 Right Side'Slopc (HN) Top Side Slope (HN) Facility Dimension Diagram Itration iYES 37.837 cured Infiltration Rate (in/hr) 0.462 uction Factor(infilt'factor) f 0.25 ,Jetted Surface Area (sidewalls) IND otal Volume Infiltrated(acre-ft) 37.837 otal Volume Through Riser[acre-ft) 0.462 otal Volume Through Facility(acre-ft) 38.30 ercent Infiltrated 98.8 Project Name: WAGERG2 Site Address: 9801 Edmonds Way City Edmonds, WA Report Date 5/1/2012 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE orifice D ameter.Height QMaz Number :.(In) TO (cfs) 1 �1 _-f Fo — _ 1 0 s to -, �— o Pond Volume at Riser,Head (acre -ft) .011. Pond Increment 0.10 =1 Show Pond Table 10 pen Table UseTide Gate? f i -=� Walgreens/Bank Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres C, Forest, Mod •098 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Impervious Land Use Acres PARKING MOD 0.098 Element Flows To: Surface Interflow Groundwater Rain Garden 2, Rain Garden 2, Name Rain Garden 2 Bottom Length: 34ft. Bottom Width: loft. Depth l.lft. Volume at riser head 0.0111ft. Infiltration On Infiltration rate 1 Infiltration saftey factor 0.25 Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0089 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0153 cfs. Off-line facility target flow: 0.0077 cfs. Adjusted for 15 min: 0.0087 cfs. Walgreens/Bank Rain Garden 3 Rain:Garden•3: N`1itirgated. 122.897 Facility Name RainGarden 3, . Outlet 1 Outlet 2 Outlet 3 Downstream Connections -- 0 — 10 -. —1 Facility Type Trapezoidal Pond f Precipitation- Applied to Facility Auto Pond Quick Pond i –;tEbapoiationAppfied to:Facdity'°,'.e Facility Bottom Elevation (ft) 0 ' Facility Dimensions Bottom Length (ft) 104 Outlet Structure Bottom Width (ft) jp Riser Height (ft) Effective Depth ft Riser -i ype er(J12 Left Side Slope (HN) I 3';;',;rr:'>:: ;<:' Riser Type F T Flat Bottom Side Slope (HN) Notch Type Right Side Slope (HN) Top Side Slope (HN) 0 Facility Dimension Diagram 1 Orifice Diameter Height QPvlax Infiltration YES =; Number (In) (Ft) (cfs) Measured Infiltration Rate (in/hr) �— 1 F0-- --H 10 H 0 Reduction Factor(infilt'factor) 1025 2 lu lu 0 Use Wetted Surface Area (sidewalls) INO 3 F0-- --H F— o Total Volume Infiltrated(acre-ft) 122.897 Total Volume Through Riser(acre-ft) 2.226 Total Volume Through Facility(acre-ft) 125.12 Percent Infiltrated 98.22 Project Name: WAGERG3 Site Address: 9801 Edmonds Way City Edmonds, WA Report Date 5/1/2012 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Pond Volume at Riser Head (acre -ft) .032 Pond Increment 0.10 Show Pond Table 10penTZfe Use Tide Gate? NO _J Walgreens/Bank Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod .32 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres PARKING MOD 0.32 Element Flows To: Surface Interflow Groundwater Rain Garden 3, Rain Garden 3, Name Rain Garden 3 Bottom Length: 104ft. Bottom width: loft. Depth l.lft. Volume at riser head : 0.0321ft. Infiltration On Infiltration rate : 1 Infiltration saftey factor 0.25 Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0227 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0389 cfs. Off-line facility target flow: 0.0195 cfs. Adjusted for 15 min: 0.022 cfs. Walgreens/Bank 5.6 Conveyance System Analysis and DesilZn The proposed conveyance system has been analyzed to handle the 100 -year flow using Mannings Equation (Q = 0.149 AR 23 S Y'- ), where A is the pipe area (SF), R is the hydraulic radius, S is n pipe slope (ft/ft), and n is the Manning's Coefficient and is based on the pipe material. A value of 0.013 was used for this project as a value for PVC piping. A portion of the 100 -year 24 hour precipitation Isopluvial map from NOAA Atlas 2, Volume X (to show the expected rain intensity at the site) and a spreadsheet showing the calculated flows for each pipe segment and tributary area included in Appendix B. We interpolated 3.25"/per hour as the 100 -year rainfall intensity and modeled our conveyance system such that no pipe will flow at more than 75% capacity. This will ensure that no portion of piping will be over taxed and "back-up" into upstream elements. Walgreens/Bank Chapter 6 — Construction Stormwater Pollution Prevention Plan The Construction Stormwater Pollution Prevention Plan (SWPPP) is a combination of the Temporary Erosion and Sediment Control (TESC) Plan and the Stormwater Spill Prevention Plan (SSPP). TESC - See Appendix A In this section we will describe how BMP's will be used during the construction phase of the Walgreens project. There are 12 elements of SWPPP design and they are addressed as follows: #1 Mark Clearing Limits: Natural vegetation will be preserved wherever possible. Sediment fence will be used to mark the limits of construction as shown on the project drawings. #2 Establish Construction Access: A standard Stabilized Construction Entrance will be installed on the eastern edge of the project site as shown on the project drawings and. In addition there will be a concrete washout installed adjacent to the Construction Entrance. The area of the future secondary building will be used to park the construction machinery during the project construction period and therefore those areas will be stabilized as well. #3 Control Flow Rates: It will be unnecessary to control flow rates off of the project site during this construction, flow increases will be minimal and sediment outflow can be controlled by other means described in later elements. #4 Install Sediment Controls: The primary BMP to be used for Sediment Controls will be a silt fence as shown on the Erosion and Sediment Control Plan, sheet C2.1. In addition the existing off-site and proposed on-site area drains and catch basins will be protected with silt sacks as shown on sheet C2.1. #5 Stabilize Soils: Temporary and permanent seeding will be used at the discretion of the contractor throughout the construction phase of the project. Mulching will be used in conjunction with the temporary and permanent seeding to protect the seeds. Plastic coverings may be used by the contractor at his discretion for short term soil protection. Various dust control methods may need to be used by the contractor's discretion. Walgreens/Bank #6 Protect Slopes: Temporary and permanent seeding may be used at the discretion of the Contractor and/or on-site inspecting engineer. #7 Protect Drain Inlets: All Catch Basins and Area Drains put into service during the construction phase shall be protected with Silt Sack protection. Existing area drains and inlets shall be protected with Silt Sacks, Bio Bags or a combination of both prior to site disturbing activities #8 Stabilize Channels and Outlets: There will be no temporary on-site stormwater channeling therefore there is no need for BMP's to address this issue. #9 Control Pollutants: There will be no maintenance of heavy equipment on-site, nor will there be any application of industrial chemical, fertilizers, or insecticides, therefore there is no need for measures to protect against those practices. Sediment will be controlled by the use of the above described BMP's. #10 Control De -Watering: De -watering process shall be managed by the contractor by pumping or routing by gravity flow to an approved sediment settling or filtration facility prior to discharge. #11 Maintain BMP's: All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with BMP specifications. 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 resulting from removal of BMPs or vegetation shall be permanently stabilized. #12 Manage the Project: The contractor will maintain a daily presence on the site and will assign a contact person for erosion and sediment control issues. BMP's will be in accordance with the Stormwater Management Manual for Western Washington and the City of Edmonds standards unless otherwise noted here. The contractor will be responsible for monitoring and maintaining the erosion control on-site as the project progresses. Walgreens/Bank Seasonal Work Limitations From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and 2. Limitations on activities and the extent of disturbed areas; and 3. Proposed erosion and sediment control measures. Maintaining an Updated Construction SWPPP - The Construction SWPPP shall be retained on-site or within reasonable access to the site. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. Walgreens/Bank Chapter 7 — Other Reports and Studies The following reports are included within Appendix D of this report. • Geotechnical Report by Geotech Consultants Inc. dated February 2012. (This report is preliminary and will be replaced with the FINAL version as soon as it has been released by the Geotechnical Engineer.) ■ Infiltration Study by Geotech Consultants Inc. Dated May 1, 2012 ■ Infiltration Study by Geotech Consultants Inc. Dated June 25, 2013 Walgreens/Bank Chapter 8 — Other Permits The following reports are included within Appendix D of this report. o Construction Stormwater General Permit NOI (Notice of Intent). (The blank NOI is enclosed as a place holder. A completed NOI will be inserted as soon as the project has progressed to the point a contractor has been chosen.) lorms NOTICE OF INTENT (N01) Check if applicable: MINIM 10301.1�11 APPLICATION FORMumsom El Change or Update Permit Information NWRA Construction Stormwater General El Modification of Permit Coverage DEPARTMENT OF ECOLOGY Permit Permit #WAR State of Washington t, nr____ _n ......i:...... —,r o_ —G-6— AIr faille arP rAlrrlrrArt intp-4m Otherwise marked. nw wNruvawv... �... ••-.__ _. _ . _ _.. -- ----- - - - - rivase P1 flit V/ l C all Jvl.uvrra w 411- (.Operator/Permittee (Party with operational control over plans and specifications or day-to-day operational control of activities 1. which ensure compliance with Stormwater Pollution Prevention Plan (SWPPP) and permit conditions. Ecology will send correspondence and permit fee invoices to the permittee on record. Name: Company: Business Phone: Ext. Unified Business Identifier (UBI): (UBI is a nine -digit number used to identify a business entity. Write "none" if you do not have a UBI number.) Cell Phone (Optional): Fax (Optional}: E-mail: Mailing Address: City: State: Zip + 4: II. Property Owner (The party listed on the County Assessor's records as owner and taxpayer of the parcel[s] for which permit coverage is requested. Ecology will not send correspondence and permit fee invoices to the Property Owner. The Property Owner information will be used for emergency contact purposes.) Name: Company (if applicable): Business Phone: Ext. Unified Business Identifier (UBI): (UBI is a nine -digit number used to identify a business entity. Write "none" if you do not have a UBI number.) Cell Phone (Optional): Fax (Optional): E-mail: Mailing Address: City: State: Zip + 4: III. On-site Contact Person (Typically the Certified Erosion & Sediment Control Lead or Operator/Permittee) Name: Company: Business Phone: Ext. Mailing Address: Cell Phone (Optional) Fax (Optional): City: State: Zip + 4: E-mail: IV. WebDMR (Electronic Discharge Monitoring Reporting) You must submit monthly discharge monitoring reports using Ecology's WebDMR system. To sign up for WebDMR, or to register a new site, go to www.ecy.wa.gov/stormwater, and click on the "Construction Stormwater" link. You will find information on WebDMR under the "WebDMR and PARIS" link on the right-hand side. If you are unable to submit your DMRs electronically, you may contact Ecology to request a waiver. Ecology will generally only grant waiver requests to those permittees without internet access. Only a permittee or representative, designated in writing, may request access to or a waiver from WebDMR. To have the ability to use the system immediately, you must submit the Electronic Signature Agreement with your application. If you have �- th' --- t t E of 's WohnRAR staff nt WPhnMRnerv_wa_aov or 360-407-7097. tions on �s ECY 020-85 (Rev. 03/11) V" ac c o4 T V. Site Information Site or Project Name Site Acreage Total size of your site/project (that you own/control): acres. Total area of soil disturbance (grading and/or excavating) for your Street Address or Location Description (If the site lacks a street address, list its speck location. For example, Intersection of Highway 61 and 34.) site/project over the life of the project: acres. (Note: 1 acre = 43,560 ft2.) Concrete / Engineered Soils Parcel ID#: (Optional) How many yards of concrete will be poured over the life of the project? yd3 estimate Type of Construction Activity (check all that apply): ❑ Residential How many yards of recycled concrete will be used over the rife of ❑ Commercial the project? 03 (estimate ❑ Industrial ❑ Highway or Road (city ,county, state) Will any engineered soils be used? (For example: cement treated ❑ Utilities (specify): base, cement kiln dust, etc.) ❑ Other (specify): ❑ Yes ❑ No City (or nearest city): Zip Code: Estimated project start-up date (mm/dd/yy): Estimated project completion date (mm/dd/yy): County: Record the latitude and longitude of the main entrance to the site or the approximate center of site. Latitude: °N Longitude: °W For assistance with latitude and longitude, refer to any of the following websites: www.getlaUon.com or http://www.woddatlas.com/aatias/image.g.htm. Please convert all latitude and longitude coordinates into decimal degrees format For help with this process, go to: tom -#www fcc pov/mb/audio/bickel/DDDMMSS-decimal.html. VI. Existinq Site Conditions 1. Are you aware of contaminated soils present on the site? ❑ Yes ❑ No 2. Are you aware of groundwater contamination located within the site boundary? ❑ Yes ❑ No 3. If you answered yes to questions 1 or 2, will any contaminated soils be disturbed or will any contaminated groundwater be discharged due to the proposed construction activity? ❑ Yes ❑ No [`Contaminated" and "contamination" here mean containing any hazardous substance (as defined in WAC 173-340-200) that does not occur naturally or occurs at greater than natural background levels.] If you answered yes to Question 3, please explain below or on a separate paper in detail the locations, contaminants, and concentrations, and pollution prevention and/or treatment BMPs proposed to control the discharge of soil/groundwater contaminants. Ecology may request a copy of your SWPPP. VII. Stormwater Pollution Prevention Plan (SWPPP) You must develop a SWPPP prior to starting construction. Do not submit your SWPPP with your application. The exception is that Ecology may request a copy of your SWPPP if you answered yes to the questions in Part VI. ECY 020-85 (Rev. 03/11) Vlll. Best Management Practices BMPs You must use the BMPs listed in the Stormwater Management Manual for Western Washington or the Stormwater Management Manual for Eastern Washington or other manuals approved by Ecology. Alternatively, you may use demonstrably equivalent BMPs on the basis of permit condition S9.C.4. If you intend to use a BMP at your site that is not included in these manuals, but that you believe meets the definition of a demonstrably equivalent BMP, you must notify the appropriate regional office. (See Definitions in the Construction Stormwater General Permit).* http•//www ecv wa gov/programs/wq/stormwater/construction/contacts.htmi *Note that if you receive permit coverage without indicating the preference for a demonstrably equivalent BMP and later decide to use one, you must provide Ecology with notice of the selection of an equivalent BMP no less than 60 days before the intended use of the equivalent BMP. IX. Discharge/Receiving Water Information Indicate whether your site's stormwater and/or dewatering water could enter surface waters, directly and/or indirectly: ❑ Water will discharge directly or indirectly (through a storm drain system or roadside ditch) into one or more surface waterbodies (wetlands, creeks, lakes, and all other surface waters and water courses). If your discharge is to a storm sewer system, provide the name of the operator of the storm sewer system: (e.g., City of Tacoma): (NOTE: If your stormwater discharges to a storm sewer system operated by the City of Seattle, King County, Snohomish County, City of Tacoma, Pierce County, or Clark County, you must also submit a copy of this N01 to the appropriate jurisdiction.) ❑ Water will discharge to ground with 100% infiltration, with no potential to reach surface waters under any conditions. If your project includes dewatering, you must include dewatering plans and discharge locations in your site Stormwater Pollution Prevention Plan. Location of Discharge into Surface Waterbody Enter the waterbody name and latitude/longitude of the point(s) where the site has the potential to discharge into a waterbody (enter all locations). • Include the names and locations of both direct and indirect discharges to surface waterbodies, even if the risk of discharge is low or limited to periods of extreme weather. • Some large construction projects (for example, subdivisions, roads, or pipelines) may discharge into several waterbodies. • If the creek or tributary is unnamed, use a format such as "unnamed tributary to Deschutes River." • Attach a separate list if necessary. Surface Waterbody Name Latitude Longitude Decimal Degrees Decimal Degrees °N °W ON °W ON °W ON oW _1•�__1 L._L ..0 w{.w ..I.n If your site discharges to a waterbody that is on me impaired wareroomes asr (i.e., auslui osy ivr turuwny, mic ocuuncroi, nyn N' N""�Y Ecology will require additional documentation before issuing pen -nit coverage and these sites will be subject to additional sampling and numeric effluent limits (per Permit Condition S8). Ecology will notify you if any additional sampling requirements apply. information on impaired waterbodies is available online at: httpYlwww ecv wa qov/programslvlglstormwaterlconstructionfimpaired.html. ECY 020-85 (Rev. 03/11) X. State Environmental Policy Act (SEPA) This Notice of Intent (NOI) is incomplete and cannot be approved until the applicable SEPA requirements under Chapter 197-11 WAC are met. Who is the SEPA lead agency on your site? Has the SEPA lead agency issued a final decision on your checklist? ❑No ❑Yes ❑ Exempt* If No: The NOI is incomplete. Ecology will hold the application until a final SEPA decision is made or the Construction Stormwater NOI public comment period ends, whichever is later. You must notify Ecology once the lead agency has issued a determination. If Yes: Type of SEPA decision issued: ❑ Determination of Non -Significance (DNS) ❑ Mitigated DNS (MDNS) ❑ Determination of Significance (DS) ❑ Final Environmental Impact Statement (EIS) ❑ Other: Date of final SEPA decision: If a supplemental EIS, SEPA addendum, or some other type of additional SEPA review was required, please attach and submit with this form. • Date when all SEPA-related comment & appeal periods are exhausted: *If Exempt: Attach written documentation, check type of exemption below, and proceed to Section VII. ❑ Watershed Restoration & Fish Habitat Enhancement Exemption (RCW 43.21C.0382). ❑ Infill Development Exemption (RCW 43.21 C.229). ❑ Planned Action Exemption (RCW 43.21C.031). ❑ Categorical Exemption. Under what section of the SEPA Rule (WAC 197-11-800) is it exempt? (for example, WAC 197-11-800(1) Minor New Construction) More SEPA information is available at: hftp /lwww ecv wagov/programs/sealsepale-review.htmf. XI. Public Notice You must publish a public notice at least once a week for two consecutive weeks with seven days between publications, in at least a single newspaper of general circulation in the county in which the construction is to take place. Ecology cannot grant permit coverage sooner than the end of the 30 -day public comment period, which begins on the date of the second public notice. Mail or fax (360-407-6426) the NOI to Ecology on or before the first public notice date. If you fax the public notice to Ecology, you must also mail a hard copy. Failure to do so may delay the issuance of your permit. Provide the exact dates (mm/ddlyy) that the first and second public notices will appear in the newspaper(s): First notice: / / Second notice: 1 / (Begins 30 -day public comment period.) For example: First notice: 01/01/10 Second notice: 01/08110 Name of the newspaper(s) publishing the notices: ECY 020-85 (Rev. 03111) PUBLIC NOTICE TEMPLATE Complete this template using project -specific information. and submit to a local newspaper with general circulation within the county where the project is located. The bold language is required by WAC 173-226-130 and must be included in its entirety. (Either use the fill-in template below or attach on a separate sheet of paper, if necessary.) (Note: This section is unprotected so you can delete text in parentheses) (address of operator/permittee), is (Name of operator/permittee), seeking coverage under the Washington State Department of Ecology's Construction Stormwater NPDES and State Waste Discharge General Permit. The proposed project, (project name) is located at (street address, intersection, crossroads, or other descriptive site location) in (name of nearest city), in (County). This project involves acres of soil disturbance for construction activities. (List all construction activities, for example, residential, commercial, industrial, highway, utility). Stormwater will be discharged to (List all named and un- named surface waterbodies, or ground water if applicable, waters identified in section f}�. Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology's action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173.201A-320. Comments can be submitted to: Department of Ecology Attn: Water Quality Program, Construction Stormwater P.O. Box 47696, Olympia, WA 98504-7696 XII. Certification of Permittees 'i certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. i am aware that there are significant penalties for Submitting false information, including the possibility of fine and imprisonment for knowing violations.' Printed Name / Company (operator/permittee only) Title Signature of Operator/Permittee'' Date * Federal regulations require this application is signed by one of the following: A. For a corporation: By a principal executive officer of at least the level of vice president. B. For a partnership or sole proprietorship: By a general partner or the proprietor, respectively. C. For a municipality, state, federal, or other public facility: By either a principal executive officer or ranking elected official. Please sign and return this document to the following address; Washington Department of Ecology - Stormwater P.O. Box 47696 Olympia, WA 98504-7696 ECY 020-85 (Rev. 03/11) nn NOT SI IRMIT THIS PArF WITH Y01 IR APPLICATION If you have questions about this form, contact the following Ecology staff: Location Contact Name Phone.:. E-mail City of Seattle, and Kitsap, Pierce, and Josh Klimek 360-407-7451 iosh.klimek anecy.wa.gov Thurston counties Island, King, and San Juan counties Clay Keown 360-407-6048 clay.keown@ecy.wa.gov Adams, Asotin, Columbia, Ferry, Franklin, Shawn Hopkins 360-407-6442 shawn.hopkins(.ecy.wa.gov Garfield, Grant, Lincoln, Pend Oreille, Skagit, Snohomish, Spokane, Stevens, Walla, Whatcom, and Whitman counties. Benton, Chelan, Clallam, Clark, Cowlitz, Joyce Smith 360-407-6858ioyce.smith a(7ecy.wa.gov Douglas, Grays Harbor, Jefferson, Kittitas, Klickitat, Lewis, Mason, Okanogan, Pacific, Skamania, Wahkiakum, and Yakima counties. If you have questions about WebDMR, contact the following Ecology staff: Permittees must submit discharge monitoring reports (DMRs) each month using Ecology's secure online system, WebDMR. To have the ability to use the system immediately, you must submit the Electronic Signature Agreement with your application. If you have questions on this process, contact Ecology's WebDMR staff at WebDMR(@ecy.wa.gov or 360-407-7097. More information is available at: http://Www.ecy.wa.gov/pro_pramslwglstormwater/construction/. !f you need this document in a version for the visually impaired, call the Water Qualify Program at 360-407-6401. Persons with hearing loss, call 711 for Washington Relay Service. Persons with a speech disability, call 877-833-6349. ECY 020-85 (Rev. 03/11) Walgreens/Bank Chapter 9 — Operations and Maintenance Manual Please refer to Appendix C for the Operations and Maintenance Manual. Walgreens/Bank Chapter 10 — Bond Quantities Worksheet A bond quantities worksheet will not be required since no stormwater work will be conducted within the right-of-way. An itemized cost estimate will be provided with a later submittal. Walgreens/Bank Figure 1— Existing Conditions 50 0 20 60 120 afghan associates, inc. --------- ENGINEERING --------- EERING 4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 197005 503 620.3030 tel. 1503.620.5539 fax I A—v not -9 -:Om ( IN FEET ) 1 inch = 60 ft. EXISTING CONDITIONS WALGREENS — EDMONDS WA FIGURE 1 NORTH 240 08.24.12 4i JOB NO ;A" k _j < AREA OF a- f-- V) EXISTIN3 IS DISTURBANCE BUILDING 81,550SF .00 42 71 F 19" x < FALL EXISTING OUTFALL EXISTING QB GRAPHIC SCALE 50 0 20 60 120 afghan associates, inc. --------- ENGINEERING --------- EERING 4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 197005 503 620.3030 tel. 1503.620.5539 fax I A—v not -9 -:Om ( IN FEET ) 1 inch = 60 ft. EXISTING CONDITIONS WALGREENS — EDMONDS WA FIGURE 1 NORTH 240 08.24.12 4i JOB NO ;A" Walgreens/Bank Figure 2 — New/Replaced PGIS Areas — — — — — — — — -- GRAPHIC SCALE 60 0 30 60 120 ( [NT FEET ) I inch = 60 ft. 240 NEW PCIS 12, 07057 REPLACIED PGIS -43,516SF gt !7 4u o ')AT- --- afghan associates, mc. PROPOSED CONDITIONS V. L . 08.24. 12 �? _��'�:, � 'NEW/REPLACED PGIS AREAS 2 D A TE ENG 1 N E E R I N G WALGREENS - EDMONDS WA A11 8 2. 12 4675 SVV Gr ft th Drive I Suite iou I Berv,!ron. OR 197005 503 620.3030 lei. 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K ....... ... as as -199 158 zz 4 as �g \ I +I 415 ol -7 as -A; )i Vin it IA K ..... ..... 0 all i" s I I I eo m TIT Rh-p ITN., o Ail, I SITE RNA rrr STORE..... IS WALGREENS 1-7. AVE E-IMIS EWO�DSJI�TTGTO. — I.-- REVISIONS su V///77 ' I -------------- ►\\\ �� .. ` .� � ,:kill f mCO 10 co J. -, I F �I ca 1jjj i I f s^ a a _{ p��. i A m z 1! ' o= nIn I I In 0 7 FRONTAGE W OVENF.NTSP CMDTZOT: STORE NW18ER ,SW /'�/'��N ermc lie � 'b0 oaA.w or: WALGREENS 1 ENc" INEeRINe - _ `F i3� 1. AVE,V 6El) I .\YAY •Aac3,cAiD IWN Orpv:`1'll, O OAR :aron •••• •-••••••• _ O,Kw+�nxG�P� $ AMExED: EdAONOS.WASNWGTON ueFbvW�- REVISIONSi� 0000000000p0000000000 Z-CcC21 0 Am C�i'CCECE 5 • O O O O O O O O O O M O O O O O O O o I�Yu S a a�ss6aa�:aa�s�asaaa � ha". : uiRITV PIAV 9 Y c� CiDD 0.01: STORE NUxIBFA 15•b �I WALGREENS L eriv din EE Rirr6 i�+ �Q.uw.... s..a xOOTR A -I IVLM.-.ODDS WAY _ _ _ _ $ P�aM. O�pxn ETII• PNtiPEo_ EWON .WASROIGTON •r yw SW.S•b�Wi .En�.i.eoo•.c REN *.S'� �----------- ------ ------------------------ PR i m a` a %- L � I O �'� 3 �-' _ i .fit✓r. n �. //. S`\ Tl � i - \ • �-• � I p� 9 11 1 1 RPM � O � -_,arc , � k'"c''`�'• ILL - . 4 1 o 1 A R Y qg g –___-----v s --_ _------- o -- -- --� - _ — ` > 1 y � , M_ I r ------------------ 01' C 371 Ing Jig Iq n: ' aaA XI 0 q«� %WER UT.-Pu•N CeW nIOT: STORE NUNRER tSad AAIRs^e� w ty Mevm.., WALGREENS ENG IN EERING F '� IMTM A:21Y SE_^!MNDS WAY _ -•- - - - .- _ $ Try � • c; ""�yp�.N �ey EO MM. \VfSHNGTON ••-��'•'•• er u.....0• 0e SW.Hs.�aoi REVK1tE0 M REVISIONS sds Id1.tlt��i+M�aw RUBUC STORK RL/JI MAPRO:rtE QQ � 4 STO RE NUMBER IS•pl H//q�� //A��M' w,...�'.r..s b ,� Ry ' a CaW Pl01: •„�r r, M �' o b b b IOUY G.I•e.s+:•ID' oRwlwev: 77 ��EN�G ICvT:i ..c �ldiJ:/�:."..5 :':,:Y EWDNDS.%VIISH�.TDN - REV61pN5 • •r w+w MM4..d. ]P•`n• 111tl•iLTf.>raenr a•1L ,trb+v RMHFD. 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R I A j� rp d O IRS �r a m e I I ggA4 / a�3 5 C> I mt 8 m ZE mm m N � n g 9 !•R vu - 2LK rte j snonwa NOTes —1 CT ENGINEERING INC. jamnm: STOPE NUn®EN 15161 86N<terel En4(neere rc•'w« I s'C '"� `^ !—;- Z_--_ .Seeplu Y.. 1-1 1—— WALGREENS '--t'- n1n I...a•...b. m.ua.... a,m `—IOOiH AVE wn EonIO1D5 w/•r _ e365.a1r: (ry Fill 112.1E0610;105.WASNWGTON!v' REV1510N5 ( 1 ,cI I slv.mn P.QAC _ J tits, �' V 8 0 egg m 1 .".P L. ......................................................... 7 fes.,.... r.. 4 1 ! 1 � C> MI. m D OyA— T9" mm A C>= tal c O . m J wpm i = �4 .".P L. ......................................................... 7 fes.,.... r.. sNDawDclsH ___ CT ENGINEERING INC.----------------- fa4D 0.01: ' STORE.0 Ea 15141 Sttuclutol EnDinOOrB I 0o flrcel 5 Dan.,vx 4r, WALGREENS ` — s..w.��.•—::.<e o414a1. I W a EDAIDNDS WAY _J� +erw M1a,� x � ,0 .r.0 uo�Jm. 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EDIAONOS.W'ASNWGTON oYnr ]6LSV I csu asrcal r�.:aw n .o+a.a 3T� :c5-5lrrlam !�1 1 w Nrt W REVISIONS ..1 r. -j su ,ii; aa.�c_a 5"9 t 5 ne t is t t x 9 E?: t i L' k"'SC 5553x`15 I FA 4�. 11 —, •--�1— — ti� I �I Z / I Mm I I'1 I• —7/ �• j j. .. I g5?:iF$5l; S:G&irpttist C?t )<�'x"kL'35=33g i 1 v v ♦ r � pp J i 1 i --- --� a. �� '•— — 1 F � C 1Ei. rm40 mj 1 ,88 c. m > / co $NOtUNG ELtiATONS ' I _• ' � CT ENGINEERING INC. CMOYLOr: STORE NLII.ISER IS,W .��I Structural9O Enginr• WALGREENS t � s..:u.. Y..I,e,a=, omo• '::,� I 1 I GSI Io0T1AVElV6EDM(k1o3'NAT I -T v-^--"o��.��:-` zoo.a.m:z p•I zaezee.mu cla '�. � vro:a osNv>:I. ogre _+ r ��ra�r�— •a,n I 'v'•.r'. ..w..n I c� � I hn. sas-su-+tu E[MAONOS, nlSR1uGiON �u.•lessu. •_L_____ xx,__.___—; <iw :v.a rcw .., `; .w I ,ouL£ n3 r<. xii-s.s-lsa I rsA I —.--_ PEVISIONS i•�� I �i4, 1 C-rs-v�i.ryrfimra. SolME him IMMINIARM > 31 1 11 I 11 I i I I I II 11 �I I 1 I II r I I ' u it •-1 1 1 -,W � 1 1 I i' 11 11 Z II 11 _� ! Pa t 11 1 r ' i i I ' I • ILi)iii i 1 j I� II II II 1 19N�9�E��WN II 11 II _ 1 I �I I I I •— � II ^- 1 1 i I II II IT T- -I 1 1 I I u I ffl 1 II 1 Ij 11 I• �i =♦�� I i i I 111 �"'-I - "• I - - 'c I oNll SII SolME him IMMINIARM > 31 1 11 I 11 I i I I I II 11 �I I 1 I II r I I ' u it •-1 1 1 -,W � 1 1 I i' 11 11 Z II 11 _� ! Pa t 11 1 r ' i i I ' I • ILi)iii i 1 j I� II II II 1 II 11 II _ 1 I �I I I I •— � II ^- 1 1 i I II II IT T- -I 1 1 I I u I ffl 1 II 1 Ij 11 I• �i =♦�� I i i I 111 �"'-I - "• I - - 'c I Walgreens/Bank Appendix B — Desi2n Calculations and Supporting Information AFPoL2010 ED(VnNWSTOWO.A1ER000-& PLEIVE f Figure 4-1: Flow Chart for Determining Minimum Requirements for New Development on Large Site Projects Start 7 Does the site have 35% or YES i more of existing impervious coverage i UO Does the project add 5900 YES square feet or more of new impervious surface? See Redevelopment Minimum Requaements Flow Chart (Figure 4.2) Does the project corrrert 314 acres or more cf native All Minimum Requirements vegetation to lawnor YFS (#I-#11) applyto new AND landscaped areas, or replaced impervious convert 25 as or more surfaces AND converted of native vegetation to pervious surfaces. pasture? Does the project have 2,000 square feet or mare 1'ES of new impervious surfaces? NO Does the project have land- YES disturbing activities of 7 900 square feet or more? t10 Apply Minimum Requirement #2, Construction Stormtvater Pollution Prevention Minimum Requiements#1 through 95 apply to new AND replaced impervious surfacesAND the land disturbed. APRIL2D10 Figure 4-2: Flow Chart for Determining Minimum Requirements for Redevelopment on Large Site Projects From Figure 4-1 Does the area of new, rep faced, or new plus replaced impervions surfaces total 2,000 square feet or more? OR Does the area of land -disturbing activity total 7,000 square feet or more? YE_:J NO Minimum Requirements #1 through 46 apply to Apply Minimum Requirements #2. Construction newAND replaced Impervious surfacesAND the stormwater Pollution Prevention Wit disinrbed, Next Question Does the project add 5000 square feet or more of new Impervious surfaces? OR Convert 3/4 acres or more of native vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? 1Yt10 :ES Nem Ali Minimum Requirements (#1-#11) apply to new Ortesliorr Isthis arcad-related AND replaced impervions surfaces AND .�,10 project? converted p ervious surfaces. --" YES ; NO Does the project add 5000 square `e et or more to the existing impervious su rfa c es within the p roje ct limits? YES I NO Do new impervions surfaces add 50% or more to the N O No additional existing bnpervicus surfaces requirements within pro -sect limits? YES All Minimum Requirements (#1- .p #11) apply to new AND replaced impervious surfaces. Is the total of new plus replaced impervious surfaces5,000 square feet or more, AND does the does the value of the proposed improvements — including interior improvements — exceed 50% of the assessed value (or replacement value) or the existing site improvements? YES urestern rr"as/tington Rime If Stormwater Permit APPENDIX 7 -- Determining Construction Site Sediment Damage Potential The following rating systern allows objective evaluation of a particular development site's potential to discharge sediment- Permittees may use the rating system below or develop altemati%2 process designed to identify site-specific features which indicate that the site must be inspected prior to clearing and construction- :any alternative evaluation process trrust be. documented and provide for equivalent entiroantental review. Step one is to determine if there is a sediment/erosion sensitive feature doumstream of the development. site_ If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. STEP 1— Sediment/Erosion Sensitive Feature Identification SedimenVerosion sensititiv features are areas subject to significant degradation due to the effect of sediment deposition or erosion. special protection must be prodded to protect there. Sedimentrerosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii Category L IL and III wetlands, -- }v. Marine near -shore habitat; V_ Sites containing contaminated soil where erosion could cause dispersal of contaminants, and v7_ Steep slopes (25% or Greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. if there ate none the assessment is complete. STEP 2 — Hrdr-auhc Nearness Assessment Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature inchide, but are not limited to_ the following: i. The feature or a buffer to protect the featrrre is within 200 feed downstream of the site—Runoff from the site is tight lined to the feature or ftous to the feature through a channel or ditch. i{�....,�:. ��t:.,-I:�i- ....'J,t:.�lil:C'.. 5f: .'n11..'f•'i'�::'?7f!. A site is not hydraulically near a feature if one of the following takes place to protride attenuation before nutioff from the site enters the feature: i Sheet flow through a vegetated area with dense ground cover ii Flow through a wetland not included as a sensitive feature iii. Flow through a significant shallow or adverse slope, notin a conveyance cbannel, between the site and the sensitive feature, Identify any of the sedimentlerosion sensitive features from step one that are hydraulically near the site. and proceed to step three. If none of the sedimeatferosiou sensitive features are hydraulically near the site the assessment is complete. STEP 3 - Construction Site Sediment Transport PotenfW Using the work -sheet below. determine the total points for each development site. Assign points based on the most critical condition that affects 100/6 or more of the site. If soil testing has been performed on site, the results should be used to determine the predon-din soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (fable of Engineering Index Properties for step 1_D) and Erosion Potential (Table of lVater Features for step I -E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the sating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point scare from Step 3 to determine whether the development site has a high potential for sedimenttransport off of the site.. Total Score Transport Rating •-100 Low `100 Higb A high transport rating indicates a higher risk that the site will generate sediment contaminated runoff 0 esrr..m lTashnjgrcut Phrse 1111,•nticipai Sronr waver Pa?ww Construction Site Sediment Transport Potential Worksheet A. Existing slope. of site (a1Lrrage_ weiabted by aerial extent): Points TOTL POOTS..---•----------•.........................................•----..............................� If ao snrface or ;mnnd�nter enters site, are 0 point,_ 2%orless ......---- -----_-_----------------------------------- -------------------------- 0 >2-5%..............................................................................................5 >5-10% - ... -...................................................................................154— >10-15% ........................ _._................................. .......----..............30 >15% ................................ _........ .................................................. 50 B_ Site-Area.to be cleared and'or graded: :5,000 sq. A......................................................................................0 5:000 sq. ft_ -1 acre .....................• -•----.._........._.._..................._.......30 >1 acres........................ ... _................................ ............50 C_ Or=fity of cut andlor fill on site: <500 cubic yards .................................. ........................................... 0 500 - 5,000 cubic yards ------ - ------------------------------------------ -------_---5 >5,000-10.000 cubic yards ...................... ............. _.............. _.--10 >10,000-20,000 cubic yards.......................................................25 >20,000cubic yards ....---------------------------------------------- _................ 0 D. Runoffpotential oforedonvnant soils (Natural Resotuces Consmation Service): Hydrologic soil group A-------------------------------------------------------------•--0 Hydrologic soil group B ...................................... ......................... 10 Hvdrologrc soil group C----------------------------------------------------•--------.._20 Hydrologic soil group D ........................................... _................... 40 Arr E. Erosion Potential ofpiedonanant soils (Unified Classification Wsteml: GW, GP_ SW, SP soils....................................................................0 k Dual classifications (GW-GiNt GP-Ghi, GW -GC, GP -GC, S'% -SK SWI -SC, SP -SM, SP -SQ .--- -------- L._---------10- GNI, GC. SM SC soils..................................................................20 hIL. CL, NIH. CH soils .......................... ------.................................40 F. Surface or Groundwater entering site identified and interceptecl�_ ----•--•.............•--...-•---.._-...-.-.-._.--•---._...---------._.---------..._.OIL— IL-°NYes------------ o...................•------......_......._..............._..........._........._._-------•------25 No G_ Depth of cut of height of fill >10 feet Yes.............................................................. _.... ............................ 25 L_ No_....----•--•............................................--..-.-.-.---..-..------..-_--------....0 H. Clearing andp-radino mill occur in the weer season (October 1 - )lav 11: Yes........................................ _..--- ---------------------- -------------------- ----- 50 No---------------•-------------....._-----•------..-----•---•0j--' TOTL POOTS..---•----------•.........................................•----..............................� If ao snrface or ;mnnd�nter enters site, are 0 point,_ 2.1 Applicable Operational Source Control BMPs The following operational source control BMPs must be implemented at the commercial and industrial establishments listed in Appendix IV -A, where required by Ecology's Industrial General Permit or by local 5FE government ordinances. StiC�i"►� • Clean oils, debris, sludge, etc. from all BMP systems regularly, including catch basins, settling/detention basins, oil/water separators, boomed areas, and conveyance systems, to prevent the contamination of stormwater. Refer to Appendix IV -D R.3 for references to assist in determining if a waste must be handled as hazardous waste. • Promptly repair or replace all substantially cracked or otherwise damaged paved secondary containment, high-intensity parking and any other drainage areas, which are subjected to pollutant material leaks or spills. • Promptly repair or replace all leaking connections, pipes, hoses, valves, etc. which can contaminate stormwater. The following are recommended additional good housekeeping BMPs: • Clean up pollutant liquid leaks and spills in impervious uncovered containment areas at the end of each working day. • Use solid absorbents, e.g., clay and peat absorbents and rags for cleanup of liquid spills/leaks, where practicable. • Recycle materials, such as oils, solvents, and wood waste, to the maximum extent practicable. 2-2 Volume IV - Source Control BMPs February 2005 Assign one or more individuals to be responsible for stormwater Formation of pollution control. Hold regular meetings to review the overall a Pollution operation of the BMPs. Establish responsibilities for inspections, Prevention operation and maintenance, and availability for emergency situations. Team Train all team members in the operation, maintenance and inspections of BMPs, and reporting procedures. Promptly contain and clean up solid and liquid pollutant leaks and Good spills including oils, solvents, fuels, and dust from manufacturing Housekeeping operations on any exposed soil, vegetation, or paved area. • Sweep paved material handling and storage areas regularly as needed, for the collection and disposal of dust and debris that could contaminate stormwater. Do not hose down pollutants from any area to the ground, storm drain, conveyance ditch, or receiving water unless necessary for dust control purposes to meet air quality regulations and+ unless the pollutants are conveyed to a treatment system approved by the local jurisdiction. • Clean oils, debris, sludge, etc. from all BMP systems regularly, including catch basins, settling/detention basins, oil/water separators, boomed areas, and conveyance systems, to prevent the contamination of stormwater. Refer to Appendix IV -D R.3 for references to assist in determining if a waste must be handled as hazardous waste. • Promptly repair or replace all substantially cracked or otherwise damaged paved secondary containment, high-intensity parking and any other drainage areas, which are subjected to pollutant material leaks or spills. • Promptly repair or replace all leaking connections, pipes, hoses, valves, etc. which can contaminate stormwater. The following are recommended additional good housekeeping BMPs: • Clean up pollutant liquid leaks and spills in impervious uncovered containment areas at the end of each working day. • Use solid absorbents, e.g., clay and peat absorbents and rags for cleanup of liquid spills/leaks, where practicable. • Recycle materials, such as oils, solvents, and wood waste, to the maximum extent practicable. 2-2 Volume IV - Source Control BMPs February 2005 • Prevent the discharge of unpermitted liquid or solid wastes, process Preventive wastewater, and sewage to ground or surface water, or to storm drains Maintenance which discharge to surface water, or to the ground_ • Do not connect floor drains in potential pollutant source areas to storm drains, surface water, or to the ground. • Conduct all oily parts cleaning, steam cleaning, or pressure washing of equipment or containers inside a building, or on an impervious contained area, such as a concrete pad. Direct contaminated stortnwater from such an area to a sanitary sewer where allowed by local sewer authority, or to other approved treatment. • Do not pave over contaminated soil unless it has been determined that ground water has not been and will not be contaminated by the soil. Cali Ecology for assistance. • Construct impervious areas that are compatible with the materials handled. Portland cement concrete, asphalt, or equivalent material may be considered. • Use drip pans to collect leaks and spills from industrial/ commercial equipment such as cranes at ship/boat building and repair facilities, log stackers, industrial parts; trucks and other vehicles, which are stored outside. • At industrial and commercial facilities, drain oil and fuel filters before disposal. Discard empty oil and fuel filters, oily rags and other oily solid waste into appropriately closed and properly labeled containers, and in compliance with the Uniform Fire Code. • For the storage of liquids use containers, such as steel and plastic drums, that are rigid and durable, corrosion resistant to the weather and fluid content, non-absorbent, water tight, rodent -proof, and equipped with a close fitting cover. • For the temporary storage of solid wastes contaminated with liquids or other potential pollutant materials use dumpsters, garbage cans, drums and comparable containers, which are durable, corrosion resistant, non-absorbent, non -leaking, and equipped with either a solid cover or screen cover to prevent littering. If covered with a screen, the container must be stored under a lean-to or equivalent structure. • Where exposed to stormwater, use containers, piping, tubing, pumps, fittings, and valves that are appropriate for their intended use and for the contained liquid. The following are recommended additional preventive maintenance BMPs: • Where feasible, store potential stormwater pollutant materials inside a building or under a cover and/or containment. February 2005 Volume IV - Source Control BMPs 2-3 • Minimize use of toxic cleaning solvents, such as chlorinated solvents, and other toxic chemicals. • Use environmentally safer raw materials, products, additives, etc. such as substitutes for zinc used in rubber production. • Recycle waste materials such as solvents, coolants, oils, degreasers, and batteries to the maximum extent feasible. Refer to Appendix IV -C for recommendations on recycling or disposal of vehicle waste liquids and other waste materials. • Empty drip pans immediately after a spill or leak is collected in an uncovered area. • Stencil warning signs at stormwater catch basins and drains, e.g., "Dump no waste." Note: Evidence of stormwater contamination can include the presence of visible sheen, color, or turbidity in the runoff, or present or historical operational problems at the facility. Simple pH measurements with litmus or pH paper can be used to test for stormwater contamination in areas subject to acid or alkaline contamination. • Immediately upon discovery, stop, contain, and clean up all spills. Spill Prevention and Cleanup cleanup pollutant materials are stored on-site, have spill containment and cleanup kits readily accessible. • If the spill has reached or may reach a sanitary or a storm sewer, ground water, or surface water notify Ecology and the local sewer authority immediately. Notification must comply with and federal spill reporting requirements. (See also record keeping at the end of this section and BMPs for Spills of Oil and Hazardous Substances) • Do not flush absorbent materials or other spill cleanup materials to a storm drain. Collect the contaminated absorbent material as a solid and place in appropriate disposal containers. The following is a recommended additional BMP: Place and maintain emergency spill containment and cleanup kit(s) at outside areas where there is a potential for fluid spills. These kits should be appropriate for the materials being handled and the size of the potential spill. Note: Ecology recommends that the kit(s) include salvage drums or containers, such as high density polyethylene, polypropylene or polyethylene sheet -lined steel; polyethylene or equivalent disposal bags; an emergency response guidebook; safety gloves/clothes/equipment; shovels or other soil removal equipment; and oil containment booms and absorbent pads; all stored in an impervious container. 2-4 Volume IV - Source Control BMPS February 2005 Train all employees that work in pollutant source areas in identifying Employee pollutant sources and in understanding pollutant control measures, spill Training response procedures, and environmentally acceptable material handling practices - particularly those related to vehicle/equipment liquids such as fuels, and vehicle[equipment cleaning. Use Ecology's "Guidance Manual for Preparing/Updating a Stormwater Pollution Prevention Plan for Industrial Facilities" (Publication Number 04-10-030) as a training reference. Conduetvisual inspections quarterly during storm events to achieve Inspections following: • Verify that the descriptions of the pollutant sources identified in the stonnwater pollution control program are accurate. • Verify that the stormwater pollutant controls (BMPs) being implemented are adequate. • Update the site map to reflect current conditions. • Include observations of the presence of floating materials, suspended solids, oil and grease, discoloration, turbidity and odor in the stormwater discharges; in outside vehicle maintenance/repair; and liquid handling and storage areas. In areas where acid or alkaline materials are handled or stored use a simple litmus or pH paper to identify those types of stormwater contaminants where needed. In addition, conduct at least one dry season inspection each year. • Determine whether there is/are unpermitted non-stormwater discharges to storm drains or receiving waters, such as process wastewater and vehicle/equipment washwater, and either eliminate or obtain a permit for such a discharge. Record keeping Retain the following reports for three years: • Visual inspection reports which should include: scope of the inspection, the personnel conducting the inspection, the date(s) of the inspection, major observations relating to the implementation of the SWPPP (performance of the BMPs, etc.) and actions taken to correct BMP inadequacies. • Reports on spills of oil or hazardous substances in greater than Reportable Quantities (Code of Federal Regulations Title 40 Parts 302.4 and 117), including the following: oil, gasoline, or diesel fuel, that causes a violation of the State of Washington's Water Quality Standards, or, that causes a film or sheen upon or discoloration of the waters of the State or adjoining shorelines or causes a sludge or emulsion to be deposited beneath the surface of the water or upon adjoining shorelines. February 2005 Volume iV - Source Control BMPs 2.5 2.2 • To report a spill or to determine if a spill is a substance of a Reportable Quantity, call your Ecology regional office and ask for an oil spill operations or a hazardous waste specialist: Northwest Region Southwest Region Eastern Region Central Region (425) 649-7000 (360) 407-6300 (509) 456-2926 (509) 575-2490 Also refer to Emer encu SRill Response in Washington State. Publication # 97 -1165 -CP. The following is additional recommended record keeping: Maintain records of all related pollutant control and pollutant generating activities such as training, materials purchased, material use and disposal, maintenance performed, etc. Pollutant Source -Specific BMPs The source -specific BMPs described in this section, or equivalent BMPs, can be applied to control the sources of pollutants identified in Appendix IV -A. 2-6 Volume IV - Source Control BMPs February 1vu5 `t✓ Otl:er Description: Businesses in this group include sellers of vehicle parts, Retail/Wholesale i tires, furniture and home furnishings, photographic and office equipment, Businesses electrical goods, sporting goods and toys, paper products, drugs, and SIC: 5010 (not ` apparel. 5012), 5040, 5060, potential Pollutant Generating Sources: Pollutant sources include high - 5070, 5090, 515 " use parking lots, and delivery vehicles that may be fueled, washed, and maintained on premises. AA Service Businesses Animal Care Description: This group includes racetracks, kennels, fenced pens, Services veterinarians and businesses that provide boarding services for animals SIC. 0740, 0 75 0 including horses, dogs, and cats. Potential Pollutant Generating Sources: The primary sources of pollution include animal manure, washwaters, waste products from animal treatment, runoff from pastures where larger livestock are allowed to roam, and vehicle maintenance and repair shops. Pastures may border streams and direct access to the stream may occur. Both surface water and ground water may be contaminated. Potential stormwater contaminants include fecal coliform, oil and grease, suspended solids, BOD, and nutrients. Commercial Car Description: Facilities include automatic systems found at individual and Truck businesses or at gas stations and 24-hour convenience stores, as well as Washes self-service. There are three main types: tunnels, rollovers and hand-held SIC: 7542 wands. The tunnel wash, the largest, is housed in a long building through which the vehicle is pulled. At a rollover wash the vehicle remains stationary while the equipment passes over. Wands are used at self -serve car washes. Some car washing businesses also sell gasoline. Potential Pollutant Generating Sources: Wash wastewater may contain detergents and waxes. Wastewater should be discharged to sanitary sewers. In self-service operations a drain is located inside each car bay. Although these businesses discharge the wastewater to the sanitary sewer, some washwater can find its way to the storm drain, particularly with the rollover and wand systems. Rollover systems often do not have air - drying. Consequently, as it leaves the enclosure the car sheds water to the pavement. With the self-service system, washwater with detergents can spray outside the building and drain to storm sewer. Users of self -serve operations may also clean engines and change oil, dumping the used oil into the storm drain. Potential pollutants include oil and grease, detergents, soaps, BOD, and TSS. R-16 Volume IV - Source Control BMPs February 2005 BMPs for Description of Pollutant Sources: Landscaping can include grading, soil Landscaping transfer, vegetation removal, pesticide and fertilizer applications, and and Lawn/ watering. Stormwater contaminants include toxic organic compounds, Vegetation heavy metals, oils, total suspended solids; coliform bacteria, fertilizers, and Management pesticides. Lawn and vegetation management can include control of objectionable weeds, insects, mold, bacteria and other pests with chemical pesticides and is conducted commercially at commercial, industrial, and residential sites. Examples include weed control on golf course lawns, access roads, and utility corridors and during landscaping; sap stain and insect control on lumber and logs; rooftop moss removal; killing nuisance rodents; fungicide application to patio decks, and residential lawn/plant care. Toxic pesticides such as pentachlorophenol, carbamates, and organometallics can be released to the environment by leaching and dripping from treated parts, container leaks, product misuse, and outside storage of pesticide contaminated materials and equipment. Poor management of the vegetation and poor application of pesticides or fertilizers can cause appreciable stormwater contamination. Pollutant Control Approach: Control of fertilizer and pesticide applications, soil erosion, and site debris to prevent contamination of stormwater_ Develop and implement an Integrated Pest Management Plan (IPM) and use pesticides only as a last resort. If pesticides/herbicides are used they must be carefully applied in accordance with label instructions on U.S. Environmental Protection Agency (EPA) registered materials. Maintain appropriate vegetation, with proper fertilizer application where practicable, to control erosion and the discharge of stormwater pollutants. Where practicable grow plant species appropriate for the site, or adjust the soil properties of the subject site to grow desired plant species. Applicable Operational BMWs for Landscaping: • Install engineered soil/landscape systems to improve the infiltration and regulation of stormwater in landscaped areas. • Do not dispose of collected vegetation into waterways or storm drainage systems. Recommended Additional Operational BMPs for Landscaping: • Conduct mulch -mowing whenever practicable • Dispose of grass clippings, leaves, sticks, or other collected vegetation, by composting, if feasible. February 2005 Volume IV - Source Control BMPs 2-23 • Use mulch or other erosion control measures when soils are exposed for more than one week during the dry season or two days during the rainy season. • If oil or other chemicals are handled, store and maintain appropriate oil and chemical spill cleanup materials in readily accessible locations. Ensure that employees are familiar with proper spill cleanup procedures. • Till fertilizers into the soil rather than dumping or broadcasting onto the surface. Determine the proper fertilizer application for the types of soil and vegetation encountered. • Till a topsoil mix or composted organic material into the soil to create a well -mixed transition layer that encourages deeper root systems and drought -resistant plants. • Use manual and/or mechanical methods of vegetation removal rather than applying herbicides, where practical. Applicable Operational BMPs for the Use of Pesticides: • Develop and implement an IPM (See section on IPM at end of BMP) and use pesticides only as a last resort. • Implement a pesticide -use plan and include at a minimum: a list of selected pesticides and their specific uses; brands, formulations, application methods and quantities to be used; equipment use and maintenance procedures; safety, storage, and disposal methods; and monitoring, record keeping, and public notice procedures. All procedures shall conform to the requirements of Chapter 17.21 RCW and Chapter 16-228 WAC (Appendix IV -D R.7). • Choose the least toxic pesticide available that is capable of reducing the infestation to acceptable levels. The pesticide should readily degrade in the environment and/or have properties that strongly bind it to the soil. Any pest control used should be conducted at the life stage when the pest is most vulnerable. For example, if it is necessary to use a Bacillus thurinaiens is application to control tent caterpillars, it must be applied before the caterpillars cocoon or it will be ineffective. Any method used should be site-specific.and not used wholesale over a wide area. • Apply the pesticide according to label directions. Under no conditions shall pesticides be applied in quantities that exceed manufacturer's instructions. • Mix the pesticides and clean the application equipment in an area where accidental spills will not enter surface or ground waters, and will not contaminate the soil. 2-24 Volume IV - Source Control 8MPs February 2005 • Store pesticides in enclosed areas or in covered impervious containment. Ensure that pesticide contaminated stormwater or spills/leaks of pesticides are not discharged to storm drains. Do not hose down the paved areas to a storm drain or conveyance ditch. Store and maintain appropriate spill cleanup materials in a location known to all near the storage area. • Clean up any spilled pesticides and ensure that the pesticide contaminated waste materials are kept in designated covered and contained areas. • The pesticide application equipment must be capable of immediate shutoff in the event of an emergency. • Do not spray pesticides within 100 feet of open waters including wetlands, ponds, and streams, sloughs and any drainage ditch or channel that leads to open water except when approved by Ecology or the local jurisdiction. All sensitive areas including wells, creeks and wetlands must be flagged prior to spraying. • As required by the local government or by Ecology, complete public posting of the area to be sprayed prior to the application. • Spray applications should only be conducted during weather conditions as specified in the label direction and applicable local and state regulations. Do not apply during rain or immediately before expected rain. Recommended Additional Operational B1NIPs for the use of pesticides: • Consider alternatives to the use of pesticides such as covering or harvesting weeds, substitute vegetative growth, and manual weed controUmoss removal. • Consider the use of soil amendments, such as compost, that are, known to control some common diseases in plants, such as Pythium root rot, ashy stem blight, and parasitic nematodes. The following are three possible mechanisms for disease control by compost addition (USEPA Publication 530-F-9-044): 1. Successful competition for nutrients by antibiotic production; 2. Successful predation against pathogens by beneficial microorganism; and 3. Activation of disease -resistant genes in plants by composts. Installing an amended soilrlandscape system can preserve both the plant syste'ni curd the soil system more effectively. This type ofapp,-oach pt•ovides a soil./landscape system with adequate depth, permeability, and oranic matter to .sustain itself and continue working as an effective stormwater inf &ration system and a sustainable nutrient cycle. February 2005 Volume 1V - Source Control BMPs 2-25 • Once a pesticide is applied, its effectiveness should be evaluated for possible improvement. Records should be kept showing the applicability and inapplicability of the pesticides considered. • An annual evaluation procedure should be developed including a review of the effectiveness of pesticide applications, impact on buffers and sensitive areas (including potable wells), public concerns, and recent toxicological information on pesticides used/proposed for use. If individual or public potable wells are located in the proximity of commercial pesticide applications contact the regional Ecology hydrogeologist to determine if additional pesticide application control measures are necessary. • Rinseate from equipment cleaning and/or triple -rinsing of pesticide containers should be used as product or recycled into product. • The application equipment used should be capable of immediate shutoff in the event of an emergency. For more information, contact the WSUExtension Home -assist Program, (253) 445-4556, or Biu -Integral Resource Center (BIRC), P.O. Box 7414, Berkeley, CA.94707, or the Washington Department of Ecology to obtain "Hazardous Waste Pesticides " (Publication 989-41); and/or EPA to obtain a publication entitled "Suspended, Canceled and Restricted Pesticides" which lists all restricted pesticides and the specific uses that are allowed. Valuable inforination from these sources may also be available on the internet. Applicable Operational BWs for Vegetation Management: Use at least an eight -inch "topsoil" layer with at least 8 percent organic matter to provide a sufficient vegetation -growing medium. Amending existing landscapes and turf systems by increasing the percent organic matter and depth of topsoil can substantially improve the permeability of the soil, the disease and drought resistance of the vegetation, and reduce fertilizer demand. This reduces the demand for fertilizers, herbicides, and pesticides. Organic matter is the least water-soluble form of nutrients that can be added to the soil. Composted organic matter generally releases only between 2 and 10 percent of its total nitrogen annually, and this release corresponds closely to the plant growth cycle. If natural plant debris and mulch are returned to the soil, this system can continue recycling nutrients indefinitely. Select the appropriate turfgrass mixture for your climate and soil type. Certain tall fescues and rye grasses resist insect attack because the symbiotic endophytic fungi found naturally in their tissues repel or kill common leaf and stem -eating lawn insects. They do not, however, repel root -feeding lawn pests such as Crane Fly larvae, and are toxic to ruminants such as cattle and sheep. The fimgus causes no known 2-26 Volume IV - Source Control BMPs February 2005 adverse effects to the host plant or to humans. Endophytic grasses are commercially available and can be used in areas such as parks or golf courses where grazing does not occur. The local Cooperative Extension office can offer advice on which types of grass are best suited to the area and soil type. Use the following seeding and planting BMPs, or equivalent BMPs to obtain information on grass mixtures, temporary and permanent seeding procedures, maintenance of a recently planted area, and fertilizer application rates: Temporary Seeding, Mulching and Matting, Clear Plastic Covering, Permanent Seeding and Planting, and Sodding as described in Volume II). Selection of desired plant species can be made by adjusting the soil properties of the subject site. For example, a constructed wetland can be designed to resist the invasion of reed canary grass by layering specific strata of organic matters (e.g., compost forest product residuals) and creating a mildly acidic pH and carbon -rich soil medium. Consult a soil restoration specialist for site-specific conditions. • Aerate lawns regularly in areas of heavy use where the soil tends to become compacted. Aeration should be conducted while the grasses in the lawn are growing most vigorously. Remove layers of thatch greater than 3/, -inch deep. • Mowing is a stress -creating activity for turfgrass. When grass is mowed too short its productivity is decreased and there is less growth of roots and rhizomes. The turf becomes less tolerant of environmental stresses, more disease prone and more reliant on outside means such as pesticides, fertilizers and irrigation to remain healthy. Set the mowing height at the highest acceptable level and mow at times and intervals designed to minimize stress on the turf. Generally mowing only 1/3 of the grass blade height will prevent stressing the turf. Irrigation: The depth from which a plant normally extracts water depends on the rooting depth of the plant. Appropriately irrigated lawn grasses normally root in the top 6 to 12 inches of soil; lawns irrigated on a daily basis often root only in the top 1 inch of soil. Improper irrigation can encourage pest problems, leach nutrients, and make a lawn completely dependent on artificial watering. The amount of water applied depends on the normal rooting depth of the turfgrass species used, the available water holding capacity of the soil, and the efficiency of the irrigation system. Consult with the local water utility, Conservation District, or Cooperative Extension office to help determine optimum irrigation practices. February 2005 Volume IV - Source Control BMPS 2-27 Fertilizer Management: • Turfgrass is most responsive to nitrogen fertilization, followed by potassium and phosphorus. Fertilization needs vary by site depending on plant, soil and climatic conditions. Evaluation of soil nutrient levels through regular testing ensures the best possible efficiency and economy of fertilization. For details on soils testing, contact the local Conservation District or Cooperative Extension Service. • Fertilizers should be applied in amounts appropriate for the target vegetation and at the time of year that minimizes losses to surface and ground waters. Do not fertilize during a drought or when the soil is dry. Alternatively, do not apply fertilizers within three days prior to predicted rainfall. The longer the period between fertilizer application and either rainfall or irrigation, the less fertilizer runoff occurs. e Use slow release fertilizers such as methylene urea, IDBU, or resin coated fertilizers when appropriate, generally in the spring. Use of slow release fertilizers is especially important in areas with sandy or gravelly soils. e Time the fertilizer application to periods of maximum plant uptake. Generally fall and spring applications are recommended, although WS -LJ turf specialists recommend four fertilizer applications per year. • Properly trained persons should apply all fertilizers. At commercial and industrial facilities fertilizers should not be applied to grass swales, filter strips, or buffer areas that drain to sensitive water bodies unless approved by the local jurisdiction. Integrated Pest Management An IPM program might consist of the following steps: Step 1: Correctly identify problem pests and understand their life cycle Step 2: Establish tolerance thresholds for pests. Step 3: Monitor to detect and prevent pest problems. Step 4: Modify the maintenance program to promote healthy plants and discourage pests. Step 5: Use cultural, physical, mechanical, or biological controls first if pests exceed the tolerance thresholds. Step 6: Evaluate and record the effectiveness of the control and modify maintenance practices to support lawn or landscape recovery and prevent recurrence. For an elaboration of these steps refer to Appendix IV -F. 2-28 Volume 1V - Source Control BMPs February 2005 BMPs for Description of Pollutant Sources: Facilities include roadside catch Maintenance of basins on arterials and within residential areas, conveyance systems, Stormwater detention facilities such as ponds and vaults, oil and water separators, Drainage and biofrlters, settling basins, infiltration systems, and all other types of Treatment stormwater treatment systems presented in Volume V. Roadside catch Systems basins can remove from 5 to 15 percent of the pollutants present in stormwater. When catch basins are about 60 percent full of sediment, they cease removing sediments. Oil and grease, hydrocarbons, debris, heavy metals, sediments and contaminated water are found in catch basins, oil and water separators, settling basins, etc. Pollutant Control Approach: Provide maintenance and cleaning of debris, sediments, and oil from stormwater collection, conveyance, and treatment systems to obtain proper operation. Applicable Operational BNWs: Maintain stormwater treatment facilities according to the 0 & M procedures presented in Section 4.6 of Volume V in addition to the following BMPs: • Inspect and clean treatment BMPs, conveyance systems, and catch basins as needed, and determine whether uuprovements in O & M are needed. • Promptly repair any deterioration threatening the structural integrity of the facilities. These include replacement of clean-out gates, catch basin lids, and rock in emergency spillways. • Ensure that storm sewer capacities are not exceeded and that heavy sediment discharges to the sewer system are prevented. • Regularly remove debris and sludge from BMPs used for peak -rate control, treatment, etc. and discharge to a sanitary sewer if approved by the sewer authority, or truck to a local or state government approved disposal site. • Clean catch basins when the depth of deposits reaches 60 percent of the sump depth as measured from the bottom of basin to the invert of the lowest pipe into or out of the basin. However, in no case should there be less than six inches clearance from the debris surface to the invert of the lowest pipe. Some catch basins (for example, WSDOT Type IL basins)'may have as little as 12 inches sediment storage below the invert. These catch basins will need more frequent inspection and cleaning to prevent scouring. Where these catch basins are part of a stormwater collection and treatment system, the system owner/operator may choose to concentrate maintenance efforts on downstream control devices as part of a systems approach - 2 -40 Volume IV - Source Control BMPs February 2005 • Clean. woody debris in a catch basin as frequently as needed to ensure proper operation of the catchbasin. • Post warning signs; "Dump No Waste - Drains to Ground Water," "Streams," "Lakes," or emboss on or adjacent to all storm drain inlets where practical. • Disposal of sediments and liquids from the catch basins must comply with "Recommendations for Management of Street Wastes" described in Appendix 1V -G of this volume. Additional Applicable BNIPs: Select additional applicable BMPs from this chapter depending on the pollutant sources and activities conducted at the facility. Those 131APs include: • BMPs for Soil Erosion and Sediment Control at Industrial Sites • BMPs for Storage of Liquid, Food Waste, or Dangerous Waste Containers • BMPs for Spills of Oil and Hazardous Substances • BIvIPs for Illicit Connections to Storm Drains • BMPs for Urban Streets. February 2005 Volume IV - Source Control BMPs 2-41 BMPs for Parking and Description of Pollutant Sources: Public and commercial parking lots Storage of such as retail store, fleet vehicle (including rent -a -car lots and car Vehicles and dealerships), equipment sale and rental parking lots, and parking lot Equipment driveways, can be sources of toxic hydrocarbons and other organic compounds, oils and greases, metals, and suspended solids caused by the parked vehicles. Pollutant Control Approach: If the parking lot is a high -use site as defined below; provide appropriate oil removal equipment for the contaminated stormwater runoff. Applicable Operational BMPs: • If washing of a parking lot is conducted, discharge the washwater to a sanitary sewer, if allowed by the local sewer authority, or other approved wastewater treatment system, or collect it for off-site disposal. • Do not hose down the area to a storm drain or to a receiving water. Sweep parking lots, storage areas, and driveways, regularly to collect dirt, waste, and debris. Applicable Treatment BMPs: An oil removal system such as an API or CP oil and water separator, catch basin filter, or equivalent BMP, approved by the local jurisdiction, is applicable for parking lots meeting the threshold vehicle traffic intensity level of a high -use site. Vehicle High -Use Sites Establishments subject to a vehicle high -use intensity have been determined to be significant sources of oil contamination of stormwater. Examples of potential high use areas include customer parking lots at fast food stores, grocery stores, taverns, restaurants, large shopping malls, discount warehouse stores, quick -lube shops, and banks. If the PGIS for a high -use site exceeds 5,000 square feet in a threshold discharge area, and oil control BMP from the Oil Control Menu is necessary. A high -use site at a commercial or industrial establishment has one of the following characteristics: (Gaus/King County, 1994) • Is subject to an expected average daily vehicle traffic (ADT) count equal to or greater than 100 vehicles per,1,000 square feet of gross building area: or • Is subject to storage of a fleet of 25 or more diesel vehicles that are over 10 tons gross weight (trucks, buses, trains, heavy equipment, etc.). 2-46 Volume 1V - Source Control BMPs February 2005 BMPs for Roof/ Description of Pollutant Sources: Stormwater runoff from roofs and Building Drains sides of manufacturing and commercial buildings can be sources of at Manufacturing pollutants caused by leaching of roofing materials, building vents, and and Commercial other air emission sources. Vapors and entrained liquid and solid Buildings droplets/particles have been identified as potential pollutants in roof/building runoff. Metals, solvents, acidic/alkaline pI-i, BOD, and organics, are some of the pollutant constituents identified. Pollutant Control Approach: Evaluate the potential sources of stormwater pollutants and apply source control BMPs where feasible. Applicable Operational Source Control BMPs: • If leachates and/or emissions from buildings are suspected sources of stormwater pollutants, then sample and analyze the stormwater draining from the building. • If a roof/building stormwater pollutant source is identified, implement appropriate source control measures such as air pollution control equipment, selection of materials, operational changes, material recycle, process changes, etc. February 2005 Volume IV - Source Control BMPs 2-51 VIE^ am CONSTRUCTION PRODUCTS INC. CDS Guide Operation, Design, Performance and Maintenance CDS® Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re -suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs. Available precast or cast -in-place, offline units can treat flows from 1 to 300 cfs. The pollutant removal capacity of the CDS system has been proven in lab and field testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit's separation chamber and pollutants are removed from the flow. All flows up to the system's treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During the flow events exceeding the design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder. Design Basics There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall MethodTM and Probabalistic Method are used when a specific removal efficiency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (60) of 125 -microns (Nm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 -microns (Nm). Water Quality Flow Rate Method In many cases, regulations require that a specific flow rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval (i.e. the six-month storm) or a water quality depth (i.e. 1/2 -inch of rainfall). The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the treatment flow rate around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and reduces the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore they are variable based on the gradation and removal efficiency specified by the design engineer. Rational Rainfall Method" Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations' depths were totaled every 15 minutes, or hourly, and recorded in 0.01 -inch increments. Depths were recorded hourly with 1 -mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDB is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Probabalistic Rational Method The Probabalistic Rational Method is a sizing program CONTECH developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic rational method is an extension of the rational method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (i.e.: 2 -year storm event). Under this method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10 -year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly imperviuus, [lie Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDB is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus helping to prevent re -suspension or re -entrainment of previously captured particles. Hydraulic Capacity CDS hydraulic capacity is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate. As needed, the crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulics. Performance Full -Scale Laboratory Test Results A full-scale CDS unit (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This full-scale CDS unit was evaluated under controlled laboratory conditions of pumped influent and the controlled addition of sediment. Two different gradations of silica sand material (UF Sediment & OK -110) were used in the CDS performance evaluation. The particle size distributions (PSD) of the test materials were analyzed using standard method "Gradation ASTM D-422 with Hydrometer" by a certified laboratory. OF Sediment is a mixture of three different U.S. Silica Sand products referred as: "Sil-Co-Sil 106", "#1 DRY" and "20/40 Oil Frac". Particle size distribution analysis shows that the OF Sediment has a very fine gradation (d50 = 20 to 30 Nm) covering a wide size range (uniform coefficient Cu averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NKAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the OF Sediment covers a similar range of particle size but with a finer d50 050 for NJDEP is approximately 50 Nm) (NJDEP, 2003). The CK -1 10 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK -1 10 sand is finer than 250 microns, with a mean particle size (60) of 106 microns. The PSDB for the test material are shown in Figure 1. 50.0 .. OF Sediment (Avg) 1 ., 60.0, . ..... OK 110 (Avg) ... 70.0 ..:... NJCAT 60.0 ' r 50.0 y f' 40.0 i f." i t 30.0 20.0 ! r. 10.0 t 10 100 1000 Particle Size (!'m) Figure 1. Particle size distributions for the test materials, as compared to the NJCAT/NJDEP theoretical distribution. Tests were conducted to quantify the CDS unit (1.1 cfs (31.3 -Us) design capacity) performance at various flow rates, ranging from 1 % up to 125% of the design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub -samples for Suspended Sediment Concentration (SSC — ASTM Standard Method D3977-97) and particle size distribution analysis. Results and Modeling Based on the testing data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve for the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect to SSC removal for any particle size gradation assuming sandy -silt type of inorganic components of SSC. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK -110 sand). tq.DO { 20.00 F- tdJCAT l_._- OK '110 000- 0'S 20 5 404' 60% 804= 100°i 1204', 14044. %n Design Flow Rate Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (60) of 125 microns (WADOE, 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). Supported by the laboratory data, the model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at 100% of design flow rate, for this particle size distribution (d50 = 125 pm). Figure 3. PSD with d50 = 125 microns, used to model performance for Ecology submittal. CDS Unit Pak4m nce for Ero'ogy PSD dd. =125 tim 700 -- --- - - ... - -- -- -- 4 60 40 I 20 y = -19.145.e 1C0.92 R-=0931 0 .0111, 20"'. 40'-: 601.'. X0'6 t00'-/ 12TA, 140':'. D-wi Floc, Rate Figure 4. Modeled performance for CDS unit with 2400 microns screen, using Ecology PSD. 4 Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit, e.g., unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant deposition and transport may vary from year to year and regular inspections will help insure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (i.e. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Additionally, installations should be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions to inlet and/or separation screen. The inspection should also identify evidence of vector infestation and accumulations of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If sorbent material is used for enhanced removal of hydrocarbons then the level of discoloration of the sorbent material should also be identified during inspection. It is useful and often required as part of a permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (screen/cylinder) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained behind the screen. For units possessing a sizable depth below grade (depth to pipe), a single manhole access point would allow both sump cleanout and access behind the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump and/or when an appreciable level of hydrocarbons and trash has accumulated. If sorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the pile typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as -built drawing for the unit to determine if the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of the CDS systems should be done during dry weather conditions when no flow is entering the system. Cleanout of the CDS with a vacuum truck is generally the most effective and convenient method of excavating pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should be pumped out also if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use adsorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash can be netted out if you wish to separate it from the other pollutants. The screen should be power washed to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure proper safety precautions. Confined Space Entry procedures need to be followed. Disposal of all material removed from the CDS system should be done is accordance with local regulations. In many locations, disposal of evacuated sediments may be handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. CDS2015-4 4 1.2 3.0 0.9 0.5 0.4 CDSM 5 5. 1.5 3.0' 0.9 1.3 1;0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025' S' ' ` 1.5 4.0 1i2 1.3 1.0. CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3030 : 6 .. 1.8 4.6" 1.4 2.1' CDS3035 6 1.8 5.0 1.5 2.1 1.6 COS4030 8 2.4 4.6 AA 5.6 43 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CD54045 5.6- .. 4.3 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. 66 CDS Model: j'CDS Inspection &>Maintenance Logi; F=3� �` 4 Location: Date Water depth to sediment' Floatable • Layer Thickness' Describe Maintenance Performed Maintenance Personnel Comments The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than eighteen inches the system should be cleaned out. Note: To avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. the event of an oil spill, the system should be cleaned immediately. Support A-,\\I%LlV00hLA • Drawings and specifications are available at www.contechstormwater.com. ;4W9�R_ ii WW" F CONSTRUCTION PRODUCTS INC. • Site-specific design support is available from our engineers. 800.925.5240 contechstormwater.com ©2008 CONTECH Stormwater Solutions CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division offerings, visit contech-cpi.com or call 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707.527, 5,759,415; 5,788.848; 5.985,157; 6,027,639: 6,350,374; 6,406.218: 6,641,720; 6,511,595: 6,649,048; 6,991,114; 6,998,038; 7,186,058: 7,296,692; 7,297,266; related foreign patents or other patents pending. RECYCLED cds manual 10108 3M Qa61 Rat'ER Save Valuable Land and Protect water Resources r Stormiffiech QD Detention • Retention • Water Quality Subsurface Stormwater Management' . p"Pg-21. .. - i _ F,;�€41(,`4+?�e"X.,� .`,.y',.ny�•�> �2 � +mac ter. 1.:. TM� ,• .Fl � ^, , r`r 1, •` � 1 .~•--`f' ..�! .-.. _�. i. ,t S. s IsolatorTM Row 0&M Manual StormTech® Chamber System.for Stormwater Management 1.1 INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a patented technique to inexpensively enhance Total Suspended Solids (TSS) removal and provide easy access for inspection and maintenance. Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. 1.2 THE ISOLATOR- ROW The Isolator Row is a row of StormTech chambers, either SC -310, SC -740, DC -780 or MC -3500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric -wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom cham- bers and perforated sidewalls allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. Two different fabrics are used for the Isolator Row. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also designed to prevent scour of the underlying stone and remain intact during high pressure jetting. A non -woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The Isolator Row is typically designed to capture the "first flush" and offers the versatility to be sized on a vol- ume basis or flow rate basis. An upstream manhole not only provides access to the Isolator Row but typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. Pre-treatment best management practices can be as simple as deep sump catch basins, oil -water separators or can be inno- vative storm water treatment devices. The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. StormTech Isolator Row with Overflow Spillway (not to scale) OPTIONAL PRE-TREATMENT STORMTECH ISOLATOR ROW MANHOLE WITH OVERFLOW WEIR ECCENTRIC HEADER OPTIONAL ACCESS J STORMTECH CHAMBERS 2 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 2.0 gsagatoav ROW s edffl/ ain 6 anclE St®rmTdch° 2.1 INSPECTION The frequency of Inspection and Maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial residential), anticipated pollutant load, per- cent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspec- tions. Initially, the Isolator Row should be inspected every 6 months for the first year of operation For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to deter- mine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. 2.2 MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for main- tenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. StormTech Isolator Row (not to scale) OPTIONAL INSPECTION PORT LOCATION PER ENGINEER'S DRAWING (4.1100 mm] O PVC M .) Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products.) Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water noz- zle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the man- hole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for cul- verts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45 are best. Most JetVac reels have 400 feet of hose allow- ing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. COVER ENTIRE ROW VAIN AOS 01 NONWOVEN GEOTE)(TILE (OR EOM) MC4500.150(6.6 m) WIDE STRIP MC -75X1.12.5'(].0 m) WIDE STRIP STORORECN ENO CAP SC.740 & DC -T00 • r 12A m) WIDE STRIP f—(SC-700 SHOWN) SC310.5' (1.5 m) VADE STRIP -1 V V \-2LAVERS OFADS31SSTWOVENGEOTE%"(ORCQM) SC -110• DC.000. MC3500 B IRC4500.23' 16C+) mm) PIPE BETWEEN STONE BASE AND CHAMBERS SC.310. 12' O00 mm) PIPE CHAMBER (SC -7<B 5N'JN?!) M-4500- 10.3'[3.1 m) VADE STRIP I0C.35W ,5,25* (2.5 m) WIDE STRIP s67Q a DC -750 - 511.5 m)1'.10E 57 RIP SCJIO - 4'(1.2 m) WIDE STRIP Note: For many applications, the non -woven geotextile over the DC -780, MC -3500 and MC -4500 Isolator Row chambers can be eliminated or substituted with the AASHTO Class 1 woven geotextile. Contact your StormTech representative for assistance Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3 y& ; i L,lc `tfi 11 rq�iipii�- i0 °t �+ �* 5 Step 1) Inspect Isolator Row for sediment StormTech Isolator Row (not to scale) Al Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment and record results on maintenance log. iv. If sediment is at, or above, 3 inch depth proceed to Step 2. If not proceed to step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches) proceed to Step 2. If not proceed to Step 3. Step 2) Clean out Isolator Row using the JetVac process A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3) Replace all caps, lids and covers, record observations and actions Step 4) Inspect & clean catch basins and manholes upstream of the StormTech system Sample Maintenance Log "'�`Stadiaj�iodiead Ing s;�� -�DeptlbsertratiogslActfInspector oas� '.. ��:�.�. .•� � �� pointNew installation. Fixed 0.5 ft. Mucky feel, debris visible in manhole and inIsolator StorT;ecche Detention •Retention •Water Quality Subsurface Stormwater Managements 70 Inwood Road, Suite 3 ; Rocky Hill Connecticut 106067 860.529.8188 11 888.892.2694 ' tax 866.328.8401 wymstormtech.com StormTech products are covered by one or more of the following patents: U.S. Patents: 5,401,459: 5,511,903; 5,716,163; 5,588,778; 5,839,844; Canadian Patents: 2,158,418 Other U.S. and Foreign Patents Pending Printed in U.S.A. © Copyright. All rights reserved. StormTech Inc., 2011 S090809 _. 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POC,IMitigated flow h /V vl SII Datasets Flow Stage Precip Evap January 2013 GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT (TSS) AND PILOT USE LEVEL DESIGNATION FOR OIL CONTROL For CONTECH Engineered Solutions Inc. CDS® System Ecology's Decision: Based o'the ,CONTECH Engineered Solutions .(CONTECH): applicatiom.submissions for ..- the CDS® System,.Ecology.hereby.issues:the following use•designations for."the.CDS.storm water treatment system:.. 1 General Use Level Designation>;(GULD) for:pretreatment use, as;;defined..in.Ecology's 2011'Teclinical'Guidance Mammal for Evaluating Emerging Storrnavater Treatfneiit` . Technologies.Tecl:nology.Assessnietit.Protocol:-Ecology (TAPE). Table: 2, (a):ahead of infiltration treatment, or: (b) to: protect. and extend. the, maintenance cycle:.of,a; basic, enhanced, or.phospIto rus treatmentdevice.(e.g.,:sand or:media _filter) ,This GULD, .applies t 2;400, micron screen CD$0.:u,nits sized.per:ahe table below: 2 Pilot Use LevelDesignation`:(PULD) for.oil and:: grease`. treatn met ;This P•ULD applies to 2400 inicron'screen: GDS:units sized per the table above at the water_quality design flowrate:as determined:using.the Western Washington Hydrology.: Model.(WWHM) 3 The following table,shows flowrates associated.with .various CDS:models PMSU20=20 1 1: PMSU20-25 1:6 PMSU30-20 2 `PMSU30-30 PIVISU40730 4.5 PMS- U40-:40 6 PSWC30-20 :2 PSW30-30 - 3 9 :Ecologyfinds that the CDS; sized, according to theaable:above-could also provide water: quality benefits in retrofit situations: Applicant: Contech Engineered Solutions Applicant's Address: 11835 NE Glen Widing Drive Portland, OR 97220 Application Documents: • Contech Stormwater Solutions Application to: Washington State Department of Ecology Water Quality Program for General Use Level Designation — Pretreatment Applications and Conditional Use Level Designation — Oil Treatment of the Continuous Deflective Separation (CDSTM) Technology (June 2007) • Strynchuk, Royal, and England, The Use of a CDS Unit for Sediment Control in Brevard County. • Walker, Allison, Wong, and Wootton, Removal of Suspended Solids and Associated Pollutants by a CDS Gross Pollutant Trap, Cooperative Research Centre for Catchment Hydrology, Report 99/2, February 1999 • Allison, Walker, Chiew, O'Neill, McMahon, From Roads to Rivers Gross Pollutant Removal from Urban Waterways, Cooperative Research Centre for Catchment Hydrology, Report 98/6, May 1998 • Quality Assurance Project Plan CDS® for Oil Treatment Performance Evaluation received by Ecology January 15`h 2013. Applicant's Use Level Request: • General use level designation as a pretreatment device and pilot use level designation as an oil and grease device in accordance with Ecology's Stormwater Management Manual for Western Washington. Applicant's Performance Claims: Based on laboratory trials, the CDSTM System will achieve 50% removal of total suspended solids with d5o of 50-µm and 80% removal of total suspended solids with d50 of 125-µm at 100% design flowrate with typical influent concentration of 200-mg/L. Contech can design the CDSTM system to achieve the effluent concentration less than 10 mg/L for total petroleum hydrocarbons. The CDS system equipped with standard oil baffle and addition of oil sorbent is effective in control of oil and maintain the TPH level below the Ecology -specified level (<] 0-mg/L) for applications in typical urban runoff pollution control. Ecology's Recommendation: Ecology finds that: o The CDSTM system, sized per the table above, should provide, at a minimum, equivalent performance to a presettling basin as defined in the most recent Stormwater Management Manual for Western Washington, Volume V, Chapter 6. Findings of Fact: 1. Laboratory testing was completed on a PMSU20_20 unit equipped with 2400-µm screen using OK -110 sand (d50 of 106-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the OK -110 sand showed removal rates from about 65% to 99% removal with 80% removal occurring near 70% of the design flowrate. 2. Laboratory testing was completed on a PMSU20_20 unit equipped with 2400 -gm screen using "UF" sediment (d50 of 20 to 30-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the "UF" sediment showed removal rates from about 42% to 94% removal with 80% removal occurring at 5% of the design flowrate. 3. Laboratory testing was completed on a PMSU20_20 unit equipped with 4700-µm screen using OK -110 sand (d50 of 106-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the OK -110 sand showed removal rates from about 45% to 99% removal with an average removal of 83.1 %. 4. Laboratory testing was completed on a PMSU20_20 unit equipped with 4700-µm screen using "UF" sediment (d50 of 20 to 30-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory.results for the "UF" sediment showed removal rates from about 39% to 88% removal with an average removal of 56.1%. 5. Laboratory testing was completed on a PMSU20_20 unit using motor oil at flowrates ranging from 25% to 75% of the design flowrate (1.1 cfs) with influents ranging from 7 to 47 mg/L. Laboratory results showed removal rates from 27% to 92% removal. A spill test was also run at 10% of the design flowrate with an influent of 82,000 mg/L with an average percent capture of 94.5% 6. Independent parties in California, Florida, and Australia completed various field studies. Field studies showed the potential for the unit to remove oils and grease and total suspended solids, and capture 100% gross solids greater than the aperture size of the screen under treatment flow rate. .7. CDS Technology has been widely accepted with over 6,200 installations in the United States and Canada. There are over 1,380 installations in Washington and Oregon. Technology Description: A technology description can be downloaded from the company's website. www.conteches.com Recommended Research and Development: Ecology encourages Contech to pursue continuous improvements to the CDS system. To that end, Ecology makes the following recommendations: 1. Conduct testing to quantify the flowrate at which resuspension occurs. 2. Conduct testing on various sized CDS units to verify the sizing technique is appropriate. 3. Test the system under normal operating conditions, pollutants partially filling the swirl concentrator. Results obtained for "clean" systems may not be representative of typical performance. Contact Information: Applicant Contact: Sean Darcy Contech Engineered Solutions (800)548-4667 sdarcya conteches.com Applicant website: http://www.conteches.com/ Ecology web link: http://www.ecy.wa.gov/programs/wq/storfnwater/newtech/index.html Ecology: Douglas C. Howie. P.E. Department of Ecology Water Quality Program (360)407-6444 douglas.howie(@ecy.wa.gov- Revision History Date Revision July 2008 Original use -level -designation document February 2010 Reinstate Contech's Oil Control PULD August 2012 Revised design storm criteria, revised oil control QAPP, TER, and Ex iration dates January 2013 Revised Contech Engineered Solutions Contact Information; Added QAPP for Oil Treatment ❑ Z O d � u d u CL ' d N C � N G d d Q LL C O C m N C m d m N 75 > O a load ��,� t ° a�aio 03 ycca dE Q y L O co c E N o m U O c co ow N m —c a m d v a a) d•o d a N E o: of E c �� v C d L C j C N— O m y G d 0 m N O L •C L d N L U> _� y m C 3 p• 0) N 7 G L •O .. 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Bottom Width : 15.75ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 0.5 Pour Space of material for first layer : 0.4 Material thickness of second layer : 2.53 Pour Space of material for second layer 0.7 Material thickness of third layer : 2 Pour Space of material for third layer 0.4 Infiltration On Infiltration rate : 20 T -F: 1 i -..eta -- —44 +-o— ��ntnr - fl ri Wetted surface area On Discharge Structure Riser Height: 4.93 ft. Riser Diameter: 3 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-£t) Dschrg(cfs) Infilt(cfs) 0.000 0.024 0.000 0.000 0.000 0.056 0".024 0.001 0.000 0.243 0.112 0.024 0.001 0.000 0.245 0.168 0.024 0.002 0.000 0.247 0.224 0.024 0.002 0.000 0.249 0.279 0.024 0.003 0.000 0.252 0.335 0.024 0.003 0.000 0.254 0.391 0.024 0.004 0.000 0.256 0.447 0.024 0.004 0.000 0.258 0.503 0.024 0.005 0.000 0.260 0.559 0.024 0.006 0.000 0.262 0.615 0.024 0.007 0.000 0.264 0.671 0.024 0.008 0.000 0.266 0.727 0.024 0.009 0.000 0.268 0.782 0.024 0.010 0.000 0.271 0.838 0.024 0.011 0.000 0.273 0.894 0.024 0.012 0.000 0.275 0.950 0.024 0.013 0.000 0.277 1.006 0.024 0.014 0.000 0.279 1.062 0.024 0.015 0.000 0.281 1.118 .0.024 0.015 0.000 0.283 1.174 0.024 0.016 0.000 0.285 1.230 0.024 0.017 0.000 0.288 1.285 0.024 0.018 0.000 0.290 1.341 0.024 0.019 0.000 0.292 1.397 0.024 0.020 0.000 0.294 1.453 0.024 0.021 0.000 0.296 1.509 0.024 0.022 0.000 0.298 1.565 0.024 0.023 0.000 0.300 1.621 0.024 0.024 0.000 0.302 1.677 0.024 0.025 0.000 0.304 1.733 0.024 0.026 0.000 0.307 1.788 0.024 0.027 0.000 0.309 1.844 0.024 0.028 0.000 0.311 1.900 0.024 0.029 0.000 0.313 1.956 0.024 0.030 0.000 0.315 2.012 0.024 0.030 0.000 0.317 2.068 0.024 0.031 0.000 0.319 2.124 0.024 0.032 0.000 0.321 2.180 0.024 0.033 0.000 0.324 2.236 0.024 0.034 0.000 0.326 2.291 0.024 0.035 0.000 0.328 2.347 0.024 0.036 0.000 0.330 2.403 0.024 0.037 0.000 0.332 2.459 0.024 0.038 0.000 0.334 2.515 0.024 0.039 0.000 0.336 2.571 0.024 0.040 0.000 0.338 2.627 0.024 0.041 0.000 0.340 2.683 0.024 0.042 0.000 0.343 2.739 0.024 0.043 0.000 0.345 2.794 0.024 0.044 0.000 0.347 2.850 0.024 0.044 0.000 0.349 2.906 0.024 0.045 0.000 0.351 2.962 0.024 0.046 0.000 0.353 3.018 0.024 0.047 0.000 0.355 3.074 0.024 0.048 0.000 0.357 3.130 0.024 0.048 0.000 0.360 3.1 8C 0.024 0.049 0.000 0.362 3.242 0.024 0.049 0.000 0.364 3.297 0.024 0.050 0.000 0.366 3.353 0.024 0.051 0.000 0.368 3.409 0.024 0.051 0.000 0.370 3.465 0.024 0.052 0.000 0.372 3.521 0.024 0.052 0.000 0.374 3.577 0.024 0.053 0.000 0.376 3.633 0.024 0.053 0.000 0.379 3.689 0.024 0.054 0.000 0.381 3.745 0.024 0.054 0.000 0.383 3.800 0.024 0.055 0.000 0.385 3.856 0.024 0.055 0.000 0.387 3.912 0.024 0.056 0.000 0.389 3.968 0.024 0.056 0.000 0.391 4.024 0.024 0.057 0.000 0.393 4.080 0.024 0.057 0.000 0.396 4.136 0.024 0.058 0.000 0.398 4.192 0.024 0.059 0.000 0.400 4.248 0.024 0.059 0.000 0.402 4.303 0.024 0.060 0.000 0.404 4.359 0.024 0.060 0.000 0.406 4.415 0.024 0.061 0.000 0.408 4.471 0.024 0.061 0.000 0.410 4.527 0.024 0.062 0.000 0.413 4.583 0.024 0.062 0.000 0.415 4.639 0.024 0.063 0.000 0.417 4.695 0.024 0.063 0.000 0.419 4.751 0.024 0.064 0.000 0.421 4.806 0.024 0.064 0.000 0.423 4.862 0.024 0.065 0.000 0.425 4.918 0.024 0.065 0.000 0.427 4.974 0.024 0.066 0.023 0.429 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02537 5 year 0.042125 10 year 0.051635 25 year 0.061551 50 year 0.067547 100 year 0.072529 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.202331 5 year 0.288367 10 year 0.359392 25 year 0.467306 50 year 0.562447 100 year 0.671646 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.035 0.00.0 1942 0.011 0.000 1943 0.031 0.000 1944 0.013 0.000 1945 0.005 0.000 1946 0.039 0.000 1947 0.024 0.000 1948 0.026 0.000 1949 0.046 0.000 1951 0.095 0.000 1952 0.037 0.000 1953 0.009 0.000 1954 0.012 0.000 1955 0.020 0.000 1956 0.009 0.000 1957 0.024 0.000 1958 0.017 0.000 1959 0.023 0.000 1960 0.023 0.000 1961 0.026 0.000 1962 0.023 0.000 1963 0.012 0.000 1964 0.011 0.000 1965 0.021 0.000 1966 0.027 0.000 1967 0.018 0.000 1968 0.044 0.000 1969 0.023 0.000 1970 0.023 0.000 1971 0.017 0.000 1972 0.020 0.000 1973 0.060 0.000 1974 0.019 0.000 1975 0.032 0.000 1976 0.030 0.000 1977 0.026 0.000 1978 0.001 0.000 1979 0.021 0.000 1980 0.022 0.000 1981 0.032 0.000 1982 0.010 0.000 1983 0.033 0.000 1984 0.023 0.000 1985 0.022 0.000 1986 0.015 0.000 1987 0.051 0.000 1988 0.043 0.000 1989 0.022 0.000 1990 0.027 0.000 1991 0.087 0.000 1992 0.070 0.000 1993 0.019 0.000 1994 0.016 0.000 1995 0.011 0.000 1996 0.028 0.000 1997 0.070 0.000 1998 0.042 0.000 1999 0.014 0.000 2000 0.042 0.000 2001 0.021 0.000 2002 0.010 0.000 2003 0.019 0.000 2004 0.050 0.000 2005 0.009 0.000 2006 0.020 0.000 2007 0.026 0.000 2008 0.018 0.000 2009 0.032 0.000 2010 0.053 0.000 2011 0.034 0.000 2012 0.040 0.000 2013 0.027 0.000 2014 0.063 0.000 2015 0.025 0.000 2016 0.015 0.000 2017 0.048 0.000 2018 0.013 0.000 2019 0.024 0.000 2020 0.024 0.000 2021 0.016 0.000 2023 0.010 0.000 2024 0.023 0.000 2025 0.019 0.000 2026 0.041 0.000 2027 0.029 0.000 2028 0.023 0.000 2029 0.030 0.000 2030 0.023 0.000 2031 0.035 0.000 2032 0.029 0.000 2033 0.050 0.000 2034 0.012 0.000 2035 0.059 0.000 2036 0.026 0.000 2037 0.024 0.000 2038 0.000 0.000 2039 0.018 0.000 2040 0.013 0.000 2041 0..048 0.000 2042 0.026 0.000 2043 0.030 0.000 2044 0.044 0.000 2045 0.017 0.000 2046 0.019 0.000 2047 0.025 0.000 2048 0.015 0.000 2049 0.012 0.000 2050 0.016 0.000 2051 0.022 0.000 2052 0.019 0.000 2053 0.012 0.000 2054 0.056 0.000 2055 0.007 0.000 2056 0.044 0.000 2057 0.079 0.000 2058 0.084 0.000 2059 0.029 0.000 2060 0.033 0.000 2061 0.011 0.000 2062 0.027 0.000 2063 0.107 0.000 2064 0.021 0.000 2065 0.038 0.000 2066 0.016 0.000 2067 0.008 0.000 2068 0.027 0.000 2069 0.057 0.000 2070 0.014 0.000 2071 0.011 0.000 2072 0.013 0.000 2073 0.015 0.000 2074 0.061 0.000 2075 0.033 0.000 2076 0.005 0.000 2077 0.037 0.000 2078 0.002 0.000 2079 0.011 0.000 2080 0.017 0.000 2081 0.066 0.000 2082 0.028 0.000 2083 0.038 0.000 2084 0.023 0.000 2085 0.028 0.000 2086 0.018 0.000 2087 0.024 0.000 2088 0.023 0.000 2089 0.015 0.000 2090 0.025 0.000 2091 0.014 0.000 2092 0.024 0.000 2093 0.047 0.000 2095 0.009 0.000 2096 0.016 0.000 2097 0.019 0.000 2098 0.048 0.000 Ranked Yearly Peaks for Rank Predeveloped 1 0.1065 2 0.0951 3 0.0867 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 0.0844 0.0791 0.0701 0.0697 0.0657 0.0630 0.0607 0.0598 0.0588 0.0572 0.0555 0.0530 0.0509 0.0504 0.0503 0.0481 0.0480 0.0478 0.0468 0.0460 0.0441 0.0437 0.0436 0.0428 0.0417 0.0417 0.0408 0.0402 0.0399 0.0393 0.0385 0.0381 0.0371 0.0368 0.0347 0.0345 0.0344 0.0332 0.0332 0.0327 0.0323 0.0323 0.0319 0.0305 0.0302 0.0298 0.0296 0.0293 0.0289 0.0287 0.0284 0.0276 0.0276 0.0274 0.0271 0.0269 0.0268 0.0266 0.0265 0.0264 Predeveloped and Mitigated Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 POC #1 65 0.0261 0.0000 66 0.0259 0.0000 67 0.0256 0.0000 68 0.0252 0.0000 69 0.0250 0.0000 70 0.0246 0.0000 71 0.0245 0.0000 72 0.0244 0.0000 73 0.0243 0.0000 74 0.0242 0.0000 75 0.0241 0.0000 76 0.0240 0.0000 77 0.0238 0.0000 78 0.0234 0.0000 79 0.0233 0.0000 80 0.0232 0.0000 81 0.0232 0.0000 82 0.0231 0.0000 83 0.0230 0.0000 84 0.0229 0.0000 85 0.0229 0.0000 86 0.0229 0.0000 87 0.0227 0.0000 88 0.0225 0.0000 89 0.0221 0.0000 90 0.0220 0.0000 91 0.0220 0.0000 92 0.0218 0.0000 93 0.0216 0.0000 94 0.0214 0.0000 95 0.0211 0.0000 96 0.0208 0.0000 97 0.0207 0.0000 98 0.0202 0.0000 99 0.0198 0.0000 100 0.0197 0.0000 101 0.0195 0.0000 102 0.0194 0.0000 103 0.0192 0.0000 104 0.0191 0.0000 105 0.0189 0.0000 106 0.0187 0.0000 107 0.0187 0.0000 108 0.0180 0.0000 109 0.0179 0.0000 110 0.0177 0.0000 111 0.0176 0.0000 112 0.0173 0.0000 113 0.0171 0.0000 114 0.0169 0.0000 115 0.0167 0.0000 116 0.0163 0.0000 117 0.0163 0.0000 118 0.0161 0.0000 119 0.0157 0.0000 120 0.0156 0.0000 121 0.0154 0.0000 122 0.0151 0.0000 123 0.0148 0.0000 124 0.0147 0.0000 125 0.0146 0.0000 126 0.0145 0.0000 127 0.0143 0.0000 128 0.0143 0.0000 129 0.0134 0.0000 130 0.0127 0.0000 131 0.0127 0.0000 132 0.0126 0.0000 133 0.0122 0.0000 134 .0.0121 0.0000 135 0.0121 0.0000 137 0.0118 0.0000 138 0.0114 0.0000 139 0.0112 0.0000 140 0.0112 0.0000 141 0.0110 0.0000 142 0.0109 0.0000 143 0.0107 0.0000 144 0.0102 0.0000 145 0.0102 0.0000 146 0.0096 0.0000 147 0.0095 0.0000 148 0.0094 0.0000 149 0.0094 0.0000 150 0.0088 0.0000 151 0.0086 0.0000 152 0.0079 0.0000 153 0.0067 0.0000 154 0.0052 0.0000 155 0.0051 0.0000 156 0.0021 0.0000 157 0.0012 0.0000 158 0.0003 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0127 13079 0 0 Pass 0.0132 11915 0 0 Pass 0.0138 10836 0 0 Pass 0.0143 9880 0 0 Pass 0.0149 9047 0 0 Pass 0.0155 8314 0 0 Pass 0.0160 7648 0 0 Pass 0.0166 7048 0 0 Pass 0.0171 6505 0 0 Pass 0.0177 5989 0 0 Pass 0.0182 5483 0 0 Pass 0.0188 5044 0 0 Pass 0.0193 4651 0 0 Pass 0.0199 4297 0 0 Pass 0.0204 3959 0 0 Pass 0.0210 3652 0 0 Pass 0.0216 3385 0 0 Pass 0.0221 3126 0 0 Pass 0.0227 2897 0 0 Pass 0.0232 2693 0 0 Pass 0.0238 2521 0 0 Pass 0.0243 2353 0 0 Pass 0.0249 2184 0 0 Pass 0.0254 2045 0 0 Pass 0.0260 1921 0 0 Pass 0.0265 1813 0 0 Pass 0.0271 1700 0 0 Pass 0.0276 1604 0 0 Pass 0.0282 1524 0 0 Pass 0.0288 1437 0 0 Pass 0.0293 1366 0 0 Pass 0.0299 1284 0 0 Pass 0.0304 1210 0 0 Pass 0.0310 1145 0 0 'Pass 0.0315 1086 0 0 Pass 0.0321 1018 0 0 Pass 0.0326 984 0 0 Pass 0.0332 931 0 0 Pass 0.0337 886 0 0 Pass 0.0343 857 0 0 Pass 0.0349 814 0 0 Pass 0.0354 788 0 0 Pass 0.0360 752 0 0 Pass 0.0365 723 0 0 Pass 0.0371 686 0 0 Pass 0.0376 658 0 0 Pass 0.0382 626 0 0 Pass 0.0387 594 0 0 Pass 0.0393 564 0 0 Pass 0.0398 537 0 0 Pass 0.0404 507 0 0 Pass 0.0409 481 0 0 Pass 0.0415 461 0 0 Pass 0.0421 445 0 0 Pass 0.0426 428 0 0 Pass 0.0432 412 0 0 Pass 0.0437 389 0 0 Pass 0.0443 374 0 0 Pass 0.0448 352 0 0 Pass 0.0454 334 0 0 Pass 0.0459 322 0 0 Pass 0.0465 304 0 0 Pass 0.0470 290 0 0 Pass 0.0476 274 0 0 Pass 0.0482 256 0 0 Pass 0.0487 246 0 0 Pass 0.0493 235 0 0 Pass 0.0498 221 0 0 Pass 0.0504 207 0 0 Pass 0.0509 193 0 0 Pass 0.0515 180 0 0 Pass 0.0520 173 0 0 Pass 0.0526 161 0 0 Pass 0.0531 149 0 0 Pass 0.0537 134 0 0 Pass 0.0542 123 0 0 Pass 0.0548 114 0 0 Pass 0.0554 105 0 0 Pass 0.0559 96 0 0 Pass 0.0565 88 0 0 Pass 0.0570 83 0 0 Pass 0.0576 79 0 0 Pass 0.0581 74 0 0 Pass 0.0587 68 0 0 Pass 0.0592 63 0 0 Pass 0.0598 58 0 0 Pass 0.0603 49 0 0 Pass 0.0609 45 0 0 Pass 0.0615 42 0 0 Pass 0.0620 38 0 0 Pass 0.0626 36 0 0 Pass 0.0631 32 0 0 Pass 0.0637 31 0 0 Pass 0.0642 27 0 0 Pass 0.0648 27 0 0 Pass 0.0653 26 0 0 Pass 0.0659 21 0 0 Pass 0.0664 21 0 0 Pass 0.0670 19 0 0 Pass 0.0675 16 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.017 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0375 cfs. Off-line facility target flow: 0.0195 cfs. Adjusted for 15 min: 0.0221 cfs. Perind and Impind Changes M^ nlhnnnroc }in- hacn mnraa This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. ` :PA) PVV -qZn-1 Western Washington Hydrology Model _ PROJECT REPORT Project Name: WAGERG1TotalInfiltration Site Address: 9801 Edmonds Way City Edmonds, WA Report Date 1/4/2013 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres C, Forest, Mod .18 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Impervious Land Use Acres PARKING MOD 0.18 Element Flows To: Surface Interflow Groundwater Rain Garden 1, Rain Garden 1, Name Rain Garden 1 Bottom Length: 65ft. Bottom Width: loft. Depth l.lft. Volume at riser head : 0.0204ft. Infiltration On Infiltration rate : 4 Infiltration saftey factor 0.5 Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) _Stage(ft) 0.000 0.015 0.000 0.000 0.000 0.012 0.015 0.000 0.000 0.030 0.024 0.015 0.000 0.000 0.030 0.037 0.015 0.001 0.000 0.030 0.049 0.015 0.001 0.000 0.030 0.061 0.016 0.001 0.000 0.030 0.073 0.016 0.001 0.000 0.030 0.086 0.016 0.001 0.000 0.030 0.098. 0.016 0.002 0.000 0.030 0.110 0.016 0.002 0.000 0.030 0.122 0.016 0.002 0.000 0.030 0.134 0.016 0.002 0.000 0.030 0.147 0.016 0.002 0.000 0.030 0.159 0.017 0.003 0.000 0.030 0.171 0.017 0.003 0.000 0.030 0.183 0.017 0.003 0.000 0.030 0.196 0.017 0.003 0.000 0.030 0.208 0.017 0.003 0.000 0.030 0.220 0.017 0.004 0.000 0.030 0.232 0.017 0.004 0.000 0.030 0.244 0.017 0.004 0.000 0.030 0.257 0.018 0.004 0.000 0.030 0.269 0.018 0.004 0.000 0.030 0.281 0.018 0.005 0.000 0.030 0.293 0.018 0.005 0.000 0.030 0.306 0.018 0.005 0.000 0.030 0.318 0.018 0.005 0.000 0.030 0.330 0.018 0.005 0.000 0.030 0.342 0.019 0.006 0.000 0.030 0.354 0.019 0.006 0.000 0.030 0.367 0.019 0.006 0.000 0.030 0.379 0.019 0.006 0.000 0.030 0.391 0.019 0.007 0.000 0.030 0.403 0.019 0.007 0.000 0.030 0.416 0.019 0.007 0.000 0.030 0.428 0.019 0.007 0.000 0.030 0.440 0.020 0.008 0.000 0.030 0.452 0.020 0.008 0.000 0.030 0.464 0.020 0.008 0.000 0.030 0.477 0.020 0.008 0.000 0.030 0.489 0.020 0.009 0.000 0.030 0.501 0.020 0.009 0.000 0.030 0.513 0.020 0.009 0.000 0.030 0.526 0.021 0.009 0.000 0.030 0.538 0.021 0.010 0.000 0.030 0.550 0.021 0.010 0.000 0.030 0.562 0.021 0.010 0.000 0.030 0.574 0.021 0.010 0.000 0.030 0.587 0.021 0.011 0.000 0.030 0.599 0.021 0.011 0.000 0.030 0.611 0.022 0.011 0.000 0.030 0.623 0.022 0.011 0.000 0.030 0.636 0.022 0.012 0.000 0.030 0.648 0.022 0.012. 0.000 0.030 0.660 0.022 0.012 0.000 0.030 0.672 0.022 0.012 0.000 0.030 0.684 0.022 0.013 0.000 0.030 0.697 0.023 0.013 0.000 0.030 0.709 0.023 0.013 0.000 0.030 0.721 0.023 0.014 0.000 0.030 0.733 0.023 0.014 0.000 0.030 n 74A n.023 0.014 0.000 0.030 0.758 0.023 0.014 0.000 0.030 0.770 0.023 0.015 0.000 0.030 0.782 0.024 0.015 0.000 0.030 0.794 0.024 0.015 0.000 0.030 0.807 0.024 0.016 0.000 0.030 0.819 0.024 0.016 0.000 0.030 0.831 0.024 0.016 0.000 0.030 0.843 0.024 0.016 0.000 0.030 0.856 0.024 0.017 0.000 0.030 0.868 0.025. 0.017 0.000 0.030 0.880 0.025 0.017 0.000 0.030 0.892 0.025 0.018 0.000 0.030 0.904 0.025 0.018 0.000 0.030 0.917 0.025 0.018 0.000 0.030 0.929 0.025 0.019 0.000 0.030 0.941 0.025 0.019 0.000 0.030 0.953 0.026 0.019 0.000 0.030 0.966 0.026 0.019 0.000 0.030 0.978 0.026 0.020 0.000 0.030 0.990 0.026 0.020 0.000 0.030 1.002 0.026 0.020 0.001 0.030 1.014 0.026 0.021 0.017 0.030 1.027 0.026 0.021 0.042 0.030 1.039 0.027 0.021 0.075 0.030 1.051 0.027 0.022 0.113 0.030 1.063 0.027 0.022 0.155 0.030 1.076 0.027 0.022 0.202 0.030 1.088 0.027 0.023 0.253 0.030 1.100 0.027 0.023 0.308 0.030 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003085 5 year 0.005123 10 year 0.00628 25 year 0.007486 50 year 0.008215 100 year 0.008821 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.026744 5 year 0.036134 10 year 0.042852 25 year 0.05193 50 year 0.059129 100 year 0.066713 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.004 0.000 1942 0.001 0.000 1943 0.004 0.000 1944 0.002 0.000 1945 0.001 0.000 1946 0.005 0.000 1947 0.003 0.000 1948 0.003 0.000 1949 0.006 0.000 1950 0.003 0.000 1951 0.012 0.000 1952 0.004 0.000 1954 0.001 0.000 1955 0.002 0.000 1956 0.001 0.000 1957 0.003 0.000 1958 0.002 0.000 1959 0.003 0.000 1960 0.003 0.000 1961 0.003 0.000 1962 0.003 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.003 0.000 1966 0.003 0.000 1967 0.002 0.000 1968 0.005 0.000 1969 0.003 0.000 1970 0.003 0.000 1971 0.002 0.000 1972 0.002 0.000 1973 0.007 0.000 1974 0.002 0.000 1975 0.004 0.000 1976 0.004 0.000 1977 0.003 0.000 1978 0.000 0.000 1979 0.003 0.000 1980 0.003 0.000 1981 0.004 0.000 1982 0.001 0.000 1983 0.004 0.000 1984 0.003 0.000 1985 0.003 0.000 1986 0.002 0.000 1987 0.006 0.000 1988 0.005 0.000 1989 0.003 0.000 1990 0.003 0.000 1991 0.011 0.000 1992 0.008 0.000 1993 0.002 0.000 1994 0.002 0.000 1995 0.001 0.000 1996 0.003 0.000 1997 0.009 0.000 1998 0.005 0.000 1999 0.002 0.000 2000 0.005 0.000 2001 0.003 0.000 2002 0.001 0.000 2003 0.002 0.000 2004 0.006 0.000 2005 0.001 0.000 2006 0.002 0.000 2007 0.003 0.000 2008 0.002 0.000 2009 0.004 0.000 2010 0.006 0.000 2011 0.004 0.000 2012 0.005 0.000 2013 0.003 0.000 2014 0.008 0.000 2015 0.003 0.000 2016 0.002 0.000 2017 0.006 0.000 2018 0.002 0.000 2019 0.003 0.000 2020 0.003 0.000 2021 0.002 0.000 2022 0.005 0.000 2023 0.001 0.000 2024 0.003 0.000 2026 0.005 0.000 2027 0.004 0.000 2028 0.003 0.000 2029 0.004 0.000 2030 0.003 0.000 2031 0.004 0.000 2032 0.003 0.000 2033 0.006 0.000 2034 0.001 0.000 2035 0.007 0.000 2036 0.003 0.000 2037 0.003 0.000 2038 0.000 0.000 2039 0.002 0.000 2040 0.002 0.000 2041 0.006 0.000 2042 0.003 0.000 2043 0.004 0.000 2044 0.005 0.000 2045 0.002 0.000 2046 0.002 0.000 2047 0.003 0.000 2048 0.002 0.000 2049 0.001 0.000 2050 0.002 0.000 2051 0.003 0.000 2052 0.002 0.000 2053 0.001 0.000 2054 0.007 0.000 2055 0.001 0.000 2056 0.005 0.000 2057 0.010 0.000 2058 0.010 0.000 2059 0.004 0.000 2060 0.004 0.000 2061 0.001 0.000 2062 0.003 0.000 2063 0.013 0.000 2064 0.003 0.000 2065 0.005 0.000 2066 0.002 0.000 2067 0.001 0.000 2068 0.003 0.000 2069 0.007 0.000 2070 0.002 0.000 2071 0.001 0.000 2072 0.002 0.000 2073 0.002 0.000 2074 0.007 0.000 2075 0.004 0.000 2076 0.001 0.000 2077 0.005 0.000 2078 0.000 0.000 2079 0.001 0.000 2080' 0.002 0.000 2081 0.008 0.000 2082 0.003 0.000 2083 0.005 0.000 2084 0.003 0.000 2085 0.003 0.000 2086 0.002 0.000 2087 0.003 0.000 2088 0.003 0.000 2089 0.002 0.000 2090 0.003 0.000 2091 0.002 0.000 2092 0.003 0.000 2093 0.006 0.000 2094 0.001 0.000 2095 0.001 0.000 2096 0.002 0.000 2098 Ranked Rank 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 0.006 Yearly Peaks for Predeveloped 0.0130 0.0116 0.0105 0.0103 0.0096 0.0085 0.0085 0.0080 0.0077 0.0074 0.0073 0.0072 0.0070 0.0068 0.0064 0.0062 0.0061 0.0061 0.0058 0.0058 0.0058 0.0057 0.0056 0.0054 0.0053 0.0053 0.0052 0.0051 0.0051 0.0050 0.0049 0.0048 0.0048 0.0047 0.0046 0.0045 0.0045 0.0042 0.0042 0.0042 0.0040 0.0040 0.0040 0.0039 0.0039 0.0039 0.0037 0.0037 0.0036 0.0036 0.0036 0.0035 0.0035 0.0035 0.0034 0.0034 0.0033 0.0033 0.0033 0.0033 0.0032 0.0032 0.0032 0.0032 0.0032 0.0032 0.000 Predeveloped and Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Mitigated. POC #1 68 0.0031 0.0000 69 0.0030 0.0000 70 0.0030 0.0000 71 0.0030 0.0000 72 0.0030 0.0000 73 0.0030 0.0000 74 0.0029 0.0000 75 0.0029 0.0000 76 0.0029 0.0000 77 0.0029 0.0000 78 0.0028 0.0000 79 0.0028 0.0000 80 0.0028 0.0000 81 0.0028 0.0000 82 0.0028 0.0000 83 0.0028 0.0000 84 0.0028 0.0000 85 0.0028 0.0000 86 0.0028 0.0000 87 0.0028 0.0000 88 0.0027 0.0000 89 0.0027 0.0000 90 0.0027 0.0000 91 0.0027 0.0000 92 0.0026 0.0000 93 0.0026 0.0000 94 0.0026 0.0000 95 0.0026 0.0000 96 0.0025 0.0000 97 0.0025 0.0000 98 0.0025 0.0000 99 0.0024 0.0000 100 0.0024 0.0000 101 0.0024 0.0000 102 0.0024 0.0000 103 0.0023 0.0000 104 0.0023 0.0000 105 0.0023 0.0000 106 0.0023 0.0000 107 0.0023 0.0000 108 0.0022 0.0000 109 0.0022 0.0000 110 0.0022 0.0000 111 0.0021 0.0000 112 0.0021 0.0000 113 0.0021 0.0000 114 0.0021 0.0000 115 0.0020 0.0000 116 0.0020 0.0000 117 0.0020 0.0000 118 0.0020 0.0000 119 0.0019 0.0000 120 0.0019 0.0000 121 0.0019 0.0000 122 0.0018 0.0000 123 0.0018 0.0000 124 0.0018 0.0000 125 0.0018 0.0000 126 0.0018 0.0000 127 0.0017 0.0000 128 0.0017 0.0000 129 0.0016 0.0000 130 0.0016 0.0000 131 0.0015 0.0000 132 0.0015 0.0000 133 0.0015 0.0000 134 0.0015 0.0000 135 0.0015 0.0000 136 0.0015 0.0000 137 0.0014 0.0000 138 0.0014 0.0000 140 0.0014 0.0000 141 0.0013 0.0000 142 0.0013 0.0000 143 0.0013 0.0000 144 0.0012 0.0000 145 0.0012 0.0000 146 0.0012 0.0000 147 0.0012 0.0000 148 0.0011 0.0000 149 0.0011 0.0000 150 0.0011 0.0000 151 0.0010 0.0000 152 0.0010 0.0000 153 0.0008 0.0000 154 0.0006 0.0000 155 0.0006 0.0000 156 0.0003 0.0000 157 0.0002 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev- Dev Percentage Pass/Fail 0.0015 13083 0 0 Pass 0.0016 11916 0 0 Pass 0.0017 10839 0 0 Pass 0.0017 9880 0 0 Pass 0.0018 9048 0 0 Pass 0.0019 8314 0 0 Pass 0.0019 7648 0 0 Pass 0.0020 7048 0 0 Pass 0.0021 6505 0 0 Pass 0.0021 5989 0 0 Pass 0.0022 5483 0 0 Pass 0.0023 5050 0 0 Pass 0.0024 4651 0 0 Pass 0.0024 4297 0 0 Pass 0.0025 3959 0 0 Pass 0.0026 3650 0 0 Pass 0.0026 3387 0 0 Pass 0.0027 3124 0 0 Pass 0.0028 2895 0 0 Pass 0.0028 2693 0 0 Pass 0.0029 2519 0 0 Pass 0.0030 2356 0 0 Pass 0.0030 2184 0 0 Pass 0.0031 2045 0 0 Pass 0.0032 1921 0 0 Pass 0.0032 1813 0 0. Pass 0.0033 1701 0 0 Pass 0.0034 1603 0 0 Pass 0.0034 1526 0 0 Pass 0.0035 1437 0 0 Pass 0.0036 1366 0 0 Pass 0.0036 1285 0 0 Pass 0.0037 1208 0 0 Pass 0.0038 1145 0 0 Pass 0.0038 1086 0 0 Pass 0.0039 1022 0 0 Pass 0.0040 984 0 0 Pass 0.0040 930 0 0 Pass 0.0041 886 0 0 Pass 0.0042 857 0 0 Pass 0.0042 814 0 0 Pass 0.0043 788 0 0 Pass 0.0044 752 0 0 Pass n nnnd '72-1 0 0 Pass 0.0045 686 0 0 Pass 0.0046 658 0 0 Pass 0.0046 626 0 0 Pass 0.0047 594 0 0 Pass 0.0048 564 0 0 Pass 0.0048 537 0 0 Pass 0.0049 508 0 0 Pass 0.0050 481 0 0 Pass 0.0050 461 0 0 Pass 0.0051 445 0 0 Pass 0.0052 427 0 0 Pass 0.0052 412 0 0 Pass 0.0053 389 0 0 Pass 0.0054 374 0 0 Pass 0.0055 352 0 0 Pass 0.0055 334 0 0 Pass 0.0056 322 0 0 Pass 0.0057 304 0 0 Pass 0.0057 290 0 0 Pass 0.0058 274 0 0 Pass 0.0059 256 0 0 Pass 0.0059 246 0 0 Pass 0.0060 235 0 0 Pass 0.0061 221 0 0 Pass 0.0061 207 0 0 Pass 0.0062 193 0 0 Pass 0.0063 180 0 0 Pass 0.0063 173 0 0 Pass 0.0064 161 0 0 Pass 0.0065 149 0 0 Pass 0.0065 134 0 0 Pass 0.0066 123 0 0 Pass 0.0067 114 0 0 Pass 0.0067 105 0 0 Pass 0.0068 96 0 0 Pass 0.0069 88 0 0 Pass 0.0069 82 0 0 Pass 0.0070 79 0 0 Pass 0.0071 74 0 0 Pass 0.0071 69 0 0 Pass 0.0072 63 0 0 Pass 0.0073 58 0 0 Pass 0.0073 50 0 0 Pass 0.0074 45 0 0 Pass 0.0075 42 0 0 Pass 0.0075 38 0 0 Pass 0.0076 35 0 0 Pass 0.0077 33 0 0 Pass 0.0077 31 0 0 Pass 0.0078 27 0 0 Pass 0.0079 27 0 0 Pass 0.0079 26 0 0 Pass 0.0080 21 0 0 Pass 0.0081 21 0 0 Pass 0.0081 19 0 0 Pass 0.0082 16 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0165 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0282 cfs. Off-line facility target flow: 0.0141 cfs. Adjusted for 15 min: 0.016 cfs. Perind and Impind Changes No changes have been made. regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Western Washington Hydrology Model _. PROJECT REPORT 2N\tiCjA�c-o L- Z Project Name: WAGERG2Totalinfiltration Site Address: 9801 Edmonds Way City Edmonds, WA Report Date 1/4/2013 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod .098 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres PARKING MOD 0.098 Groundwater Element Flows To: Surface Interflow Groundwater Rain Garden 2, Rain Garden 2, Name Rain Garden 2 Bottom Length: 34ft. Bottom Width: loft. Depth l.lft. Volume at riser head : 0.0111ft. Infiltration On Infiltration rate : 4 Infiltration saftey factor 0.5 Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) In£ilt(cfs) 0.000 0.008 .0.000 0.000 0.000 0.012 0.008 0.000 0.000 0.016 0.024 0.008 0.000 0.000 0.016 0.037 0.008 0.000 0.000 0.016 0.049 0.008 0.000 0.000 0.016 0.061 0.008 0.000 0.000 0.016 0.073 0.008 0.001 0.000 0.016 0.086 0.008 0.001 0.000 0.016 0.098 0.008 0.001 0.000 0.016 0.110 0.008 0.001 0.000 0.016 0.122 0.009 0.001 0.000 0.016 0.134 0.009 0.001 0.000 0.016 0.147 0.009 0.001 0.000 0.016 0.159 0.009 0.001 0.000 0.016 0.171 0.009 0.001 0.000 0.016 0.183 0.009 0.002 0.000 0.016 0.196 0.009 0.002 0.000 0.016 0.208 0.009 0.002 0.000 0.016 0.220 0.009 0.002 0.000 0.016 0.232 0.009 0.002 0.000 0.016 0.244 0.009 0.002 0.000 0.016 0.257 0.009 0.002 0.000 0.016 0.269 0.009 0.002 0.000 0.016 0.281 0.010 0.002 0.000 0.016 0.293 0.010 0.003 0.000 0.016 0.306 0.010 0.003 0.000 0.016 0.318 0.010 0.003 0.000 0.016 0.330 0.010 0.003 0.000 0.016 0.342 0.010 0.003 0.000 0.016 0.354 0.010 0.003 0.000 0.016 0.367 0.010 0.003 0.000 0.016 0.379 0.010 0.003 0.000 0.016 0.391 0.010 0.004 0.000 0.016 0.403 0.010 0.004 0.000 0.016 0.416 0.010 0.004 0.000 0.016 0.428 0.011 0.004 0.000 0.016 0.440 0.011 0.004 0.000 0.016 0.452 0.011 0.004 0.000 0.016 0.464 0.011 0.004 0.000 .0.016 0.477 0.011 0.004 0.000 0.016 0.489 0.011 0.005 0.000 0.016 0.501 0.011 0.005 0.000 0.016 0.513 0.011 0.005 0.000 0.016 0.526 0.011 0.005 0.000 0.016 0.538 0.011 0.005 0.000 0.016 0.550 0.011 0.005 0.000 0.016 0.562 0.011 0.005 0.000 0.016 0.574 0.012 0.006 0.000 0.016 0.587 0.012 0.006 0.000 0.016 0.599 0.012 0.006 0.000 0.016 0.611 0.012 0.006 0.000 0.016 0.623 0.012 0.006 0.000 0.016 0.636 0.012 0.006 0.000 0.016 0.648 0.012 0.006 0.000 0.016 0.660 0.012 0.007 0.000 0.016 0.672 0.012 0.007 0.000 0.016 0.684 0.012 0.007 0.000 0.016 0.697 0.012 0.007 0.000 0.016 0.709 0.013 0.007 0.000 0.016 0.721 0.013 0.007 0.000 0.016 0.733 0.013 0.007 0.000 0.016 n '74A n.ni' 0.008 0.000 0.016 0.758 0.013 0.008 0.000 0.016 0.770 0.013 0.008 0.000 0.016 0.782 0.013 0.008 0.000 0.016 0.794 0.013 0.008 0.000 0.016 0.807 0.013 0.008 0.000 0.016 0.819 0.013 0.009 0.000 0.016 0.831 0.013 0.009 0.000 0.016 0.843 0.014 0.009 0.000 0.016 0.856 0.014 0.009 0.000 0.016 0.868 0.014 0.009 0.000 0.016 0.880 0.014 0.009 0.000 0.016 0.892 0.014 0.010 0.000 0.016 0.904 0.014 0.010 0.000 0.016 0.917 0.014 0.010 0.000 0.016 0.929 0.014 0.010 0.000 0.016 0.941 0.014 0.010 0.000 0.016 0.953 0.014 0.010 0.000 0.016 0.966 0.014 0.011 0.000 0.016 0.978 0.015 0.011 0.000 0.016 0.990 0.015 0.011 0.000 0.016 1.002 0.015 0.011 0.001 0.016 1.014 0.015 0.011 0.017 0.016 1.027 0.015 0.012 0.042 0.016 1.039 0.015 0.012 0.075 0.016 1.051 0.015 0.012 0.113 0.016 1.063 0.015 0.012 0.155 0.016 1.076 0.015 0.012 0.202 0.016 1.088 0.015 0.012 0.253 0.016 1.100 0.015 0.013 0.308 0.016 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.00168 5 year 0.002789 10 year 0.003419 25 year 0.004076 50 year 0.004473 100 year 0.004803 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.026744 5 year 0.036134 10 year 0.042852 25 year 0.05193 50 year 0.059129 100 year 0.066713 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.002 0.000 1942 0.001 0.000 1943 0.002 0.000 1944 0.001 0.000 1945 0.000 0.000 1946 0.003 0.000 1947 0.002 0.000 1948 0.002 0.000 1949 0.003 0.000 1950 0.001 0.000 1951 0.006 0.000 1952 0.002 0.000 1954 0.001 0.000 1955 0.001 0.000 1956 0.001 0.000 1957 0.002 0.000 1958 0.001 0.000 1959 0.002 0.000 1960 0.002 0.000 1961 0.002 0.000 1962 0.002 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.001 0.000 1966 0.002 0.000 1967 0.001 0.000 1968 0.003 0.000 1969 0.002 0.000 1970 0.002 0.000 1971 0.001 0.000 1972 0.001 0.000 1973 0.004 0.000 1974 0.001 0.000 1975 0.002 0.000 1976 0.002 0.000 1977 0.002 0.000 1978 0.000 0.000 1979 0.001 0.000 1980 0.001 0.000 1981 0.002 0.000 1982 0.001 0.000 1983 0.002 0.000 1984 0.002 0.000 1985 0.001 0.000 1986 0.001 0.000 1987 0.003 0.000 1988 0.003 0.000 1989 0.001 0.000 1990 0.002 0.000 1991 0.006 0.000 1992 0.005 0.000 1993 0.001 0.000 1994 0.001 0.000 1995 0.001 0.000 1996 0.002 0.000 1997 0.005 0.000 1998 0.003 0.000 1999 0.001 0.000 2000 0.003 0.000 2001 0.001 0.000 2002 0.001 0.000 2003 0.001 0.000 2004 0.003 0.000 2005 0.001 0.000 2006 0.001 0.000 2007 0.002 0.000 2008 0.001 0.000 2009 0.002 0.000 2010 0.004 0.000 2011 0.002 0.000 2012 0.003 0.000 2013 0.002 0.000 2014 0.004 0.000 2015 0.002 0.000 2016 0.001 0.000 2017 0.003 0.000 2018 0.001 0.000 2019 0.002 0.000 2020 0.002 0.000 2021 0.001 0.000 2022 0.003 .0.000 2023 0.001 0.000 2024 0.002 0.000 2026 0.003 0.000 2027 0.002 0.000 2028 0.002 0.000 2029 0.002 0.000 2030 0.001 0.000 2031 0.002 0.000 2032 0.002 0.000 2033 0.003 0.000 2034 0.001 0.000 2035 0.004 0.000 2036 0.002 0.000 2037 0.002 0.000 2038 0.000 0.000 2039 0.001 0.000 2040 0.001 0.000 2041 0.003 0.000 2042 0.002 0.000 2043 0.002 0.000 2044 0.003 0.000 2045 0.001 0.000 2046 0.001 0.000 2047 0.002 0.000 2048 0.001 0.000 2049 0.001 0.000 2050 0.001 0.000 2051 0.001 0.000 2052 0.001 0.000 2053 0.001 0.000 2054 0.004 0.000 2055 0.000 0.000 2056 0.003 0.000 2057 0.005 0.000 2058 0.006 0.000 2059 0.002 0.000 2060 0.002 0.000 2061 0.001 0.000 2062 0.002 0.000 2063 0.007 0.000 2064 0.001 0.000 2065 0.003 0.000 2066 0.001 0.000 2067 0.001 0.000 2068 0.002 0.000 2069 0.004 0.000 2070 0.001 0.000 2071 0.001 0.000 2072 0.001 0.000 2073 0.001 0.000 2074 0.004 0.000 2075 0.002 0.000 2076 0.000 0.000 2077 0.002 0.000 2078 0.000 0.000 2079 0.001 0.000 2080 0.001 0.000 2081 0.004 0.000 2082 0.002 0.000 2083 0.003 0.000 2084 0.002 0.000 2085 0.002 0.000 2086 0.001 0.000 2087 0.002 0.000 2088 0.002 0.000 2089 0.001 0.000 2090 0.002 0.000 2091 0.001 0.000 2092 0.002 0.000 2093 0.003 0.000 2094 0.001 0.000 2095 0.001 0.000 2096 0.001 0.000 2098 0.003 0.000 Ranked Yearly Peaks for Predeveloped and Rank Predeveloped Mitigated 1 0.0071 0.0000 2 0.0063 0.0000 3 0.0057 0.0000 4 0.0056 0.0000 5 0.0052 0.0000 6 0.0046 0.0000 7 0.0046 0.0000 8 0.0044 0.0000 9 0.0042 0.0000 10 0.0040 0.0000 11 0.0040 0.0000 12 0.0039 0.0000 13 0.0038 0.0000 14 0.0037 0.0000 15 0.0035 0.0000 16 0.0034 0.0000 17 0.0033 0.0000 18 0.0033 0.0000 19 0.0032 0.0000 20 0.0032 0.0000 21 0.0032 0.0000 22 0.0031 0.0000 23 0.0030 0.0000 24 0.0029 0.0000 25 0.0029 0.0000 26 0.0029 0.0000 27 0.0028 0.0000 28 0.0028 0.0000 29 0.0028 0.0000 30 0.0027 0.0000 31 0.0027 0.0000 32 0.0026 0.0000 33 0.0026 0.0000 34 0.0025 0.0000 35 0.0025 0.0000 36 0.0025 0.0000 37 0.0024 0.0000 38 0.0023 0.0000 39 0.0023 0.0000 40 0.0023 0.0000 41 0.0022 0.0000 42 0.0022 0.0000 43 0.0022 0.0000 44 0.0021 0.0000 45 0.0021 0.0000 46 0.0021 0.0000 47 0.0020 0.0000 48 0.0020 0.0000 49 0.0020 0.0000 50 0.0020 0.0000 51 0.0019 0.0000 52 0.0019 0.0000 53 0.0019 0.0000 54 0.0019 0.0000 55 0.0018 0.0000 56 0.0018 0.0000 57 0.0018 0.0000 58 0.0018 0.0000 59 0.0018 0.0000 60 0.0018 0.0000 61 0.0018 0.0000 62 0.0018 0.0000 63 0.0018 0.0000 64 0.0017 0.0000 65 0.0017 0.0000 66 0.0017 0.0000 Mitigated. POC #1 68 0.0017 0.0000 69 0.0017 0.0000 70 0.0016 0.0000 71 0.0016 0.0000 72 0.0016 0.0000 73 0.0016 0.0000 74 0.0016 0.0000 75 0.0016 0.0000 76 0.0016 0.0000 77 0.0016 0.0000 78 0.0016 0.0000 79 0.0015 0.0000 80 0.0015 0.0000 81 0.0015 0.0000 82 0.0015 0.0000 83 0.0015 0.0000 84 0.0015 0.0000 85 0.0015 0.0000 86 0.0015 0.0000 87 0.0015 0.0000 88 0.0015 0.0000 89 0.0015 0.0000 90 0.0015 0.0000 91 0.0015 0.0000 92 0.0014 0.0000 93 0.0014 0.0000 94 0.0014 0.0000 95 0.0014 0.0000 96' 0.0014 0.0000 97 0.0014 0.0000 98 0.0013 0.0000 99 0.0013 0.0000 100 0.0013 0.0000 101 0.0013 0.0000 102 0.0013 0.0000 103 0.0013 0.0000 104 0.0013 0.0000 105 0.0012 0.0000 106 0.0012 0.0000 107 0.0012 0.0000 108 0.0012 0.0000 109 0.0012 0.0000 110 0.0012 0.0000 111 0.0012 0.0000 112 0.0011 0.0000 113 0.0011 0.0000 114 0.0011 0.0000 115 0.0011 0.0000 116 0.0011 0.0000 117 0.0011 0.0000 118 0.0011 0.0000 119 0.0010 0.0000 120 0.0010 0.0000 121 0.0010 0.0000 122 0.0010 0.0000 123 0.0010 0.0000 124 0.0010 0.0000 125 0.0010 0.0000 126 0.0010 0.0000 127 0.0009 0.0000 128 0.0009 0.0000 129 0.0009 0.0000 130 0.0008 0.0000 131 0.0008 0.0000 132 0.0008 0.0000 133 0.0008 0.0000 134 0.0008 0.0000 135 0.0008 0.0000 136 0.0008 0.0000 137 0.0008 0.0000 138 0.0008 0.0000 140 0.0007 0.0000 141 0.0007 0.0000 142 0.0007 0.0000 143 0.0007 0.0000 144 0.0007 0.0000 145 0.0007 0.0000 146 0.0006 0.0000 147 0.0006 0.0000 148 0.0006 0.0000 149 0.0006 0.0000 150 0.0006 0.0000 151 0.0006 0.0000 152 0.0005 0.0000 153 0.0004 0.0000 154 0.0003 0.0000 155 0.0003 0.0000 156 0.0001 0.0000 157 0.0001 0.0000 158 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0008 13067 0 0 Pass 0.0009 11916 0 0 Pass 0.0009 10841 0 0 Pass 0.0010 9869 0 0 Pass 0.0010 9063 0 0 Pass 0.0010 8316 0 0 Pass 0.0011 7639 0 0 Pass 0.0011 7057 0 0 Pass 0.0011 6505 0 0 Pass 0.0012 5989 0 0 Pass 0.0012 5487 0 0 Pass 0.0012 5049 0 0 Pass 0.0013 4651 0 0 Pass 0.0013 4294 0 0 Pass 0.0014 3962 0 0 Pass 0.0014 3650 0 0 Pass 0.0014 3385 0 0 Pass 0.0015 3129 0 0 Pass 0.0015 2895 0 0 Pass 0.0015 2693 0 0 Pass 0.0016 2521 0 0 Pass 0.0016 2355 0 0 Pass 0.0016 2184 0 0 Pass 0.0017 2045 0 0 Pass 0.0017 1921 0 0 Pass 0.0018 1811 0 0 Pass 0.0018 1700 0 0 Pass 0.0018 1604 0 0 Pass 0.0019 1526 0 0 Pass 0.0019 1437 0 0 Pass 0.0019 1366 0 0 Pass 0.0020 1285 0 0 Pass 0.0020 1208 0 0 Pass 0.0021 1145 0 0 Pass 0.0021 1086 0 0 Pass 0.0021 1021 0 0 Pass 0.0022 983 0 0 Pass 0.0022 931 0 0 Pass 0.0022 886 0 0 Pass 0.0023 857 0 0 Pass 0.0023 814 0 0 Pass 0.0023 788 0 0 Pass 0.0024 751 0 0 Pass n nn)a 721 0 0 Pass 0.0025 686 0 0 Pass 0.0025 658 0 0 Pass 0.0025 624 0 0 Pass 0.0026 595 0 0 Pass 0.0026 564 0 0 Pass 0.0026 536 0 0 Pass 0.0027 508 0 0 Pass 0.0027 481 0 0 Pass 0.0027 461 0 0 Pass 0.0028 445 0 0 Pass 0.0028 428 0 0 Pass 0.0029 411 0 0 Pass 0.0029 387 0 0 Pass 0.0029 374 0 0 Pass 0.0030 352 0 0 Pass 0.0030 334 0 0 Pass 0.0030 322 0 0 Pass 0.0031 304 0 0 Pass 0.0031 290 0 0 Pass 0.0032 274 0 0 Pass 0.0032 256 0 0 Pass 0.0032 246 0 0 Pass 0.0033 235 0 0 Pass 0.0033 221 0 0 Pass 0.0033 207 0 0 Pass 0.0034 193 0 0 Pass 0.0034 180 0 0 Pass 0.0034 173 0 0 Pass 0.0035 161 0 0 Pass 0.0035 149 0 0 Pass 0.0036 134 0 0 Pass 0.0036 123 0 0 Pass 0.0036 114 0 0 Pass 0.0037 105 0 0 Pass 0.0037 96 0 0 Pass 0.0037 88 0 0 Pass 0.0038 83 0 0 Pass 0.0038 79 0 0 Pass 0.0038 74 0 0 Pass 0.0039 69 0 0 Pass 0.0039 63 0 0 Pass 0.0040 58 0 0 Pass 0.0040 50 0 0 Pass 0.0040 45 0 0 Pass 0.0041 42 0• 0 Pass 0.0041 38 0 0 Pass 0.0041 35 0 0 Pass 0.0042 32 0 0 Pass 0.0042 31 0 0 Pass 0.0043 27 0 0 Pass 0.0043 27 0 0 Pass 0.0043 26 0 0 Pass 0.0044 21 0 0 Pass 0.0044 21 0 0 Pass 0.0044 19 0 0 Pass 0.0045 16 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0089 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0153 cfs. Off-line facility target flow: 0.0077 cfs. Adjusted for 15 min: 0.0087 cfs. Perind and Impind Changes No changes have been made. regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Western Washington Hydrology Model '`- e! '-A--' =-' PROJECT REPORT P.vc�JA/ QO"r " MW Project Name: WAGERG3TotalInfiltration Site Address: 9801 Edmonds Way City Edmonds, WA Report Date : 1/4/2013 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres C, Forest, Mod .32 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres Impervious Land Use Acres PARKING MOD 0.32 Element Flows To: Surface Interflow Rain Garden 3, Rain Garden 3, Name Rain Garden 3 Bottom Length: 104ft. Bottom Width: loft. Depth 1.1ft. Volume at riser head 0.0321ft. Infiltration On Infiltration rate : 4 Infiltration saftey factor : 0.5 Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 1 ft. Groundwater Groundwater Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.024 0.000 0.000 0.000 0.012 0.024 0.000 0.000 0.048 0.024 0.024 0.001 0.000 0.048 0.037 0.024 0.001 0.000 0.048 0.049 0.025 0.001 0.000 0.048 0.061 0.025 0.001 0.000 0.048 0.073 0.025 0.002 0.000 0.048 0.086 0.025 0.002 0.000 0.048 0.098 0.025 0.002 0.000 0.048 0.110 0.026 0.003 0.000 0.048 0.122 0.026 0.003 0..000 0.048 0.134 0.026 0.003 0.000 0.048 0.147 0.026 0.004 0.000 0.048 0.159 0.026 0.004 0.000 0.048 0.171 0.027 0.004 0.000 0.048 0.183 0.027 0.005 0.000 0.048 0.196 0.027 0.005 0.000 0.048 0.208 0.027 0.005 0.000 0.048 0.220 0.027 0.006 0.000 0.048 0.232 0.028 0.006 0.000 0.048 0.244 0.028 0.006 0.000 0.048 0.257 0.028 0.007 0.000 0.048 0.269 0.028 0.007 0.000 0.048 0.281 0.028 0.007 0.000 0.048 0.293 0.029 0.008 0.000 0.048 0.306 0.029 0.008 0.000 0.048 0.318 0.029 0.008 0.000 0.048 0.330 0.029 0.009 0.000 0.048 0.342 0.029 0.009 0.000 0.048 0.354 0.030 0.009 0.000 0.048 0.367 0.030 0.010 0.000 0.048 0.379 0.030 0.010 0.000 0.048 0.391 0.030 0.011 0.000 0.048 0.403 0.030 0.011 0.000 0.048 0.416 0.031 0.011 0.000 0.048 0.428 0.031 0.012 0.000 0.048 0.440 0.031 0.012 0.000 0.048 0.452 0.031 0.012 0.000 0.048 0.464 0.031 0.013 0.000 0.048 0.477 0.032 0.013 0.000 0.048 0.489 0.032 0.014 0.000 0.048 0.501 0.032 0.014 0.000 0.048 0.513 0.032 0.014 0.000 0.048 0.526 0.032 0.015 0.000 0.048 0.538 0.033 0.015 0.000 0.048 0.550 0.033 0.016 0.000 0.048 0.562 0.033 0.016 0.000 0.048 0.574 0.033 0.016 0.000 0.048 0.587 0.033 0.017 0.000 0.048 0.599 0.034 0.017 0.000 0.048 0.611 0.034 0.018 0.000 0.048 0.623 0.034 0.018 0.000 0.048 0.636 0.034 0.018 0.000 0.048 0.648 0.034 0.019 0.000 0.048 0.660 0.035 0.019 0.000 0.048 0.672 0.035 0.020 0.000 0.048 0.684 0.035 0.020 0.000 0.048 0.697 0.035 0.021 0.000 0.048 0.709 0.035 0.021 0.000 0.048 0.721 0.036 0.021 0.000 0.048 0.733 0.036 0.022 0.000 0.048 n.74A 0.016 0.022 0.000 0.048 0.758 0.036 0.023 0.000 0.048 0.770 0.036 0.023 0.000 0.048 0.782 0.037 0.024 0.000 0.048 0.794 0.037 0.024 0.000 0.048 0.807 0.037 0.025 0.000 0.048 0.819 0.037 0.025 0.000 0.048 0.831 0.037 0.025 0.000 0.048 0.843 0.038 0.026 0.000 0.048 0.856 0.038 0.026 0.000 0.048 0.868 0.038 0.027 0.000 0.048 0.880 0.038 0.027 0.000 0.048 0.892 0.039 0.028 0.000 0.048 0.904 0.039 0.028 0.000 0.048 0.917 0.039 0.029 0.000 0.048 0.929 0.039 0.029 0.000 0.048 0.941 0.039 0.030 0.000 0.048 0.953 0.040 0.030 0.000 0.048 0.966 0.040 0.031 0.000 0.048 0.978 0.040 0.031 0.000 0.048 0.990 0.040 0.032 0.000 0.048 1.002 0.040 0.032 0.001 0.048 1.014 0.041 0.033 0.017 0.048 1.027 0.041 0.033 0.042 0.048 1.039 0.041 0.034 0.075 0.048 1.051 0.041 0.034 0.113 0.048 1.063 0.042 0.035 0.155 0.048 1.076 0.042 0.035 0.202 0.048 1.088 0.042 0.036 0.253 0.048 1.100 0.042 0.036 0.308 0.048 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.005485 5 year 0.009108 10 year 0.011164 25 year 0.013308 50 year 0.014605 100 year 0.015682 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.040977 5 year 0.068235 10 year 0.083733 25 year 0.099912 50 year 0.109701 100 year 0.117839 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.008 0.000 1942 0.002 0.000 1943 0.007 0.000 1944 0.003 0.000 1945 0.001 0.000 1946 0.009 0.000 1947 0.005 0.000 1948 0:006 0.000 1949 0.010 0.000 1950 0.005 0.000 1951 0.021 0.000 1952 0.008 0.000 1954 0.003 0.000 1955 0.004 0.000 1956 0.002 0.000 1957 0.005 0.000 1958 0.004 0.000 1959 0.005 0.000 1960 0.005 0.000 1961 0.006 0.000 1962 0.005 0.000 1963 0.003 0.000 1964 0.002 0.000 1965 0.004 0.000 1966 0.006 0.000 1967 0.004 0.000 1968 0.010 0.000 1969 0.005 0.000 1970 0.005 0.000 1971 0.004 0.000 1972 0.004 0.000 1973 0.013 0.000 1974 0.004 0.000 1975 0.007 0.000 1976 0.006 0.000 1977 0.006 0.000 1978 0.000 0.000 1979 0.004 0.000 1980 0.005 0.000 1981 0.007 0.000 1982 0.002 0.000 1983 0.007 0.000 1984 0.005 0.000 1985 0.005 0.000 1986 0.003 0.000 1987 0.011 0.000 1988 0.009 0.000 1989 0.005 0.000 1990 0.006 0.000 1991 0.019 0.000 1992 0.015 0.000 1993 0.004 0.000 1994 0.004 0.000 1995 0.002 0.000 1996 0.006 0.000 1997_ 0.015 0.000 1998 0.009 0.000 1999 0.003 0.000 2000 0.009 0.000 2001 0.005 0.000 2002 0.002 0.000 2003 0.004 0.000 2004 0.011 0.000 2005 0.002 0.000 2006 0.004 0.000 2007 0.006 0.000 2008 0.004 0.000 2009 0.007 0.000 2010 0.011 0.000 2011 0.007 0.000 2012 0.009 0.000 2013 0.006 0.000 2014 0.014 0.000 2015 0.005 0.000 2016 0.003 0.000 2017 0.010 0.000 2018 0.003 0.000 2019 0.005 0.000 2020 0.005 0.000 2021 0.004 0.000 2022 0.009 0.000 2023 0.002 0.000 2024 0.005 0.000 2026 0.009 0.000 2027 0.006 0.000 2028 0.005 0.000 2029 0.006 0.000 2030 0.005 0.000 2031 0.007 0.000 2032 0.006 0.000 2033 0.011 0.000 2034 0.003 0.000 2035 0.013 0.000 2036 0.006 0.000 2037 0.005 0.000 2038 0.000 0.000 2039 0.004 0.000 2040 0.003 0.000 2041 0.010 0.000 2042 0.006 0.000 2043 0.007 0.000 2044 0.009 0.000 2045 0.004 0.000 2046 0.004 0.000 2047 0.005 0.000 2048 0.003 0.000 2049 0.003 0.000 2050 0.003 0.000 2051 0.005 0.000 2052 0.004 0.000 2053 0.003 0.000 2054 0.012 0.000 2055 0.001 0.000 2056 0.009 0.000 2057 0.017 0.000 2058 0.018 0.000 2059 0.006 0.000 2060 0.007 0.000 2061 0.002 0.000 2062 0.006 0.000 2063 0.023 0.000 2064 0.005 0.000 2065 0.008 0.000 2066 0.003 0.000 2067 0.002 0.000 2068 0.006 0.000 2069 0.012 0.000 2070 0.003 0.000 2071 0.002 0.000 2072 0.003 0.000 2073 0.003 0.000 2074 0.013 0.000 2075 0.007 0.000 2076 0.001 0.000 2077 0.008 0.000 2078 0.000 0.000 2079 0.002 0.000 2080 0.004 0.000 2081 0.014 0.000 2082 0.006 0.000 2083 0.008 0.000 2084 0.005 0.000 2085 0.006 0.000 2086 0.004 0.000 2087 0.005 0.000 2088 0.005 0.000 2089 0.003 0.000 2090 0.005 0.000 2091 0.003 0.000 2092 0.005 0.000 2093 0.010 0.000 2094 0.002 0.000 2095 0.002 0.000 2096 0.003 0.000 2098 0.010 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0.0230 0.0000 2 0.0206 0.0000 3 0.0188 0.0000 4 0.0182 0.0000 5 0.0171 0.0000 6 0.0152 0.0000 7 0.0151 0.0000 8 0.0142 0.0000 9 0.0136 0.0000 10 0.0131 0.0000 11 0.0129 0.0000 12 0.0127 0.0000 13 0.0124 0.0000 14 0.0120 0.0000 15 0.0115 0.0000 16 0.0110 0.0000 17 0.0109 0.0000 18 0.0109 0.0000 19 0.0104 0.0000 20 0.0104 0.0000 21 0.0103 0.0000 22 0.0101 0.0000 23 0.0099 0.0000 24 0.0095 0.0000 25 0.0095 0.0000 26 0.0094 0.0000 27 0.0093 0.0000 28 0.0090 0.0000 29 0.0090 0.0000 30 0.0088 0.0000 31 0.0087 0.0000 32 0.0086 0.0000 33 0.0085 0.0000 34 0.0083 0.0000 35 0.0082 0.0000 36 0.0080 0.0000 37 0.0080 0.0000 38 0.0075 0.0000 39 0.0075 0.0000 40 0.0074 0.0000 41 0.0072 0.0000 42 0.0072 0.0000 43 0.0071 0.0000 44 0.0070 0.0000 45 0.0070 0.0000 46 0.0069 0.0000 47 0.0066 0.0000 48 0.0065 0.0000 49 0.0064 0.0000 50 0.0064 0.0000 51 0.0063 0.0000 52 0.0062 0.0000 53 0.0062 0.0000 54 0.0061 0.0000 55 0.0060 0.0000 56 0.0060 0.0000 57 0.0059 0.0000 58 0.0059 0.0000 59 0.0058 0.0000 60 0.0058 0.0000 61 0.0057 0.0000 62 0.0057 0.0000 63 0.0057 0.0000 64 0.0057 0.0000 65 0.0056 0.0000 66 0.0056 0.0000 POC #1 68 0.0055 0.0000 69 0.0054 0.0000 70 0.0053 0.0000 71 0.0053 0.0000 72 0.0053 0.0000 73 0.0053 0.0000 74 0.0052 0.0000 75 0.0052 0.0000 76 0.0052 0.0000 77 0.0052 0.0000 78 0.0051 0.0000 79 0.0050 0.0000 80 0.0050 0.0000 81 0.0050 0.0000 82 0.0050 0.0000 83 0.0050 0.0000 84 0.0050 0.0000 85 0.0050 0.0000 86 0.0050 0.0000 87 0.0049 0.0000 88 0.0049 0.0000 89 0.0048 0.0000 90 0.0048 0.0000 91 0.0047 0.0000 92 0.0047 0.0000 93 0.0047 0.0000 94 0.0046 0.0000 95 0.0046 0.0000 96 0.0045 0.0000 97 0.0045 0.0000 98 0.0044 0.0000 99 0.0043 0.0000 100 0.0043 0.0000 101 0.0042 0.0000 102 0.0042 0.0000 103 0.0041 0.0000 104 0.0041 0.0000 105 0.0041 0.0000 106 0.0040 0.0000 107 0.0040 0.0000 108 0.0039 0.0000 109 0.0039 0.0000 110 0.0038 0.0000 111 0.0038 0.0000 112 0.0037 0.0000 113 0.0037 0.0000 114 0.0037 0.0000 115 0.0036 0.0000 116 0.0035 0.0000 117 0.0035 0.0000 118 0.0035 0.0000 119 0.0034 0.0000 120 0.0034 0.0000 121 0.0033 0.0000 122 0.0033 0.0000 123 0.0032 0.0000 124 0.0032 0.0000 125 0.0032 0.0000 126 0.0031 0.0000 127 0.0031 0.0000 128 0.0031 0.0000 129 0.0029 0.0000 130 0.0028 0.0000 131 0.0027 0.0000 132 0.0027 0.0000 133 0.0026 0.0000 134 0.0026 0.0000 135 0.0026 0.0000 136 0.0026 0.0000 137 `0.0025 0.0000 138 0.0025 0.0000 140 0.0024 0.0000 141 0.0024 0.0000 142 0.0024 0.0000 143 0.0023 0.0000 144 0.0022 0.0000 145 0.0022 0.0000 146 0.0021 0.0000 147 0.0021 0.0000 148 0.0020 0.0000 149 0.0020 0.0000 150 0.0019 0.0000 151 0.0019 0.0000 152 0.0017 0.0000 153 0.0015 0.0000 154 0.0011 0.0000 155 0.0011 0.0000 156 0.0004 0.0000 157 0.0003 0.0000 158 0.0001 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0027 13078 0 0 Pass 0.0029 11900 0 0 Pass 0.0030 10832 0 0 Pass 0.0031 9879 0 0 Pass 0.0032 9049 0 0 Pass 0.0033 8310 0 0 Pass 0.0035 7639 0 0 Pass 0.0036 7048 0 0 Pass 0.0037 6499 0 0 Pass 0.0038 5990 0 0 Pass 0.0039 5481 0 0 Pass 0.0041 5046 0 0 Pass 0.0042 4649 0 0 Pass 0.0043 4296 0 0 Pass 0.0044 3958 0 0 Pass 0.0045 3650 0 0 Pass 0.0047 3385 0 0 Pass 0.0048 3124 0 0 Pass 0.0049 2892 0 0 Pass 0.0050 2693 0 0 Pass 0.0051 2519 0 0 Pass 0.0053 2353 0 0 Pass 0.0054 2184 0 0 Pass 0.0055 2045 0 0 Pass 0.0056 1921 0 0 Pass 0.0057 1811 0 0 Pass 0.0059 1700 0 0 Pass 0.0060 1603 0 0 Pass 0.0061 1524 0 0 Pass 0.0062 1437 0 0 Pass 0.0063 1366 0 0 Pass 0.0065 1284 0 0 Pass 0.0066 1208 0 0 Pass 0.0067 1145 0 0 Pass 0.0068 1086 0 0 Pass 0.0069 1018 0 0 Pass 0.0071 983 0 0 Pass 0.0072 930 0 0 Pass 0.0073 886 0 0 Pass 0.0074 857 0 0 Pass 0.0075 814 0 0 Pass 0.0077 788 0 0 Pass 0.0078 751 0 0 Pass 0.0079 723 0 0 Pass 0.0080 686 0 0 Pass 0.0081 658 0 0 Pass 0.0083 624 0 0 Pass 0.0084 594 0 0 Pass 0.0085 563 0 0 Pass 0.0086 537 0 0 Pass 0.0087 507 0 0 Pass 0.0089 481 0 0 Pass 0.0090 461 0 0 Pass 0.0091 445 0 0 Pass 0.0092 427 0 0 Pass 0.0093 411 0 0 Pass 0.0095 388 0 0 Pass 0.0096 374 0 0 Pass 0.0097 352 0 0 Pass 0.0098 334 0 0 Pass 0.0099 322 0 0 Pass 0.0101 304 0 0 Pass 0.0102 290 0 0 - Pass 0.0103 274 0 0 Pass 0.0104 256 0 0 Pass 0.0105 246 0 0 Pass 0.0107 235 0 0 Pass 0.0108 221 0 0 Pass 0.0109 207 0 0 Pass 0.0110 193 0 0 Pass 0.0111 180 0 0 Pass 0.0112 175 0 0 Pass 0.0114 .161 0 0 Pass 0.0115 149 0 0 Pass 0.0116 135 0 0 Pass 0.0117 123 0 0 Pass 0.0118 116 0 0 Pass 0.0120 107 0 0 Pass 0.0121 96 0 0 Pass 0.0122 88 0 0 Pass 0.0123 83 0 0 Pass 0.0124 79 0 0 Pass 0.0126 74 0 0 Pass 0.0127 69 0 0 Pass 0.0128 64 0 0 Pass 0.0129 58 0 0 Pass 0.0130 51 0 0 Pass 0.0132 45 0 0 Pass 0.0133 43 0 0 Pass 0.0134 39 0 0 Pass 0.0135 36 0 0 Pass 0.0136 33 0 0 Pass 0.0138 31 0 0 Pass 0.0139 27 0 0 Pass 0.0140 27 0 0 Pass 0.0141 26 0 0 Pass 0.0142 21 0 0 Pass 0.0144 21 0 0 Pass 0.0145 19 0 0 Pass 0.0146 16 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.0227 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0369 cfs. Off-line facility target flow: 0.0195 cfs. Adjusted for 15 min: 0.022 cfs. Perind and Impind Changes No changes have been made. regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. in no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. 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Walgreens/Bank Appendix C — Operations and Maintenance Manual 4.6 Maintenance Standards for Drainage Facilities The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceedence of these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. Table 4.5 — Maintenance Standards No. 1— Detention Ponds Maintenance ; Defect s conditions Whert Maintenance Is':: :Results Expected When Component Needed Maintenance Is Performed General Trash & Debris Any trash and debris which exceed 5 Trash and debris cleared from site. cubic feet per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size garbage can). In general, there should be no visual evidence of dumping. If less than threshold all trash and debris will be removed as part of next scheduled maintenance. Poisonous Any poisonous or nuisance No danger of poisonous vegetation Vegetation and vegetation which may constitute a where maintenance personnel or the noxious weeds hazard to maintenance personnel or public might normally be. (Coordinate the public. with local health department) Any evidence of noxious weeds as Complete eradication of noxious weeds defined by State or local regulations. may not be possible. Compliance with State or local eradication policies (Apply requirements of adopted IPM required policies for the use of herbicides). Contaminants Any evidence of oil, gasoline, NO in and Pollution contaminants or other pollutants e0FItAFT] aats (Coordinate removallcleanup with present. local water quality response agency). Rodent Holes Any evidence of rodent holes if Rodents destroyed and dam or berm facility is acting as a dam or berm, or repaired. (Coordinate with local health any evidence of water piping through department; coordinate with Ecology dam or berm via rodent holes. Dam Safety Office if pond exceeds 10 acre-feet.) (✓ofZ EKE F02t� �-C (LEav i& e-,-nc,.,rS o F /Ve. Z -- t�/r±rr_T�TIa✓✓ 4-30 Volume V —Runoff Treatment BMPs February 20U5 No.1 — Detention Ponds ;Maintenance Defect ', Conditions When Maintenance is'- Results Expected When :Component -_ .1 Needed ._ Malntenance Is Performed Pond Berms Settlements Any part of berm which has settled 4 Dike is built back to the design (Dikes) inches lower than the design elevation. elevation. If settlement is apparent, measure berm to determine amount of settlement. Settling can be an indication of more severe problems with the berm or outlet works. A licensed civil engineer should be consulted to determine the source of the settlement. Piping Discernable water flow through pond Piping eliminated. Erosion potential berm. Ongoing erosion with potential resolved. for erosion to continue. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Emergency Tree Growth Tree growth on emergency spillways Trees should be removed. If root Overflow/ creates blockage problems and may system is small (base less than 4 Spillway and cause failure of the berm due to inches) the root system may be left in Berms over 4 uncontrolled overtopping. place. Otherwise the roots should be feet in height. removed and the bene restored. A Tree growth on berms over feet in licensed civil engineer should be height may lead to piping through the consulted for proper berm/spillway berm which could lead to failure of restoration, the berm. Piping Discernable water flow through pond Piping eliminated. Erosion potential berm. Ongoing erosion with potential resolved. for erosion to continue. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Emergency Emergency Only one layer of rock exists above Rocks and pad depth are restored to Overflow/ Overflowl native soil in area five square feet or design standards. Spillway Spillway larger, or any exposure of native soil at the top of out flow path of spillway. (Rip -rap on inside slopes need not be replaced.) Erosion See "Side Slopes of Pond" FOR 9_e FC.2 EN G Qzlj%(Lr,"E^JTS o N L)- Z — t N FI �T 2►4Tf onJ 4-32 Volume V — Runoff Treatment BMPs February 2005 No. 2 — Infiltration Maintenance ` Defect Conditions When Maintenance is `. ' Results`Expected When Component .. Needed 'Maintenance l§ .. Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No_ 1). Contaminants and See "Detention Ponds" (No. 1). See "Detention Ponds" Pollution (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Storage Area Sediment Water ponding in infiltration pond after Sediment is removed rainfall ceases and appropriate time and/or facility is cleaned allowed for infiltration. so that infiltration system works according to (A percolation test pit or test of facility design. indicates facility is only working at 90% of its designed capabilities. If two inches or more sediment is present, remove). Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or applicable) Sediment and full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is Debris through filter during heavy rain storms. replaced. Side Slopes of Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" Pond (No. 1). Emergency Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 feet in height. Piping See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Rock Missing See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth of Sediment is removed. Ponds and Vaults filled with Sediment sediment. and/or debris February 2005 Volume V— Runoff Treatment BMPs 4-33 No. 3 — Closed Detention Systems (TanksNaults) Maintenance .. Defect:- Conditions When Maintenanco is Needed :::_; Results Expected . Component When Maintenance 16 ,.. Performod Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents open and blocked at any point or the vent is damaged. functioning. Debris and Sediment Accumulated sediment depth exceeds 10% All sediment and of the diameter of the storage area for 1/2 debris removed from length of storage vault or any point depth storage area. exceeds 15% of diameter. (Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank.) Joints Between Any openings or voids allowing material to All joint between Tank/Pipe Section be transported into facility. tank/pipe sections are seated. (Will require engineering analysis to determine structural stability). Tank Pipe Bent Out Any part of tank/pipe is bent out of shape Tank/pipe repaired or of Shape more than 10% of its design shape. (Review replaced to design. required by engineer to determine structural stability). Vault Structure Cracks wider than 1/2 -inch and any Vault replaced or Includes Cracks in evidence of soil particles entering the repaired to design Wall, Bottom, structure through the cracks, or specifications and is Damage to Frame maintenance/inspection personnel structurally sound. andlor Top Slab determines that the vault is not structurally sound. Cracks wider than 1/2 -inch at the joint of any No cracks more than inlet/outlet pipe or any evidence of soil 1/4 -inch wide at the particles entering the vault through the walls. joint of the inlet/outlet plpe. Manhole Cover Not in Place Cover is missing or only partially in place_ Manhole is closed. Any open manhole requires maintenance. Locking Mechanism Mechanism cannot be opened by one Mechanism opens Not Working maintenance person with proper tools. Bolts with proper tools. into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to One maintenance person cannot remove lid Cover can be Remove after applying normal lifting pressure. Intent removed and is to keep cover from seating off access to reinstalled by one maintenance. maintenance person. Ladder Rungs Unsafe Ladder is unsafe due to missing rungs. Ladder meets design misalignment, not securely attached to standards. Allows structure wall, rust, or cracks. maintenance person safe access. Catch Basins See "Catch Basins" See "Catch Basins" (No. 5). See "Catch Basins" (No. 5) (No. 5). 4-34 Volume V —Runoff Treatment BMPs February 2005 No. 4 — Control Structure/Flow Restrictor Maintenance Defect ` Condition When_ Maintenance is Needed Results Expected Component ` ' When Maintenance is Performed General Trash and Debris (Includes Sediment) Material exceeds 25% of sump depth or 1 foot below orifice plate. Control structure orifice is not blocked. All trash and debris removed. Structural Damage Structure is not securely attached to manhole wall. Structure securely attached to wall and outlet pipe. Structure is not in upright position (allow up Structure in correct to 10% from plumb). position. Connections to outlet pipe are not watertight and show signs of rust. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chainfrod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Manhole See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" (No. 3). Catch Basin See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). 1 See "Catch Basins" (No. 5). February 2005 Volume V — Runoff Treatment BMPs 4-35 No. 5 — Catch Basins Maintenance Defect :,; - Conditions When Maintenance is Needed Results EzpectedkWhen . Component - Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame. the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Watls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 4-36 Volume V —Runoff Treatment BMPs February 2005 No. 5 — Catch Basins Maintenance _ .Defect Conditions When Maintenance'is Needed .Results Expected When Component Needed Maintenance is General Trash and Trash or debris that is plugging more pq, orme. Contamination See "Detention Ponds" (No. 1). No pollution present. Metal and Pollution Bars are bent out of shape more than 3 Bars in place with no bends more Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Bars are missing or entire barrier Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Bars are loose and rust is causing 50% Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by Inlet/Outlet to Remove after applying normal lifting pressure. one maintenance person. Pipe (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing, grate. meets design standards. No. 6 — Debris Barriers (e.g., Trash Racks) Maintenance Defect Condition When Maintenance is Results Expected When , Components Needed Maintenance is Performed. ' General Trash and Trash or debris that is plugging more Barrier cleared to design flow Debris than 20% of the openings in the barrier. capacity. Metal Damaged/ Bars are bent out of shape more than 3 Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are missing or entire barrier Bars in place according to design. missing. Bars are loose and rust is causing 50% Barrier replaced or repaired to deterioration to any part of barrier. design standards. Inlet/Outlet Debris barrier missing or not attached to Barrier firmly attached to pipe Pipe pipe February 2005 Volume V— Runoff Treatment BMPs 4-37 No. 7 — Energy Dissipaters Maintenance Defect � conditions When Maintenance Is - Results Expected When Components Needed : Maintenance is Performed External: Rock Pad Missing or Only one layer of rock exists above Rock pad replaced to design Moved Rock native soil in area five square feet or standards. larger, or any exposure of native soil. Erosion Soil erosion in or adjacent to rock pad. Rock pad replaced to design standards. Dispersion Trench Pipe Accumulated sediment that exceeds Pipe cleaned/flushed so that it Plugged with 20% of the design depth. matches design. Sediment Not Visual evidence of water discharging at Trench redesigned or rebuilt to Discharging concentrated points along trench (normal standards. Water condition is a "sheet flow" of water along Properly trench). Intent is to prevent erosion damage. Perforations Over 112 of perforations in pipe are Perforated pipe cleaned or Plugged. plugged with debris and sediment. replaced. Water Flows Maintenance person observes or Facility rebuilt or redesigned to Out Top of receives credible report of water flowing standards. "Distributor" out during any storm less than the design Catch Basin. storm or its causing or appears likely to cause damage. Receiving Water in receiving area is causing or has No danger of landslides. Area Over- potential of causing landslide problems. Saturated Internal: Manhole/Chamber Worn or Structure dissipating flow deteriorates to Structure replaced to design Damaged 1/2 of original size or any concentrated standards. Post, wom spot exceeding one square foot Baffles, Side which would make structure unsound. of Chamber Other See "Catch Basins" (No. 5). See 'Catch Basins" (No. 5). Defects 4-36 Volume V — Runoff Treatment BMPs February 2005 No. 8 —Typical Biofiltration Swale Maintenance Defector .. Condition When - ; Recommended Maintenance to Correct Component ,_... G. . _Problem: ; Maintenance is Needed ' : Problem,*`i General Sediment Sediment depth exceeds 2 Remove sediment deposits on grass Accumulation on inches. treatment area of the bio-swale. When Grass finished, swale should be level from side to side and drain freely toward outlet. There should be no areas of standing water once inflow has ceased. Standing Water When water stands in the Any of the following may apply: remove swale between storms and sediment or trash blockages, improve does not drain freely. grade from head to foot of swale, remove clogged check dams, add underdrains or convertto a wet biofiltration Swale. Flow spreader Flow spreader uneven or Level the spreader and clean so that flows clogged so that flows are not are spread evenly over entire swale width. uniformly distributed through entire swale width. Constant When small quantities of Add a low -flow pea -gravel drain the length Baseflow water continually flow through of the swale or by-pass the baseflow the swale, even when it has around the swale. been dry for weeks, and an eroded, muddy channel has formed in the swale bottom. Poor Vegetation When grass is sparse or bare Determine why grass growth is poor and Coverage or eroded patches occur in correct that condition. Re -plant with plugs more than 10% of the swale of grass from the upper slope: plant in the bottom. swale bottom at 8 -inch intervals. Or re- seed into loosened, fertile soil. Vegetation When the grass becomes Mow vegetation or remove nuisance excessively tall (greater than vegetation so that flow not impeded. 10 -inches); when nuisance Grass should be mowed to a height of 3 to weeds and other vegetation 4 inches. Remove grass clippings. starts to take over. Excessive Grass growth is poor because If possible, trim back over -hanging limbs Shading sunlight does not reach and remove brushy vegetation on swale. adjacent slopes. Inlet/Outlet Inlet/outlet areas clogged with Remove material so that there is no sediment and/or debris. clogging or blockage in the inlet and outlet area. Trash and Trash and debris Remove trash and debris from bioswale. Debris accumulated in the bio-swale. Accumulation Erosion/Scouring Eroded or scoured swale For ruts or bare areas less than 12 inches bottom due to flow wide, repair the damaged area by filling channelization, or higher with crushed gravel. If bare areas are flows. large, generally greater than 12 inches wide, the swale should be re -graded and re -seeded. For smaller bare areas, overseed when bare spots are evident, or take plugs of grass from the upper slope and plant in the swale bottom at 8 -inch intervals. February 2005 Volume V — Runoff Treatment BMFs 4-39 No. 16 — Baffle Oilf Water Separators (API Type) ,Maintenance Defect•,: Condition When Maintenance is Results Expected When .' Component ' Needed Maintenance Is 0e* General Monitoring Inspection of discharge water for Effluent discharge from vault should obvious signs of poor water be clear with out thick visible sheen. quality. Sediment Sediment depth in bottom of vault No sediment deposits on vault Accumulation exceeds 6 -inches in depth. bottom that would impede flow through the vault and reduce separation efficiency. Trash and Debris Trash and debris accumulation in Trash and debris removed from Accumulation vault, or pipe inlet/outlet, vault, and inlet/outlet piping. floatables and non-floatables. Oil Accumulation Oil accumulations that exceed 1- Extract oil from vault by vactoring. inch, at the surface of the water. Disposal in accordance with state and local rules and regulations. Damaged Pipes Inlet or outlet piping damaged or Pipe repaired or replaced. broken and in need of repair. Access Cover Cover cannot be opened, Cover repaired to proper working Damaged/Not corrosion/deformation of cover. specifications or replaced. Working Vault Structure Vault replaced or repairs made so Damage - Includes that vault meets design Cracks in Walls See "Catch Basins" (No. 5) specifications and is structurally Bottom, Damage to sound. Frame and/or Top Slab Cracks wider than 1/2 -inch at the Vault repaired so that no cracks joint of any inlet/outlet pipe or exist wider than 114 -inch at the joint evidence of soil particles entering of the inlet/outlet pipe. through the cracks_ Baffles Baffles corroding, cracking, Baffles repaired or replaced to warping and/or showing signs of specifications. failure as determined by maintenance/inspection person. Access Ladder Ladder is corroded or Ladder replaced or repaired and Damaged deteriorated, not functioning meets specifications, and is safe to properly, not securely attached to use as determined by inspection structure wall, missing rungs, personnel. cracks, and misaligned. 4-48 Volume V —Runoff Treatment BMPs February 2005 No. 18 — Catchbasin Inserts Maintenance -Defect • " ' ;Conditions When Maintenance is Results Expected When ' I. <Gomponent '. Needed Maintenance is Performed l . General Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or unit media and its unit Trash and Trash and debris accumulates on insert Trash and debris removed Debris unit creating a blockage/restriction. from insert unit. Runoff freely Accumulation flows into catch basin. Media Insert Not Effluent water from media insert has a Effluent water from media Removing Oil visible sheen. insert is free of oils and has no visible sheen. Media Insert Catch basin insert is saturated with water Remove and replace media Water Saturated and no longer has the capacity to insert absorb. Media Insert -Oil Media oil saturated due to petroleum spill Remove and replace media Saturated that drains into catch basin. insert. Media Insert Use Media has been used beyond the typical Remove and replace media at Beyond Normal average life of media Insert product. regular intervals, depending on Product Life I insert product 4-50 Volume V— Runoff Treatment BMPs February 2005 Walgreens/Bank Appendix D — Other Reports and Studies EOTEC CONSULTANTS, INC. Seven Hills Properties, LLC 88 Perry Street #800 San Francisco, California 94107 Attention: Jonathan Hill Subject: Specific Infiltration Testing Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington Dear Mr. Hill: 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5613 FAX(425)747-8561 June 25, 2013 JN12034 via email: jhill@sevenhillsprop.com We prepared a geotechnical engineering study for the project dated February 28, 2012 that included several soil explorations. Subsequently, we provided a report dated September 4, 2012 regarding preliminary infiltration testing done on the property. In that report, we noted that because of access problems, we were not able to do testing pit sizes requested in the Edmonds Stormwater Code, nor were we able to do testing in areas that would be utilized in the final site layout. Therefore, we returned to the site on June 20, 2013 to do testing to the requested pit sizes in the specific location where site infiltration is proposed. This report summarizes the recent infiltration testing results for the project. Based on recent civil plans for the project, we understand that a stormwater infiltration system is proposed on the southwestern side of the proposed Walgreens building. This location was under the pre-existing bowling alley building, which was just recently demolished, so no testing could be done there until now. The location of the proposed system is shown on the attached Site Plan (it is shaded on plan). We were informed that. the base of the infiltration system will be near elevation 314.5 feet. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. INFILTRATION TESTING AND DESIGN INFILTRATION RATE Based on the Edmonds Stormwater Code Supplement, infiltration testing should be done for proposed infiltration areas. The Code recommends using Appendix C (Approved Methods for Obtaining Design Infiltration Rates) for testing procedures. Appendix C requires, among other things, that at least two tests be done per infiltration system. We performed Pilot infiltration Testing (PIT) Per Appendix C in two locations as shown on the attached site plan, which are on the eastern and western ends of the proposed infiltration system on the site (noted as PIT A and PIT B) on the plan, respectively. The base of the PIT location was approximately elevation 314.5 feet (based on civil plan as noted earlier). This base elevation was about 10 to 11 feet below the existing ground level. f I F Seven Hills JN 12034 } June 25, 2013 Page 2 As noted in our September 4, 2012 letter, we had finished 11 soil explorations on the subject site. The soil at the base of all of the soil logs is native sand with varying coarseness and varying amounts of gravel. Some fill was revealed in the upper approximately 4 to 7 feet in the explorations on the western and southern portions of the site. In the PIT locations on June 21, 2013, mostly native sand was revealed. Some fill soil was revealed near the ground surface. Similar to the previous explorations, the coarseness of the sand and the amount of gravel varied throughout the native sand soils. It is recommended for a PIT that the size of the base of the testing pit be at least 24 inches by 24 inches in size. PIT A was excavated with a base size of approximately 59 inches by 99 inches, while PIT B was excavated with a base size of approximately 58 inches by 81 inches. Water was poured into the PITS with a fire hose until the water level was approximately 3 feet above the base of the pit (per Appendix C recommendation). Water was continually placed in the pit until "steady state" flow was achieved; it took between approximately 2 to 3 hours to reach steady state. Once steady state was achieved, the flow rate was monitored for another hour. The flow rate from the hose was measured several times during the hour. The measured flow rate as steady state for both PITS is shown on the chart below. Based on the steady state flow and .the base size of each PIT, the infiltration rate in both PITS was calculated and is given in the chart below. PIT NUMBER STEADY STATE FLOW RATE (gallons per minute) INFILTRATION RATE (inches per hour) A 10.6 25.2 B 12.9 37.9 As can be seen, the measured infiltration rates are somewhat consistent and have an average rate of 31.5 inches per hour. Thus, this is the "short-term" infiltration rate for the proposed infiltration system on the site. Appendix C provides for several Correction Factors that should be included into the short-term infiltration rate in order to determine a design infiltration rate. Appendix C indicates that at least a Correction Factor of 2 should be used to determine the design rate, and it also states that a rate of no more than 10 inches per hour should ever be used. There are three Correction Factor issues noted in Appendix C that are to be considered to determine if a Correction Factor higher than 2 is needed. The Correction Factors are as. follows (our comments regarding each factor, follows in italics): Site variability and number of locations tested. We have now observed 13 explorations on the site including the two recent PITS, and the soils have been very consistent. So, we believe that site variability is low. In addition, the two locations tested were directly in the location of the proposed infiltration system, which means the results obtained correlate directly to how the system will perform in the future. Also, the pit sizes we used were approximately 10 time larger than the minimum required, larger test areas are more accurate that smaller ones. 2. Degree of long-term maintenance to prevent siltation and bio -buildup. See #3 3. Degree of influent control to prevent siltation and bio -buildup. We understand that the system has a very modern design that prevents siltation. In addition, there is very little GEOTECH CONSULTANTS, INC. f " Seven Hills JN 12034 June 25, 2013 Page 3 vegetation in the area where the stormwater will be collected and taken to the infiltration system. Based on the information noted above, we believe that a high Correction Factor is npt necessary. A Correction Factor of 3.0 is very appropriate for this project in our opinion, which is more than the minimum required. Using the average infiltration rate of 31.5 inches per hour and a 3 Correction Factor, a design rate of 10.5 inches per hour would be obtained. However, this is more than the 10 inches per hour that is allowed. Therefore, the maximum rate of 10 inches per hour is very suitable based on the recent testing and extensive soil information known about this site and the infiltration system location. We trust that this report meets your immediate needs for the proposed development. Please contact us if we can be of further service. Respectfully submitted, G OTE H VNSLVLTANTS, INC. ZONAL E�zlk'l;y✓ D. Robert Ward, P.E. Principal Attachments — Site Plan cc: Baysinger Partners Architecture — William M. Ruecker via email. • billr@baysingerpartners.com AAI Engineering — Craig Harris via email. craigh@aaieng.com DRW: jyb GEOTECH CONSULTANTS, INC. OE®TECH CONSULTANTS, INC. Seven Hills Properties, LLC 88 Perry Street #800 San Francisco, California 94107 Attention: Jonathan Hill Subject: Infiltration Study Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington Dear Mr. Hill: 13256 Northeast 20th Sheet, Suite 16 Bellevue. Washington 98005 (425) 747-5618 FAX (425) 747-8561 May 1, 2012 JN12034 vla emall.jhlll@sevenhilisprop.com We prepared a geotechnical engineering study for the project dated February 28, 2012 that included several soil explorations. However, no specific testing was done for the possibility of stormwater infiltration in preparation of that report. We were recently contacted by the project design team to perform infiltration testing because the infiltration of stormwater was desired for the project. We returned to the site on April 27, 2012 to perform additional soil explorations and infiltration tests throughout the site to obtain infiltration rates for the soils on the site. This report summarizes the additional exploration and infiltration testing results for the project. Based on recent civil plans for the project, we understand that stormwater infiltration is proposed on the southern side of the proposed Walgreens building; while some infiltration rain gardens are proposed at the northwestern corner and the southern portion of the existing parking lot that is on the western portion of the subject site. During some recent conversations with the design team, it is possible that stormwater infiltration Is also proposed on the southwestern portion of the proposed bank property (south of the Walgreens building). Preliminarily, based on some assumed infiltration rates, the base of the infiltration facility south of the proposed Walgreens building would be approximately 12 feet below the slab of the existing site building, while the bases of the other infiltration facility and rain gardens would be closer to approximately 8 feet below the ground surface. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. INFILTRATION TESTING Based on the Edmonds Stormwater Code Supplement, infiltration testing should be done for all proposed infiltrationlrain garden areas. The Code recommends using Appendix C (Approved Methods for Obtaining Design Infiltration Rates) for testing procedures. There are two testing procedures noted in Appendix C. One is using a textural classification system, while the other is the Modified Pilot infiltration Testing (PIT) Method. We discussed these methods with the City of Edmonds personnel, who Instructed us to use the PIT method for this site because it is classified as a "Large Site". However, we have considered both procedures, as noted later in this report. Seven Hills May 1, 2012 JN 12034 Page 2 The Stormwater Code recommends doing two soil logs for each infiltration/rain garden area. Five test borings were previously done on the eastern portion of the site in preparation of our February 2012 study. In addition to doing the four recent PIT's for this project on April 26, 2012 (noted below), we also did two additional test borings. Therefore, we have finished 11 soil explorations on the subject site. The locations of the 11 soil explorations 'are shown on the Site Exploration Plan. The six recent soil logs, as well as the five previous ones, are also attached. The soil at the base of all of the soil logs is native sand. Some fill was revealed in the upper approximately 4 to 7 feet in soil logs on the western and southern portions of the site. PIT Method At this time, the exact location and depths of the infiltration facilities or rain gardens is not quite known, and some of the proposed locations cannot be tested because buildings or utility lines are in the way. In addition, the PIT method recommends performing a test in a hole that is at least 2 feet by 2 feet in size. However, because the site contains mostly active parking lots outside of existing buildings, holes this size were not feasible. Instead, 12 -inch -diameter holes were used for the PIT. The size of the testing hole is discussed and considered later in this report with regards to a Correction Factor that gets added on to the measured infiltration rate. However, because of all these conditions as noted in the paragraph, some final testing in at the final locations and depths of the infiltration facilities and rain gardens may be needed. The rates noted In this report are considered preliminary at this time pending the final design locations and depths. The four Pirs were initially drilled with a 12 -inch -diameter auger down to the approximate depth of preliminary infiltration facilities or rain gardens. PIT 2 was drilled down to approximately 16 feet (corresponding to approximately 12 feet below the slab), while the other 3 were drilled down to approximately 8 feet. Two feet of a 4 -Inch -diameter pipe that was slotted in its bottom was placed down the augered holes and approximately 3 feet of pea gravel was placed in the base of the hole (the pea gravel will not restrict water flow but will deter the potential caving of the augered hole). Water was then poured into the pipe at a measured rate so that water stood approximately 3 feet above the base of the hole. Per the testing procedure, the water should be poured into the pipe until a steady flow occurs for at least one hour. After that hour, then the water is shut off and the time it takes for the water to drain out Is measured. This testing procedure provided two ways obtaining an infiltration rate in inches per hour. 1) taking the flow rate and dividing it by the area of the test hole, and 2) measuring the drop after the water is shut off. In all cases, Rate 1 was either nearly equal to or well below the infiltration rate determined by Rate 2. Therefore, Rate 1 was found to be more conservative from an engineering standpoint than Rate 2; because of this, Rate 1 was chosen as the recorded inches per hour rate. The determined rate In each PIT is given below: PIT NUMBER MEASURED FLOW RATE (gallons per minute) MEASURED INFILTRATION RATE (Inches per hour) 1 0.7 86 2 2.7 331 3 2.8 343 4 4.2 515 GEOTECH CONSULTANTS, INC, Seven Hills May 1, 2012 JN 12034 Page 3 As can be seen, the measured infiltration rates are somewhat consistent in the last three PIT locations, while the first test was lower. Fill soils were revealed down to approximately 7 feet In the PIT 1, which would likely have a slower infiltration rate, and thus that would likely account for the slower rate. Appendix C provides for several Correction Factors that should be included into the PIT measured infiltration rate in order to determine a design infiltration rate. Appendix C indicates that at least a Correction Factor of 2 should be used to determine the design rate, and it also states that a rate of no more than 10 inches per hour should ever be used. There are three Correction Factor issues noted in Appendix C: 1) Site variability and number of locations tested, 2) Degree of long-term maintenance to prevent siltation and bio- ; buildup, and 3) Degree of influent control to prevent siltation and bio -buildup. Based on the measured infiltration rates, a Correction Factor of approximately S to 51 would be included to achieve the maximum allowed infiltration rate of 10 Inches per hour. Although the size of the test holes were not as large as recommended, we do not believe that a total Correction Factor of greater than 5 would be needed for this site because the soils revealed in the soil logs is very consistent and very sandy. Therefore, the maximum rate of 10 inches per hour is very suitable based on the onsite PIT information. Textural Classitcatlon System Although as told that the PIT Method should be the official infiltration testing method because the site is "large", we decided to determine the rate based on this method as a means of comparison. A sieve analysis is needed to determine the textural classification of a soil, and this classification is used to determine a Long -Term (design) Infiltration Rate as noted on Table C-1 in Appendix C, We obtained soil samples from the base of two of the PIT locations and performed a sieve analysis on each sample. The results of the sieve analysis are attached. Using the Textural Triangle provided in Appendix C (also attached to this report), the site soils are Sand. Based on Table C-1, the Long -Term Infiltration Rate for the native soils at the site, after using the recommended Correction Factor of 4, is 2 inches per hour. SUMMARY As noted above, the most conservative estimate of infiltration based on the PIT method and allowable rate is a maximum of 10 inches per hour. However, also as noted above, the maximum infiltration rate based on the Textural Classification System is 2 inches per hour. As discussed in this report, we could not do PITS in exact locations of proposed Infiltration systems and rain gardens because of the location of buildings and utilities, and the depths of the proposed systems and rain gardens are also preliminary at this time. Because of this, final testing in more exact locations is likely needed in the future. However, in order to have the most conservative design for the preliminary design of the infiltration systems and the rain gardens, we believe using a design rate of 2 inches per hour appears to be preferable at this time. It is likely that higher rates will be possible after final testing is done, or if it is determined that the obtained PIT information is the rate to be used. GEOTECH CONSULTANTS, INC. Seven Hills May 1, 2012 LIMITATIONS JN 12034 Page 4 The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Seven Hills Properties, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi In either the existing or proposed site development: We trust that this report meets your immediate needs for the proposed development. Please contact us if we can be of further service. Attachments — • Site Exploration Plan • Soil Logs Soil Sieves Textural Chart i Respectfully submitted, j i 3EOTECH CONSULTANTS, INC. j i D. Robert Ward, P.E. i Principal cc: Baysinger Partners Architecture — William M. Ruecker via email: billr@baysingerpartners.com DRW: jyb GEOTECH CONSULTANTS, INC. 10 15 5 10 15 20 v IQr 0\5�ot3�a'�eo�g o'�5 iso°��Q\o 05 0 `S V 0 2 M P. I.T. 1 Approximate Ground Surface Description Elevation: 322.5 feet 2 - 3 inches of asphalt pavement, over, Light gray, slightly silty SAND with gravel, fine to medium grained, moist, loose, with some charcoal pieces (FILL) Brown SAND with gravel, fine to medium grained, moist, becomes medium dense to 2 dense * Test boring was terminated on April 26, 2012 at 8.0 feet. * No groundwater was encountered during drilling. iti OeQ�r ��e �\o�QOiFoo Quo JAGS 47 1 38 P.I.T. Description Approximate Ground Surface Elevation: 329.5 feet Light gray, slightly, silty SAND with gravel, fine to medium grained, moist, loose Light gray, slightly silty SAND with gravel, fine to medium grained, moist, loose becomes dense 2 becomes fine to medium grained, less gravel, very moist, dense x Test boring was terminated on April 26, 2012 at 16.5 feet. * No groundwater was encountered during drilling. �- GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Seattle, Washington Job 12034 Ate 2012 LoggedbL { Plate: .�M <y '•� � -� , •r' m �'7•-�+� � � ` -ill: — '� p � Z .� ��.,P' �',. ; :=-=_r-�_ :_: ter_• �h`�'- �i - - - � 0 v vi ��'• ' 4�' � � � w I W O 111 •.� 11 __ • <� �y � "'� z 'o q r+� ' � 1 41 .''T'IYir� 1 f 1 _ti r I e Ii l 56'64kc-DO N 5 b Q `� �6ff61;c 3YttAi�Q7N r I y c � = c T G Oqq O Q Q. v m - O L a vi F ro N a 5 10 Gbh 5 10 15 tiJ�e°& 26 17 P.I.T. 3 Approximate Ground Surface Description Elevation: 329.5 feet Gray, silty SAND with gravel, fine to medium grained, moist, loose with wood debris, (FILL) 2 •1 Light brown to tan SAND with some gravel and trace silt, fine to medium grained, moist, NJ! SPi medium dense 3 w Test boring was terminated on April 26, 2012 at 8.0 feet. x No groundwater was encountered during drilling. 7 1 24 P.I.T. 4 Approximate Ground Surface Description Elevation: 320.5 feet Brown to gray silty SAND with gravel, some orgahics, and wood debris, moise, loose (FILL) FILL 1� sMz Orange -brown silty SAND with gravel, fine to medium grained, moist, medium dense _ -- - Light brown to brown SAND with gravel, fine to medium grained, moist, medium dense 2 SP •` * Test boring was terminated on April 26, 2012 at 8.0 feet. * No groundwater was encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Seattle, Washington Job Date: Logged by: Plate: 12034 April 2012 JLH 15 110 115 15 110 115 SAMPLE BORING 1 Approximate Irl' ��cv atet e i5 00'� �e 5 Ground Surface Description Elevation: 317.5 feet * Test boring was terminated on April 26, 2012 at 11.5 feet. * No groundwater was encountered during drilling. GEOTECH CUNSUI ANTS, INC. TEST BORING LOG 9801 Edmonds Way Seattle, Washington Job Date: Logged by: Plate: 12034 April 2012 JLH Gray, silty SAND with gravel, fine to medium grained, moist, loose with wood debris, (FILL) FILL 33 1 i' ` "' `'•' Light tan to light gray, slightly silty SAND, fine to medium grained, moist, medium dense 28 21: 30 3 -same, becomes dense, less gravel 41 41 * Test boring was terminated on April 26, 2012 at 11.5 feet. * No groundwater was encountered during drilling. SAMPLE BORING 2 Approximate 1§o`� Surface Description Elevation: 320.5 feet JS��Ground Gray, silty SAND with gravel, fine to medium grained, moist, loose with wood debris, (FILL) 18 1 FILL 15 2 Orange brown slightly mottled silty SAND with gravel, fine to medium grained, moist, SM medium dense 15 3 Light brown to tan SAND with trace silt, and some gravel, fine to medium grained, moist, s S P medium dense 74 4 i -same, becomes dense, less gravel * Test boring was terminated on April 26, 2012 at 11.5 feet. * No groundwater was encountered during drilling. GEOTECH CUNSUI ANTS, INC. TEST BORING LOG 9801 Edmonds Way Seattle, Washington Job Date: Logged by: Plate: 12034 April 2012 JLH E E a O 0) 00 Gr - Percent Passe — PercentPassed 0 0 0 0 W) It M N C3 co Qui M co Ocli --------- — 8200 0100 A CL 9 Ui (L NO Tn U) CL 0 CD >0 v10 us 11/2* 5 10 15 20 25 BORING 1 Description Approximate Elevation 345' * Test boring log continued on next page. GEOTECH CONSULTAN'T'S, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: plate: 12034 1 Feb. 2012 JLW e BORING 1 (continued) oeQtir �o\y� oe e'� 5a'o J5o Description 25 wet, clean sand lense :SP 35 with only trace gravel, no silt 40 _ 28 8 becomes mostly fine grained, no gravel, dense JMMM�7,IE 50 * Test boring was terminated on February 14, 2012 at 46.5 feet. * Groundwater was not encountered during drilling. GEOTECH ` CONSULTANTS, INC. �^ 1 TEST BORING LOG 9801 Edmonds Way Edmonds, Washington. Job Date: Logged by: Plate: 12034 Feb. 2012 JLH 5 10 15 20 Ksl Ocl 10 Q J5 BORING 2 Description Approximate Elevation 335` I CAI NUI 111}J YYQ7 tcl nunacvu Un I �v.uu.) —I ----.......... * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job I Date: Logged by: Plate: 5 12034 Feb. 2012 JLH i i 5 10 15 20 25 BORING 3 Description Approximate Elevation 325' GEOTECH CONSULTANTS, INC. TEST BODING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 6 12034 Feb. 2012 1 JLH 4 inches of asphalt pavement over; Light gray to brown SAND with gravel and trace slit, fine to medium grained, moist, dense 36 1 36 2 -less silt 65 3 -w(th some coarse grained sand 63 4 I -becomes mostly fine grained, with no gravel 41 5 ;;::;;; with some coarse grained sand, and gravel * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BODING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 6 12034 Feb. 2012 1 JLH 5 10 15 2C 25 BORING 4 OeQ�r 0�0ee�F Description Approximate Elevation 323.5') `_� GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job I Date: Logged by: plate: 7 12034 Feb. 2012 JLH 11 9 1 2 4 inches of asphalt pavement over; Orange brown, slightly silty SAND with gravel, fine to medium grained, with black, orange and gray sand, very moist, loose to medium dense (Possible FILL) Light gray to light brown SAND with gravel, medium grained, moist, dense 27 3 " '€ 36 4 ISP _with some coarse sand and trace silt 3 t5 3�>Es[EsE * Test boring was terminated on February 15, 2012 at 16.5 feet, * Groundwater was not encountered during drilling. `_� GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job I Date: Logged by: plate: 7 12034 Feb. 2012 JLH 5 10 15 20 25 BORING 5 a Description Approximate Elevation 327' GEOTECH CONSULTANT'S, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job I Date: Logged by. Plate: e 12034 Feb. 2012 JLH 4 Inches of topsoil over; +,€> Light gray SAND withgravel and trace silt, fine grained to medium grained, moist, dense 1 -less silt 40 39 2' .Sp. - becomes very dense 77 3' ;:::: 54 4 * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during driling. GEOTECH CONSULTANT'S, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job I Date: Logged by. Plate: e 12034 Feb. 2012 JLH f T m 0 OLA CD (D 0 cL M w 00 0OZI 8 C5O K) C) O 0 0 0 0 POssud IUG3JOd I TZ O O O I P. Ar P C5O K) C) O 0 0 0 0 POssud IUG3JOd I TZ ADZL2DiO FLAAOPLt55?iT�lvfitklE20CCE5UFFt H�E3df Figure C-7: Sola Classification Based on the Textural Triangle Textural Triangle • U.S.D.A. 100% clay. 1AOX ayAV Shaded area is p til r i i • 1 ( l i l I l _ 2% 6"t for design of Inflltration BWS Modified Pilot Infiltration Testing (PIT) Method The Pilot Infftation Test (PTT) consists of a relatively large-scale infiltration test to better measure infiltration rates for design of stormwater infiltration facilities. The PTT reduces some of the scale errors associated with relatively small-scale double ring infiltrometer or "stove -pipe" infiltration tests. It is not a standard test but rather a practical field procedure based on the methods recommended by Ecology's Technical Advisory Cornmitteo. Correction factors must be applied to the infiltration rate measured using PIT to establish a design infiltration rate for BMP sizing, rj rna',afi,n.a� �v'an:✓: m., . . '.<r:H�h,�n�.,�••a..: APP611DA C 68 GEOTECH CONSULTANTS, INC. Seven Hills Properties, LLC 88 Perry Street #800 San Francisco, California 94107 Attention: Jonathan Hill Subject: Infiltration Study Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington Dear Mr. Hill: 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 September 4, 2012 JN12034 via email.-jhffl@sevenhilisprop.com We prepared a geotechnical engineering study for' the project dated February 28, 2012 that included several soil explorations. However, no specific testing was done for the possibility of stormwater infiltration in preparation of that report. We were recently contacted by the project design team to perform infiltration testing because the infiltration of stormwater was desired for the project. We returned to the site on April 27, 2012 to perform additional soil explorations and infiltration tests throughout the site to obtain infiltration rates for the soils on the site. This report summarizes the additional exploration and infiltration testing results for the project. Based on recent civil plans for the project, we understand that stormwater infiltration is proposed on the southern side of the proposed Walgreens building; while some infiltration rain gardens are proposed at the northwestern corner and the southern portion of the existing parking lot that is on the western portion of the subject site. During some recent conversations with the design team, it is possible that stormwater infiltration is also proposed on the southwestern portion of the proposed bank property (south of the Walgreens building). Preliminarily, based on some assumed infiltration rates, the base of the infiltration facility south of the proposed Walgreens building would be approximately 12 feet below the slab of the existing site .building, while the bases of the other infiltration facility and rain gardens would be closer to approximately 8 feet below the ground surface. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. INFILTRATION TESTING Based on the Edmonds Stormwater Code Supplement, infiltration testing should be done for all proposed infiltration/rain garden areas. The Code recommends using Appendix C (Approved Methods for Obtaining Design Infiltration Rates) for testing procedures. There are two testing procedures noted in Appendix C. One is using a textural classification system, while the other is the Modified Pilot infiltration Testing (PIT) Method. We discussed these methods with the City of Edmonds personnel, who instructed us to use the PIT method for this site because it is classified as a "Large Site". Seven Hills September 4, 2012 JN 12034 Page 2 The Stormwater Code recommends doing two soil logs for each infiltration/rain garden area. Five test borings were previously done on the eastern portion of the site in preparation of our February 2012 study. In addition to doing the four recent PIT's for this project on April 26, 2012 (noted below), we also did two additional test borings. Therefore, we have finished 11 soil explorations on the subject site. The locations of the 11 soil explorations are shown on the Site Exploration Plan. The six recent soil logs, as well as the five previous ones, are also attached. The soil at the base of all of the soil logs is native sand. Some fill was revealed in the upper approximately 4 to 7 feet in soil logs on the western and southern portions of the site. PIT Method At this time, the exact location and depths of the infiltration facilities or rain gardens is not quite known, and some of the proposed locations cannot be tested because buildings or utility lines are in the way. In addition, the PIT method recommends performing a test in a hole that is at least 2 feet by 2 feet in size. However, because the site contains mostly active parking lots outside of existing buildings, holes this size were not feasible. Instead, 12 -inch -diameter holes were used for the PIT. The size of the testing hole is discussed and considered later in this report with regards to a Correction Factor that gets added on to the measured infiltration rate. However, because of all these conditions as noted in the paragraph, some final testing in at the final locations and depths of the infiltration facilities and rain gardens may be needed. The rates noted in this report are considered preliminary at this time pending the final design locations and depths. The four PIT's were initially drilled with a 12 -inch -diameter auger down to the approximate depth of preliminary infiltration facilities or rain gardens. PIT 2 was drilled down to approximately 16 feet (corresponding to approximately 12 feet below the slab), while the other 3 were drilled down to approximately 8 feet. Two feet of a 4 -inch -diameter pipe that was slotted in its bottom was placed down the augered holes and approximately 3 feet of pea gravel was placed in the base of the hole (the pea gravel will not restrict water flow but will deter the potential caving of the augered hole). Water was then poured into the pipe at a measured rate so that water stood approximately 3 feet above the base of the hole. Per the testing procedure, the water should be poured into the pipe until a steady flow occurs for at least one hour. After that hour, then the water is shut off and the time it takes for the water to drain out is measured. This testing procedure provided two ways obtaining an infiltration rate in inches per hour: 1) taking the flow rate and dividing it by the area of the test hole, and 2) measuring the drop after the water is shut off. In all cases, Rate 1 was either nearly equal to or well below the infiltration rate determined by Rate 2. Therefore, Rate 1 was found to be more conservative from an engineering standpoint than Rate 2; because of this, Rate 1 was chosen as the recorded inches per hour rate. The determined rate in each PIT is given below: PIT NUMBER MEASURED FLOW RATE (gallons per minute) MEASURED INFILTRATION RATE (inches per hour) 1 0.7 86 2 2.7 331 3 2.8 343 4 4.2 515 GEOTECH CONSULTANTS, INC. Seven Hills September 4, 2012 JN 12034 Page 3 As can be seen, the measured infiltration rates are somewhat consistent in the last three PIT locations, while the first test was lower. Fill soils were revealed down to approximately 7 feet in the PIT 1, which would likely have a slower infiltration rate, and thus that would likely account for the slower rate. Appendix C provides for several Correction Factors that should be included into the PIT measured infiltration rate in order to determine a design infiltration rate. Appendix C indicates that at least a Correction Factor of 2 should be used to determine the design rate, and it also states that a rate of no more than 10 inches per hour should ever be used. There are three Correction Factor issues noted in Appendix C: 1) Site variability and number of locations tested, 2) Degree of long-term maintenance to prevent siltation and bio - buildup, and 3) Degree of influent control to prevent siltation and bio -buildup. Based on the measured infiltration rates, a Correction Factor of approximately 8 to 51 would be included to achieve the maximum allowed infiltration rate of 10 inches per hour. Although the size of the test holes were not as large as recommended, we do not believe that a total Correction Factor of greater than 5 would, be needed for this site because the soils revealed in the soil logs is very consistent and very sandy. Therefore, the maximum rate of 10 inches per hour is very suitable based on the onsite PIT information. SUMMARY As noted above, based on the PIT method and allowable rate allowed per Appendix C, the maximum infiltration rate for this project is 10 inches per hour. Thus, this is the rate that should be used for design at this time. However, as discussed in this report, we could not do PITS in exact locations of proposed infiltration systems and rain gardens because of the location of buildings and utilities, and the depths of the proposed systems and rain gardens are also preliminary at this time. Therefore, final testing in more exact locations is likely needed in the future; the time of construction would likely be best. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all. projects. This report has been prepared for the exclusive use of Seven Hills Properties, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include GEOTECH CONSULTANTS, INC. Seven Hills September 4, 2012 JN 12034 Page 4 services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. We trust that this report meets your immediate needs for the proposed development. Please contact us if we can be of further service. Respectfully submitted, D. Robert Ward, P. E. Principal Attachments — • Site Exploration Plan • Soil Logs • Soil Sieves cc: Baysinger Partners Architecture — William M. Ruecker via email. billy@baysingerparfners.com DRW: jyb GEOTECH CONSULTANTS, INC. NC. Z, r W o v � - -i -i m fD N N N O Q N 00'501 7 E 239.89 CO ti co v ➢ �� o zl \ y w cz D m I of I ♦ ` ``` N N ED 02 w � D ' i N00°39'r• m � . ` _ _ i 49.95' CD C r Ui jm� 1 D = m m i I__ __ _________ N _ e in i ctED OPP- � / — IIII 1111111 III 11r I// II 111 1, OO^ a ! gd'It d l'1 - / >; f0.r / p I 11 Y p I�qI rpp 0 I a Ia ydd 114 _Iz 111 ti IVII hn 11�4'u y Mr n A yl ' /i � 3 �v rii9 i�d elb plq z M I � I � Z� v u 14y 0 hidylrf � y�lln p) r pin 0 11 t yl ' bh llwjl 4A i Ay'�ir'ylliW l*r 4� �a ✓S I �� `� / a F � � � I 'h' Ill ldl 1 � I11 MI14i ' ��' y � __. a •qIW nm d u f71 Dm Q CO 3m 303 ✓`1 I — \ I . hf Y�A Y n44(nll7 h'1. C O N Q. III r — \ --�=ar 1 1 { •==was_ '1��_=__ ��'_ :%.i_��4��hApQlrlplln11y m N` �a y I � � / ,1 � / __ _�__ �— _ _ _� �•1 l l� __ ____ ./. /.ii/rhff:lll W 282.53'— IL z 5 10 15 5 10 15 20 P. I.T. 1 Approximate 5 Ground Surface 5aJScG Description Elevation: 322.5 feet 2 - 3 inches of asphalt pavement, over; Light gray, slightly silty SAND with gravel, fine to medium grained, moist, loose, with some charcoal pieces (FILL) 12 Brown SAND with gravel, fine to medium grained, moist, becomes medium dense to 9 2 dense * Test boring was terminated on April 26, 2012 at 8.0 feet. * No groundwater was encountered during drilling. �F° �Q�o do Q Ca co 1 47 P.I.T. 2 Description Approximate Ground Surface Elevation: 329.5 feet Light gray, slightly silty SAND with gravel, fine to medium grained, moist, loose Light gray, slightly silty SAND with gravel, fine to medium grained, moist, loose -becomes dense 3$ 1 2 -becomes fine to medium grained, less gravel, very moist, dense * Test boring was terminated on April 26, 2012 at 16.5 feet. * No groundwater was encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Seattle, Washington Job Date: Logged by. Plate: 12034 April 2012 1 JLH E 10 15 5 10 15 26 17 2 3� P.I.T.3 Approximate Ground Surface Description Elevation: 329.5 feet Gray, silty SAND with gravel, fine to medium grained, moist, loose with wood debris, (FILL) Light brown to tan SAND with some gravel and trace silt, fine to medium grained, moist, medium dense * Test boring was terminated on April 26, 2012 at 8.0 feet. * No groundwater was encountered during drilling. 0 4 A V oe 50 J5 7 24 FILL P.I.T. 4 Approximate Ground Surface Description Elevation: 320.5 feet Brown to gray silty SAND with gravel, some organics, and wood debris, moise, loose (FILL) 1 '( sMI 'Orange -brown silty SAND with gravel, fine to medium grained, moist, medium dense Light brown to brown SAND with gravel, fine to medium grained, moist, medium dense sp * Test boring was terminated on April 26, 2012 at 8.0 feet. • No groundwater was encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING EOG 9801 Edmonds Way Seattle, Washington Job Date: Logged by: Plate: 12034 April 2012 1 JLH i5 110 115 15 110 115 t ti ,�� ' t ire 5 00 �e 5 5a�e J50 SAMPLE BORING 1 Approximate Ground Surface Description Elevation: 317.5 feet Gray, silty SAND with gravel, fine to medium grained, moist, loose with wood debris, FILL (FILL) 33 1 i i`'• ="' ' Light tan to light gray, slightly silty SAND, fine to medium grained, moist, medium dense 28 2 SP € 30 3 ''`i -same, becomes dense, less gravel 41 4 ? 's * Test boring was terminated on April 26, 2012 at 11.5 feet. * No groundwater was encountered during drilling. SAMPLE BORING 2 Approximate yti�te ane\o ��aa �5 �oo� Quo Ground Surface Elevation: 320.5 feet ��o Qet 5a� JAG Description 18 15 15 74 Gray, silty SAND with gravel, fine to medium grained, moist, loose with wood debris, (FILL) 1 FILL 2 ..... Orange brown slightly mottled silty SAND with gravel, fine to medium grained, moist, SM medium dense 3 Light brown to tan SAND with trace silt, and some gravel, fine to medium grained, moist, SP medium dense -same, becomes dense, less gravel * Test boring was terminated on April 26, 2012 at 11.5 feet. * No groundwater was encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Seattle, Washington Job Date: Logged by: Plate: 12034 April 2012 JLH E E CL 0 M Percent Passed N Co(DD � OV M N O O i rn Wu, i Cy i i o � � i I 0 ip O N oO O 0 o 0 0 #200 y 0 2 e #100 a E N F; v a #40 m I .n m c d Q 0 in en #4 3/8" 3/4" 1 1/2" 5 10 15 20 25 BORING 1 Description Approximate Elevation 345' * Test boring log continued on next page. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job I Date: Logged by: Plate: 12034 Feb. 2012 JLH e N. BORING 1 (continued) tl 00 ��o zl �eQ Q*s I;pl CO 40 Description 25 71 5 -wet, clean sand lense 1 MMMMIE1-" Sp 35F -with only trace gravel, no silt 40 - 28 8 becomes mostly fine grained, no gravel, dense 1 50 • Test boring was terminated on February 14, 2012 at 46.5 feet. • Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington 1 Job I Date ILogged by: Plate: 12034 12034 Feb. 2012 AH 5 lim 15 20 25 BORING 2 Description Approximate Elevation 335' i esi ounng was term mawu on rew uary * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: pate: 5 12034 1 Feb. 2012 JLH »1 10 36 11 36 12 BORING 3 Description Approximate Elevation 325' 4 inches of asphalt pavement over; Light gray to brown SAND with gravel and trace silt, fine to medium grained, moist, dense -less silt -with some coarse grained sand -becomes mostly fine grained, with no gravel 15 41 5 -with some coarse grained sand, and gravel * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during drilling. 20 25 GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds; Washington Job Date: I Logged by: Plate: 6 12034 Feb. 2012 AH 5 10 15 20 25 0 'p yet 5 00� �e BORING 4 OeQo \�5G5 a Description Approximate Elevation 323.5'I GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 7 12034 Feb. 2012 JLH 11 9 1 2 4 inches of asphalt pavement over; Orange brown, slightly silty SAND with gravel, fine to medium grained, with black, orange and gray sand, very moist, loose to medium dense (Possible FILL) Light gray to light brown SAND with gravel, medium grained, moist, dense 27 3 36 4 "''"` 's € s _with some coarse sand and trace silt 34 5 * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 7 12034 Feb. 2012 JLH e' o 5 �e BORING 5 oeQtir �0`5� Description Approximate Elevation 327' 4 inches of topsoil over; Light gray SAND with gravel and trace silt, fine grained to medium grained, moist, dense 40 1 less silt 5 39 2 sp_'s 10 -becomes very dense 77 3 15 54 4 * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during driiing. I 25 GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: I Plate: 8 12034 Feb. 2012 JLH t;7 v? 0 L m m O a CD to C N N M N 3 Q otl 61 v p. A w 3 v CD 004 0 O) O N OOZ ;r CD O 7 Seven Hills Properties, LLC 88 Perry Street #800 San Francisco, California 94107 February XX, 2012 JN 12034 via email.jhilf@sevenhillsprop.com Attention: Jonathan Hill Subject: Transmittal Letter — Geotechnical Engineering Study Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington Dear Mr. Hill: We are pleased to present this geotechnical engineering report for the Walgreens Development project to be constructed at 9801 Edmonds Way in Edmonds, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and shoring. This work was authorized by your acceptance of our proposal, P- 8308, dated January 30, 2012. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P.E. Principal cc: Baysinger Partners Architecture —William M. Ruecker via email: billr@baysingerpartners.com JLH/DRW: jyb GEOTECH CONSULTANTS, INC. GEOTECHNICAL ENGINEERING STUDY Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Walgreens Development project to be located at 9801 Edmonds Way in Edmonds. We were provided with preliminary plans and a topographic map. Baysinger Partners Architecture developed the plans, the latest of which is dated December 14, 2011. The topographic survey was created by Foster & Maddux Surveying, Inc., and is dated October 31, 2011. Based on the provide information, we understand that the project will consist of removing the existing bowling alley building on the site, and constructing a new, 14,490 square foot Walgreens drugstore building on the northern portion of the site. An access drive is proposed around the east and north sides of the new building, which will require a significant excavation and retaining wall of up to about 35 feet tall along the northern edge of the site and a smaller wall needed on the eastern side. South of the new drugstore, near State Route No. 104 (Edmonds Way) a new, 4,500 square -foot bank building is proposed. Some stormwater infiltration is also proposed in some new rain gardens in an existing parking lot area west of the proposed buildings. Also, there is a possibility of various additional infiltration facilities nearer the proposed Walgreens and bank building. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in Edmonds. The project area includes two parcels located along the northern side of Edmonds Way. The eastern portion of the subject site is mostly developed with a bowling alley and parking lot, while the western side contains a parking lot. The site is bordered to the east and west by commercial properties currently developed with a bank, and grocery and pet store, respectively. The parking lot on the eastern side of the property is used by the grocery and pet store patrons. A residential development is located upslope and north of the property. Most of the site, which includes the bowling alley building and parking lots, is relatively level with just a slight rise to the east/northeast. This flat area has grades ranging from approximately elevation 319 feet to 325 feet. The main (and lowest) level of the bowling alley appears to have a finish floor of approximately 325 feet. The areas directly north and east of the bowling alley building are undeveloped. The northern area is mostly covered with a few large trees and blackberry bushes. The eastern area is mostly covered with grass. A steep slope that rises up to the north at approximately 80 to 90 percent is located north of the building. The height of the slope is approximately 40 to 55 feet. We did not notice any indications of slope instability or seepage along the face of this steep slope at the time of our investigation. The top of the slope appears to be relatively flat; the residential development is located in this flatter area. A stormwater pipe that apparently conveys water from the development and/or upper streets is located on the steep slope GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 2 near the northeastern corner of the site; it discharges water on onto the property at approximately elevation 345 feet. It appears that the water makes its way onto the existing bank property adjacent to the east. The undeveloped area east of the bowling alley is somewhat of a "ridge" that runs north -south between the bowling alley and the adjacent eastern bank parking lot. The ridge declines to the south from approximately elevation 345 feet down to approximately elevation 325 feet. Existing utility lines are located in the southern portion of this undeveloped area. As noted earlier, a new concrete wall is proposed north of the Walgreens building. There is currently already a concrete retaining wall located along the northern edge of the existing western parking lot. This wall is up to approximately 20 feet tall. The new wall will connect to and extend east of this existing wall. SUBSURFACE The subsurface conditions were explored by drilling five test borings at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test borings were drilled on February 14 and 15, 2012 using a small, track -mounted, hollow - stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 8. Soil Conditions The test borings generally revealed similar soil conditions beneath the surface of the site; native sand with some gravel was encountered at the surface in the test borings with the exception of the Test Boring 4, drilled in the area of the proposed bank. Up to approximately 7 feet of loose sand, apparently fill soil, was encountered over the sand in this test boring. The test borings revealed that the sand is generally dense near the existing ground surface, and becomes very dense with depth. This sand was glacially consolidated. The deepest boring, Test Boring 1, was drilled to a maximum explored depth approximately 45 feet. Test Boring 1, conducted along the steep northern slope, indicates that dense to very dense native sand comprise the core of the steep slope. No obstructions were revealed by our explorations. However, debris, buried utilities, and old foundation and slab elements are commonly encountered on sites that have had previous development. Groundwater Conditions No groundwater seepage was observed in our test borings. The test borings were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JN 12034 Page 3 Groundwater levels encountered during drilling can be deceptive, because seepage into the boring can be blocked or slowed by the auger itself. It should be noted that groundwater levels vary seasonally with rainfall and other factors. It is possible that groundwater could be found in more permeable soil layers, coarser sand and gravel lenses, and between the near -surface, more weathered soil and the underlying denser soil. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test borings conducted for this study generally encountered dense native sand beneath the surface of the site in most locations. The exception being Test Boring 4, conducted in area of the proposed bank building, which encountered approximately 7 feet of loose soil overlying the dense native sand. It appears in the location of the new Walgreens building that dense native sands will likely be exposed at or near the depth of the planned foundation excavations. The possible exception where some overexcavation may be needed to reach the dense sand would be the southern side of the building, although we do expect the overexcavation to be minor. The dense native sand is well suited for the support of the proposed building. Based on our investigation, the proposed new drugstore building may be constructed using conventional foundations supported on the competent, dense native sand. As noted above, in the area of the proposed bank building, loose soil (possibly fill) was encountered to a depth of approximately 7 feet. This loose soil is not suitable for supporting the loads imposed by the new bank building because settlement would occur. The foundation for this building should bear on or into the competent native sand. The entire extent of the loose soil is not known, as only one test boring was done in that areas; however, we anticipate that the loose soil may exist under a majority of the proposed bank foundation. Several options exist for foundation construction that will allow for the loads to be adequately transferred to the competent native sand, including: 1) Remove the loose soil down to the dense sand placing footings on the sand. 2) Remove the loose soil down to the dense sand and replacing it with imported structural fill. The fill could consist of structural fill soil or lean -mix concrete as noted in Conventional Foundations section of this report. 3) Avoid the overexcavation and use a deep foundation system. A very adequate system based on the likely loads of the bank in our opinion would be small diameter steel pipe piles that are driven into the underlying, competent native soil. GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 4 A significant geotechnical engineering consideration of the project is the large excavation and subsequent retaining wall needed at the northeastern corner. The depth or excavation and subsequent wall will vary from approximately 20 to 35 feet. Due to the depth of excavation, and its location on the steep slope and relatively close to property lines, excavation shoring will be needed for most of the tall wall. One exception could be along the eastern side of the property where a conventional retaining wall could possibly be constructed if temporary excavation easements can be obtained from the neighboring eastern property owner. The shoring should likely be incorporated into the permanent retaining wall system. Based on the soils observed in our test borings, the height and location of the shoring wall, we feel two options are feasible for construction of the shoring wall that is taller than approximately 15 feet; that being a soil nail wall or a tied -back soldier pile wall. More simple, cantilevered soldier piles shoring could be used for shorter excavations. Further recommendations regarding the design and construction of the potential shoring systems can be found in the subsequent sections of this report. We point out two significant items regarding the proposed shoring walls, especially the northern wall: 1) the design of nails or tie -backs must illustrate that these structures will not extend across the property lines; if they do cross property lines, easements will be needed and 2) due to the very step inclination of the northern slope, at least 2 feet of catchment should be included in the final wall design. This is because though the northern slope has a core soil of very dense sand, the outer, weathered surface of the slope is relatively loose (this is typical for any steep slope in the Puget Sound area). Based on The Edmonds Community Development Code (ECDC), Chapter 23 (Geologically Hazardous Areas), the steep northern slope would be classified as a critical area susceptible to two specific types of geological hazards. One is a Landslide Hazard Area due to its steeper than 40 percent slope, and greater than 10 foot vertical relief. The other is an Erosion Hazard Area. The ECDC suggests a minimum development buffer of 50 feet from any landslide area, although this buffer can be minimized to 10 feet. In our professional opinion, this minimum buffer of 10 feet is warranted. However, the ECDC further states that a reduction of the buffer, and alteration or development within Geologically Hazard Areas and their associated buffers, is allowed if supported by a geotechnical report and if certain requirements are followed. We will provide information regarding the requirements below. However, we first want to state that it is our professional opinion from a geotechnical engineering standpoint that the project can be built as planned, whereby development occurs in the Landslide and Erosion Hazard area and the associated buffers, because of two main points: 1) the core soil at the site is dense to very dense, glacially - consolidated, native sand and 2) permanent retaining walls that are designed to modern standards will be placed where steep, unsupported slopes currently exist, and 3) water from a stormwater pipe that currently discharges water onto the northern slope will be repaired so that the water does not discharge onto the slope. Based on ECDC 23.80.060A, an alteration to a Geologically Hazardous Area and associated buffer may occur for activities that: 1. Will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely affect other critical areas 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less that predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. The slope on the northern portion of the site is unsupported and extends directly down to the base of an existing building. The project will include the use of a large retaining wall, designed to current GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 5 standards at this slope. This wall will also include catchment. It is our professional opinion that this wall will provide more stability for the slope and area in comparison to the current unsupported slope. In addition, as noted above, water from a stormwater pipe that currently discharges water onto the northern slope will be repaired so that the water does not discharge onto the slope. Lastly, if the recommendations contained in this report are followed, we strongly believe that the project is safe as designed under anticipated conditions. For all these significant reasons, it is our professional opinion that the four points noted in ECDC 23.80.060A are satisfied. In addition, ECDC 23.80.070A2 indicates that alterations of an Erosion or Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: a) The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; b) The development will not decrease slope stability on adjacent properties; and c) Such alterations will not adversely impact other critical areas. This project will decrease, not increase amount of surface water discharge or sedimentation to the adjacent property, so a) is most definitely satisfied. As for b), as noted above, we believe that the construction of new retaining wall will may increase, not decrease slope stability. Lastly, the only other critical area is the steep slope above the proposed retaining wall; this slope will be positively, not adversely affected because of the wall in our opinion. The infiltration of stormwater is being considered for this project. We understand that using rain gardens in the west parking lot area is one consideration. As noted earlier, dense to very dense sand was revealed near the ground surface in the test borings, especially at the northeastern portion of the site. Because of this denseness, it is our professional opinion that infiltration in this area is extremely limited; therefore, stormwater infiltration in that area is not prudent. It is possible that low infiltration rates could be achieved in the areas of the proposed rain gardens. Therefore, the use of the proposed rain gardens appears feasible. Rain gardens have overflow pipes buried within them if and when the infiltration rate of the soil is exceeded. We would expect some water to infiltrate, but not an excessive amount. Storm detention/retention facilities and other utilities are often installed below, or near, structures. The walls of storm vaults must be designed as either cantilever or restrained retaining walls, as appropriate. Wall pressures for the expected soil conditions are presented in the Permanent Foundation and Retaining Walls section of this report. It is important that the portion of the structure above the permanent detained water level be backfilled with free -draining soil, as recommended for retaining walls. Should drainage not be provided, the walls must be designed for hydrostatic forces acting on the outside of the structure. The backfill for all underground structures must be compacted in lifts according to the criteria of this report. Trenches for underground structures and utilities should not cross a line extending downwards from a new or existing footing at an inclination of (1:1) (Horizontal:Vertical), or a line extending downwards from a property line at an inclination of (1:1.) (H:V). We should be consulted if these excavation zones will be exceeded for installation of storm facilities or other utilities. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 6 be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. As with any project that involves demolition of existing site buildings and/or extensive excavation and shoring, there is a potential risk of movement on surrounding properties. This can potentially translate into noticeable damage of surrounding on -grade elements, such as foundations and slabs. However, the demolition, shoring, and/or excavation work could just translate into perceived damage on adjacent properties. Unfortunately, it is becoming more and more common for adjacent property owners to make unsubstantiated damage claims on new projects that occur close to their developed lots. Therefore, we recommend making an extensive photographic and visual survey of the project vicinity, prior to demolition activities, installing shoring, and/or commencing with the excavation. This documents the condition of buildings, pavements, and utilities in the immediate vicinity of the site in order to avoid, and protect the owner from, unsubstantiated damage claims by surrounding property owners. Additionally, any adjacent structures should be monitored during construction to detect soil movements. To monitor their performance, we recommend establishing a series of survey reference points to measure any horizontal deflections of the shoring system. Control points should be established at a distance well away from the walls and slopes, and deflections from the reference points should be measured throughout construction by survey methods. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work -beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class C (Very Dense Soil). The site soils have a low potential for seismic liquefaction because of their dense nature and the absence of near -surface groundwater. This statement regarding liquefaction includes the knowledge of the determined peak ground acceleration noted below. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Sg) and 1.0 second period (Si) equals 1.2g and 0.4g, respectively. The International Building Code (IBC) states that a site-specific seismic study need not be performed provided that the peak ground acceleration be equal to SDs/2.5, where SDs is determined in ASCE 7. It is noted that SDs is equal to 2/3SMs• SMs equals Fa times Ss, where Fa is determined in Table 11.4-1. For our site, Fa = 1.0. Thus, the calculated peak ground acceleration that we utilized for the seismic -related parameters of this report equals 0.328. CONVENTIONAL FOUNDATIONS GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 7 The proposed structures can be supported on conventional continuous and spread footings bearing on undisturbed, medium dense to dense native sand soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand, or re - compaction and moisture conditioning of the bearing surfaces. As discussed in the general section, overexcavation may be required below the footings in some areas to expose competent native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2 -foot -wide footing must be at least 4 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. If this option is chosen, it may be prudent to conduct the excavation/filling work in short sections to greatly reduce the amount of time the excavations need to remain open. This is because some caving of the loose upper soil is possible. The following allowable bearing pressures are appropriate for footings constructed according to the above recommendations: Placed directly on competent, 5,000 native soil or lean -mix concrete placed above the dense native soil Supported on structural fill 2,500 placed above the dense native soil Where: (I) psf Is pounds per square fool A one-third increase in these design bearing pressures may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, or on structural fill up to 5 feet in thickness, will be less than one inch, with differential settlements on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, compact fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: GEOTECH CONSULTANTS, INC_ Seven Hills Properties February XX, 2012 ULTIMATE VALUE Coefficient of Friction 0.50 Passive Earth Pressure 300 pcf Where: (1) pcf Is pounds per cubic foot, and (ii) passive earth pressure Is computed using the equivalent fluid density. JN 12034 Page 8 If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PIPE PILES As discussed in the general section, small diameter steel pipe piles could be used to support the portion of the new bank foundation that is underlain by a layer of loose sand soil. Three- or 4 -inch - diameter pipe piles driven with a 650- or 800- or 1,100 -pound hydraulic jackhammer to the following final penetration rates may be assigned the following compressive capacities. Note: The refusal criteria indicated in the above table are valid only for pipe piles that are installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on the top of the pile during driving. If the piles are installed by alternative methods, such as a vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous load tests to 200 percent of the design capacity would be necessary to substantiate the allowable pile load. The appropriate number of load tests would need to be determined at the time the contractor and installation method are chosen. As a minimum, load tests on 20 percent of the piles is typical where alternative pile installation methods are used. As a minimum, Schedule 40 pipe should be used. The site soils should not be highly corrosive. Considering this, it is our opinion that standard "black" pipe can be used, and corrosion protection, such as galvanizing, is not necessary for the pipe piles. Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may require that shims be used or that beads of welding flux be applied to the outside of the coupler. GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 9 Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill. We recommend using a passive earth pressure of 350 pounds per cubic foot (pcf) for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate passive value. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: PARAMETER VALUE Active Earth Pressure " 35 pcf Passive Earth Pressure 30 pcf Coefficient of Friction 0.50 Soil Unit Weight 135 pcf Where: (1) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from comers or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JN 12034 Page 10 density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofing . Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, (a minimum 12 -inch width of free -draining gravel or a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. SHORING As recommended in the general section, regardless of the type of shoring wall constructed, a catchment wall with a freeboard height of at least 2 feet above the final grade on the uphill side of the wall should be constructed above the northern retaining wall. This catchment freeboard height will need to be maintained to provide adequate protection from any shallow sloughing of near - surface soils upslope of the wall. These recommendations are directed towards protecting the proposed developement and areas downslope from soil only. Trees sometimes accompany even shallow slides as they occur on slopes. Trees can cause significant damage to structures, even GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 11 heavily reinforced concrete walls. Removal of trees from areas above and on steep slopes is a heavily debated issue. While removal of the tree can eliminate the threat of the trunk and branches causing damage to the structure, the healthy root system can provide near -surface soil stabilization benefits. We generally recommend that any unhealthy or undermined trees be removed above the stump. Trees should be evaluated by a professional arborist on a case-by-case basis. The construction of a catchment wall as described above would protect only areas downslope from soil movement, and would not provide protection from trees or other debris. A variety of shoring systems are feasible for use at this site. This section presents design considerations for cantilevered and tied -back soldier -pile walls, and for nailed walls. Since the most suitable choice is primarily dependent on a number of factors under the contractor's control, we suggest that the contractor work closely with the structural engineer during the shoring design. As discussed above, the sensitivity of adjacent buildings and utilities must be considered in the design to reduce the risk of causing settlement of these adjacent elements. Regardless of the system used, all shoring systems will deflect in toward the excavation. Therefore, there is always a risk of noticeable settlement occurring on the ground behind the shoring wall. These risks are reduced, but not entirely eliminated, by using more rigid shoring systems, such as soldier piles. Depending on the required length of tieback anchors, easements may need to be obtained in order to install the anchors onto adjacent properties. The shoring design should be submitted to Geotech Consultants, Inc. for review prior to beginning site excavation. We are available and would be pleased to assist in this design effort. Cantilevered and Tied -Back Soldier Piles Cantilevered and tied -back soldier pile. systems have proven to be an efficient and economical method for providing excavation shoring. Tied -back walls are typically more economical than cantilevered walls where the depth of excavation is greater than 15 feet. Soldier -Pile Installation Soldier -pile walls would be constructed after making planned cut slopes, and prior to commencing the mass excavation, by setting steel H -beams in a drilled hole and grouting the space between the beam and the soil with concrete for the entire height of the drilled hole. We anticipate that the holes could be drilled without casing, but the contractor should be prepared to case the holes or use the slurry method if caving soil is encountered. Excessive ground loss in the drilled holes must be avoided to reduce the potential for settlement on adjacent properties. If water is present in a hole at the time the soldier pile is poured, concrete must be tremied to the bottom of the hole. As excavation proceeds downward, the space between the piles should be lagged with timber, and any voids behind the timbers should be filled with pea gravel, or a slurry comprised of sand and fly ash. Treated lagging is usually required for permanent walls, while untreated lagging can often be utilized for temporary shoring walls. Temporary vertical cuts will be necessary between the soldier piles for the lagging placement. The prompt and careful installation of lagging is important, particularly in loose or caving soil, to maintain the integrity of the excavation and provide safer working conditions. Additionally, care must be taken by the excavator. GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JN 12034 Page 12 to remove no more soil between the soldier piles than is necessary to install the lagging. Caving or overexcavation during lagging placement could result in loss of ground on neighboring properties. Timber lagging should be designed for an applied lateral pressure of 30 percent of the design wall pressure, if the pile spacing is less than three pile diameters. For larger pile spacings, the lagging should be designed for 50 percent of the design load. Soldier -Pile Wall Design Permanent soldier -pile shoring that is cantilevered or restrained by one row of tiebacks, and that has a level backslope, should be designed for an active soil pressure equal to that pressure exerted by an equivalent fluid with a unit weight of 30 pounds per cubic foot (pcf). At the northern side of the site where the slope of approximately 40 degrees is located, the active pressure should increase to 60 pcf. To design northern tied -back shoring with more than one row of tiebacks, we recommend assuming that the lateral active soil pressure on the wall, expressed in pounds per square foot (psf), is equal to 41H, where H is the total height of the excavation in feet. Slopes differing from the 40 degree backslope angle above the shoring walls may also exert additional surcharge pressures. These surcharge pressures may vary from the above recommendations, depending on the configuration of the cut slope and shoring wall. We should review recommendations regarding slope and building surcharge pressures when the preliminary shoring design is completed. It is important that the shoring design provides sufficient working room to drill and install the soldier piles, without needing to make unsafe, excessively steep temporary cuts. Cut slopes should be planned to intersect the backside of the drilled holes, not the back of the lagging. Lateral movement of the soldier piles below the excavation level will be resisted by an ultimate passive soil pressure equal to that pressure exerted by a fluid with a density of 600 pcf. A safety factor of 1.5 should be included in a design of This soil pressure is valid only for a level excavation in front of the soldier pile; it acts on two times the grouted pile diameter. Cut slopes made in front of shoring walls significantly decrease the passive resistance. This includes temporary cuts necessary to install internal braces or rakers. The minimum embedment below the floor of the excavation for cantilever soldier piles should be equal to the height of the "stick-up." Tied -back soldier piles should be embedded no less than 12 feet below the lowest point of the excavation, including footing and utility excavations. The vertical capacity of soldier piles to carry the downward component of the tieback forces will be developed by a combination of frictional shaft resistance along the embedded length and pile end -bearing. Pile Shaft Friction 1,500 psf Pile End -Bearing 20,000 psf GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 . Page 13 Where: (i) psf is pounds per square foot. The above values assume that the excavation is level in front of the soldier pile and that the bottom of the pile is embedded a minimum of 10 feet below the floor of the excavation. For the pile end -bearing to be appropriate, the bottom of the drilled holes must be cleaned of loosened soil. The shoring contractor should be made aware of this, as it may affect their installation procedures. The concrete surrounding the embedded portion of the pile must have sufficient bond and strength to transfer the vertical load from the steel section through the concrete into the soil. TIEBACK ANCHORS General considerations for the design of tied -back or braced soldier -pile walls are presented on Plate 10. We recommend installing tieback anchors at inclinations between 20 and 30 degrees below horizontal. The tieback will derive its capacity from the soil -grout strength developed in the soil behind the no-load zone. The minimum grouted anchor length should be 10 feet. The no-load zone is the area behind which the entire length of each tieback anchor should be located. To prevent excessive loss -of -ground in a drilled hole, the no-load section of the drilled tieback hole should be backfilled with a sand and fly ash slurry, after protecting the anchor with a bond breaker, such as plastic casing, to prevent loads from being transferred to the soil in the no-load zone. The no-load section could be filled with grout after anchor testing is completed. During the design process, the possible presence of foundations or utilities close to the shoring wall must be evaluated to determine if they will affect the configuration and length of the tiebacks. Based on the results of our analyses and our experience at other construction sites, we suggest using an adhesion value of 2,000 psf in the (very dense sand) to design temporary anchors, if the mid -point of the grouted portion of the anchor is more than 10 feet below the overlying ground surface. This value applies to non -pressure - grouted anchors. Pressure -grouted or post -grouted anchors can often develop adhesion values that are two to three times higher than that for non -pressure - grouted anchors. These higher adhesion values must be verified by load testing. Soil conditions, soil -grout adhesion strengths, and installation techniques typically vary over any site. This sometimes results in adhesion values that are lower than anticipated. Therefore, we recommend substantiating the anchor design values by load -testing all tieback anchors. At least two anchors in each soil type encountered should be performance -tested to 200 percent of the design anchor load to evaluate possible anchor creep. Wherever possible, the no-load section of these tiebacks should not be grouted until the performance tests are completed. Unfavorable results from these performance tests could require increasing the lengths of the tiebacks. The remaining anchors should be proof -tested to at least 135 percent of their design value before being 'locked off." After testing, each anchor should be locked off at a prestress load of 80 to 100 percent of its design load. GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JN 12034 Page 14 If caving or water -bearing soil is encountered, the installation of tieback anchors will be hampered by caving and soil flowing into the holes. It will be necessary to case the holes, if such conditions are encountered. Alternatively, the use of a hollow - stem auger with grout pumped through the stem as the auger is withdrawn would be satisfactory, provided that the injection pressure and grout volumes pumped are carefully monitored. All drilled installations should be grouted and backfilled immediately after drilling. No drilled holes should be left open overnight. Soil Nailing Soil nailing is a relatively new shoring system where closely spaced, tieback anchors (nails) are grouted into drilled holes in the cut face as the excavation proceeds, thereby reinforcing the cut face. More anchors are required for this system than for conventional systems, but steel soldier piles and timber lagging are eliminated. The anchored or nailed system essentially operates as a reinforced soil wall or a gravity wall, with the nails tying the soil mass together. We recommend that an allowable adhesion value of 2,000 pounds per square foot (psf) be used for the design of the soil nails. Due to the steep nature of the northern slope, the initial, upper row of anchors should be placed before any cuts into the slope are made. Then, 4- to 6 -foot vertical cuts may be made in the shoring area followed immediately by the placement of anchors. The cut face is then covered with a wire mesh, and shotcrete is placed over the mesh and soil face. Generally, no temporary, unsupported excavations for soil -nail walls should be allowed to stand longer than 12 hours without the acceptance of the geotechnical engineer. Once the shotcrete has hardened, the excavation again proceeds and the nails are placed. A geotextile drainage composite must be placed over the face of the cut prior to shotcreting to prevent buildup of hydrostatic pressures behind the shotcrete facing. As the excavation progresses downward, the drainage composite strips are extended, until reaching the base of the excavation, where weep holes are placed through the shotcrete to be tied into an acceptable conveyance system. Because soil nails are passive elements (they are not pre -stressed as tiebacks are), soil -nail walls will typically deflect more than a soldier -pile wall. This involves more risk of causing damage to adjoining utilities, streets, and other on -grade elements. The shoring designer should provide an estimate of the lateral deflection that is anticipated for the soil nail wall. Caving of loose or granular soils, or in zones of seepage, can require that the shoring contractor modify their installation techniques. This can increase the cost and time necessary to install the nailed wall. We recommend that the shoring contractor be consulted regarding potential difficulties and modifications that can occur during the construction of a soil -nailed wall. This adhesion value should be substantiated by load -testing at least two anchors in each soil type to at least 200 percent of their design capacity, prior to installing production anchors. During shoring construction, at least 5 percent of the production anchors should be proof -tested to 130 percent of the design anchor capacity. GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JN 12034 Page 15 The shoring designer will likely utilize on of several commercially available computer programs to design the nailed walls. We recommend that the following soil strength parameters be used in the nail wall design: Soil Type moist unit Effective Internal Friction Effective Cohesion (psf). Weight (pct) Angle (degrees) MediumDnative sand (upp ense The shoring designer must take into consideration the steepness of the northern slope and the need for 2 feet of catchment. Consideration of the loose condition of the near -surface soils must also considered in the design and construction of the system. Excavation and Shorinq Monitoring As with any shoring system, there is a potential risk of greater -than -anticipated movement of the shoring and the ground outside of the excavation. This can translate into noticeable damage of surrounding on -grade elements, such as foundations and slabs. Therefore, we recommend making an extensive photographic and visual survey of the project vicinity, prior to demolition activities, installing shoring or commencing excavation. This documents the condition of buildings, pavements, and utilities in the immediate vicinity of the site in order to avoid, and protect the owner from, unsubstantiated damage claims by surrounding property owners. Additionally, the shoring walls should be monitored during construction to detect soil movements. To monitor their performance, we recommend establishing a series of survey reference points to measure any horizontal deflections of the shoring system. Control points should be established at a distance well away from the walls and slopes, and deflections from the reference points should be measured throughout construction by survey methods. At least four points should be established on top of the shoring wall and should be monitored during construction. Additionally, benchmarks installed on any surrounding buildings should be monitored for at least vertical movement. We suggest taking the readings at least once a week, until it is established that no deflections are occurring. The initial readings for this monitoring should be taken before starting any demolition or excavation on the site. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop the native soils underlying the surface of the site, or on structural fill, or on previously placed fill that has been re -compacted. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of gravel or crushed rock that has a fines content GEOTECH CONSULTANTS, INC. even Hills Properties JN 12034 E�bruary XX, 2012 Page 16 (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the ;;No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, have been used in the past, but are now recommending a minimum 10 -mil thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI; is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8 -inch -minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up, through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and 'other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. We recommend proof -rolling slab areas with a heavy truck or a large piece of construction equipment prior to slab construction. Any soft areas encountered during proof -rolling should be excavated and replaced with select, imported structural fill. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the dense to very dense sand soil at the subject site would generally be classified as Type A. Therefore, temporary cut slopes greater than 4 feet in GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 17 height should not be excavated at an inclination steeper than 0.75:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand or loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All new permanent cuts into native soil should be inclined no steeper than 1.5:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important .for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Any disturbance to the existing slope outside of the project limits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed on the slope, and this may require the off-site disposal of any surplus soil. DRAINAGE CONSIDERATIONS We anticipate that permanent foundation walls will be constructed against the shoring walls. Where this occurs, a plastic -backed drainage composite, such as Miradrain, Battledrain, or similar, should be placed against the entire surface of the shoring prior to pouring the foundation wall. Weep pipes located no more than 6 feet on -center should be connected to the drainage composite and poured into the foundation walls or the perimeter footing. A footing drain installed along the inside of the perimeter footing will be used to collect and carry the water discharged by the weep pipes to the storm system. Isolated zones of moisture or seepage can still reach the permanent wall where groundwater finds leaks or joints in the drainage composite. This is often an acceptable risk in unoccupied below -grade spaces, such as parking garages. However, formal waterproofing is typically necessary in areas where wet conditions at the face of the permanent wall will not be tolerable. If this is a concern, the permanent drainage and waterproofing system should be designed by a specialty consultant familiar with the expected subsurface conditions and proposed construction. GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February XX, 2012 Page 18 Footing drains placed inside the building or behind backfilled walls should consist of 4 -inch, perforated PVC pipe surrounded by at least 6 inches of 1 -inch -minus, washed rock wrapped in a non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest .point, a perforated pipe invert should be at least 6 inches below the level of a crawl space or the bottom of a floor slab, and it should be sloped slightly for drainage. Plate 9 presents typical considerations for footing drains. All roof and surface water drains must be kept separate from the foundation drain system. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. No groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: LOCATION OF FILL MINIMUM RELATIVE '. PLACEMENT COMPACTION ..slabs or walkways GEOTECH CONSULTANTS. INC. Seven Hills Properties February XX, 2012 Filled slopes and behind 90% retaining walls 95% for upper 12 inches of Beneath pavements subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). JN 12034 Page 19 The sand soil at the site could very likely be used as structural fill provided it does not contain organics and/or is not excessively wet. The sand Will need to be compacted using vibratory equipment, preferably large equipment. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed development from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The use of a catchment wall will deter such movement from reaching the development. This report has been prepared for the exclusive use of Seven Hills Properties, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JN 12034 Page 20 described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 8 Test Boring Logs Plate 9 Typical Footing Drain Detail Plate 10 Tied -Back Shoring Detail We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. Jason L. Hinds Geotechnical Engineer GEOTECH CONSULTANTS, INC. Seven Hills Properties February XX, 2012 JLH/DRW: jyb D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. JN 12034 Page 21 COMM CITY Stormwater Site Plan Report ITN APPLICABLE v9JATER CODE ¢ate. / �. wKtoof sccl) As Sim 04w 4 Phis '6TAIL*JKV- 90140 �Ot�'t�hs $me?"Xq iw u m stolewNrtivo Oro MW Lto G1Zimricew ftw Is Nps' cm x- eD swi FOR Starbucks 9801 Edmonds Way Edmonds, WA Gul VA 25385 L CG Engineering Project No. 14108.20 March 2015 C � ENGINEERING 250 4th Avenue S, Suite 200 Edmonds, WA 98020 (425) 778-8500 STREET FILE 'evlslm RIESU M . MAR 0 3 2019 BUILDING DEPARTMENT CITY OF EDMONDS Stormwater Site Plan Report CG Project #14108.20 Table of Contents Section 1: Project Overview Section 2: Existing Conditions Section 3: Conditions and Requirements Summary Section 4: Off -Site Analysis Section 5: Drainage Design. / Permanent Stormwater Control Plan Section 6: SWPPP Narrative Section 7: Special Reports and Studies Section 8: Other Permits Section 9: Operations and Maintenance Manual C C 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Section 1: Project Overview Section 1 Summary Narrative Vicinity Map/Aerial Photograph The proposed project is a 2,700 square foot Starbucks restaurant located at 9801 Edmonds Way, Edmonds, Washington. The work area is 0.318 acres, but this project is part of a larger development on a 1.34 acre parcel which includes the neighboring Walgreens store. Project activities will include construction of the building, parking, landscaping, and utilities. In its existing condition, the site is partially developed. There is already a 14490 square foot Walgreens store and associated parking on the site. The area where the Starbucks will be built is already cleared with existing concrete demolished. There are utility stubs on the site. In the developed condition, the project will add a building with a footprint of approximately 0.062 acres, 0.166 acres of sidewalks and parking, and 0.09 acres of landscaping. The stormwater will be handled using a new bioswale and the existing StormTech Chamber constructed for the Walgreens. The StormTech Chamber was designed to infiltrate 100% of the runoff from the Walgreens and the bank that was originally going to be constructed on the site. The codes referenced in the design of this project were the City of Edmonds Stormwater Code Supplement and the Department of Ecology Stormwater Management Manual for Western Washington, henceforth referred to in this report as Stormwater Supplement and Stormwater Manual, respectively. This report is based on the steps recommended in the Stormwater Supplement. It was determined that the project is required to address Minimum Requirements 1 through 11. In the following sections, this report will discuss existing conditions, off-site conditions, drainage design, stormwater control, erosion control, special reports, permits, and maintenance for the proposed project. 4. 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING C �L' ci: �e p I Nal ,tore, greensV Edmonds A -F, • Edmo d`s�W�yiv _ _�"--' -_ y, t _ . _ ` � f � ,t I (i•�ri � h "r`��G �ofr. � a, ": {y � ' •- ,9 � . , A• 6� Edmonds Smake Shop Q,, V `• �- r Stormwater Site Plan Report CG Project #14108.20 Section 2: Existing Conditions Summary Section 11 Summary Narrative Site Survey (11 x17) The proposed site is located just off Edmonds Way in Edmonds, WA. It is a 1.34 acre parcel that is partially developed, with a 14490 square foot retail building, parking, landscaping, and utilities located on the property. The existing site primarily has low slopes of up to 5%, with one steep slope on the northwest portion of the property. Surficial soils primarily consist of till. A detailed geotechnical report is provided in Section 7. The site is bordered by commercial buildings on the east and west, Edmonds Way to the south, and a residential neighborhood to the north. C G 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Section 3: Conditions and Requirements Summary The proposed project requires a Full Stormwater Site Plan. The site plan meets the following minimum requirements as specified by the Stormwater Supplement. Minimum Requirement #1: Preparation of Stormwater Site Plan Narrative Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) narrative Minimum Requirement #3: Source control of pollution Minimum Requirement #4: Preservation of natural drainage systems and outfalls Minimum Requirement #5: On-site stormwater management Minimum Requirement#6: Runoff treatment Minimum Requirement #7: Flow control Minimum Requirement #8: Wetland Protection Minimum Requirement #9: Operation and Maintenance Minimum Requirement #10: Offsite Analysis and Mitigation Minimum Requirement #11: Financial Liability C C 2504 th Ave South, Suite 200 Z — Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Section 4: Off Site Analysis and Mitigation The proposed project is located in the Edmonds Way watershed, which empties into the Puget Sound. Figure 4.1: City of Edmonds Basin Map The upstream and downstream features were investigated on-site by the project engineer. The site takes some runoff from the north. Prior to construction of the Walgreens this run off entered the site as sheet flow. A conveyance pipe was installed to bypass the upstream flow to the public storm system on Edmonds Way. The existing Walgreens site infiltrates 100% of its runoff on-site using a StormTech Chamber, trench, and several rain gardens. Runoff from the Starbucks will be fully infiltrated as well using a bioswale and the existing infiltration facilities. It is expected that no runoff will leave the site. 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Section 5: Drainage Design / Permanent Stormwater Control Plan Section V Summary Existing Site Hydrology Developed Site Hydrology Performance Standards Flow Control System Water Quality System A. Existing Site Hydrology. The area being considered is the entire site as represented in the Existing Conditions Summary (Section 2). The entire site including the Walgreens was modeled to ensure adequate infiltration of runoff from the new and existing impervious areas. The site was modeled as flat till forest and steep till forest for the WWHM calculations. This is due to the requirement to match the historic durations of the site to the developed durations from the site; via flow control measures described in Part C of this chapter. WWHM reports for existing and developed conditions are included at the end of this chapter. Pervious Area Steep Forest: 0.304 acres Flat Forest: 1.038 acres Total: 1.342 acres Peak flows for the predeveloped site were as follows: 100 year 0.0464 cfs 50 year 0.0420 cfs 25 year 0.0373 cfs 10 year 0.0304 cfs 5 year 0.0246 cfs 2 year 0.0154 cfs B. Developed Site Hydrology. For the developed condition the entire site was modeled as one basin. Pervious areas were modeled as till. All landscaping was modeled as flat lawn. The StormTech Chamber was modeled using the same input parameters used in the original Walgreens design. Pervious Areas Steep Forest: 0.141 acres Landscaping: 0.141 acres Total: 0.282 acres Impervious Areas Buildings: 0.395 acres 4 2504 1h Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Pavement: 0.665 acres Total: 1.06 acres Peak flows (prior to infiltration) were as follows: 100 year 0.6100 cfs 50 year 0.5388 cfs 25 year 0.4714 cfs 10 year 0.3869 cfs 5 year 0.3246 cfs 2 year 0.2382 cfs C. Performance Standards: This project is required to meet Minimum Requirements 5, 6 and 7 for on site stormwater management, runoff treatment and flow control as outlined by the Stormwater Supplement. Specifically for this site, we will meet the duration standard and the Basic Water Quality Treatment Menu. On-site Stormwater Management is met through full infiltration of all runoff, and by providing compost amended soil in all disturbed pervious areas per the requirements of BMP T5.13 in the Stormwater Manual, Volume V, Chapter 5. D. Flow Control System: Stormwater from the site will be routed through catch basins and site grading to a bioretention cell located just north of the Starbucks building and to the StormTech Chamber on the Walgreens property. The bioretention cell will have a bottom area of 64 ft. by 13 ft. with 3:1 side slopes. It will be 2 ft. deep with a maximum ponding depth of 1 ft. Two overflow risers will connect to the existing infiltration system on the Walgreens site. The bioretention cell was modeled in WWHM3 using an infiltration rate of 6 in/hr per the methods outlined in the LID Technical Guidance Manual for Puget Sound. Peak flows (with infiltration) were as follows: 100 year 0 cfs 50 year 0 cfs 25 year 0 cfs 10 year 0 cfs 5 year 0 cfs 2 year 0 cfs In addition to meeting the flow duration standard (as indicated in the included WWHM output, the City of Edmonds also requires that peak flows not exceed 0.07, 0.14, and 0.33 cfs per acre of impervious surface for the 2, 10, and 100 year storms respectively. As seen in the table above, the project is well under these requirements. E. Water Quality System: G 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 The project will add 0.255 acres of pollution -generating impervious surfaces, well over the 5,000 -square foot threshold that triggers the requirement. The following table summarizes the added pollution -generating area compared with the bank site that the infiltration system was designed for: ITEM Originally Currently Proposed Change from Proposed w/ Bank w/ Starbucks Originally Proposed Total impervious 17,227 15,461 -1,766 area (ft') Total pervious area 2,154 3,920 +1,766 (ft2) Total pollutioin 12,102 11,124 -978 generating impervious area (ft) This site requires basic treatment. Infiltration via the bioretention cell will meet this requirement. The bioretention cell will be amended with an approved engineered bioretention soil media as outlined in the LID Technical Guidance Manual for Puget Sound. Calculations and a summary sheet are included in this section. F. Conveyance System Design The stormwater from the parking lot will be conveyed to the StormTech Chamber using PVC pipes, which have been sized in this section. Runoff from the drive-through will flow as sheet flow into the bioretention cell. Roof downspouts and footing drains will tie into a 6" PVC conveyance pipe and discharge to the bioretention cell. Calculations for the conveyance design were performed using the Rational Method for the 25 -Year, 24 -Hour Storm. All conveyance pipes were sized to match the worst condition, which is the pipe from catch basin 2 to catch basin 3. C C 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Western Washington Hydrology Model PROJECT REPORT Project Name:' FullBioswale Site Address: City Report Date : 7/23/2014 Gage Everett Data Start . 1948/10/01 Data End 1997/09/30 Precip Scale: 0.80 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres C, Forest, Flat 1.038 C, Forest, Steep .304 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat .051 C, Forest, Steep .141 Impervious Land Use Acres ROOF TOPS FLAT 0.333 PARKING FLAT 0.435 Groundwater Element Flows To: Surface Interflow Groundwater Existing Infiltration Chamber, Existing Infiltration Chamber, Name Existing Infiltration Chamber Bottom Length: 66.08ft. Bottom Width : 15.75ft. Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 0.5 Pour Space of material for first layer : 0.4 Material thickness of second layer : 2.53 Pour Space of material for second layer : 0.7 Material thickness of third layer : 2 Pour Space of material for third layer : 0.4 Infiltration On Infiltration rate : 20 Infiltration saftey factor : 0.5 Wetted surface area On Discharge Structure Riser Height: 4.93 ft. Riser Diameter: 3 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Area(acr)yolume(acr-ft) Dschrg(cfs) Infilt(cfs) _Stage(ft) 0.000 0.024 0.000 0.000 0.000 0.056 0.024 0.001 0.000 0.243 0.112 0.024 0.001 0.000 0.245 0.168 0.024 0.002 0.000 0.247 0.224 0.024 0.002 0.000 0.249 0.279 0.024 0.003 0.000 0.252 0.335 0.024 0.003 0.000 0.254 0.391 0.024 0.004 0.000 0.256 0.447 0.024 0.004 0.000 0.258 0.503 0.024 0.005 0.000 0.260 0.559 0.024 0.006 0.000 0.262 0.615 0.024 0.007 0.000 0.264 0.671 0.024 0.008 0.000 0.266 0.727 0.024 0.009 0.000 0.268 0.782 0.024 0.010 0.000 0.271 0.838 0.024 0.011 0.000 0.273 0.894 0.024 0.012 0.000 0.275 0.950 0.024 0.013 0.000 0.277 1.006 0.024 0.014 0.000 0.279 1.062 0.024 0.015 0.000 0.281 1.118 0.024 0.015 0.000 0.283 1.174 0.024 0.016 0.000 0.285 1.230 0.024 0.017 0.000 0.288 1.285 0.024 0.018 0.000 0.290 1.341 0.024 0.019 0.000 0.292 1.397 0.024 0.020 0.000 0.294 1.453 0.024 0.021 0.000 0.296 1.509 0.024 0.022 0.000 0.298 1.565 0.024 0.023 0.000 0.300 1.621 0.024 0.024 0.000 0.302 1.677 0.024 0.025 0.000 0.304 1.733 0.024 0.026 0.000 0.307 1.788 0.024 0.027 0.000 0.309 1.844 0.024 0.028 0.000 0.311 1.900 0.024 0.029 0.000 0.313 1.956 0.024 0.030 0.000 0.315 2.012 0.024 0.030 0.000 0.317 2.068 0.024 0.031 0.000 0.319 2.124 0.024 0.032 0.000 0.321 2.180 0.024 0.033 0.000 0.324 2.236 0.024 0.034 0.000 0.326 2.291 0.024 0.035 0.000 0.328 2.347 0.024 0.036 0.000 0.330 2.403 0.024 0.037 0.000 0.332 2.459 0.024 0.038 0.000 0.334 2.515 0.024 0.039 0.000 0.336 2.571 0.024 0.040 0.000 0.338 2.627 0.024 0.041 0.000 0.340 2.683 0.024 0.042 0.000 0.343 2.739 0.024 0.043 0.000 0.345 2.794 0.024 0.044 0.000 0.347 2.850 0.024 0.044 0.000 0.349 2.906 0.024 0.045 0.000 0.351 2.962 0.024 0.046 0.000 0.353 3.018 0.024 0.047 0.000 0.355 3.074 0.024 0.048 0.000 0.357 3.130 0.024 0.048 0.000 0.360 3.186 0.024 0.049 0.000 0.362 3.242 0.024 0.049 0.000 0.364 3.297 0.024 0.050 0.000 0.366 3.353 0.024 0.051 0.000 0.368 3.409 0.024 0.051 0.000 0.370 3.465 0.024 0.052 0.000 0.372 3.521 0.024 0.052 0.000 0.374 3.577 0.024 0.053 0.000 0.376 3.633 0.024 0.053 0.000 0.379 3.689 0.024 0.054 0.000 0.381 3.745 0.024 0.054 0.000 0.383 3.800 0.024 0.055 0.000 0.385 3.856 0.024 0.055 0.000 0.387 3.912 0.024 0.056 0.000 0.389 3.968 0.024 0.056 0.000 0.391 4.024 0.024 0.057 0.000 0.393 4.080 0.024 0.057 0.000 0.396 4.136 0.024 0.058 0.000 0.398 4.192 0.024 0.059 0:000 0.400 4.248 0.024 0.059 0.000 0.402 4.303 0.024 0.060 0.000 0.404 4.359 0.024 0.060 0.000 0.406 4.415 0.024 0.061 0.000 0.408 4.471 0.024 0.061 0.000 0.410 4.527 0.024 0.062 0.000 0.413 4.583 0.024 0.062 0.000 0.415 4.639 0.024 0.063 0.000 0.417 4.695 0.024 0.063 0.000 0.419 4.751 0.024 0.064 0.000 0.421 4.806 0.024 0.064 0.000 0.423 4.862 0.024 0.065 0.000 0.425 4.918 0.024 0.065 0.000 0.427 4.974 0.024 0.066 0.023 0.429 Name Basin 2 Bypass: No Groundwater: No Pervious Land Use Acres C, Lawn, Flat .09 Impervious Land Use Acres ROOF TOPS FLAT 0.062 SIDEWALKS FLAT 0.014 PARKING FLAT 0.216 Element Flows To: Surface Interflow Groundwater Bioretention Cell, Bioretention Cell, Name Bioretention Cell Bottom Length: 64ft. Bottom Width : 13ft. Trench bottom slope 1: 0.000000000001 To 1 Trench Left side slope 0: 3 To 1 Trench right side slope 2: 3 To 1 Material thickness of first layer : 1 Pour Space of material for first layer 0.4 Material thickness of second layer : 1 Pour Space of material for second layer 1 Material thickness of third layer : 0 Pour Space of material for third layer Infiltration On Infiltration rate : 6 Infiltration saftey factor 1 Wetted surface area On Discharge Structure Riser Height: 0.99 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr)yolume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.019 0.000 0.000 0.000 0.011 0.019 0.000 0.000 0.116 0.022 0.019 0.000 0.000 0.116 0.033 0.019 0.000 0.000 0.117 0.044 0.019 0.000 0.000 0.117 0.056 0.020 0.000 0.000 0.117 0.067 0.020 0.001 0.000 0.118 0.078 0.020 0.001 0.000 0.118 0.089 0.020 0.001 0.000 0.118 0.100 0.020 0.001 0.000 0.118 0.111 0.020 0.001 0.000. 0.119 0.122 0.020 0.001 0.000 0.119 0.133 0.020 0.001 0.000 0.119 0.144 0.020 0.001 0.000 0.120 0.156 0.020 0.001 0.000 0.120 0.167 0.021 0.001 0.000 0.120 0.178 0.021 0.001 0.000 0.121 0.189 0.021 0.002 0.000 0.121 0.200 0.021 0.002 0.000 0.121 0.211 0.021 0.002 0.000 0.122 0.222 0.021 0.002 0.000 0.122 0.233 0.021 0.002 0.000 0.122 0.244 0.021 0.002 0.000 0.123 0.256 0.021 0.002 0.000 0.123 0.267 0.021 0.002 0.000 0.123 0.278 0.022 0.002 0.000 0.124 0.289 0.022 0.002 0.000 0.124 0.300 0.022 0.002 0.000 0.124 0.311 0.022 0.003 0.000 0.125 0.322 0.022 0.003 0.000 0.125 0.333 0.022 0.003 0.000 0.125 0.344 0.022 0.003 0.000 0.126 0.356 0.022 0.003 0.000 0.126 0.367 0.022 0.003 0.000 0.126 0.378 0.022 0.003 0.000 0.127 0.389 0.023 0.003 0.000 0.127 0.400 0.023 0.003 0.000 0.127 0.411 0.023 0.003 0.000 0.128 0.422 0.023 0.004 0.000 0.128 0.433 0.023 0.004 0.000 0.128 0.444 0.023 0.004 0.000 0.129 0.456 0.023 0.004 0.000 0.129 0.467 0.023 0.004 0.000 0.129 0.478 0.023 0.004 0.000 0.130 0.489 0.023 0.004 0.000 0.130 0.500 0.024 0.004 0.000 0.130 0.511 0.024 0.004 0.000 0.131 0.522 0.024 0.004 0.000 0.131 0.533 0.024 0.005 0.000 0.131 0.544 0.024 0.005 0.000 0.132 0.556 0.024 0.005 0.000 0.132 0.567 0.024 0.005 0.000 0.132 0.578 0.024 0.005 0.000 0.133 0.589 0.024 0.005 0.000 0.133 0.600 0.024 0.005 0.000 0.133 0.611 0.024 0.005 0.000 0.134 0.622 0.025 0.005 0.000 0.134 0.633 0.025 0.006 0.000 0.134 0.644 0.025 0.006 0.000 0.135 0.656 0.025 0.006 0.000 0.135 0.667 0.025 0.006 0.000 0.135 0.678 0.025 0.006 0.000 0.136 0.689 0.025 0.006 0.000 0.136 0.700 0.025 0.006 0.000 0.136 0.711 0.025 0.006 0.000 0.137 0.722 0.025 0.006 0.000 0.137 0.733 0.026 0.007 0.000 0.137 0.744 0.026 0.007 0.000 0.138 0.756 0.026 0.007 0.000 0.138 0.767 0.026 0.007 0.000 0.138 0.778 0.026 0.007 0.000 0.139 0.789 0.026 0.007 0.000 0.139 0.800 0.026 0.007 0.000 0.139 0.811 0.026 0.007 0.000 0.140 0.822 0.026 0.007 0.000 0.140 0.833 0.026 0.008 0.000 0.140 0.844 0.027 0.008 0.000 0.141 0.856 0.027 0.008 0.000 0.141 0.867 0.027 0.008 0.000 0.141 0.878 0.027 0.008 0.000 0.142 0.889 0.027 0.008 0.000 0.142 0.900 0.027 0.008 0.000 0.143 0.911 0.027 0.008 0.000 0.143 0.922 0.027 0.009 0.000 0.143 0.933 0.027 0.009 0.000 0.144 0.944 0.027 0.009 0.000 0.144 0.956 0.028 0.009 0.000 0.144 0.967 0.028 0.009 0.000 0.145 0.978 0.028 0.009 0.000 0.145 0.989 0.028 0.009 0.000 0.145 1.000 0.028 0.009 0.015 0.146 MITIGATED LAND USE Flow Frequency Return Period 2 year 5 year 10 year 25 year 50 year. 100 year Flow Frequency Return Period 2 year 5 year 10 year 25 year 50 year 100 year ANALYSIS RESULTS Return Periods for Predeveloped. POC #1 Flow (cfs) 0.01539 0.024616 0.030449 0.037314 0.04203 0.046411 Return Periods for Flow (cfs) 0 0 0 0 0 0 Mitigated. POC #1 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.001 0.000 1951 0.020 0.000 1952 0.013 0.000 earl n nin n nnn 1954 0.010 0.000 1955 0.016 0.000 1956 0.030 0.000 1957 0.019 0.000 1958 0.025 0.000 1959 0.019 0.000 1960 0.016 0.000 1961 0.016 0.000 1962 0.017 0.000 1963 0.009 0.000 1964 0.015 0.000 1965 0.016 0.000 1966 0.014 0.000 1967 0.008 0.000 1968 0.024 0.000 1969 0.022 0.000 1970 0.011 0.000 1971 0.012 0.000 1972 0.020 0.000 1973 0.018 0.000 1974 0.008 0.000 1975 0.014 0.000 1976 0.012 0.000 1977 0.013 0.000 1978 0.004 0.000 1979 0.011 0.000 1980 0.028 0.000 1981 0.012 0.000 1982 0.013 0.000 1983 0.018 0.000 1984 0.013 0.000 1985 0.015 0.000 1986 0.024 0.000 1987 0.062 0.000 1988 0.020 0.000 1989 0.013 0.000 1990 0.011 0.000 1991 0.014 0.000 1992 0.016 0.000 1993 0.011 0.000 1994 0.008 0.000 1995 0.006 0.000 1996 0.013 0.000 1997 0.036 0.000 1998 0.070 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0705 0.0000 2 0.0622 0.0000 3 0.0364 0.0000 4 0.0298 0.0000 5 0.0281 0.0000 6 0.0248 0.0000 7 0.0237 0.0000 8 0.0236 0.0000 9 0.0216 0.0000 10 0.0205 0.0000 11 0.0204 0.0000 12 0.0196 0.0000 13 0.0195 0.0000 14 0.0190 0.0000 15 0.0183 0.0000 16 0.0182 0.0000 17 0.0167 0.0000 18 0.0164 0.0000 19 0.0164 0.0000 20 0.0163 0.0000 21 0.0163 0.0000 22 0.0160 0.0000 �� n ()i [;I n nnnn 0.0146 0.0000 0.0144 0.0000 0.0139 0.0000 0.0137 0.0000 0.0135 0.0000 0.0133 0.0000 0.0130 0.0000 0.0130 0.0000 0.0129 0.0000 0.0126 0.0000 0.0122 0.0000 0.0118 0.0000 0.0116 0.0000 0.0110 0.0000 0.0109 0.0000 0.0108 0.0000 0.0106 0.0000 0.0101 0.0000 0.0096 0.0000 0.0092 0.0000 0.0079 0.0000 0.0077 0.0000 0.0076 0.0000 0.0063 0.0000 0.0040 0.0000 0.0013 0.0000 POC #1 The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0077 3727 0 0 Pass 0.0080 3394 0 0 Pass 0.0084 3114 0 0 Pass 0.0087 2847 0 0 Pass 0.0091 2623 0 0 Pass 0.0094 2419 0 0 Pass 0.0098 2217 0 0 Pass 0.0101 2020 0 0 Pass 0.0105 1861 0 0 Pass 0.0108 1690 0 0 Pass 0.0112 1556 0 0 Pass 0.0115 1436 0 0 Pass 0.0119 1318 0 0 Pass 0.0122 1212 0 0 Pass 0.0126 1113 0 0 Pass 0.0129 1023 0 0 Pass 0.0132 953 0 0 Pass 0.0136 882 0 0 Pass 0.0139 804 0 0 Pass 0.0143 751 0 0 Pass 0.0146 698 0 0 Pass 0.0150 651 0 0 Pass 0.0153 613 0 0 Pass 0.0157 575 0 0 Pass 0.0160 543 0 0 Pass 0.0164 513 0 0 Pass 0.0167 475 0 0 Pass 0.0171 451 0 0 Pass 0.0174 418 0 0 Pass 0.0178 393 0 0 Pass 0.0181 368 0 0 Pass 0.0184 345 0 0 Pass 0.0188 323 0 0 Pass 0.0191 297 0 0 Pass 0.0195 285 0 0 Pass 0.0198 264 0 0 Pass 0.0202 257 0 0 Pass 0.0205 246 0 0 Pass n n1)no 7A1 n n ID, ,n 0.0212 229 0 0 Pass 0.0216 221 0 0 Pass 0.0219 213 0 0 Pass 0.0223 208 0 0 Pass 0.0226 201 0 0 Pass 0.0230 187 0 0 Pass 0.0233 175 0 0 Pass 0.0236 157 0 0 Pass 0.0240 151 0 0 Pass 0.0243 143 0 0 Pass 0.0247 137 0 0 Pass 0.0250 130 0 0 Pass 0.0254 128 0 0 Pass 0.0257 126 0 0 Pass 0.0261 125 0 0 Pass 0.0264 121 0 0 Pass 0.0268 119 0 0 Pass 0.0271 117 0 0 Pass 0.0275 113 0 0 Pass 0.0278 112 0 0 Pass 0.0282 109 0 0 Pass 0.0285 108 0 0 Pass 0.0289 106 0 0 Pass 0.0292 104 0 0 Pass 0.0295 103 0 0 Pass 0.0299 99 0 0 Pass 0.0302 99 0 0 Pass 0.0306 97 0 0 Pass 0.0309 96 0 0 Pass 0.0313 96 0 0 Pass 0.0316 93 0 0 Pass 0.0320 91 0 0 Pass 0.0323 90 0 0 Pass 0.0327 89 0 0 Pass 0.0330 85 0 0 Pass 0.0334 83 0 0 Pass 0.0337 82 0 0 Pass 0.0341 80 0 0 Pass 0.0344 78 0 0 Pass 0.0347 76 0 0 Pass 0.0351 72 0 0 Pass 0.0354 72 0 0 Pass 0.0358 70 0 0 Pass 0.0361 68 0 0 Pass 0.0365 64 0 0 Pass 0.0368 64 0 0 Pass 0.0372 62 0 0 Pass 0.0375 61 0 0 Pass 0.0379 61 0 0 Pass 0.0382 61 0 0 Pass 0.0386 59 0 0 Pass 0.0389 59 0 0 Pass 0.0393 59 0 0 Pass 0.0396 57 0 0 Pass 0.0399 56 0 0 Pass 0.0403 55 0 0 Pass 0.0406 55 0 0 Pass 0.0410 55 0 0 Pass 0.0413 53 0 0 Pass 0.0417 53 0 0 Pass 0.0420 53 0 0 Pass Water Quality BMP Flow and volume for POC 1. on-line facility volume: 0 acre-feet on-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. Rational Method - Developed Conditions for: Starbucks Edmonds Way Conveyance - Parldng Lot Q = Ca,giA Tc = 6.00 (assumed, since all pipe flow) Dense Forest Light Forest Pasture Lawns Gravel Pavement & Roofs Open Waterl Otherl Area (ac) C Cavg 0.84 0.10 0.15 0.20 0.01 0.25 0.80 1 0.073 0.90 1.00 1 0.00 Total Area (A) = 0.08 acres i = (Pr)(ir) Pr— total precipitation at the project site for 24 -hr duration storm ii-- unit peak rainfall intensity factor ir= (ar)(TC)^(-br) ar, br= coefficients from Table 3.2. LB of KCSWDM 0r)2= 0.56 i2= 0.838341 Q2= 0.06 (ir)lo= 0.78 ilo= 1.550255 Qto= 0.10 0025= 0.83 its= 2.282527 Qu= 0.15 (ir)loo= 0.84 iloo=l 2.532366 Qtoo= 0.17 Rational Method k5y James "ate 7/14/2014 ENGINEERING Developed Conditions chka Date 250 4th Ave. South Scale N.T.S. Sheet No. Suite 200 Job No. Edmonds, WA 98020 Starbucks Edmonds Way 14108.20 Rational Method - Developed Conditions for: Starbucks Edmonds Way n= 0.013 Conveyance Capacity 0.13 0.40 0.87 4 -inch 6 -inch 8 -inch 10 -inch 12 -inch Slope (ft/ft) 0.19 0.56 1.23 2.20 3.57 0.015 0.23 0.69 1.50 2.69 4.37 0.020 0.27 0.79 1.74 3.11 5.05 0.025 0.30 0.89 1.94 3.47 5.65 0.030 0.33 0.97 2.13 3.81 6.18 0.035 0.36 1.05 2.30 4.11 6.68 0.040 0.38 1.12 2.46 4.39 7.14 0.045 0.40 1.19 2.60 4.66 7.57 0.050 0.43 1.26 2.75 4.91 7.98 0.055 0.45 1.32 2.88 5.15 8.37 0.060 0.47 1.38 3.01 5.38 8.75 0.065 0.49 1.43 3.13 5.60 9.10 0.070 0.50 1.49 3.25 5.81 9.45 0.075 0.52 1.54 3.36 6.02 9.78 0.080 0.54 1.59 3.47 6.21 10.10 0.085 0.56 1.64 3.58 6.40 10.41 0.090 0.57 1.68 3.68 6.59 10.71 0.095 0.59 1.73 3.78 Rational Method 11.01 0.100 BY Jared Date 7/14/2014 Developed Conditions 6.95 C1i1`a nate ENGINEERING scale N.T.S. sheet No. 250 4th Ave. South Suite 200 Job No. 14108.20 Edmonds, WA 98020 Starbucks Edmonds Way 0.005 0.13 0.40 0.87 1.55 2.52 0.010 0.19 0.56 1.23 2.20 3.57 0.015 0.23 0.69 1.50 2.69 4.37 0.020 0.27 0.79 1.74 3.11 5.05 0.025 0.30 0.89 1.94 3.47 5.65 0.030 0.33 0.97 2.13 3.81 6.18 0.035 0.36 1.05 2.30 4.11 6.68 0.040 0.38 1.12 2.46 4.39 7.14 0.045 0.40 1.19 2.60 4.66 7.57 0.050 0.43 1.26 2.75 4.91 7.98 0.055 0.45 1.32 2.88 5.15 8.37 0.060 0.47 1.38 3.01 5.38 8.75 0.065 0.49 1.43 3.13 5.60 9.10 0.070 0.50 1.49 3.25 5.81 9.45 0.075 0.52 1.54 3.36 6.02 9.78 0.080 0.54 1.59 3.47 6.21 10.10 0.085 0.56 1.64 3.58 6.40 10.41 0.090 0.57 1.68 3.68 6.59 10.71 0.095 0.59 1.73 3.78 6.77 11.01 0.100 0.60 1.78 3.88 6.95 11.29 Stormwater Site Plan Report CG Project #14108.20 Section 6: SWPPP Narrative Because the project site is under an acre, a full SWPPP is not required by the Department of Ecology. Erosion control details will be provided consistent with the City of Edmonds and Department of Ecology guidelines. Erosion control plan sheets are provided in full size as a part of the civil drawing set, and in 11 x 17s within this chapter. The measures listed below include the minimum amount of ESC measures that will be necessary on the proposed site during its construction. The contractor shall have one person that shall be designated as the TESC Supervisor for all erosion and sedimentation issues. The TESC Supervisor shall be available 24 hours a day, seven days a week while any area on the site is exposed and not stabilized. This person shall have full authority to make decisions, both managerially and financially, concerning the temporary erosion and sedimentation control measures on this site. If it is apparent during construction that additional measures beyond those listed below and shown on the construction documents are needed, the TESC Supervisor should implement facilities as necessary to properly accommodate. In the descriptions below, dry season refers to May 1 through September 30, and wet season refers to October 1 through April 30. ■ Clearing Limits Clearing and/or grading will take place within the limits indicated on the temporary erosion control plans. Any clearing outside these limits should be approved by the City of Edmonds. ■ Cover Measures It is necessary to cover exposed soils on the site to prevent erosion to the maximum extent practicable and to properly reduce turbidity. Cover measures should be installed upon any area that will remain unworked for more than 7 consecutive working days during the dry season and 2 consecutive working days during the wet season. If a slope of over 3:1 is present during construction, cover measures shall be implemented if the area is to remain unworked for over 12 hours. During construction, the TESC Supervisor shall implement Surface Roughening, Mulching, Jute Matting, Plastic Covering, and any other measures deemed necessary. These facilities should be installed per Volume II of the Stormwater Manual. ■ Perimeter Protection Silt fence will be installed along the downhill perimeter of the site during construction. The minimum extents of this fencing are shown on the Temporary Erosion Control Plans. During the 4W 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 construction period, these fences shall be upgraded as needed for unexpected storm events and modified to account for changing conditions.' ■ Traffic Area Stabilization As the first step during the clearing and grading of the project, a stabilized construction entrance into the area of work should be installed. A construction entrance will be used in order to minimize the sediment that is transported onto paved roads by the construction vehicles. The locations of the construction entrance is shown on the Temporary Erosion Control Plans. ■ Sediment Retention Due to the size, topography, and soil characteristics of the site sediment retention will not be necessary. Silt fences will be implemented to remove sediment from any water leaving the site. ■ Surface Water Collection Surface water will be collected through a catch basin at the southwest portion of the site and directed into the bioretention cell through site grading. No additional collection measures are expected. ■ Dewatering Control It is not expected that dewatering will be necessary on this site. ■ Dust Control Preventative measures shall be taken to minimize the wind transport of soils off of the site. If soil is dry to the point that wind transport is possible, water should be sprayed on exposed soils (0.125 gal/sq yd every 30 minutes). ■ Flow Control Construction flows are not anticipated to have significant impact. The site is under half an acre and it is expected that nearly all stormwater will infiltrate into the ground. 11M 2504 1h Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Section 7: Special Reports and Studies Geotechnical Engineering Report dated June 25, 2013 by Geotech Consultants, Inc. C 4. 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Section 8: Operation and Maintenance Manual The proposed storm system consists of one catch basin that captures on site runoff and routes it through a conveyance pipe to a bioretention cell. Included in this Operation and Maintenance Manual is an 11" x 17" grading and drainage plan sheet showing the location of these facilities on the plan. Please note that this map is generated during the design phase and may not reflect all changes made in permitting and construction. CG Engineering may be contacted for an updated copy of this map once the as -built drawings are completed for the site. Starbucks will be responsible for the maintenance of the on-site storm system per this manual. This manual shall be kept in the Starbucks building's offices. Upon request by the City of Edmonds, it shall be made available for their inspection. During construction the contractor will be the responsible owner of this manual. He will be responsible for providing this manual to the Facilities Manager of the proposed building and contacting CG Engineering to update the contact information in this report. Included in this manual are facility -specific sheets indicating the various maintenance components of the following facilities: Catch Basin: Catch basins are concrete structures with steel grates that collect stormwater runoff from the site and act as junctions for storm conveyance pipes. Conveyance Pipes: Conveyance pipes will route runoff to appropriate locations as shown on the plan sheets. Bioretention Cell: A bioretention cell is located in the middle of the site and will effectively treat and infiltrate 100% of runoff from the site. Curb Cuts: Curb cuts are gaps in the curb surrounding the bioretention cell which allow sheet flow to enter the bioretention cell without the use of catch basins. Facilities shall be inspected for defects listed in the following facility sheets. Most maintenance tasks are generally reactionary to a defect being found, rather than a matter of constant upkeep. It is generally expected that few to none of these defects will be present upon the yearly inspection of each facility. The facility sheets list the potential conditions warranting maintenance and the expected result following any maintenance. Several engineer's notes for specific tasks are provided within the facility sheets. Unless otherwise noted on the facility sheets the maintenance tasks should be performed on an "as needed" basis: (a) when the described defect is visible to whomever performs the yearly inspection, or (b) should any defect become apparent between inspections. C� 11 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 SAMPLE ACTIVITY LOG 2504 th Ave South, Suite 200 —0 Edmonds, WA 98020 ENGINEERING Stormwater Site Plan Report CG Project #14108.20 Maintenance Requirement Sheets 2504 th Ave South, Suite 200 o Edmonds, WA 98020 ENGINEERING a) U) L O co O m a) E N O L Q E ra) �./ / O O CD (6 i m N O O N cu U N ca E 0 N cu ^L` W L O U— _N v O _O u, cn .O c O "O W O co 0) cu (0cu cB a) N ` U O N t cn O w a � o E cn cco E - _n m a N s c a) cm L a) O Cc (_�0 U) m a E � o U � a) N UN Q U a a Z a Q: - Iz f0 C o O .Q C ®�� O Z L � C %0 LU x Q Ol in T /® t.0 fu 4 N '60 ® ~ C L. 7 N y0 L O it n �' V p m ai a f6 O O O t0 D w � E t0 M O 7 N O ao O O e Ln c 0 0 m nN _N v O _O u, cn .O c O "O W O co 0) cu (0cu cB a) N ` U O N t cn O w a � o E cn cco E - _n m a N s c a) cm L a) O Cc (_�0 U) m a E � o U � a) N UN Q U a a Z a O N rn f0 CL T C c0 7 a "O c 0 m - Iz N 00 Un a) o Q0 .Q c ®�� Z ;NN � to 0 CO x Q /® o WW a ® A U. 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E c m m c S m v m 03 E m `o t j ami Ca `- a a) CD E w a) E ai 8 ti_ Y m m E o pC X m o .. p m 0 a) a a) w r) ac E o o m a L E o w U 3 C « O N a) m E N a) w a c o m o o m 0 U p E c a LU d c L rn o H E m m `° g Cti. p.. C O U w a N E c 'v m c V N '� O N2 C N co « « C c m O E mLm. o Cl) m a) y a) Q) m L C Ey 7 a) ~ m N U c C U) a) 0 rn N m m p C .L-. Ti N N m O C p c ` N N a) o w v N pm 3 c c U v a o m '9 ai _ m N a) N U m a) o O L o L Q m @ N a) N ur a vQ o o U �i N N c Y m U d d H Y H O c00 0 d z z z R t t R co W D m Z O Q U LL 0 O m 0 z Q W W w O O r O N CO N T- N N r O � � -0 C N O N N u cu N a> O (1) N U � Q C M C m 7 d C 0 m PLANNING DATA STREET FILE -- Signs -- Name: -� dam. --. Date: T 13 - i s- Site Address: / LD-20 Plan Check #: BLD-204f- 31— 3s— Project Description: Project / Reduced Site Plan Provided: 6E)/ NO) Zoning: L AA Comprehensive Plan Designation: tL)e_S . n� D vv� r"k r C e C Map Page: Corner Lot: (YES / Flag L t: (YES / ADB File # (or date waived): TOTAL Area Type of Si n ..... ..::: ... Allowed in Matrix Allowed TOTAL sign area Proposed Type of Sign zone? conditions area per Unit allowed.for sign area , met? unit this sign Example wall w�internal . illuminnation' Yes with conditions Yes ft. attached ! sq. ft/linea/ 41 R. attached wall 41 square feet 10 square feet wall Sign # 1 V_4 Sign #2 0 -Ll las b Sign #3 TOTAL Sign Area for Tenant/Site Max Permitted: /9' v Previous Total: Proposed Total: �� y Sin H ht . Sign Type: Max Permitted: / N g I Actual Height: 44 Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: rf Actual Height: Sin Ll htin Sign Type: I Proposed: Allowed in Zone: Sign Type: Proposed: Allowed in Zone: 01 PLANNING DATA STREET FILE -- Signs -- Plan Review By: s"n Colors Proposed: Acceptable? Requires ADB Approval? Si' n Location If freestanding and 3 -feet or over (unless a fence) meets setbacks? .:R diced Setbacks -Street: Side: Side: Rear: Acfua%5etbacks. Street: Side: Side: Rear: Landsca in Por Freestanding Signs Size: Location: Critical Areas Determination #: ❑ Study Required ❑ Waiver Other Plan Review By: CEOTECH CONSULTANTS, INC. Seven Hills Properties, LLC 88 Perry Street #800 San Francisco, California 94107 Attention: Jonathan Hill 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 February 28, 2012 JN 12034 via email:jhiil@sevenhillsprop.com Subject: Transmittal Letter — Geotechnical Engineering Study Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington Dear Mr. Hill: We are pleased to present this geotechnical engineering report for the Walgreens Development project to be constructed at 9801 Edmonds Way in Edmonds, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to- provide recommendations for general earthwork and design criteria for foundations, retaining walls, and shoring. This work was authorized by your acceptance of our proposal, P- 8308, dated January 30, 2012. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. 6xL+VJ-7L---- D. Robert Ward, P.E. Principal cc: Baysinger Partners Architecture — William M. Ruecker via email: billr@baysingerpartners.com JLH/DRW: jyb r•� GEOTECH CONSULTANTS, INC. N Fi'J:.:'.-1 CEE 4: �J u3z..'�irRl JUN 14 2912 l)EVELtlF AdE'N€- SERVICES C'I R. CITY OF EUMOMOS GEOTECHNICAL ENGINEERING STUDY Proposed Walgreens Development 9801 Edmonds Way Edmonds, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Walgreens Development project to be located at 9801 Edmonds Way in Edmonds. We were provided with preliminary plans and a topographic map. Baysinger Partners Architecture developed the plans, the latest of which is dated December 14, 2011. The topographic survey was created by Foster & Maddux Surveying, Inc., and is dated October 31, 2011. Based on the provided information, we understand that the project will consist of removing the existing bowling alley building on the site, and constructing a new, 14,490 square foot Walgreens drugstore building on the northern portion of the site. An access drive is proposed around the east and north sides of the new building, which will require a significant excavation and retaining wall of up to about 35 feet tall along the northern edge of the site and a smaller wall needed on the eastern side. South of the new drugstore, near State Route No. 104 (Edmonds Way) a new, 4,500 square -foot bank building is proposed. Some stormwater infiltration is also proposed in some new rain gardens in an existing parking lot area west of the proposed buildings. Also, there is a possibility of various additional infiltration facilities near the proposed Walgreens and bank building. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in Edmonds. The project area includes two parcels located along the northern side of Edmonds Way. The eastern portion of the subject site is mostly developed with a bowling alley and parking lot, while the western side contains a parking lot. The site is bordered to the east and west by commercial properties currently developed with a bank, a grocery store and a pet store, respectively. The parking lot on the eastern side of the property is used by the grocery and the pet store patrons. A residential development is located upslope and north of the property. Most of the site, which includes the bowling alley building and parking lots, is relatively level with just a slight rise to the east/northeast. This flat area has grades ranging from approximately elevation 319 feet to 325 feet. The main (and lowest) level of the bowling alley appears to have a finish floor of approximately 325 feet. The areas directly north and east of the bowling alley building are undeveloped. The northern area is mostly covered with a few large trees and blackberry bushes. The eastern area is mostly covered with grass. A steep slope that rises up to the north at approximately 80 to 90 percent is located north of the building. The height of the slope is approximately 40 to 55 feet. We did not notice any indications of slope instability or seepage along the face of this steep slope at the time of our investigation. The top of the slope appears to be relatively flat; the residential development is located in this flatter area. A stormwater pipe that apparently conveys water from the development and/or upper streets is located on the steep slope GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 2 near the northeastern corner of the site; it discharges water onto the property at approximately elevation 345 feet. It appears that the water makes its way onto the existing bank property adjacent to the east. The undeveloped area east of the bowling alley is somewhat of a "ridge" that runs north -south between the bowling alley and the adjacent eastern bank parking lot. The ridge declines to the south from approximately elevation 345 feet down to approximately elevation 325 feet. Existing utility lines are located in the southern portion of this undeveloped area. As noted earlier, a new concrete wall is proposed north of the Walgreens building. There is currently already a concrete retaining wall located along the northern edge of the existing western parking lot. This wall is up to approximately 20 feet tall. The new wall will connect to and extend east of this existing wall. SUBSURFACE The subsurface conditions were explored by drilling five test borings at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test borings were drilled on February 14 and 15, 2012 using a small, track -mounted, hollow - stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 8. Soil Conditions The test borings generally revealed similar soil conditions beneath the surface of the site; native sand with some gravel was encountered at the surface in the test borings with the exception of the Test Boring 4, drilled in the area of the proposed bank. Up to approximately 7 feet of loose sand, apparently fill soil, was encountered over the sand in this test boring. The test borings revealed that the sand is generally dense near the existing ground surface, and becomes very dense with depth. This sand was glacially consolidated. The deepest boring, Test Boring 1, was drilled to a maximum explored depth approximately 45 feet. Test Boring 1, conducted along the steep northern slope, indicates that dense to very dense native sand comprise the core of the steep slope. No obstructions were revealed by our explorations. However, debris, buried utilities, and old foundation and slab elements are commonly encountered on sites that have had previous development. Groundwater Conditions No groundwater seepage was observed in our test borings. The test borings were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. Groundwater levels encountered during drilling can be deceptive, because seepage into the boring can be blocked or slowed by the auger itself. GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 JN 12034 Page 3 It should be noted that groundwater levels vary seasonally with rainfall and other factors. It is possible that groundwater could be found in more permeable soil layers, coarser sand and gravel lenses, and between the near -surface, more weathered soil and the underlying denser soil. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test borings conducted for this study generally encountered dense native sand beneath the surface of the site in most locations. The exception being Test Boring 4, conducted in the area of the proposed bank building, which encountered approximately 7 feet of loose soil overlying the dense native sand. It appears in the location of the new Walgreens building that dense native sands will likely be exposed at or near the depth of the planned foundation excavations. The possible exception where some overexcavation may be needed to reach the dense sand would be the southern side of the building, although we do expect the overexcavation to be minor. The dense native sand is well suited for the support of the proposed building. Based on our investigation, the proposed new drugstore building may be constructed using conventional foundations supported on the competent, dense native sand. As noted above, in the area of the proposed bank building, loose soil (possibly fill) was encountered to a depth of approximately 7 feet. This loose soil is not suitable for supporting the loads imposed by the new bank building because settlement would occur. The foundation for this building should bear on or into the competent native sand. The entire extent of the loose soil is not known, as only one test boring was done in that areas; however, we anticipate that the loose soil may exist under a majority of the proposed bank foundation. Several options exist for foundation construction that will allow for the loads to be adequately transferred to the competent native sand, including: 1) Remove the loose soil down to the dense sand placing footings on the sand. 2) Remove the loose soil down to the dense sand and replacing it with imported structural fill. The fill could consist of structural fill soil or lean -mix concrete as noted in Conventional Foundations section of this report. 3) Avoid the overexcavation and use a deep foundation system. A very adequate system based on the likely loads of the bank in our opinion would be small diameter steel pipe piles that are driven into the underlying, competent native soil. A significant geotechnical engineering consideration of the project is the large excavation and subsequent retaining wall needed at the northeastern corner. The depth or excavation and GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 4 subsequent wall will vary from approximately 20 to 35 feet. Due to the depth of excavation, and its location on the steep slope and relatively close to property lines, excavation shoring will be needed for most of the tall wall. One exception could be along the eastern side of the property where a conventional retaining wall could possibly be constructed if temporary excavation easements can be obtained from the neighboring eastern property owner. The shoring should likely be incorporated into the permanent retaining wall system. Based on the soils observed in our test borings, the height and location of the shoring wall, we feel two options are feasible for construction of the shoring wall that is taller than approximately 15 feet; that being a soil nail wall or a tied -back soldier pile wall. More simple, cantilevered soldier piles shoring could be used for shorter excavations. Further recommendations regarding the design and construction of the potential shoring systems can be found in the subsequent sections of this report. We point out two significant items regarding the proposed shoring walls, especially the northern wall: 1) the design of nails or tie -backs must illustrate that these structures will not extend across the property lines; if they do cross property lines, easements will be needed and 2) due to the very step inclination of the northern slope, at least 2 feet of catchment should be included in the final wall design. This is because though the northern slope has a core soil of very dense sand, the outer, weathered surface of the slope is relatively loose (this is typical for any steep slope in the Puget Sound area). Based on The Edmonds Community Development Code (ECDC), Chapter 23 (Geologically Hazardous Areas), the steep northern slope would be classified as a critical area susceptible to two specific types of geological hazards. One is a Landslide Hazard Area due to its steeper than 40 percent slope, and greater than 10 foot vertical relief. The other is an Erosion Hazard Area. The ECDC suggests a minimum development buffer of 50 feet from any landslide area, although this buffer can be minimized to 10 feet. In our professional opinion, this minimum buffer of 10 feet is warranted. However, the ECDC further states that a reduction of the buffer, and alteration or development within Geologically Hazard Areas and their associated buffers, is allowed if supported by a geotechnical report and if certain requirements are followed. We will provide information regarding the requirements below. However, we first want to state that it is our professional opinion from a geotechnical engineering standpoint that the project can be built as planned, whereby development occurs in the Landslide and Erosion Hazard area and the associated buffers, because of two main points: 1) the core soil at the site is dense to very dense, glacially - consolidated, native sand and 2) permanent retaining walls that are designed to modern standards will be placed where steep, unsupported slopes currently exist, and 3) water from a stormwater pipe that currently discharges water onto the northern slope will be repaired so that the water does not discharge onto the slope. Based on ECDC 23.80.060A, an alteration to a Geologically Hazardous Area and associated buffer may occur for activities that: 1. Will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely affect other critical areas 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less that predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. The slope on the northern portion of the site is unsupported and extends directly down to the base of an existing building. The project will include the use of a large retaining wall, designed to current standards at this slope. This wall will also include catchment. It is our professional opinion that this wall will provide more stability for the slope and area in comparison to the current unsupported GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 5 slope. In addition, as noted above, water from a stormwater pipe that currently discharges water onto the northern slope will be repaired so that the water does not discharge onto the slope. Lastly, if the recommendations contained in this report are followed, we strongly believe that the project is safe as designed under anticipated conditions. For all these significant reasons, it is our professional opinion that the four points noted in ECDC 23.80.060A are satisfied. In addition, ECDC 23.80.070A2 indicates that alterations of an Erosion or Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: a) The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; b) The development will not decrease slope stability on adjacent properties; and c) Such alterations will not adversely impact other critical areas. This project will decrease, not increase amount of surface water discharge or sedimentation to the adjacent property, so a) is most definitely satisfied. As for b), as noted above, we believe that the construction of new retaining wall will may increase, not decrease slope stability. Lastly, the only other critical area is the steep slope above the proposed retaining wall; this slope will be positively, not adversely affected because of the wall in our opinion. The infiltration of stormwater is being considered for this project. We understand that using rain gardens in the west parking lot area is one consideration. As noted earlier, dense to very dense sand was revealed near the ground surface in the test borings, especially at the northeastern portion of the site. Because of this denseness, it is our professional opinion that infiltration in this area is extremely limited; therefore, stormwater infiltration in that area is not prudent. It is possible that low infiltration rates could be achieved in the areas of the proposed rain gardens. Therefore, the use of the proposed rain gardens appears feasible. Rain gardens have overflow pipes buried within them if and when the infiltration rate of the soil is exceeded. We would expect some water to infiltrate, but not an excessive amount. Storm detention/retention facilities and other utilities are often installed below, or near, structures. The walls of storm vaults must be designed as either cantilever or restrained retaining walls, as appropriate. Wall pressures for the expected soil conditions are presented in the Permanent Foundation and Retaining Walls section of this report. It is important that the portion of the structure above the permanent detained water level be backfilled with free -draining soil, as recommended for retaining walls. Should drainage not be provided, the walls must be designed for hydrostatic forces acting on the outside of the structure. The backfill for all underground structures must be compacted in lifts according to the criteria of this report. Trenches for underground structures and utilities should not cross a line extending downwards from a new or existing footing at an inclination of (1:1) (Horizontal:Vertical), or a line extending downwards from a property line at an inclination of (1:1) (H:V). We should be consulted if these excavation zones will be exceeded for installation of storm facilities or other utilities. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 6 or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. As with any project that involves demolition of existing site buildings and/or extensive excavation and shoring, there is a potential risk of movement on surrounding properties. .This can potentially translate into noticeable damage of surrounding on -grade elements, such as foundations and slabs. However, the demolition, shoring, and/or excavation work could just translate into perceived damage on adjacent properties. Unfortunately, it is becoming more and more common for adjacent property owners to make unsubstantiated damage claims on new projects that occur close to their developed lots. Therefore, we recommend making an extensive photographic and visual survey of the project vicinity, prior to demolition activities, installing shoring, and/or commencing with the excavation. This documents the condition of buildings, pavements, and utilities in the immediate vicinity of the site in order to avoid, and protect the owner from, unsubstantiated damage claims by surrounding property owners. Additionally, any adjacent structures should be monitored during construction to detect soil movements. To monitor their performance, we recommend establishing a series of survey reference points to measure any horizontal deflections of the shoring system. Control points should' be established at a distance well away from the walls and slopes, and deflections from the reference points should be measured throughout construction by survey methods. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, should also be provided to any future recommendations. SEISMIC CONSIDERATIONS in its entirety, in the project contract documents. This report property owners so they will be aware of our findings and In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class C (Very Dense Soil). The site soils have a low potential for seismic liquefaction because of their dense nature and the absence of near -surface groundwater. This statement regarding liquefaction includes the knowledge of the determined peak ground acceleration noted below. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (SS) and 1.0 second period (Si) equals 1.2g and 0.4g, respectively. The International Building Code (IBC) states that a site-specific seismic study need not be performed provided that the peak ground acceleration be equal to SDs/2.5, where SDs is determined in ASCE 7. It is noted that SDs is equal to 2/3SMs• SMs equals Fa times Ss, where Fa is determined in Table 11.4-1. For our site, Fa = 1.0. Thus, the calculated peak ground acceleration that we utilized for the seismic -related parameters of this report equals 0.32g. CONVENTIONAL FOUNDATIONS GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 7 The proposed structures can be supported on conventional continuous and spread footings bearing on undisturbed, medium dense to dense native sand soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand, or re - compaction and moisture conditioning of the bearing surfaces. As discussed in the general section, overexcavation may be required below the footings in some areas to expose competent native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2 -foot -wide footing must be at least 4 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. If this option is chosen, it may be prudent to conduct the excavation/filling work in short sections to greatly reduce the amount of time the excavations need to remain open. This is because some caving of the loose upper soil is possible. The following allowable bearing pressures are appropriate for footings constructed according to the above recommendations: ALLOWABLE .J ..ESSURE odirectly aced on competent, Ina 5,000 psf tive soil or lean -mix concrete aced above the dense native oil Supported on structural fill 2,500 psf placed above the dense native soil Where: (i) psf is pounds per square foot. A one-third increase in these design bearing pressures may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, or on structural fill up to 5 feet in thickness, will be less than one -inch, with differential settlements on the order of one -half-inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, compact fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 ,., ULTIMATE VALUE Coefficient of Friction 0.50 Passive Earth Pressure 300 pcf Where: (i) pcf is pounds per cubic foot, and (ii) passive earth pressure is computed using the equivalent fluid density. JN 12034 Page 8 If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PIPE PILES As discussed in the general section, small diameter steel pipe piles could be used to support the portion of the new bank foundation that is underlain by a layer of loose sand soil. Three- or 4 -inch - diameter pipe piles driven with a 650- or 800- or 1,100 -pound hydraulic jackhammer to the following final penetration rates may be assigned the following compressive capacities. Note: The refusal criteria indicated in the above table are valid only for pipe piles that are installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on the top of the pile during driving. If the piles are installed by alternative methods, such as a vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous load tests to 200 percent of the design capacity would be necessary to substantiate the allowable pile load. The appropriate number of load tests would need to be determined at the time the contractor and installation method are chosen. As a minimum, load tests on 20 percent of the piles is typical where alternative pile installation methods are used. As a minimum, Schedule 40 pipe should be used. The site soils should not be highly corrosive. Considering this, it is our opinion that standard "black" pipe can be used, and corrosion protection, such as galvanizing, is not necessary for the pipe piles. Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may require that shims be used or that beads of welding flux be applied to the outside of the coupler. GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 9 Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, compact fill. We recommend using a passive earth pressure of 300 pounds per cubic foot (pcf) for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate passive value. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill (parameters for shoring -type walls are given in a subsequent section of this report): Active Earth Pressure * 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.50 Soil Unit Weight 135 pcf Where: (i) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. The passive pressure given is appropriate only for a shear key poured directly against undisturbed native soil, or for the depth of level, compact fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 density. Heavy construction equipment should not walls within a distance equal to the height of a wall, lateral pressures resulting from the equipment. Wall Pressures Due to Seismic Forces JN 12034 Page 10 be operated behind retaining and foundation unless the walls are designed for the additional The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofin_g Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, a minimum 12 -inch width of free -draining gravel or a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. SHORING As recommended in the general section, regardless of the type of shoring wall constructed, a catchment wall with a freeboard height of at least 2 feet above the final grade on the uphill side of the wall should be constructed above the northern retaining wall. This catchment freeboard height will need to be maintained to provide adequate protection from any shallow sloughing of near - surface soils upslope of the wall. These recommendations are directed towards protecting the proposed development and areas downslope from soil only. Trees sometimes accompany even shallow slides as they occur on slopes. Trees can cause significant damage to structures, even GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 11 heavily reinforced concrete walls. Removal of trees from areas above and on steep slopes is a heavily debated issue. While removal of the tree can eliminate the threat of the trunk and branches causing damage to the structure, the healthy root system can provide near -surface soil stabilization benefits. We generally recommend that any unhealthy or undermined trees be removed above the stump. Trees should be evaluated by a professional arborist on a case-by-case basis. The construction of a catchment wall as described above would protect only areas downslope from soil movement, and would not provide protection from trees or other debris. A variety of shoring systems are feasible for use at this site. This section presents design considerations for cantilevered and tied -back soldier -pile walls, and for nailed walls. Since the most suitable choice is primarily dependent on a number of factors under the contractor's control, we suggest that the contractor work closely with the structural engineer during the shoring design. As discussed above, the sensitivity of adjacent buildings and utilities must be considered in the design to reduce the risk of causing settlement of these adjacent elements. Regardless of the system used, all shoring systems will deflect in toward the excavation. Therefore, there is always a risk of noticeable settlement occurring on the ground behind the shoring wall. These risks are reduced, but not entirely eliminated, by using more rigid shoring systems, such as soldier piles. Depending on the required length of tieback anchors, easements may need to be obtained in order to install the anchors onto adjacent properties. The shoring design should be submitted to Geotech Consultants, Inc. for review prior to beginning site excavation. We are available and would be pleased to assist in this design effort. As discussed in the General section of this report, a 2 -foot -tall catchment should be placed at the top of the northern shoring wall, regardless of the wall type. An active pressure of 80 pcf should be used for this catchment wall. Cantilevered and Tied -Back Soldier Piles Cantilevered and tied -back soldier pile systems have proven to be an efficient and economical method for providing excavation shoring. Tied -back walls are typically more economical than cantilevered walls where the depth of excavation is greater than 15 feet. Soldier -Pile Installation Soldier -pile walls would be constructed after making planned cut slopes, and prior to commencing the mass excavation, by setting steel H -beams in a drilled hole and grouting the space between the beam and the soil with concrete for the entire height of the drilled hole. We anticipate that the holes could be drilled without casing, but the contractor should be prepared to case the holes or use the slurry method if caving soil is encountered. Excessive ground loss in the drilled holes must be avoided to reduce the potential for settlement on adjacent properties. If water is present in a hole at the time the soldier pile is poured, concrete must be tremied to the bottom of the hole. As excavation proceeds downward, the space between the piles should be lagged with timber, and any voids behind the timbers should be filled with pea gravel, or a slurry comprised of sand and fly ash. Treated lagging is usually required for permanent walls, while untreated lagging can often be utilized for temporary shoring GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 JN 12034 Page 12 walls. Temporary vertical cuts will be necessary between the soldier piles for the lagging placement. The prompt and careful installation of lagging is important, particularly in loose or caving soil, to maintain the integrity of the excavation and provide safer working conditions. Additionally, care must be taken by the excavator to remove no more soil between the soldier piles than is necessary to install the lagging. Caving or overexcavation during lagging placement could result in loss of ground on neighboring properties. Timber lagging should be designed for an applied lateral pressure of 30 percent of the design wall pressure, if the pile spacing is less than three pile diameters. For larger pile spacings, the lagging should be designed for 50 percent of the design load. Soldier -Pile Wall Design Permanent soldier -pile shoring that is cantilevered or restrained by one row of tiebacks, and that has a level backslope, should be designed for an active soil pressure equal to that pressure exerted by an equivalent fluid with a unit weight of 30 pounds per cubic foot (pcf). At the northern side of the site where the slope of approximately 40 degrees is located, the active pressure should increase to 60 pcf. To design northern tied -back shoring with more than one row of tiebacks, we recommend assuming that the lateral active soil pressure on the wall, expressed in pounds per square foot (psf), is equal to 40H, where H is the total height of the excavation in feet. Slopes differing from the 40 degree backslope angle above the shoring walls may also exert additional surcharge pressures. These surcharge pressures may vary from the above recommendations, depending on the configuration of the cut slope and shoring wall. We should review recommendations regarding slope and building surcharge pressures when the preliminary shoring design is completed. Catchment should be included in the shoring design. It is important that the shoring design provides sufficient working room to drill and install the soldier piles, without needing to make unsafe, excessively steep temporary cuts. Cut slopes should be planned to intersect the backside of the drilled holes, not the back of the lagging. Lateral movement of the soldier piles below the excavation level will be resisted by an ultimate passive soil pressure equal to that pressure exerted by a fluid with a density of 600 pcf. A safety factor of 1.5 should be included in a design of This soil pressure is valid only for a level excavation in front of the soldier pile; it acts on two times the grouted pile diameter. Cut slopes made in front of shoring walls significantly decrease the passive resistance. This includes temporary cuts necessary to install internal braces or rakers. The minimum embedment below the floor of the excavation for cantilever soldier piles should be equal to the height of the "stick-up." Tied -back soldier piles should be embedded no less than 12 feet below the lowest point of the excavation, including footing and utility excavations. The vertical capacity of soldier piles to carry the downward component of the tieback forces will be developed by a combination of frictional shaft resistance along the embedded length and pile end -bearing. GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 JN 12034 Page 13 MSIGNVALUE Pile Shaft Friction 1,500 psf Pile End -Bearing 20,000 psf Where: (i) psf is pounds per square foot. The above values assume that the excavation is level in front of the soldier pile and that the bottom of the pile is embedded a minimum of 10 feet below the floor of the excavation. For the pile end -bearing to be appropriate, the bottom of the drilled holes must be cleaned of loosened soil. The shoring contractor should be made aware of this, as it may affect their installation procedures. The concrete surrounding the embedded portion of the pile must have sufficient bond and strength to transfer the vertical load from the steel section through the concrete into the soil. TIEBACK ANCHORS General considerations for the design of tied -back or braced soldier -pile walls are presented on Plate 10. We recommend installing tieback anchors at inclinations between 20 and 30 degrees below horizontal. The tieback will derive its capacity from the soil -grout strength developed in the soil behind the no-load zone. The minimum grouted anchor length should be 10 feet. The no-load zone is the area behind which the entire length of each tieback anchor should be located.. To prevent excessive loss -of -ground in a drilled hole, the no-load section of the drilled tieback hole should be backfilled with a sand and fly ash slurry, after protecting the anchor with a bond breaker, such as plastic casing, to prevent loads from being transferred to the soil in the no-load zone. The no-load section could be filled with grout after anchor testing is completed. During the design process, the possible presence of foundations or utilities close to the shoring wall must be evaluated to determine if they will affect the configuration and length of the tiebacks. Based on the results of our analyses and our experience at other construction sites, we suggest using an adhesion value of 2,000 psf in the (very dense sand) to design temporary anchors, if the mid -point of the grouted portion of the anchor is more than 10 feet below the overlying ground surface. This value applies to non -pressure - grouted anchors. Pressure -grouted or post -grouted anchors can often develop adhesion values that are two to three times higher than that for non -pressure - grouted anchors. These higher adhesion values must be verified by load testing. Soil conditions, soil -grout adhesion strengths, and installation techniques typically vary over any site. This sometimes results in adhesion values that are lower than anticipated. Therefore, we recommend substantiating the anchor design values by load -testing all tieback anchors. At least two anchors in each soil type encountered should be performance -tested to 200 percent of the design anchor load to evaluate possible anchor creep. Wherever possible, the no-load section of these tiebacks should not be grouted until the performance tests are completed. Unfavorable GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 JN 12034 Page 14 results from these performance tests could require increasing the lengths of the tiebacks. The remaining anchors should be proof -tested to at least 135 percent of their design value before being "locked off." After testing, each anchor should be locked off at a prestress load of 80 to 100 percent of its design load. If caving or water -bearing soil is encountered, the installation of tieback anchors will be hampered by caving and soil flowing into the holes.. It will be necessary to case the holes, if such conditions are encountered. Alternatively, the use of a hollow - stem auger with grout pumped through the stem as the auger is withdrawn would be satisfactory, provided that the injection pressure and grout volumes pumped are carefully monitored. All drilled installations should be grouted and backfilled immediately after drilling. No drilled holes should be left open overnight. Soil Nailin_p Soil nailing is a relatively new shoring system where closely spaced, tieback anchors (nails) are grouted into drilled holes in the cut face as the excavation proceeds, thereby reinforcing the cut face. More anchors are required for this system than for conventional systems, but steel soldier piles and timber lagging are eliminated. The anchored or nailed system essentially operates as a reinforced soil wall or a gravity wall, with the nails tying the soil mass together. We recommend that an allowable adhesion value of 2,000 pounds per square foot (psf) be used for the design of the soil nails. Due to the steep nature of the northern slope, the initial, upper row of anchors should be placed before any cuts into the slope are made. Then, 4- to 6 -foot vertical cuts may be made in the shoring area followed immediately by the placement of anchors. The cut face is then covered with a wire mesh, and shotcrete is placed over the mesh and soil face. Generally, no temporary, unsupported excavations for soil -nail walls should be allowed to stand longer than 12 hours without the acceptance of the geotechnical engineer. Once the shotcrete has hardened, the excavation again proceeds and the nails are placed. A geotextile drainage composite must be placed over the face of the cut prior to shotcreting to prevent buildup of hydrostatic pressures behind the shotcrete facing. As the excavation progresses downward, the drainage composite strips are extended, until reaching the base of the excavation, where weep holes are placed through the shotcrete to be tied into an acceptable conveyance system. Because soil nails are passive elements (they are not pre -stressed as tiebacks are), soil -nail walls will typically deflect more than a soldier -pile wall. This involves more risk of causing damage to adjoining utilities, streets, and other on -grade elements. The shoring designer should provide an estimate of the lateral deflection that is anticipated for the soil nail wall. Caving of loose or granular soils, or in zones of seepage, can require that the shoring contractor modify their installation techniques. This can increase the cost and time necessary to install the nailed wall. We recommend that the shoring contractor be consulted regarding potential difficulties and modifications that can occur during the construction of a soil -nailed wall. This adhesion value should be substantiated by load -testing at least two anchors in each soil type to at least 200 percent of their design capacity, prior to installing production GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 JN 12034 Page 15 anchors. During shoring construction, at least 5 percent of the production anchors should be proof -tested to 130 percent of the design anchor capacity. The shoring designer will likely utilize one of several commercially available computer programs to design the nailed walls. We recommend that the following soil strength parameters be used in the nail wall design: Soil Type Moist Unit Effective Internal Friction Effective Cohesion (psf) Weight (I Angle (degrees) MediumDense native sand - - • •.- The shoring designer must take into consideration the steepness of the northern slope (40 percent and the need for 2 feet of catchment. Consideration of the loose condition of the near -surface soils must also be considered in the design and construction of the system. Excavation and Shorin_g Monitorin_g As with any shoring system, there is a potential risk of greater -than -anticipated movement of the shoring and the ground outside of the excavation. This can translate into noticeable damage of surrounding on -grade elements, such as foundations and slabs. Therefore, we recommend making an extensive photographic and visual survey of the project vicinity, prior to demolition activities, installing shoring or commencing excavation. This documents the condition of buildings, pavements, and utilities in the immediate vicinity of the site in order to avoid, and protect the owner from, unsubstantiated damage claims by surrounding property owners. Additionally, the shoring walls should be monitored during construction to detect soil movements. To monitor their performance, we recommend establishing a series of survey reference points to measure any horizontal deflections of the shoring system. Control points should be established at a distance well away from the walls and slopes, and deflections from the reference points should be measured throughout construction by survey methods. At least four points should be established on top of the shoring wall and should be monitored during construction. Additionally, benchmarks installed on any surrounding buildings should be monitored for at least vertical movement. We suggest taking the readings at least once a week, until it is established that no deflections are occurring. The initial readings for this monitoring should be taken before starting any demolition or excavation on the site. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop the native soils underlying the surface of the site, or on structural fill, or on previously placed fill that has been re -compacted. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 16 the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, have been used in the past, but are now recommending a minimum 10 -mil thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8 -inch -minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. We recommend proof -rolling slab areas with a heavy truck or a large piece of construction equipment prior to slab construction. Any soft areas encountered during proof -rolling should be excavated and replaced with select, imported structural fill. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the dense to very dense sand soil at the subject site GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 17 would generally be classified as Type A. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 0.75:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand or loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All new permanent cuts into native soil should be inclined no steeper than 1.5:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Any disturbance to the existing slope outside of the project limits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed on the slope, and this may require the off-site disposal of any surplus soil. DRAINAGE CONSIDERATIONS We anticipate that permanent foundation walls will be constructed against the shoring walls. Where this occurs, a plastic -backed drainage composite, such as Miradrain, Battledrain, or similar, should be placed against the entire surface of the shoring prior to pouring the foundation wall. Weep pipes located no more than 6 feet on -center should be connected to the drainage composite and poured into the foundation walls or the perimeter footing. A footing drain installed along the inside of the perimeter footing will be used to collect and carry the water discharged by the weep pipes to the storm system. Isolated zones of moisture or seepage can still reach the permanent wall where groundwater finds leaks or joints in the drainage composite. This is often an acceptable risk in unoccupied below -grade spaces, such as parking garages. However, formal waterproofing is typically necessary in areas where wet conditions at the face of the permanent wall will not be tolerable. If this is a concern, the permanent drainage and waterproofing system should be designed by a specialty consultant familiar with the expected subsurface conditions and proposed construction. GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 18 Footing drains placed inside the building or behind backfilled walls should consist of 4 -inch, perforated PVC pipe surrounded by at least 6 inches of 1 -inch -minus, washed rock wrapped in a non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the level of a crawl space or the bottom of a floor slab, and it should be sloped slightly for drainage. Plate 9 presents typical considerations for footing drains. All roof and surface water drains must be kept separate from the foundation drain system. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. No groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. PAVEMENT AREAS The pavement section may be supported on competent, native soil, on structural fill compacted to a 95 percent density. The pavement subgrade must be in a stable, non -yielding condition at the time of paving. Granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. In most instances where unstable subgrade conditions are encountered, an additional 12 inches of granular structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt -treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. Increased maintenance and more frequent repairs should be expected if thinner pavement sections are used. Water from planter areas and other sources should not be allowed to infiltrate into the pavement subgrade. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. (( We can provide recommendations based on expected traffic loads and California Bearing Ratio (CBR) tests, if requested.)) As with any pavements, some maintenance and repair of limited areas can be GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 19 expected as the pavement ages. Cracks in the pavement should be sealed as soon as possible after they become evident, in order to reduce the potential for degradation of the subgrade from infiltration of surface water. For the same reason, it is also prudent to seal the surface of the pavement after it has been in use for several years. To provide for a design without the need for any maintenance or repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: LOCATION OF FELL u PLACEMENT. -COMPACTION Beneath footings, slabs 95% or walkways Filled slopes and behind 90% retaining walls 95% for upper 12 inches of Beneath pavements subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). The sand soil at the site could very likely be used as structural fill provided it does not contain organics and/or is not excessively wet or dry. The sand will need to be compacted using vibratory equipment, preferably large equipment. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 LIMITATIONS JN 12034 Page 20 The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. 'Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed development from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The use of a catchment wall will deter such movement from reaching the development. This report has been prepared for the exclusive use of Seven Hills Properties, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. GEOTECH CONSULTANTS, INC. Seven Hills Properties JN 12034 February 28, 2012 Page 21 During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 8 Test Boring Logs Plate 9 Typical Footing Drain Detail Plate 10 Tied -Back Shoring Detail We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. JLH/DRW: jyb Respectfully submitted, GEOTE,Off,ZON:i)TS; INC. In L. Hinds echnical Engineer 2/' EE/f -z- D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. M a) -7 (��JQtl1~S#-S'ltf I _T_ nn it 71 (624 m �.. �rit� if dge uifionds — Park E ,- —C'r�--•- Tµ1d7Ye- ; - _Sz`•3ttfer oY-s�-Pa�k _ € w _ l i : Heigh.As 1104.1 v _____`. ,: :• 1 ,=-: =2}6#trSt=Sv; �_ -, -: 2. 6th =ST- <Tr i k- � 213ttr=S�S�/--=il,_ ;'• ,:� ? �,= L Elrri S#r2213th St 1' r Ej Ca _ it yjS��S'tr4l. „—�'_ L2-:IthJ -Cn' t;m `' I m L (Source: Microsoft Streets and Trips, 2004) t�—tet. 1 �k °°Motinll fen �R,V cotI`F� _ _ �I �— Firdale '.' 236th ; ° -- ��' -Jath-Sv� s%.A( .•�l 'll 1--tetb`V - _ Lake id-+� t 2-4*�-1n4---St—S VV- �'' i Ric I � : '!l (: _ �f _ (Source: Microsoft Streets and Trips, 2004) t�—tet. r i t li r _._c=P54 ;'i83rd=St t i ._ro {: GEOTECH CONSULTANTS, INC. VICINITY MAP 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 1 �k °°Motinll fen �R,V <I _ _ �I �— Firdale '.' 236th ; ° -- ��' -Jath-Sv� s%.A( .•�l 'll 1--tetb`V - _ Lake id-+� t 2-4*�-1n4---St—S VV- �'' r i t li r _._c=P54 ;'i83rd=St t i ._ro {: GEOTECH CONSULTANTS, INC. VICINITY MAP 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 1 <I _ r i t li r _._c=P54 ;'i83rd=St t i ._ro {: GEOTECH CONSULTANTS, INC. VICINITY MAP 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 a l S 88° 8'23' E 329.36- V' E 126.32' it VarleSrte.Pc rg a�C .: ••-.. a '� -w.�-oma. •� •�`�-�c � .�' -�,�. E � \ �- _ ...�,,_^•� � -�"�"� .6�i� �.•.a- vii "�-•�•` r�� "�z,�•'' 11 YL— X \ �143��}1it'/ i� I B-54! l _ Jilt sl t4:ij�r`i I ray i 4= li': t I� 3il j il I I i.= i ,Iill,.. b ��• t= 1/ � PARCEL ti It It 11i1 �i1 liill.ly 4– --\ �t '- t l� a 9801 EDMONDS WAY :,�, i111-..,lll = r i, EXISTING BOWLING ALLEY � a � t j •>�l� l ! ! I AC I 09V 165 ��yg� ovel 1 l � qtr h `4• a�: 4 t .. •• .W J� �".w� m�-^ar•�r+_ � xrve�r=��e" '�^�„ o�r.:x-• _may r : i . r> . -t c> SITE EXPLORATION PLAN t GEOTECH 9801 Edmonds Way 40 CONSULTANTS, INC. Edmonds, Washington -_ - Job No: Date: Plate: 12034 Feb. 2012 2 25 * Test boring log continued on next page. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 Feb. 2012 1 JLH 1 3 BORING 1 (continued) �F°° �Q�e G5 peQ �° �a g Qe 5a J5 Description 25 30 35 40 45 50 91 7 " -with only trace gravel, no silt 28 $ -becomes mostly fine grained, no gravel, dense so I * Test boring was terminated on February 14, 2012 at 46.5 feet. * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 1 Feb. 2012 1 JLH I 4 5 10 15 20 25 BORING 2 peQ �° �a 6 Qe Sa J5 Description Approximate Elevation 335 I est boring was terminated on February 14, 2012 at 26.5 feet. * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: I Plate: 5 12034 1 Feb. 2012 1 JLH 5 10 15 20 25 1 ti tir\� • 5�`��atie��e �o�� t�°° �Q�e G5 QeQ �o� �a � Qe 5a J5 Ell 65 3 63 4 BORING 3 Description Approximate Elevation 325' 1 4 inches of asphalt pavement over; Light gray to brown SAND with gravel and trace silt, fine to medium grained, moist, dense -less silt -with some coarse grained sand -becomes mostly fine grained, with no gravel 41 5 -with some coarse grained sand, and gravel * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 6 12034 Feb. 2012 JLH 5 10 15 20 25 BORING 4 Description Approximate Elevation 323.5' GEOTECH CONSULTAN'T'S, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: 11 9 1 2 12034 4 inches of asphalt pavement over; Orange brown, slightly silty SAND with gravel, fine to medium grained, with black, orange and gray sand, very moist, loose to medium dense (Possible FILL) JLH Light gray to light brown SAND with gravel, medium grained, moist, dense 27 3 36 4 SP _with some coarse sand and trace silt 34 5 * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during drilling. GEOTECH CONSULTAN'T'S, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 1 Feb. 2012 JLH 5 10 15 20 25 BORING 5 G5 J5 Description Approximate Elevation 327, 4 inches of topsoil over; Light gray SAND with gravel and trace silt, fine grained to medium grained, moist, dense 40 1 -less silt 39 2 SP * Test boring was terminated on February 15, 2012 at 16.5 feet. * Groundwater was not encountered during driling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: I plate: 8 12034 1 Feb. 2012 JLH Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Washed Rock (7/8" min. size) 4" min. Nonwoven Geotextile Filter Fabric Tightline Roof Drain (Do not connect to footing drain) Possible Slab -'0 ^ IIII�IIII®I Vapor Retarder/Barrier and -' Capillary Break/Drainage Layer (Refer to Report text) 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. _ GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 9 See text for design pressure on catchment portion of wall Existing Slope 2ft No Load 0.15H Zone H Lowest Excavation Locate All Anchors Elevation +r- 25= Behind This Line (Assumed to be Level) i 600 0.15H v H/4—�+ Tieback Anchors (2,000 psf Allowable Adhesion) D (10' min) zz� - 1, 40(H) 600(D) (psf) (psf) Passive Pressure Active Pressure Notes: (1) The report should be referenced for specifics regarding design and installation (2) Active pressures act over the pile spacing. (3) Passive pressures act over twice the grouted soldier pile diameter or the pile spacing, whichever is smaller. (4) It is assumed that no hydrostatic pressures act on the back of the shoring walls. (5) Slopes, traffic loads, and/or adjacent building foundations positioned above or behind shoring (differing from report recommendations) will exert additional pressures on the shoring wall. (6) See report for recommendations regarding soldier pile walls with single row of tieback anchors. GEOTECH CONSULTANTS, INC. TIE BACK SHORING DETAIL 9801 Edmonds Way Edmonds, Washington Job No. Date: Plate: 12034 Feb. 2012 10 "� �,V" `ei y�e.. � �}j` `_ + —= I _ �' ;� - �3i`X^_ Q. s � 't �` .` � fs-r �. •��.• .. � 4: T-' , . - - ... .. .3: ;'� -`fie � 3- � •'.� _ - .. _ t: t a. ,y '-- .s,_ ,yam;'--`. -.€ - } '� - - - _ -��s-.• ':�'� - �! - - - _ ., - ��`.�'_ . :.�✓ '��°. '; � >�a x -$_.-� �i'�4 : ,.�4 -of-.a-,. t,��,,,: �, f'w. -: �5 - �._,� - '_ _ , _ ' r , . ��rt ry,' - r°' ,,,fit .� ro�S, � �•.� _�gR - - - f - i. - � 3� f ��- � �4, - �� _ �. �l�.t -. } 3 1 , . ✓ ��p� `� _y�� _ f - - �, � for a ♦� .. :,- - _ v- , �o• _P -� _ _�. _— - �- _�_. __ *� _. {�i - - ____..-_-, _ �___.___ _�._. _. ,.,jam. -.._ --__._�,. .--••.__..� _.. __..;� �,...• j ___ `� .. a >. ;.,, - - —� 4 F_ �f ..� !.. � � t ,�• f, lY'. - f� 1 � � \St 1 '1' \', sj i� �,1�. �, � ' Do Li • - ^- i G•-- �,• ' :- Via.,, e Y w _Y EDMCNDS WAY r w •^ a r. A Vicinity Map Scale: No Scale CITY OF EDMONDS BUILDING DEPARTMENT WORK a:� G 1,�A S ADDRESS q9L I OWNER � APPROVED DATE: I`} Its BLDG. OFFICIAL: A •x1-41 PERMIT NUMBER I/ DRIVE \` THRU "Noshing in this permit approvai process shall be ,All changes in plans and field interpreted as allows :g or permitting the modifications shall be approved by maintenance of any existing illegal, the local jurisdiction. The design nonconforming or unpermitted building, s�ructure professional shall. prepare drawings as or site condition which is outside the scope of the required for approval. permit application, .regardless of whether such building, structure or condition is shown on the site plan or draw�:t,g. Such building, structure ec IBC 107.4 P condition may be the subject of a separate a ' enfbrcement actio c i n n v DRIVE THRU G.2 I t. G. Site Plan ENGINEERING DIVISION / IN Scale: No Scale A v ^� ' d Date: 4A6 " MAY 0 '7 2015 I3WI.DINQ .DEPARTMENT CITY OF EDMONDS • TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- 13232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 R1 RL May 6, 2015 R2 RL Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Dale ®r. 13232 Edmonds Way& 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 1of13 AG ryTi. 1m17 ME kakikFi ikrdi r,izm �41:lvlm OW �k� A - Design ID #12810 27'-0" (8230mm) 16-2" (4928mm) I 1 U-0 1/2" (3061 mm) A Front View Scale 1/4"= 1'-0" SPECIFICATIONS: Quantity- (1 ) Q Internally illuminated channel letters to be fabricated from 0.040 / 3003 aluminum with pre painted White interiors and painted Black polyurethane exteriors, 311(76mm) deep. Letters backs to be .063 Black & White aluminum pop - riveted to sidewalls and sealed. Q Faces to be 3/16"(5mm) White acrylic with 1 "(25mm) Black Trimcap retainer edging. Q Internally illuminate letters with Lumificient White LED's attached to inside of letter backs. Power with 120v Lumificient"' power supplies. Power to be located in fabricated aluminum raceway. 1)DI Raceway 5"(127mm) x 5"(127mm), is fabricated out of aluminum and painted polyurethane finish to match wall/fascia, Verify color. Fasten letters to raceway with required fasteners. Sign must be approved by the National Electrical Code, Underwriters Laboratory, CUL, and all applicable local codes. Disconnect switch in primary to be within sight of sign (sign includes c @0mUL oUL _ power supply enclosure) REF: NEC 110-3[B] 600-2, 600A Primary electrical source (1/2"(13mm) conduit minimum) REF: NEC 600-6, 600-21 (provided by installer) 20in (508mm) In-line Illuminated Letters(white) Raceway mounted Size 1 Ft. 1 SqX1 Sq.Ft.21 Sq.Ft.3 1Volts Amps .20" (508mm) 45.0 4.18 44.67 4.14 37.46 3.48 120 1.2max 1.) Figured as one rectangular area 2.) Figured as extreme perimeter of copy area 3.) Figured as individual letter areas 3"(76mm) Deep channel letter 1 "(25mm) Black Trimcap with square head screws 3/16"(5mm) White acrylic — e LED illumination fasteners S II supply wire a er supply installed ceway o Aluminum Letter Backs cated 5"(127mm) raceway We onnect switch Whit Wall Clas Pow in ra .063 Fabri Disc Letter Section View Scale: NTS BUILDING .DEPAR'MENT CITY OF EDMONDS TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Makeno reproduction of this -design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 R1 RL Revisions [ I Approved [ I Approved With Changes Noted Customer Signature Date Landlord Signature Date TM #3232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 4of13 13'-6"(4115mm) + 9'-0"(2743mm) + 10'-0"(3048mm) + Terminal Terminal 21-011(61omm) 21-011(61omm) 2'-0"(610mm) 27'-6"(8382mm) + T-0"(914mm) 33'-0"(10,058mm) + 2-0"(610mm) for Jumpers = for -Jumpers = for Jumpers = for Jumpers = 30'-6"(9296mm) for Jumpers = 35'-0"(10,668mm) 15'-6"(46"(4724mnm) 1�1'-0""((3353m�m) 1�2'-0"(3678m�m) 6'-6" 4'-0" T-0" 8'-0" 2'-0" 6'-6" T-0" 5'-6" T-6" 6'-6" 5' 6" 8'-0" ( 4' 6° 4'-6" 5' g" 5'-0" ' .(1981mm) (1219mm) (2134mm) (2438mm)(610mm)(1981mm)(2134mm) (1676mm) (2286mm) (1981mm) (1676mm) (2438mm) (1372mm) (1372mm) (1524mm) (1524mm) 9 U C K5 4:(0 F F ME C Power Supply A Power Supply B Power Supply C Power Supply D 65'-6"(19,964mm) 151-6"(4724mm) 11'-D"(3353mm) - 12'-0"(3678mm) LED Detail !!m By: Scale 1/4" = 1'-0" F--] LED path ®*Each jumper shown indicates V-0"(3o5mm) additional strip of LED's LUMificiern' SPECIFICATIONS: Quantity- (1 ) Q Internally illuminated channel letters to be fabricated from 0.040 / 3003 aluminum with pre painted White interiors and painted Black polyurethane exteriors, 311(76mm) deep. Letters backs to be .063 Black & White aluminum pop - riveted to sidewalls and sealed. Q Faces to be 3/16"(5mm) White acrylic with 1 "(25mm) Black Trimcap retainer edging. Q Internally illuminate letters with Lumificient White LED's attached to inside of letter backs. Power with 120v Lumificient"' power supplies. Power to be located in fabricated aluminum raceway. 1)DI Raceway 5"(127mm) x 5"(127mm), is fabricated out of aluminum and painted polyurethane finish to match wall/fascia, Verify color. Fasten letters to raceway with required fasteners. Sign must be approved by the National Electrical Code, Underwriters Laboratory, CUL, and all applicable local codes. Disconnect switch in primary to be within sight of sign (sign includes c @0mUL oUL _ power supply enclosure) REF: NEC 110-3[B] 600-2, 600A Primary electrical source (1/2"(13mm) conduit minimum) REF: NEC 600-6, 600-21 (provided by installer) 20in (508mm) In-line Illuminated Letters(white) Raceway mounted Size 1 Ft. 1 SqX1 Sq.Ft.21 Sq.Ft.3 1Volts Amps .20" (508mm) 45.0 4.18 44.67 4.14 37.46 3.48 120 1.2max 1.) Figured as one rectangular area 2.) Figured as extreme perimeter of copy area 3.) Figured as individual letter areas 3"(76mm) Deep channel letter 1 "(25mm) Black Trimcap with square head screws 3/16"(5mm) White acrylic — e LED illumination fasteners S II supply wire a er supply installed ceway o Aluminum Letter Backs cated 5"(127mm) raceway We onnect switch Whit Wall Clas Pow in ra .063 Fabri Disc Letter Section View Scale: NTS BUILDING .DEPAR'MENT CITY OF EDMONDS TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Makeno reproduction of this -design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 R1 RL Revisions [ I Approved [ I Approved With Changes Noted Customer Signature Date Landlord Signature Date TM #3232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 4of13 B.1 & B.2 - Design ID #13163 48" 1219mm rltch A Front View Scale: 1/2" = 1'-0" C4 Adjust LED lamps spacing around power supply to minimize shadowing Power Power Supply A ,�Isat�s�ss;, 111-5mm) I` Supply C (3505mm) (3505mm) (3505mm) Terminal 2 11-6 (3505mm) i i I (3505mm) Power if Power Supply B Supply D (3353mm) (3353mm) 11'-0" (3353mm) 3 1/2"(89mm) O.C. (3353mm) 1 1 (32mm) typ. © J LED Detail Scale: 1/2" = 1'-0" LUMif oi-ent SPECIFICATIONS: Quantity ( 2 ) Q Single, faced internally illuminated wall mount logo disk. Cabinet to be 3"(76mm) deep, fabricated aluminum sidewalls and back. Paint cabinet black polyurethane. Faces to be 3/16"(5mm) Acrylite 015-2GP backed with 1/8" clear polycarbonate.1 "(25mm) black trimcap with square head screws retainer edging. Graphics of logo to be 1 st surface 3M Translucent Scotchcal vinyl- Holly Green #3630-76. Siren to show thru White. Q Internally illuminate logo disk with Lumificient"' white LED's installed to back of disk. Power with self-contained Lumificent' power supply contained with an U.L. enclosure covered in white vinyl film and a clear polycarbonate box. Fasten to wall with required fasteners. Sign must be approved by the National Electrical Code, Underwriters Laboratory, CUL, and all applicable local codes. Disconnect switch in primary to be within sight of sign (sign includes power supply enclosure) REF: NEC 110-3[B] 600-2, 600-4. Primary electrical source 1/2"(13mm) conduit minimum) REF: NEC 600-6, 600-21 (provided by installer). o Spm uL r uL Disk 48in o219mm) S/F Illuminated Flush Mounted Wall Sign EVOLVED Size Sq.Ft. Sq.M.Volts 48" (1219mm) 12.56 1.17 120 3"(76mml channel returns -� 11(25mm) trim cap attached to returns with square head screws- - Disconnect switch 0 LED Illumination 0A Acrylic face with graphics .063 aluminum t Wall 3" �fSection View Scale: 1/2" = 1114 - Aluminum return ....... ,.. — Counter sunk screw 1 "(25mm) trimcap 1/8"(3mm) polycarbonate -clear 3/16"(5mm) Acrylite Disk Section View Typ. Enlarged Detail NTS %W Scale: 3" = 1'-0" 3" u A Side View Scale: 1/2" = 1'-0" RESsM MAY 0.7 2015 $UILDINQ DEPARt MEN1 CITY OF EDMONDS TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date Revisions [] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date TM #3232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors - 5 of 13 olors. 5of13 3/8" typ. (,anm) _ C.1, C.2 & C.3 - Design ID #14102 31/2" ren)Applied 3M vinyl- / White #3650-10 3/8" typ. 1 T-11 3/4"r1213m11p 3 3/4"f 1'-11 1/8"m4mm) 2 3/4" V-5 5/8"(W—) 3/8"(10m.)) f rye) Am Side View Scale: 1" = V-0" O1/2"pm—) wide neoprene gasket around inside perimeter of filler V GE MiniMax 7100k LED's rnl= Painted Black to match RAL 7021 (satin finish) A Front View Scale: 1" = 1'-0" �Dye �•\ �� • 11 * % ALJ Weather proof t GE GEPS12-60 disconnect switch power supply . with sealing boot i w Vertical Cross Section View Typical Scale: 3/4" = 1'-0" Hingable with continuous piano hinge extending to ends of cabin Copy, Chevrons to be routed out of aluminum face and backed with .125"pmm) translucent polycarbonate- white . 3 7/8" (ga,mQ 31/2" tasmm) NIF a 3/8"nanm, dia. grade 5 bolt with nut, flat & lock washers 3/8" (,pmm) E ON 3/8" typ. plAnm) Applied 3M vinyl - White #3650-10 ( 3 ) Single faced backlit illuminated drive thru wall mounted cabinet sign. Fabricate and install: Q Cabinet to be fabricated from..090"(2mm) aluminum, painted Black to match RAL 7021 M(satin finish), with Applied 3M vinyl- White #3650- 10 end caps. Arrow Graphics and "DRIVE THRU" copy to be routed out of .125" aluminum aluminum face and backed with 125"ramm) translucent polycarbonate - back White. Note: all polycarbonate elements to be attached to back of aluminum faces with welded studs. UL label Q Cabinet to be welded aluminum construction with no visible Weather proof fasteners. Fasteners retaining the hinged face will be located on the disconnect switch bottom such that they are not visible. All fasteners used in with sealing boot assembly of internal components shall be coated to prevent corrosion. Internal structure shall be constructed as per approved 3/8"(,c—) dia. shop drawings. TUBE Side View Scale: i" = 1'-0" Graphic elements are internal) Illuminated using GE Tetra MiniMax � P � Y � 9 7100k LED system or Starbucks approved equal. Led's to be ` mounted sign back with self contained power supply. All electrical components are removable for service. © Attach flush to wall. Anchor fasteners as required for existing wall 3/8"(,c—) dia. structure. Support structure be constructed as per approved shop Hilti HLC-HX drawings and_shall be integral to the sign cabinet. 3I 7/81, sleeve anchor with 31/21, 1 1/4' „z"") O sign must meet all regulations in the National Electric Sign Code as well as any local or rim) embedment state codes. As per NEC 600.6 sign is equipt with a service disconnect switch. Sign must be listed as an Electrical Sign per Underwriters Laboratories UL48 and/or CSA and bear the appropriate UL, CUL, or CSA relevant certification marks. Primary power by electrical contractor per NEC. li U< < U� _.SPS T -.. a - DT Illuminated Arrow Series Flush Mounted-RH - 48in 1 220m #14099 Size Sq. r Ft.2 Voltst 21" (533mm) 1 4.52 1 6.96 1 120 1 0.85 E 1: Figured as illuminated center part T 2: Figured as complete signage Service Position- Section View Installation Details- Section View- Framed Wall Installation Details- Section View- Brick Wall WO Scale: 11/211 = 1'-0" ' Scale: 11/21, = 1'-0" Scale: 1 1/2" = 1'-0" MAY 0 7 2015 BUILDIN(3 DEPAR,77MENT CITY OF EDMONDS ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- 03232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date Revisions [] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature. Date TM 03232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 6of13 3/8" typ. (lomm) 21 D - Design ID #14104 - NON STANDARD 2'-7"(7e7mm) Applied 3M vinyl- V-7 1/8" 8 7/8" White #3650-10 1p, E - 00 T m M N 0 E m tr r co CV Open— 3 1/16" viii m) &% Side View Front View Scale: 3/4" = 1'-0" Scale: 3/4" = 1'-0" P1/8" aluminum sign face Diffuser film Translucent Holly Green vinyl 3/8" acrylic- clear flame polished edges 1_ Diffuser film WEnlarged Section View Scale: 31' = 1'-0" r� © Disconnect switch - weather proof with sealing boot GE Tetra MiniMax 7100k LEDs /---o�—o GE GEPS12-60 power supply \—pService access screws CS Tim—) x 1 3/4"(44mm)1.501bs aluminum channel Electrical junction box [:3 1 "(25—) V-5 5 3/16" t, 16 3"urr—) d 3M vinyl - #3650 -10 —Open— : pen '=;llll�l=11 —�ii1n1=11111iT .-...� _ IZea, side) Embed 6" IIIIIIIIII i=1dtmum 3/4" dia. 12" Am Side View 2= ;'iiiin, K— IIIIII1ong anchor bolts Scale: 3/4" = 1'-0" into natural lm= E groat jiul Ifllil #3 ties (3 EA.) englneeCed #3 ties, TYP q =fill) wit= N l #4 verticals (4 EA.) 1'-6"(457mm) L I Rear View Scale: 3/4" = 1'-0" -0 Hingeable face (one side only) Escutcheon plate at top I) i Di - Disconnect switch - '1 Dlabel location Base Detail- Section View p weather proof with WX Scale: 1 1/2" = V-0" sealing boot A Vertical Cross Section View Typical Service Position- Section View r Scale: 3/4" = 1'-0" Scale: 3/4" = 1'-0" V5 3/16" (437mm) Electrical conduit f 6" f O Cover opening for electrical ,1_O 11/2"(3&—) dia. hole for electrical conduit 53 co f to = f U Base Detail- Section View Scale:1 1/2" = 1'-0" CS 3"us-) x 1 3/4"(44mm) tons aluminum channel (1 ) Double faced backlit illuminated drive thru cabinet sign. Fabricate and install: Cabinet to be fabricated from .090"(2mm) aluminum, painted Black to match RAL 7021 M(satin finish), with Applied 3M vinyl- White #3650-10 white end caps. Q Siren disk to be routed out of aluminum face with routed disk cut-out of 3/8" (lomm) transparent acrylic- clear (1/8"(3mm) routed ledge with 1/8"(3mm) net push), disk edges to be flame polished with second surface applied translucent 3M Scotchcal vinyl diffuser film- white #3735-50. Siren logo graphics to be a first surface applied translucent 3M Scotchcal vinyl diffuser film- white #3735-50, with an applied overlay of the siren background being translucent 3M Scotchcal vinyl- Holly Green #3630-76. © Arrow Graphics and "RIGHT TURN ONLY" copy to be routed out of aluminum face and backed with .125"(3mm) translucent acrylic- White #7328. Note: all acrylic elements to be attached to back of aluminum faces with welded studs. tD Cabinet to be welded aluminum construction with no visible fasteners. Fasteners retaining the hinged face will be located on the bottom such that they are not visible. All fasteners used in assembly of internal components shall be coated to prevent corrosion. Internal structure shall be constructed as per approved shop drawings. © Graphic elements are internally illuminated using GE Tetra MiniMax 7100k LED system or Starbucks approved equal. Led's to be mounted on an internal baffle with self contained power supply. All electrical components are removable for service. © Support structure to be welded aluminum "C" channel uprights and aluminum square tube base, painted Black to match RAL 7021 M(satin finish). Support structure be constructed as per approved shop drawings and shall be integral to the sign cabinet. Base tube to be constructed so that it is retro-fitable to existing sign foundations. All foundations, existing and new must be analyzed for suitability and must meet local city and state code regulations. © Sign must meet all regulations in the National Electric Sign Code as well as any local or state codes. As per NEC 600.6 sign is equipt with a service disconnect switch. Sign must be listed as an Electrical Sign per Underwriters Laboratories UL48 and/or CSA and bear the appropriate UL, CUL, or CSA relevant certification marks. Primary power by electrical contractor per NEC. A. uL r Q 61/8" (15smn) 6"m2mm) E � ae ML M PIP OK \_ 1/2"(13mm) Base Detail- Section View Scale: 3" = V-0" Red line indicates the pattern of the escutcheon plate at top showing how plate slots into "C" channel uprights. © 7/8"(2Emm) dia. hole(s) for 3/4"l,.) anchor bolts 5/8"(,am") dia. hole(s) for 1/2"(1.) anchor bolts 2"(5,mm) x 5"(127—) x 3/16"(5mm) flat aluminum bar Counter sunk screws 3/4"p9mn) x 3/4"(19mm) x 2"(51—) x 1/8"(3mm) angle aluminum clips 3"(76mm) x Vm2mn) x 3/16"tsmm) aluminum base tube. .09011(2mm) aluminum escutcheon plate Counter sunk screws DT Directional Illuminated Arrow Series - Min 1170mm #14104 Sq. 1 Volls Amps 146" (1170MM) 1.51 1 9.90 120 0.85 1: Figured as illuminated center part 2: Figured as complete signage to UI MAY 0 7 2011 BUILDING DEPAR-1N CITY OF EDMntur TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 RI RL Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date #3232 ill Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final Manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. NT 7of13 'g��l��ll�'ttl•!9 \—pService access screws CS Tim—) x 1 3/4"(44mm)1.501bs aluminum channel Electrical junction box [:3 1 "(25—) V-5 5 3/16" t, 16 3"urr—) d 3M vinyl - #3650 -10 —Open— : pen '=;llll�l=11 —�ii1n1=11111iT .-...� _ IZea, side) Embed 6" IIIIIIIIII i=1dtmum 3/4" dia. 12" Am Side View 2= ;'iiiin, K— IIIIII1ong anchor bolts Scale: 3/4" = 1'-0" into natural lm= E groat jiul Ifllil #3 ties (3 EA.) englneeCed #3 ties, TYP q =fill) wit= N l #4 verticals (4 EA.) 1'-6"(457mm) L I Rear View Scale: 3/4" = 1'-0" -0 Hingeable face (one side only) Escutcheon plate at top I) i Di - Disconnect switch - '1 Dlabel location Base Detail- Section View p weather proof with WX Scale: 1 1/2" = V-0" sealing boot A Vertical Cross Section View Typical Service Position- Section View r Scale: 3/4" = 1'-0" Scale: 3/4" = 1'-0" V5 3/16" (437mm) Electrical conduit f 6" f O Cover opening for electrical ,1_O 11/2"(3&—) dia. hole for electrical conduit 53 co f to = f U Base Detail- Section View Scale:1 1/2" = 1'-0" CS 3"us-) x 1 3/4"(44mm) tons aluminum channel (1 ) Double faced backlit illuminated drive thru cabinet sign. Fabricate and install: Cabinet to be fabricated from .090"(2mm) aluminum, painted Black to match RAL 7021 M(satin finish), with Applied 3M vinyl- White #3650-10 white end caps. Q Siren disk to be routed out of aluminum face with routed disk cut-out of 3/8" (lomm) transparent acrylic- clear (1/8"(3mm) routed ledge with 1/8"(3mm) net push), disk edges to be flame polished with second surface applied translucent 3M Scotchcal vinyl diffuser film- white #3735-50. Siren logo graphics to be a first surface applied translucent 3M Scotchcal vinyl diffuser film- white #3735-50, with an applied overlay of the siren background being translucent 3M Scotchcal vinyl- Holly Green #3630-76. © Arrow Graphics and "RIGHT TURN ONLY" copy to be routed out of aluminum face and backed with .125"(3mm) translucent acrylic- White #7328. Note: all acrylic elements to be attached to back of aluminum faces with welded studs. tD Cabinet to be welded aluminum construction with no visible fasteners. Fasteners retaining the hinged face will be located on the bottom such that they are not visible. All fasteners used in assembly of internal components shall be coated to prevent corrosion. Internal structure shall be constructed as per approved shop drawings. © Graphic elements are internally illuminated using GE Tetra MiniMax 7100k LED system or Starbucks approved equal. Led's to be mounted on an internal baffle with self contained power supply. All electrical components are removable for service. © Support structure to be welded aluminum "C" channel uprights and aluminum square tube base, painted Black to match RAL 7021 M(satin finish). Support structure be constructed as per approved shop drawings and shall be integral to the sign cabinet. Base tube to be constructed so that it is retro-fitable to existing sign foundations. All foundations, existing and new must be analyzed for suitability and must meet local city and state code regulations. © Sign must meet all regulations in the National Electric Sign Code as well as any local or state codes. As per NEC 600.6 sign is equipt with a service disconnect switch. Sign must be listed as an Electrical Sign per Underwriters Laboratories UL48 and/or CSA and bear the appropriate UL, CUL, or CSA relevant certification marks. Primary power by electrical contractor per NEC. A. uL r Q 61/8" (15smn) 6"m2mm) E � ae ML M PIP OK \_ 1/2"(13mm) Base Detail- Section View Scale: 3" = V-0" Red line indicates the pattern of the escutcheon plate at top showing how plate slots into "C" channel uprights. © 7/8"(2Emm) dia. hole(s) for 3/4"l,.) anchor bolts 5/8"(,am") dia. hole(s) for 1/2"(1.) anchor bolts 2"(5,mm) x 5"(127—) x 3/16"(5mm) flat aluminum bar Counter sunk screws 3/4"p9mn) x 3/4"(19mm) x 2"(51—) x 1/8"(3mm) angle aluminum clips 3"(76mm) x Vm2mn) x 3/16"tsmm) aluminum base tube. .09011(2mm) aluminum escutcheon plate Counter sunk screws DT Directional Illuminated Arrow Series - Min 1170mm #14104 Sq. 1 Volls Amps 146" (1170MM) 1.51 1 9.90 120 0.85 1: Figured as illuminated center part 2: Figured as complete signage to UI MAY 0 7 2011 BUILDING DEPAR-1N CITY OF EDMntur TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 RI RL Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date #3232 ill Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final Manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. NT 7of13 E - Design ID #14327 Applied 3M vinyl - White #3650-10 _c E M 3/8" typ E (tome) = r3 Aft Side View Scale: 3/4" = 1'-0" Disconnect switch - weather proof with sealing boot T -2'V mm) 11 7/8"8 7/8" (302mm1 C-11 C3 � 0pen r CV 31/16",.w T— A Front View Scale: 3/4" = 1'-0" GE GEPS12-60 power supply GE Tetra\ MiniMax 7100k LEDs Service access ,screws C S 3"psnm) x 13/4"144—) aluminum channel Electrical junction box Vertical Cross Section View Typical WX Scale: 3/4" = 1'-0" 5 3/16" ,732mm) ' Applied 3M vinyl - White #3650-10 _ E _ r cl co [:3 1'-5 3/16"(e37mm) 3"(76mm) 1" V-5 Side View Scale: 3/4" = 1'-0" SUNNI 0-0, NO N ME (1 ) Double faced backlit illuminated drive thru cabinet signs. 2'-2",6somm) Fabricate and install: 8 7/8" 11 7/8" Q Cabinet to be fabricated from .090"(2mm) aluminum, painted Black to match RAL , `7umm) 7021 M(satin finish), with Applied 3M vinyl- White #3650-10 end caps. "DRIVE THRU" copy and arrow graphics to be routed out of aluminum face and backed with .125" (3mm) translucent acrylic- White #7328. Note: all acrylic elements to be attached to back of aluminum faces with welded studs. Q Cabinet to be welded aluminum construction with no visible fasteners. Fasteners retaining the hinged face will be located on the bottom such that they are not visible. All fasteners used in assembly of internal components shall be coated to prevent corrosion. Internal structure shall be constructed as per approved shop drawings. —Open---- �f Graphic elements are internally illuminated using GE Tetra MiniMax 7100k LED system or Starbucks approved equal. Led's to be mounted on an internal .063"(2mm) aluminum baffle with self contained power supply. All electrical components are removable for service. Rear View Scale: 3/4" = 1'-0" r Hingeable face (one side only) Escutcheon plate at top i ------------- Disconnect switch - weather proof with sealing boot UL label location Inside of leg Electrical Service Position- Section View Scale: 3/4" = 1'-0" A Base Detail- Section View WO Scale: 1 1/2" = V-0" 1'-6"(457mm) i 61/8"ossmm) fi"„t—, V5 3/16" I437—J t 6" Cover opening for electrical `-J 2",stmm) x Yoonm) x 3/16'(5mn) flat aluminum bar Counter sunk screws 3/4",t9m,n) x 3/4"„ gmm) x 2",si". x 1/8"(&.q angle aluminum clips 3"(76r.) x 6"usaum) x 3/1611(smm, aluminum base tube. .090"(2,m) aluminum escutcheon plate Counter sunk screws A Base Detail- Section View Scale: 3" = 1'-0" „samN /----O 1 1/2"penin) dia. hole for electrical conduit CA Base Detail- Section View Scale: 1 1/2" = 1'-0" CS 3"(7smm) x 1 3/4"taanm) toxin aluminum channel Red line indicates the pattern of the escutcheon plate at top showing how plate slots into "C" channel uprights. 0 7/8"(2.-) dia. hole(s) for 3/4"(smm) anchor bolts 5/811(ismm) dia. hole(s) for 1/2"(13mm) anchor bolts DT Directional Exit Sign Illuminated Arrow Series - 46in 1170mm #14327 Voltst 46" (117omm) 1 1.09 1 8.31 1 120 0.85 1: Figured as illuminated center part 2: Figured as complete signage MAY 07 2 BUILDING I CITY OF TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 R1 RL May 6, 2015 R2 RL Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date TM #3232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams serials may not be represented x e ly as they will be fabricated. Colors on prints may not accurately depict 5 specific colors. iv 8of13 © Support structure to be welded aluminum "C" channel uprights and aluminum square tube base, painted Black to match RAL 7021 M(sabn finish). Support structure be constructed as per approved shop drawings and shall be integral to 111= :a, side) Embed the sign cabinet. Base tube to be constructed so that it is retro-fitable to existing 2 imum 3/4" dia. 12" sign foundations. All foundations, existing and new must be analyzed for g 9 Y I anchor bolts suitability and must meet local city and state code regulations. ties (3 EA.) ties, TYP. 0Sign must meet all regulations in the National Electric Sign Code as well as any local or state codes. As per NEC 600.6 sign is equipt with a service disconnect switch. Sign must be listed as an Electrical verticals (4 EA.) Sign per Underwriters Laboratories UL48 and/or CSA and bear the appropriate UL, CUL, or CSA relevant certification marks. Primary power by electrical contractor per NEC. SPS 1'-6"(457mm) i 61/8"ossmm) fi"„t—, V5 3/16" I437—J t 6" Cover opening for electrical `-J 2",stmm) x Yoonm) x 3/16'(5mn) flat aluminum bar Counter sunk screws 3/4",t9m,n) x 3/4"„ gmm) x 2",si". x 1/8"(&.q angle aluminum clips 3"(76r.) x 6"usaum) x 3/1611(smm, aluminum base tube. .090"(2,m) aluminum escutcheon plate Counter sunk screws A Base Detail- Section View Scale: 3" = 1'-0" „samN /----O 1 1/2"penin) dia. hole for electrical conduit CA Base Detail- Section View Scale: 1 1/2" = 1'-0" CS 3"(7smm) x 1 3/4"taanm) toxin aluminum channel Red line indicates the pattern of the escutcheon plate at top showing how plate slots into "C" channel uprights. 0 7/8"(2.-) dia. hole(s) for 3/4"(smm) anchor bolts 5/811(ismm) dia. hole(s) for 1/2"(13mm) anchor bolts DT Directional Exit Sign Illuminated Arrow Series - 46in 1170mm #14327 Voltst 46" (117omm) 1 1.09 1 8.31 1 120 0.85 1: Figured as illuminated center part 2: Figured as complete signage MAY 07 2 BUILDING I CITY OF TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date December 2, 2014 R1 RL May 6, 2015 R2 RL Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date TM #3232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams serials may not be represented x e ly as they will be fabricated. Colors on prints may not accurately depict 5 specific colors. iv 8of13 F - Design ID #14091 3/8" (lbmn) 3 ri ,f Side View Scale: 3/4" = 1'-0" Disconnect switch - weather proof with sealing boot 31/16" (78—) 2' 1 "(635,-) r199mm�v (371mm) 0pen— 5 3/16" (132mm) 21/2" 1013/16" 815/16" (r,amm) (Mrrm) (227—) i E — c7 E CDT EXIT r -L ONLYX E c M C3 V-5 3/16"(437mm) ��- 3"rm-) 1 "(25—) V-5 A Front View Side View intoo nataral� Scale: 3/4" = 1'-0" vzF Scale: 3/4" = 1'-0" E gradej'li'r engine q =flll� CV um —Open— (1 ) Double faced backlit illuminated drive thru cabinet signs. Fabricate and install: Q Cabinet to be fabricated from .090"(2mm) aluminum, painted Black to match RAL 7021 M(satin finish). Q "THANK YOU" and "EXIT ONLY" copy to be routed out of aluminum face and backed with .125" (3mm) translucent acrylic- White #7328. Note: all acrylic elements to be attached to back of aluminum faces with welded studs. Q Cabinet to be welded aluminum construction with no visible fasteners. Fasteners retaining the hinged face will be located on the bottom such that they are not visible. All fasteners used in assembly of internal components shall be coated to prevent corrosion. Internal structure shall be constructed as per approved shop drawings. 6" side) Embed 6" Q Graphic elements are internally illuminated using GE Tetra MiniMax 7100k LED Imum 3/4" dia. 12" system or Starbucks approved equal. Led's to be mounted on an internal 1 anchor bolts .063"(2mm) aluminum baffle with self contained power supply. All electrical ties (3 EA.) components are removable for service. ties, TYP verticals (4 EA.) V-6"(457..) Rear View GE GEPS12-60 power supply Scale: 3/4" = 1'-0" GE Tetra\ r Hingeable face MiniMax 7100k LEDs (one side only) Escutcheon plate at top I ----------- I I i Service access ,screws CS 3"oema) x 1 3/4"(aamm),.sor. aluminum channel Electrical junction box Vertical Cross Section View Typical Scale: 3/4" = 1'-0" Disconnect switch- A Base Detail- Section View weather proof with Scale: 1 1/2" = 1'-0" sealing boot UL label location V5 3/16" Inside of leg (137..) Electrical conduito—\ f 6" c /—p Cover opening for electrical Q Support structure to be welded aluminum "C" channel uprights and aluminum square tube base, painted Black to match RAL 7021 M(satin finish). Support structure be constructed as per approved shop drawings and shall be integral to the sign cabinet. Base tube to be constructed so that it is retro-fitable to existing sign foundations. All foundations, existing and new must be analyzed for suitability and must meet local city and state code regulations. © Sign must meet all regulations in the National Electric Sign Code as well as any local or state codes. As per NEC 600.6 sign is equipt with a service disconnect switch. Sign must be listed as an Electrical Sign per Underwriters Laboratories UL48 and/or CSA and bear the appropriate UL, CUL, or CSA relevant certification marks. Primary power by electrical contractor per NEC. o SPS O < uL 61/8"(156mm) r -am cl (,52mn) �O 1 1/2"(38,-) dia. hole for electrical conduit r Base Detail- Section View UP Scale: 3" = V-0" 2",5imm) x 5"(iz7mm) x 3/16"(5mm) flat aluminum bar Counter sunk screws 3/4"(19—) x 3/4.109u.n) x 2"(51mm) x 1/8"(3mm) angle aluminum clips 3"(76—) x 6"(152..) x 3/1611(5mm) aluminum base tube. .090"(2—) aluminum escutcheon plate Counter sunk screws @ —----------- — —--------- — F O —p S 3",7smm) x 1 3/4" C (damn) ,.sa5= r ------ ------ aluminum channel cD_ @. .._........_.. p O Red line indicates the pattern of the OT Directional Exit Sign Illuminated Arrow Series - 46in 1170mm #14091 ------------- - - escutcheon plate at top showing how plate slots into "C" channel uprights. Size Sq.t Service Position- Section View Base Detail- Section View 46" (1170..) 1 1.51 1 9.90 1 120 0.85 ' Scale: 3/4" = 1'-0" Scale: 11/2" = 1'4"7/8"(22mm) dia. hole(s) 3/4"o.)for 3/4"h, anchor bolts 0 5/8"(15mm) dia. hole(s) for 1/2'5,3..) anchor bolts 1: Figured as illuminated center part 2: Figured as complete signage TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18,2014 Date May 6, 2015 R2 RL Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date TM #3232 Edmonds Way & 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams ESmaterials may not be represented GI ll actly as they will be fabricated. Colors on prints may not accurately depict MAY 0 a specific colors. L ti BUILDIN0 .I CITY OF 9of13 GA & G.2 - Standard Rerserve Window Vinyl 2'-2 5/8" 4 3/83/8" I I A CV co co M 4 1 :13/8" A Front View Scale: 3" = 1'-0" Specifications: Manufacture and Install: (2 sets) S/F non -illuminated window vinyl graphics "STARBUCKS COFFEE" lettering, "Star" graphic, underscore and r'R" letter and "TM" to be cut-out of opaque 3M Scotchcal vinyl- Matte White #3650-20 applied to second surface of windows. TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- *3232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By Norember18,2014 Date Revisions [ ] Approved ( ] Approved With Changes Noted Customer Signature Date Landlord Signature Date TM *3232 Edmonds Way& 100th Edmonds, WA BUILDING] CITY OF This drawing is Intended to provide a reasonable representation of the final manufactured article. Fasteners and seams y� "�V~`�•� in materials may not be represented U exactly as they will be fabricated. Colors on prints may not accurately depict MAY 07 2015 specific colors. 10 of 13 BUILDING] CITY OF E M 0 rn H - Design ID #14106 1'-6" (457—) 9'-0"(2743nm) T-21.(965mm) 5'-6"(1676mm) 3 76mm) 1 3'-6" e (1057mm) o.e. 9'=0" CLEARA_NC'. 5"� 8'-0" 'CLEARA eo 3" x 4" x 1/4"g3—. steel tube painted black NOTE: Clearance Bar height may require to match RAL 7021 M adjustment to accommodate curb and/or foundation height. Manufacture to provide (2) 2'-6" (762mm) cable lengths for such adjustments. =nhl - u= Front View Scale: 1/2" = 1'-0" (4) 3/4n(19'_). x 36"19,4mn) A36 steel anchor bolts (6) #4 bars on a 11" pattern with (6) #3 sturrups _ _ @ 4"(,o2mm) o.c.@ to then 10" D.C. there after 3" Min. Conc. cover Do not weld rebar 0.33 cubic yards of concrete 4"uu2mm) Varies 5" x 2" (127mmx51mm) aluminum tube, painted green to match PMS 369c (satin finish) ek Side View Scale: 1/2" = 1'-0" N • 3/8"-1 (,omen) A Placard Graphic Details- Front View Scale: 1" = 1'-0" N -N Placard Graphic Details- Bottom View '%w Scale: 1" = 1'-0" 5'-6"(1676mm) T-6" (Ios7m") &% Section View Scale: 3" = 1'-0" Painted green to match PMS 369c (satin finish) Copy, Chevrons,alid striping to be opaque 3M Scotchlite White #680-10 reflective fill 2" typ.(5,mm)r--" 2" typ.(e,m v Steel push -in plug for 1"(25mn) dia. hole(hole is for locknut access). Tx 4" x 1/4"p3mm x u,.m .) steel tube cross bar horizontal tube 1/4"(6mn)- 20 SS nylon insert locknut 1/4"(6mm)- 20 smooth eye bolt with shoulder painted Black to match RAL 7021 M Type 304 S.S. Thimble for 3/16" wire rope Typ. (do not paint) Type 304 SS oval compression sleeve 3/16"(sn.") dia. type 316 SS wire rope (7 x 19 strand core) 3/16'15".") type 316 SS wire rope clip. (2) SS nylon locknuts per clip Type 304 S.S. Thimble for 3/16" wire rope Typ. (do not paint) 1/4"(6mm)- 20 smooth eye bolt with shoulder painted Black to match RAL 7021 M 1/4"(6mm)- 20 SS nylon insert locknut 2" x 5" x 3/16"151 mnx,27mmx5mm) steel rectangular tube placard. Aluminum louvered vent for 1" i25mm) hole 1" (25mm) hole for locknut access Painted green to match PMS 369c (satin finish) 8"(203—) m 5��(��1---11/2"(semen, 3/411(iemm) steel base plate �. 7/8'lzanm) x 2 3/4"pomm) x 30* radius slot for 3/4"(,amen) anchor bolts. Tx 4" x 1/4"(73mmx1o2—.6mm) (y.............- steel tube vertical support tube 3/16 (5m.) r A Base Plate Enlarged Detail Scale: 1 1/2" = V-0" (1 ) Single faced non- illuminated drive thru clearance Bar sign. Fabricate and install: Q Scraper Bar to be 2"f5,mn) x 5"(127m") x 1/4"(6mm) aluminum rectangular tube, ends to be flush capped with aluminum, painted Green to match PMS 369c (satin finish). Q Copy to be opaque 3M Scotchlite White #680-10 reflective film (field apply). Q Chevrons to be opaque 3M Scotchlite White #680-10 reflective film. ID Striping to be opaque 3M Scotchlite White #680-10 reflective film. Striping extends 3/8" pomm) onto front face. © Suspend sign face from support arm with 3/16" s.s. cable and attachment hardware. © Support structure to be welded 3'(73m") x 4"m nm) x 1/4"(6mm) steel rectangular tube construction, painted Black to match RAL 7021 M(satin finish). Support structure be constructed as per approved shop drawings and shall be retro- fittable to existing sign foundations. All foundations, existing and new must be analyzed for suitability and must meet local city and state code regulations. DT Clearance Bar Arrow Series Freestanding -10'-3" 3124mm #14106 t•I r. •r• t Imperial Metric 1- 8'-0" 2.43m 2- 9'-0" 2.59m Size 10'-3" (3124mm)1 Sq. Ft. 2.29 1.) Figured as visual text BUILDING I CITY OF TUBE ART GROUP Seattle Office 11715 SE Sth Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- #3232 Edmonds Way, Edmonds, WA 124987_112 File Name House Salesperson Ryan Lybeck Drawn By ** Checked By November 18, 2014 Date Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date na #3232 Edmonds Way& 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 11 of 13 I - Design ID #14119 Manufactured by others, installed by TubeArt 961/2" [245 Ocm] 145/8 [37.3 T1 ------------ Overall Depth° •'- " ---- -77 108" [274.4cm] A Plan Section View Scale: 3/8" = 1'-0" 1 36 3/8' [92.4cm] 121/8 [4.4cm] 13" 21/8" 6" [33.Ocm] [15.2cm [5.5cm] 14" [35.6cm] 3' [7. cm 18° 4- 5- [12.7cm] 5• [12.7cm] 1O" ]25.4cm] Base & Footing Section Scale: 3/8" = 1'-0" Front View- 5 Panel Menu Board Scale: 3/8" = 1'-0" �36 7/8' ]93.7cm] 6 3/4' [17.1 cm] Halo 2 3/8' 6.0 cm] Face .5cm (46.7cm) tics [104.1 cm] 4 5/8" [11.7 cm] 6° [15.2 m] CURB 1 STREETS .. Section View Scale: 3/8" = 1'-0" 5'It2.7cm] 3" 64- [162 ' 4'[162.cm] .14 1/2^ [36.8 cm] J - Design ID #14120 Manufactured by others, installed by TubeArt o ° ° L ao o0 r Plan Section View Scale: 3/8" = 1'-0" 3'-01/8" 2'-6 5/8" 2'-13/8" 16" Auger 13"- y„ 4" AP Base & Footing Section Scale: 3/8" = 1'-0" Front View- Pre menu Board Scale: 3/8" = 1'-0" MENU BOTTOM PLATE OUTLINE - 4" I 3/4" CONDUIT FOR 120V AC (CENTER IN FOOTING) Base & Footing Section Scale: 3/8" = 1'-0" -------------n----- I I 3/4" DIAMETER x 24" LONG ANCHOR I I I I BOLTS (F1554 GRADE 36,4 EACH) I I I I FINISHED GRADE II II II II #3 TIES (3 EACH) naturalmgmciinto engineered tell ®® TIES, @ n @ 12- O.C. ®®M #5 VERTICALS (6 EACH) DIAMETER Section View 5 Panel Menu board and Pre -Menu footing details Scale: 3/8" = 1'-0" Scale: 3/8" = 1'-0" MAY 0 7 2015 BUILDINf3 DEPARti"MENT CITY OF EDMOND8 TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this designconcept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- 03232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature. Date Landlord Signature Date Tta 03232 Edmonds Way& 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 12 of 13 as oio tyu.ouul naiv 301/8" [76.5cm] Cas 2 3/4' [7.0cm] Halo 2 3/8' 23/4 TFace 25 3/8• [64.5cm]--- F[6.Ocm] Lens Opening Frame F.0 cm] ----- - --- _t 48 [122.9cm] 8" / I I I I 38° 11 H o I I I I 2x-183/88' .1/4° ficin] 38 /8' [96.9cm] Lens o ing I I I I I I I I I I I I I 1 Gra - - ---- r - ----- 41' Graphic Width- [104.1cm] [42.Tcm] To 251/4' [64.2cm] Front View- 5 Panel Menu Board Scale: 3/8" = 1'-0" �36 7/8' ]93.7cm] 6 3/4' [17.1 cm] Halo 2 3/8' 6.0 cm] Face .5cm (46.7cm) tics [104.1 cm] 4 5/8" [11.7 cm] 6° [15.2 m] CURB 1 STREETS .. Section View Scale: 3/8" = 1'-0" 5'It2.7cm] 3" 64- [162 ' 4'[162.cm] .14 1/2^ [36.8 cm] J - Design ID #14120 Manufactured by others, installed by TubeArt o ° ° L ao o0 r Plan Section View Scale: 3/8" = 1'-0" 3'-01/8" 2'-6 5/8" 2'-13/8" 16" Auger 13"- y„ 4" AP Base & Footing Section Scale: 3/8" = 1'-0" Front View- Pre menu Board Scale: 3/8" = 1'-0" MENU BOTTOM PLATE OUTLINE - 4" I 3/4" CONDUIT FOR 120V AC (CENTER IN FOOTING) Base & Footing Section Scale: 3/8" = 1'-0" -------------n----- I I 3/4" DIAMETER x 24" LONG ANCHOR I I I I BOLTS (F1554 GRADE 36,4 EACH) I I I I FINISHED GRADE II II II II #3 TIES (3 EACH) naturalmgmciinto engineered tell ®® TIES, @ n @ 12- O.C. ®®M #5 VERTICALS (6 EACH) DIAMETER Section View 5 Panel Menu board and Pre -Menu footing details Scale: 3/8" = 1'-0" Scale: 3/8" = 1'-0" MAY 0 7 2015 BUILDINf3 DEPARti"MENT CITY OF EDMOND8 TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this designconcept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- 03232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date Revisions [ ] Approved [ ] Approved With Changes Noted Customer Signature. Date Landlord Signature Date Tta 03232 Edmonds Way& 100th Edmonds, WA This drawing is intended to provide a reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented exactly as they will be fabricated. Colors on prints may not accurately depict specific colors. 12 of 13 K& L- Design ID #14163 & #14116 Manufactured by others, installed by TubeArt #3 -Header Channel 7'-6' Roof Panels - IF -11F II11I #4 -Roof Panels %yy'�V #4 -Roof Panels i•e,�r•(pr•��`r . En H3�.. -. -Roof Panels-� cG-•y«-.Z.-tiT LMMI Scale: 3/8" = V-0" 3'-3 3/4" #3 -Header Channel 2-2 3/4" 1 #4 -Roof Panels #5-ltoofFrame I #7 -Stee Frame -\\ 47 -Steel Frame #2 -Ste Posts 1 I I 5'-101/2• #11 -LE Floodlights b 13/16" #10 -Electric Er Nosure,\ I MONITOR SET BACK #9 -Base Covers •' 3/4' dia. A307 anchor bolt, 1/4• plate, 3'x 3' Heavy hex nut Concrete foundation — (6) No. 5 bars No. 3 t es, 10' c/c (3 in top 5 inches) ,':�! :-"'a. ' ' '; •: �> •'_.! VL Undisturbed soil c 2,_s• diameter Side View - DT Order Point III Scale: 3/8" = VI 03/ 8 7/8' VV OVALS 1 3/8" b —' X17/8' w 6• m m 6 m 7/8" I -7F#2 ® + CUT-OUTS N 7 -Steel Posts `#1 -Steel Base Plates 4 5/8" #3 -Header Channel 3 1/41� 3' -5 - TO CENTER ADJUSTABLE 37' to 45' #7 -ISteel Frame -LED [loodlight- #6 -Monr Support Frame aN R Detailed Base & Footing section Scale: 3/8" = 11-0" 4'-51/2' O.A. 4'-0 1 8" ROOF . 11-41 typ . M rn I I L 1 J #9 -Base CovI ''.,• 4' . ;,75/8'5 ,s s. 3'-8 3/8" MONITOR SPACE A Front View - DT Order Point Canapy Scale: 3/8" = V-0" 2'-10„ ` 2'-3 61--�•i I•� + I Y, Mic, Camera ' I O r inn - O - Speaker Outdoor LCD Display Front View- LCD Display Section View- LCD Display NTS Scale: 3/8" = V-0" Scale: 3/8" = 11-01, TUBE ART GROUP Seattle Office 11715 SE 5th Street Bellevue, WA 98005 206.223.1122 800.562.2854 Fax 206.223.1123 This original artwork is protected under Federal Copyright Laws. Make no reproduction of this design concept without permission from Tube Art Group. 7200 Customer Number 124987 Quote Number Starbucks- 03232 Edmonds Way, Edmonds, WA 124987_R2 File Name House Salesperson Ryan Lybeck Drawn By Checked By November 18, 2014 Date May 6, 2015 R2 RL Revisions _ [ ] Approved [ ] Approved With Changes Noted Customer Signature Date Landlord Signature Date 1M 03232 Edmonds Way& 100th Edmonds, WA ` This drawing is intended to provide a v reasonable representation of the final manufactured article. Fasteners and seams in materials may not be represented Example Molars on m le photos of rano and order screen exactly as they will be fabricated. NTS Drints may not accurately depict l6w pp�� pecific colors. MAY 0% l0ji 13 of 13 BUILDING DEPARTMENT CITY OF EDMONDS L I , I V CLA55 200 SLEEVES - 51ZED AS NOTED M❑-- I " METER - BY OTHERS •iiiiiiii o • A • ® • ® O • en• ® • ® • u u¢ i i ire iu r ^ n � 2#1&4" d" E; �-- - CLA55 200 SLEEVES - 51ZED AS NOTED M❑-- I " METER - BY OTHERS FOR FUTURE I " D.C.V.A. BY OTHERS „ �,.. 5CHEDULE 40 MAINLINE DRIP MANIFOLD CLA55 200 LATERALS - 51ZED A5 NOTED IRRIGATION DETAILS BRASS 150LATION VALVES - 5AME SIZE A5 PIPE 3/4" QUICK -COUPLING VALVE W/ LOCKING LID —� I " BRA55 DRAIN VALVE ❑ R.B. I " FEB AUTOMATIC CONTROL VALVE ----------- i CONTROL VALVE WIRING - # 14 GA. an o NETAFIM - 18" TECHLINE CV-GGPH F2 CONTROL VALVE NUMBER j j WALL MOUNT CONTROLLER - REFER TO DRAWING i DE51GN CRITERIA cn � THE DE51GN OF THE IRRIGATION SYSTEM 15 BASED ON 55 P.I5.1. @ 30 G.P.M. I GENERAL NOTES • LANDSCAPE CONTRACTOR TO VERIFY WITH GEN. CONTRACTOR LOCATION OF ALL SLEEVING. (WHO INSTALLS?) • IN5TALL VALVE BOXES PERPENDICULAR TO WALLS, WALKS AND CURBS. • INSTALL PIPING IN SAME TRENCH WHEN P0551BLE. • PLACE TWO (2) VALVES IN SAME VALVE BOX WHEN POSSIBLE. • WHERE Q.C.V. ARE SHOWN ADJACENT TO CONTROL VALVE, INSTALL IN VALVE BOX WITH CONTROL VALVE. • RAINBIRD 5ERIE5 BODIES 180GPR5 • INSTALL HEADS FLUSH W/ TOP OF WALKS � CUR135. • INSTALL HEADS A MINIMUM OF I" FROM CURBS WALKS AND G" AWAY FROM BUILDINGS AND WALLS. =10111111111 ALL WORK IN THIS AREA UNDER SEPARATE PERMITS PLN 20110076, PLN 20110077, PLN 20110078. �--a- T 2"S BY WALGREENS FOR I FUTURE. TIE TECHLINE TUBING INTO EXISTING • DRIP ZONE IN THE I FUTURE I-�— AREA OF WORK • 2" SCH. 40 CONDUIT REQ. FROM EXTERIOR PLANTING AREA BY WALGREENS i FUTURE VERIFY LOCATION OF WALL MOUNT CONTROLLER WITH GEN. CONTR. LOCATE TOP OF CABINET 5'-0" ABOVE FINISH GRADE. 120V POWER REQ. R.B. ESP—SMT4 MODULAR CONTROLLER. COORDINATE WITH GEN. CONTR. INSTALLATION OF WEATHER STATION MODULE ON ROOF. 2 1 , S S 3/ » 4 1' SCH80 INTO PLANTER BY LANDSCAPE CONTRACTOR ®_ MEN }5! 1 MEN • • • _,m_®�®®®®® M` PLAC STANDARD VALVE BOX ATE D OF SLEEVE BY WALG EENS. WIRE SPLICE REQUI ED AT EXISTING VALVE BOX. (6) 14GA. CONTROL VALVE WIRES BE EEN VALVE BOXES ARE EXISTI G. it PLACE STANDARD VALVE BOX AT END OF SLEEVE BY 291S BJ WALGREENS WALGREENS. WIRE SPLICE REQUIRED AT EXISTING VALVE ------------ ❑ BOX. i Z �`� FIBERGLASS VALVE BOX W/ LOCKING LID z� N MIN, I CU. FT. WASHED GRAVEL SUMP P.T. 2XGX I G" UNDER BOTH CORNERS REQV. IN TURF AREAS ONLY P.V.C. MAINLINE AS NOTED P.V.C. UNION ON ONE SIDE OF VALVE THREADED NIPPLES � ELBOWS - TYPICAL CONTROL VALVE BOX DETAIL NT5 LOCKING LID FINISH GRADE 2" P.V.C. SLEEVING - WIRE TO VALVE A5 APPROVED _z 1" BRASS MANUAL DRAIN VALVE OI" ELBOW FITTING 0 MIN. 2 CU. FT. WASHED GRAVEL SUMP 0 o 1" P.V.C. 5CH 80 NIPPLE P.V.C. MAINLINE A5 NOTED MANUAL DRAIN VALVE DETAIL N.T.5. G I I IRRIGATION SPECIFICATIONS 1. LANDSCAPE CONTRACTOR: The Landscape Contra to must have an Washington Landscape Contractor's license; business license and 5h w roof of being able to secure a performance bond in the State of Washington. Obtain W pay for any licenses, permits and Inspections required by the local governingdncies and utility companies. 1 2. DESIGN AND PLAN: The layout of the Irrigation sys e� i Is schematic. Actual placement may vary slightly as required to achieve full ev g:IIead to head coverage. I. 3. VERIFICATION OF DIMENSIONS: Before proceedin `,pith the installation of any section or unit of the irrigation system, Contractor shall!' h ck and verify the correlation between ground measurements, and the drawings. E 4. PROTECTION OF UNFINISHED WORK: Provide prof; ion at all times ample to keep rock, dirt, gravel, debris and all other foreign materials flop entering piping, valves and F , other irrigation equipment. 4i 5• ENVIRONMENTAL CONDITIONS: In freezing ' weathe , do no solvent welding of PVC pipe. In rainy weather, do solvent welding of PVC pipe ril r under cover. G. UTILITIES: Protect active utilities encountered; not); �e150115 owning same. Verify locations with General Contractor. l 7. GUARANTEE: Guarantee the Irrigation system, or a 'yk ;.art thereof, against defective cc material and workmanship for one year from the date of ' ptance• Correct the same during one-year period after final acceptance without ex` e' 5e to Owner. Include complete restoration of all damaged planting, paving or q5,t''er improvements of any kind. 8. PRODUCTS: A. GENERAL: Materials and equipment shall be ne )'d of brands and types as shown on the Drawings. Automatic Controller, Au$matic, Control Valves and Manifolds to be by same manufacturer. 9. WORKMANSHIP: A. Highest quality in all respects by competent wo :k,;;;en skilled at their trade. B. installation of all materials and equipment shall b ' strict accordance with manufacturer's written specifications and recom e; .dations, local and state codes. l 10, EXCAVATION AND BACKFILL: i A. Pipe trenches straight, or "snaked" slightly, allo ; in for expansion and contraction of PVC pipe. B. Allow for cover depths as follows: All pipe to b''�" min. depth for laterals, and 18" min. depth for mainline.I C. Backfill any excess excavation with suitable mat ri�,l:free of rock, D. Bottom of trenches shall be smooth and free of'; rl cks and other objects that may damage pipe. Allow for adequate slope to , 11p ran system. E. Pressure test mainline for one hour before proc e I. mg with backfill operation. F. Backfill to finish grade, place backfill carefully ar u;!d and over piping, removing rock or other material that may damage pipe; w t1'' nd tamp earth in layers not over G" thick until thoroughly compacted and se t;l d• 1 1. I N5TALLATION : A, Control valves: Provide as shown on plan. Provi el, :Valve Boxes with locking lids as required. Valves and Controller of same man f� ;turer. System to be installed as designed; any changes to be approved in ad Mr pe by the Landscape Architect. B. Manual Drain Vavle5: Install on mainline to drain eI ire system. (Show on "Record Drawings"). i l; C. Set Valve Boxes perpendicular to building walls,: di rbs or sidewalks. D. Sprinkler Heads:' I . Install sprinkler heads of types, sizes and c v 'rage called for in the Sprinkler Head Key, at locations shown as i d rated on Drawings. 2. Install heads on adjustable risers unless of 0i. � 15e noted, set adjacent to curbs, walks, and walls, flush with finish gra , e Allow for mulch depth as specified in planting areas. E. Pipe: 1. Lay pipe in accordance with best practice 66tantially supported at all points and "snaked" slightly allowing for exp' n Ion and contraction... 2. PVC Pipe Joints, solvent welded except as in'clicated. Cut pipe square, deb-rr, wipe from the surface all saw chips d !st, dirt moisture and all fcreign matter which may contaminate the ceffented joint. Apply primer and solvent cement, make joints in accordance miti manufacturer's recommendations. 3. Provide a leak resistant joint with freedom 'fi ovement at all Swing and/or swivel joints. 4. Use Teflon thread sealant tape at all threade joints. 5. G.I. Piping: Clean out threads of standard e'' gths not more than two (2) threads showing at joints. G. Prior to backfilling, notify Landscape Archit • ci; for inspection. I; F. Control Wiring: j I . Lay in trench under branch lines when practj'. aI `:for maximum protection. Use wire sizing chart published by manufacturer, . '�11 ontrol Valve used. 14 GA. required. j i, 2. Wran wires at 10' intervals- Provide 24" of j" lack at Control Valves. Wire 5pli,e5 to be done in valve boxes - Shown ,Record Drawings'. 3. Dec. connectors: Scotch -Lock Sealing Pals: 3M dby splice connectors. t., i; 12, FLUSHING AND TESTING: 1 1. L., A. Flush mainline before installing control valves. T 'ol{ ",ughly flush entire system before testing and installation of sprinkler head (' B. Test all piping, valves, joints and fittings at full `rl' 5ure from the main source of supply for not less than one hour before inspecid prior to backfilling. C. Make watertight under test and immediately co r'�t any and all leaks or defects found and re -test. 13. ADJUSTING AND BALANCING: Adjust and balance i:rj;'�ation system to provide uniform and complete coverage of planting and turf areas. fi,. F: 14. CLEAN UP: Keep premises reasonably free from ac' j: ulation of debris. On completion of each division of work, remove all debris, e jyj ment and surplus materials and leave premises in a neat and orderly fashion. t ; j, 15. MAINTENANCE: During first year guarantee period;js Pt down and winterize system no later than November 15t. Activate system in, 51;'ring, no later than May 15th, and balance for rvverage. Provide Owner before final Iment with "Record Drawmg5" of Irrigation system showing drain valve locations and t r revisions, including product information on all materials used. Fj €; APP -1 VUt) C� i�la��"�Ili� G BEIGHLE & ASSOCIATES INC. ® ImI. 1 LANDSCAPE Z 0M �HITECTURE AND PLANNING ® 12840 N.P. Cor e 1 Road, Portland, Oregon 97229 (503) 643-479 1 !AX (503) 643-4798 JOB#: 1214 G. I IRRIGATIONP LAN II, i f 0 5 10 20 l I I I V d" E; �-- � 33/ )) 4 C! FOR FUTURE �o o`Old DRIP MANIFOLD _ IRRIGATION DETAILS W Itt—LJ. MNI5H GRADE C •L 10" DIA. ECONO VALVE BOX OVER Q.C.V. an o m Cie #44 QUICK -COUPLING VALVE 01 POP-UP SPRINKLER BODY W/ cn � T 11 11 ,Q Q5 NOZZLE A5 5PECIFIED FINISH GRADE �D D L �C 1/2" BARBED ELL FITTING W/ LLJC GIC o 0 r— MARLEX STREET ELL ♦LLJ V Oct WASHED GRAVEL SUMP m 1/2" POLY FLEX PIPE- �, a . 3/4" x 3" 5CH 80 P.V.C. NIPPLE Z I G" MIN., 24" MAX. e° m o. P.T. 2XGX I G" UNDER BOTH CORNERS 1/2" BARBED ELL FITTING 2 o °' 90,Q' REQ'D. IN TURF AREAS ONLY N e 8 a . LASCO I" UNITIZED O-RING ab �e e SWING JOINT P.V.C. LATERAL LINE AS NOTED Oho P.V.C. MAINLINE AS NOTED DO NOT USE 51DE INLET bw #4 REBAR 30" LONG W/ 5.5. WORN GEAR CLAP. QUICK -COUPLING VALVE DETAIL (3/4") POLY FLEX RISER DETAIL 1800 5ERIE5 ONLY NT5 NT5 Z �`� FIBERGLASS VALVE BOX W/ LOCKING LID z� N MIN, I CU. FT. WASHED GRAVEL SUMP P.T. 2XGX I G" UNDER BOTH CORNERS REQV. IN TURF AREAS ONLY P.V.C. MAINLINE AS NOTED P.V.C. UNION ON ONE SIDE OF VALVE THREADED NIPPLES � ELBOWS - TYPICAL CONTROL VALVE BOX DETAIL NT5 LOCKING LID FINISH GRADE 2" P.V.C. SLEEVING - WIRE TO VALVE A5 APPROVED _z 1" BRASS MANUAL DRAIN VALVE OI" ELBOW FITTING 0 MIN. 2 CU. FT. WASHED GRAVEL SUMP 0 o 1" P.V.C. 5CH 80 NIPPLE P.V.C. MAINLINE A5 NOTED MANUAL DRAIN VALVE DETAIL N.T.5. G I I IRRIGATION SPECIFICATIONS 1. LANDSCAPE CONTRACTOR: The Landscape Contra to must have an Washington Landscape Contractor's license; business license and 5h w roof of being able to secure a performance bond in the State of Washington. Obtain W pay for any licenses, permits and Inspections required by the local governingdncies and utility companies. 1 2. DESIGN AND PLAN: The layout of the Irrigation sys e� i Is schematic. Actual placement may vary slightly as required to achieve full ev g:IIead to head coverage. I. 3. VERIFICATION OF DIMENSIONS: Before proceedin `,pith the installation of any section or unit of the irrigation system, Contractor shall!' h ck and verify the correlation between ground measurements, and the drawings. E 4. PROTECTION OF UNFINISHED WORK: Provide prof; ion at all times ample to keep rock, dirt, gravel, debris and all other foreign materials flop entering piping, valves and F , other irrigation equipment. 4i 5• ENVIRONMENTAL CONDITIONS: In freezing ' weathe , do no solvent welding of PVC pipe. In rainy weather, do solvent welding of PVC pipe ril r under cover. G. UTILITIES: Protect active utilities encountered; not); �e150115 owning same. Verify locations with General Contractor. l 7. GUARANTEE: Guarantee the Irrigation system, or a 'yk ;.art thereof, against defective cc material and workmanship for one year from the date of ' ptance• Correct the same during one-year period after final acceptance without ex` e' 5e to Owner. Include complete restoration of all damaged planting, paving or q5,t''er improvements of any kind. 8. PRODUCTS: A. GENERAL: Materials and equipment shall be ne )'d of brands and types as shown on the Drawings. Automatic Controller, Au$matic, Control Valves and Manifolds to be by same manufacturer. 9. WORKMANSHIP: A. Highest quality in all respects by competent wo :k,;;;en skilled at their trade. B. installation of all materials and equipment shall b ' strict accordance with manufacturer's written specifications and recom e; .dations, local and state codes. l 10, EXCAVATION AND BACKFILL: i A. Pipe trenches straight, or "snaked" slightly, allo ; in for expansion and contraction of PVC pipe. B. Allow for cover depths as follows: All pipe to b''�" min. depth for laterals, and 18" min. depth for mainline.I C. Backfill any excess excavation with suitable mat ri�,l:free of rock, D. Bottom of trenches shall be smooth and free of'; rl cks and other objects that may damage pipe. Allow for adequate slope to , 11p ran system. E. Pressure test mainline for one hour before proc e I. mg with backfill operation. F. Backfill to finish grade, place backfill carefully ar u;!d and over piping, removing rock or other material that may damage pipe; w t1'' nd tamp earth in layers not over G" thick until thoroughly compacted and se t;l d• 1 1. I N5TALLATION : A, Control valves: Provide as shown on plan. Provi el, :Valve Boxes with locking lids as required. Valves and Controller of same man f� ;turer. System to be installed as designed; any changes to be approved in ad Mr pe by the Landscape Architect. B. Manual Drain Vavle5: Install on mainline to drain eI ire system. (Show on "Record Drawings"). i l; C. Set Valve Boxes perpendicular to building walls,: di rbs or sidewalks. D. Sprinkler Heads:' I . Install sprinkler heads of types, sizes and c v 'rage called for in the Sprinkler Head Key, at locations shown as i d rated on Drawings. 2. Install heads on adjustable risers unless of 0i. � 15e noted, set adjacent to curbs, walks, and walls, flush with finish gra , e Allow for mulch depth as specified in planting areas. E. Pipe: 1. Lay pipe in accordance with best practice 66tantially supported at all points and "snaked" slightly allowing for exp' n Ion and contraction... 2. PVC Pipe Joints, solvent welded except as in'clicated. Cut pipe square, deb-rr, wipe from the surface all saw chips d !st, dirt moisture and all fcreign matter which may contaminate the ceffented joint. Apply primer and solvent cement, make joints in accordance miti manufacturer's recommendations. 3. Provide a leak resistant joint with freedom 'fi ovement at all Swing and/or swivel joints. 4. Use Teflon thread sealant tape at all threade joints. 5. G.I. Piping: Clean out threads of standard e'' gths not more than two (2) threads showing at joints. G. Prior to backfilling, notify Landscape Archit • ci; for inspection. I; F. Control Wiring: j I . Lay in trench under branch lines when practj'. aI `:for maximum protection. Use wire sizing chart published by manufacturer, . '�11 ontrol Valve used. 14 GA. required. j i, 2. Wran wires at 10' intervals- Provide 24" of j" lack at Control Valves. Wire 5pli,e5 to be done in valve boxes - Shown ,Record Drawings'. 3. Dec. connectors: Scotch -Lock Sealing Pals: 3M dby splice connectors. t., i; 12, FLUSHING AND TESTING: 1 1. L., A. Flush mainline before installing control valves. T 'ol{ ",ughly flush entire system before testing and installation of sprinkler head (' B. Test all piping, valves, joints and fittings at full `rl' 5ure from the main source of supply for not less than one hour before inspecid prior to backfilling. C. Make watertight under test and immediately co r'�t any and all leaks or defects found and re -test. 13. ADJUSTING AND BALANCING: Adjust and balance i:rj;'�ation system to provide uniform and complete coverage of planting and turf areas. fi,. F: 14. CLEAN UP: Keep premises reasonably free from ac' j: ulation of debris. On completion of each division of work, remove all debris, e jyj ment and surplus materials and leave premises in a neat and orderly fashion. t ; j, 15. MAINTENANCE: During first year guarantee period;js Pt down and winterize system no later than November 15t. Activate system in, 51;'ring, no later than May 15th, and balance for rvverage. Provide Owner before final Iment with "Record Drawmg5" of Irrigation system showing drain valve locations and t r revisions, including product information on all materials used. Fj €; APP -1 VUt) C� i�la��"�Ili� G BEIGHLE & ASSOCIATES INC. ® ImI. 1 LANDSCAPE Z 0M �HITECTURE AND PLANNING ® 12840 N.P. Cor e 1 Road, Portland, Oregon 97229 (503) 643-479 1 !AX (503) 643-4798 JOB#: 1214 G. I IRRIGATIONP LAN II, i f 0 5 10 20 l I I I V d" E; �-- C! W �o o`Old rf- cU C W Itt—LJ. x C •L _ an o m Cie M r— W cn � W ,Q Q5 -a a� D L �C LLJC GIC o 0 r— ♦LLJ V Oct m �o rte. t� �r CV t aK 0 u � Cf N f CV c,/1 V I•r1 W I -I— C 00 a � o 00 LA CL_ STATE OF WASHINGTON REGISTERED LAN CAPE ARCHI T HAL BGH Y CER nFICA 0. © 2012 Baysinger Partners Architecture PC This document, and the ideas and designs incorporated herein Is an instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all law, statuatory and other reserved rights, including copyright thereto. This document shall not be used In whole or In part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE CITY COMMENTS Ai08.28.12 t ORIGINAL ISSUE DATE 6.12.12 DRAWN BY AMM CHECKED BY HSB 10 10 , ry PLAN Ii &�D oLo 2 D cf�_s " PLANT MATERIALS LISTING: Carpet Rose 2 October Glory MOON LLJCD appearance or relationship to plant and structures. 1 BOTANICAL NAME QTY. SIZE ;CONDITION REMARKS COMMON NAME complete all work shown on the Drawings and in the Specifications. x� B. Loosen and remove twine binding and burlap from around top of TREES The graphic representation on the drawings takes precedant over quantities p O I Acer rubrum 'October Glory' 2 1 1/2" Cal. 1 B&B • October Glory Maple D. Place and compact backfill soil mixture carefully to avoid injury 3. GUARANTEE AND REPLACEMENT: Guarantee all new plant material after q; Cn Q in SHRUBS final acceptance for duration of one full growing season or one year, p 9 9 y i E. When hole is nearly filled, completely soak and allow water to Fothergilla gardenii 5 3 Gal. Can 15-18" Dwarf Fothergilla v indicated. Initial watering—in of trees and shrubs by the irrigation ` acts and neglects on the part of others. Nandina domestica 'Moon Bay' 12 5 Gal. I ; Can 18-24" Moon Bay Nandina 4. GRADES: Final rough grade will be established by the General Contractor, Mix V. 1 Ib/100 gallons of product required per 1,000 sq. ft. This material Rosa x 'NOA8310OB' 21 2 Gal Can 12-15" Scarlet Carpet Rose work task. 5. TOPSOIL: Landscape Contractor to provide & install required topsoil in planting ORNAMENTAL GRASSES PLANTING BED GRADES: Grades and slopes in accordance with rough— areas — 65% sandy loam, 35% compost. Festuca ovina 'Elija' 5 1 Gal. Can 10-12" Blue Fescue 29 cu. yds, required. Submit sample & analysis. bordering paving, curbs, walls, etc., before application of mulch. GROUNDCOVER & VINES 14. USE OF HERBICIDES: Applications of herbicides to all planting areas 6. FERTILIZERS: A. General: Approved brands meeting requirements of applicable state Arctostaphylos uva—ursi 15 4" Pots 24" O.C. Kinnikinnick B. Commercial Mix 'A' — PHC Flower Saver Plus, Plant Healthcare, Inc. 'B' 15. MULCHING OF PLANTING BEDS: Mulch shrub planting beds with 3 inch Waldsteinia chilensis 20 4" Pots 24" O.C. Coastal Strawberry entire planting bed, apply evenly. 7. TEXTURAL SOIL AMENDMENTS: N/A Landscape Rocks 8. i 16. Native Basalt 1 3-5 cu.!ft. year after acceptance. Be responsible for the following work items APPROXIMATE LANDSCAPE AREA Planting Area: 695 sq.ft. PLAN ` 2"x 2" PT.D.F. 8'-0" Tree Stakes Do Not Penetrate Root Ball. (3 Stakes Per Tree;- One Coat Olympic Stain #713 Required) o a Tree Ties! Rubber Hose w 12 Gouge a V. ire. e Tree Wrap — From Ground To First o ranch. I i 0 o Cut & Remove Bottom Of Wire Basket em all Burlap wine rom a f Of Ball l firer' Staking. Place Top o Rootball 3' Min. Above Adjacent Finish Grade. Mulch Circle Water Basin 1 1/2" min. v Depth. LO Min. 30" Wide Bark Mulch Circle In ur reas. Backfill Soil Mixture As Specified. Scarify Walls & Bottom Of Planting I. Tree Roost Barrier Panels EP -1850 NDS 1-800-7261994 Set Root all On Undisturbed Soil. i� 2 x Dia. of Root Ball *ROOT BARRIER REQ'D. WHERE TREES ARE WITHIN 5'-0" OF ANY CURB OR SIDEWALK EDGE6 — MIN. 6'-0" LENGTHS REQUIRED ALONG EACH SIDE OF CURB/SIDEWALK. TREE PLANTING DETAIL — SHRUB PLANTING SIMILAR NOTES 1. B&B STOCK MAY BE SUBSTITUTED WITH CONTAINER STOdK OF EQUAL GRADE. 2. CONTAINER STOCK MAY BE SUBSTITUTED WITH B&B STOCK OF EQUAL GRADE. 3. PLANT MATERIAL SHALL CONFORM WITH AMERICAN STANDARD FOR NURSERY STOCK, ANSI Z60.1, 1986 EDITION. 4. ALL TREES SHALL BE BRANCHED. 5. MULCH ALL PLANTING BEDS WITH 3" MIN. LAYER OF SPECIFIED MULCH. 6. IN THE EVENT OF A DISCREPANCY BETWEEN THIS MATERIAL LISTING AND THE DRAWINGS, THE DRAWINGS SHALL GOVERN THE PLANT SPECIES AND QUANTITIES REQ. 7. IN THE EVENT OF QUESTION OR LACK OF CLARITY ON DRAWINGS, LANDSCAPE CONTRACTOR IS TO CALL LANDSCAPE ARCHITECT BEFORE,` PROCEEDING. 8. LANDSCAPE CONTRACTOR IS TO NOTIFY LANDSCAPE ARCHITECT PRIOR TO INSTALLATION OF PLANT MATERIAL GREEN SIDE UP, TO 9. ADJUST PLANT LAYOUT AS REQUIRED FIT IRRIGATION! COVERAGE PATTERN. I 5 Dwarf Fothergilla 15 Scarlet Carpet Rose • 6 Scarlet Carpet Rose 2 October Glory MaDle 15 Kinnikinnick ® 24" O.C. 2 Moon Bay Nandina ' r I I I I L — 5 Blue Fescue I I I NVA I I l 10 Moon Bay Nandina 19 9 1 1 T 8 Coastal Strawberry ® 24" O.C. 12 Coastal Strawberry @ 24"O.C. 0 24" O.C. I / ED I I I I L_ LANDSCAPE SPECIFICATIONS 1. r 12. PLANTING TREES AND SHRUBS: Plant upright and face to give best C-4 Landscape Contractor's license and be bonded in the State of Washington. LLJCD appearance or relationship to plant and structures. 1 A. All planting holes shall be excavated twice the size of the tree, 2. I O F complete all work shown on the Drawings and in the Specifications. x� B. Loosen and remove twine binding and burlap from around top of I� The graphic representation on the drawings takes precedant over quantities p O each ball. shown on the plant list. yrAlm C. Cut off cleanly all broken or frayed roots. 2 Moon Bay Nandina ' r I I I I L — 5 Blue Fescue I I I NVA I I l 10 Moon Bay Nandina 19 9 1 1 T 8 Coastal Strawberry ® 24" O.C. 12 Coastal Strawberry @ 24"O.C. 0 24" O.C. I / ED I I I I L_ LANDSCAPE SPECIFICATIONS 1. LANDSCAPE CONTRACTOR: The Landscape Contractor must have an Washington 12. PLANTING TREES AND SHRUBS: Plant upright and face to give best C-4 Landscape Contractor's license and be bonded in the State of Washington. LLJCD appearance or relationship to plant and structures. 1 A. All planting holes shall be excavated twice the size of the tree, 2. SCOPE: Furnish labor, materials, equipment and supervision necessary to O shrub or groundcover root ball or root system. complete all work shown on the Drawings and in the Specifications. x� B. Loosen and remove twine binding and burlap from around top of I� The graphic representation on the drawings takes precedant over quantities p O each ball. shown on the plant list. yrAlm C. Cut off cleanly all broken or frayed roots. • � D. Place and compact backfill soil mixture carefully to avoid injury 3. GUARANTEE AND REPLACEMENT: Guarantee all new plant material after q; Cn Q in to roots, fill all voids. final acceptance for duration of one full growing season or one year, p 9 9 y E. When hole is nearly filled, completely soak and allow water to O � t C7 whichever is longer. Replace plant material not surviving or in poor soak away. Fill holes to finish grade and prepare for other work condition; except only loss or damage due to freezing, vandalism or v indicated. Initial watering—in of trees and shrubs by the irrigation Old acts and neglects on the part of others. system not perm) e F. Spring: liquid fertilizer is required the first week of April. Apply Commercial 4. GRADES: Final rough grade will be established by the General Contractor, Mix V. 1 Ib/100 gallons of product required per 1,000 sq. ft. This material fine finish grade by Landscape Contractor. Crown landscaped areas to be applied in Apftntact Landscape Architect prior to doing this (+/— 4") to provide adequate drainage. work task. 5. TOPSOIL: Landscape Contractor to provide & install required topsoil in planting 13. PLANTING BED GRADES: Grades and slopes in accordance with rough— areas — 65% sandy loam, 35% compost. finish grades established by others plus increase resulting from addition Imported soil mix is required for planting areas — 12" minimum depth. of bark mulch in all planting bed areas. Grade to 3 1/2 inches below 29 cu. yds, required. Submit sample & analysis. bordering paving, curbs, walls, etc., before application of mulch. 14. USE OF HERBICIDES: Applications of herbicides to all planting areas 6. FERTILIZERS: A. General: Approved brands meeting requirements of applicable state should be done prior to installing specified topsoil, according to manufacturer's recommendations, for weed control. Avoid groundcover and annual areas. fertilizer laws. Uniform in composition, dry and free flowing. B. Commercial Mix 'A' — PHC Flower Saver Plus, Plant Healthcare, Inc. 'B' 15. MULCHING OF PLANTING BEDS: Mulch shrub planting beds with 3 inch C. Commercial Mix — PHC BioPak, Plant Healthcare, Inc. minimum layer of specified bark within 2 days after planting. Cover entire planting bed, apply evenly. 7. TEXTURAL SOIL AMENDMENTS: N/A 8. TREE GUYING AND STAKING MATERIALS: Refer to detail on Drawings. 16. MAINTENANCE: Begin maintenance immediately after each shrub and tree are planted. Protect and maintain plantings for a period of one year after acceptance. Be responsible for the following work items 9. n material MULCH MATERIALS: Free from noxious weed seed and all foreign during maintenance period. Weed, cultivate, maintain mulch depth harmful to plant life. Hemlock or fir, medium grind, —1.5 + 3/4" size. as specified, reset plants to proper grade or upright position, and do any other necessary work items. 10. EXECUTION: Remove stones, mortar, concrete, rubbish, debris and any material harmful to plant life from all planting areas. 11. SOIL PREPARATION AND PLANTING TREES SHRUBS AND GROUNDCOVER: Broadcast the following materials evenly over topsoil placed in each planting area. Rototill materials into topsoil— 8 to 10" deep. Amount/100 square feet 6 lbs. Commercial Fertilizer 'A' A OVE D. ;' PI ANNING '€ c REGISTERED LAN CAPE ARCH T HAt BGH Y CERTIFICA 0. © 2012 Baysinger Partners Architecture PC This document, and the ideas and designs incorporated herein is an instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all law, statuatory and other reserved rights, including copyright thereto. This document shall not be used in whole or in part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE CITY COMMENTS A� 8-28-12 ORIGINAL ISSUE DATE 6.12.12 DRAWN BY AMM CHECKED BY HSB [ PLANTING BEIGHLEY f!; ASSOCIATES INC® PLAN LANDSCAPE ARC ECTURE AND PLANNING RESUS 12840 N.WCornell; ad, Portland, Oregon 97229 OCT 11. 2012 (503) 643-4796 F, �,:1 (503) 643-4798 JOB#: 1214 BUILDING DEPAFt<:AAENT f 011Y OF EDMONDS P LANTI N G P LAN L- #1 1 0 0111, i; . 5 10 20 CONSTRUCTION DOCUMENTS ' fCl.. C-4 a LLJCD 1 O O x� I� = p O M O yrAlm • � to t REGISTERED LAN CAPE ARCH T HAt BGH Y CERTIFICA 0. © 2012 Baysinger Partners Architecture PC This document, and the ideas and designs incorporated herein is an instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all law, statuatory and other reserved rights, including copyright thereto. This document shall not be used in whole or in part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE CITY COMMENTS A� 8-28-12 ORIGINAL ISSUE DATE 6.12.12 DRAWN BY AMM CHECKED BY HSB [ PLANTING BEIGHLEY f!; ASSOCIATES INC® PLAN LANDSCAPE ARC ECTURE AND PLANNING RESUS 12840 N.WCornell; ad, Portland, Oregon 97229 OCT 11. 2012 (503) 643-4796 F, �,:1 (503) 643-4798 JOB#: 1214 BUILDING DEPAFt<:AAENT f 011Y OF EDMONDS P LANTI N G P LAN L- #1 1 0 0111, i; . 5 10 20 CONSTRUCTION DOCUMENTS ' fCl.. C-4 a LLJCD O O W LA = p O M O � to t C3 L'L W q; Cn Q in O � t C7 ia.. v Old C W m REGISTERED LAN CAPE ARCH T HAt BGH Y CERTIFICA 0. © 2012 Baysinger Partners Architecture PC This document, and the ideas and designs incorporated herein is an instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all law, statuatory and other reserved rights, including copyright thereto. This document shall not be used in whole or in part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE CITY COMMENTS A� 8-28-12 ORIGINAL ISSUE DATE 6.12.12 DRAWN BY AMM CHECKED BY HSB [ PLANTING BEIGHLEY f!; ASSOCIATES INC® PLAN LANDSCAPE ARC ECTURE AND PLANNING RESUS 12840 N.WCornell; ad, Portland, Oregon 97229 OCT 11. 2012 (503) 643-4796 F, �,:1 (503) 643-4798 JOB#: 1214 BUILDING DEPAFt<:AAENT f 011Y OF EDMONDS P LANTI N G P LAN L- #1 1 0 0111, i; . 5 10 20 CONSTRUCTION DOCUMENTS ' IRRIGATION DETAILS Ll �O L LOCKING LID © a 10" DIA. ECONO VALVE BOX OVER Q.C.V. cam FINI5H.GRADE LLQ o U_ #44 QUICK -COUPLING VALVE N, 2" P.V.C. SLEEVING - VARE TO Lnd FINISH GRADE r-- z Ln L a t GL LL Ui -rte I" BRA55 MANUAL DRAINVALVE � o al.. ii r� C�: a N LU - Li �et 0 Li Li C WASHED GRAVEL SUMP O 00 i" ELBOW FITTING 00 a . 3 4" x 3" SCH 80 P.V.C. NIPPLE MIN. 2 CU, FT. WASHED GRAVEL'5UMP z o t ' m a. °am4 P.T. 2XGX I G" UNDER BOTH CORNERS p° ! 2 a, °„ REQ'D. IN TURF AREAS ONLY I" P.V.C. SCH 80 NIPPLE a ° a o oso,x&. LA5CO I " UNITIZED O-RING SWING JOINT e 0 P.V.C. MAINLINE A5 NOTED - P.V.C. MAINLINE A5 NOTED MANUAL DRAIN VALVE DETAIL #4 REBAR 30" LONG W/ S.S. WORN GEAR CLAP. QUICK -COUPLING VALVE DETAIL (3/411) FINISH GRADE GALV. PIPE FITTINGS TO D.C.V. DOUBLE CHECK VALVE ap P.V.C. PIPE * FITTINGS AFTER GALV. UNION a PIBERGLA55 BOX W/ LOCKING LID a � MIN. 2 CU. FT. WASHED GRAVEL SUMP 5/4xGXIG" COMPOSITE DECKING UNDER BOTH CORNERS DOUBLE CHECK BACKFLOW PREVENTER DETAIL NTS (NI � r GRAVEL 5UMP P.T. 2XGX I G" UNDER BOTH CORNERS REQ'D. IN TURF AREAS ONLY P.V,�,. MAINLINE AS NOTED 4N ONE 51DE Of VALVE THREADED :• -CONTRi VALVE 15OX DETAIL NTSJ -INCH GRATE f LEXI BILE TUBI NG .00 WA-rERING SYSTEM: RAIN BIRDRW5-I3CG FINISH GRADE rr✓r rr rr. r.rr rr.lr. I " GATE VALVE * STUB OUT BY OTHERS t... I " MASTER VALVE EDGE OF SIDEWALK f I ,� I" STUB OUT BY OTHERS ` I" SCH. 40 M.L. -------------------------------- EDGE OF CURBLINE I M.D.V. t D.C.V.A. READ. POINT OF CONNECTION NTS DRIP CONTROL VALVE MANIFOLD IRRIGATION SPECIFICATIONS I . LANDSCAPE CONTRACTOR: The Landscape Contractor must have an Washington Landscape Contractor's license; business license and show proof of being able to secure a performance bond in the State of Washington. Obtain and pay for any licenses, permits and Inspections required by the local governing agencies 'and utility companies. 2. DE51GN AND PLAN: The layout of the Irrigation system is schematic. Actual placement may vary slightly as required to achieve full even head to head coverage. 3. VERIFICATION OF DIMENSIONS: Before proceeding with the, Installation of any section or unit of the Irrigation system, Contractor shall check and verify the correlation between ground measurements and the drawings. 4. PROTECTION OF UNFINISHED WORK: Provide protection at all times ample to keep rock, dirt, gravel, debris and all other foreign materials from entering piping, valves and other Irrigation equipment. 5. ENVIRONMENTAL CONDITIONS: In freezing weather, do no solvent welding of PVC pipe. In rainy weather, do solvent welding of PVC pipe only under cover. G. UTILITIES: Protect active utilities encountered; notify persons owning same. Verify locations with General Contractor. 7. GUARANTEE: Guarantee the Irrigation system, or any part thereof, against defective material and workmanship for one year from the date of acceptance. Correct the same during one-year period after final acceptance without expense to Owner. Include complete restoration of all damaged planting, paving or other improvements of any kind. 8. PRODUCTS: A. GENERAL: Materials and equipment shall be new and of brands and types as shown on the Drawings. Automatic Controller, Automatic Control Valves and Manifolds to be by same manufacturer. 9. WORKMANSHIP: A. Highest quality in all respects by competent workmen skilled at their trade. B. Installation of all materials and equipment shall be in strict accordance with manufacturer's written specifications and recommendations, local and state codes. 10. EXCAVATION AND BACKFILL: A. Pipe trenches straight, or "snaked" slightly, allowing for expansion and contraction of PVC pipe. B. Allow for cover depths as follows: All pipe to be 12" min. depth for laterals, and 18" min. depth for mainline. C. Backfill any excess excavation with suitable material free of rock. D. Bottom of trenches shall be smooth and free of rocks and other objects that may damage pipe. Allow for adequate slope to drain system. E. Pressure test mainline for one hour before proceeding unth backfill operation. F. Backfill to finish grade, place backfill carefully around and over piping, removing rock or other material that may damage pipe; wet and tamp earth In layers not over G" thick until thoroughly compacted and settled. 1 1. INSTALLATION: A. Control valves: Provide as shown on plan. Provide Valve Boxes with locking lids as required. Valves and Controller of same manufacturer, System to be installed as designed; any changes to be approved in advance bythe Landscape Architect. B. Manual Drain Vavles: Install nn mainline to drain entire system. (Show on "Record Drawings"). C. Set Valve Boxes perpendicular to building walls, curbs orsidewalks. D. Sprinkler Heads: I . Install sprinkler heads of types, sizes and coverage called for in the Sprinkler Head Key, at locations shown as indicated on Drawings. 2. Install heads on adjustable risers unless otherwise noted, set adjacent to curbs, walks, and.walls, flush with finish grade. Allowfor mulch depth as specified in planting areas. E. Pipe: I . Lay pipe In accordance with best Practice substantialy supported at all points and "snaked" shcjhtly allowing for expansiai yVcl contraction. 2. . PVC Pipe Joints, solvent welded except as indicates: Cut pipe square, deburri wire from.t6e surface all saw chips, dust, flit moisture and all foreign matter which may contaminate the-cemented;oint. Apply primer and solvent cement, make Joints in accordance with manuacturer's recommendations. 3. Provide a leak resistant joint with freedom of movenimt at all swing and/or swivel joints. 4. Use Teflon thread sealant tape at all threaded joints. 5. G. I. Piping: Clean out threads of standard lengths rct more than two (2) threads showing at jointe. G. Prior to backfilling, notify Landscape Architect for Inspection. F. Control Wiring: I . Lay in trench under branch lines when practical, for maximum protection. Use wire sizing chart published by manufacturer of Control Valve used. 14 GA. required. 2. Wrap wires at 10' Intervals.. Provide 24" of slack at Control Valves. Wire splices to be done in valve boxes - Shown on 'Record Drawings'. 3. Elea. connectors: Scotch -Lock Sealing Pack or 3M di splice connectors. 12. FLUSHING AND TESTING: A. Flush mainline before Installing control valves. Thoroughly RU5h entire system before testing and Installation of sprinkler heads. B. Test all piping, valves, joints and fittings at full pressure from the main source of supply for not less than one hour before Inspection prior to backfilling. C. Make watertight under test and immediately correct any and all leaks or defects found and re -test. 13. ADJUSTING AND BALANCING: Adjust and balance irrigation system to provide uniform and complete coverage of planting and turf areas. 14. CLEAN UP: Keep premises reasonably free from accumulation of debris. On completion of each division of work, remove all debris, equipment aid surplus materials and leave premises In a neat and orderly fashion. 15. MAINTENANCE: During first year guarantee period, shut dowr and winterize system no later than November I st. Activate system in Spring, nc later than May 15th, and balance for coverage. Provide Owner before final payment wth "Record Drawings" of irrigation system showing drain valve locations and other revisions, including product Information on all materials used. LANDSCAPE SPECIFICATIONS 1 SC E CONT CTO The Landscape Contractor must have an Washington Landscape Contractor's license and be bonded in the State of Washington. 2. Si rurmsh labor, materials, equipment and supervision necessary to complete all work shown on the Drawings and in the Specifications. The graphic representation on the drawings takes precedant over quantities shown on the plant list. 3. GUARANTEE AND REPLACEMENT: Guarantee all new plant material after final acceptance for duration of one full growing season or one year, whichever is longer. Replace plant material not surviving or in poor condition; except only loss or damage due to freezing, vandalism or acts and neglects on the part of others. 4. GRADES: Final rough grade will be established by the General Contractor, fine finish grade by Landscape Contractor. Crown landscaped areas (+/- 4") to provide adequate drainage. 5. TOPSOIL: Landscape Contractor to provide * install required topsoil - G5% sandy loam, 35% compost. Imported soil mix is required for planting areas - 12" minimum depth. 84 cu.yds. required. Submit sample #- analysis. G. _FERTILIZERS: A. General: Approved brands meeting requirements of applicable state fertilizer laws. Uniform in composition, dry and free flowing. B. Commercial Mix 'A' - PHC Flower Saver Plus, Plant Healthcare, Inc. C. Commercial Mix 'B' - PHC Bicl Plant Healthcare, Inc. 7. TEXTURAL SOIL AMENDMENTS: N/A 8. TREE GUYING AND STAKING MATERIALS: Refer to detail on Drawings. 9. MULCH MATERIALS: Free from noxious weed seed and all foreign material harmful to plant life. Hemlock or fir, medium grind, -1 .5 + 3/4" size. 10. EXECUTION: Remove stones, mortar, concrete, rubbish, debris and any material harmful to plant life from all planting areas. I I . SOIL PREPARATION AND PLANTING TREES SHRUBS AND ilii COVER Broadcast the following materials evenly over topsoil placed in each planting area. Rototill materials into topsoil- 8 to 10" deep. Amount/ 100 square feet G lbs. Commercial Fertilizer 'A' 12. PLANTING TREES AND SHRUBS: Plant upright and face to give best appearance or relationship to plant and structures. A. All planting holes shall be excavated twice the size of the tree, shrub or groundcover root ball or root system. B. Loosen and remove twine binding and burlap from around top of each ball. C. Cut off cleanly all broken or frayed roots. D. Place and compact backfill soil mixture carefully to avoid Injury to roots, fill all voids. E. When hole is nearly filled, completely soak and allow water to soak away. Fill holes to finish grade and prepare for other work indicated. Initial watering -in of trees and shrubs by the irrigation system not permitted. F. Spring: liquid fertilizer is required the first week of April. Apply Commercial Mix B'. I Ib/ 100 gallons of product required per 1,000 sq. ft. This material to be applied in AprilContact Landscape Architect prior to doing this work task. 13. PLANTING BED GRADES: Grades and slopes in accordance with rough - finish grades established by others plus increase resulting from addition of bark mulch in all planting bed areas. Grade to 3 112 inches below bordering paving, curbs, walls, etc., before application of mulch. 14. USE OF HERBICIDE5• Applications of herbicides to all planting areas Should be done prior to Installing specified topsoil, according to manufacturer's recommendations, for weed control. Avoid groundcover and annual areas. 15. MULCHING OF PLANTING BEDS-: Mulch shrub planting beds with 3 inch minimum layer of specified bark within 2 days after planting. Cover entire planting bed, apply evenly. I G. MAINTENANCE: Begin maintenance immediately after each shrub and tree are planted. Protect and maintain plantings for a period of one year after acceptance. Be responsible for the following work items during maintenance period. Weed, cultivate, maintain mulch depth as specified, reset plants to proper grade or upright position, and do any other necessary work items. STATE OF WASHINGTC)N REGI RED . � I yGT n Ih9, NIIIler CERTIFICATE N0. l j n� O 2012 Baysinger Partners Architecture PC This document, and the Ideas and designs Incorporated herein Is an Instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all low, statuatory and other reserved rights, Including copyright thereto. This document shall not be used In whole or In part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE TREE ROOT WATERING 5Y5TEM`' (RW5-BCG) NTS I t;l 'I ORIGINAL ISSUE DATE 6.12.12 r DRAWN BY AMM CHECKED BY HSB BEIGHLEY ASSOCIATES INC. DETAILS AND ® I SPECIFICATIONS LANDSCAPE ARCIII, FECTURE AND PLANNING 12840 N.W. Cornelli � ` ad, Portland, Oregon 97229 L LR*S, All (503) 643-4796 F , ;i (503) 643-4798 JOB#: 1214 DETAILS AND EC I EI CATI O N S L-3011,14 l 0 10 20 40 CONSTRUCTION DOCUMENTS I U Ll �O L © a tZ cam LLQ o U_ CD N, Lnd r-- Cd'f Ln L a t GL LL Ui -rte � o al.. ii r� C�: a N LU O Li �et 0 Li Li C N 00 vi 00 a �1 STATE OF WASHINGTC)N REGI RED . � I yGT n Ih9, NIIIler CERTIFICATE N0. l j n� O 2012 Baysinger Partners Architecture PC This document, and the Ideas and designs Incorporated herein Is an Instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all low, statuatory and other reserved rights, Including copyright thereto. This document shall not be used In whole or In part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE TREE ROOT WATERING 5Y5TEM`' (RW5-BCG) NTS I t;l 'I ORIGINAL ISSUE DATE 6.12.12 r DRAWN BY AMM CHECKED BY HSB BEIGHLEY ASSOCIATES INC. DETAILS AND ® I SPECIFICATIONS LANDSCAPE ARCIII, FECTURE AND PLANNING 12840 N.W. Cornelli � ` ad, Portland, Oregon 97229 L LR*S, All (503) 643-4796 F , ;i (503) 643-4798 JOB#: 1214 DETAILS AND EC I EI CATI O N S L-3011,14 l 0 10 20 40 CONSTRUCTION DOCUMENTS I U rte. - N, Lnd r-- a Li a s� Ci r� tV N N Li �et 0 Li Li C 00 vi 00 a STATE OF WASHINGTC)N REGI RED . � I yGT n Ih9, NIIIler CERTIFICATE N0. l j n� O 2012 Baysinger Partners Architecture PC This document, and the Ideas and designs Incorporated herein Is an Instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all low, statuatory and other reserved rights, Including copyright thereto. This document shall not be used In whole or In part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE TREE ROOT WATERING 5Y5TEM`' (RW5-BCG) NTS I t;l 'I ORIGINAL ISSUE DATE 6.12.12 r DRAWN BY AMM CHECKED BY HSB BEIGHLEY ASSOCIATES INC. DETAILS AND ® I SPECIFICATIONS LANDSCAPE ARCIII, FECTURE AND PLANNING 12840 N.W. Cornelli � ` ad, Portland, Oregon 97229 L LR*S, All (503) 643-4796 F , ;i (503) 643-4798 JOB#: 1214 DETAILS AND EC I EI CATI O N S L-3011,14 l 0 10 20 40 CONSTRUCTION DOCUMENTS I U r . • r ♦ w a r r . r 321.67' 1 PROPOSED SITE PLAN! a SCALE 1"=10'—a" 0! a-sp 0 4 N w w . + r + r r ♦ . . . w . r ♦ . . w . < • r < r . r . . . . . . . . . . . . . w . . . . . . . . . r . . . . . OK— NEW SIDEWALK NEW LANDSCAPING . _---- ---�-- ,.� . � SAN M /HOLE�__--- DATUM +100' (+323.02 ACTUAL EDMONDS WAY HWY 104 325.13' t m ,1... y A,. r . • r ♦ w a r r . r 321.67' 1 PROPOSED SITE PLAN! a SCALE 1"=10'—a" 0! a-sp 0 4 N w w . + r + r r ♦ . . . w . r ♦ . . w . < • r < r . r . . . . . . . . . . . . . w . . . . . . . . . r . . . . . OK— NEW SIDEWALK NEW LANDSCAPING . _---- ---�-- ,.� . � SAN M /HOLE�__--- DATUM +100' (+323.02 ACTUAL EDMONDS WAY HWY 104 325.13' t m 2641 k REGISTERED JERRY . R. Q> 2012 Boysinger Partners Architecture PC This document, and the ideas and designs Incorporated herein is an instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all low,.statuatory and other reserved rights, including copyright thereto. This document shall not be used in whole or in part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE RESPONSE TO CITY AiO8.28.12 RESPONSE TO CITY A2 12.20.12 _---- PARKING SPACES PRDPOSED 17 � BARRIER FREE PARKING _____------""" �-----^ �� M,�7� �e- 'i`e-t-� �hu✓' '�J t35J JdraCR- ~---- o , p • ORIGINAL ISSUE DATE 6.12.12 DRAWN BY PAR CHECKED BY WMR . UREET FILE SITE DEVELOPMENT Zone � Corner Flag PLAN Set balks , Required Actual TITLE Front 4, Sides 0 0RESUB Al 0 Rear JAN 0 9 Other 2013 _e t --LS _ O M� ®� f M� CONSTRUCTION DOCUMENTS 0&0 "2-0/z- toss ,1... A,. mpmno A ` ,r 111, A •. &C3FtY,NVSv'pR� ;°rikd4)°.N�"+.5' pv£nu � N 2641 k REGISTERED JERRY . R. Q> 2012 Boysinger Partners Architecture PC This document, and the ideas and designs Incorporated herein is an instrument of service of Baysinger Partners Architecture PC. Baysinger Partners Architecture PC retains all low,.statuatory and other reserved rights, including copyright thereto. This document shall not be used in whole or in part for any other project without the written authorization of Baysinger Partners Architecture PC. ISSUED / REVISED DATE RESPONSE TO CITY AiO8.28.12 RESPONSE TO CITY A2 12.20.12 _---- PARKING SPACES PRDPOSED 17 � BARRIER FREE PARKING _____------""" �-----^ �� M,�7� �e- 'i`e-t-� �hu✓' '�J t35J JdraCR- ~---- o , p • ORIGINAL ISSUE DATE 6.12.12 DRAWN BY PAR CHECKED BY WMR . UREET FILE SITE DEVELOPMENT Zone � Corner Flag PLAN Set balks , Required Actual TITLE Front 4, Sides 0 0RESUB Al 0 Rear JAN 0 9 Other 2013 _e t --LS _ O M� ®� f M� CONSTRUCTION DOCUMENTS 0&0 "2-0/z- toss C 11 �r�r"�,,��.r'.�`.��`v'r��'�� iy\��.\�%%I�:��•`�i�liDiliDii�i�ii.�i�il��.I,�s� � �.t�,>t,,,,��I�I/►'�NI M19 1. re WQIMM,L i M MM M. _M_ Sp —so_SD 0 G G G G EDM©NDS WAY qS SS SS PLANT SCHEDULE SYMBOL BOTANICAL/COMMON NAME I SIZE/COMMENTS SD M SD PLANTING NOTES: '`e1Le _. SS — ,I I 1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE. 12. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL 2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE PLANT LIST. j . 1 �1 1 it 3. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST 4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER SPECIFICATIONS. INSTALLATION. 13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT SD M SD PLANTING NOTES: '`e1Le _. SS — ,I I 1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE. 12. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL 2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE PLANT LIST. ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH 3. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST 4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER SPECIFICATIONS. INSTALLATION. 13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT 5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS. GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR 6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED. PLANT MATERIAL. 7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND 14. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL PLANTING BEDS ARE TO BE UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF COMPLETELY COVERED NTH BARK MULCH TO A MINIMUM DEPTH OF THREE INCHES. EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE 15. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS TO ALL ADJACENT PROPERTIES TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO (1) VERIFY THE MUST BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS. LOCATIONS OF UTILITY LINES IN AND ADJACENT TO THE WORK AREA, (2) PROTECT ALL UTILITY LINES DURING THE 16. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN A HEALTHY, VITAL CONDITION CONSTRUCTION PERIOD, AND (3) REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, THROUGHOUT THE CONSTRUCTION PERIOD. ETC. WHICH OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 17. ALL PLANT MATERIALS QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE 8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN VIA SYMBOLS ON THESE PLANS RESPONSIBLE FOR COMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING SHOWN BEFORE PRICING THE WORK. GRAPHICALLY. 9. THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING BUT NOT LIMITED TO: 18. ALL LAWN AREAS ARE TO RECEIVE 4" OF TOPSOIL. ALL LANDSCAPE BED AREAS ARE TO WATERING, SPRAYING, MULCHING, FERTILIZING, MOWING, ETC.) OF THE PLANTING AND LAWN AREAS FOR THE RECEIVE 6" OF TOPSOIL. CONSTRUCTION PERIOD. 19. REFER TO PLANS FOR ALL INFORMATION NEEDED FOR IMPLEMENTATION OF PLANTING PLANS. 10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A (1) YEAR PERIOD. THE 20. ALL LANDSCAPED AREAS ARE TO BE WATERED VIA AUTOMATIC IRRIGATION SYSTEM. CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 21. INSTALL A WEED BARRIER IN ALL LANDSCAPE BED AREAS. 11. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKS 22. STEEL EDGING SHALL BE INSTALLED BETWEEN GRAVELED OR ROCKED AREAS AND LANDSCAPE UNDER A MIST SYSTEM PRIOR TO INSTALLATION. AREAS (BED OR GRASSED). TREES PYRUS CALLERYANA 'CHANTICLEER'/ 'CHANTICLEER' FLOWERING PEAR I SALIX MATSUDANA 'TORTUOSA' / CORKSCREW WILLOW CHAMAECYPARIS NOOTKATENSIS 'PENDULA' / WEEPING ALASKAN CEDAR THUJA OCCIDENTALIS 'SMARAGD'/ EMERALD GREEN ARBORVITAE ell Int Mr, CALAMAGROSTIS X ACUTIFLORA 'KARL FOERSTER / KARL FOESTER GRASS HEBE 'AUTUMN GLORY' / 'AUTUMN GLORY' HEBE EUONYMUS ALATA / WINGED EUONYMUS CORNUS STOLONIFERA / RED TWIG DOGWOOD MAHONIA NERVOSA / LOW OREGON GRAPE SPIRAEA X BUMALDA 'DOLCHICA' / 'DOLCHICA' SPIRAEA TAXUS X MEDIA 'DARK GREEN SPREADER' / 'DARK GREEN SPERADER' YEW VIBURNUM DAVIDII / DAVID'S VIBURNUM GROUNDCOVER ARCTOSTAPHYLOS UVA—URSI / KINNIKINNICK FESTUCA GLAUCA "ELIJAH BLUE' / 'ELIJAH BLUE' FESCUE MASSELLA TIMIOSSO,A / MEXICAN FEATHER GRASS IMPERATA CYLINDRICA "RED BARON' / JAPANESE BLOOD GRASS SWALE PLANTINGS 2" — 4" RIVER ROCK + SEDGES / BULLRUSHES INRAINGARDEN/SWALE AREA 2' — 4!' RIVER ROCK 2" CAL., MATCHED SET, B&B, 10' MIN. HT., BRANCHED @ 5', SPECIMEN QUALITY 1-1/2" CAL., 8' MIN. HT., SPECIMEN QUALITY 7' — 8' MIN. HT., SPECIMEN QUALITY, B&B 5' — 6' HT., B&B, FULL AND BUSHY. 5 GAL. CONT., 24" MIN. HT., FULL & BUSHY, MATCHED VARIETIES 2 GAL. CONT., 15" MIN. HT., FULL & BUSHY Concept: 18-24" HT., B&B, Issue Date: FULL & BUSHY X 5 GAL. CONT., 24" MIN. HT., FULL & BUSHY, MATCHED VARIETIES 15-18" HT., B&B, FULL & BUSHY 5 GAL., CONT., 18" MIN. SPRD., FULL & BUSHY 5 GAL., CONT., 21" MIN. SPRD., FULL & BUSHY 3 GAL. CONT., 15" MIN. SPRD., FULL & BUSHY 1 GAL. CONTAINER, 18" O.C. 1 GAL CONTAINER, 18" O.C. 1 GAL. CONTAINER, 24" O.C. 1 GAL. CONTAINER, 24" O.C. 1 GAL. CONTAINERS, 24" O.C. 1 GAL. CONTAINERS, 24" O.C. NOTE TO CONTRACTOR: THE IRRIGATION SYSTEM IS A DESIGN -BUILD SYSTEM AND SHALL BE INCLUDED AS PART OF THE BID. REFER TO THE UTILITY PLAN BY CML ENGINEER, IRRIGATION DETAILS SHEET L-2.0, AND THE PROJECT SPECIFICATION 02910 1 mi% *WJ05Wu. 001 uowucr GRAPHIC SCALE Vlh'1Ct�' V��11. fj S S 0- l _ 10 20 Sl,bi�'C DEC 02 2014 (BUILDING DEPARTMENT CITY OF EDMONDS ( IN FEET ) 1 inch = 10 ft. Cn STATE OF WASHINGTON Con REGISTERED LANDSCAPE ARCHITECT T. Shawn Parsons Certificate No. 307 Expires on: n v _9 ft '0. 02011 Starbucks Coffee Company Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. b KDW:S `,.; AS 0,13 RI EN 10202 Fifth Avenue NE, Suite 300 Seattle, WA 98125 p. 206.547.1940 1 f. 206.547.8212 www.kdw.net Store #: Revision Schedule RevDate B Concept: Description Issue Date: X Design Manager: X LEED AP: Production Designer: KDW SALAS O'BRIEN Checked by: X D �. AM 50 4th Ave. S. T (425) 275-9808 uite 101 F (425) 275.0272 dmonds, WA 98020 WWW.PACLAND.COM -1—i z 06 O T Q z M aC � m 0 Q O 0 z� 0 cu Z �� ml ill F= (Q Q a W o CU 1 o IL W o IL OC) Cy) O W o Y Store #: 3232 Project #: 03168-030 Concept: Pallet: Issue Date: X Design Manager: X LEED AP: Production Designer: KDW SALAS O'BRIEN Checked by: X Sheet Title: LANDSCAPE PLAN Scale: AS INDICATED Sheet Number: L-1.0 LANDSCAPE DETAILS PLAN 8" 2 -PLY RUBBER HOSE DOUBLE STRAND 12 GAUGE WIRE COVERED W/2 -PLY RUBBER HOSE PAINTED FLUORESCENT ORANGE WHITE FLAGGING (TYP.) TREE WRAP 2 INCHES MULCH 4 INCH DEEP SAUCER 8' STEEL TEE POST BACKFILL NIX UNDISTURBED SUBSOIL REMOVE BURLAP & ROPE FROM TOP 1/3 OF THE BALL NOTE SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE. TREE PLANTING ., Rev Date By 2 INCHES MULCH ( SEE Description LANDSCAPE NOTES FOR TYPE OF MULCH ) • IF SHRUB IS B do B, THEN • t2 • • • REMOVE BURLAP do ROPE tD FROM TOP 1/3 OF BALL BACKFILL MIX UNDISTURBED SUBSOIL SHRUB PLANTING N.T.S. GROUND COVER PLANTING SOIL ROOT BALL 12" � MULCH FOR E.Q. TO PLANT SPACING HARD SURFACE aD NOTE: TAPER MULCH THICKNESS DOWN TO TOP OF ROOT MASS. w—w,"",w ww•raw w --au I•Of 11ATII •\IA 0%1A•11 rI NO SCALE n 1 ♦.111[4♦►R17 Mf Ilk /♦ IRRIGATION DETAILS NOTE: FOR INSTALLATION OF POINT OF CONNECTION WITHIN A STRUCTURE REFER TO THE GENERAL CONTRACTOR AND MECHANICAL ENGINEER / CONTRACTOR. QUICK COUPLING VALVE SET FLUSH WITH FINISH GRADE IN LAWN AREA 3' ABOVE SIDEWALK, FINISH GRADE IN OTHER AREAS NOTE: ALL FITTINGS TO BE GALV. CURB, ETC FINISH GRADE LAWN AREAS PAINT ALL GALVANIZED PIPE WITH ONE COAT 12" MAX CARBON ELASTIC PAINT / FINISH GRADE SHRUB AREAS ck ++ 12' ROUND PLASTIC BOX AND BOX AKE BOX AMETEK BOX AMETEKI •, +++` ++++ COVER ECONOMY 12' MBO STANDARD ? °•° STAINLESS STEEL CLAMP TURF BOX BQX 09X 1" SZE AND LENGTH AS REQUIRED QUICK SCH. 80 PVC NIPPLE COUPLER PEA GRAVEL T JPPLE 3' `4 DOUBLE CHECK SWING JOINT SCH. 40 PVC UNION UNION ELELBOW SCH. 40 PVC STREET ELBOW UNI ELL •. N °O PVC SUPPLY UNE TSxT) SCH. 80 PVC NIPPLE SIZE AND P.V.C. VALE 2 3'`' NIP PLE AND ELL FITTIN LENGTH AS REQUIRED SLEEVE .• ' :.::: .; ::: 4 . . ' PI:A. AVEL'. •: ; .. UNION 4 - 6" X 6' X 16'\.. - ...::.: 2 /F{ :: :.,::.: ,.' .: : :: .::::.:.:....::.; .M1 . :.:..., ,CONCRETE BLOCK PEA GRA...Fl.:..: ":SCIS. 80 MALE ADAR 12 PVC SUPPLY UNE MAIN UNE•--+• / 8 12 °- METER (AS REQUIRED) SCH. 40 PVC STREET ELBOW METER I..•.:::1l 4' DIAMETER DRAIN UNE PRESSURE QUICK J POINT OF RUN TO DAY LIGHT 1-1 2 REDUCING COUPLING " PVC PIPE STAKE CONNECTION BACKFLOW PREVENTER VALVE VALVE S SITE 4o MIN. REWIREESS LONG OR TEST COCKS TO FACE UP FOR TESTING TO BE SET FOR FOR WINTERIZATION NOT: USE TEFLON TAPE ON ALL THREADED FITTINGS +/- 70 PSI. BLOW-OUT AND CUT IN DETAIL PRESSURE TESTING TYPICAL QUICK COUPLING VALVE ASSEMBLY NO SCALE POINT OF CONNECTION NO SCALE INSTALLATION OF POINT OF CONNECTION OUTSIDE OF STRUCTURE PVC ( MINIMUM TWO TIMES THE DIAMETER / 18" 24" SLEEVE ` OF PIPE TO BE INSERTED INTO SLEEVE f TYP. TYP. O%PLANTER / MAIN OR LATERAL STUB -UP AND PLUG WIRE PLANS—� PAVING MIRE SLEEVE (MINIMUM INCHES DIAMETER.) CURB CURB BUILDING 18 24 6 ENTRY WIRE SLEEVE WIRE, MAIN OR LATERAL = _ SLEEVE MAIN OR LATERAL } URBOB .. 24 18 TYP. TYP. O SIDEWALK a WIRE CL SLEEVE CURB UNE OF CURB wren OR WALK PLANTING PAVING • 4• Yp � IRRIGATION FLAG TAPE CLOSED VERTICAL STUB -OUT MARKER PIPE OR 1. IRRIGATION WIRE TRENCH ,.;:': OR 2. METALC TAPE O \ • S D 'N S M TAPE IRRIGATION WIRE PVC SLEEVE MAIN UNE OR LATERAL LINE PVC TYPICAL SLEEVING DETAIL NO SCALE I-' _PICAL BUILDING WALL )TOMATIC CONTROLLER ASSEMBLY ) BE WALL MOUNTED )MMON WARE SHALL BE TIED INSIDE )USING WHEN REQUIRED V - OFF SWITCH TO BE PROVIDED BY )!TRACTOR IRAIGHT CONDULET FOR WIRING CONNECTIONS SING WIRE NUTS -ECTRICAL CONDWT TO INDEPENDENT )URCE- (CONTROL UNIT ELECTRICAL -QUIR ENTS: 35V., 6OCYC, 2 AMPS MAX.) DTES: COMMON WIRETO BE WHITE AND CONTROL WIRE TO BE BACK IN COLOR. NO SPLICES SHALL BE MADE BETWEEN CONTROLLER AND REMOTE CONTROL VALVE. CONTROL WIRING SEQUENCE CORRESPONDS TO OPERATING SEQUENCE OF REMOTE CONTROL VALVES AND AUTOMATIC CONTROLLER UNIT STATION CONNECTION (SEE IRRIGATION PLAN FOR CORRECT VALVE SEQUENCE). -HVVEAL CONTRACTOR (IR)ES PROVIDED BY .ECTRICAL TAPE - TAPE WIRINGS AT INTERVALS OF ) FEET ON CENTER DNTROL WIRING AWG OF ) CONTROL UNI AT TERMINALS) CONTROL WIRE TO EACH R.C.V. 1 CONTROL WIRE TO ALL R.C.V.'S TYPICAL AUTOMATIC CONTROLLER ASSEMBLY NO SCALE (WALL MOUNTED TYPE) J.R.-84 6' OR AS NOTED e D ' \ e SIDEWALK, CURB, ETC. FINISH GRADE SPRINKLER NOZZLE PVC TEE OR ELBOW (SxSxT) POP-UP ASSEMBLY —� (INSTALLED 1' ABOVE NISH GRADE IN OPEN AREAS OR �— SCH. 40 PVC STREET ELBOW AS NOTED) I I SCH. 80 PVC NIPPLE (LENGHT AS REQUIRED) SCH. 40 PVC STREET ELBOW NOTE: 1. INSTALL HEAD FLUSH WITH TOP OF HARDSCAPE AT INTERSECTION AND CORNERS. 2. USE TEFLON TAPE ON ALL THREADED FITTINGS. TYPICAL SHRUB HEAD POP—UP ASSEMBLY 'NoyfL?i SIDEWALK, CURB, ETC. ° � •d 1 SPRINKLER NOZZLE POP-UP BODY ASSEMBLY (1/2' ABOVE FINISH GRADE PVC SCH. 80 NIPPLE 12' (LENGTH AS REQUIRED) Svc T n OR ELBOW LATERAL UNE (SIZE AS NOTED ON DRAWING) SCH. 40 PVC STREET ELBOWS NOIE: USE TEFLON TAPE ON ALL THREADED FITTINGS NO SCALE TYPICAL SHRUB HEAD ASSEMBLY UP TYPE) SIDEWALK, CURB, HAR SCAPPE EDGE O BE PLACED AT RIGHT ANGLE TO 12' OR ETC, 1YX18" PLASTIC BOX AND COVER AS NOTED WITH LOC( TOP D e d CURL TYPE EXPANSION LOOP (MIN 24') WATERPROOFED WIRE CONNECTION : • • �r CHRISTY'S I.D. TAG (STANDARD), ` " " " R " x : NON -PRESSURE SECURE TO SOLENO UNE FITTING PIGTAIL FINISH GRADE 3 4" LAYM AREA PVC UNE PIPE FINISH GRADE > SHRUB AREA SOLENOID 3 Mph g FLOW ADJUSTMENT T0�20F VALIIE� e e q� sem'` PEA GRAVEL (MIN. 3 CU. FT.) 18" MIN. PVC SCH. 40 MALE ADAPTOR (TYP. 2 PLACES) PVC UNE PIPE PVC ELBOW PVC UNE PIPE PVC SUPPLY UNE FIT11NG(SxSxT) COMMON WIRE NOTE: CONTROL WIRE 1. VALVES ARE TO BE INSTALLED IN SHRUB AREAS UNLESS OTHERWISE NOTED. 2. WHEN MORE THAN ONE VALVES IS LOCATED IN THE SAME AREA, PROVIDE A SPACE A MIN. OF 3 FEET APART. 3. USE TEFLON TAPE ON ALL THREADED FITTINGS. TYPICAL REMOTE CONTROL VALVE ASSEMBLY NO SCALE (STRAIGHT TYPE) FINISH GRADE MARLEX ELL SCH. 80 NIPPLE OR FUNNY PIPE MARLE x ELL LAWN PLANTING AREA RISER (POP—UP) DETAI No scaLEL —TYP. SUPPLY UNE PVC STREET ELBOW TYP. PVC TEE W/ 1/2' OUTLET (LINE SIZE) NISH GRADE HEAD POP-UP PVC LATERAL PVC 'T' OR 'L' DRAIN VALVE off% off° o° ° o PEA GRAVEL (TYP. 2 CU. FT.) NOTE CONTRACTOR TO VERIFY EXACT LOCATION AUTOMATIC DRAIN VALVE ASSEMBLY k'III I o0 1-1/2" CURBETETC.J. \1• �/ /��\/ I-III=III '� =1 I I=1 I 1=1 SPRINKLER NOZZLE III=III=) =III=III=III= ROUND PLASTIC BOX AND COVER. !/\//\ POP-UP BODY ASSEMBLY ! 1J' G, COVER MARKED: IRRI GATE + + +,++++++ �� \'��/�;/ INSTALL 1/2" ABOVE FINISH + '� —1 • FINISH GRADE =111=III=111=1 I=1 11= ++++++ cq' .++++++++ LAWN AREAS RADE) s ,. •, , ; L '_+++++++++++++ FINISH GRADE ++++++ SHRUB AREAS FINISH GRADE I .iU L„►NDEPAWc CITY OF Epv01JE)� 1 _I S PVC SHC. 80 NIPPLE SIZE HANOWHEEL AS REQUIRED EXISIING GRADE p PVC SCH. 40 STREET ELBOW STEEL LANDSCAPE EDGING DETAIL OR PROPOSED GRADE 3 PVC SUPPLY UNE / PVC SCH. 40 ELBOW NO SCALE 2 INCHES MULCH PEA GRAVEL a, PVC TEE PVC SCH. 80 NIPPLE (SIZE ( SEE LANDSCAPE NOTES (MIN. 2 CU. FT.) AS REQUIRED) 1N FINAL �� \ FOR TYPE OF MULCH ) �� OR ELBOW POSITION RISER SHALL BE CUT BACK SLOPE TO GATE VALVE AT A 45 DEGREE ANGLE PROVIDE A FLAT SURFACE' 4' PVC MALE / STATE OF FOR PLANTING IF SHRUB IS B & B. THEN /� '4, ADAPTORS PVC SCH. 40 STREET ELBOW REMOVE BURLAP do ROPE 24 ° ' e� WASHINGTON FROM TOP 1/3 OF BALL MIN 2' o ° ° � P BACKFILL MIX LANDSC IE ARCHITECT NOTE GATE VALVE SHALL BE INSTALLED IN SHRUB AREAS UNLESS LATERAL UNE (SIZE AS NOTED ON DRAWING) SUBSOIL OTHERWISE APPROVED. N[NSTURBEO NOTE USE TEFLON TAPE ON ALL THREADED FITTINGS T. Shown ons SHRUB PLANTING ON SLOPE TYPICAL GATE VALVE DETAIL TYPICAL LAWN HEAD ASSEMBLY Certificate No.307 N.T.S. NO SCALE (3 AND SMALLER) NO SCALE Expires on: U '® at I ®" 02011 Starbucks Coffee Company Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Lid D A(•sASO' I N 10202 Fifth Avenue NE, Suite 300 Seattle, WA 9£3125 p. 206.547.1940 ( f. 206.547.8212 www.kdw.net Revision Schedule Rev Date By Description r AM 50 4th Ave. S. T (425) 275-9808 uite 101 F (425) 275-0272 dmonds, WA 98020 WWW.PACLAND.COM -1-0 O T— z 06 0 M M Q •%%0 z dC) U) 0 �- O � Cf] Q) a) 0z 0 0 Z0 -8 Q U) CU p a o C G 3: .� 0 0 00 W 0 w IL CL Cr) Store #: 3232 Project #: 03168-030 Concept: Pallet: Issue Date: X Design Manager: X LEED AP: Production Designer: KDW SALAS O'BRIEN Checked by: X Sheet Title: LANDSCAPE AND IRRIGATION DETAILS Scale: NONE Sheet Number: L-2.0 X O U_ �I 0 0 06 O W N M N M 5 CC U O J i Cn IL a. V Cn N 0 Cn U m M &i d- 0 N ti r W I o_ Q O O PROPERTY LINE O E U) C7 � k. ��—� �'3 yet°-•' L v� 2 v A-5007 QZ - — _;51O - 8 A-5005 J 3 KDWSALASO'BRIEN A-5007 i '��--!Y1410119 I EA- PROPERTY LINE„ FJ, — — — — — 16------------ ------------ 10 3 A-5005 A-5006 S 14101 g OS 14106 I TYP.� 80'- 2 3/4" SETBACK A-2002 4 FFnY 14095 O •. • - �.<� �••Y i��. i:-� - �:.g - ” '" 4 1 J 323.34 --fYI 14171- 03 OY 14120 2 10 Y 14103 A-5005 � — — — — �!rIl 11 (3) Y 1004 A-5008 - I --- - ---% :a a A-5006 ' y 4 < 3 -kly-Fl-4-093 O Y 14103 10 i I I I 324.76 4:A:-2001 324.15 c qus - PROPERTY LINE ARCHITECTURAL SITE PLAN NOTES A. REFER TO EXTERIOR ELEVATIONS FOR BUILDING SIGNAGE LOCATION AND DESIGN ID. REFER TO ELECTRICAL PLANS FOR ELECTRICAL REQUIREMENTS. B. LANDSCAPING TO BE PROVIDED PER ZONING CODE AND LEED REQUIREMENTS. C. DRIVE-THRU EQUIPMENT INCLUDING VEHICLE DETECTION LOOP, WIRELESS COMMUNICATION, AND MONITORS COORDINATED BY STARBUCKS CONSTRUCTION MANAGER. REFER TO ELECTRICAL SPECIFICATIONS FOR ELECTRICAL REQUIREMENTS. D. GC IS RESPONSIBLE FOR PROVIDING SITE WORK, INCLUDING NEW BOLLARDS, FOOTING AND CONDUIT FOR DRIVE-THRU SIGNAGE. COORDINATE WITH STARBUCKS CONSTRUCTION MANAGER. E. ALL PARKING AND DRIVE-THRU STRIPING TO BE PROVIDED BY GC. F. TRASH ENCLOSURE TO BE LOCKABLE USING STEEL GATES OR CHAIN TO BE PROVIDED BY GC. G. GC TO PROVIDE 6" (150MM) THICK CONCRETE PAVING THE LENGTH OF THE DRIVE-THRU LANE, EXTENT TO INCLUDE DRIVE-THRU WINDOW STANDING PAD. H. GENERAL CONTRACTOR TO APPLY CONCRETE SEALER TO ALL EXTERIOR CONCRETE PATIO AND WALKWAY SURFACES. SHEET NOTES 1. NEW EXTERIOR FURNITURE AND UMBRELLAS, SEE FF&E PLAN. 2. INSTALL NEW ILLUMINATED DTE DIRECTIONAL SIGN (UNDER SEPARATE PERMIT), SEE ELECTRICAL. 3. INSTALL NEW VEHICLE DETECTOR LOOP PER ELECTRICAL. 4. INSTALL NEW DTE SERIES CLEARANCE BAR AS INDICATED. 5. INSTALL NEW PRE -MENU AS INDICATED. 6. INSTALL NEW 5 PANEL DT MENU. 7. INSTALL NEW DT ORDER POINT CANOPY AND DIGITAL ORDER SCREEN AS INDICATED. 8. APPLY NEW STAR PATTERN WAYFINDING GRAPHICS TO GROUND USING TRAFFIC PAINT AND THERMO- PLASTIC MATERIAL. 9. APPLY NEW DRIVE LANE ARROW GRAPHICS TO GROUND AS INDICATED. 10. INSTALL BOLLARD AS INDICATED. 11. INSTALL BICYCLE RACK AS INDICATED. 12. TRASH ENCLOSURE, SEE DETAILS. 13. RAIN GARDEN / SWALE, SEE LANDSCAPING PLAN. 14. PROPOSED TRANSFORMER LOCATION. 15. ACCESSIBILITY PAVEMENT SYMBOL AND POST MOUNTED SIGN. 16. TYPE IY RPM INSTALLED AS INDICATED, SEE CIVIL. MAXIMUM BUILDING HEIGHT CALCULATION P 323.34 + 323.03 + 324.15 + 324.76 = 1295.28 ROVED PLANNING 1295.28/4 = 323.82 AVG PAD HGT V., = -c .62 fur CO r --- --- - _ - -- - -'- - - m . _— ZoneCorn er VFla I cn 33'- 6 1/2" et ac s egured Actual V PROPERTY LINE Fronts' _ _ --- -� SETBACK -- - - - -------- — ---- ------------SETBACK TO BUILDING FACE ----- Sides �. _ - - ------ -- 1 Rear'" A-6001 SETBACK TO AWNING ABOVE Other EDMONDS WAY ------------------------ Hei t 30 DATUM POINT FOR BUILDINGsa ra( HEIGHT CALCULATION (E) MNHL COVER s�� ERIN � -------- __=_- --IVSD u. - �S1G: ?LMS NOV 18 2014 -- ---- -- -- f FE CE DEVELOPMENT SER IOR_,:, - - COUNTER A -PPR -- --- - - - STR tDEP R t tT HLE 11 , 0 8' 16' 24' N Scale: 3/32" = 1'-0" SITE PLAN Scale: 3/32" = V-0" - 0Ld11JUC:KS t.►Ulldld Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record 3232 KDWSALASO'BRIEN 03168-030 10202 Fifth Avenue NE, Suite 300 Date Seattle, Washington 98125 a p. 206.547.1940 1 f, 206.547.8212 www.kdw.net Store #: 3232 Revision Schedule 03168-030 Rev Date By Description 07/30/2014 Design Manager: JESSICA SWANN LEED®AP: STEPHEN GIBSON Production Designer: KDW SALAS O'BRIEN Checked by: JESSICA SWANN co M O r < O 00 G A Q 0 O O 0 L D z� z U)z O z) m z 2 ¢ W O z f° U 0 Q V o V- pp Ir) O to a` W a` 0*) W U Store #: 3232 Project #: 03168-030 Concept: MCS Palette: Issue Date: 07/30/2014 Design Manager: JESSICA SWANN LEED®AP: STEPHEN GIBSON Production Designer: KDW SALAS O'BRIEN Checked by: JESSICA SWANN Sheet Title: ARCHITECTURAL SITE PLAN Scale: As indicated Sheet Number: A-1001 F� O LL �I odO 0 -a C O W co M 0 J N N U_ a c a) X L U CUIO! CALL BEFORE YOU DIGI BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE- CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION M100-424-5555 SHEET INDEX C1.1 COVER SHEET & GENERAL NOTES C2.1 TEMPORARY EROSION CONTROL PLAN C3.1 OWNER CONSULTANTS GRADING & DRAINAGE DETAILS C4.1 UTILITIES C4.2 LEGAL DESCRIPTION STARBUCKS COFFEE COMPANY ARCHITECT CIVIL ENGINEER SOIL/GEOTECH ENGINEER WATER/SEWER GAS NW QUARTER of THE NW QUARTER 2401 UTAH AVE. S KDW SALAS O'BRIEN CG ENGINEERING GEOTECH CONSULTANTS, INC. OLYMPIC VIEW WATER AND SEWER DISTRICT PUGET SOUND ENERGY OF THE NW QUARTER OF SECTION 36, SEATTLE, WA 98134 10202 FIFTH AVE. NE, SUITE 300 250 4TH AVE S, SUITE 200 13256 NE 20TH ST, SUITE 16 8128 228TH ST SW PO BOX 91269 TOWNSHIP 27 NORTH, RANGE 3 EAST. 206.318.1575 SEATTLE, WA 98125 EDMONDS, WA 98020 BELLEVUE, WA 98005 EDMONDS, WA 98026 BEELEVUE, WA OF THE WILLAMETTE MERIDIAN, IN EDMONDS, WA 98020 206.547.1940 425.778.8500 FAX 778.5536 425.747.5618 425.774.7769 1.888.225.5773 SNOHOMISH COUNTY, WASHINGTON 425.771.0220 CONTACT: ERIC RA SING CONTACT: JAMES ELLIS CONTACT: ROB WARD THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING SHEET INDEX C1.1 COVER SHEET & GENERAL NOTES C2.1 TEMPORARY EROSION CONTROL PLAN C3.1 GRADING & DRAINAGE PLAN C3.2 GRADING & DRAINAGE DETAILS C4.1 WATER & SEWER PLAN C4.2 WATER AND SEWER DETAILS APPLICANT WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND RULES AND REGULATIONS: EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR - CURRENT INTERNATIONAL BUILDING CODE (IBC) DATUM - 2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL 26.CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES KDW SALAS O'BRIEN LANDSCAPE ARCHITECT SURVEYOR POWER CABLE & TELEPHONE NAVD 88 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 10202 FIFTH AVE. NE, SUITE 300 PAC LAND FOSTER & MADDUX SURVEYING INC SNOHOMISH COUNTY PUD COMCAST STORMWATER - FIRE SEATTLE, WA 98125 250 4TH AVE. S, SUITE 101 708 NE238TH PLACE PO BOX 1107 15815 25TH AVE W CITY OF EDMONDS SNOHOMISH FIRE DISTRICT 1 206.547.1940 EDMONDS, WA 98020 WOOD VILLAGE, OR 97060 EVERETT, WA 98206 LYNNWOOD, WA 1215TH AVE N 12425 MERIDIAN AVE CONTACT: ERIC RAMSING 425.275.9808 503.667.8307 425.783.1000 877:824.2288 EDMONDS, WA 98020 EVERETT, WA 98208 32.SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. CONTACT: SHAWN PARSONS CONTACT: DAVID A. FOSTER COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY - - - - -100 - - - - - 425.771.0220 425.551.1200 GENERAL NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING 0 - - POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES. FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES 3. CALL FOR UTILITY LOCATES. PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF SANITARY SEWER LINE 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF 25.CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. EDMONDS STANDARD PLANS AND DETAILS THE FOLLOWING SPECIFICATIONS AND AND BRACING AS NECESSARY TO PROTECT WORKERS EXISTING BUILDINGS STREETS INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND RULES AND REGULATIONS: EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR - CURRENT INTERNATIONAL BUILDING CODE (IBC) SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. - 2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL 26.CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES CONSTRUCTION FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 27.000RDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER. UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH CONSTRUCTION IS IN PROGRESS. ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND 28.EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK THE LOCAL GOVERNING AUTHORITY. 'SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY S. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE 29.NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO ADJUSTMENTS SHALL BE APPROVED BY OWNER'S EPRESENTATIVE AND CITY. THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL 30.WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE PROJECT APPROVAL. POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 31.SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN WITHIN THE BUILDING. FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND 32.SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY 33.SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY - - - - -100 - - - - - VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER. CONSTRUCTION SEQUENCE NOTES: AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING 0 - - POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES. FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES 3. CALL FOR UTILITY LOCATES. PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF SANITARY SEWER LINE CONFLICTS THAT ARISE. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. LEAST 48 HOURS PRIOR TO CONSTRUCTION. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. DISCREPANCIES. 10.PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD 6. DEMOLISH EXISTING STRUCTURES CONDITIONS. 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 11.CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECTTO ADDITIONAL. APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE STABILIZED PER EROSION CONTROL NOTES BELOW) RECOMMENDATIONS OF THIS REPORT. DDCVA 12.STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 13.MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE -11-11 TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, 11.ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALLTEMPORARY EROSION CONTROL SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. - - - F - - - F - - - F - 14.SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF DIP BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. PVT 15.ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRESSURE LINE PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE P .. P ENGINEER. 16.ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER APPROVED FOR CONSTRUCTION EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS CITY OF EDMONDS NOTED OTHERWISE. 17.CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF DATE: ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. BY 18.AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN CITY ENGINEERING DIVISION ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 19.ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE 9ML fl�vsp l OlVtstod METHODS FOR THE PREVENTION OF ON-SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION ?4026110016 CONTROL REQUIREMENTS. �..� �ftxT 20.THE CONTRACTOR SHALL KEEP OFF-SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 1� 1k9ls 21.THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 22.SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 23.FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 15TH ST S W 3 a 226TH PL SW 3 F a in 3 J 01 227TH PLSW _ 227TH PLSW 3 UJ 228TH ST SW a 8 PROJECT SITE P� OSS �Od S� Q� 3 _ W a � M 232ND ST SW VICINITY MAP NTS LEGEND DESCRIPTION EXISTING PROPOSED Date By Description ABBREVIATIONS MCS 07/23/14 90% COMPLETION SUBMITTAL PROPERTY LINE - - - - ABN ABANDONED 100% COMPLETION SUBMITTAL MJ MECHANICAL JOINT ADJACENT PROPERTY LINE - - - - BLDG BUILDING MON MONUMENT CENTERLINE - - BOW BOTTOM OF WALL NTS NOT TO SCALE CLEARING LIMITS �'i`' - rL CENTERLINE OC ON CENTER SEDIMENT BARRIER X X CB CATCH BASIN PC POINT OF CURVATURE CONTOUR LINE - - - - -100 - - - - - CMP CORRUGATED METAL PIPE Pi POINT OF INTERSECTION 0 FENCE 0 - - CO CLEANOUT PIV POST INDICATOR VALVE SANITARY SEWER LINE - - -SS - - -SS - -r-SS-►---SS - CO NC CONCRETE i 1� PROPERTY LINE MANHOLE ® CD U)�. CONST CONSTRUCTION PT POINT OF TANGENCY STORM DRAIN MAIN - SD - -> - -SD - -+-SD-0---SD- CU YD CUBIC YARD PVC POINT OF VERTICAL CURVE STORM DRAIN PIPE - - - - - - - - ----- DDCVA DOUBLE DETECTOR CHECK VALVE ASSEMBLY PVI POINT OF VERTICAL INTERSECTION ROOF DRAIN - - - R - - - R - - - R- -11-11 DIA DIAMETER PVMT PAVEMENT FOOTING DRAIN - - - F - - - F - - - F - F . F DIP DUCTILE IRON PIPE PVT POINT OF VERTICAL TANG. PRESSURE LINE - - - P - - - P - - - P - P .. P EA EACH R RADIUS CATCH BASIN (TYPE 1) ❑ O a EJ EXPANSION JOINT REINF REINFORCEMENT CATCH BASIN (TYPE 2) ❑O 0 ELEV ELEVATION FU RESTRAINED JOINT CLEANOUT o © EOP EDGE OF PAVEMENT RET RETAINING CLEANOUT AND WYE TO EX EXISTING RT RIGHT GRADE BREAK - - - - - - - - - - - - - - FDC . FIRE DEPT. CONNECTION SD STORM DRAIN SURFACE SWALE FFE FINISHED FLOOR ELEVATION SECT SECTION DRAINAGE ARROW - FH FIRE HYDRANT SDMH STORM DRAIN MANHOLE WATER LINE - - WA- - - WA Waw- WA- FL FLANGE SIM SIMILAR WATER METER ED ® FT FEET/FOOT SQ SQUARE FIRE HYDRANT �Cyrl GV GATE VALVE SS SANITARY SEWER FDC 27 HP HIGH POINT SSMH SANITARY SEWER MANHOLE PIV O ® HT HEIGHT STA STATION GATE VALVE z Z ID INSIDE DIAMETER STD STANDARD TEE IT, IE INVERT ELEVATION STL STEEL 900 BEND 1T L LENGTH/LINE TB. THRUST BLOCK THRUST BLOCKING o ® LF LINEAL FOOT TOC TOP OF CURB CAP, LP LOW POINT TOW TOP OF WALL CONCRETE PAVEMENT LT LEFT TOP TOP ELEVATION ASPHALT PAVEMENT''x��' MAXIMUM TYP TYPICAL CONCRETE : "' ,• rMAX CH MECHANICAL VC VERTICAL CURVE ROCKERY MANHOLE W/ WITH SPOT ELEVATION 20.0 f 20.0 MIN MINIMUM WM WATER METER TELEPHONE LINE --- T - - - T - - - T- T - - T POWER LINE --- E - - - E - - - E - -E-E GASLINE --- G - - - G - - - G- G G SIGN �- Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record 3 KOWSALASO'BRIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p. 206.547.1940 1 f. 206.547.8212 www.kdw.net Sheet Title: COVER SHEET AND GENERAL NOTES Scale: Sheet Number: C1.1 Revision Schedule Store #: Rev Date By Description Concept: MCS 07/23/14 90% COMPLETION SUBMITTAL Issue Date: 07/25/14 100% COMPLETION SUBMITTAL JESSICA SWANN 07/31/14 100% COMPLETION SUBMITTAL Drawn by: 09/26/14 100% COMPLETION SUBMITTAL JPU 11/18/14 SITE MODIFICATION 01/15/15 PERMIT RESUBMITTAL 03/02/15 PERMIT RESUBMITTAL GUl pS WAS,�l •� �'i`' F • ��'XgSTEn'' 1 s`SIO1VaL 02121115 O N O O CD U)�. O O 04 aC 75O �00 (n aUi .O U) O 0ZS 0 z ZCl) O (n Z E 0 45 Z � Lu W CU z -p a W O z Z 0 0 .a r O = O W O a 60 00 0 W a. 0) W U Ur v Sheet Title: COVER SHEET AND GENERAL NOTES Scale: Sheet Number: C1.1 Store #: 3232 Project #: 03168-030 Concept: MCS Palette: Issue Date: 07/23/2014 Design Manager: JESSICA SWANN Design by: JTE Drawn by: JCS Checked by: JPU Sheet Title: COVER SHEET AND GENERAL NOTES Scale: Sheet Number: C1.1 NO O LL I ods O O r N C O W N M N O J LL11++ W Q A0A, W 40— a) oa) U) U \ a O LO ai M r- d. - O N N N 01 5u SD SD SD ' I , �O �O MCS I I I I UJ )22 dols / I TEMPORARY EROSION CONTROL PLAN SCALE: V =10' . FILTER FAMM SECURED M 14 r. -1 EQUAL n . � II OR S =11=11 �I �ipq�N1111. ROM QUARRY SPALLS 2-4' NIN DIA • �� • .rOO�.iii�iU� FILTER r I u DEPTH CONTINOUS ROLL& USE STAPLES4 .........u.......�.....�.�..�. a, PLACEWASHED GRAVEL 1 THE u .................1.............1...1.. F OR I•. RINGS w..:o......o.•.....•.....................•. FILTER TRENCH II [IN w ..11N THE SIDES I w I I.1 I................................................. I..(..1..........................................1......A•. ...�"- "�Q� X10........01.1.1q�1.0.�.�.T..1�....... �� •.ice �..�.�.OO.�.��_.��..��i�.�.�o..irOi..�.�.�... FILTER F" 'oi TO SUPPORT FILTER FAfTC. AJWIIKM ;NESH i ( s / ] 1 t 1 tl 1, PROVIDE I I 1 1 r-. r. EGRESS 1X Lw WOOD POSTS I • "r EQUIVALENTx IC13NTRACTOR SHALL MAINTAIN TEMPORARYCONSTRUCTION a w. .- 1 7 .']• SHALL NAINTAINII REPLACE DURING THE C13NSTRUCTIONPERIOD. STRAW SALES TO INSIURE PROPER EROSI13N CONTROL, 3 CITYI II REQUIRED 11 r INSPECT1 REQUIREDALL ER13SION 1 -1' EROSION CONTROL. Ii 111 ] 1 - BEFOREINEASURES W13RK OTHER 3 : ® �► ar MO 11;� 7.i STANDARD DETAIL STANDARD DETAIL FILTER FABRIC FENCE FILTRATION SYSTEMS STABIUZEDCONSTRUCTION ENTRANCE} 3 I I } 1 1 E f e x a rv,w ■ m v GRATE W I �O �O MCS I I I I UJ 00 I. 07/25/14 FILTER SOCK WITH I I I OVER FLOW HOLES � I e ;. CATCH BASIN I THIS APPLICATION SHALL BE SITE MODIFICATION I ' N i I SEDIMENT SHALL BE REMOVED ON L (_ �I FILTRATION EFFECTIVENESS. I I MEASURES BEFORE WORK CAN BEGIN, i I O. ti • REVISIONS STANDARD DETAIL F D. GEBERT 10/06/03 D. GEBERT 05/19/05 ry B 9 — 9 0 0 9 1 D. GEBERT 05/05/06 DATE SCAIE OWO N0. - N E1.3 �/aa/o1 Ts R. ENGL SH ll/01/l3 I '� ss3es 3 U. SS�ORAL 02/21/15 _ O N Z III SECTION SCALE: NTS I GRATE W CB �O �O MCS O 00 000 UJ 00 07/23/2014 07/25/14 FILTER SOCK WITH Design by: OVER FLOW HOLES n I JCS e ;. CATCH BASIN - n 14 THIS APPLICATION SHALL BE SITE MODIFICATION MAINTAINED AT ALL TIMES ' DURING CONSTRUCTION PERIOD. - - 41l 7 SEDIMENT SHALL BE REMOVED ON 03/02/15 A REGULAR BASIS TO MAINTAIN FILTRATION EFFECTIVENESS. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN, ti • REVISIONS STANDARD DETAIL ., - D. GEBERT 10/06/03 D. GEBERT 05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS B 9 — 9 0 0 9 1 D. GEBERT 05/05/06 DATE SCAIE OWO N0. - N E1.3 �/aa/o1 Ts R. ENGL SH ll/01/l3 I '� ss3es SECTION SCALE: NTS I APPROVED FOR CONSTRUCTION CITY OF EDMJ�ONDS DATE:"1/ t BY: Off zz"A CITY ENGINEERING DIVISION Starbucks Coffee Company .2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record K®WSALASO'®RIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p. 206.547.1940 1 If. 206.547.8212 www.kdw.net Revision Schedule W Rev Date By Description MCS Palette: UJ 90% COMPLETION SUBMITTAL 07/23/2014 07/25/14 0 OXO Design by: 07/31/14 100% COMPLETION SUBMITTAL I JCS 09/26/14 100% COMPLETION SUBMITTAL 11/18/14 SITE MODIFICATION 01/15/15 - - 41l 7 APPROVED FOR CONSTRUCTION CITY OF EDMJ�ONDS DATE:"1/ t BY: Off zz"A CITY ENGINEERING DIVISION Starbucks Coffee Company .2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record K®WSALASO'®RIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p. 206.547.1940 1 If. 206.547.8212 www.kdw.net Store #: Revision Schedule Project #: Rev Date By Description MCS Palette: 07/23/14 90% COMPLETION SUBMITTAL 07/23/2014 07/25/14 100% COMPLETION SUBMITTAL Design by: 07/31/14 100% COMPLETION SUBMITTAL I JCS 09/26/14 100% COMPLETION SUBMITTAL 11/18/14 SITE MODIFICATION 01/15/15 PERMIT RESUBMITTAL 03/02/15 PERMIT RESUBMITTAL GUI.Z WAg�l� � ti • '� ss3es SS�ORAL 02/21/15 _ O N O O -17 O CN `— Q 00 O U ' V) d OJ •� r U)0 �I/ /z Q Z a 0 Z Q U) CD Z. cU E Cl) 0 z W z ¢ W O Z Z. (D •0ff O W a. UJ a 00 c) W U 0 U Store #: 3232 Project #: 03168-030 Concept: MCS Palette: Issue Date:. 07/23/2014 Design Manager: JESSICA SWANN Design by: JTE Drawn by: I JCS Checked by: JPU Sheet Title: TEMPORARY EROSION CONTROL & Scale: DEMOLITION PLAN Sheet Number: C2.1 I . I CIUJ I II'M 31L.U6 O 6L C7 1 L zl t o 9 a j �k 06 O W dois 04 M I 322 4 I .� a O xi W W W Vy� W \ D SD .> n, I 43' p 42" storm line i 0--_G--_G-_-G--- - -G-_....G-i--G--- U) /moi s --•— a) U � A2/3\ a GRADING AND DRAINAGE PLAN C SCALE: 1" = 10' CO d. 0 N N CV ti Rim 322.20' F/L = 315.70' I San Mid Rim — 323.02' F/L. "- 316.32'. CATCH BASIN SCHEDULE MARK TYPE RIM ELEV INVERT ELEV NOTE TOTAL 40 CU YDS . 321.63 IE (N) = 319.63 VANED 100% COMPLETION SUBMITTAL Design by: 07/31/14 100% COMPLETION SUBMITTAL GRATE 09/26/14 I 323.78 IE (S) = 319.30 VANED 3 01/15/15 IE (E) = 319.20 GRATE a 03/02/15 PERMIT RESUBMITTAL IE (S) = 320.36 GUI WA�l�� 1 323.59 IE (W) = 318.91 SOLID LID e` IE (N) = 318.81 `— TOC 323.5G — I� _ — — _ - +; — — — c G- _ G- - - G- - - G_ Els S_ SS SEXIST VE AND LANDASCAPING ,CE CONC LALKPANE GRADING QUANTITIES Revision Schedule TOTAL EXCAVATION (CUT) - 20 CU YDS TOTAL EMBANKMENT (FILL) - 20 CU YDS TOTAL 40 CU YDS . THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR BIDDING, PAYMENT, OR ESTIMATING PURPOSES. 100% COMPLETION SUBMITTAL PLAN NOTES: 1. ALL UTILITIES SHALL BE LOCATED UNDERGROUND. 2. ALL DISTURBED AREAS ON AND OFF SITE SHALL BE COMPOST AMENDED PER REQUIREMENTS OF BMPT5.13 IN THE STORM WATER MANUAL, .VOLUME V CHAPTER 5. 3. SEE ARCH PLAN FOR STRIPING DETAILS. APPROVED FOR CONSTRUCTION CITYO�: [:nMONDS DATE: BY: CITY ENGINEERING DIVISION 10 0 5 10 0 3 Zp'i� OX 0 Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record KMALASO'BRIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p. 206.547.1940 1 f. 206.547.8212 www.kdw.net Store #: Revision Schedule Project #: Rev Date By Description MCS Palette: 07/23/14 90% COMPLETION SUBMITTAL 07/23/2014 07/25/14 100% COMPLETION SUBMITTAL Design by: 07/31/14 100% COMPLETION SUBMITTAL ,I JCS 09/26/14 100% COMPLETION SUBMITTAL 2 11/18/14 SITE MODIFICATION 3 01/15/15 PERMIT RESUBMITTAL a 03/02/15 PERMIT RESUBMITTAL . GUI WA�l�� e` .�1 25395 '�►13 1 ssj0raL�0212111 Z N 06 O O O 04U) 1��J/" \.O 00 O 06 -,-e U cor Q W 0 0 �- zz ° U) z � —Z O .� z � z CU Z :5; <W z i5 O 46 T- W O� 0 0 W a_ CA w U (' U Store #: 3232 Project #: 03168-030 Concept: MCS Palette: Issue Date: 07/23/2014 Design Manager: JESSICA SWANN Design by: JTE Drawn by: ,I JCS Checked by: JPU Sheet Title: GRADING, DRAINAGE, UTILITIES Scale: AND PAVING PLAN Sheet Number: C3.1 X U_ �I O 0 od v c O E N M N cnO J f U_ W CL N i-, 0 U a LO M 0 c� N ti �-- STARBUCKS BUILDING 11' _2.0%_ RET TI EoN CELL ELL MAX TOP OF CURB 324.27 MIN TOP OF CURB 323.1 TOPOF MAX WATER DEPTH & ELEV OF OVERFLOW GRATE 321.6 TOP OF SOIL ELEVATION 320.6 BOTTOM OF RAIN GARDEN 319.1 RAIN GARDEN 0.5' UNSUITABLE NATIVE MATERIAL 0 CRUSHED SURFACING BASE COURSE (WSDOT BASE COURSE (WSDOT W IN I,1' . .. . .. . .. . .. 6' 13' M I N 6' 1' 0 O 4 Uj A MINIMUM OF 95% RELATIVE COMPACTION USING AASHTO FILL; TOP 12" COMPACTED TO 100% COMPLETION SUBMITTAL T-180 (ASTM D1557). cl a a, 611 MIN NOTESI PLANTINGS PER COMPACTION USING AASHTO T-180 (ASTM D1557). VERT CURB W/ 03/02/15 AND SEaiRELY STAKED. - - 4-6 1' MAX WATER DEPTH LANDSCAPE ARCH /Top CURB CUTS, TYP 3 7 - - L L.I ..� LLL_ 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET ........... OF MAX 4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE ' d 1STE�'" I II 3 ATER DEPTH = - _ a , q °n - d - I II �1 7. CURB SHALL BE SPRAYED WITH CLEAR CURING .t ad yyy lases - - TOP OF _SOIL MIX II 8. ALL SIDEWALKS POWED BEHIND CURB IN III_ DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF 18 PLANTING SOIL CSTC WITH SUBGRADE COMPACTED TO 95x MAXIM 015 DENSITY. a I a - d. MIX PER LANDSCAPE Q II v z z 0 C/) U Z N ARCH - - i2 = W - -OVERFLOW II 6" . e o z W a d 1 - -_ W 0 z PVC PER PLAN 0 BOTOF=- DEPRESS GUTTER T ii a III I II- (� Uv RAIN GARDEN o -� I I - - - III III=I I I� - I 12" x 12" NDS ATRIUM GRATE & p w -III CATCH BASIN SETTO DRAIN @ a TOP OF WATER DEPTH PER PLAN 2' AT OPENING PERSPECTIVE VIEW O H z � w a STANDARD DETAIL M SCALE: NTS SEE NOTE 26' a a . a 12" \d 03 - ° a a SCALE: NTS FRAME & BEEHIVE GRATE V MIN STREAMBED COBBLE (1"74" TYP) OVERFLOW ELEVATION M CEPONDING BOTTOM DEPTH� � � �� . •'.. , BIORETENTION SOIL I I III -III �.0 COLV (DIP), TYP 8"0 I I' MINIMUM DETERMINED ' BY ENGINEER JUNCTION BOX OR CATCH BASIN NDS 1280 ATRIUM GRATE NDS 1230 LOW PROFILE ADAPTER NDS 1266 OUTLET V STANDARD DETAIL 1 t J SCALE: NTS - r 4" DIA PERFORATED PVC PIPE WITH 6" OF 1" MINUS GRAVEL 8" MIN FROM WOOD. ALL AROUND, WRAPPED IN SEE STRUCTURAL DRAWINGS NON -WOVEN GEOTEXTILE FABRIC, nI SLOPE AT 0.5% MIN. TURN DOWN PERFORATIONS AS SHOWN III,11' 6" DOWNSPOUT TIGHTLINE TO%FIN=ISHE,D GRADE a` a �- CONVEYANCE SYSTEM @ 0.5% MIN. PLACE NEXT TO FOOTING CLASS "B" ASPHALT z DRAIN OR AS SHOWN ON - - -I I CONCRETE WEARING COURSE GRADING & DRAINAGE PLAN1=1 I ' (WSDOT STD SPEC 5-04.0)0 (CONTRACTOR'MAY LOCATE ON NEITHER SIDE OF FOOTING DRAIN)DO0 ° a o� O o � 00� 0E a 0 O° 0 Q M �O °ODoa o LINE OF MAX EXCAVATION. o O �Q IF SOIL IS OVEREXCAVATED, 00 0 0 0 oO4 a d <.4 REPLACE WITH LEAN MIX 0 0 CONCRETE c FOOTING 1 UNSUITABLE NATIVE MATERIAL 1 SHALL BE REPLACED O _ B� FOOTING AND ROOF DRAIN SECTION r TYPICAL PAVEMENT SECTION Z UNSUITABLE NATIVE MATERIAL 0 CRUSHED SURFACING BASE COURSE (WSDOT BASE COURSE (WSDOT W STD SPEC 9-03.9(3)) . .. . .. . .. . .. 90% COMPLETION SUBMITTAL 07/23/2014 CONCRETE SECTION 0 O 4 Uj A MINIMUM OF 95% RELATIVE COMPACTION USING AASHTO FILL; TOP 12" COMPACTED TO 100% COMPLETION SUBMITTAL T-180 (ASTM D1557). cl a a, A MINIMUM OF 95% RELATIVE NOTESI 01/15/15 COMPACTION USING AASHTO T-180 (ASTM D1557). 03/02/15 AND SEaiRELY STAKED. 4-6 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET d AA 4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE 1STE�'" M V < a , q °n - d .e 7. CURB SHALL BE SPRAYED WITH CLEAR CURING .t ad - Ry1 , / •�1 0 4. lases - - O a 4. a 8. ALL SIDEWALKS POWED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF S00 p CSTC WITH SUBGRADE COMPACTED TO 95x MAXIM 015 DENSITY. a I a - d. Q a. ,• v z z 0 C/) U Z N z N G 0 W R=6" o z W a d > dC W 0 z 0 Q 0 DEPRESS GUTTER T ii a d (� Uv i 2" AT OPENING DEPRESS GUTTER 2' AT OPENING PERSPECTIVE VIEW PLAN VIEW STANDARD DETAIL SCALE: NTS FRAME & BEEHIVE GRATE V MIN STREAMBED COBBLE (1"74" TYP) OVERFLOW ELEVATION M CEPONDING BOTTOM DEPTH� � � �� . •'.. , BIORETENTION SOIL I I III -III �.0 COLV (DIP), TYP 8"0 I I' MINIMUM DETERMINED ' BY ENGINEER JUNCTION BOX OR CATCH BASIN NDS 1280 ATRIUM GRATE NDS 1230 LOW PROFILE ADAPTER NDS 1266 OUTLET V STANDARD DETAIL 1 t J SCALE: NTS - r 4" DIA PERFORATED PVC PIPE WITH 6" OF 1" MINUS GRAVEL 8" MIN FROM WOOD. ALL AROUND, WRAPPED IN SEE STRUCTURAL DRAWINGS NON -WOVEN GEOTEXTILE FABRIC, nI SLOPE AT 0.5% MIN. TURN DOWN PERFORATIONS AS SHOWN III,11' 6" DOWNSPOUT TIGHTLINE TO%FIN=ISHE,D GRADE a` a �- CONVEYANCE SYSTEM @ 0.5% MIN. PLACE NEXT TO FOOTING CLASS "B" ASPHALT z DRAIN OR AS SHOWN ON - - -I I CONCRETE WEARING COURSE GRADING & DRAINAGE PLAN1=1 I ' (WSDOT STD SPEC 5-04.0)0 (CONTRACTOR'MAY LOCATE ON NEITHER SIDE OF FOOTING DRAIN)DO0 ° a o� O o � 00� 0E a 0 O° 0 Q M �O °ODoa o LINE OF MAX EXCAVATION. o O �Q IF SOIL IS OVEREXCAVATED, 00 0 0 0 oO4 a d <.4 REPLACE WITH LEAN MIX 0 0 CONCRETE c FOOTING 1 UNSUITABLE NATIVE MATERIAL 1 SHALL BE REPLACED O _ B� FOOTING AND ROOF DRAIN SECTION r TYPICAL PAVEMENT SECTION Z CRUSHED SURFACING UNSUITABLE NATIVE MATERIAL 0 CRUSHED SURFACING BASE COURSE (WSDOT BASE COURSE (WSDOT W STD SPEC 9-03.9(3)) . .. . .. . .. . .. 90% COMPLETION SUBMITTAL 07/23/2014 CRUSHED SURFACING UNSUITABLE NATIVE MATERIAL 0 CRUSHED SURFACING BASE COURSE (WSDOT BASE COURSE (WSDOT W STD SPEC 9-03.9(3)) STD SPEC 9-03.9(3)) 90% COMPLETION SUBMITTAL 07/23/2014 CONCRETE SECTION 0 O SUITABLE NATIVE MATERIAL Uj A MINIMUM OF 95% RELATIVE COMPACTION USING AASHTO FILL; TOP 12" COMPACTED TO 100% COMPLETION SUBMITTAL T-180 (ASTM D1557). 11/18/14 A MINIMUM OF 95% RELATIVE NOTESI 01/15/15 COMPACTION USING AASHTO T-180 (ASTM D1557). 03/02/15 ' ( A) CURB RNAPWDTH A'-7 MIN. LANDING TO MATCH - ! A 1 NOTES CURBRAMPWADTH-9 EE CONTRACT PLANS Y CURB RAMP WIDTH P -V MIN. 1, ProAdle a separate CurbRemplor eBOh mad(ad °r Urunarked crosswalk . . 1 LANono to MATCH CURB RAMP Curb Ramp locetbn ehetl he placed within Na width of the associated - - - MOTH- SEE CONTRACT PLANA - - - - - LANDING I crosswalk a w Mown In the Contract Plane. „ "KNC GRADE -MIN. . i - cuaa RAMP GRACE eRFAN - �. Where "GRADE BREAM le cent s our, the ens length bl of Uro Breda _ 9 GRADE BREAK SEE OONNUOTPLANS- 1 break between Uw two adjacent surface planes Shell de BUah 4•-O'MIN. - - GENERA CONCRETE SIDEWALK - SEE CONTRACT PLANE- BEE NOTE 3. Do not place OrotlnOa, JUnoUon Bo%ea, Access Coven, w other appurte- 4' .0• NUI. PROVIDE SMOOTH minces N front of the Curb Ramp or on any pad of the Curb Romp or - - - CEMENTCONCRETE - TIDIEWAL0N TO Lending. - SIDEWALK -SEE NOTED 1M WIDTH ITY BEE CONTRACTPLANS1 MIN. SEE CONTRACT Af. PUNS- _ - 1 WIDTH 1TYPd� 4'-r MIM 4'•r MIN. 3 ,� - a. MAX � L � 4. Sea the Contract Plane for the curb design apad6ed. Sae Standard Plan n NT eXPAN810� BUFFER WIDTH -MATCH T° Pedestrian for Curb, Curb end Duller, Depressed Culb and Gutter, and FLARE (TYPj - JOINT (IYP.)-eOE W CURB RAMP DEPTH ITYPj PedeaWen Curh details. - - - . - - Sir ExPANBfON - 1 CURB RAW aTAND.RD PUH W 110 • ttttrrvv�� 1 +. 6. See Standard Plan F-30.10 for Cement Concrete Sidewalk detelis. - arANo'10AMlI. aa.io � ' GRADE � '" y; - Bea Contract Plena for width and placement of sidewalk - 1 BREAK TRANBIOR TO AC Of, if BUFFER IF 8. The Bid Item "Cement Concrete Curb Ramp Type _ O(U10E BREAK PREBEM, OR TO BACK OF CUPS (OTYYlF��1) " - dOBe not IRCIUdB - - 8EE CGNTRAGYPUN8 ., the aIf cent. Curb, Curb and Duller, Depressed Curb and Gutter, is. - - Pedealden Curb, at Sidewalk - ' - . - - - - CURS, C79. R CUfte - - CURB, OR WRa CEMENTCONCRETE ANO CUTTER - AND GUTTER - PEDEBTRUN CURB - - 7. The Curb Ramp maximum NfminB elope ahatl mol TegUlre UIO fBmp IanBlh SEE NCTB 4 see 0016 b axoeed tB.feet to avoid chesin9 the elope kId811nUelY When COnneCU SEE SURFACE- BEE NOTE A D 1 (0 slag radea. When a the 18•foot maximum jam th, the tannin ' 8EE aTANWRDPLANF+M.10 DETECTABLE WARNING BURlACE- PB ppppNlnY B B FACE OF CURB I� FACE OF CURB I BEE STANDARD PLAN F-44.10 - al6pe Of the Culb Remp shall as flat as feasible. OFPRESSEO CURB AND GUTTER- - @ DEPRESSED CURB GUTTER - B. Curb Remp, Landca , end Fferes shell receive broom Nish. BOB MEASURED PARALLEL V - - Standard BpedReallone 8.14. TO CURB GYP.) CROB;m", SEE NOTE - CROSSWALK - L L LEGEND SLOPE IN EITHER DIRECTION . . - PLAN VIEW - PLAN VIEW TYPE PERPENDICULAR A - - TYPE PERPENDICULAR B - - DMOTABLEWARNING SURFACE - - (SHOWN NTH OUFFER) CEMENTCONCRETE' DETECTABLE WARNING SURFACE - PEDESTR 8EE STANOA0.DPLANFJ1.10 - - IAN CURB - - SEE STANDARD PLAN 04AC , - SEE NOTE4 •ttt.?:'. . 4'-r MIN. 1a -PMA%. GRADE BREAK SEE CONTRACT PIANS EE NOTET COUNTER SLOPE- - 1 t�':'•*.. . - - - SLOPE TREATMENT- AND OUTTER- . AEE STANDAROPIANF•30,10 y.o%MAx GRADE ORENf MAX.M BEE - �S. S•R7YP. DEPRESSED OCU . - ... TOP OF ROADWAY 4 CEMENT CONCRETE CURB' YATRI O 8 AND CUTTER - BEE NOTE g VIII LANDING DEPRESSED OUItB RAMP Ap- -' 4 •G DEPRESSED CURB AND CUTTER- SEE STANDARD PLAN F10.12 - CURB RADIUS DETAIL - - - . SECTION OA - • - - CEMENT CONCRETE CURB RAMP'TYPE PO'•BJ,4p11T/1•VGG��•1 - - - - PERPENDICULAR B• PAY LIMIT SEE NOTE �tiBIF All, 1A PERPENDICULAR CURB RAMP - STANDARD PLAN F-40.16.02 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICAnoN Pasco 8akoftch 111 6/7003 ISOMETRIC VIEW - ISOMETRIC View TYPE PERPENDICULAR APAY LIMIT TYPE PERPENDICULAR B PAY LIMIT �w.,Al.s..•sla. a.,.an,waTmy«ar.n DETAIL SCALE: NTS I I I' R M d 1' BATTER 1'R C ,,• � ,� cos FT/FT ;a A. a c 4-A. a. .* A. 4A i ♦' 6' ' UNSUITABLE NATIVE MATERIAL 0 CRUSHED SURFACING BASE COURSE (WSDOT SHALL BE REPLACED W STD SPEC 9-03.9(3)) 07/23/14 90% COMPLETION SUBMITTAL 07/23/2014 CONCRETE SECTION 0 SUITABLE NATIVE MATERIAL FILL; TOP 12" COMPACTED TO 07/31/14 Uj A MINIMUM OF 95% RELATIVE COMPACTION USING AASHTO V - SCALE: 1" - 1'-0• 100% COMPLETION SUBMITTAL T-180 (ASTM D1557). 11/18/14 SITE MODIFICATION ' UNSUITABLE NATIVE MATERIAL 0 Rev SHALL BE REPLACED . 18' STANDARD 07/23/14 90% COMPLETION SUBMITTAL 07/23/2014 CONCRETE SECTION 0 24• ARTERi[AL 07/31/14 100% COMPLETION SUBMITTAL JCS V - SCALE: 1" - 1'-0• 100% COMPLETION SUBMITTAL - 6/8' MINUS CSTIC 11/18/14 SITE MODIFICATION NOTESI 01/15/15 L FORMS SHALL BE TRIS TO LINE AND GRADE 03/02/15 AND SEaiRELY STAKED. UIIA rW 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND DUMMY (CONSTRUCTDDD JOINTS EVERY 3 FEET. 4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE 1STE�'" PREIO LDED JOINT FILLER. 5. CONCRETE SHALL BE CLASS 3- 3000PSL 6. FINISH SHALL BE LIGHT BREL 02/21 / 15 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST. lases - FOR 72 HOURS. O 8. ALL SIDEWALKS POWED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF S00 p CSTC WITH SUBGRADE COMPACTED TO 95x MAXIM 015 DENSITY. ,o -ISO- '� •'�tJ, IN C �' • L• •Y • '• '' •Ira,/ ' '•.' • ••' _ - - - - REVISIONS STANDARD D ETAI L DAR D. GEBERT 4/27/03 STANDARD TYPE "Ar' CURB/GUTTER DETAIL D. GEBERT 4/2/07 L1AT9 7/24/01 !CALX NTS NIL E2.8 L a � VAN, 1 CITY OF EDMONDS STANDARD DETAIL E2.7 SCALE: NTS Starbucks Coffee Com an p Y 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential . and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record KBWSALASO'®RIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p, 206.547.1940 1 f, 206.547,8212 www.kdw.net Store #: Revision Schedule Project #: Rev Date By Description MCS Palette: 07/23/14 90% COMPLETION SUBMITTAL 07/23/2014 07/25/14 100% COMPLETION SUBMITTAL Design by: 07/31/14 100% COMPLETION SUBMITTAL JCS 09/26/14 100% COMPLETION SUBMITTAL 11/18/14 SITE MODIFICATION 01/15/15 PERMIT RESUBMITTAL 03/02/15 PERMIT RESUBMITTAL UIIA rW 1STE�'" SjONAL 02/21 / 15 N lases - O S00 p 015 C/) = ,o Q t� z z 0 C/) U Z N z N G 0 W O .� o z W E z > dC W 0 z 0 Q 0 T ii o W (L 00 CA W U (� Uv Store #: 3232 Project #: 03168-030 Concept: MCS Palette: Issue Date: 07/23/2014 Design Manager: JESSICA SWANN Design by: JTE Drawn by: JCS Checked by: JPU Sheet Title: GRADING AND DRAINAGE DETAILS Scale: Sheet Number: C3.2 DESIGN VEHICLE: 19.00 3.00 11.00 P feet Width 7.00 Track 6.00 Lock to Lock Time : 6.0 Steering Angle : 31.6 l I PO U- �I O O v c E W dols N M N M 0 42" storm line Project #: 03168-030 VVMIIII 1VICIIII — ,— — — — U— —.— Z>a Hate By Description _ - G- - - G--- G- - _ J G- - - G- -.- G- - - G- ,... - G- - - G- - - G- _ - G �� = G - _ � SS �- SS 07/25/14 100% COMPLETION SUBMITTAL Design by: JTE REMOVE AND REPLACE W W ' 100% COMPLETION SUBMITTAL CONIC SIDEWALK PANELS o SITE MODIFICATION U- SS SS 01/15/15 PERMIT RESUBMITTAL San MH �� San MI -1 / L Flim — 322.20' Rim = 323.02 RimF/t- N F/L = 315.70'. 10 LF — f" PVC @ 2.0% MIN TIE INTO EXISTING SS STUB IE = 318:26 1' L' � I � 41 0 "` UJ L,A-01 LU s_-- --_ 0 w w _ S SS SS STS CB S5 —" "` �-- --~' Grate =,324.04' SS i G ---G __G IE =311.54' r_-- �G__ G — — — G — —— 121'inN 320.74' EXIST SS CONNECTION - IE 317.85 f 0 G:. Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record 3 OWSALASO'BRIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 P. 206.547.1940 1 f. 206.547.8212 www.kdw.net 42" storm line Project #: 03168-030 VVMIIII 1VICIIII — ,— — — — U— —.— Z>a Hate By Description _ - G- - - G--- G- - _ _ - G- G-1-- G- - - _ G- - - G- - - G- - - G- - G- _ G- - - G- - - G- -.- G- - - G- ,... - G- - - G- - - G- _ - G �� = G - _ � SS �- SS 07/25/14 100% COMPLETION SUBMITTAL Design by: JTE REMOVE AND REPLACE 100% COMPLETION SUBMITTAL ' 100% COMPLETION SUBMITTAL CONIC SIDEWALK PANELS o SITE MODIFICATION SS SS SS SS 01/15/15 PERMIT RESUBMITTAL San MH �� San MI -1 / L Flim — 322.20' Rim = 323.02 RimF/t- N F/L = 315.70'. — 316.32' ; ISTE�" sSI0rWA SEWER PLAN 0212111 C&:nATE%EAND O. N C' O 0 O O �.. o _� QN 00 0 .o M Ci Q Q 0(!a to Z ai a d' W E r O z ¢ Ll.) Q Z 0 N 15r 0 0 Z a CL N 0000 0) W U U U N ti 10 LF — f" PVC @ 2.0% MIN TIE INTO EXISTING SS STUB IE = 318:26 1' L' � I � 41 0 "` UJ L,A-01 LU s_-- --_ 0 w w _ S SS SS STS CB S5 —" "` �-- --~' Grate =,324.04' SS i G ---G __G IE =311.54' r_-- �G__ G — — — G — —— 121'inN 320.74' EXIST SS CONNECTION - IE 317.85 f 0 G:. Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record 3 OWSALASO'BRIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 P. 206.547.1940 1 f. 206.547.8212 www.kdw.net Store #: 3232 Revision Schedule Project #: 03168-030 Rev Hate By Description Palette: 07/23/14 90% COMPLETION SUBMITTAL 07/25/14 100% COMPLETION SUBMITTAL Design by: JTE 07/31/14 100% COMPLETION SUBMITTAL 09/26/14 100% COMPLETION SUBMITTAL 11/18/14 SITE MODIFICATION 1203/02/15 01/15/15 PERMIT RESUBMITTAL PERMIT RESUBMITTAL GIJ jLL �• WA ISTE�" sSI0rWA 0212111 O. N O 0 O O �.. o _� QN 00 0 .o Ci Q Q 0(!a to Z ai a 0 W E Z z ¢ Ll.) Q Z 0 48 15r 0 0 Z a CL 6000 W CL 0000 0) W U U U Store #: 3232 Project #: 03168-030 Concept: MCS Palette: Issue Date: 07/23/2014 Design Manager: JESSICA SWANN Design by: JTE Drawn by: JCS Checked by: JPU Sheet Title: WATER AND SEWER PLAN Scale: O LL �I O O V_ N O LLI M N O J r co a) U_ a a) 0 4— i� a) U a O Di M r d' o O N ti 1 CITY OF EDMONDS STANDARD DETAIL ® / SCALE: NTS R.p.W. PROPERTY LINE OD ©METER INSTALLED BY CITY NOTE'. � � P FINISHED G BACK SIDE OF METER BOX I I �p I GRADE SHALL BE SET AT THE PROPERTY LINE, METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS I I BALL VALVEI`L — — — — _ I m E II Z A 0 B Li DMICTM _ U WATER O OF FLOW J MAIN . OA D©/ Q D F MATERIAL LIST Q ALL.1' SERVICES TO BE TYPE 'K' SOFT COPPER TUBING. ® V BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET. (FORD OR MUELLER). ©_ DUAL PURPOSE UNION. f`D MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-4440 FOR 1' z"`�°'" O NEW 1" SERVICE: ANGLE BALL METER VALVE BY SINGLE CHECK. 15' HIGH WITH DUAL /'� PURPOSE UNIONS ON INLET AND OUTLET. HORIZONTAL IN HORIZONTAL OUTLET. 1 J EQUAL TO FORD VBH94-15W-11-44. �i EXISTING 1" SERVICE: USE SAME AS ABOVE WITH NO SINGLE CHECK. EQUAL TO Fffffff 4-15W-11-44. O 1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S GO MID—STATES PLASTIC METER BOX 1324-12 FOR V SERVICE w' MS " 13x24 DUCTILE LID WITH 73¢' x43¢' READER FOR 1' SERVICE I r OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2' X 4' STAKE LLLLLL WITH "'WATER' STENCILED ON IT. Q 14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE. O SCHEDULE 40 3/4' OR i' PLUG.. REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE. O WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR. L © PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR V METER THROUGH THE CITY. r CITY WILL INSTALL METER AFTER PURCHASE. O IF USING 3/4' METER, CITY WILL PROVIDE REDUCERS.. F.. ---E-D-M REVISIONS STANDARD D D ETAI L r APPROM 1W DATE UJ D. GEBERT 6/19/03 1" WATER SERVICE - FOR 3/4' OR V METER INSTALLATION D. GEBERT 4/2/07 DATE SCALE DWO NO. • 1890 R. ENGLISH 10/04/11 7/24/01 NTS E7.6 CITY OF EDMONDS STANDARD DETAIL UJ SCALE: NTS e W. 00 .0 0 DS? o Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record KOWSALASO'BRIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p. 206.547.1940 1 f. 206.547.8212 www.kdw.net °°-- ---derision Schedule w Rev Date By Description Z MCS 07/23/14 90% COMPLETION SUBMITTAL Issue Date: 07/25/14 100% COMPLETION SUBMITTAL JESSICA SWANN RESIDENCE W Drawn by: 09/26/14 a o Z CLEANOUT WITH 450 a BEND AND CAP 01/15/15 PERMIT RESUBMITTAL a C.O. w PERMIT RESUBMITTAL GUILL �G may. of `PA LIJ 1, y NOT TO EXCEED 100' BETWEEN7 141lx6" CLEAN OUTS / CONCRETE COLLAR CLEANOUT (WYE WITH CAP AND LOCKING LAMPHOLE. C VER) LEVELING COLLAR & CONCRETE LEVELING COLLAR `rlOivAL � 12'+/— T �L w p w LOCKING LAMPHOLE COVER —� a Z 12 MIN. �-- N U) a J WATER TIGHT CAP 00 RISER 6 CONCRETE PAD N 12" PVC U) SLEEVE 6" RISER 4' OR 6' SIDE SEWER GENERAL CLEANOUT DETAIL z 6' WYE AND 45° AND 1/8 BEND 6" CITY STUB 12' E0 z Q 4' OR 6' SIDE SEWER ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE r- r G O M- O W a 12" LOCKING LAMPHOLE COVER 0 (EAST JORDAN IRON WORKS CO.) 6' RISER 12" PVC SLEEVE (MODEL #: 00366108) PVC CAP TYPICAL CL ANOUT UNDER ASPHALT NOTE: SIDE SEWER JOINTS SHALL BE OR CONCRETE GASKETED C7�-I-T VISIONSDATE STANDARD DETAIL APPRoVERB ] D. GEBERT 6/16/03 SEWER CLEANOUT DETAILS D. GEBERT 01/06/05 _ DATE 1890-199 SCALE DWG N0. 7/24/01 NTS E6.2 D. GEBERT 4/2/07 1 CITY OF EDMONDS STANDARD DETAIL ® / SCALE: NTS R.p.W. PROPERTY LINE OD ©METER INSTALLED BY CITY NOTE'. � � P FINISHED G BACK SIDE OF METER BOX I I �p I GRADE SHALL BE SET AT THE PROPERTY LINE, METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS I I BALL VALVEI`L — — — — _ I m E II Z A 0 B Li DMICTM _ U WATER O OF FLOW J MAIN . OA D©/ Q D F MATERIAL LIST Q ALL.1' SERVICES TO BE TYPE 'K' SOFT COPPER TUBING. ® V BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET. (FORD OR MUELLER). ©_ DUAL PURPOSE UNION. f`D MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-4440 FOR 1' z"`�°'" O NEW 1" SERVICE: ANGLE BALL METER VALVE BY SINGLE CHECK. 15' HIGH WITH DUAL /'� PURPOSE UNIONS ON INLET AND OUTLET. HORIZONTAL IN HORIZONTAL OUTLET. 1 J EQUAL TO FORD VBH94-15W-11-44. �i EXISTING 1" SERVICE: USE SAME AS ABOVE WITH NO SINGLE CHECK. EQUAL TO Fffffff 4-15W-11-44. O 1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S GO MID—STATES PLASTIC METER BOX 1324-12 FOR V SERVICE w' MS " 13x24 DUCTILE LID WITH 73¢' x43¢' READER FOR 1' SERVICE I r OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2' X 4' STAKE LLLLLL WITH "'WATER' STENCILED ON IT. Q 14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE. O SCHEDULE 40 3/4' OR i' PLUG.. REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE. O WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR. L © PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR V METER THROUGH THE CITY. r CITY WILL INSTALL METER AFTER PURCHASE. O IF USING 3/4' METER, CITY WILL PROVIDE REDUCERS.. F.. ---E-D-M REVISIONS STANDARD D D ETAI L r APPROM 1W DATE UJ D. GEBERT 6/19/03 1" WATER SERVICE - FOR 3/4' OR V METER INSTALLATION D. GEBERT 4/2/07 DATE SCALE DWO NO. • 1890 R. ENGLISH 10/04/11 7/24/01 NTS E7.6 CITY OF EDMONDS STANDARD DETAIL UJ SCALE: NTS e W. 00 .0 0 DS? o Starbucks Coffee Company 2401 Utah Avenue South Seattle, Washington 98134 (206) 318-1575 These Drawings and Specifications are confidential and shall remain the sole property of Starbucks Corporation, which is the owner of the copyright in this work. They shall not be reproduced (in whole or in part), shared with third parties or used in any manner on other projects or extensions to this project without the prior written consent of Starbucks Corporation. These drawings and specifications are intended to express Design Intent for a prototypical Starbucks store (which is subject to change at anytime) and do not reflect actual site conditions. Neither party shall have any obligation nor liability to the other (except as stated above) until a written agreement is fully executed by both parties. Architect of Record KOWSALASO'BRIEN 10202 Fifth Avenue NE, Suite 300 Seattle, Washington 98125 p. 206.547.1940 1 f. 206.547.8212 www.kdw.net °°-- ---derision Schedule 3232 Rev Date By Description Concept: MCS 07/23/14 90% COMPLETION SUBMITTAL Issue Date: 07/25/14 100% COMPLETION SUBMITTAL JESSICA SWANN 07/31/14 100% COMPLETION SUBMITTAL Drawn by: 09/26/14 100% COMPLETION SUBMITTAL JPU 11/18/141 SITE MODIFICATION 01/15/15 PERMIT RESUBMITTAL 03/02/15 PERMIT RESUBMITTAL GUILL �G may. of `PA ��1STEri'' 1 `rlOivAL � 02121/ 15 T �L O N O O �-- N U) 00 6 O N 0 U) Ifl p a z� z z z Woo 0 ( U) W 0z W E0 z Q w0 z Z r G O M- O W a 00 a a) w U 0 Store #: 3232 .Project #: 03168-030 Concept: MCS Palette: Issue Date: 07/23/2014 Design Manager: JESSICA SWANN Design by: JTE Drawn by: i JCS Checked by: JPU Sheet Title: WATER AND SEWER DETAILS Scale: Sheet Number: C4.2