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9797 EDMONDS WAY.PDF
9797 EDMONDS WAY ADDRESS: Q-1 q7 a4MD OAS 41)0 TAX ACCOUNT/PARCEL #: BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: "WATER METER TAP CARD -DATED: " OTHER: r L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc ra I IAC. 1890 CITY .OF EDMONDS . 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT October 31" , 2013 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC " Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget, Sound Energy _ Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works 'Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste Please be advised that the attached address has been Added to the Edmonds address system. Parcel: 27033600113200 9797 Edmonds Way — New Building / Walgreens 2 new buildings to be built: New Address: 9797 Edmonds Way — New Building: Walgreens Existing address of 9801 Edmonds Way to remain — New Bank Building DAVE EARLING MAYOR If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications. 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(425) 747-5618 FAX (425) 747-8561 February 28, 2012 JN 12034 Seven Hills Properties, LLC 88 Perry Street #800 San Francisco, California 94107 via email.-jhill@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 RECEIVED OCT 112012 cc: Baysinger Partners Architecture — William M. Ruecker DEVELOPMENT SERVICES via email: billr@baysingerpartners.com COUNTER JLH/DRW: jyb GEOTECH CONSULTANTS, INC. STREET FILE 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 JN 120, February 28, 2012 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. 0 • 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 a `rea 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 ani 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 ofmovementon 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 (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: FA_ 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. Placed directly on competent, 5,000 psf native soil or lean -mix concrete placed above the dense native soil 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. 9 Seven Hills Properties February 28, 2012 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. 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 February 28, 2012 JN 12034 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 occVr 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 A 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 development and areas downslope from soil only. Trees sometimes accompany even shallow slides as they occur oh 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 JN 12034 February 28, 2012 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 afluid 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. 0) Seven Hills Properties February 28, 2012 Pile Shaft Friction 1,500 psf Pile End -Bearing 20,000 psf Where: (i) psf is pounds per square foot. JN 12034 Page 13 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 slury, 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-pojnt 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 JN 12034 February 28, 2012 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 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 shotreting 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: T_' Soit Type - MediumDen se Moist Unit Effective Internal Frictioa. .-Weight (pct) '.Angle (degrees) Effective Cohesion (psf) - sand(upper__ 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 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 GEOTECH CONSULTANTS, INC. Seven Hills Properties A 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 testbd 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 beexcavated 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 temporaryslopes 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 especiallyaware 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 1'2034 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 itthroughdrainage 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 February 28, 2012 JN 12034 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. l 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: 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. Beneath footings, slabs 95% or walkwa s 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 JN 12034 February 28, 2012 Page 20 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 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 A 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, GEOT ON TS, INC. J on L. Hinds eotechnical Engineer D. Robert Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. r Jt_ (-52 4 1r7 k' K41-034 K t U--56�. 0.-; M. Z)=, Pa S:.0 n 15-- r.•A n rwrs rese't's 'ce: Microsoft Streets and Trips, 2004) GEOTECH CONSULTANTS, INC. A IF VICINITY MAP 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 - 1 1 1 I It varles N 7V NY '- tip / rtc�! v /� GEOTECH CONSULTANTS, INC. SITE EXPLORATION PLAN 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 2 r BORING 1 Sa�Q JSo� Description Approximate Elevation 345' 5 # Light gray, slightly silty SAND with gravel, fine to medium grained, moist, dense. 34 1 10 15 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 I Feb. 2012 I JLH 1 3 BORING 1 (continued) Qtir`l. 5�`�t�atie�\e o�5 tF011 ''\e G5 Description 25 71 5 wet, clean sand lense • 1. SME 35 M W 40 9 * Test boring was terminated on February 14, 2012 at 46.5 feet. * Groundwater was not encountered during drilling. 50 GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 1 Feb. 2012 JLH 4 5 10 15 M 25 1 ti \e \°��et�°Q�� �G5 BORING 2 Description Approximate Elevation 335' i esi poring was termmaiea on reuruary 14, 4u 1 L at 40.0 reef. * Groundwater was not encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: plate: 12034 Feb.20121 JLH 5 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: Logged by. Plate: 12034 1 Feb. 2012 1 JLH 6 I A • • BORING 5 0 Q 5 J 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 20 25 * Test boring was terminated on February 15, 2012'at 16.5�feet. * Groundwater was not encountered during drifing. GEOTECH CONSULTANTS, INC,. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by:. Plate:$ 12034 Feb. 2012 JLH 3°I Slope backfill away from foundation. Provide surface drains where necessary. Washed Roc (7/8" min. size) 4" min.; Backfill (See text for requirements) Nonwoven Geotextile Filter Fabric O � C�.id pOOOo O ^O^ O O�OO'. I I 0 Tightline Roof Drain (Do not connect to footing drain) Possible Slab °p ' ..C.O".p..C:�..C.c".p..0.��'.p-.Q POo ��J'OOo�°0 J °Go °0 0 ��°0 � ?d•� £�ai 7��o � °°� G °°�a.�,�o°°•�.o �•°'•°cep'• J••ao �— 4" Perforated Hard PVC Pipe -(Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) . 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. 1 FOOTING DRAIN DETAIL 9801 Edmonds Way Edmonds, Washington Job No:Date: Plate: 12034 Feb.2012 9 i See text for design pressure on catchment portion of wall 2Ift W Lowest Excavation Elevation (Assumed to be Level) H Existing Slope No Load 0.151-11 Zone -L +1-25- D (10min) � 3= 40(H) 600(D) (psf) . (psf) Passive Pressure Active Pressure Notes: 601 Locate All Anchors , Behind This Line 0.15H Tieback Anchors (2,000 psf Allowable Adhesion) (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 CONSULTANT'S, INC. TIE BACK SHORING DETAIL 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 10 12034. Feb. 2012 AP '. (n C• y,6, c CL CD C7 i 70 CD fD z. _ O � < O ;q n O' DmT D 54 � 0 ;u cyl r— cf) Ci n 0 d a ,�N tZD co 'r -S _ (D A fYl�' • CA CD r C ��,•,i s,. � 'd �• l 1� • a oF•I �1 .� 0 CD fit\ "� - v v •, , co .� � , : ,� °Q o 0 0 ►--� �' ,V �^"t � •t o a � �C�J1vW O Q, 00 O ` A O O O —31 N O �, Pj , j v_ 3 C%) Cil all ��� 0 -XI,ce v OEOTECH 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: jhill@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. 6,)&-�-+VJ-4` D. Robert Ward, P.E. Principal cc: Baysinger Partners Architecture — William M. Ruecker via email: billr@baysingerpartners.com JLH/DR`JV: jyb GEOTECH CONSULTANTS, INC. RE Ci�rVEY�� IJUN 14 2g12 DB/IrLOPMor- V -I' SFRVICES C"+ R. CITY OF ED€��?0€�'DS SPREET FILA 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 A 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, 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 (Ss) and 1.0 second period (S,) 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• Sans 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 BEARING -BEARING PRESS Placed directly on competent, 5,000 psf native soil or lean -mix concrete placed above the dense native soil 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 110 9 t 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. INSIDE PILE FINAL FINAL FINAL ALLOWABLE DIAMETER DRIVING DRIVING DRIVING RATE COMPRESSIVE RATE RATE (1,100 -pound CAPACITY (650 -pound (800 -pound hammer) hammer) hammer) - - - - - . 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): PARAMETER 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. Retaininq 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 badkfilled 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 A 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 DESIGN Pile Shaft Friction 1,500 psf Pile End -Bearing 20,000 psf Where: (i) psf is pounds per square foot. JN 12034 Page 13 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 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 GEOTECH CONSULTANTS, INC. Seven Hills Properties February 28, 2012 A 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) 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 Shoring 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 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 FILL i 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, GEOT ON TS, INC. J on L. Hinds e 0 technical Engineer Z1zE/t2- D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. ��-7--- oflOth I�. �- 15241.= 17111 �o— D �_ .i. 1Lao Ir— { qj Ij L i -- �s r�� Ljmnwoo _l�tl - c.- i . I Pine o J. 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FirdalFll(� 6.[�. p[+ AI- y r• IJ {t. it !�iL._.=}�38th7-Sf-1S 17Ii r r j .0 .�4W�oodway I --"i(- , rl 'f1 __.iii - ` _' tirl.,;-il 240th=St Sb`V': i� ._ _„ — ` ji Lake 24?n�t�.SL`V `d=St= 1,� i �� {- cn-iE, �O�tf �_f ;`= ,1� —1 r� LL — Beach (kI �- (� t 1 , _ �t n �' }r ;.`�3_ .tE jl r ,7 -- rll^ t e��lr`thfi %_ li IL .� h _ '� t 1`174-1J�tF�--c' �G— L11 Q _a� p) t��"=-. y> it,t 1{ftp � � Jt L_C_ _ r, 7 1=_� I I'I--I Jtitft IL --]Wr-eline? 77 I =' °O . ii �' �: 1 C Richmond !. E — I-iiigld 'd�_5J�li— � 1. �l � ��A�Gtlilh�r,�-.. ,-t� � f � 1 (�(' u, � � � !' � � �I�'`I) t�ft 1L ;L� :o-' ; _��=) Pthrw—�St= =�N�1��ifi { t �-` ilt)l� �; Ij[r,' ` it 1 Jf >7,L n1 <COX., _pjirr;°?.;ln� �w7� I ��; � -1I ice. _i���,i �JJ{(���Jiird_-St�rJll I(Source: Microsoft Streets and Trips, 2004) GEOTECH CONSULTANTS, INC. VICINITY MAP 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 1 I" E 126.32' It varles 23" E 329,26' S 88�8� Pro Z— B-5 I PARCEL.11 9801 EDMONDS WAY EXISTING BOWLING ALLEY AC PF -7 —A -C— AC /7 59,14' GEOTECH CONSULTANTS, INC. .... .......... . .... 9 over SITE EXPLORATION PLAN 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 12034 1 Feb. 2012 1 1 2 61 M] 15 20 25 1 ti �Qse G5 BORING 1 Description Approximate Elevation 345'1 GEOTECH CONSULTAN'T'S, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Piate: 12034 1 Feb. 2012 1 JLH 1 3 25 30 35 40 45 50 BORING 1 (continued) peQ �S° '�a p Qe 5a J5 Description 71 wet, clean sand lense 5 311 * Test boring was terminated on February 14, 2012 at 46.5 feet. * Groundwater was not encountered during drilling. Jt� GEOTECH CONSULTANTS, INC. TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 1 Feb. 2012 JLH 1 4 5 10 15 20 25 1 & OeQ �`° �a 0 Qe 5a J5 BORING 2 Description Approximate Elevation 335' lest boring was terminated on February 14, 2012 at 26.5 Leet. * 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 JLH 5 oN, e BORING 3 p p Q 5 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 36 1 10 63 4 -becomes mostly fine grained, with no gravel 15 20 M 41 15 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: I plate: 6 12034 Feb. 2012 JLH 5 `b] 15 F 25 BORING 4 50C, Description Approximate Elevation 323.5'1 GEOTECH CONSULTANTS, INC. 4 TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 1 Feb. 2012 1 JLH 1 7 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 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 CONSULTANTS, INC. 4 TEST BORING LOG 9801 Edmonds Way Edmonds, Washington Job Date: Logged by: Plate: 12034 1 Feb. 2012 1 JLH 1 7 5 10 15 20 25 77 54 3 4 IL BORING 5 Description Approximate Elevation 327' 1 4 inches of topsoil over; Light gray SAND with gravel and trace silt, fine grained to medium grained, moist, dense -less silt -becomes very dense * 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 Feb. 2012 JLH Slope backfill away from foundation. Provide surface drains where necessary. Tightline Roof Drain (Do not connect to footing drain) Backfill _ (See text for requirements) e c ca Nonwoven Geotextile Filter Fabric o Washed Rock LL Possible Slab (7/8" min. size) °o°o "L.�o'o° IIII�IIII�I 4 min. ° o 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 2Ift W 1 l H Lowest Excavation Elevation Assumed to be Level) D (10' min) 600(D)(psf) Passive Pressure Notes: No Load Zone +1.2s- ' 40(H) ' (psf) Active Pressure 60° Existing Slope 0.15H Locate All Anchors , Behind This Line 0.15H Tieback Anchors (2,000 psf Allowable Adhesion) (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. J140 GEOTECH CONSULTANTS, INC. TIE BACK SHORING DETAIL 9801 Edmonds Way Edmonds, Washington Job No: Date: Plate: 10 12034 Feb. 2012 P LAN N I N G DATA a FILE -- Sign '-- Name: Date: r ^ a 1 — ► 3_ Site Address:W Plan Check #: BLD -206- i•I u[ Project Description: Reduced Site Plan Provided: E / NO) Zoning: �� Comprehensive Plan Designation: C o Map Page: Corner Lot: (YES /B Flag Lot: (YES lN ADB File # (or date waived): TOTAL Area Type of Si ii Allowed in Matrix Allowed TOTAL sign area Proposed Type of Sign zone? conditions met? area per unit Unit allowed for sign area this si n Example wall w/internal i//umination Yes, with conditions yes 1 sq_ fflk7eal ft. attached 41 R_ attached wall ql square feet 20 square feet wa// Sign # 1 04(0q Sign 11 lJc�1 w v.�: \ ni136 1i •7 J i �•f 0� (�%� ids �"�V' �1 Sign #�• � � W.n-� c.,✓ � �( � � � Y T TOTAL Si n Area for Tenant/Site . Max Permitted: . L3 g Previous Total: ,�' Proposed Total: A $ Sign Height Sign Type: Max Permitted: ry Actual Height: Sign Type: Max Permitted: Actual Height: - J Sign Type: • Max Permitted: 4-11t, Actual Height: Sin Ll htin Sign Type: Proposed:. Allowed in Zone: Sign Type: Proposed:YA _A Allowed in Zone: l9� 7 L' PLANNING DATAsrx�ErF:14 -- Signs -- Plan Review By: Sin Colors Proposed: Acceptable? Requires ADB Approval? Si Location If freestanding and 3 -feet or over (unless a fence) meets setbacks? f7 [/fired Setbacks Street: Side: Side: Rear: Actua%Setbacks Street: Side: Side: Rear: La�dsca; r forFreestandi S ns Size: location: IV A Critical Areas Determination #: ❑ Study Required ❑ Waiver Other E Plan Review By: CITY OF E DMONDS PLAN REVIEW COMMENTS PLANNING DIVISION 425.771.0220 DATE: October 21, 2013 TO: Bill Lynch Meyer Sign and Advertising bill@meyersign.com FROM: Kernen Lien, Senior Planner kernen.liengedmondswa.gov RE: Plan Check BLD20131145 9801 Edmonds Way . Walgreens Signs On behalf of the Planning Division, I have reviewed the above building permit application. During review of the subject submittal, it was found that the following information, corrections, or clarifications need to be addressed. Please respond to the following items, so that I can complete my review: 1. Sign Area: a. Total Sign Area: The site where the new Walgreens is located is within the Neighborhood Business (BN) zone. Pursuant to Edmonds Community,Development Code (ECDC) 20.60.025.A.1, the maximum total sign area permitted in the BN zone is one square foot of sign area for each lineal foot of wall containing the main public entrance. The main entrance on.the Walgreens is located on the corner, so giving Walgreens the longest. associated wall, the Walgreens is permitted a maximum 'of 138 square feet of sign area. This maximum sign area is divided between all the signs (excluding the window) for the Walgreens. y There are three "Walgreens" wall signs proposed for the development. The application materials list the sign area of the "Walgreens" signs at 75 square feet each; however, when I calculated the sign area, I ended up with 55 square feet each (3.' - 0 ''/z" * 18' — 4 '/4"). Two of the "Walgreens" sign have a "Pharmacy" sign associated with them. Each "Phannacy" sign is 7.4 square feet. Therefore, the total sign area for all the signs (using 55 feet for the Walgreens sign) is 179.8 square feet, 41.8 square feet more than allowed by ECDC 20.60.025.A. I. In calculating the area of the signs, the City of Edmonds allows applicants to calculate the actual area of the sign letters as opposed to drawing a box around.the total sign. Using this method of calculation, Walgreens may be within the maximum allowable sign area. Please either reduce the size of the signs to be compliant with the maximum allowable sign area and/or demonstrate that the proposed signs will meet the maximum allowable sign area by calculating the actual area of the signs letters. STREET FILE b. Window Sign: While window signs do not count against the total maximum sign area or the number of permitted signs, ECDC 20.60.035 does limit the maximum area of window signs. Pursuant to ECDC 20.60.035, the maximum area of a window sign is 1 square foot ' per each lineal foot of window frontage. The application materials indicate the window opening is 16. feet. This was verified by crossing checking the building plans on file. So the maximum size of the window sign is 16"square feet: The application materials indicated the "W" window sign is 43. I square-feet;-27.1 square feet more than allowed by . ECDC 20.60.035. Please either reduce the size of the sign to be compliant with the maximum allowable sign area and/or demonstrate that the'proposed sign will meet the maximum,allowable sign area by calculating the actual area of the "W". Please make all submittals to a,Development.Services Permit Coordinator, Monday, Tuesday, Thursday, and Friday between 8:00 am 4:30 pm or Wednesday 8:00 am to 12:00 pm. If you have any questions, feel free to contact me at 425.771.0220 ext 1223. 0 +O TRANSPORTATION IMPACT ANALYSIS FOR WALGREENS - EDMONDS WAY PREPARED FOR: Seven Hills Properties PREPARED BY: heffron . o r t a t i . 6544 NE 61st Street, Seattle, WA 98115 ph: (206) 523-3939 • fx: (206) 523-4949 MARCH 30, 2012 JUN 14 2012 DEVELCP(V EN SERVICES Cif? CITY OF ED. Walgreens — Edmonds Way Transportation Impact Analysis TABLE OF CONTENTS trans n o r t a t i o n. 1. INTRODUCTION........................................................................................................................... 1 1.1. Project Description.................................................................................................................... 1 1.2. Study Area................................................................................................................................. 1 2. BACKGROUND CONDITIONS....................................................................................................4 2.1. Roadway Network..................................................................................................................... 4 2.2. Traffic Volumes........................................................................................................................ 4 2.3. Level of Service.......................................................................................................................10 2.4. Traffic Safety........................................................................................................................... 11 2.5. Transit......................................................................................................................................12 2.6. Non -Motorized Facilities........................................................................................................ 12 2.7. Parking....................................................................................................................................12 �. PROJECT IMPACTS 1� 3.1. Roadway Network...................................................................................................................13 3.2. Trip Generation....................................................................................................................... 13 3.3. Trip Distribution and Assignment........................................................................................... 18 3.4. Traffic Operations................................................................................................................... 22 3.5. Site Access and Sight Distance............................................................................................... 23 3.6. Internal Access and Circulation............................................................................................... 24 3.7. Queuing................................................................................................................................... 25 3.8. Safety.......................................................................................................................................28 3.9. Parking Demand and Supply................................................................................................... 29 3.10. Transit......................................................................................................................................29 11. Non -Motorized Facilities........................................................................................................ 29 4. MITIGATION............................................................................................................................... 29 4.1. Traffic Impact Fees................................................................................................................. 29 4.2. Other Mitigation...................................................................................................................... 30 APPENDIX A — Traffic Count Data Sheets APPENDIX B — Level of Service Definitions & Synchro Reports APPENDIX C — Internal Circulation Assessment APPENDIX D — Drive -Through Windows — Queuing Analysis Worksheets - i - March 30, 2012 Walgreens — Edmonds Way h e ff1 V n Transportation Impact Analysis • FIGURES Figure1. Site Vicinity Map.................................................................................................................... 2 Figure 2. Proposed Site Plan Figure 3. Hourly Traffic Volumes on Edmonds Way, east of 100`'' Avenue W ..................................... 5 Figure 4. Hourly Traffic Volumes on 100`h Avenue W, north of Edmonds Way .................................. 5 Figure 5. Existing (2012) Traffic Volumes - PM Peak Hour................................................................. 7 Figure 6. Future (2014) Without -Project Traffic Volumes — PM Peak Hour ......................................... 8 Figure 7. Future (2019) Without -Project Traffic Volumes — PM Peak Hour ......................................... 9 Figure 8. Net New Project Trip Distribution and Assignment — PM Peak Hour ................................. 19 Figure 9. Future (2014) With -Project Traffic Volumes — PM Peak Hour ............................................ 20 Figure 10. Future (2019) With -Project Traffic Volumes — PM Peak Hour .......................................... 21 TABLES Table 1. Level of Service Summary — Background Conditions — PM Peak Hour ............................... 11 Table 2. Collision History (January 1, 2008 to December 31, 2010) ................................................... 12 Table 3. ITE Trip Generation Rates..................................................................................................... 14 Table 4. Total Person Trips Generated by Program............................................................................. 15 Table 5. Primary and Pass -by Trip Percentages.................................................................... Table 6. Proposed Project's Vehicle Trip Generation.......................................................................... 16 Table 7. Existing Site Vehicle Trip Generation................................................................................... 17 Table 8. Net Change in Vehicular Trip Generation.............................................................................. 17 Table 9. Level of Service Summary — 2014 & 2019 Without- and With -Project Conditions .............. 22 Table 10. Design Intersection Sight Distance...................................................................................... 23 Table 11. Existing and Forecast Queues at Edmonds Way/100`h Avenue W ....................................... 26 Table 12. Vehicle Arrivals at Pharmacy and Bank Drive-through Windows — PM Peak Hour........... 27 Table U. Summary of On -Site Drive -Through Lane Queuing Analyses — PM Peak Hour ................. 28 Table 14. Project Impact Fee Estimate................................................................................................. 30 - ii - March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis 1. INTRODUCTION trans nortation inc. This report evaluates the transportation impacts associated with the proposed Walgreens store and, drive-in bank at 9801 Edmonds Way (State Route 104 [SR 104]) in Edmonds, Washington. It documents the existing conditions in the site vicinity, presents estimates of project -related traffic, and evaluates the anticipated impacts to the surrounding transportation system including access and circulation, safety, transit, and pedestrian facilities. The methodology for this analysis follows the City of Edmonds' guidelines for traffic impact analyses.' 1.1. Project Description The project site is located on Edmonds Way, just east of 100`h Avenue W, as shown on Figure 1. The site is currently occupied by the Robin Hood Lanes bowling alley and has one existing access driveway at its eastern edge on Edmonds Way. The site is located directly east of the PCC Natural Market and All the Best Pet Care (together referenced in this report as the PCC site), which has two access driveways on Edmonds Way and one driveway at 100`h Avenue W. The westernmost PCC driveway on Edmonds Way is restricted to right -turns -in and out; the easternmost PCC driveway on Edmonds Way is unrestricted. The PCC driveway on 100`h Avenue W is unrestricted. Vehicle access is allowed between the two sites, which also share the parking lot, so trips generated by both sites utilize all four of the existing driveways described. The proposed project would remove the existing bowling alley (24,336 square feet [sf]) and construct a Walgreens (14,490 sf) with a pharmacy drive-through window and a bank (up to 4,000 sf) with a drive- through window. Figure 2 shows the proposed site plan. The project would reconfigure parking on the site, resulting in a reduction of about 39 parking spaces. When complete, the combined project site and PCC site would have a total of 238 parking spaces in the shared surface parking lot. The project would widen and re- pave the east and center driveways that currently exist at Edmonds Way. Construction is planned to begin in 2013 and be completed by 2014. 1.2. Study Area The study area for this analysis was coordinated with City of Edmonds staff.2 It includes the three City analysis intersections' located nearest the site, and the four access driveways that serve the project and PCC sites. The analysis intersections are summarized as follows: • Edmonds Way / I OO h Avenue W • Edmonds Way / 95`h Place W • 100`h Avenue W (91h Avenue S) / 2201h Street (Elm Way) • Edmonds Way / East Driveway • Edmonds Way / Center Driveway • Edmonds Way / West Driveway • 100`h Avenue W / 100'h Avenue W Driveway ' City of Edmonds, Development Information, Traffic Impact Analysis Requirements, updated June 24, 2010. 2 Bertrand Hauss, City of Edmonds Public Works, February 2012. ' Analysis intersections are defined in the City of Edmonds Comprehensive Transportation Plan, November 2010. - 1 - March 30, 2012 4 N Not to Scale Edmonds Walgreens Figure 1 Edmonds Wa & 100th Avenue W h���i4711 y VICINITY MAP a o3.WM,2 4 N Not to Scale 1` 1 0-. l'V) V _- � `��`. � � • �1 . �\'`'• a •�� `\ ,\'(!\�` i t t: -moi �; •C/ .tai J �+ -I ,B jlu! �� /r. '� t. 'il�� +• t% Ip//i t'* -•�... ...... .. fit:• (Edmonds Walgreens Edmonds Way & 100th Avenue W Figure 2 heffron SITE PLAN 03.3020,] Walgreens — Edmonds Way Transportation Impact Analysis trans ortaton inc. 2. BACKGROUND CONDITIONS This section describes the existing roadway network, traffic volumes, traffic operations at the study intersections, parking conditions, safety, and transit and pedestrian facilities in the site vicinity. It also describes how these conditions may change in the future without the proposed project. The project is expected to be complete and occupied in year 2014. The City of Edmonds requires both a future `year -of -opening' analysis and a `five-year after year -of -opening analysis.' Therefore, both years 2014 and 2019 were evaluated for future without- and with- project conditions. No major transportation improvements are planned in the study area.4 Therefore, existing roadway conditions were assumed for all future -year analyses. 2.1. Roadway Network The project is located on the northwest corner of 100`h Avenue W and Edmonds Way (SR 104). These roadways are described as follows: Edmonds Way (SR 104) is a principal arterial that provides regional access for the City of Edmonds, connecting to the Edmonds -Kingston ferry terminal to the west, and to SR 99, Interstate 5 (1-5), and SR 522 to the east. It has an east -west orientation adjacent to the site but generally has a northwest - southeast orientation through the city. Adjacent the project site, it has two travel lanes in each direction and a center -two-way left -turn lane. It has a speed limit of 35 mph. Curbs, gutters and sidewalks are provided along both sides of the roadway. No on -street parking is provided on this roadway. 100"' Avenue W is a north -south minor arterial. North of 200`h Street SW, this roadway is called 91h Avenue S as it continues north to SR 524. To the south it transitions to 8`h Avenue NW (south of NW 205`h Street). Adjacent to the site, this roadway has two travel lanes in each direction and a center - two -way left -turn lane. North of Edmonds Way it has a speed limit of 30 mph and south of Edmonds Way it has a speed limit of 35 mph. Curbs, gutters and sidewalks are provided along both sides of the roadway. No on -street parking is allowed in the site vicinity. 2.2. Traffic Volumes New 24-hour machine counts were commissioned for this project and conducted on Tuesday, January 24 and Wednesday January 25, 2012, on the streets adjacent to the site. The 24-hour traffic data were compiled to confirm Average Daily Traffic (ADT) on the adjacent streets, and also the times at which the peak periods occur. Figure 3 shows the hourly volumes on Edmonds Way, which currently has an ADT of about 20,300 vehicles. The peak volumes occur in the evening between about 4:30 and 5:30 P.M. Traffic volumes on this roadway do not reflect typical AM and PM peaks; after the AM peak hour, volumes decrease slightly, but then build steadily from about 10:00 A.M. until the PM peak period. Volumes in the eastbound and westbound directions are fairly evenly split throughout a typical day, with slightly higher eastbound volumes in the morning, and slightly higher westbound volumes in the evening. Figure 4 shows the hourly volumes on 100`h Avenue W, which currently has an ADT of about 12,300 vehicles. The peak volumes occur in the evening between about 4:30 and 5:30 P.M. Traffic volumes on this roadway exhibit more distinct peaks, with higher southbound volumes in the morning, and higher northbound volumes in the evening. 4 City of Edmonds, Six Year Transportation Improvement Program (2012-2017) - 4 - March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis Figure 3. Hourly Traffic Volumes on Edmonds Way, east of 100th Avenue W Eastbound -Westbound - -Total \\ i Q Q Q Q ¢ Q a ¢ Q Q ¢ ¢ M a a o- a a a a o- o- a o - CD 0 0 0 0 0 0 0 0 n 0 n 0 n 0 0 n n 0 n n 0 0 n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N - N C7 In (D r` W 0) O N - N M R LO (0 n W 0) o - 1,800 1,600 1,400 1,200 0 0 = 1,000 CL Z 800 L 600 400 200 0 Source: Quality Counts, LLC, January 2012. Weekday -Time Beginning Figure 4. Hourly Traffic Volumes on 100th Avenue W, north of Edmonds Way 1,200 1,000 800 0 2 n 600 ai L 400 200 0 Northbound -Southbound -Total `♦ %b I ♦♦` a a a a a a a a a a n. aa a 0 0 (D 0 0 0 0 0 0 0 0 (D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D 0 0 0 0 0 N - N M V u7 (D r- GO 0) 0 - N - N () C ((7 (D r GD (n O Source: Quality Counts, LLC, January 2012. Weekday - Time Beginning -5- March 30, 2012 Walgreens — Edmonds Way heffron Transportation Impact Analysis • • New PM peak period traffic counts were conducted at all seven study area intersections by Quality Counts, LLC on Tuesday, January 24, 2012. The PM peak hour traffic count data sheets are provided in Appendix A. The existing PM peak hour volumes for the study area intersections are shown on Figure 5. To estimate future background (without project) traffic conditions, a compound annual growth rate of 1.2% was applied to existing volumes. The growth rate was derived by comparing existing and 2025 traffic volumes from the Comprehensive Transportation Plans for the Edmonds Way/I OO'h Avenue W intersection. Next, trips associated with pipeline projects (development projects that have been permitted, but not yet constructed) in the area were added to the future baseline volumes. The pipeline projects included in this analysis are: 23014 Edmonds Way Property 6 Key Bank at the southwest corner of Edmonds Way/100`h Avenue W' By 2014, Edmonds Way is projected to have an ADT of 20,800 vehicles; 100`h Avenue W is projected to have an ADT of 12,600 vehicles.$ Figure 6 shows the projected PM peak hour volumes at the study intersections for 2014 without -project conditions. By 2019, Edmonds Way is projected to have an ADT of 22,100 vehicles; 100`h Avenue W is projected to have an ADT of 13,400 vehicles. Figure 7 shows the projected PM peak hour volumes at the study intersections for 2019 without -project conditions. ' City of Edmonds, Comprehensive Transportation Plan, November 2009. 6 Gibson Traffic Consultants, 23014 Edmonds Way Property Traffic Impact Analysis, February 2011. ' Jake Traffic Engineering, Inc., Edmonds Key Bank Traffic Impact Analysis, July 2011. 8 Future ADTs estimated by applying the estimated average annual growth rate of 1.2% to existing ADTs. - 6 - March 30, 2012 Traffic Signal LXX PM Peak Hour Volume Edmonds Walgreens Figures 9 EXISTING (2 12) TRAFFIC VOLUMES heffron Edmonds Way & 100 Avenue W PM PEAK HOUR KEEff Traffic Signal *--XX PM Peak Hour Volume Edmonds Walgreens Figure 9 2014 -WITHOUT -PROJECT TRAFFIC VOLUMES heffron Edmonds Way & 100th Avenue W PM PEAK HOUR 03.W 2.012 Fm Traffic Signal *--XX PM Peak Hour Volume Edmonds Walgreens Figure? 9 2019 -WITHOUT -PROJECT TRAFFIC VOLUMES heffron Edmonds Way & 100th Avenue W PM PEAK HOUR' 0].3020,2 (`. Walgreens— Edmonds Way heff1 on Transportation Impact Analysis 2.3. Level of Service Level of service (LOS) analysis was performed to document PM peak hour traffic operations in the study area. The PM peak hour is the focus of this analysis because it is typically the most congested hour of the day. Level of service is a qualitative measure used to characterize traffic operating conditions of roadways and intersection. Six letter designations, "A" through "F," are used to define level of service. LOS A is the best and represents good traffic operations with little or no delay to motorists. LOS F is the worst and indicates poor traffic operations with long delays. Appendix B presents the level of service criteria for signalized and unsignalized intersections. The City has adopted a standard of LOS D for signalized intersections of principal or minor arterials; levels of service that are worse than LOS D (LOS E or LOF F) are considered to be deficient operations. Since Edmonds Way (SR 104) is a Highway of Statewide Significance, it is not subject to City standards. However, the Edmonds Way/] 001h Avenue W intersection is monitored by the City. The City standards do not apply to driveway intersections; for this analysis, operations at driveways were considered to be acceptable if all stop -controlled movements operate at LOS E or better. Levels of service were calculated using methodologies based on those presented in the Highway Capacity Manual (HCM).9 All level of service calculations were performed using Trafficware's Synchro 8.0 analysis software. The analysis results are reported from the Synchro calculation module, which refines the HCM methods to account for more detailed driving behavior. Results for unsignalized intersections were reported using the HCM Unsignalized module. Intersection geometry, traffic signal timing, and signal phasing for this analysis were verified through field observation. Appendix B includes the Synchro reports for all level of service analyses completed for this report. Table 1 summarizes the level of service results for existing (2012), future 2014 -without -project, and future 2019 -without -project conditions. As shown, the Edmonds Way/100`h Avenue W intersection currently operates at LOS D and the other two City analysis intersections operate at LOS B. All three intersections are expected to remain at these levels of service in 2014 and 2019 without the Walgreens project. All movements at the four existing driveways currently operate at LOS C or better, and are expected to remain so in 2014 and 2019 without the project. 9 Transportation Research Board, Highway Capacity Manual, 2010. - 10- March 30, 2012 Walgreens - Edmonds Way Transportation Impact Analysis trans n ortation +nc. Table 1. Level of Service Summary - Background Conditions - PM Peak Hour Source: Heffron Transportation, February 2012. All level of service analyses were performed using the Synchro 8.0 analysis software and methodology. 1. Level of service. Average seconds of delay per vehicle. Unsignalized intersection. Level of service and delay are reported for the stop -controlled movements onto the main street and for the overall intersection average. 2.4. Traffic Safety The three most recent years of available collision data were obtained from the Washington State Department of Transportation (WSDOT) for the intersections and roadway segments in the study area. These data were examined to determine if there are any unusual traffic safety conditions that could impact or be impacted by the proposed project. The data cover the period from January 1, 2008 through December 31, 2010 and are summarized in Table 2. The highest number of collisions (29) occurred at the Edmonds Way/1001h Avenue W intersection, with over 75% (22) occurring as rear -end collisions. When considering the volume of traffic served by the intersection, the rate of collisions (approximately 0.81 collisions per million entering vehicles) is not unusual for a high-volume signalized intersection. None of the collisions reported during the analysis period resulted in fatalities. The collision data for the study area intersections and roadway segments do not indicate unusual safety conditions. - 11 - March 30, 2012 Existing 2014 Without Project 2019 Without Project LOS t Delay 2 LOS Delay LOS Delay Signalized Intersections Edmonds Way/100th Avenue W D 37.1 D 38.8 D 41.8 Edmonds Way/95th Place W B 11.1 B 11.6 B 12.4 100th Avenue W/220th Street SW B 15.5 B 16.1 B 16.8 Unsignalized Intersections 3 Edmonds Way/East Driveway (overall) A 0.3 A 0.3 A 0.3 Northbound movement B 13.8 B 14.0 B 14.6 Southbound movement B 12.7 B 12.8 B 13.0 Edmonds Way/Center Driveway (overall) A 0.4 A 0.4 A 0.3 Southbound movement B 14.9 C 15.1 C 15.4 Edmonds Way/West Driveway (overall) A 0.2 A 0.2 A 0.1 Southbound movement B 12.4 B 12.5 B 12.9 100th Ave W/1 00th Ave Driveway (overall) A 2.6 A 2.5 A 2.4 Eastbound movement B 12.5 B 12.7 B 12.9 Westbound left -tum movement C 16.3 C 16.6 C 17.2 Westbound right -turn movement A 9.3 A 9.3 A 9.4 Source: Heffron Transportation, February 2012. All level of service analyses were performed using the Synchro 8.0 analysis software and methodology. 1. Level of service. Average seconds of delay per vehicle. Unsignalized intersection. Level of service and delay are reported for the stop -controlled movements onto the main street and for the overall intersection average. 2.4. Traffic Safety The three most recent years of available collision data were obtained from the Washington State Department of Transportation (WSDOT) for the intersections and roadway segments in the study area. These data were examined to determine if there are any unusual traffic safety conditions that could impact or be impacted by the proposed project. The data cover the period from January 1, 2008 through December 31, 2010 and are summarized in Table 2. The highest number of collisions (29) occurred at the Edmonds Way/1001h Avenue W intersection, with over 75% (22) occurring as rear -end collisions. When considering the volume of traffic served by the intersection, the rate of collisions (approximately 0.81 collisions per million entering vehicles) is not unusual for a high-volume signalized intersection. None of the collisions reported during the analysis period resulted in fatalities. The collision data for the study area intersections and roadway segments do not indicate unusual safety conditions. - 11 - March 30, 2012 Walgreens — Edmonds Way h'i... f f r V n Transportation Impact Analysis • • Table 2. Collision History (January 1, 2008 to December 31, 2010) Source: Compiled by Heffron Transportation, Inc., from data provided by Washington State Department of Transportation, February 2012. 2.5. Transit Community Transit provides transit service to the study area with routes along Edmonds Way and 100th Avenue W. Route 130 provides daily local bus service between Edmonds Station and the Lynnwood Transit Center, with stops in downtown Edmonds, Shoreline, and Mountlake Terrace, with 30 minute headways throughout most of the day. Route 416 provides weekday commuter service between Edmonds Station and downtown Seattle, with four buses from Edmonds to Seattle in the morning, and four buses from Seattle to Edmonds in the evening. Bus stops near the site include: • Edmonds Way, just west of 100th Avenue W, serves westbound routes 130 and 416 • Edmonds Way, just east of 100th Avenue W, serves eastbound route 416 • 100th Avenue W, just south of Edmonds Way, serves southbound route 130 2.6. Non -Motorized Facilities Sidewalks exist along both frontage streets in the site vicinity. There are marked crosswalks on all legs of the adjacent signalized intersection at Edmonds Way/] 00th Avenue W. North of the site, 100th Avenue W is designated as a bicycle route, but does not include any dedicated bicycle facilities. 2.7. Parking The existing combined PCC and project sites have about 277 parking spaces. On -street parking is not available along the two adjacent streets (Edmonds Way and 100th Avenue W) near the site. - 12- March 30, 2012 Head- Rear- Side- Right Left Right Peds/ Total for Average/ Intersection On End Swipe Tum Turn Angle Cycle Other 3 Years Year Edmonds Way/100th Ave W 0 22 2 1 1 1 0 1 29 9.7 Edmonds Way/97th Ave W 0 1 0 0 2 0 0 0 3 1.0 Edmonds Way/95th Place W 0 5 0 2 2 2 1 3 15 5.0 100th Ave W/1 5th St SW 0 1 0 0 0 0 0 1 2 0.7 100th Ave W/224th St SW 0 1 0 0 0 0 0 0 1 0.3 100th Ave W/9th Ave/Elm/220th St 0 4 0 0 2 0 0 1 7 2.3 Head- Rear- Side- Right Left Right Peds/ Total for Average/ Roadway Segment & Limits On End SWpe Tum Turn Angle Cycle Other 3 Years Year Edmonds Way: 97th Ave to 100th Ave 0 1 0 0 7 0 0 1 9 3.0 Edmonds Way: 95th PI to 97th Ave 0 0 0 0 2 0 0 0 2 0.7 100th Ave: Edmonds Way to 15th Ave 0 1 1 1 5 0 0 0 8 2.7 100th Ave: l 5th Ave to 224th St 0 0 0 0 0 0 0 1 1 0.3 100th Ave: 220th St to 2241h St 0 1 0 0 0 0 0 2 3 1.0 Source: Compiled by Heffron Transportation, Inc., from data provided by Washington State Department of Transportation, February 2012. 2.5. Transit Community Transit provides transit service to the study area with routes along Edmonds Way and 100th Avenue W. Route 130 provides daily local bus service between Edmonds Station and the Lynnwood Transit Center, with stops in downtown Edmonds, Shoreline, and Mountlake Terrace, with 30 minute headways throughout most of the day. Route 416 provides weekday commuter service between Edmonds Station and downtown Seattle, with four buses from Edmonds to Seattle in the morning, and four buses from Seattle to Edmonds in the evening. Bus stops near the site include: • Edmonds Way, just west of 100th Avenue W, serves westbound routes 130 and 416 • Edmonds Way, just east of 100th Avenue W, serves eastbound route 416 • 100th Avenue W, just south of Edmonds Way, serves southbound route 130 2.6. Non -Motorized Facilities Sidewalks exist along both frontage streets in the site vicinity. There are marked crosswalks on all legs of the adjacent signalized intersection at Edmonds Way/] 00th Avenue W. North of the site, 100th Avenue W is designated as a bicycle route, but does not include any dedicated bicycle facilities. 2.7. Parking The existing combined PCC and project sites have about 277 parking spaces. On -street parking is not available along the two adjacent streets (Edmonds Way and 100th Avenue W) near the site. - 12- March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis 3. PROJECT IMPACTS a trans o r t a t i o n.enc. This section of the report describes the conditions that would exist with full occupancy of the proposed . Walgreens and bank. The net difference between the without -project and with -project conditions was evaluated. The net increase in project -generated site trips was added to the 2014 without -project traffic volumes to estimate with -project traffic. Finally, level of service analysis was performed to determine the proposed project's impact on traffic operations in the study area. Impacts to traffic safety, transit, non -motorized facilities and parking were also determined. The following sections describe the methodology used to determine these impacts. 3.1. Roadway Network The project would improve the existing center and east driveways on Edmonds Way; the center driveway would be widened to include both an outbound right -turn and left -turn lane. The east driveway would be widened and paved, but would still have one outbound lane. The project would upgrade the frontages, including new sidewalk and landscaping along Edmonds Way. No off-site roadway improvements are proposed with the project. 3.2. Trip Generation The potential redevelopment would include two actions that would influence traffic near the site: 1. Removal of the existing bowling alley, and 2. Construction of the proposed new Walgreens store and bank. Traffic analysis was performed using the net change in site -generated trips, which is the difference between the trips generated by the existing and the proposed uses. The following describes the methods used to determine the change in traffic anticipated from the proposed project. 3.2.1. Trip Rates Trip generation for the proposed redevelopment was estimated using rates published by ITE, which compiles trip generation counts throughout the country for a variety of land -use types. Trip generation rates and equations from Trip Generation 10 were applied based on the existing and proposed types of uses at this site. Table 3 summarizes the trip generation rates used for this analysis. 10 Institute of Transportation Engineers (ITE), Trip Generation, 8`h Edition, 2008. -13- March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis Table 3. ITE Trip Generation Rates heffron trans ortatron anc. ITE Land Use Code Land Use Daily PM Peak 437 Bowling Alley 33.33 trips/1,000 sf 3.54 trips/1,000 sf 50% in, 50% out 35% in, 65% out 881 Pharmacy/Drug Store with Drive-Thru Window 88.16 trips/1,000 sf 10.35 trips/1,000 sf 50% in, 50% out 50% in, 50% out 912 Drive -In Bank 148.15 trips/1,000 sf 25.82 trips/1,000 sf 50% in, 50% out 50% in, 50% out Source: Institute of Transportation Engineers, 8th Edition, 2008. 3.2.2. Person Trips Person trip estimates were estimated by multiplying rates in Trip Generation by the estimated number of persons per vehicle (average vehicle occupancy [AVO]) for each specific land -use type. To determine the total number of person trips that the project would generate, an AVO rate for each land use was applied. Trip Generation does not include an AVO rate for either of the proposed land uses, so an average retail rate of 1.20 persons per vehicle was selected based on evaluation of other retail rates. The total number of person trips includes "internal trips," or trips made between different uses on the site. The proposed Walgreens and bank will be adjacent to each other, and adjacent to the existing PCC Natural Market; therefore, it is reasonable to assume some amount of internal trips would occur between these three land uses. An example of an internal trip would be if a patron drove to the bank and then parked the car and walked to Walgreens. If the Walgreens were located on a different site, the patron would exit the bank driveway and drive to a different location. The internal trips between uses on the site are assumed to occur primarily on foot, and would not create new vehicle trips at the site driveways. Chapter 7 of the Trip Generation Handbook � � is devoted to estimating trip generation for multi -use developments, and provides a methodology to estimate the number of internal trips that can be expected at specific types of sites. This method is based on the type and size of various land uses. The more balanced the mix of uses, the higher the percentage of internal trips. Developments with a predominance of one type of use (e.g., mostly office, or mostly residential) typically have lower percentages of internal trips. ITE's methodology to determine internal trips has four steps: 1. Determine the number of trips generated by each land use as if each was on a separate site. �. 2. Determine the number of internal trips from capture rates in the Trip Generation Handbook. 3. Balance the number of internal trips to and from all land uses at the site. 4. Subtract internal person trips based on the percentages determined. The Trip Generation Handbook provides internal trip capture percentages for retail, office, and residential uses for daily and PM peak hour conditions. These were applied to the person trip estimates for each development alternative. Using guidelines set forth in the Trip Generation 11 Institute of Transportation Engineers (ITE), Trip Generation Handbook, 2"d Edition, June 2004. -14- March 30, 2012 t! Walgreens – Edmonds Way Transportation Impact Analysis Ot ortationInc. Handbook 'Z about 10% of the daily trips and 10% of the PM peak hour trips generated by the proposed project are expected to be internal trips. Note, while internal trips would also be expected to occur between the proposed land uses and the PCC site, no reductions were assumed for the existing trips generated by the PCC site. This results in a conservatively high estimate of the total trips generated by the combined project and PCC sites. Table 4 summarizes the total internal and external person trips expected to be generated by the proposed project. Table 4. Total Person Trips Generated by Program Person Trip Summary Size Daily PM Peak Hour In Out Total Pharmacy/Drugstore w/Drive-Thru Window (LU 881) Drive-in Bank (LU 912) 14,490 sf 4,000 sf 1,530 710 90 90 180 62 62 124 152 152 304 Total Person Tris 2-12-40- Adjustment for Internal Person Trips Total External Person Tris -210 -15 -15 -30 137 137 274 2,030 Source: Heffron Transportation, Inc., February 2012. 3.2.3. Vehicle Trips To estimate the number of vehicle trips that would be generated by the project, the total number of external person trips (expected to be made in vehicles) was divided by the 1.20 AVO rate described previously. It is important to recognize that a portion of the site's vehicular driveway trips would not be new to the local area roadway network. For the proposed uses, the external trips would consist of two different types—pass-by and primary trips—that would affect local roadways differently. Each of these trip types is described as follows: • Pass -by trips are attracted from roadways immediately adjacent to the site. For example, trips to the site made by drivers already using Edmonds Way or 1001h Avenue W past the site for trips home from work or other origins would be considered pass -by trips. • Primary trips are single -purpose trips generated by the site. Primary trips are generally assumed to begin and end at home, although some new trips could originate at work or other locations. The proportions of these trip components were estimated using information in ITE's Trip Generation Handbook 13. The average pass -by trip percentages for Pharmacy/Drugstore with Drive -Through Window (Table 5.18) and Drive-in Bank (Table 5.20) were applied to those uses. The primary and pass -by trip percentages applied for the proposed uses are shown in Table 5. 12 Ibid. '3 Ibid. - 15- March 30, 2012 C Walgreens - Edmonds Way he f f 1 on Transportation Impact Analysis KNOGIO • • Table 5. Primary and Pass -by Trip Percentages Trip Component Pharmacy/Drugstore Drive -In Bank 2 Primary Trips 51% 53% Pass -by Tris 49% 47% 1. Percentages reflect average of pass -by trip percentage data presented in Table 5.18 in ITE's Trip Generation Handbook for Pharmacy/Drug Store with Drive -Through Window [Land Use 881], 2. Percentages reflect average of pass -by trip percentage data presented in Table 5.20 in ITE's Trip Generation Handbook for Drive -In Bank [Land Use 912], All of the assumptions described above were used to determine the number of vehicle trips that would be generated by the proposed project and the net increase compared to existing conditions. Table 6 presents the daily and PM peak hour vehicular trips that would be generated by the proposed project. Table 6. Proposed Project's Vehicle Trip Generation Source: Heffron Transportation, Inc., February 2012. 1. Based on Trip Generation Handbook, 2nd Edition, June 2004. 2. The estimated vehicle trips have been adjusted to reflect reductions due to internal trips, as described in Section 3.2.2. 3.2.4. Trip Generation for Existing Uses Trip generation estimates for the existing bowling alley on the project site were determined using ITE trip generation rates as described previously. However, since the existing use is a single development, no adjustments were made to account for internal trips. In addition, since a bowling alley tends to serve as a primary destination, ITE does not provide pass -by trip rates for this land use. The resulting trip estimates for the existing site use are presented in Table 7. - 16- March 30, 2012 PM Peak Hour Trips In Out Total % of Trips Daily Tris Proposed Land Use Walgreens (14,490 so Primary Trips 51% 650 35 35 70 Pass -by Trips 49% 630 33 68 33 68 66 136 Total Trips 2 100% 1,280 Bank (4,000 so Primary Trips 53% 220 25 25 50 Pass -by Trips 47% 200 23 48 23 48 46 96 Total Trips 2 100% 420 Total Primary Trips 870 60 60 120 Total Pass -by Trips 830 56 56 112 1,700 Total Vehicle Trips - Pro osed 116 116 232 Source: Heffron Transportation, Inc., February 2012. 1. Based on Trip Generation Handbook, 2nd Edition, June 2004. 2. The estimated vehicle trips have been adjusted to reflect reductions due to internal trips, as described in Section 3.2.2. 3.2.4. Trip Generation for Existing Uses Trip generation estimates for the existing bowling alley on the project site were determined using ITE trip generation rates as described previously. However, since the existing use is a single development, no adjustments were made to account for internal trips. In addition, since a bowling alley tends to serve as a primary destination, ITE does not provide pass -by trip rates for this land use. The resulting trip estimates for the existing site use are presented in Table 7. - 16- March 30, 2012 Walgreens — Edmonds Way .ff1 o Transportation Impact Analysisr • Table 7. Existing Site Vehicle Trip Generation Existing Land Use Size Daily Tris PM Peak Hour Trips In Out Total Bowling Alley 24,336 sf 810 30 56 86 Source: Heffron Transportation, Inc., February 2012. 3.2.5. Net Change in Site Trips The net change in vehicle trips within the site vicinity is calculated as the difference between existing and proposed conditions. Table 8 summarizes the total net change in traffic due to the project. As shown, the redevelopment is expected to result in a net increase of 890 total vehicle trips, but only 60 trips would be new to the local street system; 830 driveway trips would come from traffic already passing the site. Similarly, the project would result in a net increase of 146 PM peak hour driveway trips, but only 34 would be new primary trips on the local roadway network. The remaining 112 PM peak hour driveway trips would come from traffic already passing the site. Table 8. Net Change in Vehicular Trip Generation Source: Heffron Transportation, Inc., February 2012. - 17- March 30, 2012 PM Peak Hour Vehicle Trips In Out Total Land Use / Trip Component Size Daily Tris Proposed Walgreens and Bank 18,490 sf Total Primary Trips 870 60 60 120 Total Pass -by Trips 830 56 56 112 116 116 232 Total Vehicle Tris 1,700 Removed Bowling Alley 24,336 sf Total Primary Trips 810 30 56 86 Total Pass -by Trips 0 0 0 0 30 56 86 Total Vehicle Tris 810 Net Change Total Primary Trips 60 30 4 34 Total Pass -by Trips 830 56 56 112 86 60 146 Total Vehicle Tris 890 Source: Heffron Transportation, Inc., February 2012. - 17- March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis 3.3. Trip Distribution and Assignment trans p ortat�on inc. The inbound and outbound trip distribution patterns for this project were derived from trip origin and destination data obtained from the City of Edmonds travel demand forecasting model. Data for Transportation Analysis Zone (TAZ) 35, the zone in which the project site is located, were used. Figure 8 shows the projected distribution of net new project trips throughout the study area, based on the referenced model data. The forecasted net changes in project -generated traffic were added to the 2014 and 2019 without - project traffic volumes to estimate future with -project traffic volumes. In 2014, the project is expected to increase the ADT on Edmonds Way from 20,800 to 20,840 vehicles, and on 100'h Avenue W from 12,600 to 12,620 vehicles. The projected 2014 with -project PM peak hour volumes at the study intersections are shown on Figure 9. In 2019, the project is expected to increase the ADT on Edmonds Way from 22,100 to 22,140 vehicles, and on 100`h Avenue W 13,400 to 13,420 vehicles. The projected 2019 with -project PM peak hour volumes at the study intersections are shown on Figure 10. - 18- March 30, 2012 I I1 LEGEND Traffic Signal •— XX Net New Primary Trips XX°!° Inbound Trip % (XX) Net New Pass -By Trips X° -- Outbound Trip % Edmonds Walgreens Edmonds Way & 100th Avenue W Figure 8 NET NEW PROJECT TRIP DISTRIBUTION AND ASSIGNMENT PM PEAK HOUR heffron N Not to Scale 0]30 2012 Win Traffic Signal LXX PM Peak Hour Volume Edmonds Walgreens Figure 9 2014 -WITH -PROJECT TRAFFIC VOLUMES heffron Edmonds Way & 100th Avenue W PM PEAK HOUR 07.70 2012 A Traffic Signal 4 --XX PM Peak Hour Volume Edmonds Walgreens Figure 10 9 2019 -WITH -PROJECT TRAFFIC VOLUMES heffron Edmonds Way & 100 Avenue W PM PEAK HOUR �':>0 Walgreens - Edmonds Way Transportation Impact Analysis 3.4. Traffic Operations heffron trans ortatron tnc. Table 9 shows the levels of service for study area intersections that were calculated for the 2014 and 2019 with -project conditions, using the methodologies described previously. Levels of service for without -project conditions are shown for comparison. As shown, the project is expected to add a small amount of delay at the study area intersections. However, it is not expected to degrade levels of service. All study area intersections (and unsignalized movements) are expected to operate at or better than the LOS D standard. Therefore, no mitigation would be required to accommodate the proposed project. Table 9. Level of Service Summary - 2014 & 2019 Without- and With -Project Conditions Source: Heffron Transportation, February 2012. All level of service analyses were performed using the Synchro 8.0 analysis software and methodology. 1. Level of service. 2. Average seconds of delay per vehicle. 3. Unsignalized intersection. Level of service is reported for the stop -controlled movements onto the main street and for the average overall intersection. 4. The center driveway at Edmonds Way currently has one outbound lane; it is proposed to be widened to provide two lanes (left -tum and right -tum) with the project. -22- March 30, 2012 2014 Conditions 2019 Conditions Without Project I With Project Without Project With Project LOS' Delayz LOS Delay LOS Delay LOS Delay Signalized Intersections f Edmonds Way / 100th Avenue W D 38.8 ' D 38.9 D 41.8 D 41.9 Edmonds Way / 95th Place W B 11.6 B 11.7 B 12.4 B 12.6 100th Avenue W / 220th Street SW B 16.1 B 16.2 B 16.8 B 17.0 Unsignalized Intersection3 Edmonds Way / East Driveway (overall) A 0.3 A 0.5 A 0.3 A 0.5 Northbound movement B 14.0 B 14.4 B 14.6 B 14.9 Southbound movement B 12.8 j B 13.4 B 13.0 j B 13.7 Edmonds Way / Center Driveway (overall) 4 A 0.4 A 0.6 A 0.3 ; A 0.6 Southbound movement (left and right turns) C 15.1 --- --- C 15.4 - -- Southbound left -tum movement --- --- C 17.5 - C 18.1 Southbound right -tum movement --- --- B 11.0 --- --- B 10.8 Edmonds Way / West Driveway (overall) A 0.2 A 0.2 A 0.1 A 0.2 Southbound movement B 12.5 B 12.6 B 12.9 B 13.0 100th Ave W / 100th Ave Driveway (overall) A 2.5 A 2.8 A 2.4 A 2.7 Eastbound movement B 12.7 B 12.9 B 12.9 B 13.2 Westbound left -tum movement C 16.6 C 17.2 C 17.2 C 17.9 Westbound right -turn movement A 9.3 A 9.4 A 9.4 A 9.5 Source: Heffron Transportation, February 2012. All level of service analyses were performed using the Synchro 8.0 analysis software and methodology. 1. Level of service. 2. Average seconds of delay per vehicle. 3. Unsignalized intersection. Level of service is reported for the stop -controlled movements onto the main street and for the average overall intersection. 4. The center driveway at Edmonds Way currently has one outbound lane; it is proposed to be widened to provide two lanes (left -tum and right -tum) with the project. -22- March 30, 2012 Walgreens - Edmonds Way Transportation Impact Analysis 3.5. Site Access and Sight Distance heffron trans ortaIion inc. Intersection sight distance was assessed at the site driveways according to guidelines established by the American Associate of State Highway and Transportation Officials (AASHTO). 14 AASHTO determines intersection sight distance (ISD) according to the following formula: /SD = 1.47 Vmajor tg Where, ISD = intersection sight distance (length of the leg of sight triangle along the major road) (feet) V major= design speed of major road (mph) ts- time gap for minor road vehicle to enter the major road (seconds) Table 10 summarizes the design intersection sight distance for the study area roadways. Desired sight distance was calculated for passenger cars, which are expected to be the majority of vehicles accessing the site, and single unit trucks, which are expected to be used for deliveries to the site. As shown, the desired intersection sight distance to accommodate both passenger cars and delivery trucks is 510 feet on Edmonds Way, and 420 feet on 100"' Avenue W. Stopping sight distance (the distance needed for a vehicle traveling at the roadway design speed to stop before reaching a stationary object in its path) is about 250 feet for vehicles approaching the site driveways on Edmonds Way, and about 165 feet for vehicles approaching the site on 100' Avenue W.15 Table 10. Design Intersection Sight Distance Source: Heffron Transportation, February 2012. 1. 85h percentile speed, as measured by the 24-hour machine counts on January 24 and 25, 2012. 2. Provided by AASHTO. For passenger cars, 7.5 seconds plus 0.5 seconds for each lane crossed greater than one. For single unit trucks, 9.5 seconds plus 0.7 seconds for each lane crossed greater than one. 3. ISD = 1.47' Vmajor' tg Sight distance along Edmonds Way is constrained by the horizontal curvature of the road; 100th Avenue W has no topographical constraints in the site vicinity. Adequate stopping sight distance (greater than 400 feet) exists at all four driveways. Intersection sight distance at the four site driveways was measured as follows: 14 American Association of State Highway and Transportation Officials (AASHTO), Geometric Design of Highways and Streets, Fifth Edition, 2004. " [bid. - 23 - March 30, 2012 Vmajor (mph) t9 (seconds) 2 ISD (feet) 3 Edmonds Way Passenger Car - Left Turn 34 8.0 400 Single Unit Truck - Left Turn 34 10.2 510 100th Avenue W Passenger Car - Left Turn 26 8.5 325 Single Unit Truck - Left Tum 26 10.9 420 Source: Heffron Transportation, February 2012. 1. 85h percentile speed, as measured by the 24-hour machine counts on January 24 and 25, 2012. 2. Provided by AASHTO. For passenger cars, 7.5 seconds plus 0.5 seconds for each lane crossed greater than one. For single unit trucks, 9.5 seconds plus 0.7 seconds for each lane crossed greater than one. 3. ISD = 1.47' Vmajor' tg Sight distance along Edmonds Way is constrained by the horizontal curvature of the road; 100th Avenue W has no topographical constraints in the site vicinity. Adequate stopping sight distance (greater than 400 feet) exists at all four driveways. Intersection sight distance at the four site driveways was measured as follows: 14 American Association of State Highway and Transportation Officials (AASHTO), Geometric Design of Highways and Streets, Fifth Edition, 2004. " [bid. - 23 - March 30, 2012 Walgreens — Edmonds Way heffron Transportation Impact Analysis• •lll • Edmonds Way east driveway — Sight distance to the east is approximately 460 feet, which exceeds the desired sight distance for passenger cars but not for single unit trucks. The sight distance provided is greater than the minimum stopping sight distance. Sight distance to the west exceeds 700 feet, extending past the Edmonds Way/100`h Avenue W intersection. • Edmonds Way center driveway — Sight distance to the east is approximately 520 feet, which exceeds the desired sight distance for passenger cars and meets the desired distance for single unit trucks. Sight distance to the west exceeds 700 feet, extending past the Edmonds Way/100`h Avenue W intersection. • Edmonds Way west driveway — Since this driveway is restricted to right turns only (in and out), the left -turn sight distance is a conservative measure for this location. However, sight distance to the east is greater than 600 feet, which exceeds the desired sight distance for both passenger cars and single unit trucks. Sight distance to the west exceeds 600 feet, extending past the Edmonds Way/] 001h Avenue W intersection. • 1001h Avenue W driveway — Sight distance in both directions is greater than 600 feet; to the south this extends past the Edmonds Way/] 00`h Avenue W intersection. This exceeds the desired sight distance for both passenger cars and single unit trucks. Sight distance at all four site driveways exceed the desirable distance for passenger cars; it meets or exceeds the desirable sight distance for single unit trucks at all locations except the east driveway on Edmonds Way. Since minimum stopping sight distance also exists at all site access driveways, no adverse impacts to safety are expected. However, to avoid operational impacts associated with slower moving trucks entering the traffic stream, it is recommended that delivery trucks exiting the site utilize the center or west Edmonds Way driveways, or the 100`h Avenue W driveway. It is noted that trucks serving the existing PCC site likely already use these three driveways to exit the site. The project would maintain all existing driveway locations, and would improve the center and east driveways on Edmonds Way. Landscaping and frontage improvements would meet City standards and would not include obstacles to sight distance. Sight distance with the project would remain the same as it is under existing conditions. Therefore, no adverse sight distance impacts are anticipated at the site driveways with the project. 3.6. Internal Access and Circulation A detailed assessment of internal pedestrian and vehicle circulation prepared for this project is provided in Appendix C. As described in that assessment, the proposed project site has been designed to provide clearly defined paths for both vehicles and pedestrians, and to minimize the potential conflicts between them (see Figure 2). Both vehicular and pedestrian safety would be improved over that of the existing site conditions by providing clearly defined and well -marked drive aisles and pedestrian pathways. The project proposes two new cross -property pedestrian pathways. A north -south pedestrian pathway that would be raised and separated from the parallel drive aisle by a landscape planter strip would be provided from Edmonds Way to the Walgreens main entry. Where this walkway crosses the main cross -parcel drive aisle (directly south of the main building entry), a stop sign would be installed on the east side of the walkway to further enhance pedestrian safety. An east -west cross -property walkway is proposed from the northwest corner of the Walgreens building to the PCC Market parcel. This walkway would be direct with only one turn, and would be raised except at drive aisle crossings. -24- March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis trans ortation inc.. Both new walkways would have minimal drive aisle crossings (two each), which would be striped as crosswalks. Proposed pedestrian pathways and vehicle drive aisles would be straight, with minimal deviations, and well lit. The site design separates pedestrian and vehicular areas to the highest extent feasible. At locations where interaction between pedestrian and vehicles would be unavoidable, highly visible signage and/or pavement markings are proposed to provide clear direction and, reduce vehicular speeds. Therefore, no adverse impacts to internal pedestrian or vehicle circulation are expected to result from the project. 3.7. Queuing 3.7.1. Off -Site Queuing Vehicle queue estimates are also generated by the Synchro traffic operations models. Table 11 summarizes the calculated 501h -percentile and 951h -percentile queues for the traffic movements at the Edmonds Ways/] 001h Avenue W intersection that are adjacent to the project site. Westbound queues on Edmonds Way extend eastward in the direction of the three Edmonds Way site driveways shared by the PCC and project sites. Southbound queues on ] 00`h Avenue W extend northward in the direction of the 100"' Avenue W site driveway. If queued vehicles extend past the site driveways, they can delay site -generated vehicles entering and exiting one or more driveways. Currently, the westbound 50`h -percentile through -right queue and the 95`h -percentile left -turn queue extend past the west (right-in/right-out) site driveway on Edmonds Way. The data indicate that westbound queues on Edmonds Way do not typically extend past the center and east site driveways. The southbound 95`h -percentile left -turn queue currently extends past the site driveway on 100`h Avenue W. Field observation confirmed these findings. Westbound queues on Edmonds Way regularly extend past the west site driveway, and southbound queues in the left -turn lane on 100`h Avenue W occasionally extend past the site driveway on that roadway. However, it was observed that queues clear within each signal cycle, so drivers waiting do not typically need to wait long for the queues to clear. Queues do not typically extend past the other two driveways on Edmonds Way, so drivers may also opt to use these alternative access points. -25- March 30, 2012 Walgreens — Edmonds Way e ffr o Transportation Impact Analysis RAUKIMMM Table 11. Existing and Forecast Queues at Edmonds Way/100" Avenue W Traffic Movement 50th -Percentile Queue feet 95'h -Percentile Queue feet Distance to Site Driveways Existing Conditions Westbound left tum 96 158 120 feet (west driveway) Westbound through -right 253 315 360 feet (center driveway) 570 feet (east driveway) Southbound left tum 110 208 160 feet Southbound through -right 92 135 2014 Conditions Westbound left turn 99 (without project) 163 (without project) 120 feet (west driveway) 101 (with project) 164 (with project) 360 feet (center driveway) Westbound through -right 261 (without project) 324 (without project) 570 feet (east driveway) 261 (with project) 324 (with project) Southbound left tum 120 (without project) 229 (without project) 160 feet 121 (with project) 229 (with project) Southbound through -right 96 (without project) 140 (without project) 96 (with project) 140 (with project) 2019 Conditions Westbound left turn 107 (without project) 173 (without project) 120 feet (west driveway) 108 (with project) 175 (with project) 360 feet (center driveway) Westbound through -right 285 (without project) 353 (without project) 570 feet (east driveway) 285 (with project) 353 (with project) Southbound left tum 130 (without project) 248 (without project) 160 feet 130 (with project) 248 (with project) Southbound through -right 103 (without project) 146 (without project) 103 (with project) 146 (with project) Source: Heffron Transportation, Inc., February 2012. For future conditions, Table I I shows that the proposed project is expected to have negligible effect on typical queue lengths at the Edmonds Way/100`h Avenue W intersection. With or without the project, future traffic growth is expected to increase queue lengths on both Edmonds Way and I 001 Avenue W, but they are not expected to substantially change the driveway access patterns compared to existing conditions. Analysis shows that the westbound 951h -percentile through -right queue on Edmonds Way could extend almost to the center site driveway in 2019, so it is possible that drivers using this driveway could occasionally need to wait for queues to clear. This type of pattern is commonly found in developed areas surrounding major intersections, and the project is not expected to affect overall queuing conditions near the site. Therefore, no adverse queuing impacts are anticipated at the site driveways under future with -project conditions. 3.7.2. On -Site Queueing Queuing models were used to estimate on-site queues expected during the PM peak hour at the drive- through windows of the proposed Walgreens and bank. The.PM peak hour was evaluated because this is the time when vehicular trip generation for both facilities is typically highest. The queuing models consider the average arrival rates, service times (time each vehicle spends at the drive-through -26- March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis trans ortation Inc. window or service point), and number of drive-through service point. The models also consider variations in vehicle arrival rates (using Poisson distribution) and service times (using negative exponential distribution) that are typical for operations at retail and service facilities. For queuing calculations, a site's average arrival rate is the number of vehicles that are expected to utilize the drive-through facilities during the analysis period (the PM peak hour in this case). The numbers of vehicles generated at the drive-through windows were estimated by comparing the published ITE trip generation rates for banks and pharmacies with and without drive-through windows. Table 12 summarizes the drive-through window arrival rates that were estimated from this comparison. As shown, an average arrival rate of approximately 13 vehicles per hour is projected during the PM peak hour at the proposed Walgreens pharmacy drive-through window. An average arrival rate of approximately 26 vehicles per hour is projected during the PM peak hour at the proposed bank drive-through lanes. Table 12. Vehicle Arrivals at Pharmacy and Bank Drive-through Windows — PM Peak Hour Source. Heffron Transportation, Inc., March 2012. 1. ITE trip generation rates for Pharmacy/Drug Store without Drive-through Window (LU 880) and Walk-in Bank (LU 911). 2. ITE trip generation rates for Pharmacy/Drug Store with Drive-through Window (LU 881) and Drive-in Bank (LU 912). 3. Pharmacy/Drug Store = (10.35 — 8.42)110.35 = 19%; Bank = (25.82 —12.13)125.82 = 53%. 4. From Table 6, presented previously in this report. 5. Total vehicle arrivals multiplied by the percentage of trips attributed to the drive-through window. Estimated service rates were determined based on observations at similar facilities conducted by Heffron Transportation during the PM peak period on Thursday, March 28, 2012. Bank drive-through service rates were observed at the US Bank branch located at 6100 — 15`h Avenue NW in Seattle. An average service time of 2.5 minutes per vehicle was observed, which translates to an hourly service rate of 24 vehicles per lane per hour. The proposed bank would have three drive-through lanes. Pharmacy drive-through service rates were observed at the existing Walgreens pharmacy located at 5409 — 15`h Avenue NW in Seattle. An average service time of 3 minutes per vehicle was observed, which translates to a service rate of 20 vehicles per hour per service point. This observed service rate is consistent with a survey conducted at several pharmacy drive-through windows over a 9'/i hour period in the City of San Mateo, California, which indicated an average service time of 3.02 minutes per vehicle per service point. 16 The proposed Walgreens would have one service point window. Table 13 summarizes the projected queuing characteristics for the proposed bank and Walgreens drive-through facilities. As shown, the bank is expected to have an average queue of 1 vehicle and a 95`h -percentile queue of 3 vehicles. The Walgreens drive-through is projected to have an average 16 Fehr & Peers, San Mateo Longs Drive -Through Queuing Analysis, June H, 2008. -27- March 30, 2012 Pharmacy/DrugPharmacy/Drug Store Bank Trip rate per 1,000 sf without drive-through window 1 8.42 12.13 Trip rate per 1,000 sf with drive-through window2 10.35 25.82 Percentage of trips attributed to drive-through window 3 19% 53% Total vehicle arrivals ^ 68 vehicles/hour 48 vehicles/hour Total vehicle arrivals for walk-in 55 vehicles/hour 22 vehicles/hour Total vehicle arrivals for drive-through 5 13 vehicles/hour 26 vehicleslhour Source. Heffron Transportation, Inc., March 2012. 1. ITE trip generation rates for Pharmacy/Drug Store without Drive-through Window (LU 880) and Walk-in Bank (LU 911). 2. ITE trip generation rates for Pharmacy/Drug Store with Drive-through Window (LU 881) and Drive-in Bank (LU 912). 3. Pharmacy/Drug Store = (10.35 — 8.42)110.35 = 19%; Bank = (25.82 —12.13)125.82 = 53%. 4. From Table 6, presented previously in this report. 5. Total vehicle arrivals multiplied by the percentage of trips attributed to the drive-through window. Estimated service rates were determined based on observations at similar facilities conducted by Heffron Transportation during the PM peak period on Thursday, March 28, 2012. Bank drive-through service rates were observed at the US Bank branch located at 6100 — 15`h Avenue NW in Seattle. An average service time of 2.5 minutes per vehicle was observed, which translates to an hourly service rate of 24 vehicles per lane per hour. The proposed bank would have three drive-through lanes. Pharmacy drive-through service rates were observed at the existing Walgreens pharmacy located at 5409 — 15`h Avenue NW in Seattle. An average service time of 3 minutes per vehicle was observed, which translates to a service rate of 20 vehicles per hour per service point. This observed service rate is consistent with a survey conducted at several pharmacy drive-through windows over a 9'/i hour period in the City of San Mateo, California, which indicated an average service time of 3.02 minutes per vehicle per service point. 16 The proposed Walgreens would have one service point window. Table 13 summarizes the projected queuing characteristics for the proposed bank and Walgreens drive-through facilities. As shown, the bank is expected to have an average queue of 1 vehicle and a 95`h -percentile queue of 3 vehicles. The Walgreens drive-through is projected to have an average 16 Fehr & Peers, San Mateo Longs Drive -Through Queuing Analysis, June H, 2008. -27- March 30, 2012 Walgreens — Edmonds Way he,, ff on Transportation Impact Analysis Km • • queue of 2 vehicles and a 95`h -percentile queue of 6 vehicles. Detailed queuing model calculations for both the bank and the Walgreens drive-through facilities are provided in Appendix D. Table 13. Summary of On -Site Drive -Through Lane Queuing Analyses — PM Peak Hour Drive Through Facility Number of Service Points Drive-thru Queue Capacity Additional On -Site Storage 1 PM Peak Hour Queues Average 95t" Percentile Bank Walgreens Pharmacy 3 1 12 vehicles 4 vehicles 0 vehicles 5 vehicles 1 vehicle 2 vehicles 3 vehicles 6 vehicles Source: Heffron Transportation, Inc., March 2012. 1 In addition to the dedicated drive-through lane queue areas, vehicles could queue on-site on internal circulation aisles without extending to Edmonds Way. The proposed bank site design would provide three drive-through lanes (each approximately 90 feet long), which could accommodate about 4 vehicles per lane for a total of 12 vehicles of queuing capacity. Since the capacity of the three drive-through lanes would far exceed the expected average and peak queue lengths, it is not anticipated that vehicle queues would extend beyond the designated bank drive-through lanes during typical PM peak conditions and no on-site conflicts are anticipated as a result of bank drive-through queuing. The proposed Walgreens site design would provide about 80 feet of queue storage adjacent to the building, which would accommodate about 4 vehicles. Based on the queuing analyses, the 85'h_ percentile queue is projected to be 4 vehicles. As a result, during 85% of the peak hour (about 51 minutes), the pharmacy queue would be accommodated by the dedicated queue storage area. However, for about 15% of the peak hour (about 9 minutes) the analysis indicates that the queue could extend beyond the designated queue area to the east -west drive aisle proposed on the south side of the building. If this occurs, pharmacy -related vehicle queues could occasionally impede internal vehicle circulation along the east edge of the project site. However, the distance between the proposed pharmacy window and Edmonds Way would be about 190 feet (over 9 vehicles) and peak queues are not expected to extend to or affect traffic flow on Edmonds Way. Analysis indicates that queues exceeding four vehicles would be infrequent if they occur. However, if it is observed that the pharmacy drive-through queues exceed four vehicles more regularly, Walgreens may examine options to further define the on-site circulation for drivers destined to the drive-through window. Additional signage and/or onsite channel ization could help to reduce potential conflicts at the southeast corner of the building where the east -west drive aisle, the north -south drive aisle, and the pharmacy drive-through access converge. Because queues related to the bank drive-through lanes are expected to be contained entirely within the designated lanes and separate from the pharmacy drive-through queue, it is not expected that cumulative queuing between the bank and pharmacy drive-through windows would occur under normal peak hour conditions. 3.8. Safety The project is expected to add vehicle trips to the surrounding street network, which could increase the potential for conflicts. However, historical collision data in the site vicinity do not indicate any unusual safety concerns, and the project is not expected to have an adverse impact on vehicular or non -motorized safety. -28- March 30, 2012 Walgreens — Edmonds Way Transportation Impact Analysis 3.9. Parking Demand and Supply trans ortation Edmonds Community Development Code (ECDC) requires that the project include a minimum parking supply of 1 space per 300 sf (or 48 spaces) for the Walgreens pharmacy and 1 space per 200 sf (or up to 20 spaces, depending on the size that is built) for the bank. The proposed project will provide eight spaces directly near the Walgreens building, 11 spaces directly near the bank, and 145 spaces in a shared parking lot with the PCC site, for a total of 164 parking spaces. The PCC site has an additional 75 spaces on its west side. Combined, the total site would have 239 parking spaces with the project. The parking areas can be accessed from any of the four driveways serving the site. Peak parking demand for the proposed project was determined using information from the Institute of Transportation Engineers (ITE) Parking Generation. 1' Based on the published ITE rates, the peak parking demand for the Walgreens would be 35 vehicles (2.39 vehicles per 1,000 sf); the peak parking demand for the bank would be 16 vehicles (4.00 vehicles per 1,000 sf). These totals do not reflect any adjustments for other modes of transportation (such as transit) or reductions for internal trips. In addition, the peak parking times for each of these types of uses is typically different. The Walgreens peak parking time is likely close to the PM peak hour (4:00 to 5:00 P.M. based parking accumulation data in Parking Generation) while the peak parking time for a bank is typically midday (10:00 A.M. to 2:00 P.M.). The estimated parking demand generated by the two new uses is expected to be accommodated by the proposed on-site parking supply. No off-site parking impacts are anticipated as a result of the proposed project. 3.10. Transit The proposed project is not estimated to generate a significant number of transit trips. However, any transit ridership would be considered positive, since fewer vehicles would be using the local roadway system. The routes serving this area could accommodate this additional ridership; therefore, the proposed change of use would not adversely affect transit in the site vicinity. 3.11. Non -Motorized Facilities As part of redevelopment, the project would provide frontage improvements along Edmonds Way that would include new sidewalks and landscaping. These improvements would enhance the non - motorized facilities and environment for pedestrians in the site vicinity. Therefore, the proposed change of use would not adversely affect non -motorized facilities in the site vicinity. 4. MITIGATION 4.1. Traffic Impact Fees The City of Edmonds requires new developments and change -of -use developments to pay traffic impact fees, calculated from the Edmonds Road Impact Fee Rate Study Table 4 is and as identified in ECDC Section 18.82.120. Impact fees are to be assessed based upon the road impact fee rates at the time of issuance of building permits. For a change -in -use; the impact fee shall be the applicable 17 Institute of Transportation Engineers, Parking Generation, 4th Edition, 2010. 18 City of Edmonds, 2009 Impact Fee Rate Table, effective May 1, 2010. -29- March 30, 2012 Walgreens — Edmonds Way he ffr Oil Transportation Impact Analysis • • impact fee for the ITE land use of the new use, less an amount equal to the applicable impact for the ITE land use of the prior use established at the time the prior use was permitted. If the previous use was permitted prior to September 12, 2004, the 2004 Impact Fee Rate Table 4 shall be used, which has a cost of $763.33 per new trip, with adjustments for trip length. Not all of the land uses associated with the project site are listed on the Edmonds Road Impact Fee Rate Study Table 4. However, the Edmonds Road Impact Fee Rate Study Table 4 shows that the end cost of the impact fee is $1,049.41 per new trip with adjustments for trip length. Therefore, the primary trip generation estimates were used to calculate the impact fees for land use categories not included in the City's fee schedule. The proposed and existing primary trip generation was shown in Table 6 of this report. Table 14 summarizes the impact fee for this project, which is estimated to be $29,097. Table 14. Project Impact Fee Estimate ITE Code Land Use Per Unit Fee Rate Unit Total Proposed Land Use 881 Drugstore/Pharmacy with Drive -Through Window 1 $556.19 / trip 120 primary trips $66,743 912 Drive -In Bank 2 $7.00 / sf 4,000 sf $28,000 Existing Land Use 437 Bowling Alley 3 $763.33 I trip 86 primary tris $ 65,646 Total Estimate Impact Fee 1 $29,097 Source: Heffron Transportation, Inc., February 2012. 1. This land use type is not included in the City's fee schedule. The 'per trip' impact fee was derived by multiplying the City's per trip fee of $1.049.41 by a trip length factor of 0.53 (assumed to be the same as Shopping Center). 2. Obtained directly from the 2009 impact fee rate table. 3. This land use type is not included in the City's fee schedule. Because the existing use was permitted prior to 2004, the 2004 impact fee rate table applies. The 'per trip' impact fee was derived by multiplying the City's per trip fee of $763.33 by a trip length factor of 1.00 (assumed to be the same as other recreational uses such as Golf Course). 4.2. Other Mitigation To avoid operational impacts associated with slower moving trucks entering the traffic stream at the east Edmonds Way driveway, it is recommended that delivery trucks exiting the site utilize the center or west Edmonds Way driveways, or the 100`h Avenue W driveway. -30- March 30, 2012 APPENDIX A TRAFFIC COUNT DATA SHEETS Type of peak hour being reported: User -Defined Method for determining peak hour: Total Entering Volume LOCATION: 100th Ave — 220th Ave QC JOB #: 10699906 CITY/STATE: Edmonds WA DATE: Tue Jan 24 2012 339 577 a t 1a 274 51 Peak -Hour: 4:25 PM -- 5:25 PM Peak 15 -Min: 4:45 PM -- 5:00 PM a t 14.3 0.4 0.0 J i 4 70 15 t 104 4-284 ##a V 29 0.0 t 0.0 0.0 32 .► 0.91 � 54 9.4 �► �. ♦ 0.0 50 ♦ 3 7 i 126 ♦ 220 2 458 137 Quality Counts �1 6.0 0.0 7 i 0.0 * 't t f —1 *F- 0.0 0.9 0.0 1.4 f 400 3 597 .�•ri:� r... ..... _ _ � .. I i.:. i t 02 07 1 L L o 1 � , 0 I I .+ i 0 1 t 0 0 �IV�CJJ 0 1 0 F 0 14 ✓✓�j' P 0 70 0 0 NA L NA L J.► i NA 4 *t NA NA 4 •• � NA NA 1 t P 7NA F 5 -Min Count 100th Ave 100th Ave 220th Ave 220th Ave Period (Northbound) (Southbound) (Eastbound) (Westbound) Total Hourly Beginning At Left Thru Right U Left Thru Right U Left Thru Right u Left Thru Ri ht U Totals :00 0 33 10 0 6 36 1 0 2 8 0 0 6 6 s 0 113 4:05 PM 1 35 12 0 5 27 0 0 0 5 0 0 9 5 3 0 102 4:10 PM 0 28 9 0 5 25 3 0 4 5 1 0 9 8 11 0 108 4:15 PM 2 31 16 0 6 19 0 0 2 1 0 0 9 0 7 0 93 4:20 PM 1 2 36 8 0 2 12 0 0 0 0 0 0 12 6 11 0 89 425'PM 0 29 4 0 4 20 1 0 0 2 0 0 10 4 10 0 84 4:30 PM 0 37 8 0 3 28 1 0 0 4 0 0 4 4 7 0 96 4:35 PM 0 24 12 0 6 21 1 0 0 2 0 0 8 7 11 0. 92 4:40 PM 1 36 10 0 4 29 1 0 4 2 0 0 9 5 8 0 109 4:45 PM 0 38 10. 0 4 20 2 0 0 4 2 -0 12 5 8 0 105 4:50 PM > -4:55 PM 0 54 10. 0 0 37 11 0 7 2 20 2 0 28 3' ' 0 2, 0 3 0 0 2 13 5 10 ,0 3 10 = 0` 126 116 1233. 5 00 PM 5.05 PM 01 51 11 0 1 43 15 0 4 4 17 0 0 22 2 0 1 1 1 0 0 6 0 0 9 8 2 6 -0 5 5 0' 102 112 1222 1232 5'10 PM 0 31 15 0 6 27 1 0 4 3 0 0 9 1 10 V 107 1231 5.15 PM 0 38 14 0 1 24 0 0 2 0 0 0 8 6 8 0 101 1239 5:20 PM 0 40 17 0 6 18 0 0 1 3 0 0 17 7 11 0 120 1270 5:25 PM 0 40 13 0 4 22 1 0 0 5 0 0 20 2 7 0 114 1300 5:30 PM 0 40 20 0 11 22 0 0 3 6 0 0 12 6 8 0 128 1332 5:35 PM 1 63 8 0 3 25 1 0 0 1 0 0 14 4 7 0 '127 1367 5:40 PM 0 55 12 0 4 26 1 0 1 1 0 0 14 2 9 0 125 1383 5:45 PM 0 37 16 0 5 35 0 0 1 3 0 0 8 6 8 0 119 1397 5:50 PM 0 37 8 0 4 34 0 0 2 0 2 0 13 3 13 0 116 1387 5:55 PM 3 31 8 0 4 30 2 0 0 6 0 0 13 8 9 0 114 1385 in Northbound Southbound Eastbound Westbound Total s Left Thru Right u Left Thru Right U Left Thru Right U Left Thru Right U s ks ffHeavyTrucks 0 516 12 0 0 4 0 0 272 28 0 4 8 8 0 36 12 0 4 0 17-6----52 0 112 0 0 0 138 20 s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ses Comments: Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (http:/twww.qualitycounts.net) 1-877-580-2212 Type of peak hour being reported: User -Defined Method for determining peak hour: Total Enterinq Volume LOCATION: 100th Ave --Edmonds Way QC JOB #: 10699901 CITY/STATE: Edmonds WA DATE: Tue Jan 24 2012 458 695 a ! 47 248 163 Peak -Hour: 4:25 PM -- 5:25 PM Peak 15 -Min: 5:10 PM -- 5:25 PM 0.6 a 0.0 0.0 1.2 .+ i 4 852 61 j t 211 F 956 4<4w> iV1.3 1. 0.0 4 `0.9 1.0 618.1 0.88 ♦ 600 24 4� 1.3 838 �► 159 1 r 145 y 909 41 205 423 128 2.4 031 1 r 004 20 1 ! to a ! a:QuaLi'�y CCounts1.5 0.5 0.8� 552 756 i t L s� v_ � oLI r i %.L 0 0 0 14� t r r 0 A �.L ITT' j NA -°r .'' 4 NA NA �► f NA .► � r �► 14 ! NA F � r ��, t r►� NA t 5 -Min Count Period 100th Ave (Northbound) 100th AveEdmonds (Southbound) Way (Eastbound) Edmonds Way (Westbound) Hourly Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Ri ht U Total Totals 4:0 13 3 6 19 0 4 37 16 0 10 39 1 0 4:05 PM 16 28 7 0 21 28 1 0 5 25 10 0 7 41 21 0 210 4:10 PM 10 28 13 0 15 32 6 0 4 39 9 0 12 42 17 0 227 4:15 PM 10 27 11 0 9 18 1 0 5 33 13 0 11 45 14 0 197 4:20 PM 20 24 9 0 16 16 4 0 2 29 5 0 9 56 17 0 207 4:25 PM 16 32 5 0 10 22 6 0 1 68 11 0 12 51 17 0 251 4.30 PMi 15 30 9 0 12 26 2. 0 4 69 13 0 9 55 9 0 253 4:35 PM 11 24 8 0 17 14 3 0 5 50 17 0 9 59 24 0 241 4:40 PM 14 39 8 0 14 29 7 0 5 41 14 0 9 39 13 0 232 4:45 PM 20 22 9 0 17 22 5 0 5 36 12 0 10 39 18 0 215 4:50 PM 15 36 12 0 14 13 6 0 8 29 13 0 15 39 26 0 226 4:55 PM 20 41 18 0 5 29 1 0 4 37 13 0 14 39 10 0 231 2695 5 00 PM 12 43 13 0 10 22 3 0 2 22 9 0 13 70 24 0 243 2733 5.05 PM 21 38 5 0 13 19 1 0 3 57 21 0 8 63 16 0 265 2788 `5:10 PM 5:15 PM 14 -' 34 11t'.'.. 0. 25 .:,°39 "16 " 0 16,':. 21 19 7 ^' 0 20. 4 0 12 3 82 ' 10. 0^' 66 ' 12 0 .16 15 54 14 0 44 20 ::. 0 289: 285 2850 '''2938 5:20 PM 22"4 14 14 8 5:25 PM 13 30, 6 0 6 29 4 0 6 25 10 0 13 48 12 0 202 2959 5:30 PM 25 52 5 0 14 28 1 0 8 20 14 0 7 41 17 0 232 2938 5:35 PM 24 43 9 0 20 34 2 0 4 33 14 0 7 57 20 0 267 2964 5:40 PM 12 33 8 0 13 19 2 0 6 38 17 0 17 43 16 0 224 2956 5:45 PM 20 40 6 0 16 19 3 0 4 26 11 0 18 58 18 0 239 2980 5:50 PM 20 33 13 0 12 24 4 0 4 24 13 0 16 43 19 0 225 2979 5:55 PM 21 28 10 0 22 31 6 0 6 53 13 0 6 43 12 0 251 2999 Peak 15 -Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Total _AFVe i es 244 472 164-16-204 208 52 0 96 836 144 0 184 584 216 0 3404 Heavy Trucks 4 0 0 0 0 0 0 16 4 0 4 0 28 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad IStopped Buses Comments: Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (hftp:/Avww.qualitycounts.net) 1-877-580-2212 Type of peak hour being reported: User -Defined Method for determining peak hour: Total Entering Volume LOCATION: 95th PI -- Edmonds Way QC JOB #: 10699902 CITY/STATE: Edmonds WA DATE: Tue Jan 24 2012 147 194 + * I 108 0 39 1 Peak -Hour: 4:25 PM -- 5:25 PM Peak 15 -Min: 5:10 PM -- 5:25 PM 1.4 a 1t 0.0 0.0 5.1 L d 4 4 978 +122 j t 72 ♦ 942J i V 1 0 X 1 6 j L 14 + 1 2 786 .► 0.88 868 2.2 � � ♦ 1.2 909 ♦ 1 1 i 2 * 828 2 0 3 ' I..IaLity Counts 2.1 * 0.0 1 i 0.0 * 2.3 0.0 0.0 0.0 -14 a 5 0.0 L 0 0 0 L J o 2 •.�.` j� 0 J .► i v 04 � � 0 0 e♦ 0 �...► 0 $ 1 � , . �o 0 OF r NA NA L �a •' NA F �h * f•� NA I 5 -Min Count Period 95th Pi (Northbound) 95th PI (Southbound) Edmonds Way (Eastbound) Edmonds Way (Westbound) Total Hourly Beginning At Left Thru Ri ht U Left Thru Right U Left Thru Right U Left Thru Ri ht U Totals :00 0 0 0 0 5 0 6 0 4 49 0 0 0 59 8 0, 131 4:05 PM 4:10 PM 0 0 0 0 0 0 0 0 7 3 0 8 0 1 10 0 5 12 48 0 0 54 1 0 0 1 75 15 0 76 4 0 158 162 4:15 PM 0 0 0 0 0 0 18 0 7 54 0 0 0 58 3 0 140 4:20 PM 1 0 0 0 0 3 0 5 0 6 38 0 0 0 70 7 0 129 425 PM 0 0 0 0 8 0 4 0 6 67 0 0 0 68 6 0 159 4:30 PM 4:35 PM 1 0 0 0 0 0 0 0 1 1 0 5 0 0 9 0 10 9 94 0 0 60 0 0 0 0 80 5 0 80 6 0 196 165 4:40 PM 0 0.' 1 0 7 0 7 0 11 56 0 0 0 65 5 0 152 4:45 PM 1 0 0 0 2 0 10 0 11 52 0 0 0 51 7 0 134 4:50 PM 4:55 PM 0 0 0 0 0 0 1 0 3 3 0 10 0 0 12 0 8 10 39 0 0 50 0 0 1 0 68 5 0 80 8 0 '. 134 164 1824 5.00 PM 0 0 0 0 1 0 11 0 10 40 0 0 1 96 4 0 163 1856 5.05 PM 0 0 0 0 5 0 16 0 11 69 0 0 0 62 7 0 170 1868 5:10 PM 0 0 0- 0 4 0 10 0 7. 86 0 0 0 65 6 0. 178 11884 5 15 PM 0 0 1 0 'a :. 1 : a 0 6 0. 14 k 105 `1., 1 ;T 0 .: +'..0 81 Z 0, 217 1961 5:25 PM 5:30 PM 1 0 0 0 0 0 0 0 3 3 0 8 0 0 10 0 5 9 37 2 0 35 1 0 1 1 61 9 0 67 7 0 127 133 1971 1908 5:35 PM 0 1 0 0 5 1 10 0 7 49 1 0 0 69 3 0 146 1889 5:40 PM 0 0 1 0 4 1 11 0 9 50 0 0 1 78 2 0 157 1894 5:45 PM 0 0 0 0 2 0 18 0 6 36 0 0 2 68 7 0 139 1899 5:50 PM 1 0 0 0 4 0 11 0 9 45 0 0 0 69 7 0 146 1911 5:55 PM 0 1 1 0 5 0 6 0 5 70 1 0 1 64 5 0 159 1906 Peak 15 -Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U e i es Heavy Trucks 0 0 4 0 0 0 0 32 0 0 96 0 0 0 144 0 1036 4 0 16 0 0 0 872 0 8 0 2264 24 Pedestrians Bicycles 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 0 Railroad .Stopped Buses Comments: Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (hftp:/ANww.qualitycounts.net) 1-877-580-2212 type of peak hour being reported: User -Defined LOCATION: 100th Ave -- Site Dwy CITY/STATE: Edmonds, WA 154 110 �l 14 0 40 ## * 4 77 M 39 j L 71 116 3 * r0.92 1 94 i 52 -4 r 44 .► 101 4 0 56 F i 96 120 L 3 1 2 NA L . NA 4-<�> NA •► r .► ti t r► NA MPthnil fnr rinfnrmininn -i, ti...... T a r Peak -Hour: 4:25 PM -- 5:25 PM Peak 15 -Min: 4:40 PM -- 4:55 PM (IQuaLity Counts QC JOB #: 10699907 DATE: Tue Jan 24 2012 0.0 0.0 1"#'0 0.0 0.0 .1 i 4 0.0 o.o t 0.0* 0.0 0.0 +► 0.o I r 0.0 .► 0.0 1 *� 0.0 0.0 0.0 F i 0.0 0.0 0 0 0 I w t 4L� 0 .� 0 0 0 s r 0 tr o o a NA .► i V IF NA 4 � NA h ♦ r 7 NA lin count 700th Ave 100th Ave Site Dwy Site Dwy Period (Northbound) (Southbound) (Eastbound)( Westbound) Hourly Beginning At Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U Total Totals 4:05159 1 3 0 5 0 1 0 2 0 5 0 6 0 6 0 0 0 28 4:05 PM 5 0 3 0 3 0 1 0 2 0 3 0 3 2 5 0 27 4:10 PM 7 0 4 0 3 0 3 0 3 1 6 0 1 0 4 0 32 4:15 PM 5 0 2 0 4 0 0 0 1 0 1 0 4 0 7 0 24 4:20 PM 5 0 3 0 4 0 0 0 1 0 50 6 0 4 0 28 4:25 PM 9 0 2 0 6 0 0 0 0 1 —4-0 2 0 3 0 27 _ 4:30 PM 3 0 7 0 8 0 2 0 3 0 5 0 4 0 7 0 39 4:35 PM 6 0 6 0 1 0 0 0 1 0 3 0 4 0 5 0 26 4:40 PM 4-6 0 3 0 4 0 2 1 4. 0 6 0 :: 5 0 37 4:45 PM 3 6. 5 0 4 0, 1 0 4 0 10 0 3 0 6 0, 36 4:$0,PIM4 0 0 2 04 4 0 4 0 5a 11 y� 4:55 PM 3 0 2 0 4 0 1 0 3 0 4 0 0 0 5 0 22 357 5:00 PM 6 0 6 0 3 0 0 0 7 0 3 0 4 0 11 0 40 369 5:05 PM 5 0 2 0 1 0 0 0 6 1 3 0 6 1 5 0 30 372 5:10 PM 1 0 8 0 2 0 1 0 0 0 3 0 5 0 3 0 23 363 5:15 PM 8 0 2 4 5 0 1 0 3 0 3 0 3 0 7 0 32 371 520 6 8 0 0 2 _0 6 _ 0 6_ 0 1 0 9 0 41 _84 5:25 PM 6 0 7 0 5 0 1 0 4 0 3 0 3 0 7 0 36 393 5:30 PM 5 0 5 0 5 0 2 0 4 0 7 0 2 1 8 0 39 393 5:35 PM 0 0 2 0 6 0 0 0 3 0 9 0 10 0 9 0 39 406 5:40 PM 3 0 4 0 4 0 2 0 3 0 5 0 2 0 4 0 27 396 5:45 PM 5 0 7 0 5 0 2 0 3 0 1 0 4 0 9 0 36 396 5:50 PM 8 0 4 0 3 0 1 0 0 0 5 0 1 0 6 0 28 j 393 5:55 PM 6 0 4 0 8 0 1 0 0 0 4 0 2 0 6 0 31 1 402 Peak 15 -Min Northbound _ Southbound_ Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Ri ht U Left Thru Right U Total II Vehic es 60 0 60 28 0 28 0 40 4 12 0 60 0 64 0 416 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 8 4 12 Bicycles 0 0 0 00 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments. Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (hftp://www.quaIitycounts.net) 1-877-580-221, Type of peak hour being reported: User -Defined Method for determining peak hour: Total Entering Volume LOCATION: West Site Dwy -- Edmonds Way QC JOB #: 10699903 CITY/STATE: Edmonds WA DATE: Tue, Jan 24 2012 28 48 a * ze o o Peak -Hour: 4:25 PM -- 5:25 PM Peak 15 -Min: 4:35 PM -- 4:50 PM 0.0 0.0 ✓ i 4 104. o.0 0 0 26 4.0 J t 48 4. 48 _ 0 .► 0.93 « 0 ✓ a V 0.0 o o ,t t o.0 a 0.0 0 y0 1 C 0* o 0 0 0 0F uaLi i. F. ount 0.0 +0 0.0 i r 0.0 .► 0,0 0.0 0.0 0 0 7+ i - 0.0 0.0 L J✓ 4 %.L o _* t o 0 F L h t l' 0 0 0 N L✓ NA L i 6 "r J✓ i 4 NA +► NA NA 4 � 4- NA NA *F �a * NA 5 -Min Count Period West Site Dwy (Northbound) West Site Dwy Edmonds Way (Eastbound) Edmonds Way (Westbound) Total Hourly Beginning At Left Thru Right U __(Southbound) Left Thru Right U Left Thru Right U Left Thru Ri ht U Totals 4:00 M 4:05 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 7 0 0 5 0 7 6 4:10 PM 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 2 0 8 5 4:20 PM 0 0 0 0 0 0 3 0 0 0 0 0 0 0 5 0 8 4:25 PM 0 0 0 0 0 0� 4 0 0 0 4� 0 0 0 3 0 7 4:30 PM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 4 0 6 4:35 PM 0 0 0 0, 0 0 2 0 0 p 0 0 0 0. 6., C40 PM •� ., 0 ' 0 0 __ 0 0 0 0, � 0 � - 0 ':0' 0 �' 0 � - 0 g �'6. 0 4:4 0 6 0 0 4:50 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 4:55 PM 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 4 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 8 0 7 9 77 79 5:05 PM 5:10 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 2 8 75 75 5:15 PM 5:20 P 0 0 0 0 4 0 0 00 0 2 __._.-1__ 0 0 0 ____Q_._ 0 0 0 0_�_ 0 0 0 0 6 0 3 0 8 __ 4 78 74_--. 5:25 PM 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 1 0 2 4 69 67 5:35 PM 5:40 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 4 0 4 5 65 64 5:45 PM 5:50 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 2 0 5 5 ! 61 63 5:55 PM 1 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2 58 Peak 15 -Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 0 0 0 0 0 0 32 0 0 0 0 0 0 0 48 0 80 All a ices Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians Bicycles 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 4 0 Railroad Sto d Buses Comments Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-677-56U-2212 Type of peak hour being reported: User -Defined Method for determinina oeak hour: Total Fnterinn Vnli,ma LOCATION: Center Site Dwy -- Edmonds Way CIC JOB #: 10699904 CITY/STATE: Edmonds WA DATE: Tue, Jan 24 2012 38 30 a o 25 Peak -Hour: 4:25 PM -- 5:25 PM Peak 15 -Min: 4:40 PM -- 4:55 PM 0.0 104,0 0.0 0.0 40i 4L 13 10 t, 20 4. 20 +0 i 4L ao 1.0.0 4 t 0.0 f o.0 0 0.81 0 0.0 + 0.0 10 y 0 '1 C 0-0 25 h ♦ r 0 0 0 F - 0 0 .► 0.0 i - C 0.0 * '► f r 0.0 i * Q:Q (.ia'Lity Counts a0 0.0 0.0� 74 0 0 0.0 0,0 L 0 L J 1 i 4 0 J 0 0 ' ; 0 0 0 ,, aH L 0 7 C 0 �1 * f* 0 � � 0 0 0 F NA L r NA L ✓ i 4 ✓ t �" ri j wr ✓ i 4 ! w.� t NA +► NA NA NA 0* F 71i A N ~ F ♦ 5 -Min Count Period Center Site Dwy (Northbound) Center Site Dwy (Southbound) i Edmonds Way (Eastbound) Edmonds Way _(Westbound) TORI Hourly Beginning At Left Thru Right U Left Thru Right U Left Thru Ri ht U Left Thru Right U Totals 4,00 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 3 0 4 4:05 PM 0 0 0 0 1 0 2 0 0 0 0 0 0 0 1 0 4 4:10 PM 0 0 0 0 10 0 0 0 0 0 0 0 0 5 0 6 4:15PM 0 0 0 0 1 0 2 0 2 0 0 0 0 0 3 0 8 4:20 PM 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 4:25 PM 0 0 0 0 0 0 2 0 2 _.___6 o 0 0 0 0 0 4 4:35 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 3 0 6 4:35 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 3 0 4 4:40 FM 4:45 PM 0 0, 0 0 0 0 0 5 1 0 2 '- Q 1 0 0 0 1 0 0 0 0 0 0 0 0 0' 0 0 2 0 7 5 a�0 4:55 PM 0 0 0 0 3 0 1 0 0 0 0 0 0 0 3 0 7 64 5:00 PM 0 0 0 0 2 0 1 0 0 0 0 0 0 0 2 0 5 65 5:05 PM 0 0 0 0 4 0 2 0 0 0 0 0 0 0 3 0 9 70 5:10 PM 0 0 0 0 1 0 1 0 0 0 0 0 0 0 2 0 4 68 5:15 PM 0 0 0 0 3 0 2 0 1 0 0 0 0 0 0 0 6 66 0�0 PI4] 0 0 0 0 0 0_.__0__ _ 2 0 a_ �0 Q 0 0 6Q _- 5:25 PM 0 0 0 0 1 0 5 0 1 0 0 0 0 0 1 0 8 72 5:30 PM 0 0 0 0 1 0 1 0 1 0 0 0 0 0 5 0 8 74 5:35 PM 0 0 0 0 2 0 1 0 1 0 0 0 0 0 5 0 9 79 5:40 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 3 0 4 76 5:45 PM 0 0 0 0 2 0 0 0 1 0 0 0 0 0 6 0 9 80 5:50 PM 0 0 0 0 2 0 1 0 1 0 0 0 0 0 4 0 8 79 5:55 PM 0 0 0 0 1 0 1 0 1 0 0 0 0 0 11 0 14 86 Peak 15 -Min Northbound Southbound Westbound Total Flowrates Left Thru Right U Left Thru Right U ________Eastbound Left Thru Right U Left Thru Right U I Vehicles 0 0 0 0 36 0 16 0 16 0 0 0 0 0 16 0 84 Heavy Trucks Pedestrians 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Type of peak hour being reported: User -Defined Method for determining peak hour: Total Entering Volume LOCATION: East Site Dwy — Edmonds Way QC JOB #: 10699905 CITY/STATE: Edmonds WA DATE: Tue Jan 24 2012 27 0 + t n o 10 Peak -Hour: Peak 15 -Min: 4:25 PM 4:45 PM-- -- 5:25 PM 5:00 PM + t o.a 0.0 o.o J + 4 17 *0 j 0t o 0 0.68 o r + 4L 0.0 +00.+ 00f 0.0 0.0 ♦ 0.0 o •0 7 s o• 10 .� t �. 0 0 0 j'` Quality Counts 0.0 �► 0.0 7 � 0.0 .► 0.0 *1 t f *F- 0.0 0.0 0.0 + t 0.0 0.0 L 1.+ 4mwl� + 4L 0.� 0 O_+ to ! > 0 �► 0 1 o F r o r o __1 o 0 0 NA *L NA lop 4 t « * #L i : NA �+ t � �� t f•� NA t 5 -Min Count East Site Dwy East Site Dwy Edmonds Way Edmonds Way Period (Northbound) (Southbound) (Eastbound) (Westbound) Total Hourly Beginning At Left Thru Right U Left Thru Right u Left Thru Right u Left Thru Right U Totals 4:00 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 4:05 PM 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 3 4:10 PM 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 4 4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 4:20 PM 0 0 0 0 1 0 4 0 0 0 0 0 0 0 0 0 5 4.25 PM 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 3 4:30 PM 0 0 0 0 0 0 0 0 0: 0 0 0 i 0 0 0 0 0 4:35 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 4:40 PM 0 0 0 0 / 0 2 0 0 0 0 0 0 0 0 0 3 4:45:RMi' 4:50 PM". 0 :w 0?; 0 0 0..„ 0, 0 �.0. 3...0 2at'0''- 0_st0. 1...0 '" 0,: 0 0 0 O�ya i0 .oaf 0 0 va'.0 '.' 0 0 • 0,:.0. 0 :. 0 .'$. 4:55 PM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 4 3 5 00 PM 0 0 0 0 2 0 3 0 0 0 0 0 0 0 0 0 5 35 5.05 PM 0 0 0 0 1. 0 0 0 0 0 0 0 0 0 0 0 1 33 5:10 PM 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 29 . 5:15 PM 0 0 0 0 0 0 3 0 0 0 0 0 0. 0 0 0 3 31 5:20 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 27 5:25 PM 0 0 0 0 2 0 3 0 0 0 0 0 0 0 0 0 5 29 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29 5:35 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 29 5:40 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 27 5:45 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 23 5:50 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 5:55 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 19 Peak 15 -Min Peak Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Ri ht U e i es Heavy Trucks 0 0 0 0 0 0 0 20 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 40 0 Pedestrians 0 12 0 0 12 Bicycles 0 0 0 .0 0 0 0 0 0 0 0 0 0 Railroad St.". d Buses Comments: Report generated on 1/30/2012 8:17 PM SOURCE: Quality Counts, LLC (http:/Avww.qualitycounts.net) 1-877-580-2212 APPENDIX B LEVEL OF SERVICE DEFINITIONS & SYNCHRO REPORTS Levels of service (LOS) are qualitative descriptions of traffic operating conditions. These levels of service are designated with letters ranging from LOS A, which is indicative of good operating condi- tions with little or no delay, to LOS F, which is indicative of stop -and -go conditions with frequent and lengthy delays. Levels of service for this analysis were developed using procedures presented in the Highway Capacity Manual (Transportation Research Board, 2010). Level of service for signalized intersections is defined in terms of delay. Delay can be a cause of driver discomfort, frustration, inefficient fuel consumption, and lost travel time. Specifically, level of service criteria are stated in terms of the average delay per vehicle in seconds. Delay is a complex measure and is dependent on a number of variables including: the quality of progression, cycle length, green ratio, and a volume -to -capacity ratio for the lane group or approach in question. Table B -I shows the level of service criteria for signalized intersections from the Highway Capacity Manual. Table B-1. Level of Service Criteria Level of Service Average Delay Per Vehicle A Less than 10.0 Seconds B 10.1 to 20.0 seconds C 20.1 to 35.0 seconds D 35.1 to 55.0 seconds 55.1 to 80.0 seconds Greater than 80.0 seconds Source: Transportation Research Board, Highway Capacity Manual, 2010. General Free flow Stable flow (slight delays) Stable flow (acceptable delays) Approaching unstable flow (tolerable delay— occasionally wait through more than one signal cycle before proceeding. Unstable flow (approaching intolerable delay) Forced flow lammed) For unsignalized intersections, level of service is based on the average delay per vehicle for each turning movement. The level of service for a two-way, stop -controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. Delay is related to the availability of gaps in the main _street's traffic flow, and the ability of a driver to enter or pass through those gaps. The delay at an all -way, stop -sign (AWSC) controlled intersection is based on saturation headways, departure headways, and service time using procedures in Chapter 17 – Unsignalized Intersections, Applications – AWSC Intersections of the Highway Capacity Manual 2010 (Transportation Research Board (TRB ), 2010). Table B-2 shows the level of service criteria for unsignalized intersections from the Highway Capacity Manual. Table B-2. Level of Service Criteria for Unsignalized Intersections Level of Service Average Delay seconds per vehicle A Less than 10.0 B 10.1 to 15.0 C 15.1 to 25.0 D 25.1 to 35.0 E 35.1 to 50.0 F Greater than 50.0 Source: Transportation Research Board, Highway Capacity Manual, 2010. SYNCHRO REPORTS EXISTING CONDITIONS Edmonds Walgreens Existing 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations a' r 4 r 4 r I 1� Volume (vph) 15 32 3 126 54 104 2 458 137 51 274 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 65 0 235 0 0 200 120 0 Storage Lanes 0 1 0 1 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.850 0.850 0.850 0.993 Flt Protected 0.985 0.966 0.950 Satd. Flow (prot) 0 1668 1439 0 1636 1439 0 1693 1439 1608 1679 0 Flt Permitted 0.985 0.966 0.999 0.322 Satd. Flow (perm) 0 1668 1439 0 1636 1439 0 1691 1439 545 1679 0 Right Tum on Red No Yes No No Satd. Flow (RTOR) 114 Link Speed (mph) 25 30 30 30 Link Distance (ft) 663 721 3020 811 Travel Time (s) 18.1 16.4 68.6 18.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 35 3 138 59 114 2 503 151 56 301 15 Shared Lane Traffic (%) Lane Group Flow (vph) 0 51 3 0 197 114 0 505 151 56 316 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Prot Split NA Prot Perm NA Perm Perm NA Protected Phases 4 4 4 8 8 8 2 6 Permitted Phases 2 2 6 Detector Phase 4 4 4 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 5 Edmonds Walgreens Existing 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings � 'r ♦- 4-- 4\ t '► 1 .� Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 25.0 25.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 28.0% 28.0% 44.0% 44.0% 44.0% 44.0% 44.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 28.0 28.0 28.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.5 10.5 14.2 14.2 26.2 26.2 26.2 26.2 Actuated g/C Ratio 0.20 0.20 0.26 0.26 0.49 0.49 0.49 0.49 v/c Ratio 0.16 0.01 0.45 0.24 0.61 0.22 0.21 0.39 Control Delay 24.4 23.7 22.9 6.4 16.7 11.8 13.9 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.4 23.7 22.9 6.4 16.7 11.8 13.9 12.9 LOS C C C A B B B B Approach Delay 24.4 16.8 15.5 13.1 Approach LOS C B B B Queue Length 50th (ft) 16 1 59 0 135 32 12 73 Queue Length 95th (ft) 47 8 128 35 271 75 40 152 Internal Link Dist (ft) 583 641 2940 731 Turn Bay Length (ft) 200 120 Base Capacity (vph) 606 523 595 596 1025 872 330 1018 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.01 0.33 0.19 0.49 0.17 0.17 0.31 Intersection Summa Area Type: CBD Cycle Length: 75 Actuated Cycle Length: 53.7 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 15.5 Intersection LOS: B Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 17: 100th Ave Wl9th Ave S & Elm Wy/220th St SW 11' o2 4o4 • 18 06 JAB Page 6 Edmonds Walgreens Existing 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings --* -0. -V 'r *- I- -4\ T lb. 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* +1' +T+ I +T+ Volume (vph) 61 618 159 145 600 211 205 423 128 163 248 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.969 0.961 0.965 0.976 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 1770 3429 0 1787 3423 0 1787 3449 0 1787 3477 0 At Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1769 3429 0 1787 3423 0 1777 3449 0 1787 3477 0 Right Tum on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 30 Link Distance (ft) 801 262 706 259 Travel Time (s) 15.6 5.1 16.0 5.9 Confl. Peds. (#/hr) 1 1 6 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1 % 1% 1 % 1 % 1 % 1% 1% 1% 1 % Adj. Flow (vph) 69 702 181 165 682 240 233 481 145 185 282 53 Shared Lane Traffic (%) Lane Group Flow (vph) 69 883 0 165 922 0 233 626 0 185 335 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector.1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 32.5 21.0 32.5 20.0 25.5 9.0 25.5 Total Split (s) 12.0 33.0 21.0 42.0 20.0 29.0 17.0 26.0 Total Split (%) 12.0% 33.0% 21.0% 42.0% 20.0% 29.0% 17.0% 26.0% 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 7 Edmonds Walgreens Existing 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 8.0 27.5 17.0 36.5 16.0 23.5 13.0 20.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.5 1,0 1.5 1.0 1.5 1.0 1.5 Lost Time Adjust (s) -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Walk Time (s) 7.0 7.0 5.0 5.0 Flash Dont Walk (s) 20.0 20.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.5 28.7 14.3 37.0 15.8 23.3 13.3 20.8 Actuated g/C Ratio 0.09 0.31 0.16 0.40 0.17 0.25 0.14 0.23 v/c Ratio 0.42 0.82 0.59 0.67 0.76 0.71 0.71 0.43 Control Delay 50.7 38.0 46.5 26.7 54.6 37.1 56.1 33.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.7 38.0 46.5 26.7 54.6 37.1 56.1 33.2 LOS D D D C D D E C Approach Delay 38.9 29.7 41.9 41.4 Approach LOS D C D D Queue Length 50th (ft) 41 264 96 253 137 182 110 92 Queue Length 95th (ft) 85 #350 158 315 #248 245 #208 135 Internal Link Dist (ft) 721 182 626 179 Turn Bay Length (ft) Base Capacity (vph) 176 1138 356 1477 336 992 277 885 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.78 0.46 0.62 0.69 0.63 0.67 0.38 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 91.8 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 37.1 Intersection LOS: D Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 8 Edmonds Walgreens Existing 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings --* -0. --v 'r ~ t 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I +I +T 4 1 T Volume (vph) 122 786 1 2 868 72 2 0 3 39 0 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 10 10 10 12 12 12 Storage Length (ft) 250 0 250 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.988 0.919 0.850 Flt Protected 0.950 0.950 0.980 0.950 Satd. Flow (prot) 1770 3539 0 1787 3531 0 0 1597 0 1787 1576 0 At Permitted 0.191 0.258 0.939 0.754 Satd. Flow (perm) 356 3539 0 485 3531 0 0 1529 0 1418 1576 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 26 3 125 Link Speed (mph) 35 35 15 15 Link Distance (ft) 1068 446 262 685 Travel Time (s) 20.8 8.7 11.9 31.1 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1% 0% 0% 0% 1% 1% 1% Adj. Flow (vph) 139 893 1 2 986 82 2 0 3 44 0 123 Shared Lane Traffic (%) Lane Group Flow (vph) 139 894 0 2 1068 0 0 5 0 44 123 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.09 1.09 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 9 Edmonds Walgreens Existing 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 49.5 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.78 Intersection Signal Delay: 11.1 Intersection LOS: B Intersection Capacity Utilization 50.4% ICU Level of Service A 1124/2012 5:00 pm Synchro 7 - Report JAB Page 10 --* -► -';11, 'r ~ 4\ T /". 4/ Lane Group EBL EBT EBR WBL WBT WBR _ NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 40.0 20.0 20.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 24.7 24.7 24.7 24.7 16.5 16.5 16.5 Actuated g/C Ratio 0.50 0.50 0.50 0.50 0.33 0.33 0.33 v/c Ratio 0.78 0.51 0.01 0.60 0.01 0.09 0.20 Control Delay 42.0 8.8 5.0 9.6 12.8 15.9 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 8.8 5.0 9.6 12.8 15.9 5.1 LOS D A A A B B A Approach Delay 13.3 9.6 12.8 8.0 Approach LOS B A B A Queue Length 50th (ft) 29 78 0 97 0 8 0 Queue Length 95th (ft) #115 107 2 133 7 33 30 Internal Link Dist (ft) 988 366 182 605 Turn Bay Length (ft) 250 250 Base Capacity (vph) 268 2660 365 2661 513 474 610 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 0.52 0.34 0.01 0.40 0.01 0.09 0.20 Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 49.5 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.78 Intersection Signal Delay: 11.1 Intersection LOS: B Intersection Capacity Utilization 50.4% ICU Level of Service A 1124/2012 5:00 pm Synchro 7 - Report JAB Page 10 Edmonds Walgreens Existing 30: Drivewav/95th PI . & Edmonds Wv lanes, Volumes, Timings Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Wits and Phases: 30: Driveway/95th PI . & Edmonds WY 'i o2 -► o4 2`0 s_ • g 40s . 1 o6 F 08 ZOs'�}xr z4d�'�.ax., 40_$_ 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 11 Edmonds Walgreens Existing 1: 100th Ave W & 100th AV Dwy HCM Unsignalized Intersection Capacity Analysis --* -• --* 'r 4- 4,- 4\ T /". \0- 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 1F 0 0 Volume (veh/h) 39 3 52 44 1 71 62 575 58 40 362 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 0.98 0.98 0.98 Hourly flow rate (vph) 42 3 57 48 1 77 70 646 65 41 369 14 Pedestrians 3 1 2 1 Lane Width (ft) 10.0 10.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 259 pX, platoon unblocked 0.87 0.87 0.87 0.87 0.87 0.87 vC, conflicting volume 1002 1313 197 1145 1287 358 387 712 vC1, stage 1 conf vol 461 461 819 819 vC2, stage 2 conf vol 541 852 326 468 vCu, unblocked vol 700 1057 197 865 1028 0 387 366 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 90 99 93 87 100 92 94 96 cM capacity (veh/h) 437 346 815 367 360 946 1173 1038 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 102 48 78 70 431 281 41 246 137 Volume Left 42 48 0 70 0 0 41 0 0 Volume Right 57 0 77 0 0 65 0 0 14 cSH 582 367 925 1173 1700 1700 1038 1700 1700 Volume to Capacity 0.18 0.13 0.08 0.06 0.25 0.17 0.04 0.14 0.08 Queue Length 95th (ft) 16 11 7 5 0 0 3 0 0 Control Delay (s) 12.5 16.3 9.3 8.3 0.0 0.0 8.6 0.0 0.0 Lane LOS B C A A A Approach Delay (s) 12.5 11.9 0.7 0.8 Approach LOS B B Intersection Summary Average Delay 2.6 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 1 Edmonds Walgreens Existing 2: Edmonds Wy & West Dwy HCM Unsignalized Intersection Capacity Analysis ."A � � \40. 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations EB 1 tt 0 WB 2 r Volume (veh/h) 0 909 930 48 0 26 Sign Control 0 Free Free Stop 0 Grade 0 0% 0% 0% 28 Peak Hour Factor 0.77 0.77 0.97 0.97 0.93 0.93 Hourly flow rate (vph) 0 1181 959 49 0 28 Pedestrians 0 0 0 2 4 Lane Width (ft) 0.0 0.0 0.0 10.0 12.4 Walking Speed (ft/s) 4.0 B Percent Blockage 0.0 0.0 0 12.4 Right turn flare (veh) B Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 262 37.2% ICU Level of Service A pX, platoon unblocked 15 0.78 vC, conflicting volume 1010 1576 506 vC1, stage 1 conf vol 986 vC2, stage 2 conf vol 590 vCu, unblocked vol 1010 1176 506 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 95 cM capacity (veh/h) 687 309 516 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 590 590 639 369 28 Volume Left 0 0 0 0 0 Volume Right 0 0 0 49 28 cSH 1700 1700 1700 1700 516 Volume to Capacity 0.35 0.35 0.38 0.22 0.05 Queue Length 95th (ft) 0 0 0 0 4 Control Delay (s) 0.0 0.0 0.0 0.0 12.4 Lane LOS B Approach Delay (s) 0.0 0.0 12.4 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 2 Edmonds Walgreens Existing 3: Edmonds Wy & Center Dwy HCM Unsignalized Intersection Capacity Analysis � � 4-- t \41 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations EB 1 ++ +T,, Y WB 2 Volume (veh/h) 10 899 965 20 25 13 Sign Control 47 Free Free Stop 0 Grade 0 0% 0% 0% 0 Peak Hour Factor 0.77 0.77 0.97 0.97 0.81 0.81 Hourly flow rate (vph) 13 1168 995 21 31 16 Pedestrians 0.34 0.34 0.39 1 0.11 Lane Width (ft) 1 0 0 10.0 0 Walking Speed (ft/s) Control Delay (s) 10.0 0.0 4.0 0.0 Percent Blockage 14.9 Lane LOS B 0 Right turn flare (veh) B Approach Delay (s) 0.1 Median type 0.0 TWLTL TWLTL Approach LOS Median storage veh) 2 2 B Intersection Summary Upstream signal (ft) 528 1298 pX, platoon unblocked 0.92 0.4 0.83 0.92 vC, conflicting volume 1016 1616 509 vC1, stage 1 conf vol Analysis Period (min) 1006 vC2, stage 2 conf vol 610 vCu, unblocked vol 854 931 305 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 98 91 98 cM capacity (veh/h) 727 344 644 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 13 584 584 663 352 47 Volume Left 13 0 0 0 0 31 Volume Right 0 0 0 0 21 16 cSH 727 1700 1700 1700 1700 409 Volume to Capacity 0.02 0.34 0.34 0.39 0.21 0.11 Queue Length 95th (ft) 1 0 0 0 0 10 Control Delay (s) 10.0 0.0 0.0 0.0 0.0 14.9 Lane LOS B B Approach Delay (s) 0.1 0.0 14.9 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 3 Edmonds Walgreens Existing 4: Dwy/East Dwy & Edmonds Wy HCM Unsignalized Intersection Capacity Analysis --* -• --v 'r ~ k 4\ T lb� \P. 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 +T# +T #T, 4 ► Volume (veh/h) 0 919 5 5 963 0 5 0 5 10 0 17 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.97 0.97 0.97 0.68 0.68 0.68 0.68 0.68 0.68 Hourly flow rate (vph) 0 1194 6 5 993 0 7 0 7 15 0 25 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 758 1068 pX, platoon unblocked 0.88 0.81 0.87 0.87 0.81 0.87 0.87 0.88 vC, conflicting volume 993 1200 1728 2200 600 1607 2203 496 vC1, stage 1 conf vol 1197 1197 1003 1003 vC2, stage 2 cont vol 532 1003 604 1200 vCu, unblocked vol 728 772 926 1470 29 786 1474 166 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 97 100 99 95 100 97 cM capacity (veh/h) 776 683 284 265 845 323 262 756 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 0 796 404 5 662 331 15 40 Volume Left 0 0 0 5 0 0 7 15 Volume Right 0 0 6 0 0 0 7 25 cSH 1700 1700 1700 683 1700 1700 425 505 Volume to Capacity 0.00 0.47 0.24 0.01 0.39 0.19 0.03 0.08 Queue Length 95th (ft) 0 0 0 1 0 0 3 6 Control Delay (s) 0.0 0.0 0.0 10.3 0.0 0.0 13.8 12.7 Lane LOS B B B Approach Delay (s) 0.0 0.1 13.8 12.7 Approach LOS B B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 4 SYNCHRO REPORTS 2014 WITHOUT -PROJECT CONDITIONS Edmonds Walgreens 2014 Without Project 2: Edmonds Wy & West Dwy HCM Unsignalized Intersection Capacity Analysis 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 2 --,, ~ Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt 0 F ' Volume (veh/h) 0 940 954 48 . 0 26 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.93 0.93 Hourly flow rate (vph) 0 1221 984 49 0 28 Pedestrians 2 Lane Width (ft) 10.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 262 pX, platoon unblocked 0.77 vC, conflicting volume 1035 1621 518 vC1, stage 1 conf vol 1010 vC2, stage 2 conf vol 610 vCu, unblocked vol 1035 1207 518 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 672 299 507 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 610 610 656 377 28 Volume Left 0 0 0 0 0 Volume Right 0 0 0 49 28 cSH 1700 1700 1700 1700 507 Volume to Capacity 0.36 0.36 0.39 0.22 0.06 Queue Length 95th (ft) 0 0 0 0 4 Control Delay (s) 0.0 0.0 0.0 0.0 12.5 Lane LOS B Approach Delay (s) 0.0 0.0 12.5 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 37.9% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 2 Edmonds Walgreens 2014 Without Project 3: Edmonds Wy & Center Dwy HCM Unsignalized Intersection Capacity Analysis 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt t1, Y Volume (veh/h) 10 930 989 20 25 13 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.81 0.81 Hourly flow rate (vph) 13 1208 1020 21 31 16 Pedestrians 1 Lane Width (ft) 10.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 1298 pX, platoon unblocked 0.92 0.83 0.92 vC, conflicting volume 1041 1661 521 vC1, stage 1 conf vol 1031 vC2, stage 2 conf vol 630 vCu, unblocked vol 862 922 295 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 98 91 98 cM capacity (veh/h) 716 338 648 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 13 604 604 680 360 47 Volume Left 13 0 0 0 0 31 Volume Right 0 0 0 0 21 16 cSH 716 1700 1700 1700 1700 404 Volume to Capacity 0.02 0.36 0.36 0.40 0.21 0.12 Queue Length 95th (ft) 1 0 0 0 0 10 Control Delay (s) 10.1 0.0 0.0 0.0 0.0 15.1 Lane LOS B C Approach Delay (s) 0.1 0.0 15.1 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 3 Edmonds Walgreens 2014 Without Project 4: Dwy/East Dwy & Edmonds Wy HCM Unsignalized Intersection Capacity Analysis --* --I, -,* 'r *-- 4 4\ t /0- ,► l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* 0 + + Volume (veh/h) 0 950 5 5 987 0 5 0 5 10 0 17 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.97 0.97 0.97 0.68 0.68 0.68 0.68 0.68 0.68 Hourly flow rate (vph) 0 1234 6 5 1018 0 7 0 7 15 0 25 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 758 1068 pX, platoon unblocked 0.88 0.80 0.86 0.86 0.80 0.86 0.86 0.88 vC, conflicting volume 1018 1240 1781 2265 620 1652 2268 509 vC1, stage 1 conf vol 1237 1237 1028 1028 vC2, stage 2 conf vol 544 1028 624 1240 vCu, unblocked vol 738 790 931 1495 11 781 1499 157 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 97 100 99 95 100 97 cM capacity (veh/h) 763 663 273 257 855 316 254 759 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 0 823 418 5 678 339 15 40 Volume Left 0 0 0 5 0 0 7 15 Volume Right 0 0 6 0 0 0 7 25 cSH 1700 1700 1700 663 1700 1700 414 500 Volume to Capacity 0.00 0.48 0.25 0.01 0.40 0.20 0.04 0.08 Queue Length 95th (ft) 0 0 0 1 0 0 3 6 Control Delay (s) 0.0 0.0 0.0 10.5 0.0 0.0 14.0 12.8 Lane LOS B B B Approach Delay (s) 0.0 0.1 14.0 12.8 Approach LOS B B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 4 Edmonds Walgreens 2014 Without Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r 4 r 1� Volume (vph) 15 35 5 130 55 105 5 480 140 50 290 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 65 0 235 0 0 200 120 0 Storage Lanes 0 1 0 1 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.850 0.850 0.850 0.993 At Protected 0.985 0.966 0.950 Satd. Flow (prot) 0 1668 1439 0 1636 1439 0 1693 1439 1608 1679 0 At Permitted 0.985 0.966 0.997 0.302 Satd. Flow (perm) 0 1668 1439 0 1636 1439 0 1688 1439 511 1679 0 Right Tum on Red No Yes No No Satd. Flow (RTOR) 115 Link Speed (mph) 25 30 30 30 Link Distance (ft) 663 721 3020 811 Travel Time (s) 18.1 16.4 68.6 18.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 38 5 143 60 115 5 527 154 55 319 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 5 0 203 115 0 532 154 55 335 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tum Type Split NA Prot Split NA Prot Perm NA Perm Perm NA Protected Phases 4 4 4 8 8 8 2 6 Permitted Phases 2 2 6 Detector Phase 4 4 4 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 5 Edmonds Walgreens 2014 Without Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings _,* __,, -,;� 'r *-- t .6\ t �► l Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 25.0 25.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 28.0% 28.0% 44.0% 44.0% 44.0% 44.0% 44.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 28.0 28.0 28.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.6 10.6 14.5 14.5 26.8 26.8 26.8 26.8 Actuated g/C Ratio 0.19 0.19 0.27 0.27 0.49 0.49 0.49 0.49 v/c Ratio 0.17 0.02 0.47 0.25 0.64 0.22 0.22 0.41 Control Delay 24.8 23.8 23.5 6.4 17.6 11.9 14.4 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 23.8 23.5 6.4 17.6 11.9 14.4 13.2 LOS C C C A B B B B Approach Delay 24.7 17.3 16.3 13.4 Approach LOS C B B B Queue Length 50th (ft) 18 2 64 0 148 33 12 80 Queue Length 95th (ft) 49 11 132 35 293 77 40 163 Internal Link Dist (ft) 583 641 2940 731 Turn Bay Length (ft) 200 120 Base Capacity (vph) 594 513 583 587 1003 855 304 997 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.01 0.35 0.20 0.53 0.18 0.18 0.34 Intersection Summa Area Type: CBD Cycle Length: 75 Actuated Cycle Length: 54.6 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW 1112 4m4 �08 33*§*`!`? -Ari, •' 06 r,.7,Y JAB Page 6 Edmonds Walgreens 2014 Without Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings --. 4,\ t �► 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T +T* +'* Vi +T* Volume (vph) 60 635 170 150 615 215 220 445 130 175 255 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.968 0.961 0.966 0.975 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3426 0 1787 3423 0 1787 3453 0 1787 3473 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1769 3426 0 1787 3423 0 1777 3453 0 1787 3473 0 Right Tum on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 30 Link Distance (ft) 801 262 706 259 Travel Time (s) 15.6 5.1 16.0 5.9 Confl. Peds. (#/hr) 1 1 6 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 68 722 193 170 699 244, 250 506 148 199 290 57 Shared Lane Traffic (%) Lane Group Flow (vph) 68 915 0 170 943 0 250 654 0 199 347 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 32.5 21.0 32.5 20.0 25.5 9.0 25.5 Total Split (s) 12.0 33.0 21.0 42.0 20.0 29.0 17.0 26.0 Total Split (%) 12.0% 33.0% 21.0% 42.0% 20.0% 29.0% 17.0% 26.0% 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 7 Edmonds Walgreens 2014 Without Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 8.0 27.5 17.0 36.5 16.0 23.5 13.0 20.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.5 1.0 1.5 1.0 1.5 1.0 1.5 Lost Time Adjust (s) -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Walk Time (s) 7.0 7.0 5.0 5.0 Flash Dont Walk (s) 20.0 20.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.5 29.1 14.6 37.6 16.3 23.7 13.5 21.0 Actuated g/C Ratio 0.09 0.31 0.16 0.40 0.18 0.25 0.15 0.23 v/c Ratio 0.42 0.85 0.61 0.68 0.80 0.74 0.77 0.44 Control Delay 51.0 40.3 47.2 27.2 58.4 38.3 60.5 33.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 40.3 47.2 27.2 58.4 38.3 60.5 33.8 LOS D D D C E D E C Approach Delay 41.0 30.2 43.9 43.5 Approach LOS D C D D Queue Length 50th (ft) 41 280 99 261 150 192 120 96 Queue Length 95th (ft) 84 #388 163 324 #274 257 #229 140 Internal Link Dist (ft) 721 182 626 179 Turn Bay Length (ft) Base Capacity (vph) 173 1117 349 1450 330 975 272 868 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.82 0.49 0.65 0.76 0.67 0.73 0.40 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 93 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 38.8 Intersection LOS: D Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: 100th Ave W & Edmonds W 01 01 I o2 03 o4 17' 't 21"s'- 33is � o5 1 o6 1 o7 F o8 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 8 Edmonds Walgreens 2014 Without Project 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings � -a. � 'r ~ 4% t � � l 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ 0 *T* Vi 1( Volume (vph) 125 810 5 5 900 75 5 5 5 40 5 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 10 10 10 12 12 12 Storage Length (ft) 250 0 250 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.999 0.988 0.955 0.857 Flt Protected 0.950 0.950 0.984 0.950 Satd. Flow (prot) 1770 3536 0 1787 3531 0 0 1666 0 1787 1590 0 Flt Permitted 0.180 0.248 0.934 0.746 Satd. Flow (perm) 335 3536 0 467 3531 0 0 1581 0 1403 1590 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 26 6 114 Link Speed (mph) 35 35 15 15 Link Distance (ft) 1068 446 262 685 Travel Time (s) 20.8 8.7 11.9 31.1 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1 % 0% 0% 0% 1 % 1% 1 % Adj. Flow (vph) 142 920 6 6 1023 85 6 6 6 45 6 125 Shared Lane Traffic (%) Lane Group Flow (vph) 142 926 0 6 1108 0 0 18 0 45 131 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.09 1.09 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 9 Edmonds Walgreens 2014 Without Project 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 40.0 20.0 20.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 25.9 25.9 25.9 25.9 16.5 16.5 16.5 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.33 0.33 0.33 v/c Ratio 0.83 0.51 0.03 0.61 0.03 0.10 0.22 Control Delay 50.1 8.7 5.4 9.5 13.6 16.4 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.1 8.7 5.4 9.5 13.6 16.4 6.6 LOS D A A A B B A Approach Delay 14.2 9.5 13.6 9.1 Approach LOS B A B A Queue Length 50th (ft) 31 82 1 103 2 9 4 Queue Length 95th (ft) #123 112 5 140 16 33 37 Internal Link Dist (ft) 988 366 182 605 Tum Bay Length (ft) 250 250 Base Capacity (vph) 246 2591 342 2594 519 457 595 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.36 0.02 0.43 0.03 0.10 0.22 Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 50.7 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 51.9% ICU Level of Service A 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 10 Edmonds Walgreens 2014 Without Project 30: Driveway/95th PI. & Edmonds Wy Lanes, volumes, Timings Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 30: Driveway/95th PI . & Edmonds WY 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 11 It 02 i o4 '- ♦p o6 o8 _ 4 a. 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 11 Edmonds Walgreens 2014 Without Project 1: 100th Ave W & 100th AV Dwy HCM Unsignalized Intersection Capacity Analysis 1/24/2012 5:00 pm Synchro 7 - Report JAB Pagel --* --I. --* Ir ~ 4--- 4\ t /D. �► l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 1� +T, I +T+ Volume (veh/h) 39 3 52 44 1 71 62 600 58 40 384 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 0.98 0.98 0.98 Hourly flow rate (vph) 42 3 57 48 1 77 70 674 65 41 392 14 Pedestrians 3 1 2 1 Lane Width (ft) 10.0 10.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream,signal (ft) 259 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1039 1363 208 1185 1338 372 409 740 vC1, stage 1 conf vol 484 484 847 847 vC2, stage 2 conf vol 555 880 338 491 vCu, unblocked vol 714 1092 208 884 1062 0 409 366 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 90 .99 93 87 100 92 94 96 cM capacity (veh/h) 430 338 801 359 350 934 1151 1026 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 102 48 78 70 449 290 41 261 145 Volume Left 42 48 0 70 0 0 41 0 0 Volume Right 57 0 77 0 0 65 0 0 14 cSH 571 359 913 1151 1700 1700 1026 1700 1700 Volume to Capacity 0.18 0.13 0.09 0.06 0.26 0.17 0.04 0.15 0.09 Queue Length 95th (ft) 16 11 7 5 0 0 3 0 0 Control Delay (s) 12.7 16.6 9.3 8.3 0.0 0.0 8.7 0.0 0.0 Lane LOS B C A A A Approach Delay (s) 12.7 12.1 0.7 0.8 Approach LOS B B Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Pagel SYNCHRO REPORTS 2019 WITHOUT -PROJECT CONDITIONS Edmonds Walgreens 2019 Without Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings _-* -► 'i j- *- '1_ 4\ I /10- '*' � 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r 4 r I 1* Volume (vph) 15 35 5 135 60 115 5 510 150 55 310 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 65 0 235 0 0 200 120 0 Storage Lanes 0 1 0 1 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.850 0.850 0.850 0.993 Flt Protected 0.985 0.967 0.950 Satd. Flow (prot) 0 1668 1439 0 1637 1439 0 1693 1439 1608 1680 0 Flt Permitted 0.985 0.967 0.997 0.274 Satd. Flow (perm) 0 1668 1439 0 1637 1439 0 1688 1439 464 1680 0 Right Tum on Red No Yes No No Satd. Flow (RTOR) 126 Link Speed (mph) 25 30 30 30 Link Distance (ft) 663 721 3020 811 Travel Time (s) 18.1 16.4 68.6 18.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 38 5 148 66 126 5 560 165 60 341 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 5 0 214 126 0 565 165 60 357 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Prot Split NA Prot Perm NA Perm Perm NA Protected Phases 4 4 4 8 8 8 2 6 Permitted Phases 2 2 6 Detector Phase 4 4 4 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 5 Edmonds Walgreens 2019 Without Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings --* -► -'V f, '- *-- . t IV. l 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 25.0 25.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 28.0% 28.0% 44.0% 44.0% 44.0% 44.0% 44.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 28.0 28.0 28.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.6 10.6 14.8 14.8 27.3 27.3 27.3 27.3 Actuated g/C Ratio 0.19 0.19 0.27 0.27 0.49 0.49 0.49 0.49 vlc Ratio 0.17 0.02 0.49 0.26 0.68 0.23 0.26 0.43 Control Delay 25.2 24.0 24.2 6.3 19.1 12.0 15.7 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.2 24.0 24.2 6.3 19.1 12.0 15.7 13.6 LOS C C C A B B B B Approach Delay 25.1 17.6 17.5 13.9 Approach LOS C B B B Queue Length 50th (ft) 19 2 73 0 165 36 13 88 Queue Length 95th (ft) 49 11 139 36 #359 82 45 175 Internal Link Dist (ft) 583 641 2940 731 Tum Bay Length (ft) 200 120 Base Capacity (vph) 586 505 575 587 988 842 272 983 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.09 0.01 0.37 0.21 0.57 0.20 0.22 0.36 Intersection Summa Area Type: CBD Cycle Length: 75 Actuated Cycle Length: 55.4 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 75.9% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 17: 100th Ave Wl9th Ave S & Elm Wy1220th St SW tw o2 14o4 • 08 21 s 1 06 Edmonds Walgreens 2019 Without Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I +1a +1 +T I +T► Volume (vph) 65 675 180 160 655 230 235 .470 140 185 270 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.968 0.961 0.966 0.977 At Protected 0,950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3426 0 1787 3423 0 1787 3453 0 1787 3481 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1769 3426 0 1787 3423 0 1777 3453 0 1787 3481 0 Right Tum on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 30 Link Distance (ft) 801 262 706 259 Travel Time (s) 15.6 5.1 16.0 5.9 Confl. Peds. (#/hr) 1 1 6 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 74 767 205 182 744 261 267 534 159 210 307 57 Shared Lane Traffic (%) Lane Group Flow (vph) 74 972 0 182 1005 0 267 693 0 210 364 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 . Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 32.5 21.0 32.5 20.0 25.5 9.0 25.5 Total Split (s) 12.0 33.0 21.0 42.0 20.0 29.0 17.0 26.0 Total Split (%) 12.0% 33.0% 21.0% 42.0% 20.0% 29.0% 17.0% 26.0% 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 7 Edmonds Walgreens 2019 Without Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 95.2 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 41.8 Intersection LOS: D Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: 100th Ave W & Edmonds Wy 01 -' -b- -'V 'r ~ 4- 4\ t e. \P. l ./ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 8.0 27.5 17.0 36.5 16.0 23.5 13.0 20.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.5 1.0 1.5 1.0 1.5 1.0 1.5 Lost Time Adjust (s) -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Walk Time (s) 7.0 7.0 5.0 5.0 Flash Dont Walk (s) 20.0 20.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.5 29.9 15.1 38.7 16.6 24.5 13.7 21.6 Actuated g/C Ratio 0.09 0.31 0.16 0.41 0.17 0.26 0.14 0.23 v/c Ratio 0.47 0.90 0.64 0.72 0.86 0.78 0.82 0.46 Control Delay 53.1 45.2 49.1 28.6 65.5 40.3 66.1 34.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.1 45.2 49.1 28.6 65.5 40.3 66.1 34.4 LOS D D D C E D E C Approach Delay 45.7 31.8 47.3 46.0 Approach LOS D C D D Queue Length 50th (ft) 45 308 107 285 164 210 130 103 Queue Length 95th (ft) 90 #430 173 353 #300 275 #248 146 Internal Link Dist (ft) 721 182 626 179 Turn Bay Length (ft) Base Capacity (vph) 168 1086 340 1433 321 947 264 845 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.90 0.54 0.70 0.83 0.73 0.80 0.43 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 95.2 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 41.8 Intersection LOS: D Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: 100th Ave W & Edmonds Wy 01 I o2 03 -► o4 17s 1 529 33 s o5 o6 il 07 08 - 1 126s _ 2' 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 8 Edmonds Walgreens 2019 Without Project 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings 1 --p- -'V 'r 4- *-- 4� t 10� 4 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V1 +I, tib +T+ I 1► Volume (vph) 135 860 5 5 955 80 5 5 5 40 5 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 10 10 10 12 12 12 Storage Length (ft) 250 0 250 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.999 0.988 0.955 0.857 Flt Protected 0.950 0.950 0.984 0.950 Satd. Flow (prot) 1770 3536 0 1787 3531 0 0 1666 0 1787 1590 0 Flt Permitted 0.168 0.233 0.932 0.746 Satd. Flow (perm) 313 3536 0 438 3531 0 0 1577 0 1403 1590 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 26 6 99 Link Speed (mph) 35 35 15 15 Link Distance (ft) 1068 446 262 685 Travel Time (s) 20.8 8.7 11.9 31.1 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1% 0% 0% 0% 1% 1 % 1 % Adj. Flow (vph) 153 977 6 6 1085 91 6 6 6 45 6 131 Shared Lane Traffic (%) Lane Group Flow (vph) 153 983 0 6 1176 0 0 18 0 45 137 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.09 1.09 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100. Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 9 Edmonds Walgreens 2019 Without Project 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings --* --I. %-V fe *-- t 4� t �► 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector. Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 40.0 20.0 20.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 29.1 29.1 29.1 29.1 16.4 16.4 16.4 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.30 0.30 0.30 v/c Ratio 0.90 0.51 0.03 0.61 0.04 0.10 0.25. Control Delay 64.9 8.4 5.2 9.3 14.1 17.3 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.9 8.4 5.2 9.3 14.1 17.3 8.4 LOS E A A A B B A Approach Delay 16.0 9.3 14.1 10.6 Approach LOS B A B B Queue Length 50th (ft) 38 89 1 112 3 12 10 Queue Length 95th (ft) #140 122 4 152 16 33 45 Internal Link Dist (ft) 988 '366 182 605 Turn Bay Length (ft) 250 250 Base Capacity (vph) 215 2432 301 2436 486 429 555 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.40 0.02 0.48 0.04 0.10 0.25 Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 53.8 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 12.4 Intersection LOS: B Intersection Capacity Utilization 54.4% ICU Level of Service A 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 10 Edmonds Walgreens 2019 Without Project 30: Drivewav/95th PI . & Edmonds Wv Lanes, volumes, Timings Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Splits and Phases: 30: Driveway/95th PI . & Edmonds Wy *t o2 ► o4 20:s:.:.:x aA a;. � � 40 s - � � � � 7777. l 06 m8 �.�.�.- 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 11 Edmonds Walgreens 2019 Without Project 1: 100th Ave W & 100th AV Dwy HCM Unsignalized Intersection Capacity Analysis Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 1� I t1, tj, Volume (veh/h) 39 3 52 44 1 71 62 645 58 40 409 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 0.98 0.98 0.98 Hourly flow rate (vph) 42 3 57 48 1 77 70 725 65 41 417 14 Pedestrians 3 1 2 1 Lane Width (ft) 10.0 10.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Right tum flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 259 pX, platoon unblocked 0.84 0.84 0.84 0.84 0.84 0.84 vC, conflicting volume 1090 1439 221 1248 1414 397 435 791 vC1, stage 1 conf vol 509 509 898 898 vC2, stage 2 conf vol 580 930 350 516 vCu, unblocked vol 737 1151 221 925 1121 0 435 383 tC, single (s) 7.5 6.5 6.9 7.5 6.5 .6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 90 99 93 86 100 92 94 96 cM capacity (veh/h) 418 323 786 344 335 919 1126 995 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 102 48 78 70 483 307 41 278 153 Volume Left 42 48 0 70 0 0 41 0 0 Volume Right 57 0 77 0 0 65 0 0 14 cSH 557 344 898 1126 1700 1700 995 1700 1700 Volume to Capacity 0.18 0.14 0.09 0.06 0.28 0.18 0.04 0.16 0.09 Queue Length 95th (ft) 17 12 7 5 0 0 3 0 0 Control Delay (s) 12.9 17.2 9.4 8.4 0.0 0.0 8.8 0.0 0.0 Lane LOS B C A A A Approach Delay (s) 12.9 12.3 0.7 0.8 Approach LOS B B Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 1 Edmonds Walgreens 2019 Without Project 2: Edmonds Wy & West Dwy HCM Unsignalized Intersection Capacity Analysis 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt 0 r Volume (veh/h) 0 1000 1019 48 0 26 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.93 0.93 Hourly flow rate (vph) 0 1299 1051 49 0 28 Pedestrians 2 Lane Width (ft) 10.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 262 pX, platoon unblocked 0.75 vC, conflicting volume 1102 1727 552 vC1, stage 1 cont vol 1077 vC2, stage 2 conf vol 649 vCu, unblocked vol 1102 1296 552 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 634 276 482 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 649 649 700 400 28 Volume Left 0 0 0 0 0 Volume Right 0 0 0 49 28 cSH 1700 1700 1700 1700 482 Volume to Capacity 0.38 0.38 0.41 0.24 0.06 Queue Length 95th (ft) 0 0 0 0 5 Control Delay (s) 0.0 0.0 0.0 0.0 12.9 Lane LOS B Approach Delay (s) 0.0 0.0 12.9 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 2 Edmonds Walgreens 2019 Without Project 3: Edmonds Wy & Center Dwy HCM Unsignalized Intersection Capacity Analysis � � ~ � \*� 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations EB 1 ++ +T+ Y WB 2 Volume (veh/h) 10 990 1054 20 25 13 Sign Control 47 Free Free Stop 0 Grade 0 0% 0% 0% 0 Peak Hour Factor 0.77 0.77 0.97 0.97 0.81 0.81 Hourly flow rate (vph) 13 1286 1087 21 31 16 Pedestrians 0.38 0.38 0.43 1 0.12 Lane Width (ft) 1 0 0 10.0 0 Walking Speed (f /s) Control Delay (s) 10.3 0.0 4.0 0.0 Percent Blockage 15.4 Lane LOS B 0 Right tum flare (veh) C Approach Delay (s) 0.1 Median type 0.0 TWLTL TWLTL Approach LOS Median storage veh) 2 2 C Intersection Summary Upstream signal (ft) 528 1298 pX, platoon unblocked 0.89 0.3 0.82 0.89 vC, conflicting volume 1108 1767 555 vC1, stage 1 conf vol Analysis Period (min) 1098 vC2, stage 2 conf vol 669 vCu, unblocked vol 876 886 254 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 98 91 98 cM capacity (veh/h) 688 325 669 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 13 643 643 724 383 47 Volume Left 13 0 0 0 0 31 Volume Right 0 0 0 0 21 16 cSH 688 1700 1700 1700 1700 394 Volume to Capacity 0.02 0.38 0.38 0.43 0.23 0.12 Queue Length 95th (ft) 1 0 0 0 0 10 Control Delay (s) 10.3 0.0 0.0 0.0 0.0 15.4 Lane LOS B C Approach Delay (s) 0.1 0.0 15.4 Approach LOS C Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 3 Edmonds Walgreens 2019 Without Project 4: Dwy/East Dwy & Edmonds Wy HCM Unsignalized Intersection Capacity Analysis 'A --b". --v 'r ~ t 4\ t �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 fl� 4 44� Volume (veh/h) 0 1010 5 5 1052 0 5 0 5 10 0 17 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.97 0.97 0.97 0.68 0.68 0.68 0.68 0.68 0.68 Hourly flow rate (vph) 0 1312 6 5 1085 0 7 0 7 15 0 25 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 758 1068 pX, platoon unblocked 0.86 0.77 0.85 0.85 0.77 0.85 0.85 0.86 vC, conflicting volume 1085 1318 1893 2410 659 1758 2413 542 vC1, stage 1 conf vol 1315 1315 1095 1095 vC2, stage 2 conf vol 578 1095 663 1318 vCu, unblocked vol 763 825 924 1536 0 765 1540 129 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 97 100 99 95 100 97 cM capacity (veh/h) 730 624 254 242 844 299 239 773 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 0 874 444 5 723 362 15 40 Volume Left 0 0 0 5 0 0 7 15 Volume Right 0 0 6 0 0 0 7 25 cSH 1700 1700 1700 624 1700 1700 391 487 Volume to Capacity 0.00 0.51 0.26 0.01 0.43 0.21 0.04 0.08 Queue Length 95th (ft) 0 0 0 1 0 0 3 7 Control Delay (s) 0.0 0.0 0.0 10.8 0.0 0.0 14.6 13.0 Lane LOS B B B Approach Delay (s) 0.0 0.1 14.6 13.0 Approach LOS B B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 4 SYNCHRO REPORTS 2014 WI TH' PROJECT CONDITIONS Edmonds Walgreens 2014 With Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r *T r 4 r I 1� Volume (vph) 15 35 6 132 55 105 5 481 140 50 292 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 65 0 235 0 0 200 120 0 Storage Lanes 0 1 0 1 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.850 0.850 0.850 0.993 Flt Protected 0.985 0.966 0.950 Satd. Flow (prot) 0 1668 1439 0 1636 1439 0 1693 1439 1608 1679 0 Flt Permitted 0.985 0.966 0.997 0.299 Satd. Flow (perm) 0 1668 1439 0 1636 1439 0 1688 1439 506 1679 0 Right Tum on Red No Yes No No Satd. Flow (RTOR) 115 Link Speed (mph) 25 30 30 30 Link Distance (ft) 663 721 3020 811 Travel Time (s) 18.1 16.4 68.6 18.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 38 7 145 60 115 5 529 154 55 321 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 7 0 205 115 0 534 154 55 337 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Prot Split NA Prot Perm NA Perm Perm NA Protected Phases 4 4 4 8 8 8 2 6 Permitted Phases 2 2 6 Detector Phase 4 4 4 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 5 Edmonds Walgreens 2014 With Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 25.0 25.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 28.0% 28.0% 44.0% 44.0% 44.0% 44.0% 44.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 28.0 28.0 28.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.6 10.6 14.5 14.5 26.9 26.9 26.9 26.9 Actuated g/C Ratio 0.19 0.19 0.27 0.27 0.49 0.49 0.49 0.49 v/c Ratio - 0.17 0.03 0.47 0.25 0.64 0.22 0.22 0.41 Control Delay 24.8 23.8 23.6 6.4 17.8 11.9 14.5. 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 23.8 23.6 6.4 17.8 11.9 14.5 13.3 LOS C C C A B B B B Approach Delay 24.7 17.4 16.4 13.5 Approach LOS C B B B Queue Length 50th (ft) 18 2 65 0 149 33 12 81 Queue Length 95th (ft) 49 12 134 35 295 77 40 164 Internal Link Dist (ft) 583 641 2940 731 Turn Bay Length (ft) 200 120 Base Capacity (vph) 594 512 582 586 1001 854 300 996 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.01 0.35 0.20 0.53 0.18 0.18 0.34 Intersection Summa Area Type: CBD Cycle Length: 75 Actuated Cycle Length: 54.7 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 16.2 Intersection LOS: B Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 17: 100th Ave Wl9th Ave S & Elm Wy1220th St SW t 2 4o4 m8 21s. 21s l - 06 s _77 JAB Page 6 Edmonds Walgreens 2014 With Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings -. � f -+- � 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T@� ti +T +T+ Volume (vph) 61 638 170 151 615 215 220 447 133 175 255 50 Ideal Flow (vphpl) 1900 1900. 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.968 0.961 0.966 0.975 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3426 0 1787 3423 0 1787 3453 0 1787 3473 0 At Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1769 3426 0 1787 3423 0 1777 3453 0 1787 3473 0 Right Tum on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 30 Link Distance (ft) 801 262 706 259 Travel Time (s) 15.6 5.1 16.0 5.9 Confl. Peds. (#/hr) 1 1 6 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 69 725 193 172 699 244 250 508 151 199 290 57 Shared Lane Traffic (%) Lane Group Flow (vph) 69 918 0 172 943 0 250 659 0 199 347 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0, 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 32.5 21.0 32.5 20.0 25.5 9.0 25.5 Total Split (s) 12.0 33.0 21.0 42.0 20.0 29.0 17.0 26.0 Total Split (%) 12.0% 33.0% 21.0% 42.0% 20.0% 29.0% 17.0% ' 26.0% 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 7 Edmonds Walgreens 2014 With Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 8.0 27.5 17.0 36.5 16.0 23.5 13.0 20.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.5 1.0 1.5 1.0 1.5 1.0 1.5 Lost Time Adjust (s) -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Walk Time (s) 7.0 7.0 5.0 5.0 Flash Dont Walk (s) 20.0 20.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.4 29.1 14.7 37.7 16.3 23.8 13.5 21.0 Actuated g/C Ratio 0.09 0.31 0.16 0.40 0.17 0.26 0.14 0.23 v/c Ratio 0.43 0.86 0.61 0.68 0.80 0.75 0.77 0.44 Control Delay 51.3 40.6 47.4 27.2 58.7 38.5 60.7 33.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.3 40.6 47.4 27.2 58.7 38.5 60.7 33.8 LOS D D D C E D E C Approach Delay 41.4 30.3 44.1 43.6 Approach LOS D C D D Queue Length 50th (ft) 41 282 101 261 151 195 121 96 Queue Length 95th (ft) 85 #391 164 324 #274 260 #229 140 Internal Link Dist (ft) 721 182 626 179 Turn Bay Length (ft) Base Capacity (vph) 172 1114 349 1447 329 973 271 866 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.82 0.49 0.65 0.76 0.68 0.73 0.40 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 93.2 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 38.9 Intersection LOS: D Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: 100th Ave W & Edmonds Wy 01 I o2 o3 o4 17,3 29 s 1 21 s I 133s o5 06 .'* 07 08. 4 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 8 Edmonds Walgreens 2014 With Project 30: Driveway/95th PI . & Edmonds Wy Lanes, Volumes, Timings t ---t r '- A." 4\ t �► 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T+ Vi ti� 4 1 T Volume (vph) 126 811 5 5 910 75 5 5 5 40 5 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 10 10 10 12 12 12 Storage Length (ft) 250 0 250 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.999 0.989 0.955 0.857 At Protected 0,950 0.950 0.984 0.950 Satd. Flow (prot) 1770 3536 0 1787 3535 0 0 1666 0 1787 1590 0 Flt Permitted 0.178 0.248 0.933 0.746 Satd. Flow (perm) 332 3536 0 467 3535 0 0 1579 0 1403 1590 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 25 6 112 Link Speed (mph) 35 35 15 15 Link Distance (ft) 1068 446 262 685 Travel Time (s) 20.8 8.7 11.9 31.1 Confl. Peds, (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1 % 0% 0% 0% 1 % 1 % 1 % Adj. Flow (vph) 143 922 6 6 1034 85 6 6 6 45 6 132 Shared Lane Traffic (%) Lane Group Flow (vph) 143 928 0 6 1119 0 0 18 0 45 138 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.09 1.09 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 . 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 9 Edmonds Walgreens 2014 With Project 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 50.9 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 52.5% ICU Level of Service A 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 10 --* --I, -'V %*-- *-- t 4\ t /". " l W Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 40.0 20.0 20.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 26.2 26.2 26.2 26.2 16.5 16.5 16.5 Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.32 0.32 0.32 v/c Ratio 0.84 0.51 0.03 0.61 0.03 0.10 0.23 Control Delay 51.8 8.6 5.4 9.6 13.7 16.5 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.8 8.6 5.4 9.6 13.7 16.5 7.2 LOS D A A A B B A Approach Delay 14.4 9.5 13.7 9.5 Approach LOS B A B A Queue Length 50th (ft) 32 82 1 104 3 10 6 Queue Length 95th (ft) #125 113 5 142 16 33 41 Internal Link Dist (ft) 988 366 182 605 Turn Bay Length (ft) 250 250 Base Capacity (vph) 242 2578 340 2583 515 454 591 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.36 0.02 0.43 0.03 0.10 0.23 Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 50.9 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 52.5% ICU Level of Service A 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 10 Edmonds Walgreens 2014 With Project 30: Drivewav/95th PI. & Edmonds Wv Lanes, Volumes, Timings Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. SON and Phases: 30: Drivewav/95th PI . & Edmonds Wv 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 11 o2 o4 [{ :.77740s , o6 ~ 08 �1�y CU-Sa_`q.+. ..r:. ..-. _....:.. .. < ... 4 5.,.,:,_,._ .;.: __ .. .- .... ._.-. _:�r': a `vx•-,. _ 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 11 Edmonds Walgreens 2014 With Project 1: 100th Ave W & 100th Av Dwy HCM Unsignalized Intersection Capacity Analysis Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 ►j 1� ►j +T I ti� Volume (veh/h) 39 3 52 53 1 83 62 589 72 54 375 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 0.98 0.98 0.98 Hourly flow rate (vph) 42 3 57 58 1 90 70 662 81 55 383 14 Pedestrians 3 1 2 1 Lane Width (ft) 10.0 10.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Right tum flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 259 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1065 1386 203 1204 1353 373 400 744 vC1, stage 1 conf vol 503 503 843 843 vC2, stage 2 conf vol 562 883 362 510 `vCu, unblocked vol 740 1115 203 903 1076 0 400 365 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 90 99 93 84 100 90 94 95 cM capacity (veh/h) 409 325 807 353 344 933 1160 1025 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 102 58 91 70 441 301 55 255 142 Volume Left 42 58 0 70 0 0 55 0 0 Volume Right 57 0 90 0 0 81 0 0 14 cSH 556 353 914 1160 1700 1700 1025 1700 1700 Volume to Capacity 0.18 0.16 0.10 0.06 0.26 0.18 0.05 0.15 0.08 Queue Length 95th (ft) 17 14 8 5 0 0 4 0 0 Control Delay (s) 12.9 17.2 9.4 8.3 0.0 0.0 8.7 0.0 0.0 Lane LOS B C A A A Approach Delay (s) 12.9 12.4 0.7 1.1 Approach LOS B B Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Pagel Edmonds Walgreens 2014 With Project 2: Edmonds Wy & West Dwy HCM Unsignalized Intersection Capacity Analysis � � k, \0. 41 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt +11" F Volume (veh/h) 0 946 952 54 0 29 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.93 0.93 Hourly flow rate (vph) 0 1229 981 56 0 31 Pedestrians 2 Lane Width (ft) 10.0 Walking Speed (fUs) 4.0 Percent Blockage 0 Right tum flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 262 pX, platoon unblocked 0.77 vC, conflicting volume 1039 1626 521 vC1, stage 1 conf vol 1011 vC2, stage 2 conf vol 614 vCu, unblocked vol 1039 1211 521 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 670 299 505 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 614 614 654 383 31 Volume Left 0 0 0 0 0 Volume Right 0 0 0 56 31 cSH 1700 1700 1700 1700 505 Volume to Capacity 0.36 0.36 0.38 0.23 0.06 Queue Length 95th (ft) 0 0 0 0 5 Control Delay (s) 0.0 0.0 0.0 0.0 12.6 Lane LOS B Approach Delay (s) 0.0 0.0 12.6 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 1124/2012 5:00 pm Synchro 7 - Report JAB Page 2 Edmonds Walgreens 2014 With Project 3: Edmonds Wy & Center Dwy HCM Unsignalized Intersection Capacity Analysis 112412012 5:00 pm Synchro 7 - Report JAB Page 3 --O� ~ 4-1 \,. I/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations ++ +1 r Volume (vehlh) 24 922 980 40 37 26 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.81 0.81 Hourly flow rate (vph) 31 1197 1010 41 46 32 Pedestrians 1 Lane Width (ft) 10.0 Walking Speed (ftls) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 1298 pX, platoon unblocked 0.92 0.83 0.92 vC, conflicting volume 1053 1693 527 vC1, stage 1 conf vol 1032 vC2, stage 2 conf vol 661 vCu, unblocked vol 882 979 311 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 96 86 95 cM capacity (vehlh) 706 333 635 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 31 599 599 674 378 46 32 Volume Left 31 0 0 0 0 46 0 Volume Right 0 0 0 0 41 0 32 cSH 706 1700 1700 1700 1700 333 635 Volume to Capacity 0.04 0.35 0.35 0.40 0.22 0.14 0.05 Queue Length 95th (ft) 3 0 0 0 0 12 4 Control Delay (s) 10.3 0.0 0.0 0.0 0.0 17.5 11.0 Lane LOS B C B Approach.Delay (s) 0.3 0.0 14.8 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) 15 112412012 5:00 pm Synchro 7 - Report JAB Page 3 Edmonds Walgreens 2014 With Project 4: Dwy/East Dwy & Edmonds Wy HCM Unsignalized Intersection Capacity Analysis -.-,* *-- k,4\ t �'► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 ti� *T* 4P, Volume (veh/h) 7 947 5 5 992 11 5 0 5 15 0 23 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.97 0.97 0.97 0.68 0.68 0.68 0.68 0.68 0.68 Hourly flow rate (vph) 9 1230 6 5 1023 11 7 0 7 22 0 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 758 1068 pX, platoon unblocked 0.87 0.80 0.86 0.86 0.80 0.86 0.86 0.87 vC, conflicting volume 1034 1236 1807 2296 618 1679 2293 517 vC1, stage 1 conf vol 1251 1251 1039 1039 vC2, stage 2 conf vol 555 1044 640 1255 vCu, unblocked vol 746 795 953 1519 22 805 1516 153 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 97 100 99 93 100 96 cM capacity (veh/h) 754 663 261 248 845 313 248 760 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 9 820 416 5 682 352 15 56 Volume Left 9 0 0 5 0 0 7 22 Volume Right 0 0 6 0 0 11 7 34 cSH 754 1700 1700 663 1700 1700 399 486 Volume to Capacity 0.01 0.48 0.24 0.01 0.40 0.21 0.04 0.11 Queue Length 95th (ft) 1 0 0 1 0 0 3 10 Control Delay (s) 9.8 0.0 0.0 10.5 0.0 0.0 14.4 13.4 Lane LOS A B B B Approach Delay (s) 0.1 0.1 14.4 13.4 Approach LOS B B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 37.8% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 4 SYNCHRO REPORTS 2019 WITH -PROJECT CONDITIONS Edmonds Walgreens 2019 With Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings --* --v 'r 4- 4\ t /0- �► 1 �' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r *T r 4 r I T Volume (vph) 15 35 6 137 60 115 5 511 150 55 312 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 65 0 235 0 0 200 120 0 Storage Lanes 0 1 0 1 0 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 Frt 0.850 0.850 0.850 0.993 Flt Protected 0.985 0.966 0.950 Satd. Flow (prot) 0 1668 1439 0 1636 1439 0 1693 1439 1608 1680 0 Flt Permitted 0.985 0.966 0.997 0.272 Satd. Flow (perm) 0 1668 1439 0 1636 1439 0 1688 1439 461 1680 0 Right Tum on Red No Yes No No Satd. Flow (RTOR) 126 Link Speed (mph) 25 30 30 30 Link Distance (ft) 663 721 3020 811 Travel Time (s) 18.1 16.4 68.6 18.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 16 38 7 151 66 126 5 562 165 60 343 16 Shared Lane Traffic (%) Lane Group Flow (vph) 0 54 7 0 217 126 0 567 165 60 359 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tum Type Split NA Prot Split NA Prot Perm NA Perm Perm NA Protected Phases 4 4 4 8 8 8 2 6 Permitted Phases 2 2 6 Detector Phase 4 4 4 8 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 1/24/2012 5:00 pm Synchro 7 - Report SAB Page 5 Edmonds Walgreens 2019 With Project 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW Lanes, Volumes, Timings ---* -0. --t 'r ~ 4- `% I �► Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21,0 21.0 21.0 25.0 25.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 28.0% 28.0% 28.0% 28.0% 28.0% 28.0% 44.0% 44.0% 44.0% 44.0% 44.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 28.0 28.0 28.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0. All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.6 10.6 14.8 14.8 27.3 27.3 27.3 27.3 Actuated g/C Ratio 0.19 0.19 0.27 0.27 0.49 0.49 0.49 0.49 v/c Ratio 0.17 0.03 0.50 0.26 0.68 0.23 0.26 0.43 Control Delay 25.3 24.2 24.3 6.3 19.2 12.1 15.8 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 24.2 24.3 6.3 19.2 12.1 15.8 13.7 LOS C C C A B B B B Approach Delay 25.1 17.7 17.6 14.0 Approach LOS C B B B Queue Length 50th (ft) 19 2 74 0 167 36 13 89 Queue Length 95th (ft) 49 12 141 36 #362 82 45 177 Internal Link Dist (ft) 583 641 2940 731 Tum Bay Length (ft) 200 120 Base Capacity (vph) 584 504 573 586 986 840 269 981 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.01 0.38 0.22 0.58 0.20 0.22 0.37 Intersection Summa Area Type: CBD Cycle Length: 75 Actuated Cycle Length: 55.4 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 17.0 Intersection LOS: B Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 17: 100th Ave W/9th Ave S & Elm Wy/220th St SW 'T o2 4 o4 • o8 33s ,,.. 21is?'!� 21s.. 4° o6 Edmonds Walgreens 2019 With Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings --* -,* f- �*-- `1- 4\ t I' \*� j d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I ?T tip +T I ?T► Volume (vph) 66 678 180 161 655 230 235 472 143 185 270 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.968 0.961 0.965 0.977 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3426 0 1787 3423 0 1787 3449 0 1787 3481 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1769 3426 0 1787 3423 0 1777 3449 0 1787 3481 0 Right Tum on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 30 Link Distance (ft) 801 262 706 259 Travel Time (s) 15.6 5.1 16.0 5.9 Confl. Peds. (#/hr) 1 1 6 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj. Flow (vph) 75 770 205 183 744 261 267 536 162 210 307 57 Shared Lane Traffic (%) Lane Group Flow (vph) 75 975 0 183 1005 0 267 698 0 210 364 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 32.5 21.0 32.5 20.0 25.5 9.0 25.5 Total Split (s) 12.0 33.0 21.0 42.0 20.0 29.0 17.0 26.0 Total Split (%) 12.0% 33.0% 21.0% 42.0% 20.0% 29.0% 17.0% 26.0% 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 7 Edmonds Walgreens 2019 With Project 18: 100th Ave W & Edmonds Wy Lanes, Volumes, Timings Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 95.4 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 41.9 Intersection LOS: D Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: 100th Ave W & Edmonds Wy � 01 I o2 m3 x' 04 17s :,x" 29s .',:...,;.;, ---. _ , 21 s 33s o5 06 * 06 114 07 o8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) . 8.0 27.5 17.0 36.5 16.0 23.5 13.0 20.5 Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.5 1.0 1.5 1.0 1.5 1.0 1.5 Lost Time Adjust (s) -1.0 -2.5, -1.0 -2.5 -1.0 -2.5 -1.0 -2.5 Total Lost Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Walk Time (s) 7.0 7.0 5.0 5.0 Flash Dont Walk (s) 20.0 20.0 15.0 15.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.5 30.0 15.1 38.8 16.6 24.5 13.7 21.7 Actuated g/C Ratio 0.09 0.31 0.16 0.41 0.17 0.26 0.14 0.23 v/c Ratio 0.47 0.91 0.65 0.72 0.86 0.79 0.82 0.46 Control Delay 53.3 45.3 49.4 28.6 65.8 40.6 66.3 34.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.3 45.3 49.4 28.6 65.8 40.6 66.3 34.4 LOS D D D C E D E C Approach Delay 45.9 31.8 47.6 46.1 Approach LOS D C D D Queue Length 50th (ft) 45 310 108 285 164 212 130 103 Queue Length 95th (ft) 90 #432 175 353 #300 277 #248 146 Internal Link Dist (ft) 721 182 626 179 Turn Bay Length (ft) Base Capacity (vph) 168 1084 339 1433 320 945 263 844 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.90 0.54 0.70 0.83 0.74 0.80 0.43 Intersection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 95.4 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 41.9 Intersection LOS: D Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 18: 100th Ave W & Edmonds Wy � 01 I o2 m3 x' 04 17s :,x" 29s .',:...,;.;, ---. _ , 21 s 33s o5 06 * 06 114 07 o8 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 8 Edmonds Walgreens 2019 With Project 30: Driveway/95th P1. & Edmonds Wy Lanes, Volumes, Timings 'A , -'V '< .- *'� 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 0 4 1 T Volume (vph) 136 861 5 5 965 80 5 5 5 40 5 121 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 10 10 10 12 12 12 Storage Length (ft) 250 0 250 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 Frt 0.999 0.989 0.955 0.856 Flt Protected 0.950 0.950 0.984 0.950 Satd. Flow (prot) 1770 3536 0 1787 3535. 0 0 1666 0 1787 1588 0 Flt Permitted 0.166 0.234 0.930 0.746 Satd. Flow (perm) 309 3536 0 440 3535 0 0 1574 0 1403 1588 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 26 6 97 Link Speed (mph) 35 35 15 15 Link Distance (ft) 1068 446 262 685 Travel Time (s) 20.8 8.7 11.9 31.1 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 2% 2% 2% 1 % 1 % 1 % 0% 0% 0% 1 % 1% 1% Adj. Flow (vph) 155 978 6 6 1097 91 6 6 6 45 6 138 Shared Lane Traffic (%) Lane Group Flow (vph) 155 984 0 6 1188 0 0 18 0 45 144 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.09 1.09 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 1/24/2012 5:00 pm Synchro 7-- Report JAB Page 9 Edmonds Walgreens 2019 With Project 30: Driveway/95th PI . & Edmonds Wy Lanes, Volumes, Timings ~ * I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 40.0 20.0 20.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min Max Max Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 29.8 29.8 29.8 29.8 16.4 16.4 16.4 Actuated g/C Ratio 0.55 0.55 0.55 0.55 0.30 0.30 0.30 v/c Ratio 0.92 0.51 0.02 0.61 0.04 0.11 0.26 Control Delay 68.3 8.3 5.2 9.2 14.1 17.4 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.3 8.3 5.2 9.2 14.1 17.4 9.1 LOS E A A A B B A Approach Delay 16.4 9.2 14.1 11.0 Approach LOS B A B B Queue Length 50th (ft) 39 89 1 114 3 12 13 Queue Length 95th (ft) #143 122 4 155 16 33 48 Internal Link Dist (ft) 988 366 182 605 Turn Bay Length (ft) 250 250 Base Capacity (vph) 209 2395 298 2402 478 422 546 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.41 0.02 0.49 0.04 0.11 0.26 Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 54.4 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 12.6 Intersection LOS: B Intersection Capacity Utilization 55.1% ICU Level of Service B 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 10 Edmonds Walgreens 2019 With Project 30: Drivewav/95th PI . & Edmonds Wv Lanes, Volumes, Timings Analysis Period (min)15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Slits and Phases: 30: Drivewav/95th PI . & Edmonds Wv 41 o2 ► o4 20,$_ "..,ww`3."+.«,5u+..a.w.:.-... 40'$ .r, -`i' iy..am...._m�..�rd:� •is_ '..'. .... s I :�d..-_ ` • o6 o8 40 si 112412012 5:00 pm Synchro 7 - Report JAB Page 11 Edmonds Walgreens 2019 With Project 1: 100th Ave W & 100th AV Dwy HCM Unsignalized Intersection Capacity Analysis --* --N. --t. 'r ~ 4% t �► 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 T+ +T I ti► Volume (veh/h) 39 3 52 53 1 83 62 634 72 54 400 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 0.98 0.98 0.98 Hourly flow rate (vph) 42 3 57 58 1 90 70 712 81 55 408 14 Pedestrians 3 1 2 1 Lane Width (ft) 10.0 10.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Right tum flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 259 pX, platoon unblocked 0.84 0.84 0.84 0.84 0.84 0.84 vC, conflicting volume 1116 1462 216 1268 1429 399 425 794 vC1, stage 1 conf vol 529 529 893 893 vC2, stage 2 conf vol 587 934 374 536 vCu, unblocked vol 765 1175 216 945 1136 0 425 383 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 89 99 93 83 100 90 94 94 cM capacity (veh/h) 398 310 792 337 329 918 1135 993 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 102 58 91 70 475 318 55 272 150 Volume Left 42 58 0 70 0 0 55 0 0 Volume Right 57 0 90 0 0 81 0 0 14 cSH 542 337 899 1135 1700 1700 993 1700 1700 Volume to Capacity 0.19 0.17 0.10 0.06 0.28 0.19 0.06 0.16 0.09 Queue Length 95th (ft) 17 15 8 5 0 0 4 0 0 Control Delay (s) 13.2 17.9 9.5 8.4 0.0 0.0 8.8 0.0 0.0 Lane LOS B C A A A Approach Delay (s) 13.2 12.7 0.7 1.0 Approach LOS B B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Pagel f Edmonds Walgreens 2019 With Project 2: Edmonds Wy & West Dwy HCM Unsignalized Intersection Capacity Analysis Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt 0 r Volume (veh/h) 0 1006 1017 54 0 29 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.93 0.93 Hourly flow rate (vph) 0 1306 1048 56 0 31 Pedestrians 2 Lane Width (ft) 10.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 262 pX, platoon unblocked 0.75 vC, conflicting volume 1106 1732 554 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1106 1308 554 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 632 115 480 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 653 653 699 405 31 Volume Left 0 0 0 0 0 Volume Right 0 0 0 56 31 cSH 1700 1700 1700 1700 480 Volume to Capacity 0.38 0.38 0.41 0.24 0.06 Queue Length 95th (ft) 0 0 0 0 5 Control Delay (s) 0.0 0.0 0.0 0.0 13.0 Lane LOS B Approach Delay (s) 0.0 0.0 13.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 2 Edmonds Walgreens 2019 With Project 3: Edmonds Wy & Center Dwy HCM Unsignalized Intersection Capacity Analysis .,,* --a. ~ k, \*. 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations T+ t'a, I r Volume (veh/h) 24 982 1045 40 37 26 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.97 0.97 0.81 0.81 Hourly flow rate (vph) 31 1275 1077 41 46 32 Pedestrians 1 Lane Width (ft) 10.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 528 1298 pX, platoon unblocked 0.89 0.82 0.89 vC, conflicting volume 1120 1799 560 vC1, stage 1 conf vol 1099 vC2, stage 2 conf vol 700 vCu, unblocked vol 897 943 272 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 95 86 95 cM capacity (veh/h) 678 320 654 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 SB 2 Volume Total 31 638 638 718 400 46 32 Volume Left 31 0 0 0 0 46 0 Volume Right 0 0 0 0 41 0 32 cSH 678 1700 1700 1700 1700 320 654 Volume to Capacity 0.05 0.38 0.38 0.42 0.24 0.14 0.05 Queue Length 95th (ft) 4 0 0 0 0 12 4 Control Delay (s) 10.6 0.0 0.0 0.0 0.0 18.1 10.8 Lane LOS B C B Approach Delay (s) 0.3 0.0 15.1 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 3 Edmonds Walgreens 2019 With Project 4: Dwy/East Dwy & Edmonds Wy HCM Unsignalized Intersection Capacity Analysis --* -)v ' z 4\ t `► 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +T* +T 4 4 Volume (veh/h) 7 1007 5 5 1057 11 5 0 5 15 0 23 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.97 0.97 0.97 0.68 0.68 0.68 0.68 0.68 0.68 Hourly flow rate (vph) 9 1308 6 5 1090 11 7 0 7 22 0 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 758 1068 pX, platoon unblocked 0.85 0.78 0.85 0.85 0.78 0.85 0.85 0.85 vC, conflicting volume 1101 1314 1918 2441 657 1785 2438 551 vC1, stage 1 conf vol 1329 1329 1106 1106 vC2, stage 2 conf vol 589 1111 679 1332 vCu, unblocked vol 775 828 950 1565 0 793 1562 130 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 97 100 99 93 100 96 cM capacity (veh/h) 720 625 243 232 847 295 232 770 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 9 872 442 5 726 375 15 56 Volume Left 9 0 0 5 0 0 7 22 Volume Right 0 0 6 0 0 11 7 34 cSH 720 1700 1700 625 1700 1700 378 471 Volume to Capacity 0.01 0.51 0.26 0.01 0.43 0.22 0.04 0.12 Queue Length 95th (ft) 1 0 0 1 0 0 3 10 Control Delay (s) 10.1 0.0 0.0 10.8 0.0 0.0 14.9 13.7 Lane LOS B B B B Approach Delay (s) 0.1 0.1 14.9 13.7 Approach LOS B B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15 1/24/2012 5:00 pm Synchro 7 - Report JAB Page 4 APPENDIX C INTERNAL CIRCULATION ASSESSMENT i B'AYSINGER PARTNERS March 20, 2012 Kernen Lien, Associate Planner City of Edmonds Development Services Department 121 5th Avenue North, 2nd Floor Edmonds, WA 98020 RE: Walgreens, 9801 Edmonds Way, Edmonds, WA Response to Completeness letter, Engineering Letter: Traffic Item SH 09020 Walgreens Edmonds Dear Kernen, This letter is provided in response to Engineering Program Manager Jeanie McConnell's letter of Additional Required Information that was attached to your communication with us on January 20, 2012. In particular the following internal pedestrian and vehicle circulation assessment relates to her request listed under "Traffic", item 1. The site, located at 9801 Edmonds Way, is comprised of two parcels (tax parcel IDs 2703360113200 (Lot 3200) and 27033600113300 (Lot 3300). Lot 3200 houses the existing Robin Hood Lanes Bowling alley and associated supporting site features. Lot 3300 exists as parking and landscaping and is shared with the adjacent PCC Market to the west. There are no existing pedestrian pathways on either parcel; no pathways connect Robin Hood Lanes to the parking of Lot 3300, the adjacent PCC Market parcel or to the Edmonds Way sidewalk. The proposed project will demolish the Robin Hood Lanes building, subdivide Lot 3200 into two parcels and construct an approximately 14,490 square -foot (SF) retail building on the northern parcel and an approximately 3,373 SF bank building on the south parcel. The project will also improve the existing parking on Lot 3300, adding planter islands, natural stormwater features and landscaping, and a portion of a new east -west pedestrian pathway. Pedestrian and vehicular safety was given great consideration throughout the design of the proposed project and the resulting internal layout was guided by several City objectives and requirements. To comply with the City's proposed Five Corners & Westgate Planning Goals, an alley is being provided along the northern edge of the project site (behind Walgreens). This alley is designed to be integrated into a future east -west connector that would be parallel to Edmonds Way, consistent with the Westgate 2 and Westgate, 3 plans and diagrams. The primary goal of the future connector would be to reduce traffic on Edmonds Way by more directly serving locally -generated traffic. Also, the bank building will be located at the 8 -feet minimum setback (per Ordinance 3846, July 15, 2011) to support the proposed pedestrian walkway along Edmonds Way. In addition to compatibility with Westgate area planning goals, the project site design 8aysinger Partners Architecture 1006 SE Grand Ave., Suite 300 Portland, OR 97214 I'' i,, w 503-546-1600 Yo,( ( 503-546-1601 www BoysingerPortners.com 0 . .• is consistent with Urban Design Objectives laid out in the City's Comprehensive Plan that specify multiple requirements for creating a site that is pedestrian- and vehicle - friendly as well as safe. The project's key features to enhance internal circulation and safety for pedestrians and vehicles are summarized as follows: Pedestrian Access and Circulation • The bank building will be located adjacent to the minimum required setback of 8 feet from the Edmonds Way right-of-way, giving pedestrians direct access from Edmonds Way. This is consistent with Urban Design Objectives C.2.b and C.2.d and, as stated previously, also supports the proposed Edmonds Way walkway. • Nearly half of the parking spaces adjacent to the proposed bank building (5 of 11 spaces) will be accessible without crossing the parking field, meeting Urban Design Objectives C.2.b and C.2.d. • A north -south pedestrian pathway will also be provided from the Edmonds Way right-of-way to the retail building main entry (Urban Design Objective C.2.d). This pathway will be direct, raised and separated from the parallel drive aisle by a landscape planter strip (Urban Design Objective C.3.c). Additionally it will have minimal drive aisle crossings (2) which will be striped as crosswalks. The aisles crossed will be 24 feet wide, which is the code - required minimum for a two-way drive aisle. Where this walk crosses the main cross -parcel drive aisle (directly south of the main building entry) a stop sign will be installed on the east side of the walkway to further improve pedestrian safety. • An east -west cross -property, walkway will be constructed from the retail building's east fagade walkway through the adjacent parking parcel (Lot 3300) to the PCC Market parcel. This is consistent with Urban Design Objectives C.2.e and C.3.c which require integration of direct, safe, pedestrian access between adjacent developments. This walkway will be direct with only one turn. It will be raised except at drive aisle crossings. It will have minimal drive aisle crossings (2) which will be striped as crosswalks. The drive aisles crossed are within 6 inches of the code required minimum width for a two-way drive aisle. • Sidewalks will be constructed along the sides of each building that face the parking lot and pedestrian pathways, allowing pedestrians to approach the building entrances separated from the vehicle traffic stream" • All pedestrian pathways will be direct, well lit, have minimal drive aisle crossings, will be striped at all drive aisle crossings, will be raised (except at crossings) and will fully comply with Americans with Disabilities Act (ADA) accessibility standards. These walkways will fully comply with Urban Design Objectives C.1.b, C.2.d, C.2.e, C.3.a, C.3.b, C.3.c and C.6.c. Vehicular Access and Circulation • The loading area for the retail building will be provided at the rear (north side) of the building away from all pedestrian accessible areas. • Stop signs will be placed at each end of the retail building's north fagade to stop trucks and other vehicles before they turn south to exit the site. The west stop sign will ensure that westbound vehicles exiting the loading dock area will yield to pedestrians using the east -west cross -parcel walkway and to vehicles in the intersecting drive aisles. The east stop sign will ensure that eastbound vehicles exiting the loading dock area will yield to northbound vehicles exiting the pharmacy drive-through lanes. The intended truck route will have trucks entering via the east driveway and exiting via the west driveway. • Drive-through activities for both buildings will be congregated toward the eastern portion of the site away from the pedestrian pathways at west and central portions of the site. Additionally, these facilities will be located to the side and rear of buildings as far as possible from the pedestrian activity associated with the building entries and parking lot. • The drive-through lanes for both buildings will be separated from adjacent drive aisles through the installation of a permanent curb, constructed of durable materials. • Ample directional signage will be installed and could include painted drive aisle directional arrows, on -building signage indicating drive-through entries, freestanding direction arrows and entry/exit signage. • All vehicular drive aisles are direct and straight with minimal turns, curves and deviations. • Planter islands within the parking field will be curbed (except at swale locations that require stormwater penetration) as will perimeter parking spaces to prevent. vehicles from accidental interactions with pedestrians, as well as trees, landscaping and Swale ditches. • The internal drive aisle associated with Lot 3200's Edmonds Way vehicular access drive will be widened slightly, but the curb cut widths at the west site driveway will remain the same. This increase will allow for one ingress lane and two egress lanes (right -only and left -only). The'two egress lanes will shorten queues of exiting vehicles, improving circulation and safety on-site as well as at the driveway. In conclusion, the proposed project site has been designed to provide clearly defined paths for both vehicles and pedestrians, and to minimize the potential conflicts between them. Both vehicular and pedestrian safety will be greatly improved over existing site conditions. Pedestrian pathways and vehicle drive aisles will be straight, with minimal deviations, and well lit. Care has been taken to separate pedestrian and vehicular areas to the highest degree possible. At locations where interaction between these modes of transportation would be unavoidable, ample, well-placed and highly visible signage will be used to provide clear directions and reduce vehicular speeds. Sincerely, . BAY R PARTNE ARC ITE URE PC ill�afn R k A Principal APPENDIX D DRIVE-THROUGH WINDOWS QUEUING ANALYSIS WORKSHEETS M/M/s Queueing Model for Pharmacy Drive -Through Data = 13 (average arrival rate) veh/hour µ = 20.0 (average service rate) veh/hour S = 1 (# servers) where: L = average number of vehicles at the pharmacy drive-thru at any one time Lq average number of vehicles in queue W = average wait time at the pharmacy drive-thru (hours) Wq = ave. wait time in queue (hours) p = pharmacy drive-thru utilization Po = probability of 0 vehicles at the pharmacy drive-thru P, = probability of 1 vehicle at the pharmacy, etc. 2 =Average number of vehicles at the pharmacy drive-thru at any one time 6 =Peak (95th -percentile) number of vehicles at the pharmacy drive-thru at any one Results L = 1.857142857 Lq = 1.207142857 W= 0.142857143 Wq = 0.092857143 P = 0.65 Po = 0.35 P, = 0.2275 P2 = 0.147875 P3 = 0.09611875 P4 = 0.062477188 P5 = 0.040610172 P6 = 0.026396612 P7 = 0.017157798 P8 = 0.011152568 P9 = 0.007249169 Pt9 = 0.00471196 P„ = 0.003062774 P12 = 0.001990803 P13 = 0.001294022 P14 = 0.000841114 P15 = 0.000546724 P16 = 0.000355371 P17 = 0.000230991 P18 = 0.000150144 P19 = 9.75937E-05 P20 = 6.34359E-05 P21 = 4.12333E-05 P22 = 2.68017E-05 P23 = 1.74211 E-05 P24 = 1.13237E-05 P25 = 7.36041 E-06 ?rob < x vehicles 35.0% 57.8% 72.5% 82.1% 88.4% 92.5% :95.1W 96.8% 97.9% 98.7% 99.1% 99.4% 99.6% 99.8% 99.8% 99.9% 99.9% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% M/M/s Queueing Model for Drive-in Bank Data = 26 (average arrival rate) veh/hour µ = 24.0 (average service rate) veh/hour S = 3 (# servers) 40% 35% 30% 25% 20% a 2 0 15% - - 10% 5% 0% 0 2 4 6 8 10 12 14 16 18 20 22 24 Number of Customers at Bank Drive -Through where: L = average number of vehicles at the bank drive-thru at any one time Lq=average number of vehicles in queue W = average wait time at the bank drive-thru (hours) Wq = ave. wailt time in queue (hours) p = bank drive-thru utilization Po = probability of 0 vehicles at the bank drive-thru P, = probability of 1 vehicle at the bank drive-thru, etc. 1 =Average number of vehicles at the bank drive-thru at any one time 3 =Peak (95th -percentile) number of vehicles at the bank drive-thru at any one time Results L = 1.145784 Lq = 0.062451 W = 0.044066 Wq = 0.002401 p= 0.361111111 Prob < x vehicles 33.3% Po = 0.333132167 P, = 0.36089318 69.4% P2 = 0.195483806 89.0% P3 = 0.070591374 96.0%. P4 = 0.02549133 98.6% P5 = 0.009205202 99.5% Ps = 0.003324101 99.8% P7 = 0.00120037 99.9% P8 = 0.000433467 100.0% P9 = 0.00015653 100.0% P10 = 5.65246E-05 100.0% P11 = 2.04117E-05 100.0% P12 = 7.37088E-06 100.0% P13 = 2.66171 E-06 100.0% P14 = 9.61172E-07 100.0% P15 = 3.4709E-07 100.0% Pts = 1.25338E-07 100.0% P17 = 4.52609E-08 100.0% P18 = 1.63442E-08 100.0% P19 = 5.90208E-09 100.0% P20 = 2.13131 E-09 100.0% P21 = 7.69639E-10 100.0% P22 = 2.77925E-10 100.0% P23 = 1.00362E-10 100.0% P24 = 3.62418E-11 100.0% P25 = 1.30873E-11 100.0% POPULATION AND PRODUCT PLACEMENT MAY VAJRY FPOM THIS LAYOUT R SUPPLY CAN RUN UP TO 90 CL5 RED MODULES .;AN DEPTH NCHES UNLESS OTHERWISE STATED AP VEE E v PLANNING _ Q CQ eco 'go www.SloonLED.com Phone 805.676,32 Toll—Free 888.747.4LED Fax 805.67 6. Z RK, RESUB OCT 2 4 2013 BUILDING DEEPAR-WENT CA'TY OF DMONDS 4�t mea � Ci *tLt? ??ULATI{S 'ANU PRO -Oster PiApfi1t U& YO T 'sRM LAID WT . &0 mow FOOT. gip` cm coqu�k 14 Z7 1� LE - > n www.S4oa tLED Phcne 67&3200 I > ...... ..... 5 RESUB OCT 21 2013 BUILDING PNT CITY OF EDMONDDS f 2 1 " �• / j� ��( Tac A \ -.;� �''/r:``e.�`.�„ /. .:(�1!%`• ��• '�%r.r„� /'� I t `i.. /'�..7•-f /�. 'ate. 7-� /, .. \. ``••�a�/ . r``�•`. /;!I ..` JrrJ I��rl l ��° 1 '��/ ' • ; �/ ~ `j \� / f � / y �� /` ' � '�� r rr/ a Al ' �` r � � �`� .�� I � i - �f 1 % ; ` . ' � tea,,,, � yn� \,.~'' ter' r� ;�'`=,.� .^ (s�,•t `'ar \, I�'+`.,� \ T � ' \ \ '^ ��'+� \ i � \ ('r � � � r '. �. � ` f r Y•.� � �"J fv! / x,,(t� .� ''�. �, / r r , •div. f'x'��'/.�,',;:/ / �� < ' J %, • . � %� I .��^�_„�\.� \,�� � `i\ t � `�.� �J r� �\� „�';:.\ `T.� i �� iJ. , f' ..+`'..'�� 'x X Yom! `. v/'�• /.,. �t>i� - r' �,. ',.. /h •' � _ �' ' ` 'r er��{ J,, '� r r "1.7,..1` \\ / �..> / y. / / '�. ' �� `ems \a\. •. r . I �,. • , - r. 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WHERE FULL DEPTH ISLAND IS REQUIRED. DETAIL ROLLOVER CURB AND CONCRETE FILL END OF ISLAND 4'-0•. 0.T 30 33 DETECTABLE WARRING SURFACE, 36' DEEP. 03 JO 34 ISLAND .111 6' CURB. 03 30 37 PAD MOUNTED TRANSFORMER NTH BOLLARDS (COORDINATE MY OTTER LOCATIONS NTH WALQiNS PRO.ECT ARONITECTIL DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES - 05 10 35 I TOTE ENCLOSURE. DIVISION 10 - SPECIALTIES - 10 14 03 MWyUM 24' OCTACCNAL RE ECIIIE STEEL STOP SIGN (SET BACK CLEAR OF TRALFIC). SEE DETAIL 6/C 51O AT DRIVE-THRU: AM EDGE OF STOP SIGN NTH EDGE OF V -O' CURB AT DRIVE-THRU. 10 14 64 ACCESSIBLE PARKING SON. SEE SHEET C-520. DIVISION 26 - ELECTRICAL - 26 10 71 1 PAD MOUNTED 7RM40RIIFR W1M BOLLARDS. (COORDINATE ANY OTTER LOCATIONS NTH WALGREMS PROUECT ARCHITECT), DIVISION 32 - EXTERIOR IMPROVEMENTS - ffi 12 13 UMT -IEA--DUTY AS H&T PAMW- 32 12 1] ENTRY BOU.ARDS WTH POLYEIHTIEWE COVERS OEM YAX 32 12 19 1 YELLOW PAINT STRIPING (TYPICAL). BLACK OUTLINE ON CONCRETE PAVEMENT. DIVISION 33 - UTILITIES - 33 10 01 1 GAS METER EXISTING GROCERY STORE - NOT A PMT 27 4w EXTENT OF HEAVY DUTY 329.36' PAVEMENT SHOWN HATCHED NEW 6--0• HIGH CHAINLINK FENCE 126.32' EXISTING LANDSCAPING TO REMAIN .. ...... ... .......... ........ 203:04'.... ....... ... - .. .• •. .' • ... .... .. .. . .. ......... .. . .. .. ... .4 .. ......... ........... .. ....... H.. .. so' -D' UTILITY EASEMENT IN VACATED R.O.W. It IIIIIII&AMWAMENIC= '111111112=01 12 14 60 (TYP) 30 3D 11 170 3D 20 LC52 12 17) 77, 11.2 1D 43'-7 14,490 SF F•` 1 0.90 ACRES (39,118 SF) T.. 59 PARKING SPACES 4.07/1000 SF ZONED: NEIGHBORHOOD BUSINESS 1 I I I FF -325.55' c �W X I I I <11I 30 2 HEIGHT CALCS A - 325.82' DIM , . . B = 328.29' C= 325.55' D - 325.55' . . .I I 1 AVERAGE GRADE - 326.30' i ACTUAL BLDG HEIGHT - 350.41' I .I MAX HEIGHT ALLOWED - 351.30' ... .. ..0 . . .. F I. 4' YEIlOW QANB SiRIPNC NTH Ir'H I I FIE LANE - NO PAMMW LETTERS N ) 4 • 2'STRING: SOA® 50 LINEAL..FEET APNIT I I . L ON ALTERNATING INSIDE OF LANE TYP 17212131' •. f I . . ....... .. .. . 01460 .. ....... ... .. ......... .. ..... .. .. ......... ... ... m.. ... .. ....... '.'..' •..'..:.. ... 12 i� NG WALLITO NEW REFIIN . ♦ ... . . JD 2`` 8� 12 �. .. . o �' �^ 1D 3b \ I■S CES ,I. FUTURE ORIVEWA . //. t�Li: I� 014 60 1j0. 1■1� rJ IN 02121E-. .. B\ 5-O•I �\ / 8•-p• \ \ It IIIIIII&AMWAMENIC= '111111112=01 12 14 60 (TYP) 30 3D 11 170 3D 20 LC52 12 17) 77, 11.2 1D 43'-7 14,490 SF F•` 1 0.90 ACRES (39,118 SF) T.. 59 PARKING SPACES 4.07/1000 SF ZONED: NEIGHBORHOOD BUSINESS 1 I I I FF -325.55' c �W X I I I <11I 30 2 HEIGHT CALCS A - 325.82' DIM , . . B = 328.29' C= 325.55' D - 325.55' . . .I I 1 AVERAGE GRADE - 326.30' i ACTUAL BLDG HEIGHT - 350.41' I .I MAX HEIGHT ALLOWED - 351.30' ... .. ..0 . . .. F I. 4' YEIlOW QANB SiRIPNC NTH Ir'H I I FIE LANE - NO PAMMW LETTERS N ) 4 • 2'STRING: SOA® 50 LINEAL..FEET APNIT I I . L ON ALTERNATING INSIDE OF LANE TYP 17212131' •. f I . ��$mozLwo3NY> �F O Nu3m S z z,S1 °d��im� I I I I I I BANK I . 1 \ \ \ NEW SIDEWALK PROPOSED WATER ING \ NEW LANDSCAPVAULT SAN MMOLE _ _T .n DATUM \ (+323.02' ACTUAL)// / \ � EDNONDS WAY HWY 104 / 321.67' \ �� //325.13' RECEIVED NORTH SITE PLAN � 1• = 20._0• OCT 15 2013 DEVELOPMENT SERVICES rum. a 3 z U) go 0 Z z z o ¢ LLI om z a U, ul o rn z J ; LU 06 K Q Z 0 1 W ~ W tD P1� �i �^ I■S CES I� 1■1� rJ IN ��$mozLwo3NY> �F O Nu3m S z z,S1 °d��im� I I I I I I BANK I . 1 \ \ \ NEW SIDEWALK PROPOSED WATER ING \ NEW LANDSCAPVAULT SAN MMOLE _ _T .n DATUM \ (+323.02' ACTUAL)// / \ � EDNONDS WAY HWY 104 / 321.67' \ �� //325.13' RECEIVED NORTH SITE PLAN � 1• = 20._0• OCT 15 2013 DEVELOPMENT SERVICES rum. a 3 z U) go 0 Z z z o ¢ LLI om z a U, ul o rn z J ; LU 06 K Q Z 0 1 W ~ W tD 0 2EXTERIOR ELEVATION EAST CCMPOSI7E C2 1012>-- N "^' • •" ELS COLOR W EXTERIOR ELEVATION NORTH 39.0 SF 3 �• $ tl 04 20 25 CONTROL JOINT WITH BACKER ROD AND SEALANT - COLOR TO 1 STUCCO FINISH 3 a n DIVISION 05 - METAL COLOR 'B" STRUCT BRICK STRUCTURAL BRICK 5 gg $$ g5 COLOR B COLUMN. SEE STRUCTURAL COLOR "A' 0] 21 08 FILL WITH BATT NSIIUnON. ED G7 50 55 PR6WISHED SHEET METAL COPING GLITTERS AND DOWNSPOUTS 07 51 05 STEP FLASHING WITH CAP FIASING- 07 90 10 CONTROL JOINT W/ BACI(EA ROD AND SEALANT - COLOR TO WEST ELEVATION ALUMINUM SOLAR [i -W--4114- WN.(REMS SCRIPT SOI DIVISION 08 - DOORS AND WINDOWS tY PHARMACY INDIVIDUAL LETTER SON OB 41 15 CLEAN MODIZED EXTRUDED ALUMINUM DRIP SBL MATCH CONTROL pF ww OB 41 17 STOREFRONT FRAMING (VARIABLE DEGREE COWER) SEAL UNE OF ROOF, EZ �^ a rc< sk DEVICE �) OPEN FRAME : EXTERIOR ELEVATION WEST i/8• - 1-0• 18'-4 40 14 75> 40 14 75Y STONE SILL ALUMINUM COMPOSITE PANEL COLOR •B• !L5 50 Z5 4T! 12 OI> STUCCO FINISH COLOR 'B"— ALUMINUM COMPOSITE PANELS - COLOR 'B" ALUMINUM COMPOSITE PANELS COLOR 'A' ALUMINUM COMPOSITE PANELS - COLOR 'B" AUTOMATIC SLIDING DOOR - SEE 1/A-810 - WINDOW PLAN AT DOUBLE MULLION METERIAL SELECTION • BRICK - COLOR 'A' "COPPER* BY MUTUAL MATERIALS • BRICK - COLOR 'B" EBONY" BY MUTUAL MATERIALS • STUCCO- COLOR "A• MATCH •DELAWARE PUTTY' #240 BY BENJAMIN MOORE • STUCCO - COLOR "B' MATCH 'BRUSHED ALUMINUM' #1485 BY BENJAMIN MOORE • ALUMINUM COMPOSITE PANEL COLOR 'A", 'BONE WHITE' BY LAMINATORS • ALUMINUM COMPOSITE PANEL COLOR •B". TO REFERENCED KEYED NOTES AQS e DIVISION 04 - MASONRY - 04 20 23 STRUCTURAL BRICK COLOR 'A -:'COPPER'. COLOR 'B':'EBONDY'. 39.0 SF FINISH: WIRE CUT, RUNNNC BOND. �• $ tl 04 20 25 CONTROL JOINT WITH BACKER ROD AND SEALANT - COLOR TO 1 MATCH ADJACENT MATERIAL 3 a n DIVISION 05 - METAL 05 10 62 1/8' THICK BENT STEEL PLATE (TO PROTECT DOWNSPOUT). BOLTED TO MASONRY. COPE MOUND BULLNOSE. PANT TO MATCH c5 DOWNSPOUT. SEE DETAIL ON SHEET A-510 5 gg $$ g5 05 10 51 COLUMN. SEE STRUCTURAL DIVISION 07 - THERMAL AND MOISTURE PROTECTION - 0] 21 08 FILL WITH BATT NSIIUnON. 07 21 D9 RIDD INSULATION. G7 50 55 PR6WISHED SHEET METAL COPING GLITTERS AND DOWNSPOUTS 07 51 05 STEP FLASHING WITH CAP FIASING- 07 90 10 CONTROL JOINT W/ BACI(EA ROD AND SEALANT - COLOR TO WEST ELEVATION MATCH ADAJAQNT MATERIAL [i -W--4114- WN.(REMS SCRIPT SOI DIVISION 08 - DOORS AND WINDOWS tY PHARMACY INDIVIDUAL LETTER SON OB 41 15 CLEAN MODIZED EXTRUDED ALUMINUM DRIP SBL MATCH STOREFRONT FINISH. pF ww OB 41 17 STOREFRONT FRAMING (VARIABLE DEGREE COWER) SEAL CONNECTIONS TO FILLERS. EZ �^ a rc< sk 08 41 18 MOD12ED ALUMINUM MAKE METAL FILLER TO MATCH STOREFRONT. DIVISION 10 - SPECIALTIES - 1014 74 RED 'WALCREFNV SCRIPT SON, INTERNALLY IILUMNAIED. SE DETA09 ON SHEET A-730 10 14 75 NOVIDUAL LETTER SON. SE SHEET A-730. 10 14 78 BOX SIN. SEE SHEET A-730 101477 INTERIOR SON. SEE SHEET A-730 22 Ny Zp ~ 10 14 W BOTTOM OF LOWER CASE LETTERS TO BE A MNIMUM OF 18' BFLDW ROOF TWE; OR SON TO BE MOUNTED ON RACEWAY TO ~ w Z C AVOID ROOF MEMBRANE PENETRATION. PAINT RACEWAY TO MATCH ¢ BRICK. �p>'31'd �U'�3x3 Z �p> Un< F pIXu�> H � �j w i g m u a rcx m w0xKw x F DIVISION 22 - PLUMBING - 22 1012 WH -1, WALL HYDRANT. DIVISION 26 - ELECTRICAL - 28 10 72 WX F OR RED BOX. FURNISHED AND NSTAUED BY m ELECT R F q n ? � � < j q 28 50 22 WALL -MOUNTED UGHT. SEE ELECTRICAL DRAWING - a DIVISION 32 - EXTERIOR IMPROVEMENTS - DIVISION 32 12 O VELLDW -OW POSTS AT DRIVE -UP WINDOW. FASTEN TO CONCETE WITH BOLh 32 12 02 SECURITY BOLLARD W/ GRAY POLYETHHEIE COVER WHEN WALK EXTERIOR MATERIAL CRITERIA REQUIREMENTS ADJOINS DROVE (USED WHEN PERIMETER BOILMtDS ARE ABMM. SIGN AREA SUMMARY SOUTH ELEVATION f W 18'-4 1/4' WALOREONS SCRIPT SIGN 39.0 SF lY PHARMACY INDIVIDUAL LETTER SON 8.5 S' 5--8 3/8' W SAN - INTERIOR SIGN SPT 2--r X e"ENTER" BOX SIGN - DIREC71ONAL SIM EXEMPT SUBTOTAL. 47.5 SF EAST ELEVATION PERMIT OFFICAL: NAME IB -41/4' WALGRFENS SCRIPT SIN 39.0 SF SUBTOTAL 39.0 S NORTH ELEVATION W V--0' X 8" 'EXIT' BOX SAN - ORECnONAL 9GN EJEMPT SUBTOTAL 0.0 Sf WEST ELEVATION [i -W--4114- WN.(REMS SCRIPT SOI 39.0 SF tY PHARMACY INDIVIDUAL LETTER SON 8.5 SF SUBTOTAL 47.5 S TOTAL BUILDING SIGNAGE (IMO SF ALLOWED) 134.0 SF N f W $ SIGN CODE ANALYSIS g PERMIT OFFICAL: NAME H PHONE (425220 W �� ���® TOTAL SON AREA ALLOWED - 1 SF PER 11NEAR N PPoYMY WALL (WITH It W A OF MAIN ENTRANCE). AREA SCRIPT SAN AREA a: INDIVIDUAL LETTERS (f10 E ONG COWSHED THREE WALL PRQSIGNS.. R FREESTANDING DEGREES). RO R 24' NSDE SIG 4' INSIDE T SGS MORE DOES NOT INCLUDE WINDOW SONS NOT ' IN O WINDOW CONSDERED NlEFIOFt SIGN, NOT INCLUDED WITH TOTAL SiONE WINDOW SIGNS ALLOWED. PERMIT LU W OCT 15 2013 H £ OF SON w m a 1�A�YAX.ON PRROVIDE LANDSCAPED AREA AST TWICE THE SZE M SIGN AREA LANDSCAPE PERFORMANCE BOND REQUIRED. IEADERBOMDS N0T ALLOWED. ADOL SF DENIED THROUGH DESIGN REVIEW. a � DEVELOPMENT SERVICES COUNTER �p oIl EXTERIOR MATERIAL CRITERIA REQUIREMENTS A-210 EXTERIOR DOOR COLORS ME TO MATCH BRICK COLOR Il GENERAL NOTES SIGN SPECIFICATIONS 1. GENERAL CONTRACTOR: CONTRACTOR SHALL COORDINATE ALL WORK. NOTIFY ELECTRICAL CONTRACTOR k SIGN CON TOR AS SOON AS POSSIBLE AFTER THE SIGN WALL OR STRUCTURE B N PLACE GENERAL CONTRACTOR SHALL NOT CLOSE UP THE BA°( SIDE OF WALL UNTIL ELECTRICAL CONTRACTOR 8: SIGN CONTRACTOR HAVE COMPLETED 11,E0t WORN. CONDEALED SIGN SUPPORTS. GENERAL CONTRACTOR SHALL PROVIDE CONCEALED CONTINUUM WOMAIN2ID STRUCTURAL GRADE WOOD SIGN SUPPORTS WHERE STUD OR RAFTER TYPE FRAMING OCCURS A. WERE SOORT SIGNS ARE SHOWN, PROVIDE 2 CONCEALED 2 X 6 NDIERS AT TOP AND BOTTOM OF SCRIPT FOR ALL SONS UP TO 2E-8 3/4'. SCRIPT SIGNS OVER 2O -a 3/4, PROVIDE 2 CONCEALED 2 X 8 MEMBERS AT TOP AND BOTTOM OF SIGNS R IMAE E BID AL LETTER SIGNS ARE SHOWN. PROVIDE 2 CONCEALED 2 X 8 MEMBERS TOP AND BOTTOM OF SIGNS 2. ELECTRICAL CCHTRACFOR CONTRACTOR SHALL PROVIDE ONE MAN ELECTRIC SERVICE PANEL. MO FEEDS TO THE BAG( IDE OF SIGN WALL. ELECTRICAL. CONTRACTOR SHALL PROVIDE CONOIT, FEED AND JUNCTION BOXES ALONG BACK SIDE OF SIGN WALL. PROVIDE ANCHOR DOM FOR EACH LOCATION APPROXIMATELY W1FRE SIM CONTRACTOR WILL PROVIDE COMM HOUSING THROUGH WALL PROVIDE ELECTRIC SERVICE CAPACITIES AND °RLUnS AS SHOWN ON ELECTRICAL DRAWINGS 3 SIGN CONTRACTM A FOLLOW DRAWINGS AND SPECIFICATIONS OF SIGNS AND USE TEMPLATES OF APPROVED DIMENSIONS, CONTOURS, SHAPES AND WITH ELECTRICAL COMPONENTS Q CAPACITIES AS SPECIFIED. 8. SIGN CONTRACTOR SHALL FURNISH FOUR SETS OF SHOP DRAWINGS TO WALGREENS FAGNN UTIES PLANNING DEPARTMENTAND FOR REVIEW AAPPROVAL PRIOR TO FABRICATION. C. SIGN CONTRACTOR SHALL CONSTRUCT ION N COMPLIANCE WTH ALL APPLICABLE CODES AND ORDNANCE$ AND ACCORDING TO UNDERWTBTERS LABORATORIES SPE TONS AND TO BEAR U.L LABELS ICN CONTRACTOR SHALL OBTAIN ALL STATE AND MUNICIPAL PERMITS NECESSARY TO INSTALL 9GN(S} 4. SIGN INSTALLATION AT BUILDING FACE WORK BY SIGN CONTRACTOR A SIGN CONTRAC70R 94ALL ESTABLISH CENTER ENE OF 9LN WAL MEASURE LOCATION OF EACH ELECTRIC LEAD FROM THE CENTER OUTWARD. PROVIDE 1/2' GALVAHIID CODON AND HOUSING THROUGH T 1/4' GROUND HOFS LET TREADED CONDUIT PROJECT THROUGH WALL 1 1/2'. 8.9 CONTRACTOR 94ALL PROVIDE A DISCONNECT SWITCH ON EXTERIOR OF 901 FOR EACH CIRCUIT TO COMPLY WITH STATE AND LOCAL CODES EACH SIDE ALL BE ACTIVATED BY APPROVED PHOTO CELL AND TIME SOTCH WITH MANUAL OVERRIDE SWITCH. AFCIRICA COTRACTtn TO FURNISH PHOTO COU, TIME SWITCH. AND MANUAL OVERRIDE SWITCH. WORK RESPONSIBILITY ALL EXTERIOR BUILDING SIGNS SHALL E FURNISHED AND INSTALLED BY WALCREENS SIGN CONTRACTGL AL OTHER RELATED WORK INCLUDING SIGN SUPPORTS AND ELECTRICAL POWER SUPPLY SHALL E PER SIGN SPECIFICATIONS - THIS SHEET. ALL FINAL CONNECTIONS MADE BY SON CONTRACTOR NATIONAL ACCOUNTS ELECTRONIC READER BOARD MMUFA.n.01: DAKTROHIGS LID RUIYNATIM FOR ORAL LETTERS SEDAN SIM ASSEMBLY AND EXPEDITOR: KYR-MIDWEST 12' -OW CLEARANCE SIGN PANEL FROM .063• TNG( ALUMINUMWTH HEMMED EDGM FACE TO E YF110W WIN Y HIGHSLAM HELVEDIUM /D CA MED CAPITAL LETTER COPY. BACKGROUND SURFACE COATING TO BE 3M 'SCOTCHUTC REFLECTIVE FOM, YELLOW /SBO -71. SUSPEND SMG/ ON GALE lIIX OR CHAIN FROM BOX 5Ni1. NOT USED 7CLEARANCE SIGN DETAIL 1 3.1'4T 3M• = 114r Zfer.*macyAmedca Trusts tsO• Since 1901" @@WM@� Q3M 'Amm OBnlp WaNGS ®4 Immo wmadom/�utt�o�s Y-9 ' � � I 1 I I � I I I FONT: HELVEBCA MEDIUM ATEA 43.1 SF ® RED RERANS BANNER BY WALCREENS SIGN MANUFACNEER EL WHITE REK1RNS CONSTRUCTION BANNER LED CHANNEL LETTER SIGN w'-ra SCRIPT SIGN DATA RED PLEXIGLAS #2793 SIGN FACE QUANTITY LENGTH LOWER CASE CAPITAL TOP W AREA WEIGHT L£nER TO 7 19 -Ni' 21' 49' J0.0 g 83 LBS �1SCRIPT SIGN DETAILS 18'-4Y' Km to 071,- 4 SCRIPT SIGN LENGTHS 3n6= ro OoD o0 WRED RETRNS J E WHITE ElURINS BOUNDARY: TYPE 'D' EMT: NEVE ROMAN 55 AEA dz SF ■RDD RETID6a D w,11E E11mB 9LED CHANNEL LETTER SIGN 1N' - 1'4T 10 NOT USED 1M' =,'a LED BOX SIGN CONSTRUCTION SIGN CABINETS .040' THIO( WHITE ALUMINUM WITH .CSO• THICK ALUMINUM U .. AND 1' • 1/8' WHITE DAM CAP. SIGN FACES /736a WHITE IMPACT RESISTANT OR AGARIC WTH 3M 30 (39-53 'CARDINAL RED' SURFACE APPLIED VINYE FIM COPY. BACXGRORA TO REMAIN WHITE %1 SCRIPT SIGN BOUNDARY TI LED BOX SIGN DETAILS � .a 1 '1I��/ l IEiOV 11 FONT• NEVE ROHM 55 AREA 1.8 SF LED SCRIPT SIGN &CHANNEL LETTER SECTION LED BOX SIGN 0 on 40141 10 14 14 EPAN9Q1 ANCHOR TOGGLE OR EPDXIED STUD TO ANCHOR 'L' GMP TO WALL SURFACE USE CLEAR SEALANT AT BUDDING FACE G10 14 SEE ARCHITECTURAL 10 14 17 RED FLAT TOP LED. ILLUMINATION SEGMENT. 10 14 18 .125 AWMINULM BACK FOR MATTNG DRAW*WN �. ,.. �' 10 14 21 WELD -ON 40 AND RESIN BOND. IS U WHEN 2X BLOCKING IS UID, 2X ly 10 14 90 ELECTRONIC POWER SUPPLY CABLE TO RUN CONCEALED BEHIND OR WITHIN WINDOW MILLIONS WHERE POSSELL DIMENSION 40 14 18 DIMENSION IS EQUAOUT LOWER CASE DIMENSION L TO ME EM1IU60SN�M� RF� IG 0\I 0 LS VO 600 2]> FART: NEUE IT AN 55 <O 14 la MEA: 1.8 S c10 14 1 0 50 . TO OTHER LETTERS 8BOX SIGN 1D ,00 14 21 TI WO O REMOTE POWER OURCE LOCATED IN ONTROL ROOM 1 '1I��/ l IEiOV no 14 1 4014 0 14 23> 14 10 FONT• NEVE ROHM 55 AREA 1.8 SF LED SCRIPT SIGN &CHANNEL LETTER SECTION LED BOX SIGN 10 14 09 TRANSPARENT STAID - OFF BUY NTN RUBBER TP AS REQUIRED. REFERENCED KEYED NOTES DIVISION 06 - WOOD, PLASTICS. AND COMPOSITES - 00 10 In STUN SUPPORTS - GENERAL COIIRACIOR SHALL ",8 INSTALL SUPPORTS WERE SND TYPE FRAMING OCCURS BACK SIDE OF WALL SHALL ADAMOPEN UNTIL ALL ELECTRICAL a SIGN WORK IS COMPLETED. REFERENCE SPECOICATXINS ON THIS SHEET. DIVISION 08 - OPENINGS - Oo 80 04 1 WINDOW CUSS SURFACE DIVISION 10 - SPECIALTIES - 10 14 07 STAINLESS STEEL SUSPENSION CABLE TO CELNG STRUCTURE AS UNOBTRUSIVELY AS POSSIBLE 10 14 OB ILLUMINATED SIGN. 10 14 09 TRANSPARENT STAID - OFF BUY NTN RUBBER TP AS REQUIRED. 10 14 14 EPAN9Q1 ANCHOR TOGGLE OR EPDXIED STUD TO ANCHOR 'L' GMP TO WALL SURFACE USE CLEAR SEALANT AT BUDDING FACE 10 14 15 .003 AWNINIIN ELLER - REFLECTIVE EXTERIOR (COLOR AS SPECIFIED BELOW) OF LETTER, AND REFLECTIVE WHITE NTERIGL 10 14 18 3/18• PIFXOC1AS. 10 14 17 RED FLAT TOP LED. ILLUMINATION SEGMENT. 10 14 18 .125 AWMINULM BACK 10 14 19 Y X 1-1/2' X 3/18• /8061 ALUMINUM CHANNEL MOUNTING CUPS WITH 3/8' - IB HEX HEAD BOTS WTH NUT AND WASHER. 10 14 20 TRIM CAP (1/8' X I•), COLOR TO MATCH RETURN. 10 14 21 WELD -ON 40 AND RESIN BOND. 10 14 22 EB STAINLESS STEEL MT HEAD SCREW. 10 1423 PRE -DRILLED 3/6' DIAMETER GRAIN HOLE WITH SHADOW SCREEN. 10 14 90 ELECTRONIC POWER SUPPLY CABLE TO RUN CONCEALED BEHIND OR WITHIN WINDOW MILLIONS WHERE POSSELL DIVISION 26 - ELECTRICAL - 26 50 22 WALL-MONTED uGHT. SEE __DRAW NO 26 'A 23 1 JUNCTION BOIL CONDUIT AND FEED TO BACK OF WALL PROVIDED BY ELECTRICAL CONTRACTOR. OOORDNATE LOCATION O ,AMCTIM BOXES) WITH SIGN CONTRACTOR. RECEIVE® OCT 15 2013 DEVELOPMENT SERVICES COUNTER d ofis LH11 12 A B C D 0 2 ......... I--- --l' n ELEVATION SCALE: 3/8"=1'-0' 0 —ELECTRICAL PENETRATIONS — 1/2" FITTINGS rr N n PENETRATION HOLES LOCATION SCALE: 3/8'=1'-0' 3 4 BILL OF MATERIAL ITEM I QTY. DESCRIPTION 1 36 2" X 1-1/2" X 3/16" #6061 ALUM. CHANNEL MOUNTING CUPS 2 75 SQ.FT .090 ALUM. LETTER BACKING FASTENED TO ALUM. FILLER 3 118 FT. .040" ALUMINUM WRISCO RED PRECOAT — (L) WRAPPED 9 147 LED SLOAN #CL5—MB RED MODULES -74' 10 75 SQ.FT 3/16" THICK #2793 RED ACRYLIC FACE 11 1 118 FT. 1" RED TRIM CAP 12 AS REQ'D. PAINT INTERIOR FLAT REFLECTIVE WHITE 13 AS REQ'D. WELD—ON 40 & RESIN BOND 16 AS REQ'D. 4 X 4 X 1-1/2 ELECTRICAL JUNCTION BOX 18 2 60 WATT, 12V POWER SUPPLY (SLOAN# 701507—WP) 21 AS REQ'D PLTC (2)#18Go. LED WIRE + (1)#14Go. GROUND WIRE 22 36 1/4-20 S.S.. ANCHOR BOLT (SEE SHEET#3 FOR OPTIONS) 23 36 1/4-20 RIVNUT W/ 3/8-16 HEX HEAD BOLTS AND LOCK WASHER 29 AS REQ'D RIVET, ALUMINUM #43, 1/8'0 x 1/4" 31 AS REQ'D U.L. LISTED CONDUIT AS PER LOCAL CODES 32 AS REQ'D PRE—DRILLED 5/16"0 DRAIN HOLE W/ LIGHT BAFFLE OATR) 33 AS REQ'D. LOCATION OF ELECTRICAL & U.L LABELS 34 AS REQ'D. U.L WEATHERPROOF 3HOLE OUTLET BOX bqH3-1—LM 35 AS REQ'D. IDEAL #30-362 UL LISTED WEATHERPROOF WARE CONNECTOR 36 AS REQ'D. #8 S.S. FLAT HEAD SCREWS 37 AS REQ'D. IDEAL #30-146 PRE—INSULATED CRIMP CONNECTOR, UL 38 AS REQ'D. U.L 2 X 4 GALV. STEEL HANDY BOX 43 AS REQ'D. 1/2'0 LONG CHASE NIPPLE (REGAL 11791) W/ 1/2'0 LOCK NUT (REGAL/801) RECEIVE® OCT 15 2013 DEVELOCOENT SERVICES ELECTRICAL LEDS 147 CL5—MB RED MODULES P.S 2 MODULAR 60 POWER SUPPLIES 12VDC AMPS 2.0 V.A. 120 VOLTS WATTS 240 CIRCUITS 1-20 AMP AREA/WEIGHT SIGN SQUARE FOOTAGE: 75 SQ FT ESTIMATED SIGN WEIGHT: 300 LBS NOTE: DESIGN LOADS: THIS SIGN IS INTENDED TO BE INSTALLED IN 2009 INTERNATIONAL ACCORDANCE WITH THE REQUIREMENTS OF BUILDING CODE ARTICLE 600 OF THE NATIONAL ELECTRICAL TOLERANCE:± 1/8" ON ASCE 7-05 CODE AND/OR OTHER APPLICABLE LOCAL ALL DIMENSIONS 90 mph, EXPOSURE C. CODES. THIS INCLUDES PROPER GROUNDING AND BONDING OF THE SIGN. THIS SIGN TO BEAR THIS MARK NOTE: SIGN INTERIOR TO NOTE: NOTE: WARNINGI: BE PAINTED FLAT onomLdn QUANTITY FOR POWER ELECTRICAL FEED HOLES CHANGE IN WIRING POLARITY ONE 60 WATT POWER SUPPLY USE WHITE SILICONE TO ENAMEL WHITE FOR IdwlsI�NIM SUPPLY REFLECTS SINGLE & FASTENERS PER SIGN WILL CAUSE NON -OPERATION RUNS UP TO 90 CL5 LONG CONCEAL LIGHT LEAKS MAXIMUM REFLECTIVITY ELECTIIVIC OW SIGN INSTALLATION ONLY MANUFACTURERS CRITERIA OF LED SEGMENTS RED LED MODULES I 2 • 1418 SLW HORST RD. SLK GROVE MUGE l C 0 n. EUJNO1S 60007 IarroTr 801upODB 18'-41/4" ILLUMINATED SCRIPT LETTER SET DRAWINGS ARE THE EXCLUSIVE PROPERTY OF ICON IDENTITY SOLUTIONS INC., ANY UNAUTHORIZED USE OR DUPLICATION IS NOT PERMITTED. THIS DESIGN IS INTENDED FOR USE BY THE ICON COMPANIES AND THEIN APPROVED VENDORS IN FABRICATION, ASSEMBLY AND INSTALLATION. ICON MAKES NO CLAIM TO ANY STRUCTURAL, ELECTRICAL, MECHAINCAL OR FOUNDATION ENGINEERING IF THIS DESIGN IS USED OUTSIDE OF THE ICON COMPANIES AND THE APPROVED VENDORL M NOTE, THESE DRAWINGS ARE THE PROPERTY OF ICON IDENTITY SOLUTIONS. THEY CAN BE USED FOR REFERENCE PURPOSES ONLY BY WALGREENS, HOWEVER THEY CANNOT BE USED FOR THE MANUFACTURE OR INSTALLATION OF SIGNAGE BY ANY COMPANY OTHER THAN ICON IDENTITY SOLUTIONS. USE OF THESE DRAWINGS FOR ANY PURPOSE OTHER THAN REFERENCE IS STRICTLY PROHIBITED BY ICON IDENTITY SOLUTIONS. LOCATION: VARIOUS LOCATION No.: — REQUEST No.: — DRAWN BY. ABP DATE DRAWN: 03/07/ 18' 4.25" ILLUMINAAD SCRIPT LEITER SET.dvig, 21912012 3:47:05 PM, rrodri A B C D IN A B C D 1 2 ---------------------------- POWER SUPPLIES ARE MOUNTED IN POWER CONTROL PANEL (LOCATED IN ELECTRICAL EQUIPMENT ROOM) WITH LOCKABLE 120V CUT—OFF TOGGLE SWITCH I I I AC TO DC I — LINE 12V LOW VOLTAGE 10 GA. SPOWER (+) UNE 12V (LOW VOLTAGE) #10 GA. I I GROUND LINE #14 GA. WIRE ---------------------------- 3 1 4 U ALL SPLICES TO BE CONTAINED IN UL LISTED J—BOX n DETAIL - TYPICAL WIRING DIAGRAM SCALE N.T.S WIRING GUIDELINE FROM MANUFACTURER TO MINIMIZE VOLTAGE DROP J F DISTANCE FROM POWER SUPPLY TO FIRST 11 /TO NEXT (^— ----------- J� --------- # ` LETTER JUNCTION BOX I (8FT MAX. DISTANCE I TO LETTERS) I -------------------------------- 16FT TO 50FT #14AWG + 5FT OF 18 AWG 14 51FT. TO 125 FT #12AWG + 5FT OF 18 AWG (_) I (+) I 126FT TO 20OFT #10AWG + 5FT OF IB AWG 10 I� n DETAIL - TYPICAL WIRING DIAGRAM SCALE N.T.S WIRING GUIDELINE FROM MANUFACTURER TO MINIMIZE VOLTAGE DROP J F DISTANCE FROM POWER SUPPLY TO FIRST WIRE GAUGE LETTER OM71pGS ARE THE EECIUEIYE PROPERTY OF ICN OIEM,TTY SEUi1NE INC, ANY UNAUTNORIIIO USE OR UUPTTCAIION IS NOT PERMITTED. 7X15 DESIGN IS INTENDED FOR USE BY THE ICON COMPANIES AND THEIR APPROVED VENDORS IN FABRICATION, ASSEMBLY AND INSTALLATION.CAL, MECHANICAL OR RINS NO SDM TO �UHNDATIN ENGINEERING IF THIS ESINUSED OUTSIDE OF THE ICON COMPANIES AND 7HEIPPRovEOtlEMONS LFT TO 15FT #18GA. WIRE PRE—INSTALLED IN 18 POWER SUPPLY SIGN IDA- 16FT TO 50FT #14AWG + 5FT OF 18 AWG 14 51FT. TO 125 FT #12AWG + 5FT OF 18 AWG 12 126FT TO 20OFT #10AWG + 5FT OF IB AWG 10 ff"LINZIN 991; rz h _ 'N ■ ,e, q_ _ 1e0 1-- GROUND TO NOTE: PLTC OR CI -3P CABLE SHALL BE EXPOSED BETWEEN LETTERS. THE CABLE SHALL BE SUPPORTED AND SECURED AT INTERVALS NOT EXCEEDING 6 FT. SEE NEC 725.61(E)(7). TABLE 725.61 AND 725.82(A). _ NOTES SCALE: N.TS 5' 2' FIELD VERIFY LISTED BUSHING J—BOX (U.L.7ALL ICES TO BE ED IN UL J—BOX 76B WIRE TOR (U.L) i i i 29 RECEIVED n FROM POWER SOURCE OR PREVIOUS LETTER OCT 15 2013 CROSS SECTION DEVELOPMENT SERVICE B scuE 3•_1_0' COUNTER . 1418 ELMHURST RD. ELK GROVE VILLAGE MUNOIS 60007 icon. Id�Mltr 8°lutl°"� J F 10--4 1/4-- ILLUIYIIIYNICU J4611'1 LCI IC6 JCI LULA IIUN: VAKI LOCATION No.: — OM71pGS ARE THE EECIUEIYE PROPERTY OF ICN OIEM,TTY SEUi1NE INC, ANY UNAUTNORIIIO USE OR UUPTTCAIION IS NOT PERMITTED. 7X15 DESIGN IS INTENDED FOR USE BY THE ICON COMPANIES AND THEIR APPROVED VENDORS IN FABRICATION, ASSEMBLY AND INSTALLATION.CAL, MECHANICAL OR RINS NO SDM TO �UHNDATIN ENGINEERING IF THIS ESINUSED OUTSIDE OF THE ICON COMPANIES AND 7HEIPPRovEOtlEMONS REQUEST No.: — DRAWN BY: ABP DATE DRAWN: 03 SIGN IDA- DRAWING SCALE: AS I 1 2 1 3 0., 1 11 18' 4.25" ILLUMINAIfD SCRIPT LETTER SET.dwg, 2/9/2012 3:47:07 PM, rtodd A B Lb D A B D 0 2 1) ACTUAL CHANNEL LETTER POPULATION AND PRODUCT PLACEMENT MAY VARY FROM THIS LAYOUT 2) EACH MODULAR 60 POWER SUPPLY CAN RUN UP TO 90 CLS RED MODULES 3) LAYOUT BASED ON A 5" CAN DEPTH 4) ALL DIMENSIONS ARE IN INCHES UNLESS OTHERWISE STATED 0 Power Supply #1 l/ n 0 00 0 DO 4 � 0 Qo Oo 0 0 36 3 4 www.SloonLED.com Phone 805.676.3200 Toll—Free 888.747.4LED Fax 805.676.3206 Power Supply #2 19 ESTIMATED PRODUCT B.O.M. PER SIGN: 1) This design and drawing are proprietary and the property of SloonLED. Any reproduction or use without prior written 147 Each .CL5—MB Red Modules — 74' approval is prohibited. 2 Each Modular 60 Power Supplies 12VDC 2) ChanneLED modules and power supply quantities are ESTIMATES ONLY and are based on the supplied information and 1 Each 100' ROTI of Jacketed Cable drawings. Channel letter depth, lens color, material and thickness can vary, which may lead to an increase or decrease in Mn Aunun [ten Ai r_1 An Aanrrn ru r. ....A I ni product at the time of installation. To ensure accurate product requirements, it is recommended that product is tested using customer's specific lens material and letter configuration. 3) SloanLED highly recommends applying Light Enhancement Paint (LEP) or Light Enhancement Film (LEF) inside channel letters for optimal illumination. DRAWN DATE WALGREENS KM 09/14/1018'" 4 1/4" 4) Jacketed cable estimated assumes maximum run length of 15' per leg of the power supply. 0 ECEIVE OCT 15 2013 nLED LAYOUT DEVELOPMENT SE SCALE: N.T.S COUNTER 2 1418 ELMHURST RD. icon.C O n • ELK GROVE VH.LAGE II,LTNOIS 80007 1dIBIDUIr bolutlon. 18'-41/4" ILLUMINATED SCRIPT LETTER SET LOCATION: VARIOUS �tsow's LOCATION No.: — DRAYYDISS ARE THE ETCLZED USE OR DSIVE PROPERTY OF ICON IDENTITY' SOLUTIONS INC., ANY NDED FOR UN BY EICO COMPANIES ANDTHEIRRAPPROVED VENDORS IN15 NOT PERMITTED. IFABRIICATION,IS ASSEMBLYAND INSTALLATION. ENCINEERINS MAKES F IDs oER96NI USENY DOUTSIDEOF THE ICO COMPARImkUHANIN ANO THEAPPROVEDVENOORS, REQUEST No.: — DRAWN BY: ABP CHECKED BY: — DATE DRAWN: 03/07/2008 DATE CHECKED: — Mn Aunun [ten Ai r_1 An Aanrrn ru r. ....A I ni 3 18' 4.25" ILLUMINAAD SCRIPT LETTER SET.dvig, 2/92012 3:47:08 PM, Iradd A B D z O F 0 z 0 U A 3 m m B C D 1 U) 1 C 0 C 0 4 W z 0 0 0 0 a W N_jQW= > (' f�F-w�- OWZ z¢u z.F0a¢�a 0::i a 4 JL`JOU I0¢000 Ll.q F_LLz0z - � 1CZ-7111 awio0° O0 N009 2 O -- r----- -------------- -------- z CD F N a(n z J v) N I a 0Z 1 0 o O I I 0 I 3_jDaw w v I w o f aa a 0Ln Q U I j H N U m H Q w� z Cc p ¢ J J O --- -- -- — 1 W a Za m *. j D n: -« wom• 1 a a= N W m J 0 0 w a = I 0 fe 1 ~ z Z .f. n.V1a2 : *2*W O O i w U (Y Q vhi i mw0 I ELvta2 •hYa' O Q O ' I W m Oa NO C,o. 1 3 O 3 J �1¢+ 'j OJ I 3n crm I a 0L)Ov a.ICN (nN �2 aw � I ((n w 7*" Y o � o: ^CnD w3 W 0 U n Ljj X 1 I I L] 00.v = Z =I o to Z jz M W- co w OO Z J U o N W I CD LiJ I I I X: a oM om o a ira \z I I JN j ¢ 1 I I N 1 C I I I w o �M = O) 0Wa 0 � x z F vX a' I 1 ! 7 Q I Oj 1 1 m J OJLLJN <O (n N V,N a l J II 1 I 1 6'1371'137"1Q n 1 A Sx Y mo 7'-3}' 1 I � m U) 1 C 0 C 0 4 W z 0 0 0 0 a W N_jQW= > (' f�F-w�- OWZ z¢u z.F0a¢�a 0::i a 4 JL`JOU I0¢000 Ll.q F_LLz0z - � 1CZ-7111 awio0° O0 N009 2 O + z CD F N a(n z J ,l1 a N F NL�F uj a.. 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O � GRovs VILLAGE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF ICON IDENTITY SOLUTIONS DIC. ANY REQUEST No.: - HJdNOIS 60007 UNAUTHORIZED USE OR DUPLICATION IS NOT PERMITTED. THIS DESIGN IS INTENDED FOR USE BY THE ICON COMPANIES AND THEIR APPROVED VENDORS M FABRICATION, ASSEMBLY AND DRAWN BY: ABP INSTALLATIIdwlltlry8olWlom MECHANICAL OR FOUNDATIONENGINEEICON EMS NO RIN IFTHSDESIGNNIISUSEDUOUTSIDEofTHTEICONCOMPANIESAND DATE DRAWN: 03/07/L ,;irN in -1. THE APPROVED VENDORS. DRAWINr grAI F Aq NOTF 2 1 3 V) 18' 4.25" ILLUMINAAD SCRIPT LETTER SET.dwg, 2/92012 3:47:10 PM, nodri A B R D O I 1 ! 7 A Sx Y mo ° 3 ° Q°Q Q Q z ZI Z z z z zx zQ - I m Q Q Q Q Q x Q x Q Q `O I O J O O J O J O J O J O J O J O J O J g O J Y O -i O . .. J •, 111 N 1' o_ W z z p VJ o �_j VI e Vl O V) ° Vi -I Vl O Vi € C V) g (n Vi P. VJ N VJ �_j V/ G Ul L I 1 1 Z m m u) O > > > > > qN > _� j \ \ C II ® yy 'i i I I OI I 1 1 O O O 78- RECEIVED ULI 1 D LUIJ DEVELOPMENT SERVICES a N COUNTER � -4 18'1/4° ILLUMINATED SCRIPT LETTER SET LOCATION: VARIOUS 1418 ELMHURST RD. r= LOCATION No.: - icon. O � GRovs VILLAGE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF ICON IDENTITY SOLUTIONS DIC. ANY REQUEST No.: - HJdNOIS 60007 UNAUTHORIZED USE OR DUPLICATION IS NOT PERMITTED. THIS DESIGN IS INTENDED FOR USE BY THE ICON COMPANIES AND THEIR APPROVED VENDORS M FABRICATION, ASSEMBLY AND DRAWN BY: ABP INSTALLATIIdwlltlry8olWlom MECHANICAL OR FOUNDATIONENGINEEICON EMS NO RIN IFTHSDESIGNNIISUSEDUOUTSIDEofTHTEICONCOMPANIESAND DATE DRAWN: 03/07/L ,;irN in -1. THE APPROVED VENDORS. DRAWINr grAI F Aq NOTF 2 1 3 V) 18' 4.25" ILLUMINAAD SCRIPT LETTER SET.dwg, 2/92012 3:47:10 PM, nodri A B R D A B C D 1 1 LETTER BACKING 2' X 1-1/2' X 3/16' #6061 ALUM. CHANNEL MOUNTING CUPS 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT Q LOCK WASHER S.S. 3/8' TOGGLE BOLT, LOCK AND FLAT WASHER CINDER BLOCK 2 _ TOGGLE BOLT SCALE N.T.S 2'x8' STRINGER (WOLMANIZED LUMBER) LETTER BACKING 2' X 1-1/2' X 3/16• x061 ALUM.--,,"— — CHANNEL MOUNTING CUPS— — 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT & LOCK WASHER 3/8'0 S.S. THREADED ROD NUTS, LOCI( AND FLAT WASHERS DRYVITT WALL r'1 THREADED ROD w/ STRINGER SCALE: N.T.S LETTER BACKING 2' X 1-1/2' X 3/16' 16061 ALUM. CHANNEL MOUNTING CUPS 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT & LOCK WASHER 3/8'0 LAG BOLT, LOCK WASHER, AND FLAT WASHER WOOD WALL n LAG BOLT SCALE: N.T.S 3 1 1/2' X 1 1/2' X 3/16' STEEL ANGLE LETTER BACKING 2' X 1-1/2' X 3/16' #6061 ALUM. — — — CHANNEL MOUNTING CLIPS — — — 3/8'0 RIV NUT W/ THREADED ROO , HEX NUT & LOCK WASHER — — — 3/8'0 SS, THREADED ROD NUTS, LOCK AND FLAT WASHERS — — — DRYVITT WALL n THREADED ROD w/ ALUMINUM ANGLE SCALE: N.T.S 1/8' THK X 4' X 4" ALUM. PLATE LETTER BACKING- 2- ACKING 2' X 1-1/2' X 3/16' #6061 ALUM. — — — CHANNEL MOUNTING CUPS — — — 3/8'0 RIV NUT W/ THREADED ROD , HEX MIN A NUT B LOCK WASHER FIN 3/8'0 S.S. THREADED ROD NUTS, LOCK — — — AND FLAT WASHERS — — — DRrnrr WALL — — — r1 THREADED ROD w/ ALUMINUM PLATE SCALE: N.T.S LETTER BACKING 2' X 1-1/2' X 3/16' 16061 ALUM.— CHANNEL LUM. CHANNEL MOUNTING CLIPS ` 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT & LOCK WASHER 3/8'0 QUICK SET ANCHOR, HEX NUT, AND LOC( WASHER CONCRETE WALL n QUICK SET ANCHOR BOLT SCALE N.T.S /1 MOUNTING OPTIONS SCALE N.T.S 2 J 18'-41/4" ILLUMINATED SCRIPT LETTER SET LOCATION: VARIOUS 141e SLMT3[TxsT RD. LOCATION No.: – Won. ELK GROVE V1I.TAGE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF ICON IDENTITY SOLUTIONS UIC, ANY REQUEST No.: — TT.idIdOIS BOOO7 UNAUTNOMIID USE OR DUPLICATION ISNOT PERMITTED. THIS E51611 IS INTENDED FOR USE BY TIE ICON COMPANIES AND THEIR APPROVED VENDORS IN FABRICATION, ASSEMBLY AND DRAWN BY: ABP Id�Ttlty 8o1 OM INSTALLATION. ICON MAKES 40 FOUNDATION ENGINEERING IF THIS DESIGNM TO ISUSED UOUTSIDE E THE ICON COMPANIES AND DATE DRAWN: 03/07/L CLrN Ln _ THE APPROVED VENDORS. nRAUAnIr_ crel r• Ac Mr)IT- 3 4 RECEIVED` OCT 15 2013 DEVELOPMENT SERVICES COUNTER IT 4.25' ILLUMINATED SCRIPT LETTER SET.dW9, 219/2012 3:47:11 PM, rtodri A B C D A B C D 2 3 4 SIGN FOR INTERIOR USE ONLY. - BILL OF MATERIALS 16'-0" (WINDOW OPENING) 4'-1 1/4' T-9 1/2' 4'-1 1/4" 5'-6 1/4' Ilk r--------------- --------------------------------- M 51 2 I I 51 1 A I S3 I 40 ------ --- -- I I I I I I i I I 00o n I I _ I I � I I I I I I I I I I I I I I I n I SEAM - I I I I L-------------------------------------------------- i n ELEVATIONS SCALE: 3/8'=1'-0" TOLERANCE: t 1/16" ON ALL DIMENSIONS SIGN INTERIOR TO BE PAINTED FLAT WHITE FOR =USEILTESILJCONE TOMAXIMUM REFLECTIVITY GHT LEAKS LLJ 5'-6 3/8" X 5'- 61/4 LED ILLUMINATED 1.418 ELMHURSf RD. Fd INTERIOR HANGING "W' (3 PIECE) RECEIVED OCT 15 2013 DEVELOPMENT SERVICES COUNTER THIS SIGN TO BEAR THIS MARK No. QTY. DESCRIPTION SPEC. ® w 1 2 1/2" SCHEDULE 40 ALUMINUM PIPE (.840" O.D.), 6 FT. ALUM. 240 VOLTS WATTS 120 2 2 McMASTER CARR FLANGE 44705K228 ALUM. 3 2 .125" FORMED ALUMINUM BRACE, 3 1/2" X 3 1/2" X 1 1/2" ALUM. 4 2 .125" ALUMINUM, 1" X 1" GUSSET ALUM. 5 2 .125" FORMED ALUMINUM "C" CHANNEL, 1 1/4" X 1" ALUM. B 10 10.5 sq. ft. .050" THICK ALUMINUM SHEET W/ WRISCO RED PRE -COAT, LETTER RETURN 3003 B 11 35 sq. ft. .050" THICK ALUMINUM SHEET W/ WRISCO RED PRE -COAT, LETTER BACK 3003 13 AS REQ'D .090" THICK ALUMINUM SHEET, FORMED HORSESHOE 3003 14 AS REQ'D WELD ON 16 & RESIN BOND - 40 35 sq. ft. 3/16" THICK RED #2793 ACRYLIC LEXAN FACE - 41 AS REQ'D 1" JEWEUTE TRIM CAP, TRUE RED - 51 AS REQ'D PAINT TO MATCH BENJAMIN MOORE "DECORATORS WHITE" - 60 SEE CHART LED MODULE (SEE DETAIL #1, SHEET #2 FOR DETAILS) - 62 1 SAFETY SWITCH, 20A TOGGLE - 63 2 4" x 4" ELECTRICAL BOX, UL APPROVED - 64 AS REQ'D IDEAL #30-362 WEATHERPROOF WIRENUT, U.L 95 - 65 AS REQ'D IDEAL #30-146 PRE -INSULATED CRIMP CONNECTOR, UL - 66 AS REQ'D CABLE (MIN 6FT WHIP/LTR), ISOTEC 3 #14 AWG (U.L.) CL3P - 67 AS REQ'D 1/2"0 U.L. FLEXIBLE CONDUIT, UL APPROVED - 68 AS REQ'D 1/2"0 PLASTIC BUSHING - 70 AS REQ'D SCREW, PAN HEAD, #8 X 3/4", PHILLIPS, ZINC FINISH - 71 AS REQ'D RIVET, ALUMINUM #43, 1/8"0 x 1/4" - 72 AS REQ'O WELD -ON 16 & RESIN BOND - 73 AS REQ'D #6 X 3/8" S.S. PAN HEAD SCREW - 75 AS REQ'D 1/4'-20 X 2" BOLT AND NUT - 76 8 1/4"-20 HEX HEAD BOLT w/ NUT, WASHERS AND LOCK WASHER - 80 AS REQ'D VERSILOK - 90 - UNION, U.L AND ELECTRICAL LABEL LOCATION - 91 AS REQ'D STUD FOR GROUNDING - TOLERANCE: t 1/16" ON ALL DIMENSIONS SIGN INTERIOR TO BE PAINTED FLAT WHITE FOR =USEILTESILJCONE TOMAXIMUM REFLECTIVITY GHT LEAKS LLJ 5'-6 3/8" X 5'- 61/4 LED ILLUMINATED 1.418 ELMHURSf RD. Fd INTERIOR HANGING "W' (3 PIECE) RECEIVED OCT 15 2013 DEVELOPMENT SERVICES COUNTER THIS SIGN TO BEAR THIS MARK AREA/WEIGHT SIGN SQUARE FOOTAGE: OMUTHORVIINGS ME THE ICOM SOLUTIONS INC. ANY ITYTHIS s ® w ESTIMATED ESTI SIGN WEIGHT: iLECTWO WN 130 Lb. ELK GROVE VILLAGE - UIMOIS 60007 OMUTHORVIINGS ME THE ICOM SOLUTIONS INC. ANY ITYTHIS 1 ■ ■�/� O ■ ■ UYAUTNORI7ED USE OR DUPLICATION ISNOT PERMITTED. THIS OESION IS INTENDED FOR USE TION IS NOT PERMITTED. OR DUSIVEPLICATION 1 i■ ByTHE ICON COMPANIES AND THEIR APPROVED VENDORS IN FABRICATION, ASSEMBLY AND IO.MIry 8olugom INSTALLATION. ICON MANES NO CLAIM TO ANY STRUCTURAL, ELECTRICAL, MECHANICAL OR 240 VOLTS WATTS 120 FOUNDATION ENGINEERING IF THIS DESIGN IS USED OUTSIDE OF THE ICON COMPANIES AND THE APPROVED VENDORS. SIf N Ifl' - 2 1 3 LOCATION: I PORT LOCATION No.: 111305 REQUEST NO.: 1109056 07/1 AS N THIS SIGN IS INTENDED TO BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF ARTICLE 600 OF THE NATIONAL ELECTRICAL CODE AND/OR OTHER APPLICABLE LOCAL CODES. THIS INCLUDES PROPER GROUNDING AND BONDING OF SIGN. CABINET WILL BE MADE IN 3 PIECES AND ASSEMBLED IN FIELD. NOTE! SUPPLY WITH SIGN (8) 1/4-20 HEX HEAD BOLT, NUTS, WASHERS AND LOCK WASHERS. ELECTRICAL LEDS 104 CL5-MB RED MODULES P.S. 2 MODULAR 60 SLOAN AMPS 2.0 V.A. 240 VOLTS WATTS 120 CIRCUITS 1-20 AMP FL UEZ CHECKED BY: ARSENIO PASCU DATE CHECKED: 7/19/2011 FILE: WAL4245B SHEET: 1/6 4 A B C D m- A� A� A� U A CROSS SECTION SCALE: 6'-1'-0' 1 2 ,NEL ANDOW N M O 2 M � 03 1/2' I 1/2' PIPE THREAD 1 DETAIL - COVER PLATE SCALE: HALF .119 3 1/2' 1�1 1/2' I -03 �u �lp RECEIVED OCT 15 2013 DEVELOPMENT SERVICE DETAIL — BRACKET COUNTER 2 SCALE: HALF n*I—imu,—I—AL, macnnucu DATE DRAWN: X07/18/2011 DATE S USED OUTSIDE OF THE ICON COT�ONIES ONO DRAWING SCALHAS NOTED I FILE: 3 1 4 � [b mM illm AM 7M z n J DETAIL - CABINET DIVIDING SCALE: 3/4'=1'-0' ■ 1 4 DETAIL - CABINET PARTS SCALE: 3/4'=1'-0- 1 O FIELD CUT-OUT END OF CABINET, O DRILL HOLES, SCREW TOGETHER 10 USING SUPPLIED 1/4-20 BOLTS 76 AND INSTALL FACE. 13 i O O B CROSS SECTION - END OF CABINET SCALE: 3'=1'-0' SIGN ID:I- THE A"FI VEDVEMDORi DRAWING SCALE: AS NOTED FILE: 1 2 3 1 4 mim M V MIR RECEIVED OCT 15 2013 DEVELOPMENT SERVICES COUNTER D mm 7 = am 7 � NEED) TRIMCAP TO BE CUT BACK 2" J NOTE: SECTIONS TO BE PRE-nT BEFORE SHIPMENT r1 DETAIL: HORSESHOE LOCATION n DETAIL" FACE SEAM SCALE: N.T.S SCALE N.T.S MITER CUT ■o Elm RECEIVED OCT 15 2013 DEVELOPMENT ;SERVICES CROSS SECTION - ACRYLIC FACE BREAK COUNTER SCALE FULL D SIGN ID: 1NEAPPROVEDVENDORSDRAWING SCALE: AS NOTED FILE: 1 2 3 4 D D N D Z ��bd o na g� mm 0�y 00 N N � TITLE �o�aozo z c 3 s m 3 e T m y s o N g * 101, USE WHITE SILICONE TO THIS SIGN TO 7z o$ Z �+ BEAR THIS MARK CONCEAL LIGHT LEAKS m c x�3rmor m 9 0 n C C C . azz_,w„tnv+ 12" co D O TOLERANCE:± 1/16" ON ALL DIMENSIONS ELEC0ROC Mm 7.4 Z .063' zemnainia� N 0O � • Nmm K7iC! y Z C C 9 a y Y 10.07 O y O Z � 90 D D N D Z ��bd o na g� mm 0�y 00 N N A TITLE �o�aozo OVERALL SQ. FT c 3 s m 3 e T m y s o N Q O 101, O i 2 m C T 1n SOm i 6'-5 1/4' �Iy Z�SH=aT c) 29 m c x�3rmor m 9 0 n C C C H azz_,w„tnv+ 12" m+�wnsx� 7'-4 3/4' 5' 7.4 C mC an�77 .063' zemnainia� 3/4' es�3oo� 14" Nmm K7iC! y /ate C C 9 a y Y 10.07 O y .063' O n 7 Y 3/4' 90 16" 16' 9'-11 1/4° T 20�.Oy iii _ _o m � Y N m .063` C) p ;:0 r r— y m m O O m enc D D o Z rn U) z z o o Z o N D � ;:0 .0 oo,�00oo rn IV — N N CD O Co f3 N Iv m MWNIMP LUI.AIIVN ALATm, rALr- TOGGLE SAFETY SWITCH 20A DPST TION OF ELECTRICAL AND U.L. LABELS r° _ ELEVATIONS: ARTWORK SCALE 3/4' = 1'-0' DETAIL: SIZE CHART SCALE N/A R:IA000UNTSIWIWALGREENSICHANNEL LETTERSILEDIWAL4391B RED FACE LIT PHARMACY CHANNEL LETTERS.dwg, 11/5/2012 11:24:24 AM, Admin Admin, Icon Identity Solutions RECEIVED OCT 15 2013 DEVELOPMENT SERVICES COUNTER A B C OVERALL SQ. FT WEIGHT BACKS RETURNS TRIM CAP MAX LED'S PER 60W P.S. 101, 10' 6'-5 1/4' 5' 4.67 29 .063' .040' 3/4' 90 12" 12° 7'-4 3/4' 5' 7.4 45 .063' .040' 3/4' 90 14" 14' 8'-7 1/2' 5° 10.07 61 .063' .040° 3/4' 90 16" 16' 9'-11 1/4° 5' 13.25 80 .063` .040" 3/4' 90 181@ 18' 11'-1 1/8' 5° 1 16.7 101 .063` .040" 3/4° 1 90 DETAIL: SIZE CHART SCALE N/A R:IA000UNTSIWIWALGREENSICHANNEL LETTERSILEDIWAL4391B RED FACE LIT PHARMACY CHANNEL LETTERS.dwg, 11/5/2012 11:24:24 AM, Admin Admin, Icon Identity Solutions RECEIVED OCT 15 2013 DEVELOPMENT SERVICES COUNTER o�o�T�p T •j � TITLE r � GY M M a�N�zza M T ssZ=TAT m Z O z � a p y y N m �7 0 m S •s Z p'A y C i e=9 T ZO— T T K m3 m�a�a�pc V� s a M K(•j mpT a K.Ay CfS-IJ fC9Z T 97 a m m N O C! Z N a N a a �,70i+c��sei H O_ M = Z O _ = 2 A o a v z 'S efyamy 3 a e 3 a m ;�=-N Z C M. t =CJ Z yO S m 'a MI. T r r— D M m O O �C C -) D M zozm�� -)z G-) C z D V) o � O D r m (DC)yCA �r-��� oa, to 0oo rn CZ- Nj to to p O W IV N M uuu our nr a0 MaaU[ES PER Foar ,5! CENTER. 390CiADY SERFS RED+160W1LES' 4) LAYot1i e0. oN A, 5 CAN �FTH; L . . . S)'OgkQiSlat4S-IVRE i .RICHES tR�.STATED OTHERWISE ' 'n�i:�ocritED_cortr, Phage e05:678:3240 'Tot-Froe. 888.747,4L£D'"Fax, 806.626:32Q8, O 9. 2 ESTIMATED ;PROOtJCT B.O.M.PER S1GIV t) Thts design and Browing are propneinry and the property' of SoanLED: Any reperoduetlon oe use=; without, prior ,wntti3ie 62;` EocFi V Series Red 'Modules 2;1'` aPFnsval Ts prghbited: PN: 101269 RLP "MB - 2)+honneLf t}r �irodules cnd;pewersu ucnGties'are` FTikA TES QNLY and ore based on'tf�e su''- hed �riformatton and' 1 Eoch Motluldr 60 'P.ower SupRIY_.'',12YDC: «.:. a _ =� PPIY :9_,, 4 _ ,�. PP _ t ;. drawings Channel :fetter depth lens color: ;rnatericl and thickness can vary. ahict► may lead to.;cn'Increase or �'ecreose,irt; 1 EoCh' tOfl- :Roll of .JoCkete� Coble product at the 6me',of installation To ensure accurate product regwrements it .is :recommended• that ptouct, is'teste@,;using customerksp jfiic" ens material 'ghd.`lettor'd fi9uration:_.. 3} 'sI ckk D.,,Fughly„recommends applying •Light Enhancement Pdmt <(LEP) 6r:114ht Enhancement Film: (LEFT insude,'ekianreal ;Netters i far, or ;optimal 1luminaGon ; ".PHARMACY. = ;KM�dh: 2�10120i 2_ -- _ - _ _. 4} Jodceted ;cable:<esttrnoted assumes moiiirisum run length bf 15 per Ieqof the •,power SUpply. LED LAYOUT FOR 12” LETTERS SCALE: N.T.S. ELECTRICAL 12" LEDs 62 V SERIES RED MODULES SLOAN POWER SUPPLY 1 MODULAR 60 P.S. 12VDC AMPS 1 V.A. 120 VOLTS WATTS 60 CIRCUITS 1-20 AMP R 1ACCOUNTSIWIWALGREENSICHANNEL LETTERSILEDIWAL4391B RED FACE LIT PHARMACY CHANNEL LETTERS.dwg, 11/5/201211:25A1 AM, Admin Admin, Icon Identity Solutions RECEIVE® OCT 15 2013 DEVELOPMENT SERVICES COUNTER .etLEox - 41 ' 'n�i:�ocritED_cortr, Phage e05:678:3240 'Tot-Froe. 888.747,4L£D'"Fax, 806.626:32Q8, O 9. 2 ESTIMATED ;PROOtJCT B.O.M.PER S1GIV t) Thts design and Browing are propneinry and the property' of SoanLED: Any reperoduetlon oe use=; without, prior ,wntti3ie 62;` EocFi V Series Red 'Modules 2;1'` aPFnsval Ts prghbited: PN: 101269 RLP "MB - 2)+honneLf t}r �irodules cnd;pewersu ucnGties'are` FTikA TES QNLY and ore based on'tf�e su''- hed �riformatton and' 1 Eoch Motluldr 60 'P.ower SupRIY_.'',12YDC: «.:. a _ =� PPIY :9_,, 4 _ ,�. PP _ t ;. drawings Channel :fetter depth lens color: ;rnatericl and thickness can vary. ahict► may lead to.;cn'Increase or �'ecreose,irt; 1 EoCh' tOfl- :Roll of .JoCkete� Coble product at the 6me',of installation To ensure accurate product regwrements it .is :recommended• that ptouct, is'teste@,;using customerksp jfiic" ens material 'ghd.`lettor'd fi9uration:_.. 3} 'sI ckk D.,,Fughly„recommends applying •Light Enhancement Pdmt <(LEP) 6r:114ht Enhancement Film: (LEFT insude,'ekianreal ;Netters i far, or ;optimal 1luminaGon ; ".PHARMACY. = ;KM�dh: 2�10120i 2_ -- _ - _ _. 4} Jodceted ;cable:<esttrnoted assumes moiiirisum run length bf 15 per Ieqof the •,power SUpply. LED LAYOUT FOR 12” LETTERS SCALE: N.T.S. ELECTRICAL 12" LEDs 62 V SERIES RED MODULES SLOAN POWER SUPPLY 1 MODULAR 60 P.S. 12VDC AMPS 1 V.A. 120 VOLTS WATTS 60 CIRCUITS 1-20 AMP R 1ACCOUNTSIWIWALGREENSICHANNEL LETTERSILEDIWAL4391B RED FACE LIT PHARMACY CHANNEL LETTERS.dwg, 11/5/201211:25A1 AM, Admin Admin, Icon Identity Solutions RECEIVE® OCT 15 2013 DEVELOPMENT SERVICES COUNTER f7 � 2 Z7 n D Z Z _ CD ca $ M� • co O � D O C POWER SUPPLIES ARE MOUNTED IN POWER CONTROL N Z I PANEL (LOCATED IN ELECTRICAL EQUIPMENT ROOM) Z WITH LOCKABLE 120V CUT—OFF TOGGLE SWITCH az I AC TO DC I POWER i A E T S I D . I SUPPLY � N--------------------- al 1 c:) GROUND LINE 914 GA. WIRE 0 4� + LINE 12V LOW VOLTAGE 10 GA. WIRE O — O NEXT UNE 12V LOW VOLTAGE 10 GA. WIRE TLETTER JUNCTION BOX(—) M !71y (8FT MAX. DISTANCE (+ O TO LETTERS) II fV to rn rn ALL SPLICES TO BE CONTAINED IN UL LISTED J -BOX nos _ao_o TITLE c 3 z°' A 3maeev+My =1 C y y i A C 2 2 a T T =�=MTI.' �o a T= O m= y y O O T = CO) T 'Z LJ�N�ST T a zap0 ,y„my s O m Ci? T y T ,f70i+ym K39=n ona��'a _ A �Cf �N�1T rI = a = N a �z w3 rar m y3_y � a z o y T T i� HH U p CD;;0 r- r m D;0 m O O m * `Oc D D ZOZrrI�� G')MG-)—+zz D (n Z Z n 0 0 0 D DETAIL -TYPICAL WALGREENS WIRING DIAGRAM TO CONTROL PANEL 2- X 1-1/2- X 3/16" #6061 ALUM. CHANNEL MOUNTING CUPS ALUM. RETURN #8 PAN HEAD SCREW TRIM CAP WELD—ON 16 RESIN BOND RIVET, ALUMINUM #43, 01/8- X 1/4 - CRIMP CONNECTOR BOLT FOR GROUND WIRE J"O SEALTITE FITTING & FLEXIBLE CONDUIT PLASTIC FACE J"0-16 ALUM. RIVNUT W/ HEX BOLT & LOCK WASHER SCALE. N.T.S. WIRING GUIDELINE FROM MANUFACTURER TO MINIMIZE VOLTAGE DROP DISTANCE FROM POWER SUPPLY TO FIRST WIRE GAUGE LETTER 1FT TO 15FT #18GA. WIRE PRE—INSTALLED IN 18 POWER SUPPLY FIELD VERIFY 16FT TO 50FT #14AWG + 5FT OF 18 AWG 14 -,�2"r 51FT. TO 125 FT #12AWG + 5FT OF 18 AWG 12 126FT TO 20OFT #10AWG + 5FT OF 18 AWG 10 3/8" WALL ANCHOR (VARIES PER WALL TYPE) SILICONE CAULK APPLIED TO ALL WALL PENETRATION JUNCTION BOX !?1 DRAIN HOLE W/ OPTIONAL---/ i ���� D O ::E< < LIGHT BAFFLE NEXT- cn Iv y cr, D D LETTER Z c.n O O FROM POWER SOURCE O0 C C OR PREVIOUS LETTER M tv cn cn 00 IDEAL #74B WIRE CONNECTOR (U.L.) PLTC (2)#18Go. LED WIRE + (1)#14Ga. GROUND WIRE NOTE: PLTC OR CL3P CABLE SHALL BE EXPOSED BETWEEN LETTERS. THE CABLE SHALL BE SUPPORTED AND SECURED AT INTERVALS NOT EXCEEDING 6 FT. SEE NEC 725.61(E)(7), TABLE 725.61 AND 725.82(A). RECEIVED OCT 15 2013 cn DEVELOPMENT SERVICES SECTION COUNTER A SCALE: 1-1/2'44" R:IH000UNTS\W\WALGREENS\CHANNEL LETTERS\LED\WAL4391B RED FACE LIT PHARMACY CHANNEL LETTERS.dwg, 11/5/2012 11:26:09 AM, Admin Admin, Icon Identity Solutions C7 p _ �L7 M D C-) 7K Z 0 0o S 1� • D� O cn Z mp Zo oZ D D C N Z m WN o�D D o mr y 00 a 05a G 2w TITLE Zow T m m w 1 r e'e'3osa M T 3o�oS+y 177 17 T=opzsy No a wmeCC�o�xx y z eziCv�io9,m„ M T 0 3 omor— 0 a�mc � asx� _ g o m o a cea�aeo.x mm woes zw�waa oY- 300 a y+yr�3ze� Ci a� z z— oa�`nvT � wr O y9 �. 3� 3 a m= S m o Z y��o�oos iil x A = = O r m r N H p p p e r r D M O O m `= D D Z p Z M --- G-) G-) C-) Z D Cn Z Z Z n 0 0 0 D .. (n OND W D D r 70 �o CA 00 O O V) N 0 o to N co M LETTER BACKING 2' X 1-1/2' X 3/16' #6061 ALUM. CHANNEL MOUNTING CUPS 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT & LOCK WASHER S.S. 3/8' TOGGLE BOLT, LOCK AND FLAT WASHER CINDER BLOCK TOGGLE BOLT SCALE: N.T.S. 1 1/2' X 1 1/2' X 3/16' ALUMINUM ANGLE LETTER BACKING 2' X 1-1/2' X 3/16' #6061 ALUM. CHANNEL MOUNTING CUPS 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT & LOCK WASHER 3/8'0 S.S. THREADED ROD NUTS, LOCK AND FLAT WASHERS DRYVITT WALL THREADED ROD W/ ALUM. AN SCALE: N.T.S. 2'x8' STRINGER 1/8' THK X 4' X 4' ALUM. PLATE (WOLMANIZED LUMBER) LETTER BACKING LETTER BACKING 2' X 1-1/2' X 3/16' #6061 ALUM. — — — 2' X 1-1/Y X 3/16' #6061 ALUM. — — — CHANNEL MOUNTING CUPS — — — CHANNEL MOUNTING CUPS — — — 3/8'0 RIV NUT W/ THREADED R00 ,HEX 3/8'0 RIV NUT W/ THREADED ROD , HEX NUT & LOCK WASHER _ _ — NUT & LOCK WASHER 3/8'0 S.S. THREADED ROD NUTS, LOCK 3/8'0 S.S. THREADED ROD NUTS, LOCK AND FLAT WASHERS — — — AND FLAT WASHERS — — — DRYVITT WALL DRYVITT WALL THREADED ROD W/ STRINGER _ THREADED ROD W/ ALUM. PLATE SCALE: N.T.S. SCALE: N.T.S. LETTER BACKING LETTER BACKING d' 2' X 1-1/2' X 3/16' #6061 ALUM. 2' X 1-1/2' X 3/16' #6061 ALUM. CHANNEL MOUNTING CUPS CHANNEL MOUNTING CUPS d. a a 3/8'4 RIV NUT W/ THREADED ROD , HEX III��______ 3/8'0 RIV NUT W/ THREADED ROD , HEX d.'. NUT & LOCK WASHER------�� NUT &LOCK WASHER •. , <. �, 3/8'4 LAG BOLT, LOCK WASHER, AND 3/8'4 QUICK SET ANCHOR, HEX NUT, FLAT WASHERN AND LOCK WASHER `. d WOOD WALL CONCRETE WALL d: LAG BOLT QUICK SET ANCHOR BOLT SCALE N.T.S. SCALE: N.T.S. & 1 MOUNTING OPTIONS SCALE N/A R:VA000UNTS\WIWALGREENSICHANNEL LETTERSILEDIWAL4391B RED FACE LIT PHARMACY CHANNEL LETTERS.dwg,11/5/2012 11:26:26 AM, Admin Admin, Icon Identity Solutions RECEIVE OCT 15 2013 DEVELOPMENT SERVICES COUNTER 3 2 1 3 I 4 5" 11 /j 41 VP n ELEVATIONS -'EXIT' CABINET SCALE: 1 1/2'=1'-0" i [:D IR W IE =r H IR ELEVATIONS -'DRIVE THRU' CABINET SCALE 11/2"=1'-0' SECTION I DESCRIPTION I I ,i �, /!'i Iii I I I i iI ALUM • •i 1.8 SQ.FT. I' i I � /i ///i '�/ I ANCHOR TYPE 01/2" SLEEVE ANCHOR (03/8" BOLT), 2N MINIMUM 43/8" EXPANSION ANCHOR, 2 1/2" MINIMUM EMBEDMENT 03/8" LAG BOLT 03/8" THREADED ROD 03/8" THREADED ROD w/ALUMINUM OR PVC COMPRESSION SLEEVE 03/8" TOGGLE BOLT (WING OR PIVOT ROD) WALL TYPE CMU, BRICK PRE -CAST CONCRETE, CONCRETE WOOD BLOCKING, PLYWOOD WOOD, CONCRETE BLOCK, EIFS WALL SYSTEMS EIFS WALL w/ FOAM INSULATION GLASS MATTE SHEATHING, PLYWOOD �LMOUNTING OPTIONS SCALE: N.T.S. BILL OF MATERIALS (FOR 1 CABINET) No. QTY. DESCRIPTION SPEC. 6 7 FT. 1-1/2" X 1 1/2" X 3/16" ALUMINUM ANGLE ALUM 10 1.8 SQ.FT. .090 ALUM. LETTER BACKING FASTENED TO ALUM. FILLER 3003 11 8 FT. .040" ALUMINUM FILLER PANEL AP4 - (L) WRAPPED 3003 40 1.8 SQ.FT. 3/16" THICK ACRYLIC PL2 - 41 8 FT 3/4" JEWELITE TRIM CAP, TC4 - 60 14 SLOAN LED, 701269-WLPY-MB, V -SERIES, WHITE - 61 1 SLOAN POWER SUPPLY, MODULAR BOW 701507-MODW - 63 AS REQ'D CABLE, ISOTEC 2 #14 AWG (U.L.) CL2P - 64 AS REQ'D LED, CRIMP CONNECTOR, IDEAL #30-146, PRE -INSULATED, U.L. - 65 1 SAFETY SWITCH (WESTRIM #38057, SINGLE POLE, 20 AMPS) AND BOOT #SSBI - 68 1 U.L. LISTED CONDUIT AS PER LOCAL CODE - 70 AS REQ'D #8 S.S. PAN HEAD SCREWS 18/8 74 4 3/8"-16 ANCHOR (VERIFY PER WALL CONDITION) - 80 AS REQ'D WELD -ON 16 & RESIN BOND - 90 - LOCATION OF ELECTRICAL & U.L. LABELS - 92 2 05/16" DRAIN HOLE WITH LIGHT BAFFLE - PAINT AND VINYLS SPECS I V4 I AS REQ'D I SEE COLOR SPECIFICATION LIBRARY SHEET - AREA/WEIGHT SIGN SQUARE FOOTAGE: 1.8 sq. ft. ESTIMATED SIGN WEIGHT: 15 Lbs ELECTRICAL LEDs 14 SLOAN V SERIES, WHITE POWER SUPPLY 1 SLOAN MODULAR 6OW 701507-MODW AMPS 1.0 -V. A. 120 VOLTS WATTS 120 CIRCUITS 1-20 AMP A B C TOLERANCE:± 1/16" ON USE WHITE SILICONE TO I SIGN BASED ON DESIGN LOADS: ALL DIMENSIONS CONCEAL LIGHT LEAKS 2010 FLORIDA BUILDING CODE, SECTION 16 WIND LOAD. RISK CATEGORY II. EXPOSURE C. ASCE 7-10, 170 mph. L'jj 6" X 3'-6"'EXIT' and 'DRIVE THRU' wall signs red LOCATION: • 1418 ELMHURST RD. copy and returns LOCATION No. icon ELK GROVE VILLAGE DRABONGSARE THE EXCLUSIVE PROPERTY OFICON IDENTITY SOLUTIONS INC, ANY REQUEST No.: ILLINOIS 80007 UNAUTHORIZED USE OR DUPLICATION IS NOT PERMITTED. THIS DESIGN IS INTENDED FOR USE BY THE ICON COMPANIES AND THEIR APPROVED VENDORS IN FABRICATION, ASSEMBLY AND DRAWN BY: Identity Solutions INSTALLATION. ICON MANES NO CLAIM TO ANY STRUCTURAL, ELECTRICAL, MECHANICAL OR FOUNDATION ENGINEERING IF THIS DESIGN IS USED OUTSIDE OF THE ICON COMPANIES AND DATE DRAWN: �Ir.M IFI - THE APPROVED VENDORS, nRAWIMr CrA 0 SIGN INTERIOR TO BE THIS SIGN TO PAINTED FLAT WHITE FOR BEAR THIS MARK MAXIMUM REFLECTIVITY umftromm @ EdEMOC BOOM RECEIVED OCT 15 2013 DEVELOPMENT SERVICEF COUNTER D N2542 APLES, FL AN /��IP�iit/1► 1258 125884 ROBERT MENCHACA CHECKED BY: MARISSA SCOTT 06/04/2012 DATE CHECKED: 06/04/2012 1 112"=1'-0" FILE: WAL4526C SHEET: 1 /3 SIGNSIWAL4526C 6' x Y -6 -EXIT AND DRIVE tHRU'red copy 8 retlans.dwg, 4/9/2013 3:22:26 PM, ahants 0 0 0 2 3 in 4 U (68 64 63 60 1110 P1 9272 73 0 SIGN CONSTRUCTION, LED LAYOUT SCALE: 3"=1'-0" A SECTION SCALE 6"=1'-0" ;UPPLY 61 'DOM A B re - RECEIVE OCT 15 2013 DEVELOPMENT SERVICES COUNTER D 1416 ELMHURST RD.copy ELK GROVE VILLAGE 60007 icon. Identity Solutions J 6" X 3'-6"'EXIT and 'DRIVE THRU' wall signs red and returns LOCATION: NAPLES, FL wa4r"-O" LOCATION No.: 2542 SWINGS ARE THE EXCLUSIVE PROPERTY OF ICON IDENTITY SOLUTIONS INC., ANT UNAUTHORIZED USE OR DUPLICATION IS NOT PERMITTED. THIS DESIGN IS INTENDED FOR USE ByTHE ICON COMPANIES AND THEIR APPROVED VENDORS IN FABRICATION, ASSEMBLY AND INSTALLATION. ICON MAKES NO CHANICAL OR FOUNDATION ENGINEERING IF THICLAIM DESI USED OUTSIDE OF THE EIICON COMPANIES AND THE APPROVED VENDORS. REQUEST No.: 125884ILLINOIS DRAWN BY: ROBERT MENCHACA CHECKED BY: MARISSA SCOTT DATE DRAWN: 06/04/2012 DATE CHECKED: 06/04/2012 SIGN D: - DRAWING SCALE: AS NOTED FILE: WAL4526C SHEET: 2/3 S R:IA000UNTSIWIWAL EENSIWALL SIGNSIWAL4526C 6"x 3'-6"'EXIT AND DRIVE tHRU'red copy 8 returns.dwg, 4/9/2013 3:22:27 PM, ahants I ,U,LIJ L �. W ® .. O C!3 j z Q LU 0� CO) 0 0 W CL0 cc 0 z cc � ¢ o Q m .d; CO LLS U FEW N Cl) .�. ,n zFz- w � go c.. U 0 w a cc > Lu 0 .d; i REFERENCED KEYED NOTES DIVISION 03• -- CONCRETE - 03 30 02 CONCRETE WALK WITH TOOLED CONTROL JOINTS (5' MAX EACH WAY), AND BROOM FINISH. 03 30 24 PERIMETER OF ALL ASPHALT TO RECEIVE CONCRETE CURB. 03 30 26 LINE OF CONCRETE PAD. 03 30 28 ACCESSIBLE CURB RAMP WITH DETECTABLE WARNING ALONG ACCESSIBLE: ROUTES (TYP.). WHEN SLOPE IS LESS THAN 5%, ONLY 36" OF DETECTABLE WARNING SURFACE IS REQUIRED. 03 30 30 ALL END ISLANDS TO BE 4'--0" LESS .THAN STALL DEPTH. WHERE: FULL DEPTH ISLAND IS REQUIRED, DETAIL ROLLOVER CURB AND CONCRETE FILL END OF ISLAND 4'-0". 03 30 33 DETECTABLE WARNING SURFACE, 36" DEEP. 03 30 34 ISLAND WITH 6" CURB. 03 30 37 PAD MOUNTED TRANSFORMER WITH BOLLARDS. (COORDINATE ANY OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES 06 10 35 1 TOTE ENCLOSURE. DIVISION 10 -- SPECIALTIES -- . 10 14 63 MINIMUM 24" OCTAGONAL REFLECTIVE STEEL STOP SIGN (SET BACK CLEAR OF TRAFFIC). SEE DETAIL 8/0-510. AT DRIVE—THRU: ALIGN EDGE OF STOP SIGN WITH EDGE OF 1'--0" CURB AT DRIVE—THRU. 10 14 64 ACCESSIBLE PARKING SIGN. SEE SHEET C—•520. DIVISION 26 •- ELECTRICAL -- 26 10 74 1 PAD MOUNTED TRANSFORMER WITH BOLLARDS. (COORDINATE: ANY OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). DIVISION 32 •- EXTERIOR IMPROVEMENTS •- 32 12 13 LIMIT OF HEAVY—DUTY ASPHALT PAVING. 32 12 17 ENTRY BOLLARDS WITH POLYETHYLENE COVERS 5'--4" CLEAR MAX. 32 12 19 YELLOW PAINT STRIPING (TYPICAL). BLACK OUTLINE ON CONCRETE PAVEMENT. DIVISION 33 -- UTILITIES -- 33 10 01 1 GAS METER. r 35'-1 1 /2" ALIVED B I_ANNING 501-0)1 Zone Corner..,Fla UTILITY EASEMENT IN Setbacks kec uired Actual VACATED R.O.W. '--�..w__ Front _ P -O Sides 61 EXTENT OF HEAVY DUTY Rem0 329.36' PAVEMENT SHOWN HATCHED Other 126.32 . '. ` . .. ...... . .. . . EXISTING LANDSCAPING TO REMAIN .2....'.`.'..'..'..`.`.`. .........`..`, _`_ .... ..:... ILO . . . . . . . . . . . . . . . . . . . . . ..`.'.'...`.-.`.....`.`:- .+. .`. .'.`. .`. . ................. ..................`I.......... 1. .'.'.'.`''.'.'.'.'.'.'.'.'.. .:C14 Y.:.;.:.:...: 01463> ........................... . I . . ...............---....'�........ EXISTING GROCERY STORE ........... ............... ....................... ......... I -- NOT APART V12 - N .. ...... . I 0 37 . .. . ';� NEW RETAINING WALL. z. 3 34 26> • `C16 • . . 129.78'04 . . . J . . FUTURE V0 14 685DRIVEWAY <03 so So <32 12 13 .. A.. A. 81_0" 1 r� flrr `\ -- - - '24'-=0" 18' 0" 138•_0„ - 2 11219> .. . .... .. .. .. 10 f. . . . . . .i . 1 2> r u •� 27 . .. , f �. 2 1 15> I ' \ 4 �- I f. WALGREENS o `. i IGHT BOLLAR S 14,490 SF <32 12 13 1 a 0.90. ACRES (39,118 SF) y >�,�� 59 PARKING SPACES 14 . . . f . Y 4.07/1000 SF a l I - - 0 44 64> ZONED: NEIGHBORHOOD BUSINESS . d (TYP) Q : vi 3 30 33> FF=325.55` o <03 30 26 j I .. .. w ' 2 12 17> <03 30 24 l f .. .....I HEIGHT CALCS ' . o A = 325.82' DRIVE 13 . • I .� 8 = 328.29' TBRli j • I i f fi2 C = 325.55' f I o f D= 325.55' ) J iO AVERAGE GRADE - 326.30' I' ... <32 12 13>--� 1 3 30 30ACTUAL BLDG HEIGHT - 350.41' f f y I 330 28> MAX HEIGHT ALLOWED - 351.30' I J 15 I f 0 . ..... I 46 I I e I' I .. i J J 2 12 17> 4" YELLOW CURB STRIPING WIT�i 1'2 ' HG "FIRE LANE - NO PARKING" LETTERS 'WI J - I 2 12 13>40 15 ON LTERNATING2" STROKE EINSDED 50 LIOF LANE TYPNEAL -FEET A T . f l N d. 140 i <32 12 13 j J• <32 12 13>-,,,," • �,. t 6 f f 16 .. i. I BANK 1. 0 1 OMPA T l 1—.1 1. l OMPT . . N ! A A f, I NOT A PAR 1 I .. 16 43-7 1/2" 249 ...0" 9 rr BANK f, $ 24, , ° f N 0.44 AC (19,382 SF) <32 12 13 ......... � I •f '00 ? SPACI=5 .. ... ...i f n 8.0 00 ) 1 I . ... 19J. FF=323.75' J M11 1 14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • ° Jr . . _ _ _ , . ...w.'.w., .'.-.*.•.................. ` .•..'.•.'. -.'. `.'.'.' .`.-.`.`.'.'. .'.`. `.•.•. . ..-. . •...•.• -.-... •... •.•. . NEW SIDEWALK PROPOSED WATER t° \ NEW LANDSCAPING VAULT SAN M HOLE ---"7 " ! \ ;n DATUM EDMONDS WAY HWY 104 (+323.02' ACTUALL 321.67' .^•. -...•ter-aec — _... — .—...�. �_-uta...—. APPROVED FY ENGINEERING �--- - �p PARKING SPACES REQ'D �I PARKING SPACES PROPOSED!- g BARRIER FREE PARKING SPACES C-401- P619 Ns � ��?�� �,..� . ���. � ..� Co•re Now' •�UEt�N���/�-:�11t�i r���5 �y� low c-e���� •�� t�'�.� �� e e �, ..• � / f 325.13' U 0 wWQ�-,¢ Q WWrod Z Uj 0 0 Z 2IuO��" w o pz r w�? ?DWl=.0W l�aaI= — WWME3 WW,Q=W4 wyy...WW©LL ((��0 � =M 0mm0<4=) COV) z 0 a v 0 07 0 w LU 0 ci z r O V_ U) Z Z a Z O z 29 ors ¢Qw ®Lij Q m w E z _j 06 � w Z O 0 a LL z F_ C r it Z a ¢Qw d w E U cv Q ca Ca iL 3 ' I APPROVED FY ENGINEERING Zlso1 ------------------------------------------------------------- -- Dade: 3 MAINLINE &--4---.�,.,,....,._-•.-..............4....,.., PSIAT THIE FURTHEST POINT OF EACH ,�-�� U, �q�, CONTROL WIREr�% ��P(�4Y�O CMI. DRIP ZONE PROVIDE & INSTALL (1) 2 ��� . SHOWN UNDER �-�� 2"Sf OPERATION/PRESSURE INDICATOR DRQ PAVING FOR 5 �i✓F1NSUCZ- BEIGHLEY & 1 1 STAKE. THESE ARE TO BE SHOWN ��� �' CLARITY. PLACE xi>► rla ' f Iia 1. ASSOCIATES INC. AT THE FURTHEST POINT OF EACH 1 1 1 1 ON RECORD D WINGS. "��\ IN SAME RIP ZONE PROVIDE & INSTALL 1 1 1 TRENCH BEHIND LANDSCAPE ARCHITECTURE D () v OPERATION/PRESSURE INDICATOR 4"S 1 1 THE CURB WITH 'I1?���E'�C�O:J ��s-t.IM �ttaPrl.l- AND PLANNING ;4' STAKE. THESE ARE TO BE SHOWN 1 1 ;�� 'j OTHER � I 12840 N.W. OR 97L RD. RECORD DRAWINGS. �, TY.,,' LATERALS. -1 PORTLAND, OR s722s 40 ON E �/ +iH+� • ///��� ///��� PHONE: 503 843-4798 JOB N0. 1142 1 1 JL11 11J( , O � ` rz 1 �� Y/zo�vq <- 1PROVIDE & INSTALL DOUBLE TECHLINE m o RING ON TOP OF TREE ROOTBALL %� J�I� S -tom i' Q ¢ C)Z ~ z o 2"s 1 1 I .1iA='kG tm cn o hz- w o _ VERIFY LOCATION OF WALL MOUNT I Q I-- o - z z = 1— I 1� �wUz�wm } CONTROLLER WITH OWNER. LOCATE TOP 2"S I �_ ❑ z Q Q I UQf=- O h -wpm 1 OF CABINET 5'-0" ABOVE FIN. FLR. 120V �� I w z o m o z � o ¢ >- POWER REQUIRED INTO CONTROL CABINET. I z Q o m z w o 1 PROVIDE &INSTALL TECHLINE7 ON I RAINBIRD ESP -SMT 4i MODULAR I 1" w 1 SOF EACH ROOT BALL - 1 1 7' CONTROLLER. COORDINATE WITH GEN. I °- v a w w o s w O �-` 2"S 1 BOTH SIDE �» •' ' TYPICAL ALL DRIP ZONES. I I CONTR. INSTALLATION OF WEATHER II I = w. w o d Q E o Q 0 c c-rA rinni venni ii E- nni pnn� I' ." I — h=- � � Q Q � (1) U) 1 AREA BETWEEN CURBLINE/SIDEWALK & 2 ENDCAPS POC - METER & D.C.V.A. BY OTHERS. THIS POC IS FOR PARKING LOT ONLY. 2"S. F FA 2.1111 hwilffitil >� G STATE OF WASHINGTON REGISTERED VLANCAPE ARCHI T HA BGH Y CERWICA 0. - PROVIDE & INSTAL 3/4" I.S.O VALVE BETWEEN T CHLINE .1_05PS FOR FUTUR DISCONNECT. z 0 2" SLEEVED', STANDARD VALVE o U) BOXES &. CONTROL WIRE AS NOTED O IS PAR i' OF WA II REENS CONTRACT. w w m PROVIDE & INSTALL DOUBLE TECHLINE w RING ON TOP OF TREE ROOTBALL PLACE STANDARD VALVE BOXES (2) REQUIRED AT THE END OF 2" SLEEVES AS SHOWN. PROVIDE & i ' I APPROVED FY ENGINEERING Zlso1 ------------------------------------------------------------- -- Dade: 3 MAINLINE &--4---.�,.,,....,._-•.-..............4....,.., PSIAT THIE FURTHEST POINT OF EACH ,�-�� U, �q�, CONTROL WIREr�% ��P(�4Y�O CMI. DRIP ZONE PROVIDE & INSTALL (1) 2 ��� . SHOWN UNDER �-�� 2"Sf OPERATION/PRESSURE INDICATOR DRQ PAVING FOR 5 �i✓F1NSUCZ- BEIGHLEY & 1 1 STAKE. THESE ARE TO BE SHOWN ��� �' CLARITY. PLACE xi>► rla ' f Iia 1. ASSOCIATES INC. AT THE FURTHEST POINT OF EACH 1 1 1 1 ON RECORD D WINGS. "��\ IN SAME RIP ZONE PROVIDE & INSTALL 1 1 1 TRENCH BEHIND LANDSCAPE ARCHITECTURE D () v OPERATION/PRESSURE INDICATOR 4"S 1 1 THE CURB WITH 'I1?���E'�C�O:J ��s-t.IM �ttaPrl.l- AND PLANNING ;4' STAKE. THESE ARE TO BE SHOWN 1 1 ;�� 'j OTHER � I 12840 N.W. OR 97L RD. RECORD DRAWINGS. �, TY.,,' LATERALS. -1 PORTLAND, OR s722s 40 ON E �/ +iH+� • ///��� ///��� PHONE: 503 843-4798 JOB N0. 1142 1 1 JL11 11J( , O � ` rz 1 �� Y/zo�vq <- 1PROVIDE & INSTALL DOUBLE TECHLINE m o RING ON TOP OF TREE ROOTBALL %� J�I� S -tom i' Q ¢ C)Z ~ z o 2"s 1 1 I .1iA='kG tm cn o hz- w o _ VERIFY LOCATION OF WALL MOUNT I Q I-- o - z z = 1— I 1� �wUz�wm } CONTROLLER WITH OWNER. LOCATE TOP 2"S I �_ ❑ z Q Q I UQf=- O h -wpm 1 OF CABINET 5'-0" ABOVE FIN. FLR. 120V �� I w z o m o z � o ¢ >- POWER REQUIRED INTO CONTROL CABINET. I z Q o m z w o 1 PROVIDE &INSTALL TECHLINE7 ON I RAINBIRD ESP -SMT 4i MODULAR I 1" w 1 SOF EACH ROOT BALL - 1 1 7' CONTROLLER. COORDINATE WITH GEN. I °- v a w w o s w O �-` 2"S 1 BOTH SIDE �» •' ' TYPICAL ALL DRIP ZONES. I I CONTR. INSTALLATION OF WEATHER II I = w. w o d Q E o Q 0 c c-rA rinni venni ii E- nni pnn� I' ." I — h=- � � Q Q � (1) U) 1 AREA BETWEEN CURBLINE/SIDEWALK & 2 ENDCAPS POC - METER & D.C.V.A. BY OTHERS. THIS POC IS FOR PARKING LOT ONLY. 2"S. F FA 2.1111 hwilffitil >� G STATE OF WASHINGTON REGISTERED VLANCAPE ARCHI T HA BGH Y CERWICA 0. - PROVIDE & INSTAL 3/4" I.S.O VALVE BETWEEN T CHLINE .1_05PS FOR FUTUR DISCONNECT. z 0 2" SLEEVED', STANDARD VALVE o U) BOXES &. CONTROL WIRE AS NOTED O IS PAR i' OF WA II REENS CONTRACT. w w m PROVIDE & INSTALL DOUBLE TECHLINE w RING ON TOP OF TREE ROOTBALL PLACE STANDARD VALVE BOXES (2) REQUIRED AT THE END OF 2" SLEEVES AS SHOWN. PROVIDE & z INSTALL (6) 14- GA. CONTROL VALVE WIRE BETWEEN VALVE BOXES. LEAVE `5'-0" PIGTAILS IN EACH VALVE BOX._Jf_---<<, Z d O U) ❑ It O Z ZZ(9 L1J � = o w W 0 U o m oZf Z w w © w 0 IL >O Z o 0 _ ❑ __-- - Q o W _-- ED o o ry OCT I °C DEVELOPMENT SERVICES COUNTER T SET FI o 0 o m 0 z IRRIGATION PLAN ❑o do " ¢ w �5 w� JAN 0 9 2013 pMMnWeE0 10 20 40 L-100 11i"', 124 �, 4t]RUM WhotesaGe Landscape Ntbrse-w(y Puget Sound Plants, Inc. PO Box 26 Olympia, WA. 98507 360-943-0480 RE: Walgreen's Edmonds To Whom It May Concern: Puget Sound Plants was the supplier for the above referenced project. I was informed after our delivery by the contractor that plants were missing. I cross referenced the plans with our invoice and found we shipped what had been specified. We ended up shipping thequantity and variety of plants that the project was "short". One variety of plant was not available. We were unable to supply the fothergilla and substituted it with Viburnum Spring Bouquet. Puget Sound Plants 25 N El EXISTING LANDSCAPE TO REMAIN (ABOVE RETAINING WALL) 4 Fountain Grass 3 Green Arrow Cypress . 5 Oreaon Grape HE _ i 5 Cinnamon Fern 11 Salal 9 Pacific Coast Iris Nf:w Rain Garden: �.•i YYilt� 55 Salal-1 3 Sword Fern 6 / Dwar Fothrgilla 3 _ Fountain Grass 4 October Glory Maple 17 Kirinlklnnick_® 24" O.C. 2 Kin ikinni k CSD 4" 0. . 10\Dwa4\Foth ailia 5 Fountain Grass 1 October Glory Maple 5 Dwarf Fothergilla 21 Kinnikinnick 0 24" O.C. 5 Scarlet Carpet Rose New Ivy and similar plant materials will be planted 25 Coast Strawberry 7 Boston Ivy to replace any that are damaged or removed due @ 24" O.C. to retaining wall extension. 9 Boston Ivy 9 •ADa110 Mable �..---� 6 Boston Ivy r -- 2 October Glory Maple 25 Kinnikinnick ® 24" O.C. 11 2 October October GloryMaple 6 Dwarf Fothergilla 26 Kinnikinnick 0 24" O.C. 2 October Glory Maple 7 Dwarf Fothergilla 3 'Foun 6 Sword Fern Pacific 3 Cinnamon Fern j��%Tim{♦,y��M�•ir�'-��la ,Y�+-; I�.�.%a ;,... � Y jj ./��' At� � a �..� • • .11) Q Q •, _' r• +i +i`. ' �.w'' fiHa„.wyrsrrr .i!ra,;i r r` LANDSCAPE 'r ��0...r.o ���A%Otile ►!/s4�yn���ar �a�r�.�r./ low Misr/Ams..fir, 0 REMAIN THIS REAQ f, 5 Little Bunny • •• ---- Oat • -Bowhall Red Maple 5 Little Bunny Grass 192 CoastalStrawberry • .. 3 Little Bunny « • Dwarf • - • • • Lavender Cotton Re-useExIstina "' . • Fountain Grass NOTE: REFER TO CIVIL SHEET C4.1 FOR TYPICAL RAIN GARDEN SECTION AND SOIL REQUIREMENTS. New Rain Gardens: Landscape to be similar to the raingarden on the PCC 1 I 1 ./ '� � •� l IMIM 09 3 Blue Oat Grass 190 Coastal Strawberry Q 24' O.C. 3 Fountain Grass 3 Salal+ _ L3:�BL�-e-F—escue w - 4 Bowhaii Red Ma le 3 Little Bunny Grass *Note: Keep and re-ise all existing landscape boulders. 4'�f � p 3 Blue Fescue 3 Fountain Grass 5 Salal APP V (� 13 y P, -ANJ%I(, BEIGHLEY & ASSOCIATES INC. LANDSCAPE ARCHITECTURE AND PLANNING 12840 N.W. CORNELL RD. PORTLAND, OR 97229 PHONE: 503 643-4796 JOB NO. 11*2 u=WQQ ?� h h- WW�za -- M0 Hi00 is �W0© WZwzz o� az�OHZ 0 0}-Wsm q ti5_>�U�u»t3 WCL 5m5atar0LU OCmU11W W��W�Z ,i W_W as 5 WZ16t)ad zs+� 0r9 _rcna.au��¢�u�cnrr� /1"a�1/1(1b�\ STATE OF WASHINGTON REGISTERED LA CAPE ARCHI T WAt 8 GH Y CERiTFICA 0. z 0 E a Z to w 0 z and meet L.I.D. Technical Guidance Manual for Pugetportion ... 14 Coastal Strawberry _ _- -- - _ �-- `.Z .- A 24" O.C. _ __ _ __ ..� ---- _ - -- O z z 10 Blue Fescue F �„J 2 a7 0 3 Little Bunny Grass __ _- — _--- - 3:P ti I 06 CL AA, ♦jam / I Evergreen Clematis To 1 Evergreen Clernatis To _Planted Be At The Base Be Planted f3 u Of Each Trellis Typ, Of Each Trellis Typ. (2 • I®I� Vine Maple South 17 Kinnikinnick 0 24". O.C. 32 Moon Bay Nandina 3 Feather Reed Gross 114", >- i" yap ' �! y� �� �r•'tl{y n.�ih"r3Y.'M"4w%&4<'�",'$;�l�WfG."� .3 Salal . iviNSff4W�;Ali'9'v.NP.swi dlf�,�69m,nIRY:1!kghi¢5q'Y�mt MttlWFH115#Mi£!M�'c�55"�.{OtGYWRtiH1t�.wNPoRb"�Ag'a",2Ni..Sti3FM;YGN`M') �v.RR1ti€Nk3M&PAv.3;k4b3,4ro mry:,' P,✓uassF.$%3nYkYUYS.�Ed�v1'?i9:`1+1k..M1i4PqYtt;��1Y�k5'�`, 3 Salal 4M3dah�awksb�&NB:k'N�yi b6r'Ngy' k , , d .. /�• . r a`o► \ px0nrprr�.r01,01OX01010" �' afr0,� O� Or O�,Or O ..W12! ,0rr�,rp rQ ra O a� O� O. O//O O O ra q �, Q 81 � gj W,M 47 Coastal St• • f!� • • Fountain Grass sfi"ikitiY%' O.C.17 October Glory M.. - • Viiik0 O.C. 1 I 1 ./ '� � •� l IMIM 09 3 Blue Oat Grass 190 Coastal Strawberry Q 24' O.C. 3 Fountain Grass 3 Salal+ _ L3:�BL�-e-F—escue w - 4 Bowhaii Red Ma le 3 Little Bunny Grass *Note: Keep and re-ise all existing landscape boulders. 4'�f � p 3 Blue Fescue 3 Fountain Grass 5 Salal APP V (� 13 y P, -ANJ%I(, BEIGHLEY & ASSOCIATES INC. LANDSCAPE ARCHITECTURE AND PLANNING 12840 N.W. CORNELL RD. PORTLAND, OR 97229 PHONE: 503 643-4796 JOB NO. 11*2 u=WQQ ?� h h- WW�za -- M0 Hi00 is �W0© WZwzz o� az�OHZ 0 0}-Wsm q ti5_>�U�u»t3 WCL 5m5atar0LU OCmU11W W��W�Z ,i W_W as 5 WZ16t)ad zs+� 0r9 _rcna.au��¢�u�cnrr� /1"a�1/1(1b�\ STATE OF WASHINGTON REGISTERED LA CAPE ARCHI T WAt 8 GH Y CERiTFICA 0. z 0 E a Z to w 0 z 14 Coastal Strawberry _ _- -- - _ �-- `.Z 0 ' 24" O.C. _ __ _ __ ..� ---- _ - -- O z z 3 Blue Oat Grass ---"_ W �„J 2 a7 0 3 Little Bunny Grass __ _- — _--- - 3:P _ _ _ � 06 CL 0 X. H o RESUB JAN 0 9 2013 MRDIN® DEPARWENT ony OF EUM0NDS ~ >- N V- C 0. , P LANTI N G P LAN W Q 81 � gj W,M GENERAL KEY 2� RADIUS G.P.M. CLASS 200 SLEEVES - BY LANDSCAPE CONTRACTOR �!I❑--3 I " METER - BY OTHERS MET - I " APPROVED D.C.V.A. 1 1/2" SCHEDULE 40 MAINLINE - CLA55 200 LATERALS m BRASS ISOLATION VALVES - SAME SIZE AS PIPE RAINBIRD U-8 SERIES 3/4" QUICK -COUPLING VALVE W/ LOCKING LID -(� I " BRASS DRAIN VALVE I ,00 R.B. PEB AUTOMATIC CONTROL VALVE ❑ DRIP MANIFOLD - XCZF- 100 -PRF - - - - - - - CONTROL VALVE WIRING - # 14 GA. -4-o---0- NETAFIM - 18" TECHLINE CV-GGPH FSCONTROL VALVE NUMBER - DR=DRIP, 5=5HRUB, TR=TREE5 G5-1 .30-2.GO WALL MOUNT CONTROLLER - RAINBIRD AS NOTED 0 p RB KW5-0-1401 TREE ROOT WATERING SYSTEM DE51GN CRITERIA THE DE51GN OF THE IRRIGATION SYSTEM 15 BASED ON 55 P.5.1. @ 30 G.P.M. GENERAL NOTE5 • LANDSCAPE CONTRACTOR TO INSTALL ALL SLEEVING. COORDINATE WITH GEN. CONTR. • RAINBIRD SERIES BODIES TO BE # 180G-5AM. • INSTALL VALVE BOXES PERPENDICULAR TO WALLS, WALKS AND CURBS. • INSTALL PIPING IN SAME TRENCH WHEN POSSIBLE. • INSTALL HEADS PERPENDICULAR TO 5LOPE5 OF FINISH GRADE. • PLACE TWO (2) VALVES IN SAME VALVE BOX WHEN POSSIBLE. • INSTALL HEADS FLUSH WITH TOP OF WALLS, WALKS AND CURBS, • INSTALL HEADS A MIN. OF I" AWAY FROM WALL5 AND WALKS * G" MIN. FROM BUILDING FOUNDATION. • WHERE Q.C.V. ARE SHOWN ADJACENT TO CONTROL VALVE, INSTALL IN VALVE BOX WITH CONTROL VALVE. • ADJUST HEAD LOCATIONS AS REQUIRED TO AVOID EXISTING FIXED OBJECTS. HEAD KEY SYMBOL COMPANY AND CAT# RADIUS G.P.M. P. 5.I. r--"\ DR RAINBIRD 5 SERIES 5 .10-.20 30 m 1.0 RAINBIRD U-8 SERIES 8' .2G-.52 30 I ,00 1.00 RAINBIRD U-10 SERIES 10 •41-.82-1 .G4 30 La EA CD RAINBIRD U-1 2 SERIES 12' G5-1 .30-2.GO 30 0 p 0 RAINBIRD U-1 5 SERIES 15' .92-1.85-3.70 30 G. UTILITIES: Protect active utilities encountered; notify persons owning same. Verify RAINBIRD 15 55T STRIP 1.2 30 V material and workmanship for one year from the date of acceptance. Correct the same VARIABLE ARC NOZZLE 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. VALVE KEY (Parking Lot) CONTROL VALVE NO. 1 2 3TR 45 G.P.M. DR DR 11 25 CONTROL VALVE SIZE 1.0 1.0 1.0 1 .0 PRECIP. RATE (IN./HR) I .00 I ,00 1.00 1.00, OPERATING PRESSURE 30 1 30 30 30 VALVE KEY (Walgreen5) CONTROL VALVE NO. I DR 2DR 35 G.P.M. DR DR I I CONTROL VALVE SIZE 1.0 1'0 1.0 PRECIP. RATE (IN./HR) 1.00 1.00;: 1.00 OPERATING PRESSURE 30 30 30 IRRIGATION DETAILS Z 2 FIN15H GRADE 2" P.V.C. SLEEVING - WIRE TO I " DRA55 MANUAL DRAIN VALVE I" ELBOW FITTING 00 i ,. MIN. 2 CU. IT. WASHED GRAVEL SUMP I" P.V.C. 5CH 80 NIPPLE P.V.C. MAINLINE AS NOTED MANUAL DRAIN VALVE DETAIL N.T.S. 101 FIBERGLASS VALVE LOCKING LID MIN. I CU. IT. WASHED GRAVEL SUMP P.T. 2XGX I G" UNDER BOTH CORNERS REQ'D. 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 NTS FINISH GRADE POP-UP SPRINKLER BODY W/ NOZZLE AS SPECIFIED 1/2" BARBED ELL FITTING W/ MARLEX STREET ELL 1/2" POLY FLEX PIPE - N I G" MIN., 24" MAX. 1/2" BARBED ELL FITTING P.V.C. LATERAL LINE AS NOTED DO NOT USE SIDE INLET POLY FLEX R15ER DETAIL 1,500 SERIES ONLY NTS 2'-0" COVER END OF SLEEVES CLOSED N WITH DUCT TAPE • ALL SLEEVES TO BE INSPECTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFI LLI N G 5LEEV1 NG DETAIL SIDEWALK 2", 4", G" SCH. 40 SLEEVES PLANTING STRIP CONCRETE CURB GUTTER A.C. PAVING 14 GA. BLACK TRACER WIRE FULL LENGTH OF SLEEVE. SECURE TO 2X4 EACH END. NTS 10" DIA. ECONO VALVE BOX OVER Q.C.V. #44 QUICK -COUPLING VALVE FINISH GRADE WASHED GRAVEL SUMP t9�r° 3 4" x 3" SCH 80 PV C' NIPPLE z ; q b goo o. P.T. 2XGX I G" UNDER BOTH CORNERS a 4 B�°o a REQ'D. IN TURF AREAS ONLY e � LA I " UNITIZED O-RING CPQ °sin Lb ° . SWING JOINT , ab $, P.V.C. MAINLINE AS NOTED #4 REBAR 30" LONG -m-5.5. WORN GEAR CLAP. QUICK -COUPLING VALVE DETAIL (3/411) DRIP _7ONTROL VALVE MANIFOLD 4 -INCH GRATE TRff ROOT WATERING SYSTEM (RW5-bCG) NTS 11W IRRIGATION 5PECIFICATION5 , g I . LANDSCAPE CONTRACTOR: The Landscape Contractor must have an Washington c Landscape Contractor's license; business license and show proof of being able to secure M �j a performance bond in the State of Washington. Obtain and pay for any licenses, cp a .n O Ln Ln m permits and inspections required by the local governing agencies and utility companies. c o _ W 2. DESIGN AND PLAN: The layout of the irrigation system 15 schematic. Actual N o LLJ placement may vary slightly as required to achieve full even head to head coverage. �o t= o 0 O XE o0- Cl- U_W 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.I w 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. BEIGHLEY & ASSOCIATES INC. 8. PRODUCTS: ■ ■ ■ ■ ■ A. GENERAL: Materials and equipment shall be new and of brands and types as LANDSCAPE ARCHITECTURE shown on the Drawings. Automatic Controller, Automatic Control Valves and AND PLANNING Manifolds to be by same manufacturer. 12640 N.W. CORNELL RD. PORTLAND, OR 97229 PHONE: 503 643-4796 JOB NO. 1142 9. WORKMANSHIP: A. Highest quality in all respects by competent workmen skilled at their trade. CO o B. Installation of all materials and equipment shall be in strict accordance with - W W Q Z � manufacturer's written specifications and recommendations, local and state ¢ Q W ►- p 0 _ s o_ z Z codes. LL f- ~�- < F-0 Z�Z= 10. EXCAVATION AND BACKFILL: ►W--�Z5wQLUSco>- A. Pipe trenches straight, or "snaked" slightly, allowing for expansion and of W ZZ 0 m - ZZ O < m contraction of PVC pipe. Z U J W a B. Allow for cover depths as F011ow5: All pipe to be 12" min. depth for laterals, >- L!J w H m � > p W 0- F- Of and 18" min, depth for mainline. LLI Q W L! - w U) w w 0 o- <t U 0 Z C. Backfill any excess excavation with suitable material free of rock, d d =ztZCfZ=)2XZt-0 W D. Bottom of trenches shall be smooth and free of rocks and other objects that _ I-- U) E U) Q d Z) U) U) 07 may damage pipe. Allow for adequate slope to drain system. E. Pressure test mainline for one hour before proceeding with 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 I. 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 by the Landscape Architect. B. Manual Drain Vavles: Install on mainline to drain entire system. (Show on "Record Drawings"). C. Set Valve Boxes perpendicular to building walls, curbs or sidewalks. D. Sprinkler Heads: STATE OF I . Install sprinkler heads Df types, sizes and coverage called for in the WASHINGTON REGISTERED Sprinkler Head Key, at locations shown as indicated on Drawings. LAN CAPE ARCH I T 2. Install heads on adjustable risers unless otherwise noted, set adjacent to curbs, walks, and walls, flush with finish grade. Allow for mulch depth as specified in planting areas. HA BGH Y E. Pipe: CERTIFICA 0. I . Lay pipe in accordance. with best practice substantially supported at all points and "snaked" slightly allowing for expansion and contraction. 2. PVC Pipe Joints, solvent welded except as indicated. Cut pipe square, deburr, wipe from the Surface all saw chips, dust, dirt moisture and all foreign matter which may contaminate the cemented joint. Apply primer and solvent cement, make joints in accordance with manufacturer's recommendations.- " 3. Provide a leak resistantjoint with freedom of movement at all swing and/or i swivel joints. 4. Use Teflon thread sealant tape at all threaded joints. 5. G.I. Piping: Clean out threads of standard lengths not more than two (2) threads showing at joints. Z G. Prior to backfilling, notify Landscape Architect for inspection. 0 F. Control Wiring: d I . Lay in trench under branch lines when practical, for maximum protection. Use U wire sizing chart pubhshed by manufacturer of Control Valve used. 14 GA. U) required. o 2. Wrap wires at 10' intervals., Provide 24" of slack at Control Valves. Wire Z splices to be done in valve boxes - Shown on 'Record Drawings'. O 3. Elec. connectors: Scotch -Lock Sealing Pack or 3M dby splice connectors. (n W 12. FLUSHING AND TESTING: A. Flush mainline before installing control valves. Thoroughly flush 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 m 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. LIJ 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 Oz completion of each division of work, remove all debris, equipment and surplus materials and leave premises in a neat and orderly fashion. 15. MAINTENANCE: During first year guarantee period, shut down and winterize >_ system no later than November I st, Activate system in Spring, no later than May 15th, <[ and balance for coverage. Provide Owner before final payment with "Record Drawings" I !j Z of irrigation system showing drain valve locations and other revisions, including productp U) O U) ~ information on all materials used. Z d 0 O � Z Zzc� 1= W= Z <t W W o U) �'- w W Z J o W W U) W > Z Z O H Q F_ W U) O J_ O Q F- W I Z O OCT 112012 DEVELOPMENT SERVICES O COUNTER N IRRIGATION DETAILS °^ m AND SPECIFICATIONS W 7 T UJ 0C)l W - cC 9 21 Q W 'Wo 00 U J O Q D� z 0 10 20 4o L_300 PLANTING DETAILS: CONIFER PLANTING DETAIL NTS PLAN MENNOMIMM TREE STAKES W/6" CONICAL POINT. DO NOT PENETRATE ROOT BALL. MIN. 24" WIDE BARK MULCH CIRCLE TURF AREAS — 2" WATER BASIN. 2"x 2" P.T.D.F. 8'-0" Tree Stakes Do Not Penetrate Root Bali. (3 Stakes Per Tree -- One Coat Olympic Stain #713 Required) Tree Ties/Rubber Hose w/ 12 Gauge t3aT-itiPire-. Tree Wrao .- From Ground To First � WI VII.I11• Cut & Remove Bottom Of Wire Ba; emove Burlap & Twine From opf Of Ball After Staking. Place Top �C77 Rootball 3' Min. Above Adjacent Finish Grade. Mulch Circle Water Basin 1 1/2" rr, l urt Areas. Backfill Soil Mixture As Specified. Scarify Walls & Bottom Of Plantin Tree Root Barricade Model RB -18 i American Drainage Products As Distrubuted Ely Horizon Inc. Set Rootbali On Undisturbed Soil. 2 x Dia. of Root Ball *ROOT BARRIER REQ'D. WHERE TREES ARE WITHIN 5'--0" OF ANY CURB OR SIDEWALK EDGES -- 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 STOCK 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 260.1, 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 T GREEN SIDE UP. TO 9. ADJUST PLANT LAYOUT 'AS REQUIRED FIT IRRIGATION COVERAGE PATTERN. STATE OF WASHINGTON REGISTERED LA CAPE ARCH T HA B GH Y CERTIFICA 1 I r, i f Q 0 O e— W:* © Ul f'4 i i=- U W d W UJ C0 • `E o LL IW W T !I PLANT MATERIALS LISTING: Lu a. LANDSCAPE SPECIFICATIONS .W "Mini ImmI1111112= Z 1. LANDSCAPE CONTRACTOR: The Landscape Contractor must have an Washington BOTANICAL NAME QTY, SIZE CONDITION REMARKS Landscape Contractor's license and be bonded in the State of Washington. H COMMON NAME W 2. SCOL Furnish labor, materials, equipment and supervision necessary to F' ' TREES complete all work shown on the Drawings and in the Specifications. IBIili INI4 MPAfVMEiA T ony OF EDMMDS H n 5 5-6' B&B 3 Trunk The graphic representation on the drawings takes precedant over quantities Acer circinatum Min. shown on the plant list. i' Vine Maple- 'Bowhail' 9 1 1 2" Cal. ! B&B 3. GUARANTEE AND REPLACEMENT: Guarantee all new plant material after Acer rubrum final acceptance for duration of one full growing season or one year, Bowholl. Red Maple whichever is longer. Replace plant material not surviving or in poor Acer rubrum 'October Glory 13 1 1/2" Cal. B&B condition; except only loss or damage due to freezing, .Vandalism or October Glory Maple acts and neglects on the part of others. R Acer saccharum 'Barrett Cole' 9 1 1/4" Cal.* Bare 4. GRADES: Final rough grade will be established by the General Contractor, ! Apollo Maple Root fine finish grade by Landscape Contractor. Crown landscaped areas i (+/-- 4") to provide adequate drainage. Chamaecyporis nootkatensis 'Green Arrow' 9 6-7' B&B 5, TOPSOIL: Landscape Contractor to provide & install required topsoil In planting Green Arrow Cypress i areas -- 65% sandy loam, 35% compost. Fraxinus pennsylvanica 'Summit' 8 1 1/4" Cat. Bare Imported soil "mix is required for planting areas - 12" minimum depth. Summit Ash Root 252 cu. yds. required. Submit sample 8c analysis. - `- For Raingarden areas see civil sheet C4.1 for required soil, requirments. SHRUBS Cornus stalanifera 5 5 Gal. Can 18-24" 6• FERTILIZERS: A. General: Approved brands meeting requirements of applicable state Redtwig Dogwood fertilizer laws. Uniform in composition, dry and free flowing. 21 3 Gal. Can 15-18" B. Commercial Mix 'A' --PHC Plant Saver Plus, Plant Healthcare, Inc. Fothergilla gardenii i C. Commercial Mix 'B' - PHC BioPak Plus, Plant Healthcare, inc. Dwarf Fothergilia Gaultheria shallon 77 3 Gal, Can 15-18" 7. TEXTURAL SOIL AMENDMENTS: N/A Solai 8, FREE GUYING AND STAKING -MATERIALS: Refer to detail on Drawings. Mahonla aquifolium Oregon Grope 5 5 Gal. Can 18-24" 9. MULCH kATERIALS: Free from noxious weed seed and all foreign material " harmful to plant life. Hemlock or fir, medium grind, -1.5 + 3/4" size. Nandina dcirnestica 'Moon Bay 32 3 Gal. Can 18-18 Moon Bay Nandina 10. EXECUTION: Remove stones, mortar, concrete, rubbish, debris and any 'NOA831006' S 2 Gal. Can 12 —15" material harmful to plant life from all planting areas. Rosa x Scarlet Carpet Rose 11, SOIL 6 2 Gol. Can 12-15 " Broadcast the following materials evenly over topsoil placed in each Santolina chamaecyporissus planting area. Rototill materials into topsoil- 8 to 10" deep.. Lavender Catton Amountf100 square feet Thuja occidentalis 'Smarogd' 32 3-4' B&B 6 lbs. Commercial Fertilizer 'A' Arborvitae 12, TREES AbID SHRUBS: Plant upright and face to give best ORNAMENTAL GRASSES 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. Calamagrostis x acutiflora 'Karl Foerster' 51 1 Gal. Can 10-12" B. Loosen and remove twine binding and burlap from around top of Feather Reed Grass each ball. . G. Cut off cleanly all broken or frayed roots. Festuca ovina 'Elija 34 1 Gal. Can 10-12" D. Place and compact backfill soil mixture carefully to avoid Injury Blue rescue to roots, fill all voids. Helictotrichon sempervlrens 41 1 Gal. Can 10-12" E. When hole is nearly filled, completely soak and allow water to soak away. Fill holes to finish grade and prepare for other work Blue oat Grass 10-12" Indicated, Initial watering --in of trees_ and shrubs by the irrigation -- Pennisetum .alopecuraides 35 1 Gal. Can system not permitted. Fountain Grass F. Spring: liquid fertilizer is required the first week of April. 'Apply Commercial Pennisetum olope.curoldes 'Hameln' 12 1 Gal. Can ' 10`12" Mix 'B'. 1 Ib/100 gallons of product required per 1,000 sq. ft. This material J Little Bunny Grass to be applied in April. Contact Landscape Architect prior to doing this work task. GRGUNDCOVER & VINES 13. PLANTING.BED GRADES: Grades and slopes in accordance with rough - finish grades established by others plus increase resulting from addition .j of bark mulch in all planting bed areas. Grade to 3 1/2 inches below Arctostaphylos uva-ursi 176 4" Pots 24" O:C. bordering paving, curbs, walls, etc., before application of mulch. Kinnikinnick 1 Per 14. lid �F ..HERBICIDES: Applications of herbicides to all planting areas Clematis armanaii 10 3 Gal. Cans Trellis should be done prior to installing specified topsoil, according to manufacturer's Evergreen Clematis recommendations, for weed control. Avoid groundcover and annual areas. Waldsteinla chiiensis 703 4" Pots 24" O.C. Coastal Strawberry 15. HIN. G QE P,.LANTINQ DEMI Mulch shrub planting beds with 3. inch 22 2 Gal, cans minimum layer of specified bark within 2 days after planting. Cover Parthenacissus tricuspidato entire planting bed, apply evenly. Boston Ivy 16. MAINTENANCE: Begin maintenance immediately after each shrub and tree are plan ed. Protect and maintain plantings for a period of one Landscape Rocks year after acceptance. Be responsible for the following work items Native Basalt 16reapprox. 3-5 cu.ft. during maintenance period. Weed, cultivate, maintain mulch depth A (Some Are Existing) as specified, reset plants to proper grade or upright position, and do any other necessary work items. ;i Ei +l� ' *BARE ROOT TREES MUST BE PLANTED BEFORE APRIL 1ST. THEY ARE AVAILABLE AT N.W. SHADE TREES 1-800-663-3516. RAIN GARDEN PLANT MATERIALS LISTING: LANDSCAPE AREAS: BOTANICAL NAME QTY. SiZE CONDITION REMARKS RAIN GARDEN AREA: 3,065 SQ,FT. COMMON NAME PLANTING AREA: 4,410 SQ.FT. TREES RIGHT OF WAY AREA: 1,875 SQ.FT. Acer truncotum x A. plotanoides 'Warrenred' 10 1 1/2" Cal. B&B Pacific Sunset Maple SHRUBS Gaultheria shallon Solal 32 3 Gal. Can PERENNIALS &. ORNAMENTAL GRASSES L Osmunda cinnamomea 14 1 Gal. Can Cinnamon Fern . g > Polystichum munitum 24 1 Gal. Can Sword Fern HERBACEOUS . h 7 T dAsarum caudatum 51 1 Gal. Can Wald Ginger Iris douglosiano 41 1 Gal. Can Pacific Coast Iris EMERGENTS a? 5. Juncus effusus 142 1 Gal. Can Common Rush :I I I n � n PLANTING DETAILS: CONIFER PLANTING DETAIL NTS PLAN MENNOMIMM TREE STAKES W/6" CONICAL POINT. DO NOT PENETRATE ROOT BALL. MIN. 24" WIDE BARK MULCH CIRCLE TURF AREAS — 2" WATER BASIN. 2"x 2" P.T.D.F. 8'-0" Tree Stakes Do Not Penetrate Root Bali. (3 Stakes Per Tree -- One Coat Olympic Stain #713 Required) Tree Ties/Rubber Hose w/ 12 Gauge t3aT-itiPire-. Tree Wrao .- From Ground To First � WI VII.I11• Cut & Remove Bottom Of Wire Ba; emove Burlap & Twine From opf Of Ball After Staking. Place Top �C77 Rootball 3' Min. Above Adjacent Finish Grade. Mulch Circle Water Basin 1 1/2" rr, l urt Areas. Backfill Soil Mixture As Specified. Scarify Walls & Bottom Of Plantin Tree Root Barricade Model RB -18 i American Drainage Products As Distrubuted Ely Horizon Inc. Set Rootbali On Undisturbed Soil. 2 x Dia. of Root Ball *ROOT BARRIER REQ'D. WHERE TREES ARE WITHIN 5'--0" OF ANY CURB OR SIDEWALK EDGES -- 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 STOCK 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 260.1, 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 T GREEN SIDE UP. TO 9. ADJUST PLANT LAYOUT 'AS REQUIRED FIT IRRIGATION COVERAGE PATTERN. STATE OF WASHINGTON REGISTERED LA CAPE ARCH T HA B GH Y CERTIFICA 1 PLANTING D ETAI LS ° m 8 W D_ Z AND SPECIFICATIONS Q 01 9i W 01 0 10 20 40 L-400 a Q 0 O e— W:* © Ul Z = 0 d i=- U W d W UJ C0 • `E o LL IW W T r' d Z Lu a. .W Z I— G W J Q r H W Li JAN 0 9 2013 Z IBIili INI4 MPAfVMEiA T ony OF EDMMDS H n PLANTING D ETAI LS ° m 8 W D_ Z AND SPECIFICATIONS Q 01 9i W 01 0 10 20 40 L-400 Ll TYPX32 12 16> EDMONDS WAY (STATE ROUTE NO. 104) NORTH SITE FLAN SCALE 1' - 20' GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. REFERENCED KEYED NOTES DIVISION 03 — CONCRETE — 03 30 02 CONCRETE WALK WITH TOOLED CONTROL JOINTS (5' MAX EACH WAY), AND BROOM FINISH. 03 30 24 PERIMETER OF ALL ASPHALT TO RECEIVE CONCRETE CURB. 03 30 25 CONCRETE APRON TO D.O.T. SPECIFICATIONS. CURB CUT DIMENSION MUST ACCOMMODATE 65 FOOT TRACTOR/TRAILER WITHOUT ROLLING ONTO CURB. SEE SITE PLAN CRITERIA NOTE #8, THIS SHEET. DIVIDE DRIVEWAY INTO LANES WITH STRIPING. 03 30 26 LINE OF CONCRETE PAD. 03 30 28 ACCESSIBLE CURB RAMP WITH DETECTABLE 'WARNING ALONG ACCESSIBLE ROUTES (TYP.). WHEN SLOPE IS LESS THAN 57., ONLY 36" OF DETECTABLE WARNING SURFACE IS REQUIRED. SEE SHEET 520. FOR DETAILS 03 30 30 ALL END ISLANDS TO BE 4'-0" LESS THAN THE STALL DEPTH. WITH 6" CURB. 03 30 33 DETECTABLE WARNING SURFACE, 36" DEEP. SEE SHEET 520 FOR DETAILS 03 30 34 ISLAND WITH 6" CURB. 03 30 37 PAD MOUNTED TRANSFORMER WITH BOLLARDS. (COORDINATE ANY OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES — 06 10 35 TOTE ENCLOSURE. DIVISION 10 — SPECIALTIES — 10 14 63 MINIMUM 24" OCTAGONAL REFLECTIVE STEEL STOP SIGN (SET BACK CLEAR OF TRAFFIC). SEE DETAIL 8/C-510. AT DRIVE-THRU: ALIGN EDGE OF STOP SIGN WITH EDGE OF 1'-0" CURB AT DRIVE-THRU. 10 14 64 ACCESSIBLE PARKING SIGN. SEE SHEET C-520. o�.pr E p O $ N t0 'O cn A O U1 N `m y M M c 6.0p*�5 -moo p Ln u1 m a W c = WLn W o p o K E Q CL n ,y MIA tragi til DIVISION 26 — ELECTRICAL — — EXPS: 10/15/14 26 10 74 1 PAD MOUNTED TRANSFORMER WITH BOLLARDS. (COORDINATE ANY Q OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). — x w ¢ z DIVISION 32 — EXTERIOR IMPROVEMENTS — _ ix _ w w F- O if Z ~ a f - o � z o z = 32 12 13 LIMIT OF HEAVY-DUTY ASPHALT PAVING. 32 12 16 PROVIDE LANE DIVIDERS AND DIRECTIONAL ARROWS 'AT ALL DRIVES AND END OF DRIVE AISLES. SEE SHEET 510 FOR DETAILS o Z w ¢ w z w d m p 0 O S d >- � J U z LL p z U 32 12 17 ENTRY BOLLARDS WITH POLYETHYLENE COVERS 5'-4" CLEAR MAX. 32 12 18 ASPHALT PAVING. w w 0- d x �= w u - 32 12 19 WHITE PAINT PER CITY REQUIREMENTS. SEE DETAIL E3.2 ON SHEET Q C -512. Wwwwoa`�UOQz-' z Lup J06 mm mm mm DESIGNATED FIRE ACCESS LANE FIRE ACCESS LANE SHALL BE STRIPED ON BOTH BOUNDARIES WITH 4" YELLOW PERIMETER OR CURB STRIPING AND IDENTIFIED WITH THE WORDS: "FIRE LANE -NO PARKING." LETTERS SHALL BE 12" HIGH, WITH 2" STROKE SPACED. 50 LINEAL FEET ON ALTERNATING INSIDES OF LANE. APPROVED FOR ON TR OTIO s CITY OF E MOND J CITY ENGINEERING DIVISION NI -I z sezOAvtl,s q7q� qdnt"d3 G 2 Q o�o U) z w Z W z z = z m � W Q m w z Lup J06 S w z O Q d O w i wo _ LU I- o O Q O _ M W N T OLLI CL •- Q z •- APR 05013 �Q °z ¢ ° w z Xu C-1 0 0 aur °Y of EDMO $ sezOAvtl,s q7q� qdnt"d3 G 2 �sf 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE .AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE. . 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHEREVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR TO PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED 'ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE RECOMMENDATIONS OF THIS REPORT. ALL SITE WORK SHALL BE PREFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS. OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCHBASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF .ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMi:NSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR. EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. . 16. ALL REQUIRED STORMWATER. FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY_ THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS,,: ^H BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS + .s: OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AR..:.A.S AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE INITH APPROPRIATE REQUIREMENTS AND STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON-SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. REPLACED SOILS SHALL BE COMPOST AMENDED CONSISTENT WITH CITY REQUIREMENTS. REFER TO HANDOUT E72C FOR MORE DETAIL. 21. THE CONTRACTOR SHALL KEEP .OFF-SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 2% SLOPE FOR MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES.' CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. CONSTRUCTION SEGUE CE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. 2. REVIEW ESC NOTES. 3. CALL FOR -UTILITY LOCATES. 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 7. DEMOLISH EXISTING STRUCTURES. 8. CLEAR, GRUB AND ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW). 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. 10. STABILIZE AND REVEGETATE ENTIRE SITE. 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. 011111111111 "1111 OW�� Sanitary/Storm City of Edmonds (425}771-0235 Son (4251771-0220 etm Water Olympic View Water & Sanitary Distric (425)774-7769 Gas Puget Sound Enerjy (888)225-5773 Cable TV Comcast (866)682-7927 Electric Sonomish County PUD (425)783-1000 Phone Frontier (800)921-8102 �-Co Nt W�r'f" - cT Pj_A0/r249oIi PR Pr912 Oq 419s g cl Inl gmNC7 I r,>&TeD IWIA 1- 2413 r2ET1g1d1nl(, W#U, S-T11-U(6TUrWL sQt?WW D &y GT )5A)6ri�5PN6 ® 6kolrc0 .rN&hgvaM6 SAWy Yq 69297[r,,�-e (OSUu 7fiA77T IN6 APPROVED FOR CONSTRUCTION CITY OF EDMONDS WAR w a W 0 xE CL a- ti Ua ,�. . -.. .... - �k. c t7 ...'"`" 1r r ✓� P�' try i� o aaAl MN rx rl AII ■1 wrrr y ` ;� v�l0v EXPIRES: 10/15/14 t _ X w Q z ¢wWHpo iL �rw0ZU3LjjU wu<p °oo�m • a° >-z(`jjW2�JV=LLo a W 1Uj - wa�-¢��o~xwu- W�WWadaU_dZJ NORTH RESUB h;AY p 6 2013 BUILDINQ DEPAR;AAENT CITY' OF EDMO DS E4, LU C4o 04 v- Z Q z M O z zg tY on Z O W W W J O o ° W > = C) 0 Z Z W = d m �S v) 0 LU O o W O O c? 0 W M 7 zz �- W N > UJ W 0 V_ �� U¢ Wz o zI o Et L) SHEET INDtA .. 0000100M Mani NNNN■■E13 0do c-000 GENERAL NOTES NNNE■NNE11 000 ■■NEEM■ E" OOEIEI1; C-101 FRONTAGE IMPROVEMENTS c-111 WATER UTILITY PLAN 0000■■■00■■■C-1 12- -PUBLIC STORM --PROFILE ■■■■■■M00■■■C-1 13 PUBLIC STORM PLAN DETAILS ■■■■■N■�� rC-121 EROSION AN11CONTROL ■N■■■ME o oo --DETAILS - • - ■NEEN■■�k ad8C-511 ■NNN■■■00000CONSTRUCTION PUBLIC- DETAILS ■EEE■■M0 .f o DATA 0000■■■0000 - ' . - � ■■M■■■■v OOo PRIVATE DETAILS 0000■■■0000 PRIVATE C-542 PRIVATE UTILITY DETAILS ■■■■N■■0000 PUBLICDETAILS C-544 PUBLIC UTILITY DETAILS NMN■NNNONNN■ -: • C-720 ADA ACCESS GRADING PLAN--- ■■■NE■■ oNN •. •.. - • RIM ■NE■NN■ 1 DOE NE •. •.. • NEEMENEM. EINE • - • - - • N■■■ENNE■NNE �-Co Nt W�r'f" - cT Pj_A0/r249oIi PR Pr912 Oq 419s g cl Inl gmNC7 I r,>&TeD IWIA 1- 2413 r2ET1g1d1nl(, W#U, S-T11-U(6TUrWL sQt?WW D &y GT )5A)6ri�5PN6 ® 6kolrc0 .rN&hgvaM6 SAWy Yq 69297[r,,�-e (OSUu 7fiA77T IN6 APPROVED FOR CONSTRUCTION CITY OF EDMONDS WAR w a W 0 xE CL a- ti Ua ,�. . -.. .... - �k. c t7 ...'"`" 1r r ✓� P�' try i� o aaAl MN rx rl AII ■1 wrrr y ` ;� v�l0v EXPIRES: 10/15/14 t _ X w Q z ¢wWHpo iL �rw0ZU3LjjU wu<p °oo�m • a° >-z(`jjW2�JV=LLo a W 1Uj - wa�-¢��o~xwu- W�WWadaU_dZJ NORTH RESUB h;AY p 6 2013 BUILDINQ DEPAR;AAENT CITY' OF EDMO DS E4, LU C4o 04 v- Z C-000 Q z M O z zg tY on Z O W W W J O o ° W > = C) 0 Z Z W = d m �S v) 0 LU O o W O O c? 0 W M 7 zz �- W N > UJ W 0 V_ �� C-000 O N O O c? !1 7 zz �- N > UJ W ° V_ �� U¢ Wz o zI o Et L) C-000 a mss�--APPROVED FOR CONSTRUCTION - _CITY OF EDMONDS zz ••.,,� 7 ``""^- .."'^^•„ .y-.,'�`"�-�.,,,, ".^`-... '•.•..,,�"' "�•�.." '-w"..+....� `"""A `�r....�`.'.",,, ^•...`,,,,"_.^.. �'^` _ -... ..,fir /,,,.'—---.•...".'."_- � �4"'-•'^.•.---... _--�--'��w.�-.•---"._,-..."^- """"'.. .� - � ..__-....__ .. _`�„'",-•...' ���•-�..---"�"^•---•� '•.-r"'�-•-.....�.�"'_'•``.. `�"ti..- - `^'�-.---.."'""". �—" "'� `"`• �"""^^• �`�'"� `-_/!/�"`� -...�- •"— r'"rw-''may -- _�`.'.'••:"�--,.�`-' '�--- .z. ~--_.• __mow ,�,.�- y+ ---•ti._. —� '�........� `�'w..r �7'1(� �r�..�, �... -- r..�� "^1'� —kyr~.�'^'•••�..• ti•"+.�n. �� �V��_ \ 24123 \ \ 2 4 =_ / rte-•- � �-�,5~-��-.__,---._ —_ __._ _-`-—� .�-•-_ — --�-1 ` � \ � - 1 / I / � � -''--' .� ...`_` �\ \ \ "'✓' ...-'".rte.' I 'ice .....--- ..v.--.•. --- 1 I \ �\ \ \ �/ r- ---- -� o I / 20 4 13 I 13 TYP � � --- _ LEGEND /\\ L E ��. ,LZs i ���, v�vvv -�. v 00 �i 4 \ \\ \ EXISTING CONTOUR --1 TO 4 FOOT INTERVALS <I \ � \ �� EXISTING CONTOUR --5 FOOT INTERVALS 100 �3 3 -� �� / NEW CONTOUR --1 TO 4 FOOT INTERVALS 102 NEW - 100 I / / / I I --•_ � 1I ' '� jj �/ W CONTOUR- 5 FOOT INTERVALS 12 ` I I1 111 I I t SEDIMENT FENCE o 0 0 0 0, .- / i N I CATCH BASIN RIM ELEVATION CATCH BASIN ' 22 W N N A"" SPOT ELEVATION / SAWCUT -- --- 14— TO----� l f I� I "'/ SSI P FACE OF CURB ELEVATION 13 17 ASPHALT ELEVATION - J I / 1 �1 r�.� TOP OF WALL s I \ 5 ,�- \ 25 � I 1 _-- 22 12 I II � 1 I �I 1 BOTTOM OF WALL GRADE DOOR JAMB \\ � \ 12 \ I J , I / EXISTING --------\ \ J SAWCUT I 22 4 cn C, RIM=100.00 100.00 /r— TC AC TOW BOW G DJ (E) 13 f I 13 TYP U) GENERAL NOTES r ( i 22 17 I / 1. ALL.WORK SHALL CONFORM TO THE REQUIREMENTS OF THE JURISDICTION, THE GEOTECHNICAL INVESTIGATION FOR THIS PROJECT, AND THE PROJECT SPECIFICATIONS. 15 I 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TIMES. �I 22 12T 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE U11LITIES SUCH °- AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS Luz/ 30—/ I I ' ---- v►�TH ENGINEER. cn / I y I / I 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF f -I 12 19 CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED 13 4 INTERVALS. 24-HOUR NOTICE IS REQUIRED. \ \ 31 � �, <I \ 9 �--- 5. EXISTING CONDITIONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY \I l PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. I22 \ 25 1 3 17 � +_._. 25 6. Rli'ISH GRADES ARE TO BE BROUGHT TO WITHIN 0.08 FT IN 10 FT OF THE GRADES 12 �� \ \ \ \ I \ 12 SHOWN, AT SUBGRADE AND TO WITHIN 0.03 FT IN 10 FT AT FINISH GRADE. 1 _ CONTRACTOR TO ALLOW FOR PLACEMENT OF REQUIRED TOPSOIL IN ROUGH GRADING. I q NI 22 \\-A 22 -.� 7. 02ADING ELEVATIONS AS SHOWN ON SITE AND LANDSCAPE PLANS ARE FINISHED I S � - 325-----'_' — \ \ - \ I \ %- GRADE WHICH INCLUDES SUBGRADE SOIL, TOPSOIL, SOIL AMENDMENTS, ROCKERY AND \ I \ \ X32 I I RUNOFF PROTECTION CONTRACTOR IS RESPONSIBLE TO COORDINATE GRADING WITH 4� 18 18 / / / / / BOTH EXCAVATOR AND LANDSCAPE CONTRACTOR. _ S_AUUT 13?�� ���\ 1 I \ 19 N 4 4 13 TYP DEMOLITION KEY NOTES. — —` --� \� i 10 323, --- � 1 REMOVE \ � .` *::EO , VE AND REPLACE CONCRETE CURB 1 4 \ 1 2 22 22 SA UT /2 1 \ 2222 22 `-- J-@ • Yt-� .'_..• •aa• d .. Mai ' • a• a s d M'--� --. N! iY1. a. A .d Q`. M °1� a M M it ° ° _---`._ M e • d NORTH I--,' EDMONDS WA-N((STATE ROUTE Np,-/104) --74- - -- —-7011"-- EXISTING CONDITIONS AND DEMOLITION PLAN SCALE 1" a 20' GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft ..--' S �------ ss 1 SEE SHEET C-101 FOR REPLACED DRIVEWAY APPROACHtS AND CURB RAMP _� 2U REMOVE PLANTER - FXISTING BUILDING TO BE DEMOLISHED 7 44 REMOVE ASHPALT PAVING N. EXPIRES: 10/15/14 wa¢ w Q aww�o❑ LL. >>wUZ�W WzS ►=az��czn' wQp`0❑zpw�m Uz¢0>-U) Uz WCL—<wwo~WWLL W w- w w 0 d¢ U a Q Z Q =cwmCL Dwo¢<=)(/)Uncwn D Loo E o$ m 0� Li w fV 7 oma co N goo DZ -m (u 7 .>_a. o. Uo m 6o u) c1jO q ooLo a "I-Iz tl OW O2` W 0 z UJ W Z w °' 0 W° J Q O :2= o a m 06 'S U w z _ 2 �W o a 1.4 , , :: < 5 REMOVE AND REPLACE SIGN "WELCOME TO EDMONDS AT WESTGATE" r H S O REMOVE AND REPLACE SIGN "35 MPH" 1 O REMOVE AND REPLACE EXISTING DRIVEWAY APPROACH ✓ O8 REMOVE AND REPLACE RAMP �^- J O9 REMOVE AND REPLACE CONCRETE SIDEWALK 10 REMOVE EXISTING "ROBIN HOOD LANES" SIGN 11 RELOCATE FIRE HYDRANT 3 12 REMOVE BOLLARD 13 REMOVE PARKING STRIPE � 14 PROTECT EXISTING CATCH BASIN TO REMAIN O p �- �- m z�- 15 REMOVE UTILITY POLE N co ¢ U ¢ ?? > ❑ z 16 NOT USED 17 REMOVE ABANDONED WATER LINES, VALVES AND VAULTS. CONTRACTOR TO VERIFY THAT EXISTING WATER LINE IS ABANDONED. 18 REMOVE SANITARY LINE, GREASE INTERCEPTOR AND CLEANOUT 19 REMOVE SANITARY LINE AND CLEANOUTS (CAP AT PROPERTY LINE) 20 REPLACE EXISTING CATCH BASIN 21 REMOVE 12" STORM CULVERT 22 REMOVE EXISTING TREE 23 REMOVE RETAINING WALL 24 RETAINING WALL TO REMAIN R U 25 EXISTING LIGHT POLE. PROTECT IN PLACE APR 0 5 2013 26 REMOVE AND REPLACE EXISTING "ADOPT A HIGHWAY" SIGN UTENiCIiY DMO O N. EXPIRES: 10/15/14 wa¢ w Q aww�o❑ LL. >>wUZ�W WzS ►=az��czn' wQp`0❑zpw�m Uz¢0>-U) Uz WCL—<wwo~WWLL W w- w w 0 d¢ U a Q Z Q =cwmCL Dwo¢<=)(/)Uncwn D Loo E o$ m 0� Li w fV 7 oma co N goo DZ -m (u 7 .>_a. o. Uo m 6o u) c1jO q ooLo a "I-Iz C-001 tl OW O2` W 0 z UJ W Z w °' 0 W° J Q O :2= o a m 06 'S U w z _ 2 �W o z O r H z O Z H 3 � N W O p �- �- m z�- r" 0 o W N co ¢ U ¢ ?? > ❑ z w ¢ w e ❑ c c C-001 I Tf .,,%,JL 1 z 1 y;p, TYPX32 12 16> EDMONDS WAY (STATE ROUTE NO. 104) — — — — — — — — ........... -- ---- NORTH SCALE 1' ® 20' T GRAPHIC SCALE ( IN FEET ) 1 inch = 20 it. REFERENCED KEYED NOTES DETECTABLE WARNING SURFACE, 36" DEEP. SEE SHEET 520 FOR DIVISION 03 - CONCRETE - 03 30 02 CONCRETE WALK WITH TOOLED CONTROL JOINTS (5' MAX EACHr- a.... •::win<:>::::::;::»>::»::>::>;: WAY), AND BROOM FINISH. M ^ o 3 a, N Zo N o L 03 30 24 PERIMETER OF ALL ASPHALT TO RECEIVE CONCRETE CURB. z i a. OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). 03 3025 CONCRETE APRON TO D.O.T. SPECIFICATIONS. CURB CUT DIMENSION Ln /^ VJ MUST ACCOMMODATE 65 FOOT TRACTOR/TRAILER WITHOUT ROLLING d C. m ._ ONTO CURB. SEE SITE PLAN CRITERIA NOTE #8, THIS SHEET. DIVIDE a L o o DRIVEWAY INTO LANES WITH STRIPING. -n m CD 03 30 26 LINE OF CONCRETE PAD. Lu 2 `y' 03 30 28 ACCESSIBLE CURB RAMP WITH DETECTABLE 'WARNING ALONG ACCESSIBLE ROUTES (TYP.). WHEN SLOPE IS LESS THAN 57., ONLY cos c E 36" OF DETECTABLE WARNING SURFACE IS REQUIRED. SEE SHEET '- CL 520. FOR DETAILS 10 14 64 03 30 30 ALL END ISLANDS TO BE 4'-0" LESS THAN THE STALL DEPTH. WITH 6" CURB. 03 30 33 DETECTABLE WARNING SURFACE, 36" DEEP. SEE SHEET 520 FOR s' Q DETAILS a.... •::win<:>::::::;::»>::»::>::>;: 03 30 34 ISLAND WITH 6" CURB. 03 30 37 PAD MOUNTED TRANSFORMER WITH BOLLARDS. (COORDINATE ANY z i a. OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). zz0 W2 W rr J DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES - /^ VJ 06 10 35 TOTE ENCLOSURE. DIVISION 10 - SPECIALTIES 10 14 63 MINIMUM 24" OCTAGONAL REFLECTIVE STEEL STOP SIGN (SET BACK CLEAR OF TRAFFIC). SEE DETAIL 8/C-510. AT DRIVE-THRU: ALIGN EDGE OF STOP SIGN WITH EDGE OF 1'-0" CURB AT DRIVE-THRU. , 10 14 64 ACCESSIBLE PARKING SIGN. SEE SHEET C-520. DIVISION 26 - ELECTRICAL - EXP s: 10/15/14 26 10 74 PAD MOUNTED TRANSFORMER WITH BOLLARDS. (COORDINATE ANY OTHER LOCATIONS WITH WALGREENS PROJECT ARCHITECT). - Q� w ¢ z Lu z _ Z LL O_ z DIVISION 32 - EXTERIOR IMPROVEMENTS - 32 12 13 LIMIT OF HEAVY-DUTY ASPHALT PAVING. 32 12 16 PROVIDE LANE DIVIDERS AND DIRECTIONAL ARROWS AT ALL DRIVES ~ a o ►- o � Lu z U) z = AND END OF DRIVE AISLES. SEE SHEET 510 FOR DETAILS F o z :2 Lu ¢ w Lu m U z 0 o p z w o W < m }gv���?wHpw w L "-' Q H tr w �- w�wwoa. 32 12 17 ENTRY BOLLARDS WITH POLYETHYLENE COVERS 5'-4" CLEAR MAX. 32 12 18 ASPHALT PAVING. 32 12 19 WHITE PAINT PER CITY REQUIREMENTS. SEE DETAIL E3.2 ON SHEET C-512. 00<zJ vU)U)U)n =t=-aia�U)<<D m= om mom DESIGNATED FIRE ACCESS LANE FIRE ACCESS LANE SHALL BE STRIPED ON BOTH BOUNDARIES WITH 4" YELLOW PERIMETER OR CURB STRIPING AND IDENTIFIED WITH THE WORDS: "FIRE LANE -NO PARKING." LETTERS SHALL BE 12" HIGH, WITH 2" STROKE SPACED. 50 LINEAL FEET ON ALTERNATING INSIDES OF LANE. APPRO IEO FOR- CON.STRUCTiON CITY OF EDMOND &wl mr1roM � W�CITY ENGINEERING DIVISION V o E L o^ 0) O /—/ N LL O .m C � � � r W W m� M N Q - 2oo z �!% Co U —m m z N N a= w� M U ori u N 4, M O 00 1r)I 0® CY O N O C) Q V ��_ 0 a z Ck N 11j w r 6 ¢ W z U¢ O z 0Cr_ U • APR 05 2013 C-1 00 Q 3:z z i a. Lo W m w O0 zz0 W2 W rr J W 06 > = o T O zz = ¢ m o w p a o w /^ VJ CY O N O C) Q V ��_ 0 a z Ck N 11j w r 6 ¢ W z U¢ O z 0Cr_ U • APR 05 2013 C-1 00 oim FRONTAGENORTH IMPROVEMENTS Y SCALE 10 a 20' X PROPOSED EXISTING 8' MIN. SII EDMONDS WAY PROPOSED 5' PLANTER STRIP MINI 2' WI00 Af,io 't -r oli54 Gll -- PROPOSED CONCRETE CU PROPOSED PLANTER STRIP EXISTING EDMONDS WAY PROPOSED ,CONCRETE ew GRAPHIC SCALE , 20 .0 0t , PROPOSED BLDG (FUTURE) SECTION A -A SCALE: NTS PROPOSED 8' MIN. SIDEWALK SECTION S -E SCALE: NTS PROPOSED EXISTING PARKING FACILITY ( IN FEET ) 1 inch = 20 it. DRIVE THRU (FUTURE) PROPOSED PROPOSED DRIVE ASILE APPROVED FOR CONSTRUCTION CITY OF EDMONDS CITY ENGINEERING DIVISION 0-aAJs-rr4-kCTrdn1 pt#Al W6pM.6T v5saa i? y wsx)o7- N � W d O 0 O x G. C_ LL W � � sA T1] EXPIRES: 10/15/14 �WQD Z a awW�oo c"0 ►- wc�ooQ QWHo(nzZr wW cq zWLu � 0�w�co UZQLu toJ0 LLQ LuiLL— 0 Lu ix0F=��9_ WSWLuaiL 0 0g =�vu)mnU) <ncco0U) Q z 0 � U3 O I-- z T- z CD Z O z z W = C pwp W Q m W z Z S' i J ': U) w � O Q > O a 1 _ :2 a_ o W o w Q F -- z u- 3 O � m N o W RSUB j 04 LjI W APR 052013 �Q oZ > 2 o w0 BUnN�o�oTcto�rs C-101 RIM=SOIL ELEVATION+1. NORTH STS CB Grate = 3317.24' IE = 313.7'(-14-) Grate=^ 320;48' TQ EXISTIN EDMONDS WAY (STATE ROUTE N0. UTILITY PLAN SCALE 1' - 20' GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. n LEGEND PROPOSED EXISTING �I I(D 15' UTILITII EASEMENT _I APPROVED FOR CONSTRUCTION CITE' OF EDi O DS DATE: I ok!* I -� 13Y2 __,42CTfiL4 (rVk ��.. CITY ENGINEERING DIVISION Z% I0fll;'(WIOil_W1410NS ONLy Kw To N 12013 VATER SYSTEM COMPONENTS SHOWN FOR REFERENCE )NLY. SANITARY AND STORM PIPES SHALL BE STUBBED 6 SHOWN AT THE BANK BUILDING FOR FUTURE ,ONNECTIONS FOR THE PROPOSED BUILDING. UTILITY INFO CB1 MH1 (CDS2015) MH3 48" STANDARD RIM=321.53 20.8LF6�®1 % RIM=34.,� IE OU 1 �(24'W1 318 10 RIM=3 4.,p IE OUi N= 20.77 2(12 D DS1 SE=320.57 CB2 SUMP=3'13.43 IE=322. 5 RIM=322.30 MH2 48" STANDARD MH4 48" STANDARD IE=319.0 RIM=3�4.,� RIM=fl.,p 88.7LF8 @0.6% IE IN 1 E = 18.00 IE OU 24' =315.00 IE IN 1 N,W =320.40 IE OU 2(12 CB3 IE OUT 12'S =316.00 SS=320.20 RIM=323.40 SUMP=3 2.0 26.3LF6 @1 % IE=320.0 I'll 38.OLF6 @1 % ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF STORM SEWER LINE D DS1 DS6 C134 IE=322.5 IE=322. 5 RIM=324.60 56.8LF6 @1.0% 23.3LF6 @4% MIN. IE=32�t10 - - -"" - -'- - W 8.9LF6 @4.0%MIN. DS2 DS7 CB5 IE=322.,95 IE=321.5 F-�LLl 16.8LF6 @3.4% 26.3LF6 @1 % RIM=323.70 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED IE=321.,0 DS3 DS8 11.7LF6 @4%MIN. IE=322.,,95 IE=321..§5 CB6 16.8LF6 @4% MIN. 23.7LF6 @1.1 % RIM=318.33 DS4 DS9 IE=315.3,3 IE=322.,,95 IE=3211$50 35.8LF6 04% MIN. 16.8LF6 @4% MIN. 8.8LF6 @1 % C137 DS5 DS10 RIM=323.95 IE=322.5 IE=321 50 IE=319.,95 23.3LF6 @4% MIN. 8.8LF6''@1 % 17.7LF6 @4% MIN. CB8 'RIM=324.35 IE=319.08 (IN & OUT INSTALL SOLID TRAFF C RATED LID. C69 RIM=325.70 IE IN=319.95 IE OUT=320.95 INSTALL SOLID LOCKING LID PIPE INFO SANITARY SEWER LINE I'll Ll I ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF STORM SEWER LINE D -"SD - I t I O 31.OLF 6" PVC @ 1.0% --FW_ U g � U1 FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISIDICTION DOMESTIC WATER LINE - - - - - -"" - -'- - W J AND TO THE PROJECT SPECIFICATIONS. I ( T 3 36.OLF 8" PVC @ 1.0% F-�LLl ELECTRIC LINE E E 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED NATURAL GAS LINE G C133 i .I �I . f I (D 25.4LF 8" PVC @ 1.0% U)(p Locl) I 6" SAN STUB I i l it I O 35.2LF 10" PVC @ 1.0% Ell IE=3TS.26 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH I O 26.3LF 10" PVC @ 1.0% il, 3 I I� l NTH ENGINEER. EXISTING I U 95.9LF 12" PVC @ 0.5% FF= 324.35' III I r 17.8LF 8" PVC @ 4.0% MIN. CURB CUT REMOVE EX. FH III � 14" FDC O 20.4LF 12" PVC @ 1.0% 1 1 2" DW STUB ®DS .l I . •I O 13.2LF 6" PVC 1" BF RELOCATE EX. FH I� l CLEAN OUT @ 2.7% 1 " WM 6" FW STUB * I' - - INSTAL l6" CLEANOUT OJ 18.1 LF 6" PVC @ 1.0% GATION WM G" DCDV I W' CI 1 LAMP OLE COVER O 34.8LF 6" PVC @ 3.1% IGATION BF SECTION 707 AND SECTION 719. NOT ALL REQUIRED CLEAN OUTS ARE SHOWN. WATER METER PER C.0 STANDARD 7. • ' DETAIL 9H ET E5.2, C-540 _ O PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. BACK FLOW PREVENTER L Z 36.9 12" PVC @ 3.8% WATER VALVE I173-1 Pit O 17.7LF 8" PVC @ 1.0% ---- ---. s Ss STS CQ O 4.5LF 12" PVC @ 4.0% MIN. 6' SS Grate = 324.04' IE = 311.54' O 8.OLF 12" PVC @ 1.3% 1T TAP SING 1 1 2" HOT T TBQs �:�FF�'s=Ft1V�� EXISSTING TING 8" WATER MAINN-------T2-"in N = 320.14 ' OP 5.OLF 24" PVC @ 1.0% AP TO INSTALL 60" MANHOLE OVER San MH TO EXISTING PUBLIC STORM PIPE IN Al 17.7LF 12" PVC @ 1.0% Rim - 323.02' SANITARY MAIN EDM RIM=324.00 F/I-. - 310.32' 316.95' IN=317.95 (12"N) � B1 17.OLF 12" PVC @ 1.0% OT TAP i4,GU-'(42"E&W) - �, - --- _ - WATER 1 � MAIN ____ C1 113.2LF 12" PVC @ 1.0% D1 113.2LF 12" PVC @ 1.0% GENE AL NOTES SANITARY SEWER LINE _ss -1. CrI' C1' a ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF STORM SEWER LINE -"SD - 0 W V1 y Lu10 THE UNIFORM PLUMBING CODE, INTERNATIONAL BUILDING CODE, AND THE INTERNATIONAL FIRE WATER LINE - - - - - - - -" - - - --FW_ U g � U1 FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISIDICTION DOMESTIC WATER LINE - - - - - -"" - -'- - W _ W =w?u-�z AND TO THE PROJECT SPECIFICATIONS. TELEPHONE LINE T W}�J01LL.� Wa-LL<��=SILL. w wwO(L L)Og J F-�LLl ELECTRIC LINE E E 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED NATURAL GAS LINE G G O N O Z o CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL RIP -RAP OUTFALL U)(p Locl) TIMES. CATCH BASIN RIM ELEVATION CATCH BASIN RIM=100.00 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH o AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS INVERT ELEVATION IE=100.00 NTH ENGINEER. EXISTING (E) 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. CURB CUT CC 24-HOUR NOTICE IS REQUIRED. DOWN SPOUT ®DS 5. THIS PLAN IS GENERALLY DIAGRAMMATIC. IT DOES NOT SHOW EVERY JOINT, BEND, FITTING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. CLEAN OUT O CO o. U w 6. CLEAN OUTS SHALL BE INSTALLED IN CONFORMANCE WITH UPC CHAPTER SEVEN, FIRE HYDRANT A CL SECTION 707 AND SECTION 719. NOT ALL REQUIRED CLEAN OUTS ARE SHOWN. WATER METER ® 7. EXISTING CONDITIONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. BACK FLOW PREVENTER Z WATER VALVE ALL CATCHBASINS TO BE 24" SHEET METAL SQUARE OR ROUND WITH TRAFFIC RATED LIDS. 8. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY ENGINEER OF VARIATIONS IN CONDITIONS SHOWN ON THE PLANS. POINTS OF CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTILITIES WILL CROSS EXISTING UTILITIES SHALL BE VERIFIED BY POTHOLLING PRIOR TO CONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS RESPONSIBILITY TO SCHEDULE POTHOLLING SUCH THAT IF CONFLICTS ARE ENCOUNTERED, SUFFICIENT TIME EXISTS TO PREPARE MODIFIED DESIGNS AND HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING THE PROJECT SCHEDULE. 9. PROVIDE DRAINAGE FROM WATER METER AND CHECK VALVE VAULTS AS REQUIRED BY THE JURISDICTION. 10. DOMESTIC WATER LINES AND ACCESSORIES BETWEEN THE WATER METER AND THE BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY A LICENSED PLUMBING CONTRACTOR. 11. UTILITIES WITHIN TWO FEET OF A BUILDING SHALL BE CONSTRUCTED OF MATERIALS APPROVED FOR INTERIOR USE AS DESCRIBED IN THE CURRENT EDITION OF THE UPC E COQ Op o v► �O 'O t CrI' C1' a O Ln L l ami � M M c O O '410 Ln `n m o .0 O C 0 W V1 y Lu10 c O C E O^ 0- 'dL 6 W � N U g � U1 X40 80 � S� `s I NAL EXPIRES: 10/15/14 0 OwW<Z _ W =w?u-�z X O� = Z Ii 3: ww U Z � w i=oz2w<3x UwQPZQ °ao`<m F F - w W}�J01LL.� Wa-LL<��=SILL. w wwO(L L)Og J F-�LLl _F-W(LDW<<0W W C.i,,nn V o E H w Z rnm �a o /_/ o .� C N h LJ_, w w m �. Z ora Sao fDU V U�NZ O N O Z o W m �M 0 U)(p Locl) o a - F d o. U w CL Z 0 w M 17 N �o� Q Z lqt U)o 0 �Zzz W W 2 m ry W Q m 06 Z JC/)w g o Z Q 9U F- W C) J � H v p N o O U J- o Z o 'S N � LL1 W U¢ � pz Q W z p tYc> C-110 NORTH WATER UTILITY PLAN SCALE 1' a 20' LEGEND PROPOSED EXISTING SANITARY SEWER LINE STORM SEWER LINE — '�- FIRE WATER LINE ----"------- FW DOMESTIC WATER LINE — — — — — — — -- W TELEPHONE LINE —T- ELECTRIC T ELECTRIC LINE E E NATURAL GAS LINE G G CATCH BASIN RIM ELEVATION CATCH BASIN RIM=100.00 GRAPHIC SCALE INVERT ELEVATION IE=100.00 ( IN FEET ) 1 inch = 20 ft EXISTING (E) CURB CUT CC DOWN SPOUT ®DS CLEAN OUT *CO FIRE HYDRANT WATER METER 91 BACK FLOW PREVENTER GENERAL NOTES 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF THE UNIFORM PLUMBING CODE, INTERNATIONAL BUILDING CODE, AND THE INTERNATIONAL FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISIDICTION AND TO THE PROJECT SPECIFICATIONS. 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TIMES. 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS WITH ENGINEER. 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. 24-HOUR NOTICE IS REQUIRED. 5. THIS PLAN IS GENERALLY DIAGRAMMATIC. IT DOES NOT SHOW EVERY JOINT, BEND, FITTING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. 6. EXISTING CONDITIONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. o d. p r- E CY) r- p p o N Ln n O� � C dam' aCi Q McoM a O O 0 L11 Ln m C9 u C W O W N �DL C p OE CL Gam. LL LL ljj t,0 Lu `Z Z' Coe), ceF- ta 40160 EXPIRES: 10/16/14 O w W Z Q W 2 W 2 W Z LL O- Z Lt � oLt1 U Z (n w:i= F- Z 2 W Q U' I Wwz0>-�zWOgQ�- UQ~o�owF--W�:m m�UL»W F=-0 W W a—LL<w Oi-�Wu- WW d( W Q Z _=dwzD ZF-CSW -F-fnMD W <<DWWW 7. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY ENGINEER OF VARIATIONS IN CONDITIONS SHOWN ON THE PLANS. POINTS OF CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTILITIES WILL z CROSS EXISTING UTILITIES SHALL BE VERIFIED BY POTHOLLING PRIOR TO CONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS RESPONSIBILITY TO SCHEDULE POTHOLLING SUCH THAT IF CONFLICTS ARE ENCOUNTERED, SUFFICIENT TIME EXISTS TO PREPARE MODIFIED DESIGNS AND HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING THE PROJECT SCHEDULE. -F F- 8. PROVIDE DRAINAGE FROM WATER METER AND CHECK VALVE VAULTS AS REQUIRED BY THE JURISDICTION. w 9. DOMESTIC WATER LINES AND ACCESSORIES BETWEEN THE WATER METER AND THE < BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY A LICENSED PLUMBING CONTRACTOR. 10. UTILITIES WITHIN FIVE FEET OF A BUILDING SHALL BE CONSTRUCTED OF MATERIALS APPROVED FOR INTERIOR USE AS DESCRIBED IN THE CURRENT EDITION OF THE UPC APPROVED BY OLYMPIC VIEW WATER AND SEWER DISTRICT DATE: BY: J oE o $ Z O) 0 N O X10 y, C 2ZN A ;5 m —co Zm M N Q y O O n Z V U) f0 V —M N z ; -aa. N` o`y M C7 M U) 04O N M r o q uo v IIIm M M N W N N N Q iSc3 cni 0 mom C) Q z IU) T- w z � O Z w ry J Q z o w 06 W _ H 0 O z cD = o 0 m C/) w z n 2 W O 0 N - T- O r �- C-111 O N O O r �- � z Q T O Lu Lu 0 0 0 0 Q 0 z Fii Q 00� w W z U C-111 RIM=SOIL ELEVATION+1. NORTH 20 STS CB Grate = 317.24' IE = 313.7'(+/-) EDMONDS UTILITY PLAN SCALE 1' - 20' GRAPHIC SCALE 20 40 ( IN FEET ) 1 inch = 20 fL Grate = 320,48' (STATE ROUTE so LEGEND PROPOSED EXISTING SANITARY SEWER LINE SS -- STORM SEWER LINE ------SD FIRE WATER LINE - - - - - - - - - -- -" ----Ftv DOMESTIC WATER LINE `V' - - `-" - - -`- - - - W TELEPHONE LINE T T ELECTRIC LINE E E NATURAL GAS LINE G -G- RIP-RAP OUTFALL CATCH BASIN RIM ELEVATION CATCH BASIN RIM=100.00 INVERT ELEVATION IE=100.00 EXISTING (E) CURB CUT CC DOWN SPOUT ®DS CLEAN OUT e CO FIRE HYDRANT WATER METER Im BACK FLOW PREVENTER EB WATER VALVE NATER SYSTEM COMPONENTS SHOWN FOR REFERENCE )NLY. SANITARY AND STORM PIPES SHALL BE STUBBED 4S SHOWN AT THE BANK BUILDING FOR FUTURE ;ONNECTIONS FOR THE PROPOSED BUILDING. UTILITY INFO L= C63 J CB1 MHI (CDS2015) MH3 48" STANDARD RIM=321.53 IE=319.,;0 20.8LF6 01 % RIM= 4- RIM=3 4., IE IN 1 E= 18.10 IE IN 1 N= 20.77 IE OU 24 W}3 318.10 2(24 N a W O I B r (i r IE OU SE)=320.57 CB2 SUMP=33.43 U RIM=322.30 MH2 48" STANDARD MH4 48" STANDARD IE=319.,,5,0 88.7LF8 00.6% RIM=3�4.,� IE IN 1 & 18.00 4.,§8 RIM016 IE N,w =320.40 CB3 IE OU 24„ =315.00 IE 2 =320.20 IE OUT 12 S =316.00 RIM=323.40 SUMP=3 2.0 35.2LF 10" PVC 0 1.0% IE=320.,0 _ n� o _ _ .26 38.OLF6 01 % _ �r M O9 0co N y LL c m cc CW Al = W cc DS1 DS6 CB4 IE=322.5 IE=322., 5 RIM=324.60 56.8LF6 01.0% 23.3LF6 04% MIN. IE=32�r10 I 8.9LF6 04.0%MIN. DS2 DS7 CB5 IE=322.,95 IE=321.1§5 16.8LF6 03.4% 26.3LF6 01 % RIM=323.70 IE=321.,0 DS3 DS8 11.7LF6 047oMIN. IE=322.,,9, 5 IE=321. 5 C136 16.8LF6 04% MIN. 23.7LF6 01.1 % RIM=318.33 DS4 DS9 IE=315.3 IE=322.95 IE=321 50 35.8LF6 04% MIN. 16.8LF6' 04% MIN. 8.8LF6''01 % C137 DS5 DS10 RIM=323.95IE=322.%5 IE=321 50 IE=319.95 23.3LF6 04% MIN. 8.8LF6''01 % 17.7LF6 04% MIN. o CB8 RIM=324.35 II II IE=319.08 (IN & OUT) 14" FDC INSTALL SOLID TRAFFIC RATED LID. 20.4LF 12" PVC 0 1.0% ALL CATCHBASINS TO BE 24" SHEET METAL SQUARE OR ROUND CB9 WITH TRAFFIC RATED LIDS. RIM=325.70 IN 19.95 I OUT= 320.95 IN TALL SOLID LOCKING LID E INFO 31.OLF 6" PVC 0 1.0% 36.OLF 8" PVC 0 1.0% 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF THE UNIFORM PLUMBING CODE, INTERNATIONAL BUILDING CODE, AND THE INTERNATIONAL FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISIDICTION AND TO THE PROJECT SPECIFICATIONS. 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TIMES. 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS WITH ENGINEER. 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. 24-HOUR NOTICE IS REQUIRED. 5. THIS PLAN IS GENERALLY DIAGRAMMATIC. IT DOES NOT SHOW EVERY JOINT, BEND, . . FITTING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. 6. CLEAN OUTS SHALL BE INSTALLED IN CONFORMANCE WITH UPC CHAPTER SEVEN, SEC11ON 707 AND SECTION 719. NOT ALL REQUIRED CLEAN OUTS ARE. SHOWN. 7. EXISTING COND111ONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. 8. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY ENGINEER OF VARIATIONS IN CONDITIONS SHOWN ON THE PLANS. POINTS OF CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTILITIES WILL CROSS EXISTING UTILITIES SHALL BE VERIFIED BY POTHOLLING PRIOR TO CONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS RESPONSIBILITY TO SCHEDULE POTHOLLING SUCH THAT IF CONFLICTS ARE ENCOUNTERED, SUFFICIENT TIME EXISTS TO PREPARE MODIFIED DESIGNS AND HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING THE PROJECT SCHEDULE. 9. PROVIDE DRAINAGE FROM WATER METER AND CHECK VALVE VAULTS AS REQUIRED BY THE JURISDICTION. 10. DOMESTIC WATER LINES AND ACCESSORIES BETWEEN THE WATER METER AND THE BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY' A LICENSED PLUMBING CONTRACTOR. od. pe- E cn r-- 0 0'/� V L= C63 . i h. - 00 1 O L Lf) m T N a W O I B r (i r G N. N �y O 25.4LF 8" PVC 0 1.0% U I 6" SAN STUB SIpNAL , EXPIRES: 10/15/14 z o:w¢0 ¢ Q°WWF_z0 0 z �SLLlUzU)LuU �QC9��c=i�� (wj` I=oa0 Lu�>m } ZULLI�w-�WIIU-0 Wilk'L 35.2LF 10" PVC 0 1.0% waDU)¢aD _ n� o _ _ .26 �s y z� _ �r M O9 0co N y LL c m cc CW Al = W cc cc oma Z goo t7 Ncq z >L0 -a o`. W �o M .0 C7 m N �CR 1,o O 26.3LF 10" PVC 0 1.0% I ( o I I O 95.9LF 12" PVC 0 0.5% FF= 324.35'i� i I'I 1 i 0 17.8LF 8" PVC 0 4.0% MIN. BY CL o U) REMOVE EX. FH II II 14" FDC O 20.4LF 12" PVC 0 1.0% „ 1 1 2 DW STUB I I _ O 1" BF RELOCATE EX. FH O I� I 13.2LF 6" PVC 0 2.7% WM 6" FW STUB 6" DCDV * ( I STAL 6" CLEANOUT O 18.1 LF 6" PVC 0 1.0% BF I W CI 1 LAMP OLE .OVER 0 34.8LF 6" PVC 0 3.1 % I. PER C.0 STA 9TH DARD W jTI DETAIL ET E .2, C-540 _ O ca a 36.9 12" PVC 0 3.8% '"� O 17.7LF 8" PVC 0 1.0% : .. w .... S SS STS CB O 4.5LF 12" PVC 0 4.0% MIN. 1 1 2" HOT T SS Grate -- 324,04' IE -= 311.54' O „ 8.OLF 12 PVC 0 1.3% DT TAP _� TING EXISTING 8" EE-�� WATER MAIN 8 2" in N - 320.14' O 5.OLF 24" PVC0 1.0% AR AP TO INSTALL 60" MANHOLE OVER San Rim = 323.02' TO EXISTING PUBLIC STORM PIPE IN Al 17.7LF 12" PVC 0 1.0% Q SANITARY MAIN EDM RIM=324.00 T O z Z W W = w W co F/L - 316.32' 316.95' IN=317.95 (12'V !E---- B1 17.OLF 12" PVC 0 1.0% I- o W T TAP in&g}J-"(42"E&W) - 8 WATER MAIN J Z T O a C1 113.2LF 12" PVC 0 1.0% C-110 AL NOTES D1 113.2LF 12" PVC 0 1.0% GENE 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF THE UNIFORM PLUMBING CODE, INTERNATIONAL BUILDING CODE, AND THE INTERNATIONAL FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISIDICTION AND TO THE PROJECT SPECIFICATIONS. 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TIMES. 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS WITH ENGINEER. 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. 24-HOUR NOTICE IS REQUIRED. 5. THIS PLAN IS GENERALLY DIAGRAMMATIC. IT DOES NOT SHOW EVERY JOINT, BEND, . . FITTING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. 6. CLEAN OUTS SHALL BE INSTALLED IN CONFORMANCE WITH UPC CHAPTER SEVEN, SEC11ON 707 AND SECTION 719. NOT ALL REQUIRED CLEAN OUTS ARE. SHOWN. 7. EXISTING COND111ONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. 8. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY ENGINEER OF VARIATIONS IN CONDITIONS SHOWN ON THE PLANS. POINTS OF CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTILITIES WILL CROSS EXISTING UTILITIES SHALL BE VERIFIED BY POTHOLLING PRIOR TO CONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS RESPONSIBILITY TO SCHEDULE POTHOLLING SUCH THAT IF CONFLICTS ARE ENCOUNTERED, SUFFICIENT TIME EXISTS TO PREPARE MODIFIED DESIGNS AND HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING THE PROJECT SCHEDULE. 9. PROVIDE DRAINAGE FROM WATER METER AND CHECK VALVE VAULTS AS REQUIRED BY THE JURISDICTION. 10. DOMESTIC WATER LINES AND ACCESSORIES BETWEEN THE WATER METER AND THE BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY' A LICENSED PLUMBING CONTRACTOR. od. pe- E cn r-- 0 0'/� V V N O ori L 1 a, i� 00 1 O L Lf) m e O ` oW N a W O O E n. a � ,." B r (i r G N. N �y U 16 SIpNAL , EXPIRES: 10/15/14 z o:w¢0 ¢ Q°WWF_z0 0 z �SLLlUzU)LuU �QC9��c=i�� (wj` I=oa0 Lu�>m } ZULLI�w-�WIIU-0 Wilk'L xx0txWli w-wwaaw.¢(-)cl Q waDU)¢aD _ n� o CD Lo �s y z� _ �r M O9 0co N y LL c m cc CW Al = W cc cc oma Z goo t7 Ncq z >L0 -a o`. W �o M .0 C7 m N �CR 1,o �M 00 Lc) o F_ U) o U) O W ca a } m O0 o N� Z Q Z U) O °0 T O z Z W W = w W co °LLJ Q m 06 w -! 0 w 0a Q !}L c 0 I- o W I-- O N I 0 V j o 0 J Z T O a 00 ? 6i W r ¢ 3 ¢ W Z U¢ O z 0 Q c0 C-110 NORTH SCALE 1' ® 20' GRAPHIC SCALE ■Eli] 111111, ATMW`si" ?3 '#;?,... -' iN�9�itki�rv;;w���r ( IN FEET ) 1 inch = 20 & PROPOSED EXISTING GE �- A INOTES SANITARY SEWER LINE —SS 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF STORM SEWER LINE U) ----SD—THE O UNIFORM PLUMBING CODE, INTERNATIONAL BUILDING CODE, AND THE INTERNATIONAL ----------- FIRE WATER LINE" W F Z FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISIDICTION DOMESTIC WATER LINE "---- ----" AND TO THE PROJECT SPECIFICATIONS. TELEPHONE LINE T 06 w z 0< ELECTRIC LINE E E 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED NATURAL GAS LINE G G CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL W TIMES. CATCH BASIN RIM ELEVATION CATCH BASIN C) 0 Ir - RIM=100.00 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS INVERT ELEVATION IE=100.00 WITH ENGINEER. EXISTING (E) 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. CURB CUT CC 24-HOUR NOTICE IS REQUIRED. DOWN SPOUT ®DS 5. THIS PLAN IS GENERALLY DIAGRAMMATIC. IT DOES NOT SHOW EVERY JOINT, BEND, FITTING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. CLEAN OUT a CO 6. EXISTING CONDITIONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY FIRE HYDRANT A PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. WATER METER 98 BACK FLOW PREVENTER 0 M ^ O O V CeJ'VCE C LntM `m a icQ 0O -o0LLnm c CD Lu .!d C = Na W CD E r r k r . f EXPMES: 10/15/14 7. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY ENGINEER OF VARIATIONS IN CONDITIONS SHOWN ON THE PLANS. POINTS OF CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTILITIES WILL z CROSS EXISTING UTILITIES SHALL BE VERIFIED BY .POTHOLLING PRIOR TO 141, CONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS RESPONSIBILITY a TO SCHEDULE POTHOLLING SUCH THAT IF CONFLICTS ARE ENCOUNTERED, SUFFICIENT 11ME EXISTS TO PREPARE MODIFIED DESIGNS AND HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT. IMPACTING THE PROJECT SCHEDULE. H 8. PROVIDE DRAINAGE FROM WATER METER AND CHECK VALVE VAULTS AS REQUIRED BY THE JURISDICTION. w F- 9. DOMESTIC WATER LINES AND ACCESSORIES BETWEEN THE WATER METER AND THE BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY A LICENSED PLUMBING CONTRACTOR. 10. UTILITIES WITHIN FIVE FEET OF A BUILDING SHALL BE CONSTRUCTED OF MATERIALS r-- f APPROVED FOR INTERIOR USE AS DESCRIBED IN THE CURRENT EDITION OF THE 2013 APPROVED BY OLYMPIC VIEW WATER AND SEWER DISTRICT ApR 2 9 t11 DATE:`�3 0 rz- g E ZOl v� N y o' M C Id Lli MI) Z Z;, �c') In o ° Z n inmT) — cq a) o cd - aE. 0 -- A =A �o c - C9 0 of m Coo Co v I m w d On C-111 0 19t U) O W W Z Z z m WUJ m (7 06 w z 0< O ,Q J ZO n. Q W C) 0 Ir - C-111 0 N o F- .- O v o J � a z CD o w o 04 w z 0< oz a w U C-111 385 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 TO ETAINING IWALL DETAIL 1 V EXISTING GROUND — r �. \ \ SEE RETAINING WALL DETAIL 2 PROPOSED GRACE SHEEI U-11.5 385 380 375 370 365 360 355 350 345 340 335 330 325 320 315 310 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 3+75 PUBLIC STORM PROFILE SCALE 1' - 20' HORIZ; 1" 6' VERT C"co Ia -- ------ ----------— — — — — — — -------- --I -- W 11N N • a •—.+�j •Lfj Em e .a" q q�' +50 +00 .2+5 3+00 3 50 fn r.. a .---- -- -----------=---- �, m��i. ..•.'.e•`• II M to NORTH GRAPHIC SCALE SCALE 1' - 20' ( IN FEET ) 1 inch = 20 1t. APPROVED FOR CONSTRUCTION CITE' OF EM0D DAM - Fly., "61YY EMUNEEPINO DIVISION RESUB APR U 5 2013 sUDl,NNTlTY of Ds EXPIRES: 10/15/14 0 ww¢¢ a a w W H p p Qo �w�ob< w~�c~nzcn?} �pz>w¢wo�cn2 U`�Op�0�Ot11'Sm - W i- wa u-¢iiaf=itWLW wu)Un. W W <=WF-Z_i w -W Won. Uoe( Q ==n_0�ZD2WZh2W -I-on_nwQQnww0 •= � E 0 8 H zd � �- O 'm _ QfH C cc w >� N fV w m� z Mia — �o0 Z coq co d z N6 O o wa M C C7 co O N to M ice. O C N o H n: U t3 z O w AFM .cq,. w oC4 o N Z a 3: z O w W LO z°z� Ow Z °0 :2 Z W O w Q m EL z °� � 2 n_ 0 w ...� 0 n_ Q 0 z C) w 2 0 U) U_ J m D CV N r 0 U �- m � p (L z S cl N 00 W W <C cl r W z U¢ p z pw U C-1 1 2 NORTH DRY UTILITY PLAN SCALE 1' a 20' GRAPHIC SCALE 10 20 40 ( IN FEET ) 1 inch = 20 ft. 80 LEGEND PROPOSED EXISTING SANITARY SEWER LINE STORM SEWER LINE FIRE WATER LINE DOMESTIC WATER LINE ELECTRIC LINE NATURAL GAS LINE N GENERAL NOTES —5S 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF SD— THE UNIFORM PLUMBING CODE, INTERNATIONAL BUILDING CODE, AND THE INTERNATIONAL —FW FIRE CODE. WORK SHALL ALSO CONFORM TO THE STANDARDS OF THE JURISDICTION W AND TO THE PROJECT SPECIFICATIONS. —E - -G— 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TIMES. 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS WITH ENGINEER. 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. 24-HOUR NOTICE IS REQUIRED. 5. THIS PLAN IS GENERALLY DIAGRAMMATIC. IT DOES NOT SHOW EVERY JOINT, BEND, FITTING, OR ACCESSORY REQUIRED FOR CONSTRUCTION. 6. EXISTING CONDITIONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. 7. THE CONTRACTOR SHALL VERIFY AND CONFIRM EXISTING CONDITIONS. NOTIFY ENGINEER OF VARIATIONS IN CONDITIONS SHOWN ON THE PLANS. POINTS OF CONNECTION TO EXISTING UTILITIES AND LOCATIONS WHERE NEW UTILITIES WILL CROSS EXISTING UTILITIES SHALL BE VERIFIED BY POTHOLLING PRIOR TO CONSTRUCTION OR ORDERING MATERIALS. IT IS THE CONTRACTORS RESPONSIBILITY TO SCHEDULE POTHOLLING SUCH THAT IF CONFLICTS ARE ENCOUNTERED, SUFFICIENT TIME EXISTS TO PREPARE MODIFIED DESIGNS AND HAVE THE MODIFICATIONS APPROVED BY THE JURISDICTION WITHOUT IMPACTING THE PROJECT SCHEDULE. 8. PROVIDE DRAINAGE FROM WATER METER AND CHECK VALVE VAULTS AS REQUIRED BY THE JURISDICTION. 9. DOMESTIC WATER LINES AND ACCESSORIES BETWEEN THE WATER METER AND THE BUILDING SHALL BE INSTALLED BY A LICENSED PLUMBER EMPLOYED BY A LICENSED PLUMBING CONTRACTOR. 10. UTILITIES WITHIN FIVE FEET OF A BUILDING SHALL BE CONSTRUCTED OF MATERIALS APPROVED FOR INTERIOR USE AS DESCRIBED IN THE CURRENT EDITION OF THE UPC cm 't E `O - 00 o y N NO NO to "o �D C C fit' d' a O Ln `m ami y M M c d u1 Ln m -ao W C W a W N 'O L C p OE O� L. LL - 'c w r �N• Lo 40160 SION��1 EXPIRES: 10/15/14 W W Qo Q LU W 2 =�ZF-O❑ IL F- Z cn O O Z= LL 'S U Z U) W F-❑Z2w<FDcr W Q� m❑❑ w 0 W< m UZ<>- ba: L❑ Wdu"dww01=ofwL_ W W W o d `� U 0 Z J Q Q = 2 0.. W z 2 w z- L W —F-wmnw<<Dw w c (D of • o $ y z i0 d O .Nz52 cc W5 C � tv N (V w m 04 c') l d uO O 1•-�� Z (D (/% � U —M N Z > O —a o L)i o (� m 0 in ai co o m u) v (A t1j O a_ F <c IL v cn jC3❑ Z z _O U) W �Q } M M N 00V M N Z Q : Z O L zT- z z w W z =25 °0 ° ¢ m = !!nn V °6 2 Z z J u� x W g o �t � o T- F- ~ GW 1- o D 3 a pv } m � 0 �_ J � z OLLj 00 N ❑Q LLI W U¢ ❑ z W Z 0 w U C-1 14 STS CB Grate = 317.24' IE- 313.7'(-+-/-) El EDMONDS WA'S'H (STATE ROUTE N0�1 NORTH SCALE 1' ® 20' GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) I inch = 20 ft. 329----' — 328-- r,.-327-- —328-- — —32 _ to = 324.04' 311.54' "inN4' PPR'OVED FOR CONSTRUCTION CITY OF EDM O D DAM *) BOTTOM OF WALL ELEVATIONS ARE TO THE 1NISHED GRADE. SEE RETAINING WALL DRAWINGS FOF 'OOTING INFORMATION AND CONSTRUCTION DETAILS. LEGEND EXISTING CONTOUR --1 TO 4 FOOT INTERVALS EXISTING CONTOUR --5 FOOT INTERVALS NEW CONTOUR --1 TO 4 FOOT INTERVALS NEW CONTOUR --5 FOOT INTERVALS SEDIMENT FENCE ---102--- 100 102 100 INLET PROTECTION (1 } CATCH BASIN RIM ELEVATION CATCH BASIN C) =1 00.00 SPOT ELEVATION 100.00 TOP FACE OF CURB ELEVATION TC ASPHALT ELEVATION AC TOP OF WALL TOW BOTTOM OF WALL BOW GRADE G DOOR JAMB DJ EXISTING (E) STORM STRUCTURE INFO CB1 MH1 (CDS2015) 1-133 RIM=321.53 RIM=324.25 RIM=324.82 CB2 RIM=322.30 MH2 MI -14 RIM=324.25 RIM=324.88 CB3 RIM=323.40 CB4 RIM=324.60 CB5 RIM=323.70 CB6 RIM=318.33 CB7 RIM=323.95 CB8 RIM=324.35 ALL DISTURBED. PERVIOUS AREAS TO RECEIVE COMPOST AMENDED SOIL. SEE "CITY OF EDMONDS DEVELOPMENT 4FORMATION #E72B, ATTACHMENT 2" FOR SOIL DETAILS CHAIN LINK FENCE MAY BE INSTALLED AROUND THE 'ERIMETER OF THE WORK ZONE. IF THE CONTRACTOR 1ECIDES TO INSTALL THE FENCE THEY MUST PROVIDE A 'LAN TO THE ENGINEER OF RECORD AND THE CITY FOF kPPROVAL PRIOR TO CONSTRUCTION. om XISTING SIDEWALK AND ASPHALT AREAS SHALL REMAIL IPEN AND IN PLACE UNTIL IT IS ABSOLUTELY IESSECARY TO REMOVE. GENERAL NOTES 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE JURISDICTION, THE GEOTECHNICAL INVESTIGATION FOR THIS PROJECT, AND THE PROJECT SPECIFICATIONS. 2. THE CONTRACTOR SHALL HAVE A FULL SET OF THE CURRENT APPROVED CONSTRUCTION DOCUMENTS INCLUDING ADDENDA ON THE PROJECT SITE AT ALL TIMES. 3. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF PRIVATE UTILITIES SUCH 80 AS GAS, TELEPHONE, POWER, CABLE TELEVISION, ETC. CONFIRM VAULT LOCATIONS WITH ENGINEER. 4. THE CONTRACTOR SHALL KEEP THE ENGINEER AND JURISDICTION INFORMED OF CONSTRUCTION PROGRESS TO FACILITATE SITE OBSERVATIONS AT REQUIRED INTERVALS. 24-HOUR NOTICE IS REQUIRED. 5. EXISTING CONDITIONS BASED ON TOPOGRAPHIC BOUNDARY AND UTILITY SURVEY PREPARED BY FOSTER AND MADDUX DATED NOVEMBER, 2011. 6. FINISH GRADES ARE TO BE BROUGHT TO WITHIN 0.08 FT IN 10 FT OF THE GRADES SHOWN AT SUBGRADE AND TO WITHIN 0.03 FT IN 10 FT AT FINISH GRADE. CONTRACTOR TO ALLOW FOR PLACEMENT OF REQUIRED TOPSOIL IN ROUGH GRADING. 7. GRADING ELEVATIONS AS SHOWN ON SITE AND LANDSCAPE PLANS ARE FINISHED GRADE WHICH INCLUDES SUBGRADE SOIL, TOPSOIL, SOIL AMENDMENTS, ROCKERY AND BOTHRUNOFEXCAVATOROANDOLANDSCAPENTRACTOR I CONTRACTORRESPONSIBLE TO COORDINATE GRADING WITH E co p 0 N %0 a�� N,— m 0 04, t ' il CO t e}' ''ti' a �1 tl i O O .c 0 Ln Ln m c o .II O C uu 0 W N � O 0 O X 0. G- 1L ui to EXPIRES: 10/15/14 �UJ< 0 Q QwWF=-oa yyF.. U'o ~W000< it 3:wUZWU)Z= ~Dz2w<o :�cYr� w Q� m 0 p�o W� m UZQO>-->- >- U I.1 2 W F- LL a 0 co :5 w u)W W o d Q O D a z< =F= 11 --W CLnw<<nw0(n .0 a .c CA cc a cc El ✓ �o E o $ % rn K m Y c CR 1J > S 0) — O M �cv jjm U co+> O USC -4 c� Lu Z O F- m as U) O U) W V-1 o z Q } z z C) O C CL W O z z LLJ LU ry w Q m z zJ ors S ~ U O O Q W w O a o 1-- 0 U)_ 0 0 W 0 W o r O Z N Q Z CD �° O N � r O J d U r � m Z O O w 00 00 6i W Q r �z oC3 w 1 Q U¢ 0 z D W U OUN.DINO DEPARTMENT CITY OF EDMONDS C-1 20 P�k Spy' T,y s Ioo, 9c��0�,r'gr a' ��A�sF�TyGcF ' MIN. RADIUS QUARRY SPALLS 2-4' MIN DIA 8'-12' MIN. DEPTH 16 PROVIDE FULL WIDTH OF INGRESS% EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTI❑N ENTRANCE DURING THE CONSTRUCTION PERI❑D, -ITY INSPECTION REQUIRED ON ALL EROSION CONTR❑ HEASURES BEFORE WORK CAN BEGIN, 10 r89 990 REVISIONS APPRDVED HY DATE _ D. GEBERT 10/6/03 STANDARD DETAIL STamcmemm9mm DATE 7/24/01 1 SCALE NTS I DWG No. E12 FLOW SIr PROFILE RICE, COCONUT OR EXCELSIOR WATTLES STAGGER r NOT TO SCALE FILTER FABRIC SECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2' X2' WOOD OR EQUIVALENT 8'- 12' PLAN VIEW a 0 1 Cj LI S ' PLACE 3/4'-1.5' WASHED GRAVEL IN. THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. SECTION TIGHTLY ABUT ADJACENT WATTLES. FILTER FABRIC MATERIAL IN CONTINOUS R❑LLS, USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. a II I cI II WIRE MESH SUPPORT FENff N I I TO SUPPORT FILTER FAMIC. II II II 5��.11ll's`�I�•— I�lll•,T_ I _�� r'- �--T----------- r-- iu I I BURY BOTTOM OF FILTER MATERIAL 8' TO 12' I. 6' MAX. .i L� U \ 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. `a90 -199v CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. APPROVED R REVISION D TE STANDARD DETAIL RL78 FM FM MM S DATE 7/24/01 1 SCALE NTS I DWG No. E1.1 APPROVED FOR CONSTRUCTION, CITY OF EDMONDS DAM �/i,1 / r ENGINEERINGDIMSION U CITY INSPECTION REQUIRED ON ALL EROSI❑N CONTROL MEASURES BEFORE WORK CAN BEGIN. `090-19`Jv 1 3N C . I•TY.. O F.•:. . E.. D: - * :CO -*N.• D .S'..::: . , APPROVED R HVISION s STANDARD DETAIL D. GEBERT 10/06/03 ,� Y MOCA B D. GEBERT 05/19/05 AW D. GEBERT 05/05/06 DATE �/24/O1 11 SCALE NTS Dwc No. E1.3 o p r E �o^pp�I1 o �o V N ^rim N 0% '6,6 C NL 0 0 m C ^` 0-6 v CD = u Lu cm oa x e oa 0-J. EXPIRES: 10/15/14 W Q Z a awWFoo lL �WUz ?U)Z QW��v=j� LIJ<caa��w'sm }z�QjW�w-j 01LL0 W F - WLL D.—Q�- D-'WU. Ix U) 00I< ti¢J¢W� Lr) E o� z N 0. m c t0 W ca N W) ZM 0 CO < Q O 0(q15 -M z.4)o. o' o. Wo m (7 co �04 �(q LnM 1--o OoLr) v w a 0 Woo Q d' U) z o F- F- F- 3 z w 0 Z z W mw0U)0 X W j m 0 F- Q W of J-'' < pw W Z °- 1- F- a:2 I— W CD cW G c:) W D d z O O W1- p OJ N `- O 0 r: Q' `- CO Z o W RJ N Q 'S Q W z APR 0 5 2013 BUtLIDING DE CITY OF ED*T 1 21 FACE OF CURB — VARIES 12" TO 24 FACE OF CURB VARIES 1" cC11VI TO2�y2�^ 1" MATCH ROADWAY 1" R` 1" R. MATCH ROADWAY SLOPE LOPE ti. RO ADWAY o . ROADWAYp • 112" R. p' ^ io b. 111/2" _ 11 112" DUAL -FACED CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF CURB 6 112' 51/2" MATCH ROADWAY 112" R. ✓ SLOPE 1/2„R. Y - ROADWA r +. 1” R. CEMENT CONCRETE OR ASPHALT CONCRETE SIDEWALK OR PATH o rp a. 3/8" PREMOLDED JOINT FILLER (WHEN ADJACENT CONCRETE SIDEWALK) EMENT CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF CURB 6 1/2" . VARIES FROM 6" TO 0", MAINTAIN 1H : 6V SLOPE VARIES W 11, R ON SIDE OF CURB MATCH ROADWAY 1l2" R SLOPE ROADWAY o , : . Z0% 6« CEMENT CONCRETE 112" R. CURB RAMP, LANDING, . r �%/ OR DRIVEWAY VARIES 1' R. ENTRANCE FROM — o- " 6" TO 0" + �. 3/8" PREMOLDED JOINT FILLER CEMENT CONCRETE, PEDESTRIAN CURB AT CURB RAMPS, LANDINGS, AND DRIVEWAY ENTRANCES J w v o Of FACE OF CURB = FACE OF CURB LL VARIES 12" TO 24" FACE OF CURB i� VARIES °D 1" 10" TO 22" 1" 6 la' 5 (SEE CONTRACT) 5112" 1 0 1" R 1+• R 1/2" R. V R,: ROADWAY `ROADWAY ROADWAY .• p 1 314" 1 3/4" 8 Vle DUAL -FACED CEMENT CEMENT CONCRETE CONCRETE TRAFFIC CURB TRAFFIC CURB Iv �O LU : A v) DEPRESSED CURB SECTION AT CURB RAMPS AND DRIVEWAY ENTRANCES NOTE 1. See Standard Plan F-30.10 for Curb Expansion and Contraction Joint spacing. FLUSH WITH GUTTER PAN AT CURB 10 RAMP ENTRANCE -1/2" VERTICAL LIP AT DRIVEWAY ENTRANCE FACE OF CURB M 1 1/2" R. iROADWAY MOUNTABLE CEMENT CONCRETE TRAFFIC CURB a CEMENT CONCRETE CURBS STANDARD PLAN F-10.12-02 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakotich 111 06-16-11. STATE DESIGN ENGINEER - DATE ML Washington State Department of Transportation AOY MATCH SIDEWALK WIDTH - 4'0" MIN..... SEE CONTRACT PLANS 3/8" EXPANSION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 SIDEWALK. SEE NOTE 6 A• BUFFER STRIP - SEE CONTRACT PLANS r„ PEDESTRIAN CROSSING. CLOSURE SIGN W 0 0 J W U. m 0 GRADE BREAK SIDEWALK SEE NOTE 6 NOTES 1. This plan is to be used where pedestrian crossing in one direction is not MATCH SIDEWALK y4 STRIP BUFFER permitted. WIDTH •- 4' 0" MIN. a SEE CONTRACT PLANS 2. Curb ramp location shall be placed within the width of the associated PEDESTRIAN CURB .CURB RAMP crosswalk, or as shown in the Contract Plans, SEE NOTE 5 SEE NOTES* PEDESTRIAN CURB MATCH SIDEWALK ;a>: - PEDESTRIAN CURB 3; Where "GRADE BREAK Is called out, the entire length of the grade break SEE NOTE 5 SEE WIDTH - 4! PLANS " SEE NOTE 5 between the two adjacent surface planes shall be flush. CON1io . LANDING 4.1. Do not place gratings, junction boxes access covers or other a urtan- 3/ " 0 J01 - SEE .. g 1 � PP 8 EXPANSION NT --�...► 0rr MIN a a , � :.� -.. en ces in front o f the cu r ramp or on any part rt o f the curb r am or landing. .5' 0"MIN: 3« STANDARD PLAN F- LANDING 5 See the Contract Documents for the curb design specified. i I. PlanY See Standard F-10.12 for Curb and and t 1�. e , Z r 3>R Z Pedestrian Curb details. = �It' ` � - � , vi � " � . �! : ° ' b - o' MIN, a, R, � t cn 6... See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. '` See contract tans for width and placement of sidewalk. eq a 1, r: 0 SIDEWALK �:., p SEE NOTE 6 �. v. , The bid item "Cement Concrete Curb Ramp Type •,_' does not include the DETECTABLE WARNING SURFACE BUFFER SEE STANDARD PLAN F-48.10 ' DETECTABLE WARNING SURFACE adjacent Curb Or (Curb and Gutter), Pedestrian Curb or Sidewalk, or the STRIP 45 `" w 1 SEE STANDARD PLAN F-.10 pedestrian crossing closure sign. J-r'"r CURB & GUTTERCURB &GUTTER SEE NOTE 5 SEE NOTE 5 8• The curb ramp maximum running slope shall not require the ramp length to PEDESTRIAN CROSSINGexceed 15 feet t0 avoid Chasing the slope indefinitely when Connecting CURB RAMP CLOSURE SIGN FACE OF CURB RAMP to steep grades. When applying the 15 foot maximum length, the running FACE OF CURB SEE NOTES slope of the curb ramp shall be as flat as feasible. CURB PLAN VIEW PLAN VIEW 9. Curb ramps and landings shall receive broom finish. TYPE SINGLE DIRECTION A TYPE SINGLE DIRECTION B See Standard Specifications 8.14. t 8.3% MAX, 2.0% MAX, TOP OF ...„ . - ROADWAY CURB RAMP `! ° DEPRESSED LANDING CURB & GUTTER - SEE NOTE 5 SECTION G. "CEMENT CONCRETE CURB RAMP - -- -...- - - ---- - -JAY LIMIT ISOMETRIC VIEW TYPE SINGLE DIRECTION A PAY LIMIT 1" RADIUS DETECTABLE WARNING -�+• SURFACE -SEE CORNER STD. PLAN F-45.10 ...... 15'- O,. MAX 15'- 0« MAX ......� .r PEDESTRIAN CURB ... 4�' • � ` SEE NOTE $ SEE NOTE 8 GRADE... . - - - - - BREAK GRADE DEPRESSED CURB AND BREAK GUTTER SEE NOTE 5 SIDEWALK SIDEWALK 90° ANGLE ' SEE NOTE 8 ' SEE NOTE 6 RADIUS 8.30/0 MAX:. 2.0% MAX. 8.3% MAX. VARY v n; CURB RAMP �- LANDING CURB RAMP SECTION "CEMENT CONCRETE CURB RAMP TYPE SINGLE DIRECTION B" PAY LIMIT SEE NOTE 7 ISOMETRIC VIEW TYPE SINGLE DIRECTION 8 PAY LIMIT LEGEND • SLOPE IN EITHEI SINGLE DIRECTION CURB RAMP STANDARD PLAN F-40.16-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION _ Pasco Bakotich 111 06-03-10 AdNk STATE DESIGN ENGINEER DATE —Washington State Department of Transportation RE 183 U B APR 0 5 2013 BUCITTIYNOOF EDMO DSNT o �. O r•- Ed Mr— CD DETECTABLE WARNING SURFACE - 0". MAX C qi- v SEE STANDARD PLAN F45.10 NOTE 8 o � O C '•'-tW Ln oZo COUNTER SLOPE GRADE BREAK GRADE.. BREAK '5,0% MAX. GRADE �N• I 0 `s CNAL� BREAK t 8.3% MAX, 2.0% MAX, TOP OF ...„ . - ROADWAY CURB RAMP `! ° DEPRESSED LANDING CURB & GUTTER - SEE NOTE 5 SECTION G. "CEMENT CONCRETE CURB RAMP - -- -...- - - ---- - -JAY LIMIT ISOMETRIC VIEW TYPE SINGLE DIRECTION A PAY LIMIT 1" RADIUS DETECTABLE WARNING -�+• SURFACE -SEE CORNER STD. PLAN F-45.10 ...... 15'- O,. MAX 15'- 0« MAX ......� .r PEDESTRIAN CURB ... 4�' • � ` SEE NOTE $ SEE NOTE 8 GRADE... . - - - - - BREAK GRADE DEPRESSED CURB AND BREAK GUTTER SEE NOTE 5 SIDEWALK SIDEWALK 90° ANGLE ' SEE NOTE 8 ' SEE NOTE 6 RADIUS 8.30/0 MAX:. 2.0% MAX. 8.3% MAX. VARY v n; CURB RAMP �- LANDING CURB RAMP SECTION "CEMENT CONCRETE CURB RAMP TYPE SINGLE DIRECTION B" PAY LIMIT SEE NOTE 7 ISOMETRIC VIEW TYPE SINGLE DIRECTION 8 PAY LIMIT LEGEND • SLOPE IN EITHEI SINGLE DIRECTION CURB RAMP STANDARD PLAN F-40.16-01 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION _ Pasco Bakotich 111 06-03-10 AdNk STATE DESIGN ENGINEER DATE —Washington State Department of Transportation RE 183 U B APR 0 5 2013 BUCITTIYNOOF EDMO DSNT o �. O r•- Ed Mr— CD ,^ C4 I'D W N N '0 110 C qi- v C 0 Ln as O M M Q >_ CD O '� o � O C '•'-tW Ln oZo O 0 XE C= CL t]-L0W ii � OF A•S?� �N• I 0 `s CNAL� EXPIRES: 10/15/14 0=WQZ Q QW W I - pin F- ao I--WC90C9Q yy. ~Q1 --z W 4ZX Paz2LU- Uj2 U p}- } U W m z¢ - W F- W� X LL d a F- W- W� X ��Un-Ww¢swLuZ� LU-WW0D_ 0aQ ==D. Wzn2QYzF-0I iL fA Q Q 5 U (A U) v on (DL .- � 7 08 �-+ O 'm O cc 2 W -C N(V p� W m 9 cc oma Z COU) (r� d) 0 6 M U (D2 ° ZU '--a o. Wo M M O co N M r O 00 00 Lr) W O 1+J d N W a a LUv Z O CD W �a 3� m to N N O0 N Q o Z Q z d O U) p F— T Z zz z Z J W W = W ca ° ¢ m 'S W � oes` Q z J s cn 2 O Lu Q W ZO n O U W _ o W a � z O U U_ J m O_ N O 1 O , b O Z � N r 3-> L11 W Q W Z C-511 ,1� W a C1 cc W Is VARIES » SEE CONTRACT PLANS BROOMED FINISH (TYP.) DRIVEWAY SEE NOTE 1 ENTRANCE SIDEWALK ` (TYP.) -s`., CEMENT CONCRETE CURB DRIVEWAY B CEMENT CONCRETE & GUTTER (SEE NOTE 3) 6", TAPER (TYP.) PLAN VIEW C CURB &GUTTER NOTES (TYP.) (TYP.) ( > TYPE 1 (SEE NOTE 3) PLAN VIEW 1. When the driveway width exceeds 15 feet, construct a full depth TYPE 2 15' MAX. SEE NOTE 6 VARIES - SEE expansion joint with 3/S" joint filler along the driveway centerline. GRADE CONTRACT PLANS See Standard Plan F-30.10. Construct expansion joints BREAK GRADE BREAK parallel with the Centerline as required at 15 feet maximum SEE CONTRACT PIAN.. SEE CONTRA( a } NOT STEEPER THAN a spacing when driveway widths exceed 30 feet. 4A• 0 , N, v .• : .. ;... , � _8r..39..M.A.X.,, co ROAD GRADE 8.3 •% 1/2" R. (TYP.) 2 See Standard Pan F-30.10 for sidewalk easeIk de aIIs. 2.0% MAX. PEDESTRIAN RAMP 3. Curb and gutter shown; see the Contract Plans for the »» :y PEDESTRIAN RAMPY • curb design specified. See Standard Plan F-10.12 ► �""'"''�-� CEMENT CONCRETE GRADE318" EXPANSION JOINT (TYP.) for Curb Details, DRIVEWAY SIDEWALK (TYP.) BREAK SECTION (Aj » SEE STANDARD PLAN F-30.10 (SEE NOTE 7) SIDEWALK.. f `.J 4. Avoid placing drainage structures, junction boxes 3e" EXPANSION JOINT (TYP.)» 1/2" MAX. LIP BETWEEN or other obstructions in front of driveway entrances. SEE STANDARD PLAN F-30.10 SECTION ( •): SEE CONTRACT SEE CONTRACT OR ROADWAY SEE GUTTER PLANS 5• Where "GRADE BREAK" is called out, the entire length of the 112" R. PLANS PLANS _ DEPRESSED CURB line between the two adjacent surface planes shall be flush. (TYP.) & GUTTER 6. The curb ramp maximum running slope shall not require the LEGEND CONTRACT PLANS 2 0% MAX (SEE NOTE 3) ramp length to exceed 15 feet to avoid chasing the slope Indefinitely when connecting to steep grades. When - SLOPE IN EITHER DIRECTION `'' `r' '''•;• `` .`.' ' ``• • applying the 15 foot max. length, the running slope DRIVEWAY RAMP of the curb ramp shall be as flat as feasable. oRIVEWAv 318" EXPANSION JOINT (TYP.) 7• Pa item does not include driveway. (SEE NOTE 7) »SEE STANDARD PLAN F•30.10 See Contract Pians. SECTION. "CEMENT CONCRETE DRIVEWAY "CEMENT CONCRETE DRIVEWAY ..:... ENTRANCE TYPE V PAY LIMITS ENTRANCE TYPE 2" PAY LIMITS BROOMED FINISH TYP. \ ? (TYP.) VARIES » SEE CONTRACT PLANS 3/8" EXPANSION JOINT (TYP.) » SEE STANDARD PLAN F-30.10 SEE CONTRACT PLANS CEMENT \U. 2.0% MAX. \ Q BROOMED SEE NOTE 1 0 p CONCRETE \ FINISH (TYP.) J 4' - 0" MIN. »SEE CEMENT CONC. PEDESTRIAN CURB (TYP.) 318" EXPANSION JOINT (TYP.) » U. ` (WHEN SPECIFIED IN CONTRACT) » SEE STANDARD PLAN F-30.10 .. DEPRESSED CURB & _..------._. ^v SEE CO\NTRA\CT�\PLANS \ SEE STANDARD PLAN F-10.12 W OR SEE CONTRACT PLANS m CEMENT CONC. SIDEWALK CEMENT CONCRETE 3„ R. SIDEWALK Z SIDEWALK (TYP.) (TYP.) » N F-30.10 DRIVEWAY z0 3/8" EXPANSION JOINT (TYP.) » RAMP MATCH SIDEWALK WIDTH . U SEE STANDARD PLAN F-30.10 _ CURB &GUTTER SEE CONTRACT PLANS » SEE NOTE 3 W SECTION 4' - W MIN, o CT O t3 ; (/) O_ 0 A - VARIES » SEE CONTRACT PLANS BROOMED FINISH (TYP.) DRIVEWAY SEE NOTE 1 ENTRANCE SIDEWALK ` (TYP.) -s`., CEMENT CONCRETE CURB DRIVEWAY B CEMENT CONCRETE & GUTTER (SEE NOTE 3) 6", TAPER (TYP.) PLAN VIEW C CURB &GUTTER NOTES (TYP.) (TYP.) ( > TYPE 1 (SEE NOTE 3) PLAN VIEW 1. When the driveway width exceeds 15 feet, construct a full depth TYPE 2 15' MAX. SEE NOTE 6 VARIES - SEE expansion joint with 3/S" joint filler along the driveway centerline. GRADE CONTRACT PLANS See Standard Plan F-30.10. Construct expansion joints BREAK GRADE BREAK parallel with the Centerline as required at 15 feet maximum SEE CONTRACT PIAN.. SEE CONTRA( a } NOT STEEPER THAN a spacing when driveway widths exceed 30 feet. 4A• 0 , N, v .• : .. ;... , � _8r..39..M.A.X.,, co ROAD GRADE 8.3 •% 1/2" R. (TYP.) 2 See Standard Pan F-30.10 for sidewalk easeIk de aIIs. 2.0% MAX. PEDESTRIAN RAMP 3. Curb and gutter shown; see the Contract Plans for the »» :y PEDESTRIAN RAMPY • curb design specified. See Standard Plan F-10.12 ► �""'"''�-� CEMENT CONCRETE GRADE318" EXPANSION JOINT (TYP.) for Curb Details, DRIVEWAY SIDEWALK (TYP.) BREAK SECTION (Aj » SEE STANDARD PLAN F-30.10 (SEE NOTE 7) SIDEWALK.. f `.J 4. Avoid placing drainage structures, junction boxes 3e" EXPANSION JOINT (TYP.)» 1/2" MAX. LIP BETWEEN or other obstructions in front of driveway entrances. SEE STANDARD PLAN F-30.10 SECTION ( •): SEE CONTRACT SEE CONTRACT OR ROADWAY SEE GUTTER PLANS 5• Where "GRADE BREAK" is called out, the entire length of the 112" R. PLANS PLANS _ DEPRESSED CURB line between the two adjacent surface planes shall be flush. (TYP.) & GUTTER 6. The curb ramp maximum running slope shall not require the LEGEND CONTRACT PLANS 2 0% MAX (SEE NOTE 3) ramp length to exceed 15 feet to avoid chasing the slope Indefinitely when connecting to steep grades. When - SLOPE IN EITHER DIRECTION `'' `r' '''•;• `` .`.' ' ``• • applying the 15 foot max. length, the running slope DRIVEWAY RAMP of the curb ramp shall be as flat as feasable. oRIVEWAv 318" EXPANSION JOINT (TYP.) 7• Pa item does not include driveway. (SEE NOTE 7) »SEE STANDARD PLAN F•30.10 See Contract Pians. SECTION. "CEMENT CONCRETE DRIVEWAY "CEMENT CONCRETE DRIVEWAY ..:... ENTRANCE TYPE V PAY LIMITS ENTRANCE TYPE 2" PAY LIMITS BROOMED FINISH TYP. \ ? (TYP.) BUFFER STRIP (TYP.) - 3/8" EXPANSION JOINT (TYP.) » SEE STANDARD PLAN F-30.10 SEE CONTRACT PLANS CEMENT \U. 2.0% MAX. \ Q w MATCH SIDEWALK WIDTH 0 p CONCRETE \ W J 4' - 0" MIN. »SEE SIDEWALK MATCH SIDEWALK WIDTH U. CONTRACT PLANS 4' 0 MIN.»� m .. DEPRESSED CURB & _..------._. ^v SEE CO\NTRA\CT�\PLANS \ � W OR SEE CONTRACT PLANS m 7. ,VI 31. .. Jv JV J.. \ I \ I \ I SEE NOTE 1 \ I I ` I PLAN VIEW \\ I TYPE 3 �1 \\I I V 0 U a J�. W W 6' 1 2'- 6" BUFFER STRIP (TYP.) - DRIVEWAY ENTRANCE MATCH SIDEWALK WIDTH SIDE SLOPE (TYP.) w 0 p 0 W J ►;., 112" MAX. LIP BETWEEN U. ROADWAY GUTTER & CURB, OR SEE CONTRACT PLANS m .. DEPRESSED CURB & _..------._. ^v \ I \ I \ I SEE NOTE 1 \ I I ` I PLAN VIEW \\ I TYPE 3 �1 \\I I V 0 U a J�. W W 6' 1 2'- 6" DRIVEWAY j (SEE NOTE 7) `CEMENT CONCRETE (SEE NOTE 7) D E DRIVEWAY ENITRANC CL 4000 CONCRETE TYPES 11 2; 3 & 4 CL. 4000 CONCRETE PER STANDARD SPEC. 8.06.3 STANDARD PLAN F-80.10.02 PER STANDARD SPEC. 8-06.3 ISOMETRIC VIEW TYPE 1 PAY LIMITS ISOMETRIC VIEW TYPE 2 - PAY LIMITS SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION Pasco Bakotich RI 03-15-12 . SI'AiE DESIGN ENGINEtcR' DATE "` Washington State, Department of Transportation IM AI AI w 18" THER ❑PLASTIC STOP BAR z (TYPICAL AT CONTROL INTERSECTIONS -J ONLY) ISTRIPES SHALL START AND BE CENTERED ON THE ROAD CENTERLINE. STRIPES SHALL ALSO BE CENTERED ON LANE DELINEATORS OF MULTILANE ROADS 4' (TYPICAL) 1® on 91 a in ®w in i C(TYAPICALACE BETWEEN STRIPES NOTEi WHEN THERMOPLASTIC CROSSWALKS ARE PLACED ADJACENT TO OR ON STATE HIGHWAYS, THE LAYOUT PATTERN SHALL MATCH THE EXISTING STATE LAYOUT. CITY REPRESENTATIVE TO VERIFY LAYOUT, w)KDIMENSI❑N MAY VARY DEPENDING ON ROAD WIDTH (COORDINATE ACTUAL SPACING WITH CITY REPRESENTATIVE) "CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 3" PAY LIMIT DRIVEWAY (SEE NOTE 7) CL. 4000 CONCRETE !� PER STANDARD SPEC. 8.06.3 ISOMETRIC VIEW TYPE 3 PAY LIMITS 3/8" EXPANSION JOINT (TYP.) » SEE STANDARD PLAN F-30.10 GUTTER (SEE NOTE 3) 112" R. (TYP.) MATCH SIDEWALK WIDTH SEE CONTRACT PLANS V�• o W p SEE CONTRACT PLANS » W ►;., , ... DRIVEWAY (SEE NOTE 7) 4' 0" MIN, 2.0% MAX, fO� 112" MAX. LIP BETWEEN ROADWAY GUTTER &CURB, DRIVEWAY RAMP _..------._. ^v . .. .. � W OR SEE CONTRACT PLANS m 7. 06 SIDEWALK Z J � U w O DRIVEWAY z0 3/8" EXPANSION JOINT (TYP.) » RAMP DEPRESSED U SEE STANDARD PLAN F-30.10 _ CURB &GUTTER F SEE NOTE 3 W SECTION OE o (/) �— z DRIVEWAY j (SEE NOTE 7) `CEMENT CONCRETE (SEE NOTE 7) D E DRIVEWAY ENITRANC CL 4000 CONCRETE TYPES 11 2; 3 & 4 CL. 4000 CONCRETE PER STANDARD SPEC. 8.06.3 STANDARD PLAN F-80.10.02 PER STANDARD SPEC. 8-06.3 ISOMETRIC VIEW TYPE 1 PAY LIMITS ISOMETRIC VIEW TYPE 2 - PAY LIMITS SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION Pasco Bakotich RI 03-15-12 . SI'AiE DESIGN ENGINEtcR' DATE "` Washington State, Department of Transportation IM AI AI w 18" THER ❑PLASTIC STOP BAR z (TYPICAL AT CONTROL INTERSECTIONS -J ONLY) ISTRIPES SHALL START AND BE CENTERED ON THE ROAD CENTERLINE. STRIPES SHALL ALSO BE CENTERED ON LANE DELINEATORS OF MULTILANE ROADS 4' (TYPICAL) 1® on 91 a in ®w in i C(TYAPICALACE BETWEEN STRIPES NOTEi WHEN THERMOPLASTIC CROSSWALKS ARE PLACED ADJACENT TO OR ON STATE HIGHWAYS, THE LAYOUT PATTERN SHALL MATCH THE EXISTING STATE LAYOUT. CITY REPRESENTATIVE TO VERIFY LAYOUT, w)KDIMENSI❑N MAY VARY DEPENDING ON ROAD WIDTH (COORDINATE ACTUAL SPACING WITH CITY REPRESENTATIVE) "CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 3" PAY LIMIT DRIVEWAY (SEE NOTE 7) CL. 4000 CONCRETE !� PER STANDARD SPEC. 8.06.3 ISOMETRIC VIEW TYPE 3 PAY LIMITS 3/8" EXPANSION JOINT (TYP.) » SEE STANDARD PLAN F-30.10 6'-W VARIES - SEE CONTRACT PLANS d W. V�• o W a 6'-W VARIES - SEE CONTRACT PLANS d U (A o W a �\ W 6'_0" BROOMED FINISH (TYP.) CEMENT CONCRETE DRIVEWAY ENTRANCE SEE NOTE 1 CEMENT CONCRETE CURB & GUTTER SIDE SLOPE (TYP.) F CURB & GUTTER SEE NOTE 3 SEE NOTE 3 DRIVEWAY ENTRANCE PLAN VIEW SIDE SLOPE (TYP.) TYPE 4* THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE "CEMENT CONCRETE DRIVEWAY ENTRANC DRIVEWA (SEE NOTE CL. 4000 CONCRETE PER STANDARD SPEC. 8-06.3 SEE CONTRACT PLANS 1/2 R. (TYP.) t �� 1/2" MAX LIP BETWEEN ROADWAY GUTTER &CURB, tO OR SEE CONTRACT PLANS DRIVEWAY (SEE NOTE 7) DRIVEWAY �\ DEPRESSED RAMP SECTION (P ] CURB & GUTTER �-/ SEE NOTE 3 .vv.nr. u�•v �..-s. TYPE 4 PAY LIMITS Y L. B8 og WASy� 111NJ 61 It M 10 0'�<Q 3235 GIST BR�q Hip est 1 OVAL HOP CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 27 3 & 4 STANDARD PLAN F-80.10-02 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION Pasco Bakotich ill 03-15-12 STATE DESIGN ENGINEER DATE Washington State Department of Transportation THE CONCRETE SIDEWALK IN THE ROW SHALL BE CONSTRUCTED PER DETAIL E2.13 ON THIS SHEET EXCEPT THAT A 5' WIDE LANDSCAPE BUFFER SHALL BE PLACED IN BETWEEN THE BACK OF THE NEW CURBING AND THE NEW SIDEWALK. SEE SHEET C-101 FOR MORE INFORMATION. RESUB APR 0 5 2013 BUILDING NT CITY OF EDMONDS EE CD r- o m CV %,0 `O Ln "O �O c y C e}' W4- d O 611 U1 Q, Q i CD CD' �p LnLti o -a p C N a W a� CS O 0 XE C G- y`Y+ x• �? !Ip'Idgll�li{Ii,l• Ih(ilri Udgg4qq .� =N EXPIRES: 10/15/14 W LU Q z (A Z _ �: W U z — W W W I-pz<t �UJC7Ix�c=n� Z0 0 0 a >-ZUW LL W I- WgQ o LULL W-WW0dQU0QZ� =HcanaZu ¢¢z1~i�u�� of �8 0)a �a) e,1 m o;: M p cD 0 •� N Z � � U N Lo 'O O fk � rn �M 0 cow r'— o m rn v W Q U 0.� LU Z 0 U) W cs < } M 04 N N ~ a V- CV —1 l(Czjj C-512 d L0 VJ Z U) W o z Z = Q m WQ W m 06 Z J � U w O < W z0 O U F- _ � F H W o (/) �— z O U U J m CL 3 O N r U � �- d m Z `' W (V 00 W Q 7 Q W 'e U a o z a r c C-512 . . I REFERENCED KEYED NOTES ACCESSIBLE PARKING DESIGN TO DIVISION 03 — CONCRETE — MEET ALL GOVERNING CODES.� CONSTRUCTION 03 30 19 24"0 CONCRETE FOOTER BELOW FROST LINE (4'-0" MINIMUM). c ^ C 'p QUANTITY AS REQUIRED BY ADA. APPROVED ACCESSIBLE PARKING SPACESs DIVISION 05 — METAL — � ITY OF EDMONDS AND THEIR ACCESS AISLES 05 10 06 , 12" X 2" STEEL TUBE EXTENDED INTO CONCRETE FILLED 6"0 PIPE p LA : SHALL BE 1-1 /2% (2% MAX.) CLOSURE PLATE AT TOP OF TUBE. CD � M M SLOPE IN ALL DIRECTIONS. DATE' � 3 DIVISION 07 —THERMAL AND MOISTURE PROTECTION — " c Ln L 07 46 01 DOWNSPOUT. a 'd 07 90 01 SEALANT. DIVISION ,10 — SPECIALTIES,L M .. w .., � „ � . I CITY -ENGINEERING DIVISION 10 14 48 STANDARD USDOT R7-8 SIGN (BOTH SIDES -WHERE APPLICABLE). DS 0 14 49 L SIGNS, "VAN ACCESSIBLE" AND/OR $ - FINE AS 1 SUPPLEMENTAL n A . �� �l�fT! �% I �/ I `�� a`��w' ""►"� "''�v �`� 10 14 50 SIGNS MOUNTED TO BUILDING WALL OR COLUMN IS THE PREFERRED DETAIL WHERE ALLOWED. FOR FREESTANDING SIGN SEE DETAIL2/C-520r 0 <32 12 17> TYPSTAND-OFF BRACKET (WHEN DOWNSPOUT IS PRESENT) AT TOP " - pi °' 000 . 10 14 51 AND BOTTOM OF SIGN. DO NOT ANCHOR SIGN TO DOWNSPOUT. S O °oe0 10 14 52 SIGN. 020 w *00 "° 10 14 64 ACCESSIBLE PARKING SIGN. SEE SHEET C-520. N DIVISION 31 — EARTHWORK — 'oF Ash 06 31 23 01 FINISHED GRADE. .p o°0° DIVISION 32 ° N — EXTERIOR IMPROVEMENTS — o I 32 12 17 ENTRY BOLLARDS WITH POLYETHYLENE COVERS 5'-4" CLEAR MAX. 0.0 of °°oo wAp0°o °°° 4, e 00 0sSloNAL 0. ogo 00 °g%g EXPIRES: 10/16/14 og'r` o..0 000 <10 14 64> D 'ON _ < o co WwdQ b U C� _ =wzl—oo o°°° 01 "'1'61 oaogo } 0 0.�wUo�z�U= 0. d.OF �pz wdwO�g¢� 0 zo �z - _ � wQ�o���l-wpm 4. NOTE: CONCRETE PAVEMENT I f� > U w :D - WITH 6X6 X10 WWF MAY BE - - - z d _ w o coaU---Q��o -x uj — USED AS AN OPTION IN LU Lu .. w w d = a Q Z -j ACCESSIBLE PARKING STALLS. . I. - w_ w w o :) x o _I-cnd�cndd�cnc�tn H -- (D� 8 E 08 —o CD w� - . cnO ( ACCESSIBLE RAMPS AND w m CURB RAMPS WHERE- „ POURING OF A Z M SEPARATE INTEGRALLY 1 1/2"% —" U - w COLORED CONCRETE IS (2% MAX.) -.— co -M REQUIRED, INSTALL> INTEGRALLY COLORED RED SHEAR DOWELS 2'-0" Z o = a m E3 CONCRETE ON DETECTABLE O.C. AND KEYWAYS TO w WARING SURFACE PREVENT HEAVING OF M RAMPS WITH ADJACENT C (�B SIDEWALK OR CONCRETE co ' - SURFACE W Lo - - - - 1:12 (8.337.) MAX. fl no�s�o�olo° _ *SLOPE < 5% IS NOT CONSIDERED A RAMP. CURB RAM P DETECTABLE WARNING SURFACE PLAN 4 118N_ L ISN E" RAM P 1 -10 VARIES PER MANUFACTURER = q OF PARKING STALL �`' IN ADJOINING SLOPE SLOPE = Y. X d SHALL NOT WHERE X IS A EXCEED 1:20X LEVEL PLAN 6" FRONT AND SIDES W PAVERS ;`;':' —�Y 5" 5„ DO NOT EXPOSE PAVER EDGES 0.9" `V11 3'-0" MIN. OR DIA. WALK STREET I FULL LENGTH OF RAM 2.35" MEASUREMENT OF CURB RAMP SLOPE <10 14 48>-\I is °N 4 RESERVE co 4" ° ^•'. <10 14 49I — _ — — — — I-i_il 1111 1 1 111' I f 1 Ij � 1 111 1 1 , 1 1—, 1�1111f �111I I "DOME STAMP" SURFACE PATTERN SECTIONIPA iv x PEDESTRIAN 12X12 TRUNCATED DOME PAVERS WALK s WITH SEALED GROUT JOINTS m a LATEX OR EPDXY MODIFIED CEMENT SEE SIDE FLARE <05 10 06 _ / _ ,p, � MORTAR LEVELING COURSE 0.9" DIA., 0.2"H NOTE BELOW 4 O O I <07 90 01 5 W/4 ECTABLE WARNING SECTION O O O N MN" 1 0 NOTES: U- O 1:50 2%O 0 "X" IS 60" MIN. AT AN OUT SWING DOOR WITH A SLOPE OF O e o (� O O (� N ( )MAXIMUM. LEVEL SURFACE IS PREFERED. r T rmi I I I I o „ O O O A CURB RAMP(S) MUST BE PROVIDED ALONG AN ACCESSIBLE I ( I m 3 3 PATH FROM THE PARKING LOT TO WALGREENS CURBED IR 2.35" 2.35" SIDEWALK. It M TRIANGULAR PATTERN A CURB RAMP(S) MUST ALSO BE PROVIDED IN THE PARKING w LOT AT ALL INTERMEDIATE AND PERIMETER CURBS ALONG THE <31 23 01 1 1 1 I 1 li "DOME STAMP" SURFACE PATTERN PLAN ACCESSIBLE ROUTE CONNECTING TO PUBLIC SIDEWALKS. I I 1 1 _O A RAMP IS ANY SLOPE GREATER THAN 1:20 (5%) AND SHALL <03 30 19 I L I I USDOT STANDARD R7-8 SIGN SEE NOTE HAVE A MAXIMUM SLOPE OF 1:12 (8.33%). THE MAXIMUM SLOPE IS 1" OF RISE PER FOOT OF DISTANCE TRAVELED. ALL i ' I 4< BELOW CURRAMPS MUST HAVE A DETECTABLE WARNING FEATURE DETECTABLE WARNING AREAS OF THE RAMP ARE TO HAVE AN ==I:==== ( EXTENDING THE FULL WIDTH AND DEPTH OF THE RAMP INTEGRAL RED COLOR. I (MID -WALK IN-LINE RAMPS ONLY NEED DETECTABLE I"'' WARNINGS AT WALK/PARKING TRANSITION). THE DETECTABLE THE CLEAR WIDTH OF ANY RAMP IS A MINIMUM OF 44". i ( 4 I • : VN SURFACE MUST CONSIST OF RAISED TRUNCATED DOMES WITH A " d I a DIAMETER OF NOMINAL 0.9 INCHES, A HEIGHT OF NOMINAL 0.2 CURB RAMPS HAVE A MAXIMUM RISE OF 6" AND DO NOT 4' II INCHES AND A CENTER -TO CENTER SPACING OF NOMINAL 2.35 REQUIRE HANDRAILS. 1 E 10 14 50> ACCE SIBL INCHES. THE TEXTURE OF THE DETECTABLE WARNING FEATURE " MUST CONTRAST WITH THE SURROUNDING SURFACES (EITHER ANY RAMP WITH GREATER THAN A 6 RISE SHALL HAVE LIGHT—ON—DARK OR DARK—ON—LIGHT). SEE ABOVE. HANDRAILS ON BOTH SIDES AND CURBED EDGE PROTECTION ON BOTH SIDES. EDGE PROTECTION CONSISTS OF CURBS, WALLS, RAILINGSOR1 rJSTAtLp'mvt 0 T � LNi6S FROM SLIPP NGROFF THE GRAMP. HANDRAILTDETAILS SHALOL E 1 I.SURFACESPREENT I j R7-8 SIGN NOTE: �� FOLLOW ACCESSIBLE GUIDELINES. THIS IS A STANDARD SIGN AND MAY BEORDERED FROM ANY TRAc/IS ����GGT I S NST iq SIGN NUMBER. THE SIGN M STFFIC BE SUPP EMENLTED IER BY COLUMN/WALL OWN OP gd?MdWS r ttilR+ M ir' SIDE FLARE NOTE: TT T 1 t WITH A "VAN ACCESSIBLE" SIGN AS APPLICABLE . I (SEE REFERENCE DIAGRAM ABOVE). SIDE FLARES SHALL HAVE A AND/OR AMOUNT OF THE FINE FOR ILLEGALLY ) tj S'►'Y�-Lcpldl� O utjN /"LS (�/%Z,}�G'�%(jjJ , MAXIMUM SLOPE OF 1:10 (10�. WHERE "X" IS LESS THAN 48", PARKING IN THE RESERVED SPACE(S) A SIDE FLARE SLOPE SHALL BE 1:12 (8.337.) MAXIMUM. WHERE MUNICIPALITY MAY IMPOSE. CONFIRM WITH LOCAL "X" IS LESS THAN 36", WALGREENS PREFERS THE "IN-LINE" REGULATIONS. RAMP SHOWN BELOW. BUILDING AND COLUMN RESUB POST MOUNTED ACCESSIBILITY SIGN ACCESSIBILITY PARKING SIGN DETAIL MOUNTED ACCESSIBILITY SIGN DETECTABLE WARNING $ CURB RAMP I� 2 3 6 7 n 3!4 1-0 118 1-0 1 /8 1-0 BUILDING UFBDSC TYOEDPON l 11'6" X 45'-0" CLE REFUSE TRUCK AP RECEIVING PLATFORM PARTIAL PLAN I 2" I BOLLARD FOOTING BOLLARD r 6 CUBIC YARD COMPACTOR DETAIL (CARDBOARD) 1/8" = 1'-0" 15/8"0OR17 GATE UPRI( LATCH BOLT--"' (ACCEPTS PADLOCK) 3/8" 0 CARRIAGE BOLT-\ r 1 3/8" 0 DROP ROD TO ENGAGE INTO GROUND AT CLOSED AND OPEN POSITIONS (PROVIDE 1" 0 CAIN BOLT WITH KEEPER MOUNTED ON ACTIVE LEAF OF GATE) (3) REQUIRED 4 INDUSTRIAL LATCH W/ DROP ROD _& GATE HINGE 1 /2" - 1l ELEVATION - SIGN PLACEMENT 1/41' = COMPACTOR SECTION 11 7 SIGN ELEVATION COMPACTOR CHUTE (PITCH TO EXTERIOR). COMPACTOR INSTALLER TO PAINT CHUTE AND HOPPER TO MATCH COMPACTOR PAINT. WOOD FENCE ON 2 3/8" GALVANIZED STEEL LINE POSTS WITH 6" GATE HINGE POSTS O. Q•d p M � S '. i V 1" 0 X 6" ANCHOR BOLTS BY -j COMPACTOR INSTALLER MAXIMUM CONCRETE PAD SLOPE: 2" PER 10' WIDTH (1.667., SIDE TO SIDE). MAXIMUM CONCRETE PAD DECLINE AND INCLINE (FRONT TO ' BACK): 10" PER 40' (2.17.). NOTE: FOR EXTREME CONDITIONS, CONTAINER STOPS OR ADDITIONAL COMPACTOR ANCHORING MAY BE REQUIRED. CONCRETE FOOTING FOR STEEL POST BEYOND. SEE DETAIL 7/C-510 (SIMILAR). / GATE SWING GATE 2 DECK SCREW FASTENERS PER PICKET PER RAIL GALVANIZED GATE FRAME COMPACTOR GATE HOLD OPEN DETAIL " = 1' 3/4 -0" 180' INDUSTRIAL HINGES, GALVANIZED. GATES 4'-0" WIDE OR LESS TO HAVE (2) HINGES. GATES GREATER THAN 4'-0" WIDE TO HAVE (3) HINGES. `-2"0 GALVANIZED STEEL TUBE GATE FRAME 6"0 GALVANIZED STEEL GATE POST, CONCRETE FILLED 8 INDUSTRIAL HINGE DETAIL 11 DETAIL 3" = 1'-0" 5/16" EYE BOLT. FASTEN TO CORRAL FRAME, BUILDING, BOLLARD, UNE POST, ETC. LOCATE 30" TO 60" ABOVE GRADE. HEAVY DUTY BUNGEE CORD GENERAL NOTES CONCRETE: PAD SHALL BE A MINIMUM OF 3,000 P.S.I. AIR ENTRAINED CONCRETE 6" THICK WITH #4 BARS X 12" O.C. EACH WAY. SURFACE TO RECEIVE BROOM FINISH, AND SHALL BE FLAT EXCEPT FOR WASH (1.66 PERCENT MAXIMUM). COMPACTOR: ? ARCHITECT SHALL SEND COMPACTOR INSTALLER ENCLOSURE LAYOUT DRAWINGS FOR REVIEW TO COORDINATE CLEARANCES. ? COMPACTOR IS INSTALLED BY WALGREENS COMPACTOR EQUIPMENT INSTALLER, ASSIGNED TO STATES LISTED BELOW. ? CONTRACTOR TO COORDINATE WITH WALGREENS COMPACTOR MANUFACTURER. IN THE STATES OF: AL, AK, AZ, AR, CA, CO, CT, DE, D.C. FL, GA, HI, ID, IL, IN, IA, KS, KY, LA, ME, MD, MA, MI, MN, MS, MO, MT, NV, NE, NH, NM, NC, ND, OK, OH, OR, PR, RI, SC, TN, TX, UT, VT, VA, WA, WV, WI, AND WY CONTACT WALGREENS ACCOUNT COORDINATOR AT J.V. MANUFACTURING, INC., P.O. BOX 229, SPRINGDALE. AR 72765, (800)678-7320 x2767. ELECTRICAL POWER: ELECTRICAL CONTRACTOR TO PROVIDE POWER FOR 5 HP., 3 PHASE, 60HZ MOTOR V-0" A.F.F. AND 30A. WEATHER PROOF LOCKABLE DISCONNECT SWITCH LOCATED ON EXTERIOR WALL WITHIN 4'-0" OF COMPACTOR. FINAL CONNECTION AND CONTROL WIRING BY COMPACTOR INSTALLER. WOOD FENCE ENCLOSURE AND GATES: CEDAR WOOD BOARD ON BOARD FENCE WITH CLEAR PROTECTIVE FINISH. CEDAR WOOD GATES TO BE STEEL FRAMED .WITH 6" 0 STEEL HINGE POSTS AND 2.375" O.D. NOMINAL GALVANIZED LINE POSTS. INDUSTRIAL GRADE CANE DROP BOLTS (FOR HOLD OPEN AND SECURE CLOSE POSITIONS) WITH PADLOCK HASP AND GALVANIZED, SURFACED -MOUNTED BOLT ON HINGES (SIM. TO PART #15607) BY MASTER NALCO, INC. (800) 229-5615) OR EQUAL. A 12"W X 18"H SIGN LABELED "AUTHORIZED PERSONNEL ONLY - NO TRESPASSING", SHALL BE PLACED ON EXTERIOR SIDE OF ENCLOSURE, BY WALGREENS CONTRACTOR. MOUNT SIGN PLUMB AND AT 5'-0" ABOVE CONCRETE PAD TO BOTTOM OF SIGN WITH CORROSION AND TAMPER RESISTANT FASTENERS. CLEAR "TUFTEX POLYCARB" OR STANDING SEAM METAL ROOF PANEL OVER TREATED WOOD FRAMING, FASTENED TO AND CANTILEVERED FROM BUILDING, SHALL BE PROVIDED OVER TOTE STORAGE. NOTE: IF A RAISED LOADING DOCK IS REQUIRED, THEN 125 SQUARE FEET OF ENCLOSED SCREENED TOTE AND BALE STORAGE IS TO BE INCLUDED ON THE DOCK. ENCLOSURES: ENCLOSURE INSIDE DIMENSIONS ARE TO MEET OR EXCEED ALL MINIMUM CLEARANCES PRESCRIBED IN THESE DETAILS. MASONRY MUST BE CONTAINED IN ENCLOSURE AREA AS DEFINED BY HATCHED AREA. (3) CEDAR 2X RAILS EVENLY SPACED VERTICALLY. FASTEN PICKETS TO RAILS WITH 1 5/8" GALVANIZED DECK SCREWS, 2 PER RAIL. 1X6 CEDAR PICKETS NOTE: BOTTOM OF PICKETS, INCLUDING GATES, TO BE 6"" ABOVE CONCRETE PAD. FENCE DETAIL 1 1/2" =1I -O" AWNING SECTION NOTE: SEE 1/C-530 FOR AWNING LENGTH SEE 13/S700 FOR FRAMING APR 0 5 2013 sucl°Y °oF EoAR-w sNT od. pr E M h °-' r- r - v1 %0 �0 t C Ch d' a o Ln L c; c; O Ln to m (d o .a V W O W 0 o � d. in-- ti E al I N. to 60 EXPIRES: 10/15/14 wUJ<D z Q awWlz-po 1- d 0 1- w (D O �0Zw~°�ZU) �w<5xx :c=n2 worm°OrY�gwm UZQ°�'tA� U2 >- c�w-i ca U- Lu C) Lu a. Qom °1=Wu- wcowwdd cCcz�aQZ -' =I-Uia�(o¢aDccoccoU) D E 0 �m Y_ 9@ LJ ; J L1 m 9 7 mm¢ a, n o d Z J _M4) 7 ;moo —a 1J oY C7 M }� O U h [h 00 V' "' m o Iw- 0 0 C-530 p wO 01.- � T_ rz Of W Z � Z z W W J o w 06 ': > _ C) 0 = Q o p o w Z m a 0 0 Z_ ED w 3 v O N O J 0- U-5 V r J- Z r o o �- w N LLl W U r a z a Q ir_w U C-530 WITHIN STREET/PAVING I LANDSCAPE AREA ONLY I SAWCUT EXIST, A.C. RESURFACING TO MATCH EXISTING PAVING SECTION. SAW CUT AT LOCATION OF JOINT EXISTINGRESURFACIN SECTION 6" ° QO°°O O C � = Ili�ill �°° APPROVED 1 1/2--0- CRUSHED I I ° ° NATIVE BACKFILL �• (COMPACTED) AGGREGATE BACKFILL • 11 °°°° ° S (COMPACTED) I i pp0 d / --III °ao °° `III iiI III iii a II=III ° "° o///— /III-==li J NOTE: —III III =III = ¢ VERIFY ALL a °od° ° ° ° III =III = JURISDICTIONS W/ PIPE ZONE Cl ° a° o p 6 a I PRIOR TO START OF CONSTRUCTION BEDDING ! O O ter- 3/4"-0 PIPE BEDDING III ANMD PIPE ZONE MATERIAL STABILIZE SUB -GRADE AS NECESSARY PER GEOENGINEER RECOMMENDATIONS. ,®N 4!• ?..5 QP 7 +", ..� Yee g � ( k. • TO SCALE ASPHALT CURB CURB CUT - WRAP ENTIRE ROCK SECTION IN FILTER FABRIC STORMWATER FACILITY SOIL TO ADHERE TO THE REQUIREMENTS AS OUTLINED IN ATTACHMENT 2 OF #E72 B, CITY OF EDMONDS DEVELOPMENT INFORMATION. PLANTER VARIES - SEE PLAN —CLASS 25 RIP RAP OUTFALL, TYP. ALL CURB CUTS CURB INSTALL AT LOCATIONS SHOWN ON PLANS DEPTH = 6" bf.•- • m ASPHALT Z e co r m r NOT • SCALE Io 6" OF 3/4"-0 AT 95% OF MAXIMUM PROCTOR VALUE ASTM 1557-C * (AT THE CONTRACTORS DISCRETION) CATCHBASIN MAY BE CONSTRUCTED SUCH THATTH CONVEYANCE PIPE DIRECTLY EXITS THE CATCHBASIN AT THE IE NOTED ON THE PLANS. STANDARD FRAME AND COVER GROUT d 4" CONCRETE EXTENSION RING FINISH GRADE. c -q- v INSTALL AS REQUIRED TO BRING SEE PLANS. 6" RISER4' MANHOLE COVER & FRAME TO ❑R 6" SID DESIGN GRADE - MAX. 3 RINGS OR o� Ve C � 12" MAX. 6' WYE AND 45° o x C=aauW ECCENTRIC MANHOLE TOP 12' - p z 4' OR 6' SIDE SEWER ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE W z > O " 49' 12" LOCKING LAMPHOLE COVER _ 2 I- 0 W " STANDARD 48 MANHOLE RISERS STANDARD M.H. �e RUNGS 12" O.C. LOCATED ON VERT. x SIDE OF MANHOLE, TYPICAL CL ANOUT UNDER ASPHALT NOTE: SIDE SEWER JOINTS SHALL BE OR CONCRETE WITHIN 24" OF4, r RAM-NEK JOINT MATERIAL OR EQUAL COVER AND FLOOR IZ REVISIONS e NOTES: DATE p 0 U J 1. POURED CONCRETE BASE -5 _N O W SACK MIX, 3000 P.S.I. AT 6/16/03 z 28 DAYS. � D, GEBERT 2. FORM GROOVED INVERT AND MAKE SURFACE SMOOTH TO 8" TO 24" DIRECT FLOW. -2-/Fr Z e co r m r NOT • SCALE Io 6" OF 3/4"-0 AT 95% OF MAXIMUM PROCTOR VALUE ASTM 1557-C * (AT THE CONTRACTORS DISCRETION) CATCHBASIN MAY BE CONSTRUCTED SUCH THATTH CONVEYANCE PIPE DIRECTLY EXITS THE CATCHBASIN AT THE IE NOTED ON THE PLANS. IE AS CALLED \ N OUT ON PLAN COUPLING (* SEE ALT DESIGN NOTE) METAL GRATE --RATED FOR H2O. OUTLET (MATCH CONVEYANCE PIPIE DIAMETER) CLEAN OUT PIPE SIZE BAFFLE 2'-0" ROUND OR SQUARE SHEET METAL CATCH BASIN -- DEPTH AS REQUIRED. COAT WITH ASPHALT EMULSION INSIDE AND OUT. AS MFG. BY LYNCH CO. OR EQUAL. PAN WALL TO BE 1/4-. USE D.I. PIPE UNTIL 18" MINIMUM COVER. r �t A - x NOT • SCALE GF FINISH GRADE. SEE PLANS. 5" STANDARD M.H. RUNGS 12" O.C. LOCATED ON VERT SIDE OF DRYWELL WITHIN 24" OF COVER AND FL001 NOTES: 1. POURED CONCRETE 13ASE-5 SACK MIX, 3000 P.S.I. AT 28 DAYS. STANDARD FRAME AND COVER 4" CONCRETE EXTENSION RING INSTALL AS REQUIRED TO BRING MANHOLE COVER & FRAME TO DESIGN GRADE - MAX. 3 RINGS OR 12" MAX. RAM-NEK JOINT MATERIAL OR EQUAL STANDARD 60" PERFORATED MANHOLE RISER WASHED DRAIN ROCK (3"-1 1/2") INE INSIDE OF PERF. BARREL WITH HEAVY ►EIGHT FILTER FABRIC. ATTACH BY VERLAPPING 12" MIN. BETWEEN JOINT F CONE AND BARREL SECTIONS. ., .,JNC. BASE PRE -CAST OR CAST -IN-PLACE 111 ' w \1.111 • • -)'-in" nIA a °o�pco:°eoaoo** . APPROVED FOR CONSTRUCTION CITY'OF EDM NDS DAM . . BY4. CITY ENGINEERING DIVISION 9`•`; o°�•� p°�•� p°'•p eo`•a oo••° oo'•o sa•�o pn•�o opo oo•,o v p- ` oe Oe O`eop Op O`oopOo O`opp ap O`eop Oo O`pep Op O`oepa° O`pep O° O`eop Op fb Op Q`pop • (Lp 0° O CLEANOUT HUB CONCRETE -Fb=3500 PSI FINISH GRADE 4" DIA CLEANOUT 3/4"-0 CRUSHED ROCK - COMPACT TO 95% OF AASHTO T-180 STANDARDS 18 GA. INSULATED TRACER WIRE SANITARY SEWER - PVC ASTM 3034 OR EQUAL - SEE PLANS FOR SIZE PIPE BEDDING - PEA GRAVEL OR SAND 3 TYPICAL CLEANOUT SECTION C- 110) NOT TO SCALE RESIDENCE w o z CLEANOUT WITH 450 0- BEND AND CAP C.O. w �i NOT TO EXCEED 100' BETWEEN 14x14"x6" CLEAN OUTS CONCRETE CLEANOUT (WYE WITH CAP COLLAR AND LOCKING LAMPHOLE C VER) LEVELING COLLAR & CONCRETE LEVELING COLLAR 12'+/- w C) w LOCKING LAMPHOLE COVER a: ? 12 MIN. � J WATER TIGHT CAP RISER Wff7FffCONCRETE PAD 12" PVC-" d �0, c" SLEEVE c -q- v a_ �SEWER 6" RISER4' M ME > L. cc ❑R 6" SID CL o� Ve C � GENERAL CLEANOUT DETAIL 6' WYE AND 45° o x C=aauW v 12' - p z 4' OR 6' SIDE SEWER ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE W z > O a 12" LOCKING LAMPHOLE COVER _ 2 I- 0 W (EAST JORDAN IRON. WORKS CO.) 6' RISER 12" PVC SLEEVE (MODEL #: 00366108) PVC CAP 0 °oa TYPICAL CL ANOUT UNDER ASPHALT NOTE: SIDE SEWER JOINTS SHALL BE OR CONCRETE r E_ `GASKETED •'•` ; IZ REVISIONS e APPROVED BY DATE p 0 U J m _N O W D. GEBERT 6/16/03 z 1890-1990 � D, GEBERT 01/06/05 DATE SCALE DWG NO. 7/24/01 NTS EU IE AS CALLED \ N OUT ON PLAN COUPLING (* SEE ALT DESIGN NOTE) METAL GRATE --RATED FOR H2O. OUTLET (MATCH CONVEYANCE PIPIE DIAMETER) CLEAN OUT PIPE SIZE BAFFLE 2'-0" ROUND OR SQUARE SHEET METAL CATCH BASIN -- DEPTH AS REQUIRED. COAT WITH ASPHALT EMULSION INSIDE AND OUT. AS MFG. BY LYNCH CO. OR EQUAL. PAN WALL TO BE 1/4-. USE D.I. PIPE UNTIL 18" MINIMUM COVER. r �t A - x NOT • SCALE GF FINISH GRADE. SEE PLANS. 5" STANDARD M.H. RUNGS 12" O.C. LOCATED ON VERT SIDE OF DRYWELL WITHIN 24" OF COVER AND FL001 NOTES: 1. POURED CONCRETE 13ASE-5 SACK MIX, 3000 P.S.I. AT 28 DAYS. STANDARD FRAME AND COVER 4" CONCRETE EXTENSION RING INSTALL AS REQUIRED TO BRING MANHOLE COVER & FRAME TO DESIGN GRADE - MAX. 3 RINGS OR 12" MAX. RAM-NEK JOINT MATERIAL OR EQUAL STANDARD 60" PERFORATED MANHOLE RISER WASHED DRAIN ROCK (3"-1 1/2") INE INSIDE OF PERF. BARREL WITH HEAVY ►EIGHT FILTER FABRIC. ATTACH BY VERLAPPING 12" MIN. BETWEEN JOINT F CONE AND BARREL SECTIONS. ., .,JNC. BASE PRE -CAST OR CAST -IN-PLACE 111 ' w \1.111 • • -)'-in" nIA a °o�pco:°eoaoo** . APPROVED FOR CONSTRUCTION CITY'OF EDM NDS DAM . . BY4. CITY ENGINEERING DIVISION 9`•`; o°�•� p°�•� p°'•p eo`•a oo••° oo'•o sa•�o pn•�o opo oo•,o v p- ` oe Oe O`eop Op O`oopOo O`opp ap O`eop Oo O`pep Op O`oepa° O`pep O° O`eop Op fb Op Q`pop • (Lp 0° O CLEANOUT HUB CONCRETE -Fb=3500 PSI FINISH GRADE 4" DIA CLEANOUT 3/4"-0 CRUSHED ROCK - COMPACT TO 95% OF AASHTO T-180 STANDARDS 18 GA. INSULATED TRACER WIRE SANITARY SEWER - PVC ASTM 3034 OR EQUAL - SEE PLANS FOR SIZE PIPE BEDDING - PEA GRAVEL OR SAND 3 TYPICAL CLEANOUT SECTION C- 110) NOT TO SCALE RESIDENCE w o z CLEANOUT WITH 450 0- BEND AND CAP C.O. w �i NOT TO EXCEED 100' BETWEEN 14x14"x6" CLEAN OUTS CONCRETE CLEANOUT (WYE WITH CAP COLLAR AND LOCKING LAMPHOLE C VER) LEVELING COLLAR & CONCRETE LEVELING COLLAR 12'+/- w C) w LOCKING LAMPHOLE COVER a: ? 12 MIN. � J WATER TIGHT CAP RISER Wff7FffCONCRETE PAD od'•or- 0 12" PVC-" d �0, c" SLEEVE c -q- v d' It �SEWER 6" RISER4' M ME > L. cc ❑R 6" SID m o� Ve C GENERAL CLEANOUT DETAIL 6' WYE AND 45° o x C=aauW AND 1/8 BEND 6" CITY STUB 12' p w 4' OR 6' SIDE SEWER ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE W z > O a 12" LOCKING LAMPHOLE COVER _ 2 I- 0 W (EAST JORDAN IRON. WORKS CO.) 6' RISER 12" PVC SLEEVE (MODEL #: 00366108) PVC CAP aQO�a °oa TYPICAL CL ANOUT UNDER ASPHALT NOTE: SIDE SEWER JOINTS SHALL BE OR CONCRETE `GASKETED •'•` ; IZ REVISIONS STAN DAR D D ETAI L APPROVED BY DATE p 0 U J m _N O W D. GEBERT 6/16/03 SEWER CLEANOUT DETAILS 1890-1990 r Q wz D, GEBERT 01/06/05 DATE SCALE DWG NO. 7/24/01 NTS EU D. GEBERT 4/2/07 od'•or- 0 E 0 d �0, c" c -q- v d' It L o 11 m W M ME > L. cc -tea o Ln Ln m o� Ve C {W/1 a 1_ (I)W �O O LdW a o x C=aauW m EXPIRES: 10/15/14 G7 0 Q QW LU1-ZO o �•..,. W V D�jIZUZ= I=pz2Lu<UD aim WQomozomog¢} U>_uL)j �0=UQ-0 L¢Wu- Ly!=wrL L)W )�_Z -cWW��j Li0W0(L (- =HCOdDf=QQ�(5CO(n cl,e 0 om N fV J m�� ► c�Q M :90 O z co c -vi o- THo 0 C7 M O U)cq LM W" o z d d' It 3: z O D ~ c� �_ ry Z z W O z z W= W o ¢ 'S m p w w W 0 W z > O a -I _ 2 I- 0 W H c:) o w H IZ p 0 U J m _N O W RESUB CL 7 co ¢� zcq �dco r Q wz MAY 062013 UQozo�U BUILDING DEPMOND PIT CITY OF EDMOtdDS C-540 STORMTECH GENERAL NOTES 1. STORMTECH REQUIRES INSTALLING CONTRACTORS TO USE 6. STONE PLACEMENT BETWEEN CHAMBERS ROWS AND AROUND Q AND UNDERSTAND STORMTECH'S LATEST INSTALLATION DESIGNATION(1) PERIMETER MUST FOLLOW INSTRUCTIONS AS INDICATED IN THE FILL MATERIAL FOR LAYER D STARTS FROM THE OD INSTRUCTIONS PRIOR TO BEGINNING SYSTEM INSTALLATION. 3: MOST CURRENT VERSION OF STORMTECH'S INSTALLATION TOP OF THE C LAYER TO THE BOTTOM OF OR PER ENGINEER'S PLANS. CHECK PLANS NIA INSTRUCTIONS. 2. OUR TECHNICAL SERVICES DEPARTMENT OFFERS INSTALLATION CONSULTATIONS TO INSTALLING CONTRACTORS, 7. BACKFILLING OVER THE CHAMBERS MUST FOLLOW ABOVE. NOTE THAT PAVEMENT SUB -BASE MAY BE CONTACT OUR TECHNICAL SERVICES REPRESENTATIVE AT REQUIREMENTS AS INDICATED IN THE MOST CURRENT VERSION PART OF THIS LAYER. LEAST 30 DAYS PRIOR TO SYSTEM INSTALLATION TO ARRANGE OF STORMTECH'S INSTALLATION INSTRUCTIONS. FILL MATERIAL FOR LAYER C STARTS FROM THE © A PRE -INSTALLATION CONSULTATION. OUR REPRESENTATIVES CAN THEN ANSWER QUESTIONS OR ADDRESS COMMENTS ON 8. THE CONTRACTOR MUST REFER TO STORMTECH'S TOP OF THE EMBEDMENT STONE (B LAYER) TO THE STORMTECH CHAMBER SYSTEM AND INFORM THE 6, 67, 68, 7, 78, 8, 89, 9, INSTALLATION INSTRUCTIONS FOR A TABLE OF ACCEPTABLE 18" (457 mm) ABOVE THE TOP OF THE CHAMBER. INSTALLING CONTRACTOR OF THE MINIMUM INSTALLATION 10 VEHICLE LOADS AT VARIOUS DEPTHS OF COVER. THIS NOTE THAT PAVEMENT SUB -BASE MAY BE A REQUIREMENTS BEFORE BEGINNING THE SYSTEM'S INFORMATION IS ALSO AVAILABLE AT STORMTECH'S WEBSITE: PART OF THIS LAYER. CONSTRUCTION. CALL 1-888-892-2694 TO SPEAK TO A 05 WWW.STORMTECH.COM. THE CONTRACTOR IS RESPONSIBLE TECHNICAL SERVICES REPRESENTATIVE OR VISIT WWW. FOR PREVENTING VEHICLES THAT EXCEED STORMTECH'S EMBEDMENT STONE SURROUNDING THE © CHAMBERS FROM THE FOUNDATION STONE STORMTECH.COM TO RECEIVE A COPY OF OUR INSTALLATION 3, 357, 4, 457, 5, REQUIREMENTS FROM TRAVELING ACROSS OR PARKING OVER (A LAYER) TO THE C LAYER ABOVE. INSTRUCTIONS. 56,57 THE STORMWATER SYSTEM. TEMPORARY FENCING, WARNING FOUNDATION STONE BELOW CHAMBERS FROM CLEAN, CRUSHED, ANGULAR STONE, TAPE AND APPROPRIATELY LOCATED SIGNS ARE COMMONLY 3. STORMTECH'S REQUIREMENTS FOR SYSTEMS WITH PAVEMENT 3, 35, 4, 467, 5, USED TO PREVENT UNAUTHORIZED VEHICLES FROM ENTERING THE CHAMBER. DESIGN (ASPHALT, CONCRETE PAVERS, ETC.):MINIMUM COVER 56,57 SENSITIVE CONSTRUCTION AREAS. IS 18" (457 mm) NOT INCLUDING PAVEMENT; MAXIMUM COVER IS 96" (2438 mm) INCLUDING PAVEMENT. FOR INSTALLATIONS THAT 9. THE CONTRACTOR MUST APPLY EROSION AND SEDIMENT DO NOT INCLUDE PAVEMENT, WHERE RUTTING FROM VEHICLES CONTROL MEASURES TO PROTECT THE STORMWATER SYSTEM MAY OCCUR, MINIMUM REQUIRED COVER IS 24" (610 mm), DURING ALL PHASES OF SITE CONSTRUCTION PER LOCAL MAXIMUM COVER IS 96" (2438 mm). CODES AND DESIGN ENGINEER'S SPECIFICATIONS. 4. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH 10. STORMTECH PRODUCT WARRANTY IS LIMITED. SEE CURRENT CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO PRODUCT WARRANTY FOR DETAILS. TO ACQUIREA COPY CALL w THE DESIGN ENGINEER. STORMTECH AT 1-888-892-2694 OR VISIT WWW.STORMTECH.COM 5. AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE (FILTER FABRIC) MUST BE USED AS INDICATED IN THE PROJECT PLANS. STORMWATER CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC -740 OR APPROVED EQUAL. 2. CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418-05, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS. 4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12 ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE. 5. ONLY CHAMBERS THAT ARE APPROVED BY THE ENGINEER WILL BE ALLOWED. THE CONTRACTOR SHALL SUBMIT (3 SETS) OF THE FOLLOWING TO THE ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a. A STRUCTURAL EVALUATION BY A REGISTERED STRUCTURAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12 ARE MET. THE 50 -YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418-05 MUST BE USED AS A PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE. b. A CERTIFICATION BY THE MANUFACTURER THAT THE CHAMBERS ARE IN ACCORDANCE WITH ASTM F2418-05. 6. CHAMBERS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 7. ALL DESIGN SPECIFICATIONS FOR CHAMBERS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S LATEST DESIGN MANUAL. 8. THE INSTALLATION OF CHAMBERS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S LATEST INSTALLATION INSTRUCTIONS. 2F - IN.,- SUMP 11 12" MIN ID 25" MAX 0^ SET 1.5" FROM BOTT OF CHAMBER "�PECTION PORT DESIGN ENGINEER AASHTO M288 CLASS 1 WOVEN GEOTEXTILE OR EQUAL, BETWEEN FOUNDATION STONE AND CHAMBERS SC -740:5'-6" (1.7 m) WIDE STRIP ISOLATOR ROW DETAIL COVER ENTIRE ROW WITH AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE OR EQUAL SC -740:8'(2.4 m) WIDE STRIP STORMTECH ENDCAP ACCEPTABLE FILL MATERIALS: STORMTECH SC -740 AND SC -310 CHAMBER SYSTEMS MATERIAL LOCATION DESCRIPTION AASHTO M43 COMPACTION/DENSITY REQUIREMENT Q DESIGNATION(1) FILL MATERIAL FOR LAYER D STARTS FROM THE OD ANY SOIUROCK MATERIALS, NATIVE SOILS, 3: PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION TOP OF THE C LAYER TO THE BOTTOM OF OR PER ENGINEER'S PLANS. CHECK PLANS NIA FLEXIBLE PAVEMENT OR UNPAVED FINISH GRADE FOR PAVEMENT SUBGRADE REQUIREMENTS. REQUIREMENTS. ABOVE. NOTE THAT PAVEMENT SUB -BASE MAY BE z PART OF THIS LAYER. FILL MATERIAL FOR LAYER C STARTS FROM THE © GRANULAR WELL -GRADED SOIUAGGREGATE MOST PAVEMENT SUB- 3, 357, 4, 467, 5, 56, 57, BEGIN COMPACTION AFTER 12" (305 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL TOP OF THE EMBEDMENT STONE (B LAYER) TO MIXTURES, < 35% FINES. 6, 67, 68, 7, 78, 8, 89, 9, C/) o 18" (457 mm) ABOVE THE TOP OF THE CHAMBER. BASE MATERIALS CAN BE USED IN LIEU OF 10 LAYERS IN 6" (152 mm) LIFTS TO A MIN. 95% STANDARD NOTE THAT PAVEMENT SUB -BASE MAY BE A THIS LAYER. PROCTOR DENSITY (2). ROLLER GROSS VEHICLE WEIGHT PART OF THIS LAYER. (D 05 NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). EMBEDMENT STONE SURROUNDING THE © CHAMBERS FROM THE FOUNDATION STONE CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION 3, 357, 4, 457, 5, NO COMPACTION REQUIRED. (A LAYER) TO THE C LAYER ABOVE. BETWEEN 3l4 - 2 INCH (19 - 51 mm) 56,57 z FOUNDATION STONE BELOW CHAMBERS FROM CLEAN, CRUSHED, ANGULAR STONE, PLATE COMPACT OR ROLL TO ACHIEVE A 95% STANDARD O THE SUBGRADE UP TO THE FOOT (BOTTOM) OF NOMINAL SIZE DISTRIBUTION 3, 35, 4, 467, 5, PROCTOR DENSITY (2). THE CHAMBER. BETWEEN 314 - 2 INCH (19 - 51 mm) 56,57 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO.4 (AASHTO M43) STONE". 2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS IN OPEN GRADED STONE, STORMTECH COMPACTION REQUIREMENTS ARE MET FOR LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (229 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH AN APPROPRIATE COMPACTOR. SC -740 CHAMBER CHAMBERS SHALL MEET ASTM F 2418-05 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3/4" - 2" (19 mm - 51 mm) CLEAN, CRUSHED, ANGULAR STONE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 96" (2438 mm) Y• ; . k: M` ,;. MAX. eY__..�•`t,��t.,<c C ��',, ��.�.�. �18 (457 mm) M) MIN. i 6" 152 mMIN. DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER / 24" MIN. THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE. GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6" LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS PAVEMENT r SC -740 END CAP �► ._• �1r�� r�wr):rlwr►w�►yrs 4,'!'r �w r.�w��y 30" (762 mm) 24" DESIGN ENGINEER IS RESPONSIBLE FOR s" (152 mm) MIN. --4 �-- 51" (1295 mm) T — -12" (305 mm) MIN. TYP. ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS THIS CROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS USING STORMTECH CHAMBERS m o m��` i W.W 2 A1-0 --ro INSPECTION PORT WITH SCREW-IN CAP FLOOR BOX FRAME AND LID WITH S.S. CAP SCREW LID CLOSURE 4" (100 mm) PVC RISER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE INSPECTION PORT TO BE ATTACHED THROUGH KNOCK -OUT LOCATED AT CENTER OF CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE NOTE: VENT MAY ALSO BE CONNECTED THROUGH END CAP OR TO PERFORATED PIPE IN STONE ABOVE CHAMBER yb" 18" (2438 mm) (457 mm) MAX MIN 3/4" - 2" (19 mm - 51 mm) CLEAN CRUSHED ANGULAR STONE. DEPTH OF FOUNDATION STONE TO BE DETERMINED BY DESIGN ENGINEER* DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS* r CLASS "C" CONCRETE PAVEMENT ' 96" (2438 mm) 18" (457 mm) MAX SC -740 CHAMBER GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6" (152 mm) LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM. � iil I `WWI � ��� �+��' �►.�• 11+x• •►ice •:� I� 1114 111 lift Oil. _ END CAP CHAMBER CHAMBER VENT TO BE ATTACHED THROUGH INSPECTION PORT KNOCK -OUT LOCATED AT CENTER OF CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE INSTALL VENT IN INSPECTION PORT KNOCKOUT. RUN VENT PIPING ABOVE GRAVEL CHAMBER, WITH MIN 24" COVER, TO LANDSCAPE ISLAND AS SHOWN ON PLANS. THEN CONSTRUCT UPWARD PIPE TO BRING THE VENT ABOVE FINISHED GRADE. PAVEMENT PAVEMENT SUB -BASE COMPACTED FILL PER STORMTECH'S TABLE OF ACCEPTABLE FILL MATERIALS* AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE 3/ - 2 INCH WASHED, CRUSHED, ANGULAR STONE BACKFILL* 3/ -2 INCH WASHED, CRUSHED, ANGULAR STONE BENEATH AND AROUND CHAMBER BED* * SEE STORMTECH'S DESIGN MANUAL STORMTECH CHAMBER SYSTEM PLAN VIEW DETAIL FOR STORMTECH INFORMATION CALL 1-888-892-2694 RESUB APR 0 5 2013 BU9-DING DEPARUMENT CITY OF EDAAONDS N EXPIRES: 10/15/14 �W¢0 Z ¢wW�z0 2 Z W W Z OI,_ z �WUzinLli F—OZ�W<C0x'S�g wQpmo ly-0 <>- 0 �zV W��JW�0D g wa'�-¢��o��wu- rk:U)0 WQ=W�z_I == d� Z n 2 w z W _t— U)aU«:DcAcnU) o - E _ m ofc O c f0 � (V i Oco < - co -5 -M1; —Mo) > to U Eoa m C7 m 0 co� z 0 a U U o cA z O W w 0 NI—Iz '•.oaf Q 3: z O `o z O z z W W o C/) o <C m Z) (D 05 J w w W z p O W 0 C) w E2 O N _! Q-7 7 z o f co Ijj W Q r LL � Q W Z U Q 0 z 0 w U '•.oaf FIBERGLASS SEPARATION CYLINDER AND INLET TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL) HDPE HYDRAULIC SHEAR PLATE. FIBERGLASS SEPARATION CYLINDER AND INLET INLET PIPE (MULTIPLE INLET PIPES MAY BE ACCOMMODATED) OIL BAFFLE SKIRT +/-65° MAX. PLAN VIEW N.T.S. 01 . •r r .•l 1w tA 1 (4') SEPARATION SCREEN HDPE HYDRAULIC SHEAR PLATE CENTER OF CDS STRUCTURE, SCREEN AND SUMP OPENING P QN MAX. `—TOP SLAB ACCESS 60" I.D. MANHOLE STRUCTURE CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RINGS/RISERS •�• VARIES ti OUTL! SOLIDS STORAGE-/ " 's - SUMP SECTION A -A N.T.S. I Q PERMANENT I POOL ELEV. (4'-8") MINIMUM CDS2015 DESIGN NOTES CDS2015 RATED TREATMENT CAPACITY IS 0.7 CFS, OR PER LOCAL REGULATIONS. MAXIMUM HYDRAULIC INTERNAL BYPASS CAPACITY IS 14.0 CFS. IF THE SITE CONDITIONS EXCEED 14.0 CFS, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. THE STANDARD CDS2015 CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. DESIGNATION CONFIGURATION DESCRIPTION (MODEL SUFFIX) G GRATED INLET ONLY (NO INLET PIPE) GP GRATED INLET WITH INLET PIPE OR PIPES K CURB INLET ONLY (NO INLET PIPE) KP CURB INLET WITH INLET PIPE OR PIPES B SEPARATE OIL BAFFLE (SINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION) W SEDIMENT WEIR FOR NJDEP / NJCAT CONFORMING UNITS C �IIi\ APO DS THIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWING U.S. PATENTS: 5,788,848; 6,641,720; 6,511,595; 6,681,783; RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING. FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID MH1 WATER QUALITY FLOW RATE (CFS) <0.7 PEAK FLOW RATE (CFS) 2.96 RETURN PERIOD OF PEAK FLOW (YRS) 100 YR SCREEN APERTURE (2400 OR 4700) " �I N• 3 t. INLET PIPE 1 318.10 PVC 12" INLET PIPE 2 - - - OUTLET PIPE 318.10 PVC 12" Q QW WF --z0 O RIM ELEVATION 324.25 - .I?Sm �zQo>-(n�o=,o AV ANTI -FLOTATION BALLAST WIDTH HEIGHT _rcn(I=)(n¢<C=)(n(nU) in 0 E • o $ y Zd _m NOTES/SPECIAL REQUIREMENTS: ' PER ENGINEER OF RECORD cc c W y W m co om z M�¢ z d Mo 0 2-'a Z o= W o M C Um o �"R Ip L0 Al z 4si +/-65° MAX. PLAN VIEW N.T.S. 01 . •r r .•l 1w tA 1 (4') SEPARATION SCREEN HDPE HYDRAULIC SHEAR PLATE CENTER OF CDS STRUCTURE, SCREEN AND SUMP OPENING P QN MAX. `—TOP SLAB ACCESS 60" I.D. MANHOLE STRUCTURE CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RINGS/RISERS •�• VARIES ti OUTL! SOLIDS STORAGE-/ " 's - SUMP SECTION A -A N.T.S. I Q PERMANENT I POOL ELEV. (4'-8") MINIMUM CDS2015 DESIGN NOTES CDS2015 RATED TREATMENT CAPACITY IS 0.7 CFS, OR PER LOCAL REGULATIONS. MAXIMUM HYDRAULIC INTERNAL BYPASS CAPACITY IS 14.0 CFS. IF THE SITE CONDITIONS EXCEED 14.0 CFS, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. THE STANDARD CDS2015 CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. DESIGNATION CONFIGURATION DESCRIPTION (MODEL SUFFIX) G GRATED INLET ONLY (NO INLET PIPE) GP GRATED INLET WITH INLET PIPE OR PIPES K CURB INLET ONLY (NO INLET PIPE) KP CURB INLET WITH INLET PIPE OR PIPES B SEPARATE OIL BAFFLE (SINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION) W SEDIMENT WEIR FOR NJDEP / NJCAT CONFORMING UNITS C �IIi\ APO DS THIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWING U.S. PATENTS: 5,788,848; 6,641,720; 6,511,595; 6,681,783; RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING. FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID MH1 WATER QUALITY FLOW RATE (CFS) <0.7 PEAK FLOW RATE (CFS) 2.96 RETURN PERIOD OF PEAK FLOW (YRS) 100 YR SCREEN APERTURE (2400 OR 4700) " �I N• PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE 1 318.10 PVC 12" INLET PIPE 2 - - - OUTLET PIPE 318.10 PVC 12" Q QW WF --z0 O RIM ELEVATION 324.25 - .I?Sm �zQo>-(n�o=,o ANTI -FLOTATION BALLAST WIDTH HEIGHT _rcn(I=)(n¢<C=)(n(nU) in 0 E • o $ y Zd _m NOTES/SPECIAL REQUIREMENTS: ' PER ENGINEER OF RECORD cc c W y GENERALNOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE, 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH STORMWATER SOLUTIONS REPRESENTATIVE. www.contechstormwater.com 4. CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE AND CASTINGS SHALL MEET AASHTO HS20 LOAD RATING. 6. HDPE HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLATION NOTES 1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. CDS2015 PRECAST CONCRETE WATER QUALITY SYSTEM STANDARD DETAIL.. APPROVED. FOR CONSTRUCTION CITY OF EDMt}NDS DAM- _ p!� 0 CITY Y ENEEPINO DIVISION FaESUB APR 0 5 2013 BUILDING OEDMONS C:, FYI N tn� 'C C fit' e1' a O Ln 1 1 a o o ' .a -a p Ln Ln m a @) LD �W c hl - Lu a W LA m 0 OE �aa�W �I N• U1 4 1 0 EXPIRES: 10/15/14 W W Q z Q QW WF --z0 O E'-az�WQow W `�OOf LU U)2 moo� - .I?Sm �zQo>-(n�o=,o WOu-Qw2c1= wWti WWW W0dU�QzQ = z a w z� 2( z w _rcn(I=)(n¢<C=)(n(nU) in 0 E • o $ y Zd _m Co w u 'a 0A Iq cc c W y W m co om z M�¢ z d Mo 0 2-'a Z o= W o M C Um o �"R Ip L0 z 4si a a U U) ujz 0 U) W m N N Q OC4 o N �- Z Q 'S z Lo z Z Z 0 o w W = z o o ry W<06 m J F 1— W J 'S p w LLIO CL O Q J U) WC:) � O W r 17 - CL 3 O 04 O Lo C) %" N r o a z 00 w w U Q �:w p z z Q 0 cc U C-542 METER TO BE INSTALLED BY DISTRICT. METER AND SETTER TO BE CENTERED VERTICALLY & HORIZONTALLY IN BOX. CONNECT TO' SERVICE PIPE WITH MUELLER H-15428 FOR COPPER SERVICE PIPE, MUELLER H-15429 FOR PLASTIC SERVICE PIPE OR THREADED UNION FOR GALVANIZED SERVICE PIPE. FOR SIDE BY SIDE INSTALLATIONS, 1'-0" SEPARATION BETWEEN CORPS AND OFFSET BY 5 DEGREES. A. SERVICE 'SADDLE, MUELLER IRON W/ SINGLE STRAP AND 1" C.C. THREAD. STAINL68S STEEL STRAP REQUIRED ON PLASTIC MAINS. B. CORPORATION STOP, 1" MUELLER NO. H-15008 OR APPROVED EQUAL. C. 1" COPPER TUBING, TYPE "K" D. S" COPPER SETTER W/ LOCKING STOP, VERTICAL INLET & 15" HORZONTAL OUTLET, AND SINGLE ANGLE CHECK VALVE E. METER BOX, CONCRETE W/ TRAFFIC LID IN PAVED AREAS (FOGTITE #1-D), STANDARD LID IN LAWNS, (FOGTITE #1) REUSE EXISTING BOXES UNLESS NEW METER BOXES ARE INDICATED ON PLANS. F. 1" COMP. x S" MIP' MUELLER - OR EQUAL S = METER SIZE SERVICE CONNECTION NTS pI �OLYMPIC VIEW WATER & SEWER DISTRICT REVISIONS STANDARD DETAIL SERVICE CCONNECTION DATED/5102 SCALE NTS Dwc NO. tq S = Meter Size FINISHED GRADE FOG TIGHT NO, 2 METER 10X WITH CONCRETE LID & INSPECTION PLATE OR WITH A STEEL LID IF METER BOX IS LOCATED IN PAVEMENTS OR A 171X30' PLASTIV BOX WITH A READING COVER I S* DOU AND S" S" 1 1-1 /2" & 2" METERS NO SCALE ,T VATH tEL R EQUAL ECK VALVE R IN 80X, ND r. OLYMPIC VIEW WATER & SEWER DISTRICT REVISIONS STANDARD DETAIL 1-112" & 2" METERS e :i®/25/02 NTS W-2 i4 Pipe Size DIA. NEW. HYDRANT- MAYBE AREA OF BLOCK_ SCIST, TEES' & 007A5` 2 .1/2" SUPPLY HOSE. USED FOR FLUSHING./ LENGTH AS REQUIRED DISCHARGE .IF TEE .IS CLOW MEDALLION, M & H 929, _ BENDS BENDS WITHIN 10 0F THE END BENDS 4' 2" LP. 1 1. TEMPORARY CAP OF PIPE OR PLUG_ 6" 4 4 2 1 W. 7 G 4. 2. :10". 11 10 8 .3' 12" . 18 14 9 5 S 10 MIL PLASTIC L O TEMPORARY NEW HYDRANT TEE 'CAP TEMPORARY TEST. 9LOCKING: WATER .MAIN OR 'PLUIG' � TEMPORi4Rli' TEST BLOCKING. P. C y DISTRICT OLYMPIC VIEW WINTER & SEWER V Lt! o cx' 4" x 4" x 8" BRICK cs z: m REVI.SI�NS STANDARD DETAIL -.� �� O WATER MAIN FILLING DETAIL , 5!~ I✓ o`er 3/4" DIA. SHACKLE RODS DATE SCALE W/ 2 COATS TAR OR CONCRETE BLOCKING PER SCHEDULE DWG . NC. :W 1.2/1$/1.2 N.TS W-4 tq S = Meter Size FINISHED GRADE FOG TIGHT NO, 2 METER 10X WITH CONCRETE LID & INSPECTION PLATE OR WITH A STEEL LID IF METER BOX IS LOCATED IN PAVEMENTS OR A 171X30' PLASTIV BOX WITH A READING COVER I S* DOU AND S" S" 1 1-1 /2" & 2" METERS NO SCALE ,T VATH tEL R EQUAL ECK VALVE R IN 80X, ND r. OLYMPIC VIEW WATER & SEWER DISTRICT REVISIONS STANDARD DETAIL 1-112" & 2" METERS e :i®/25/02 NTS W-2 i4 Pipe Size DIA. BEARING AREA OF BLOCK_ SCIST, TEES' & 007A5` CLOW MEDALLION, M & H 929, _ BENDS BENDS BENDS BENDS 4' 3 1 1. 1 6" 4 4 2 1 W. 7 G 4. 2. :10". 11 10 8 .3' 12" . 18 14 9 5 N• EXPIRES: 10/15/14 0 Q:W¢z Q QwWI=--Z0 }_ =WZLL.�Z LL :WL)Z�Wm->- F-0Z lw<00�.Um WzO_moowwog¢>. I-W3m VZ¢W�"m�0TLL wd1LIxW 0�LU WWL w� w w b LU (L <U � a z J3: F-WMDW<<DWWW g Z O a a� o U) 0 Cn w it) C4 Lu C4C4 a tp r N~ Z ALIGN VALVE BOX EARS ALONG VALVE AXIS BLUE,DOUBLE-SIDED RAYOUTE MARKER VALVE BOX, CAST IRON SLIDE EXTENSION PLACE OFF CENTER OF ROAD TOWARDS HYD. CLOW MEDALLION, M & H 929, _ MUELLER CENTURION, AVK OR EQUAL. 51/4" /4" MVO, BREAK -AWAY FLANGE, 4" STORZ ADAPTER, 2 COATS SHERWIN WILLIAMS W O DPM ACRYLIC GLOSS COATING J L Z SAFETY ORANGE U o W W 4" MIN. g m 3'x3'x6" CONCRETE PAD 1' MAX. FOR 11.25. 22.5 - 30 VER TLGAL BENDS. 10 MIL, PLASTIC BETWEEN HYDRANT, BLOCKING ANDVp F¢- o OVER WASHED ROCK Q 1/4 C.Y. 1-1 /2" --- Lu W °' WASHED ROCK S 10 MIL PLASTIC L O CONCRETE. BLOCKING, -----� POUR IN PLACE. .of _ o 4 MAINTAIN CLEARANCE FOR DRAIN PORT. Q V Lt! o cx' 4" x 4" x 8" BRICK cs z: m UNDISTURBED EARTH, TYPICAL sv 6" FLANGED TEE O MEGA=LUGS OR 3/4" DIA. SHACKLE RODS J m W/ 2 COATS TAR OR CONCRETE BLOCKING PER SCHEDULE ASPHALT PAINT 10 MIL PLASTIC BET. BLOCK & TEE . { 4" x 4" x 8" BRICK Uj 6" D.I. PIPE, CLASS 52, CEMENT [" 'p w 0. LINED, 3'-0" MIN. LENGTH REQUIRED 6" AWWA C515 RESILIENT SEAT GATE VALVE 0 EL NON RISING STEM, "0" RING SEALS, FL x MJ FIRE HYDRANT ASSEMBLY DETAIL LsiCL W.' W PC OLYMPIC VIEW WATER & SEWER -DISTRICT ..xQ =CT3 Z p. Iii w REVISIONS STANDARD DETAIL. ¢ r m 'S ¢ W Z FIRE N. , in HYDRANT ASSEMBLY DETAIL , D S U o\`F W DATE SCALE Owo No. 0x in: 02/25/03 NTS W=-3 N• EXPIRES: 10/15/14 0 Q:W¢z Q QwWI=--Z0 }_ =WZLL.�Z LL :WL)Z�Wm->- F-0Z lw<00�.Um WzO_moowwog¢>. I-W3m VZ¢W�"m�0TLL wd1LIxW 0�LU WWL w� w w b LU (L <U � a z J3: F-WMDW<<DWWW g Z O a a� o U) 0 Cn w it) C4 Lu C4C4 a tp r N~ Z r w W O Z Z m o W W TYPE "A" BLOCKING g m FOR 11.25. 22.5 - 30 VER TLGAL BENDS. F¢- o W Q z Lu W °' ® S D L O 00^® U) _ o W Lt! o cx' W cs z: m z r, sv io O J m . dam,..a�P Uj tip x [" 'p w 0. 0 EL C7 O LsiCL W.' W .. Z p. Iii w ¢ r m 'S ¢ W Z N. , in :5- n , D S U 0x in: a : 4: 300. 11.25 8 2.01 5/t3 1.5 2.0 30:::. .. 17 2;.6:.. 6. 360: 11.25 11 2 2 5%8..:0 22.5.4 .25 24 30 41 35. 8'3d0 1:1.25 16 2 5 5f8 2.0 22:5: 47 .3.6. 30 76 4.1 3/4 2.5 10-1.2 250 11..25 32 32: 5/8 2.0 22:5. 88 4.5 7f8; 3;0 SO 132 5.1 16 225' 11.25 70 4:1. 3.0. 22,5 1'84 5.1 1-1/87/8:. 4.O 30 275. 65 1-1/4 18-20 206 1125 9,1 4.5 7/8 30 22.5 225 6.1 1-1/ '4• 4.0: 30 330 6:9'- 1-3/8: 4.5. 24 200 11.25 128 .5 .0 1 3.5 22;5 320 60 1-3/8 4.5' 3:0 480 7.9 1.-5/8. 5.5 TYPE "B" BLOCKING FOR 45' VERTICAL. BENDS` 4 300 45 30. 3.1 5/8. 2.0 6 68 4:.1 :8:. 123 5.0 12. 250 232: 6.1 3/4 • . 2.5 16 225' 478 7'$ 4.0:9 20 200, 560 8:2 1-1/4 24 026. 9.4 i-3/8. 4.5: Q OLYMPIA VIEW. WATER &SEWER DIS TRIOT _ . REVIS:ION.S.. STANDARD DETAIL THRUST BLOCKI:NGL Sheet, 2 of 2 ��`�sew��o``�. D/yiE �►� DWO� No. 1.2/1.812.` NTS W-6 N• EXPIRES: 10/15/14 0 Q:W¢z Q QwWI=--Z0 }_ =WZLL.�Z LL :WL)Z�Wm->- F-0Z lw<00�.Um WzO_moowwog¢>. I-W3m VZ¢W�"m�0TLL wd1LIxW 0�LU WWL w� w w b LU (L <U � a z J3: F-WMDW<<DWWW g Z O a a� o U) 0 Cn w it) C4 Lu C4C4 a tp r N~ Z C-543 r w W O Z Z m o W W �( g m F¢- o W Q z Lu W °' ® 0 O O 00^® U) _ o W J m 0 EL C7 O m N T - w /•� li f o � Z Iii w ¢ r m 'S ¢ W Z U¢ c z D S U C-543 `b Y 4,. a ' RFS :. c'.. q : " {+�'Yx3>>et f ht 6Y fY :N /��� A I 13 C: T :, LENGTH.. �; HEIGHT �. i., .I. M1,t. Ef " + . f:0 ,... 1:�-.d '.., �j " ,."_ ", . 1:Q>.`00 t t i� . 2 . 71 -Q . '' n "tt 6 X S/4 -f',. :''fi 3. -g i ` Df-QY, -. '. 11.,. -DH. j X ��_Ott: : .. . ,4 - 1. . r•IH: ., 0'-9,. B'-4" ' �_li. 2'-0", '', V-On -" 0,`11'o i $ �Gi i6r,: �7^ RESILIENT. SEAT. TAPPING i -o" 7 GATE . VAL: t (P�ac0 .: . [.r. :[ . �. -1 ., ,C) .,_. i . . ;. .. . ' . • .. ! . ELEVATION WET --TAP . CONNECTION f 10 MIL' PLASTIC TAPPJIN TEE ROMAt`. m DEL I=TS 420' FUSION: EPDXY COATED ,OR.. ROMAC SST 10 MIL PLASTIC . THRUST.8L0CKING-PER :SCHEDULE. 10 Mtt," PLASTIC BETWEEN TEE AND. 9LOCIEING: . . UNDIS`t'UR13ED SOIL, TYPICAL METER SIZE ANI) TYPE APPROXIMATE EQUIP DIMENSIONS MINIMUM INSIDE Vi4ULT DIMENSIONS EXCLUDES SIAMESC.:CONNECTION A I 13 C: D LENGTH.. :WIDTH. HEIGHT ,, '. » X f.4 zr_S;r 1.s�1:,� Cr��ri 4:._3.r. 1:Q>.`00 5,`D,, . 71 -Q . '' n "tt 6 X S/4 -f',. :''fi 3. -g t^.'" 1 ' Df-QY, .J;._C» 11.,. -DH. �i ry�iI V ��_Ott: : 8" X 3/y' . 5,, 1 �_: 0'-9,. B'-4" 12..'0» B'_0" 2'-0", 1.0 X Ii V-On -" 0,`11'o i $ �Gi i6r,: �7^ ryri i -o" 7 . . . r [.r. :[ . �. -1 . A � . . TOWN OF W{10DWAY . .. w - �. ... . , , I A n IC OLYM P I C VI EW WATER 8c SEWER D� QTR T ... A I L STA:I�1 DA DET RE�fI ' ICi�IS R I. DOUDL.E .CHECK D�ETEC:TOR. AsSEM� TOP :VIEW DATE.. SCALE .. OWG NO. 31'3/12lemilloololl :j. : ... NTs" W-12.:.:.. . ,� .,. . .. , s .: . ......,v.:. .. s {, 5EE FRENCH`[1RACE ORATION bET. .4It. R1=S7r ..:� �., - *:` `-.."", I... 1.;. 4 -,-;:.. .:,� � Ir ' - �,_r��:', , �.,.... -> .1..,:�i,-,,.�"..,.,.-,.,��..::*,..:::..:,. �. �.�. -,::�:,� """.,--.-_,.,�'. ' � � .. , '.% �: :�' ' . r:: .. - . . . , - - : "' .. ; - ,f. . . .. r: . I I r ' � -. ; :'�f- , " , I . ... r - ..:: .. I I.,. . .. . .. .. ' o'll, __ ... '. ... ::; , .. J .: .: .: .' - o s ..:' .:: ' -. Imo- W . .. . .. :..,. :.:.. .. . ; . .. ' .. _ _ ..., . . I _ = � j2� z r Issl eonl�tErlord 1-- r+.,., 7) : o r tEa.a' rr 17kE . ai �; .for. . .. I. SNOH©MISH:. COUNTY ..' .. REMOTE READ .. ...: CITY ;OF :EDI ONpSI N DOUBLE ,LEAF ITi`AI FIC :BEARING;' LID ~ 'o j a i' - m Z T__ O o w . TOWN OF W{10DWAY . .. FlNI5HED GRADE .::: .w F- L 2 d UJ z U¢ ..: :1... BACK FILL MATERIAL .SHAL{ 04 .p.l': OF , . . L W�, ;HA"rCkl STYPE "D :� 1. S/8" MINUS, CRUSHED GfAVEL' COMPACTED; Tt� , . . o 9S% MAXI . aRY ©ENSITY ASTM D698METHQp' "D" : rI ,,. . : .... UNDER ASPHALT F{R` STREET CROsSiNG . .:. . .1. . .. 2 ; .. . . .: TYPE; "C"_ MATERI'AL WITH CLASS II PLACEMENT AND' . . , COM!?ACTI,ON FOR.:UNDER A5P.HALT; RUNNING PARALLEL; . C � . � I. WITH STREET. 4;- .. TYPE "C" -MATERIAL WITHf CLASS I. 'PLACEMENT ANci .' ,, r % /.: rC 1% +:. % ' . ; COMPACTION .FOR STREET .SHOULDERS; I.DiTH EQl1ALS 't - 4.. TYPE "C}" I;A;ATERI'AL WITH CLASS III (?LACI=HENT AND . PE' 0.0. +1'(5 COMPACTION FOR ALL OTHER AREAS . : DR MAIN` LINE: . ONSTRU,�CTION , OR : ' OR: LESS. Ft�R . )ER.VICE LLNE; . . . m8TALLATION .: . '. .. . . . � . . . . . . . . . .. II ..I � . . � .. .l . ....:. . ; . . .. . . .. . . I . . I . 1 1 .1 . � . . ..1 ,_ ... .. � .� l .. ... . � L.:YMPIC: V'I:EW MUTER 8c SE`WER I . . DISTRICT VALVE MARKER POST NOTES . 1. GUARD .POST SHALL BE. 9" DIAMETER x 6' LONG .PRECAST CONCRETE POSTS AS PER TECH'NIC'AL. SPECIFICATIONS. PAINT WITH TWO (2) COATS OF 'FARWEST ENAMEL, COLOR CAT YELLOW. GUARD POSTS TO: QBE USED. IN EASEMENTS ONLY. 2. VALVE MARKER .POST' TO .BE PAINTED' WITH. TWO (2) COATS OF FARWE5T ENAMEL, COLOR CAT YELLOW 'PAINT DISTANCE FROM THE MARKER TO THE VALVE ON THE POST WITH: BLACK ENAMEL PAINT, USING 2" HIGH NUMERALS. �. TOP VIEW . PLASTIC OR CEMENT METER BOX EXIST GROUND . RESILIENT .SEATED $HUTOFF 1 71 .SIDE. VIEW. GRAVEL (12' M!N 0 DOUBLE CHECK VALVE'..ASSEMBIY TO Lk` HdAllZONTAL` ' k GROUND,' ) :FOR` WACK SIP1{ONAGE,AND BACK: PRES.WRE> .K$ TO'. EITHER: FACE. OU1WAROS OR. UPWARDS FROM ASSEMBLY ' COCKS MUST BE' ,PkdVl,bED WITH :PVC; PLUG$ OR: E4Wj_- NLY .FL USH LINES: PRIOR:: TO INTALLAMN OF BACKFLOW PREVENTER. A.. CAN WE INSTALLED ABOVE :OR ;BELOW THE GROUND' PROVIDED ALL CLEARANCES INSTALL 1N AN AREA SUBJECT TO "FLOODING PROTECTED , FROM FREEZING CONbmONS'. to 0hEL' AND: SERLLkL.. NUMBER' OF ASSEMBLY MUST'BE:CLFARLY VISIBLE. STED.AFTER• IN5TALLATTDN.ANU'.YJ:AML-Y'.IHLtYhAritK LIT A INA.)Y111VUlUIV OfAIC Ucr<)rr.r�r, . 1SSEMBLY TESTER: THE TEST REPORT MUST _BE SENT TO THE: CITY OF EDMONDS W/1TER OLYMPICIIIE WW TE SEWER DISTRICT IC T R V slogs: STAIN :DAR C) DETAIL E I .:: IIbUBL V S SEM»LY UP TO 2 . E . � ' HECK V A LE A 0 DATE 1. SCALE DWG N0. < : 3/28/13 I I _tNTS W-14 C) epO '- E Co ^ pp./� o V N - t- a, =� Q\ ) ' en c � v. a 0o Ln In co m d M M c QC p 0'- -00 a.ap vi ui.m C /�` o "o LJ CD c W LI) y u.t O C7 E C= G. Gs. ti u� 40160 EXPIRES: 10/15/14 0 W o:az ¢wW l= -z0 z W :CWZU_°z ►- cno I-wc�oC�Q �i. 3:wUzU)WZ>- I'-oz�wd�R�l=� azo}wZwogd} 0zd0}co�UZLL,p Lu Luw0(L<u0< =7aiacDn¢d�u~ivo-i� Ln s$ fr c 0 ir N Y fV m g o2 a )o az N (n IR 15 m N N � O -a o� Fo . M 0 ami O V) (P �2 O a Lo gVimz o 9: CL LLJ D. 0 Z 0 W w V' 1<61 } m � � w O C4 cl 9019 # �? , h {, L, '' . ,.., . .. .. ' o'll, __ ... '. ... ::; , .. J .: .: .: .' - o s ..:' .:: ' -. Imo- W ... . .. :..,. :.:.. .. . ... _.... .- :..._ .:. .... ..:.r ' .. .. . .... I U) = � j2� z r Issl eonl�tErlord 1-- r+.,., 7) o r tEa.a' rr 17kE . ai �A U ENS JEERING DIVISION REMOTE READ 3 N DOUBLE ,LEAF ITi`AI FIC :BEARING;' LID ~ 'o j a i' - m Z T__ O o w FlNI5HED GRADE V►tTH DIRAIN SLOTS .w F- L 2 d UJ z U¢ .' . L W�, ;HA"rCkl STYPE "D . . - I I - ` - d- , . . k6. � +r r .. . � . . . , I : . . . .. .. . : ; I I . aIAME$E CONNEGTIfiN (AS REG! D "BY :FIRE Dif'T:: .. I I . . . - . .... DRAIN pTP.,E . ."' . .1. .. . �DRA1N TO DRY' WELL RCS) . C � . � t., LADD.. A . W A. STD (PLfcN X41) ERTEN OUT �S F2E$UIRED .: .. M .. : ..1. TO ALIG WITW HATCH : I. . - 18».. .. MIN. .' m'R) . . z .. .. - _ _3 .. . 5 .. .7. w •r%.�/.t -:. .. .. li., . . . - . wj-..4jid : .. . . I I . . � . . L►..j. - .. -_J . . . I i .. - w ': �* . . jy�j .2 11711 `Il .? .^ G((�� PIPE SAD{{ �L,E .A: OR EQUAL." .nr y$ 'jt,y '... " 1. - ) - G -,y� STAND#.258 1 - . . . to y' . •+/ . •w i;}? L i�:� I . - : I : :. .. .... .. .. . .. xf° �'+ r ' . . .. :' io.p+ae°}"y�`oryAa�D o a : "``` OLYMI?IC FDRY 70"' FIR: 'LA PYt. > - aha: I a DRAIN X5 . OR .EQUAL' a . D ea ae a� iD aD°..o.°a _ a - .. - .. - �. w..DODa.OI raa�.Qi°,I .,1 WASHED kAk ROCft . Ii" �--5%g" MINUS CSTO :COMPACTEb.:: 'll. . 10.45% '.DENslt . . I.. ACCESSES W., L:;iV HATCH:, "t tl" ( N..-10.E'EOESTRIAN LOAD:: 'HD=.10:TRAFFIC LOAD) . . 2. Yf wFedkk GUTTER: DRAIN SHALL CONNECT. TO :A..DRY' WELL'QR CATCH*:BASIN" . .. IC .. . A T ", S WE R �ITRICT aLYM.P 117:1W W ER E I, I.. ,_ �z A DA; D DE TA I L. . . R E\/ I 1 N ST �I . w . ... ... .. . . .. ... DOUBLE CHECK DETECTOR ASSE�IB�,Y`: I.3? .. I p E 1IiEW :. Q�� S.:W . D1RTE SCAU C DWG NQ....... :.:.: ... .:..: .25"13 W 13 .3 T5: . /.. Non -. .:. . VALVE MARKER POST NOTES . 1. GUARD .POST SHALL BE. 9" DIAMETER x 6' LONG .PRECAST CONCRETE POSTS AS PER TECH'NIC'AL. SPECIFICATIONS. PAINT WITH TWO (2) COATS OF 'FARWEST ENAMEL, COLOR CAT YELLOW. GUARD POSTS TO: QBE USED. IN EASEMENTS ONLY. 2. VALVE MARKER .POST' TO .BE PAINTED' WITH. TWO (2) COATS OF FARWE5T ENAMEL, COLOR CAT YELLOW 'PAINT DISTANCE FROM THE MARKER TO THE VALVE ON THE POST WITH: BLACK ENAMEL PAINT, USING 2" HIGH NUMERALS. �. TOP VIEW . PLASTIC OR CEMENT METER BOX EXIST GROUND . RESILIENT .SEATED $HUTOFF 1 71 .SIDE. VIEW. GRAVEL (12' M!N 0 DOUBLE CHECK VALVE'..ASSEMBIY TO Lk` HdAllZONTAL` ' k GROUND,' ) :FOR` WACK SIP1{ONAGE,AND BACK: PRES.WRE> .K$ TO'. EITHER: FACE. OU1WAROS OR. UPWARDS FROM ASSEMBLY ' COCKS MUST BE' ,PkdVl,bED WITH :PVC; PLUG$ OR: E4Wj_- NLY .FL USH LINES: PRIOR:: TO INTALLAMN OF BACKFLOW PREVENTER. A.. CAN WE INSTALLED ABOVE :OR ;BELOW THE GROUND' PROVIDED ALL CLEARANCES INSTALL 1N AN AREA SUBJECT TO "FLOODING PROTECTED , FROM FREEZING CONbmONS'. to 0hEL' AND: SERLLkL.. NUMBER' OF ASSEMBLY MUST'BE:CLFARLY VISIBLE. STED.AFTER• IN5TALLATTDN.ANU'.YJ:AML-Y'.IHLtYhAritK LIT A INA.)Y111VUlUIV OfAIC Ucr<)rr.r�r, . 1SSEMBLY TESTER: THE TEST REPORT MUST _BE SENT TO THE: CITY OF EDMONDS W/1TER OLYMPICIIIE WW TE SEWER DISTRICT IC T R V slogs: STAIN :DAR C) DETAIL E I .:: IIbUBL V S SEM»LY UP TO 2 . E . � ' HECK V A LE A 0 DATE 1. SCALE DWG N0. < : 3/28/13 I I _tNTS W-14 C) epO '- E Co ^ pp./� o V N - t- a, =� Q\ ) ' en c � v. a 0o Ln In co m d M M c QC p 0'- -00 a.ap vi ui.m C /�` o "o LJ CD c W LI) y u.t O C7 E C= G. Gs. ti u� 40160 EXPIRES: 10/15/14 0 W o:az ¢wW l= -z0 z W :CWZU_°z ►- cno I-wc�oC�Q �i. 3:wUzU)WZ>- I'-oz�wd�R�l=� azo}wZwogd} 0zd0}co�UZLL,p Lu Luw0(L<u0< =7aiacDn¢d�u~ivo-i� Ln s$ fr c 0 ir N Y fV m g o2 a )o az N (n IR 15 m N N � O -a o� Fo . 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CITY ENGINEERING DIVISION b f7'6 1/cmtl w �� • i od.0r- E Mr -00 8 a, QH `O =N r-r- cn �D O C c1'CI' a c 0Ln Ll m a> O M M L O O � 0 Ln Ln C ^, LD� � v C u LLQ W H _ OO O X E �G.a�iW U N EXPIRES: 10/15/14 R �Q WZ 2 XW9LL00 y- LL F- Z li 'SWUZu)Wc)ZZ F -az Lu<CU' w�U52 w¢0m�ZOOQ� U Z Q O} J U= u 0 WaLa'Q�f=��lL WSW W 00..QU0QZcJc��J =F=--U)dDu QQ2 Of D0WW o E 0 % rn N Y �" c L IV m� O N Q M — OO c 2 co co U 7 6 o= 1J � 6 o C� ci u)N (O NM n o co N V m O z LEGEND EXISTING CONTOUR — — —102— — Q --1 TO 4 FOOT INTERVALS 'S z EXISTING CONTOUR 100 0 --5 FOOT INTERVALS u` z z0 NEW CONTOUR 102 W W z 0p z --1 TO 4 FOOT INTERVALS Z w uj Q o NEW CONTOUR 100 g w m --5 FOOT INTERVALS z od U SPOT ELEVATION 10 0 a p > O Q TOP FACE OF CURB ELEVATION TCU p w ASPHALT ELEVATION AC U) o w SIDEWALK ELEVATION SW U U Q GRADE G Q DOOR JAMB DJ EXISTING (E) O O O U N � ° J a m z O w u B 00 C) El ¢ w z APR 057.013 ° o:U OuCITY�OF EDS D �T C-720 GENERAL THE SHORING FOR THIS PROJECT CONSISTS OF SOIL NAILED WALLS. THE SOIL NAILED WALLS, ARE PERMANENT. THE TERM "SHORING WALL" AS USED IN THESE NOTES IN INTENDED AS A GENERIC TERM AND REFERS TO THE SOIL NAIL SHORING SYSTEMS NOTED ABOVE. CODE REQUIREMENTS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2009 INTERNATIONAL BUILDING CODE, AS AMENDED BY THE CITY OF EDMONDS, WASHINGTON. DESIGN LOADS DESIGN LOADS FOR THE SHORING SYSTEM ARE AS SPECIFIED IN THE GEOTECH CONSULTANTS, INC. REPORT NO. 12034 DATED FEBRUARY 28, 2012 AND AS INDICATED PER THE SOIL NAIL PARAMETERS ON THIS SHEET. UTILITIES, ADJACENT PROPERTIES AND SPECIAL CONDITIONS STABILITY AND EROSION PROTECTION OF EXISTING AND CUT SLOPES, AND THE COORDINATION OF THE EXCAVATION, SHORING AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. DRAINAGE CONTROL THE CONTRACTOR SHALL TAKE MEASURES TO CONTROL ALL SURFACE WATER RUNOFF FLOW AND FLOWS FROM EXISTING SUBSURFACE DRAINAGE FEATURES INCLUDING PERCHED WATER. SUCH WATER SHALL BE CAPTURED INDEPENDENTLY OF THE WALL DRAINAGE NETWORK AND CONVEYED TO AN OUTFALL STRUCTURE OR STORM SEWER. IN NO CASE SHALL THE CONTRACTOR ALLOW THE SHORING WALL SYSTEM TO BE EXPOSED TO HYDROSTATIC PRESSURES OR ALLOW SURFACE WATER TO FLOW INTO THE EXCAVATION. MONITORING AND QUALITY CONTROL THE OWNER SHALL PROVIDE FOR MONITORING AND QUALITY CONTROL OF THE SHORING WALLS, ADJACENT GROUND SURFACES AND BUILDINGS OR STRUCTURES AS FOLLOWS: THE GEOTECHNICAL ENGINEER OF RECORD SHALL PROVIDE FULL TIME OBSERVATION MONITORING OF THE EXCAVATION, SHORINGWALL INSTALLATION; VERIFICATION AND PROOF TESTING. TESTING OF COMPRESSIVE STRENGTHS OF TEMPORARY NAIL GROUT, TEMPORARY SHOTCRETE AND LEAN CONCRETE IS NOT REQUIRED, PROVIDED THE MIX DESIGNS MEET THE PRESCRIPTIVE MATERIAL REQUIREMENTS AND SUBMITTAL REQUIREMENTS FOUND ON THIS SHEET. PRECONSTRUCTION BASELINE SURVEY: A LICENSED SURVEYOR HIRED BY THE OWNER, SHALL ESTABLISH BENCHMARKS AT THE DIRECTION OF THE GEOTECHNICAL ENGINEER OF RECORD PRIOR TO COMMENCEMENT OF EXCAVATION. MONITORING POINTS SHALL BE PLACED ALONG THE TOP OF WALL NO MORE THAN EVERY 20 FEET AND STATIONARY BENCH MARKS SHALL BE SET AT LEAST 40 FEET AWAY FROM THE MONITORING POINT. THE SURVEY SHALL HAVE AN ACCURACY OF 0.01 FEET. A VISUAL AND PHOTOGRAPHIC SURVEY SHALL BE MADE OF ADJACENT BUILDINGS PRIOR TO CONSTRUCTION. CONSTRUCTION SURVEY MONITORING: VERTICAL AND HORIZONTAL DISPLACEMENTS OF THE SHORING WALLS AND BENCHMARK MONITORING POINTS SHALL BE MONITORED DURING CONSTRUCTION. THE SURVEY SHALL HAVE AN ACCURACY OF 0.01 FEET. THE FREQUENCY OF SURVEY MONITORING SHALL DEPEND ON THE AMOUNT OF TOTAL MOVEMENT OBSERVED TO DATE AT EACH LO%ATION. FOR DISPLACEMENTS LESS THAN INCH, THE MONITORING POINTS SHALL BE SHALL BE SURVEYED TWICE EVERY WEEK DURING THE CONSTRUCTION PERIOD. IF THE TOTAL MOVEMENT HAS EXCEEDED'/ INCH AT A MONITORING POINT, MEASUREMENTS SHALL BE INCREASED TO THREE TIMES A WEEK DURING THE CONSTRUCTION PERIOD. HOWEVER, IF WALL MOVEMENTS APPEAR TO HAVE STOPPED INCREASING AT ANY MONITORING POINT, THEN MONITORING FREQUENCY SHALL BE REDUCEDATTME DISCRETION OF THE GEOTECHNICAL ENGINEER OF RECORD. SURVEY MONITORING SHALL CONTINUE UNTIL THE PERMANENT BUILDING STRUCTURE, INCLUDING FLOOR SLABS, IS COMPLETED UP TO STREET GRADES AND AS SUCH TIME THAT THE GEOTECHNICAL ENGINEER OF RECORD AND THE CITY DETERMINE NO FURTHER MOVEMENT WILL OCCUR. REPORTS: SURVEY MONITORING RESULTS SHALL BE TRANSMITTED TO THE GEOTECHNICAL ENGINEER AND GENERAL CONTRACTOR WITHIN 24 HOURS OF EACH SURVEY. THE GEOTECHNICAL ENGINEER OF RECORD SHALL SUBMIT WEEKLY ALL RELATED GEOTECHNICAL REPORTS AND SHORING MONITORING RESULTS TO THE SHORING INSTALLER. THE SURVEYOR AND GENERAL CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER OF RECORD AND SHORING STRUCTURAL ENGINEER IMMEDIATELY IF MORE THAN 0.5 INCH OF DISPLACEMENT OCCURS AND GEOTECHNICAL ENGINEER OF RECORD SHALL PREPARE A REMEDIAL PLAN. IF MOVEMENT CONTINUES TO 1 INCH, REMEDIAL MEASURES SHALL BE IMPLEMENTED. DRILLING AND EXCAVATION OPERATIONS SHALL BE IMMEDIATELY SUSPENDED IF GROUND SUBSIDENCE IS OBSERVED, IF THE SHORING WALL IS ADVERSELY AFFECTED, OR IF ADJACENT STRUCTURES ARE DAMAGED AS A RESULT OF THE DRILLING OR EXCAVATION OPERATION. SUBMITTALS THE FOLLOWING SUBMITTALS SHALL BE PROVIDED TO THE ARCHITECT AND ENGINEER OF RECORD: 1. A DETAILED CONSTRUCTION SEQUENCE NARRATIVE AND PLANNED START -OF - WORK DATE. 2. METHODS OF EXCAVATING TO THE STAGED LIFTS AND EXCAVATION EQUIPMENT TYPES. 3. DRILLING METHODS AND EQUIPMENT. 4. NAIL GROUT, SHOTCRETE MIX DESIGN AND TIEBACK GROUT INCLUDING: BRAND AND TYPE OF PORTLAND CEMENT; SOURCE, GRADATION AND QUALITY OF ALL AGGREGATES; PROPORTIONS OF MIX BY WEIGHT AND WATER -CEMENT RATIO; MANUFACTURER AND BRAND NAME OF ALL ADMIXTURES (WHERE ALLOWED); COMPRESSIVE STRENGTH TEST RESULTS (PER AASHTO T106 / ASTM C109) VERIFYING THE SPECIFIED MINIMUM 3- AND 28 -DAY COMPRESSIVE STRENGTHS. PREVIOUS TEST RESULTS FOR THE SAME MIX COMPLETED WITHIN ONE YEAR OF THE START OF WORK MAY BE SUBMITTED FOR VERIFICATION OF THE REQUIRED COMPRESSIVE STRENGTHS. 5. NAIL AND TIEBACK GROUT PLACEMENT PROCEDURES AND EQUIPMENT. 6. TESTING METHODS AND EQUIPMENT INCLUDING: DETAILS OF THE JACKING FRAME AND BRACING; DETAILS SHOWING METHODS OF ISOLATING TEST NAILS DURING SHOTCRETE APPLICATION (I.E. METHODS TO PREVENT BONDING OF THE SOIL BAR AND THE SHOTCRETE DURING TESTING); DETAILS SHOWING METHODS OF GROUTING THE UNBONDED LENGTHS OF TEST NAILS AFTER COMPLETION OF TESTING; EQUIPMENT LIST. 7. IDENTIFICATION NUMBER AND CERTIFIED CALIBRATION RECORDS FOR EACH TEST JACK PRESSURE GAUGE TO BE USED. CALIBRATION.RECORDS SHALL INCLUDE: THE DATE TESTED, DEVICE IDENTIFICATION NUMBER; AND THE CALIBRATION RESULTS. THESE RECORDS SHALL BE CERTIFIED FOR ACCURACY OF AT LEAST TWO PERCENT OF THE APPLIED CERTIFICATION LOADS BY A QUALIFIED INDEPENDENT TESTING LABORATORY WITHIN 90 DAYS PRIOR TO SUBMITTAL. 8. CERTIFIED STEEL MILL TEST REPORTS FOR NAIL BARS AND TIEBACK TENDONS SPECIFYING THE ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION AND COMPOSITION. 9. MANUFACTURER CERTIFICATIONS FOR THE SOIL NAIL CENTRALIZERS AND SOIL NAIL BAR COUPLERS. 10. ENGINEERING DATA FOR THE GEOCOMPOSITE DRAIN STRIP INCLUDING MANUFACTURER'S CERTIFICATE OF COMPLIANCE AND INSTALLATION INSTRUCTIONS. SHORING NOTES MATERIALS OPEN CUTS: SLOPE PROTECTION IN THE FORM OF CLEAR PLASTIC, SHOTE;RETE OR OTHER NAIL TENDONS: COVERAGE SHALL BE PROVIDED AS REQUIRED TO PREVENTISLOUGHING AND NAIL TENDONS SHALL BE DYWIDAG BARS SIZE PER SCHEDULE, WITH A YIELD STRENGTH NOT LESS THAN 75 KSI AND SHALL CONFORM TO ASTM A-615. NAILS SHALL BE CONTINUOUS, WITHOUT SPLICES OR WELDS, THREADED A MINIMUM OF 6 INCHES ON ONE END, NEW, STRAIGHT, UNDAMAGED, AS SHOWN ON THE PLANS. IF THREADS ARE CUT INTO A REINFORCING BAR, THE NEXT LARGER BAR DESIGNATION FROM THAT SHOWN ON THE PLANS SHALL BE USED. BAR COUPLERS: BAR COUPLERS SHALL DEVELOP THE FULL ULTIMATE TENSILE STRENGTH OF THE BAR, AS CERTIFIED BY THE MANUFACTURER. GROUT: THE. GROUT SHALL BE A NEAT OR FINE AGGREGATE / CEMENT MIXTURE WITH A MINIMUM 3 DAY COMPRESSIVE STRENGTH OF 2,000 PSI, A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4,000 PSI PER ASTM C-109, AND A MINIMUM CEMENT CONTENT OF 6 SACKS PER CUBIC YARD, OR OTHER APPROVED MIX DESIGN. CEMENT: ASTM C-150, TYPE I, II, III, OR V. FINE AGGREGATE: CLEAN, NATURAL SAND PER ASTM C-33. ARTIFICIAL OR MANUFACTURED SAND SHALL BE ACCEPTABLE, PROVIDED IT IS SUITABLE FOR PUMPING IN ACCORDANCE WITH ACI 304, SECTION 4.2.2. CENTRALIZERS: CENTRALIZERS SHALL BE FABRICATED FROM PLASTIC, STEEL OR.MATERIAL NON - DETRIMENTAL TO THE NAIL STEEL. WOOD SHALL NOT BE USED. THE CENTRALIZERS SHALL PROVIDE A MINIMUM OF 0.5 INCH OF GROUT COVER OVER THE BAR. THE CENTRALIZERS SHALL BE SIZED TO ACCOMPLISH THE FOLLOWING: POSITION THE NAIL BAR WITHIN 2 INCHES OF THE CENTER OF THE DRILL HOLE, ALLOWS TREMIE PIPE INSERTION TO THE BOTTOM OF THE DRILL HOLE, AND ALLOWS GROUT TO FREELY FLOW UP THE DRILL HOLE. NUTS AND PLATES: NUTS SHALL BE FURNISHED BY THE MANUFACTURER OF THE BAR OR SHALL BE DESIGNED FOR USE WITH THE NAIL BAR. THE NUTS SHALL BE FITTED, WHERE REQUIRED, WITH A SPECIAL WASHER OR SPHERICAL SEAT SUCH THAT THE NUT W LL BEAR UNIFORMLY ON THE PLATE. NUTS SHALL CONFORM TO AASHTO M-291, GRADE B. BEARING PLATES SHALL BE THE SIZE SPECIFIED ON PLANS, AND SHALL CONFORM TO AASHTO M-183 / ASTM A-36. GEOCOMPOSITE DRAIN STRIPS: REFER TO GEOCOMPOSITE DRAINS ON THIS SHEET. REINFORCING BARS: DEFORMED REINFORCING BARS SHALL BE EPDXY COATED ASTM A-615, GRADE 60. SIZE SHALL BE AS SPECIFIED ON THE PLANS. ALL WELDABLE REBAR SHALL BE ASTM A-708, GRADE 60. STRUCTURAL STEEL: TR RAL WF'S SHALL BE ASTM A992 Fy=50 KSI. ANGLES AND MISC STEEL SHALL BE ASTM A36, Fy=36KSL CONCRETE WALLS: CONCRETE SHALL BE Fc --3000 PSI AT 28 DAYS WITH A.42 W/C RATIO. WELDED WIRE FABRIC: WELDED WIRE FABRIC (W.W.F.) SHALL BE ASTM A-185, 4X4 W2.9 X W2.9, UNLESS NOTED OTHERWISE, CORROSION PROTECTION: SOIL NAIL REINFORCING SHALL BE EPDXY COATED. FORMWORK AND SURCHARGES THE NAILS HAVE NOT BEEN DESIGNED TO SUPPORT ADDITIONAL LOADS (SUCH AS FROM FORMWORK AND SURCHARGES) BEHIND THE WALL OTHER THAN THOSE INDICATED ON THESE DRAWINGS. ADDITIONAL LOADS MUST BE REVIEWED AND APPROVED BY THE GEOTECHNICAL ENGINEER. CONSTRUCTION REQUIREMENTS SITE SAFETY: ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE STANDARDS. EXCAVATION EXCAVATION TO THE FINAL FACE OF THE EXCAVATION LIFT SHALL BE COMPLETED USING PROCEDURES THAT ADDRESS THE FOLLOWING: (1) PREVENTION OF GROUND LOSS, SWELLING, AND AIR SLAKING, OR LOOSENING. (2) MINIMIZATION OF'SOIL BEARING SUPPORT DEGRADATION BELOW THE OVERLYING PORTIONS OF THE SOIL NAIL WALL AND BELOW THE SOIL NAILS CURRENTLY BEING INSTALLED. (3) PREVENTION OF PREMATURE LOSS OF SOIL MOISTURE AT THE FACE. (4) REDUCTION OF THE POTENTIAL FOR SHOTCRETE OVERAGES. EXCAVATION TO THE FINAL WALL EXCAVATION FACE AND APPLICATION OF THE SHOTCRETE SHALL BE COMPLETED BY THE END OF THE WORK SHIFT. EXTENSION OF THE FACE EXPOSURE TIME, UP TO 24 HOURS, MAY OCCUR IF THE CONTRACTOR CAN DEMONSTRATE TO THE GEOTECHNICAL ENGINEER THAT THE EXTENSION IN TIME WILL NOT ADVERSELY AFFECT THE EXCAVATION FACE STABILITY. EXTENSIONS TO THE FACE EXPOSURE TIME SHALL BE REVIEWED ON A REGULAR BASIS AND REVISED AS NEEDED BY THE GEOTECHNICAL ENGINEER. PLASTIC SHEETING MAY BE NEEDED AND SHALL BE PROPERLY ANCHORED TO REDUCE FACE DEGRADATION RESULTING FROM CHANGES IN SOIL MOISTURE. AFTER A LIFT IS EXCAVATED, THE CUT SURFACE SHALL BE CLEANED OF ALL LOOSE MATERIALS, MUD AND OTHER FOREIGN MATTER THAT COULD PREVENT OR REDUCE SHOTCRETE BOND. SUBSEQUENT EXCAVATION LIFTS SHALL NOT BE ADVANCED UNTIL NAIL INSTALLATION (INCLUDING BEARING PLATE AND NUT), REINFORCED SHOTCRETE PLACEMENT AND NAIL TESTING FOR THE PRECEDING LIFTS ARE COMPLETE AND ACCEPTABLE TO THE GEOTECHNICAL ENGINEER. EXCAVATION FOR SUBSEQUENT EXCAVATION LIFTS SHALL NOT BE ACCOMPLISHED UNTIL THE NAIL GROUT AND SHOTCRETE OF THE PRECEDING LIFTS HAVE REACHED 100 PERCENT OF THEIR 3 -DAY MINIMUM STRENGTHS. EXPOSED NATIVE GROUND SHALL NOT HAVE AN UNSUPPORTED CUT HEIGHT GREATER THAN THE VERTICAL NAIL SPACING PLUS THE REQUIRED REINFORCING LAP UNLESS ALTERNATIVE METHODS PROPOSED BY THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE EXPOSED CUT FACE. COBBLERS, BOULDERS, RUBBLE OR DEBRIS THAT ARE ENCOUNTERED AT THE SOI L FACE DURING EXCAVATION AND THAT STICK OUT FROM THE SOIL FACE SHALL BE THE CONTRACTORS RESPONSIBILITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTING THE SHOTCRETE TEMPORARY FACING AND/OR THE FINISH STRUCTURAL FACING TO THE SPECIFIED MINIMUM THICKNESS INDICATED ON THE PLANS. THE CONTRACTOR SHALL DETERMINE IF REMOVAL OF FACE PROTRUSIONS IS REQUIRED TO ACCOMPLISH THIS CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER OF THE PROPOSED MITIGATION OF FACE PROTRUSIONS AT LEAST 24 HOURS PRIOR TO START OF THE WORK. SHOULD THE REMOVAL OF FACE PROTRUSIONS RESULT IN VOIDS BEYOND THE FINISH FACE LINE, THE CONTRACTOR SHALL DETERMINE THE APPROPRIATE BACKFILLING METHOD AND SHALL SUBMIT TO THE GEOTECHNICAL ENGINEER SUCH METHOD(S) AT LEAST 24 HOURS PRIOR TO THE START OF WORK. EROSION OF OPEN CUT SLOPES. CLEAR PLASTIC SHALL HAVE A MINIMUM THICKNESS OF 6 -MIL AND SHALL MEET THE REQUIREMENTS OF WSDOT /I PWA SECTION 9=14.5. PLASTIC SHEETING SHALL BE OVERLAPPED AT LEAST 12 INCHES. CONTRACTOR SHALL MONITOR SLOPES FOR ANY SIGNS OF DISTRESS AND TAKE CORRECTIVE ACTIONS AS REQUIRED BY THE GEOTECHNICAL ENGINEER.I CUT SHOWN ON THE ELEVATIONS ARE THE STEEPEST ALLO D. CUTS MAY BE FLATTENED FROM THOSE SHOWN, BUT SHALL NOT BE STEE4ENED OR ELIMINATED WITHOUT THE GEOTECHNICAL ENGINEER'S APPROVAL. NAIL INSTALLATIONS NAILS SHALL BE INSTALLED AS SHOWN ON THE PLANS OR Ar DESIGNED BY THE SHORING STRUCTURAL ENGINEER. NAIL ROWS MAY BE ADD ED, ELIMINATED, OR MOVED BY THE SHORING STRUCTURAL ENGINEER TO ACCOP IMODATE VARIABLE GROUND CONDITIONS. THE CONTRACTOR SHALL DETERMIN THE DRILLING AND INSTALLATION METHOD FOR THE SOIL TYPES ANTICIPATED. THE NAIL HOLE SHALL HAVE A MINIMUM DIAMETER OF 6 INCHES. CHANGES IN THE 13ONTRACTORS PROCEDURES SHALL REQUIRE ADDITIONAL VERIFICATION STING, PROVIDED BY THI CONTRACTOR. REFER TO NAIL TESTING REQUIREMENTS THS SHEET. THE NAILS HAVE BEEN DESIGNED WITH THE FOLLOWING VALUES: MEDIUM DENSE NATIVE SAND DENSE N ITIVE SAND SOIL UNIT WEIGHT 125 PCF 13, PCF FRICTION ANGLE 35 DEGREES 44; DEGREES ALLOWABLE COHESION 0 PSF 501' PSF ALLOWABLE ADHESION 2000 PSF 2060 PSF NAIL INSTALLATIONS: TWO SUCCESSFUL VERIFICATION TESTS SHALL BE PERFOR,)IED IN EACH IDENTIFIED SOIL UNIT PRIOR TO STARTING INSTALLATION OF THE PROD � CTION NAILS. THE LOCATION OF THE TESTS SHALL BE SELECTED BY THE COMACTOR AND APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD. i NAILS SHALL BE INSTALLED PRIOR TO THE APPLICATION OF *HOTCRETE AT THE LOCATION AND TO THE LENGTHS INDICATED ON THE PLANS., NAIL TENDONS: NAIL TENDONS SHALL BE PROVIDED AS INDICATE' CI ON THE CHEDULES INCLUDED IN THE PLANS. EACH NAIL TENDON SHALL BE FITTED WITH CE RALIZERS. NAIL TENDONS SHALL BE INSERTED INTO THE DRILL HOLE TO THE REQUIRED LENGTH WITHOUT DIFFICULTY AND IN SUCH A MANNER AS TO THE PF EVENT DAMAGE TO THE DRILL HOLE. TENDONS THAT CANNOT BE FULLY INSERTEDTHE DESIGN LENGTH SHALL BE REMOVED FROM THE DRILL HOLE AND THE DRILL HOLE SHALL BE CLEANED SUFFICIENTLY TO ALLOW UNOBSTRUCTED INSTALLATION OF, THE TENDON. CENTRALIZERS: ' CENTRALIZERS SHALL BE SPACED NO FARTHER THAN 10 FELT ON CENTER AND WITHIN 1.5 FEET FROM THE TOP AND BOTTOM OF DRILL HOL WITH AT LEAST TWO CENTRALIZERS PER BAR. j GROUT: GROUT EQUIPMENT SHALL PRODUCE A UNIFORMLY MIXED G ROUT FREE OF LUMPY AND UNDISPERSED CEMENT. A POSITIVE DISPLACEMENT GR OUT PUMP SHALL BE USED. THE PUMP SHALL BE EQUIPPED WITH A PRESSURE G UGE THAT CAN MEASURE AT LEAST TWICE BUT NO MORE THAN THREE TIME 3THE INTENDED GROUT PRESSURE. THE GROUTING EQUIPMENT SHALL BE SIZED TOS ENABLE THE ENTIRE NAIL TO BE GROUTED IN ONE CONTINUOUS OPERATION. I(( NO PORTION OF THE NAIL HOLE SHALL BE LEFT OPEN FOR MORE THAN 60 MINUTES PRIOR TO GROUTING !4NLESS OTHERWISE APPROVED BY THO GEOTECHNICAL ENGINEER OF RECORD 'THE GROUT SHALL BE INJECTED AT THE LOWEST POINT OF EACH DRILL HOLE TV" -.,UGH GROUT TUBES, OR DRILL RODS WITH THE DRILL HOLE FILLED IN ONE COP` JOUS OPERATION. THE GROUT SHALI. BE PLACED AFTER INSERTION OF THE: L. COLD JOINTS IN THE GROUT PLACEMENT SHALL BE ALLOWED FOR CON. "UCTION OF PROOF TEST NAILS. THE PONDUIT DELIVERING THE GROUT SHALL 1 . 'EPT BELOW THE SURFACE OF THE G OUT AS THE CONDUIT IS WITHDRAWN. THE G ,,.,JTING CONDUIT SHALL BE WITHDRAWN AS THE NAIL HOLE IS FILLED IN A MANNER THAT PREVENTS THE CREATION OF VOIDS. THE SPACE BETWEEN THE TOP OF THE GROUT AND THE TOP OF THE 01114 HOLE SHALL BE FILLED WITH SHOTCRETE. IF THE GROUTING OF ANY NAIL IS SUSPENDED FOR MORE MINUTES OR IF THE QUALITY OF THE GROUT PLACEMENT RESULT INA NAIL THA DOES NOT SATISFY THE REQUIREMENTS OFTH SPECIFICATION, THEN THE STEEL Al D GROUT SHALL BE REMOVED FROM THE',f TOLE, DISPOSED OF AND REPLACED TH FRESH GROUT AND UNDAMAGED STEEL, TOLERANCES: BARS SHALL BE CENTERED WITHIN 2 INCHES OF.THECENTER OF THE DRILL HOLE. INDIVIDUAL NAILS SHALL BE POSITIONED PLUS.OR MINUS 6 INCHES FROM THE DESIGN LOCATIONS SHOWN ON THE PLANS UNLESS NOTED OTHERWISE IN THE NAIL SCHEDULE, LOCATION TOLERANCES SHALL BE CONSIDERED APPLICABLE TO ONLY ONE NAIL AND NOT CUMULATIVE OVER LARGE WALL AREAS. THE NAIL DECLINATION SHALL BE PLUS OP. MINUS 3 DEGREES OF THAT SHOWN IN E PLANS. THE ORIENTATION OF THE NAILS IN PLAN (SPLAY ANGLE) SHALL BE WITHIN PLUS OR MINUS 3 DEGREES. NAILS THAT ENCOUNTER UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL BE RELOCATED. SHOTCRETE WALL FACING SHOTCRETE: DESCRIPTION ALL SOIL'NAIL WALLS SHALL BE PERMANENTCONSTRUCTIOP 1. SHOTCRETE SHALL BE PLACED AS SOON AS PRACTICABLE AFTER FULL LENGTH GR UTING OF THE NAILS AND SHALL BE APPLIED WITHIN 24 HOURS OF ANY HORIZONI AL EXCAVATION LIFT. THE SHOTCRETE LIFT SHALL BE PLACED TO ITS FULL THIO ESS AS INDICATED ON THE DRAWINGS. SHOTCRETE SHALL COMPLY WITH IBC SECTION 1922 WITH A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4000 PSI. 1 REINFORCING:. REINFORCING, INCLUDING WELDED WIRE FABRIC, WALER B S AND VERTICAL BEARING BARS, PLATES AND NUTS SHALL BE PROVIDED AS I DICATED ON THE DRAWINGS. ` PLATE AND NUT: f THE PLATE AND NUT SHALL BE ATTACHED AS SHOWN ON THDRAWINGS. `MME ONCE A SUFFICIENT THICKNESS OF SHOTCRETE HAS BEEN PLACED, PLATE SHALL BE WE SET AND THE NUT SHALL BE PLACED ON THE NAIL AND HANb TIGHTENED AGAINST THE PLATE. i TESTING AND PRESTRESSING EQUIPMENT I TESTING EQUIPMENT SHALL INCLUDE ONE DIAL GAUGE, A DIAL GAUGE SUPPORT, JACK AND PRESSURE GAUGE AND A REACTION FRAME. A DIAL GAUGES CAPABLE OF MEASURING TO 0.001 INCH SHALL BE AVAILABLE AT THE SITE TO MEASURE THE NAIL MOVEMENT. THE DIAL GAUGE SHALL HAVE A MINIMUM TRAVEL SUFFICIENT TO ALLOW THE TEST TO BE PERFORMED WITHOUT RE -SETTING THE DIAL GAUGE. THE DIAL GAUGE SHALL BE ALIGNEDWITH N 5 DEGREES OF THE AXIS OF THE NAIL AND SHALL BE SUPPORTED INDEPENDEN OF THE JACKING SET-UP AND THE WALL. A HYDRAULIC JACK, PRESSURE GAUGE AN PUMP SHALL BE USED TO APPLY AND MEASURE THE TEST LOAD. THE NAIL LOADS DU ING VERIFICATION TESTS SHALL BE MONITORED WITH A PRESSURE GAUGE TO MAINT.IN CONSTANT LOAD HOLD THROUGHOUT THE CREEP TESTS. THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT TESTING LABORATORY ASA UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS AND SHALL HAVE A RANGE NOT EXCEEDING TWICE THE ANTICIPATED MAXIMUM PRESSURE DURING TESTING. THE RAM TRAVEL OF THE JACK SHALL BE SUFFICIENT TO ENABLE THE TEST TO BE PERFaRryiED WITHOUT RE -SETTING THE JACK. THE JACK SHALL BE CAPABLE OF APPLYING EACO TEST LOAD INCREMENT IN LESS THAN 1 MINUTE. I STRUCTURAL DRAWING SHEET INDEX SHEET DESCRIPTION DATE SS1 SHORING NOTES 2/26/13 SS1.1 SHORING NOTES 2/26/13 SS2 SHORING PLAN 2/26/13 SS3 SHORING ELEVATIONS 2/26/13 THE JACK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED OVER THE NAIL SO THAT THE NAIL DOES NOT CARRY THE WEIGHT OF THE JACK. THE STRESSING EQUIPMENT SHALL BE PLACED OVER THE NAIL IN SUCH A MANNER THAT THE JACK BEARING PLATES AND STRESSING ANCHORAGE ARE IN ALIGNMENT. THE JACK SHALL BE POSITIONED AT THE BEGINNING OF THE TEST SUCH THAT UNLOADING AND REPOSITIONING OF ANY COMPONENTS DOES NOT OCCUR DURING TESTING. WHERE THE REACTION FRAME BEARS DIRECTLY ON THE SHOTCRETE FACING, THE REACTION FRAME SHALL BE DESIGNED TO PREVENT FRACTURE OF THE SHOTCRETE AND NO PART OF THE REACTION FRAME SHALL BEAR WITHIN SIX INCHES OF THE EDGE OF THE TEST NAIL BLACKOUT. WALL FACE DRAINAGE UNANTICIPATED SUBSURFACE DRAINAGE FEATURES EXPOSED IN THE EXCAVATION --- CUT FACE SHALL BE CAPTURED INDEPENDENTLY OF THE DRAINAGE NETWORKAND SHALL BE MITIGATED PRIOR TO SHOTCRETE APPLICATION. \� THE DRAINAGE NETWORK SHALL CONSIST OF INSTALLING PREFABRICATED GEOCOMPOSITE DRAINAGE STRIPS, DRAIN GRATES, PVC CONNECTION PIPES AND. WALL FOOTING DRAINS AS SHOWN ON THE DRAWINGS. ALL ELEMENTS OF THE DRAINAGE NETWORK SHALL BE INSTALLED PRIOR TO SHOTCRETING, EXCEPT FOR THE WALL FOOTING DRAINS. REFER TO THE BUILDING DRAWINGS FOR THE MAIN BUILDING DRAINAGE SYSTEM. GEOCOMPOSITE DRAINS (\ GEOCOMPOSITE DRAIN STRIPS: GEOCOMPOSITE DRAIN STRIPS SHALL BE CENTERED BETWEEN COLUMNS OF NAILS OR SOLDIER PILES IN MINIMUM 16 -INCH -WIDE STRIPS, VERTICALLY. THE GEOCOMPOSITE DRAIN STRIPS SHALL BE SECURED TO THE EXCAVATION FACE WITH THE GEOTEXTILE SIDE AGAINST THE GROUND BEFORE SHOTCRETING. SECURING PINS SHALL BE INSTALLED ON A MINIMUM GRID PATTERN OF 24 INCHES ON CENTER. DRAIN STRIPS SHALL BE MADE TO FUNCTION AS A CONTINUOUS FLOW PATH BY USING THE "SHINGLE" METHOD OF SPLICING WITH A 16 -INCH MINIMUM OVERLAP SUCH THAT THE FLOW OF WATER IS NOT IMPEDED, THE GEOCOMPOSITE DRAINAGE MATERIAL SHALL BE MIRADRAIN 9000 OR EQUIVALENT' (AS APPROVED BY THE GEOTECHNICAL.ENGINEER). A DRAIN GRATE SHALL BE SUPPLIED BY THE MANUFACTURER. A DRAIN GRATE AND A PVC CONNECTION PIPE SLOPED AT A MINIMUM OF 2 PERCENT SHALL BE PROVIDED AT THE BASE OF EACH GEOCOMPOSITE DRAIN STRIP FOR CONNECTION INTO THE PERIMETER DRAINS. SOIL NAIL TESTING VERIFICATION AND PROOF TESTING SHALL BE PERFORMED AT LOCATIONS SELECTED BY THE GEOTECHNICAL ENGINEER. ALL REQUIRED TEST DATA SHALL BE RECORDED BY THE GEOTECHNICAL ENGINEER. TESTING OF NAILS SHALL NOT BE PERFORMED UNTIL THE NAIL GROUT AND SHOTCRETE FACING HAVE ATTAINED AT LEAST 7.5 / PERCENT OF THEIR SPECIFIED 28 -DAY COMPRESSIVE STRENGTHS. l WHERE TEMPORARY CASING OF THE UNBONDED LENGTH OF TEST NAILS IS / PROVIDED, THE CASING SHALL BE INSTALLED TO PREVENT ANY REACTION BETWEEN 1 THE CASING AND THE GROUTED BOND LENGTH OF THE NAIL. VERIFICATION TESTING OF SACRIFICIAL NAILS TWO SUCCESSFUL VERIFICATION TESTS SHALL BE PERFORMED IN EACH IDENTIFIED SOIL UNIT PRIOR TO STARTING INSTALLATION OF PRODUCTION NAILS IN THAT UNIT TO VERIFY THE INSTALLATION METHODS, SOIL CONDITIONS AND NAIL PULLOUT CAPACITY. THE LOCATION OF THE TESTS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD. SACRIFICIAL NAILS SHALL NOT BE INCORPORATED AS PRODUCTION NAILS. VERIFICATION TEST NAILS SHALL HAVE BOTH BONDED AND UNBONDED LENGTHS. PRIOR TO TESTING, ONLY THE BONDED LENGTH OF THE TEST NAIL SHALL BE GROUTED. THE UNBONDED LENGTH OF THE TEST NAIL SHALL BE AT LEAST 3 FEET. THE BONDED LENGTH OF THE TEST NAILS SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER BASED ON THE BAR GRADE AND SIZE SUCH THAT THE ALLOWABLE BAR STRUCTURAL LOAD IS NOT EXCEEDED, BUT SHALL NOT BE LESS THAN 10 FEET. THE ALLOWABLE BAR STRUCTURAL LOAD DURING TESTING SHALL NOT EXCEED 80 PERCENT OF THE ULTIMATE STRENGTH FOR GRADE 150 BARS OR 80 PERCENT OF THE YIELD STRENGTH FOR GRADE 75 BARS. THE VERIFICATION TEST BONDED LENGTH Lbv SHALL NOT EXCEED THE TEST ALLOWABLE BAR STRUCTURAL LOAD DIVIDED BY 2 TIMES THE DESIGN PULLOUT RESISTANCE VALUE. THE FOLLOWING EQUATIONS SHALL BE USED FOR DETERMINING THE TEST NAIL. -BOND LENGTH TO AVOID STRUCTURALLY OVERSTRESSING THE VERIFICATION NAIL: Lbv = C*Fy*As / (2*Ad) FOR STEEL GRADE 75 Lbv = C*FU*AS / (2*Ad) FOR STEEL GRADE 150 WHERE: Lbv = MAXIMUM VERIFICATION TEST NAIL BOND LENGTH IN FEET. Fy = NAIL BAR YIELD STRENGTH IN KSI. Fu = NAIL BAR ULTIMATE TENSILE STRENGTH IN KSI. As = NAIL BAR AREA IN SQUARE INCHES. Ad = DESIGN PULLOUT RESISTANCE IN KIPS/FT. C = 0.8 FOR GRADE 150 BARS AND 0.8 FOR GRADE 75 BARS. THE DESIGN TEST LOAD (DTL) DURING TESTING SHALL BE (Lb -Ad) WHERE: Lb = AS -BUILT BONDED TEST LENGTH IN FEET. Ad = DESIGN PULLOUT RESISTANCE IN KIPS/FT. VERIFICATION TEST NAILS SHALL BE INCREMENTALLY LOADED TO TWICE THE DESIGN TEST LOAD (DTL) FOLLOWED BY UNLOADING IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. THE SOIL NAIL MOVEMENT SHALL BE RECORDED AT THE END OF THE HOLD TIME ASSOCIATED WITH EACH INCREMENT OF LOADING AND UNLOADING. EACH UNLOAD INCREMENT SHALL BE HELD ONLY FOR A SUFFICIENT TIME TO ALLOW STABILIZATION OF THE MOVEMENT READING. LOADING UNLOADING LOAD HOLD TIME LOAD HOLD TIME AL (0.05 DTL MAX.) 1 MINUTE 1.75 DTL UNTIL STABLE 0.25 DTL 10 MINUTES 1.50 DTL UNTIL STABLE 0.50 DTL 10 MINUTES 1.25 DTL UNTIL STABLE 0.75 DTL 10 MINUTES 1.00 DTL UNTIL STABLE 1.00 DTL 10 MINUTES 0.75 DTL UNTIL STABLE 1.25 DTL 10 MINUTES 0.50 DTL UNTIL STABLE 1.50 DTL 60 MINUTES 0.25 DTL UNTIL STABLE 1.75 DTL 10 MINUTES AL UNTIL STABLE 2.00 DTL 10 MINUTES THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 5 PERCENT OF THE DESIGN TEST LOAD (DTL). DIAL GAGES SHOULD BE SET AT "ZERO" AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. ALL LOAD INCREMENTS SHALL BE MAINTAINED WITHIN 5 - PERCENT OF THE INTENDED LOAD. REFER TO TEST NAIL ACCEPTANCE CRITERIA THIS SHEET. ;;,t OA!M 095: � G���cGl lnc`cal � M,ee� �- �GI�r►'t tt�Q.IQ ln��a,�i oyl. el y � .%tom. -�-�- �Y 'wyryyt!.E'b 1 1 11 1 ] 1� '1; CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 Utility Conflict Note CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR -NOT OY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL .AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE. CAWING UTILITY LOCATE AT 1-800--424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE RESOLVE ANYAPROBLEMS PRIOUNVERIFIED CCEEO NG WITNHF CONSTRUCTION ARE SUBJECT TO VARIATION. cry v o 73M v-5 ca 00 .-i z 0 oc00 E. C6 W I) � 0 `� W W v' ao N V cu rte:: .N- r W t a� co o z 4w V W CO 0 CIO U co H Z Z O Z 0 in Irw 2 z W O m Q : z CO O Z o z 0 z uj 06 i J D w < w z a Q O Z C) W 0 z w' a0 �s�/11,0►Nc� Ia�Paa�aENT CITY QF EDMOMDS Lu C3 IL' U 7" BATTERED (1:20) PERMANENT SHOTCRETE WALL ARCHITECTURAL SHOTCRETE ROCK SURFACE BY OTHERS. PROVIDE 2" MINIMUM COVER AT ALL NAIL HEADS REINF. W.W.F. SPLICE TWO LONGITUDINAL WIRES 8" MINIMUM VERT. BEARING BARS (2) #4 GRADE 60 DEFORMED STEEL BARS 4'-0" 0 6" O.C. BEHIND PLATE AND 0 CL OF SHOTCRETE - - NAIL PER SCHEDULE EXTEND 12" MIN. FROM SOIL FACE - -, NAIL ELEVATION RE: SCHEDULE STEEL SPHERICAL SEAT NUT OR HEX NUT WITH BEVELED WASHER PER SCHEDULE STEEL PLATE WITH OVERSIZED HOLE RE: 20/SS4 SHOTCRETE REINF. PLACED 0 CL OF SHOTCRETE W.W.F. 4*X4"-W6.706.7 - FINAL GRADE RE. CIVIL -� 2i CONNECTION PIPE TO R PERIMETER DRAIN o (BY OTHERS) DRAIN SYSTEM BY OTHERS RE: CIVIL UNDISTURBED BEARING SUBGRADE OR STRUCTURAL FILL RE: GEOTECH (2) #4 TOP, COI'- ""-"" 7" BATTERED PEI GEOCOMPOSITE DRAIN STRIP CATCHMENT WALT LAP (SHINGLE METHOD) RE: 15/SS4 WHALER BARS, (2) #4 GRADE 60 DEFORMED STEEL BARS 0 6" O.C. AND 0 CL OF SHOTCRETE. CONT. HORIZ BETWEEN NAILS (SPLICE A MINIMUM OF 2-6* WHERE NECESSARY) _ SHOTCRETE CENTRALIZER @MAXIMUM OF 10'-0" O.C. ° AND WITHIN 1'-6" FROM TOP AND BOTTOM OF DRILL HOLE ( (2) CENTRALIZERS MINIMUM PER NAIL) f • - °° DECLINATION ANGLE RE: SCHEDULE 1� (2) CONT. LAP 1,36" GEOCOMPOSITE DRAIN STRIP RE: 15/SS4 DRAIN GRATE SUPPLIED BY DRAIN STRIP MANUFACTURER RE: 14/SS4 OF SHOTCRETE WALL SCALE: 3/4" = 1'-0" j ® TYPICAL T�' PORARY NAIL HEAP DETAIL and WALL SECTION SCALE: NONE 2'-0" WIDE GEOCOMPOSITE DRAIN BOARD TYPICAL SOILNAIL RE: PLAN & SCHEDULE TYPICAL I PROVIDE HORIZ. DRAIN I STRIP ALONG BOTTOM TO CONNECT DRAIN 1 GRATE RE:3/SS1.1 TYPICAL DRAIN BOARD DETAIL BAR SIZE & ABBREVIATIONS AND JST. JOIST SHORING NOTES PROOF TESTING OF PRODUCTION NAILS 1 114" DIA. @ AT JT. JOINT S W W ' FEET(FOOT) PROOF TESTING SHALL BE PERFORMED ON 5 PERCENT OF THE PRODUCTION NAILS IN M " INCH ( INCHES) K KIPS(1000) EACH SHOTCRETE LIFT. THE LOCATION AND NUMBER OF THESE TESTS SHALL BE 0602 #POUND(S) CC c �°' DETERMINED BY THE GEOTECHNICAL ENGINEER. W Z 0 Z oco Ln V- W W N NUMBER LAT. LATERAL o a - EQUAL(S) L.B. POUND(S) PROOF TEST NAILS SHALL HAVE BOTH BONDED AND (TEMPORARY) UNBONDED O .r.Lo L. B. LAG BOLT(5) LENGTHS, PRIOR TO TESTING, ONLY THE BONDED LENGTH OF THE TEST NAIL SHALL A. B. ANCHOR BOLT LG, LONGITUDINAL) BE GROUTED. THE GEOTECHNICAL ENGINEER SHALL DETERMINE THE BONDED AND - ABV. ABOVE LGTH. LENGTH UNBONDED LENGTHS OF EACH TEST NAIL. THE UNBONDED LENGTH OF THE TEST ADD. ADDITIONAL LGMF LIGHT GAUGE METAL FRAMING NAIL SHALL BE AT LEAST 3 FEET. THE BONDED LENGTH OF THE TEST NAIL SHALL BE V ADJ. ADJACENT LLH LONG LEG HORIZONTAL DETERMINED BY THE GEOTECHNICAL ENGINEER SUCH THAT THE ALLOWABLE BAR ALUM, ALUMINUM LLV LONG LEG VERTICAL STRUCTURAL LOAD IS NOT EXCEEDED, BUT SHALL NOT BE LESS THAN 10 FEET. THE ALT. LT. ALTERNATE LSH LONG SLOTTED HOLE(S) ALLOWABLE BAR STRUCTURAL LOAD DURING TESTING SHALL NOT EXCEED 80 APP APPROXIMATE(LY) LT. WT. LIGHT WEIGHT PERCENT OF THE ULTIMATE STRENGTH FOR GRADE 150 BARS OR 80 PERCENT OF THE APPROX. APPROXIMATE L. W. LIGHT WEIGHT YIELD STRENGTH FOR GRADE 75 BARS. ARCH. ARCHITECT(URAL) MAS. MASONRY THE PROOF TEST BONDED LENGTH Lbp SHALL NOT EXCEED THE TEST ALLOWABLE ASSY ASSEMBLY MASN. MASONRY BAR STRUCTURAL LOAD DIVIDED BY 1.3 TIMES THE DESIGN PULLOUT RESISTANCE B. BEL. BOTTOM BELOW MAT. MATERIAL VALUE. THE FOLLOWING EQUATIONS SHALL BE USED FOR DETERMINING THE TEST BEN BOUNDARY EDGE NAILING MAX. MAXIMUM NAIL BOND LENGTH TO AVOID STRUCTURALLY OVERSTRESSING THE PRODUCTION B. F. BRACED FRAME M. B. MACHINE BOLT NAIL: BLDG. BLK. BUILDING BLOCK MECH. M. E. J. MECHANICAL MASONRY EXPANSION JO NT Lb C*Fy*As / (1.3*Ad) FOR STEEL GRADE 75 BLKG. BLOCKING MEZZ. MEZZANINE Lbp = C*Fu*As (1.3*Ad) FOR STEEL GRADE 150 BLW. BELOW MFR. MANUFACTURER BM. BEAM MIN. MINIMUM WHERE: BMU BRICK MASONRY UNIT MISC. MISCELLANEOUS Lbp w MAXIMUM PROOF TEST NAIL BOND LENGTH IN FEET. BN BOUNDARY NAILING MTL. METAL Fy = NAIL BAR YIELD STRENGTH IN KSI. BNDRY. BOUNDARY Fu = NAIL BAR ULTIMATE TENSILE STRENGTH IN KSI. B. 0. BOTTOM OF (N) NEW As = NAIL BAR AREA IN SQUARE INCHES. B. 0. E. BOTTOM OF EXCAVATION N. L. B. NON -LOAD BEARING Ad = DESIGN PULLOUT RESISTANCE IN KIPSIFT. B. 0. F. BOTTOM OF FOOTING NO. NUMBER C = 0.8 FOR GRADE 150 BARS AND 0.$ FOR GRADE 75 BARS. BRDG. BRG. BRIDGE(ING) BEARING N. S. N. T. S. NEAR SIDE NOT TO SCALE PROOF TESTS SHALL BE PERFORMED BY INCREMENTALLY LOADING THE NAIL TO 130 BTM. BOTTOM N. W. C. NORMAL WEIGHT CONCRETE PERCENT OF THE DESIGN TEST LOAD (DTL) DETERMINED AS FOR VERIFICATION TEST BTWN. BETWEEN NAILS. THE NAIL MOVEMENT AT EACH LOAD INCREMENT SHALL BE MEASURED AND 0. C. ON CENTER RECORDED BY THE GEOTECHNICAL ENGINEER IN THE SAME MANNER AS FOR C CAMBER 0. D. OUTSIDE DIAMETER VERIFICATION TESTS. AT LOAD INCREMENTS OTHER THAN MAXIMUM TEST LOAD, THE CAMB. CAMBER(ED) 0. F. OUTSIDE FACE LOAD SHALL BE HELD LONG .ENOUGH TO OBTAIN A STABLE READING, INCREMENTAL CANT. CANTILEVER(ED) 0. H. OPPOSITE HAND LOADING FOR PROOF TESTS SHALL BE IN ACCORDANCE WITH THE FOLLOWING CF CUBIC FOOT OPNG. OPENING SCHEDULE: C. I. P. CAST IN PLACE OPP. ORNT. OPPOSITE ORIENTATE(ION) LOAD HOLD TIME C. J. CL CONSTRUCTION JOINT CENTER LINE OSB ORIENTED STRAND BOARD AL (0.05 DTL MAX.) 1 MINUTE OR UNTIL STABLE CLG. CEILING 0. W. J. OPEN WEB JOIST 0.25 DTL 1 MINUTE OR UNTIL STABLE GLR. CLEAR 0.50 DTL 1 MINUTE OR UNTIL STABLE COL. COLUMN PAR. PARALLEL 0.75 DTL 1 MINUTE OR UNTIL STABLE CONC. CONCRETE P/C PRECAST 1.00 DTL 1 MINUTE OR UNTIL STABLE CONN. CONNECTION PEN PERP. PANEL EDGE NAIL PERPENDICULAR 1.30 DTL 10 MINUTES U.N.O. REFER TO TEST NAIL ACCEPTANCE CRITERIA THIS SHEET CONST. CONSTRUCTION CONT. CTSK. CONTINUOS COUNTERSINK PL. PL PLATE PROPERTY LINE THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE CTR. CENTER(ED) PLMBG. PLUMBING TESTING APPARATUS AND SHOULD NOT EXCEED 5 PERCENT OF THE DESIGN TEST "ZERO" CY CUBIC YARD PLYWD. PLYWOOD LOAD (DTL). DIAL GAGES SHOULD BE SET AT AFTER THE ALIGNMENT LOAD PSF POUNDS PER SQUARE FOOT HAS BEEN APPLIED. d PENNY(NAILS) PSI POUNDS PER SQUARE INCH ALL LOAD INCREMENTS SHALL BE MAINTAINED WITHIN 5 -PERCENT OF THE INTENDED DB DROPPED BEAM P. T. PRESERVATIVE TREATED LOAD. DEPENDING ON PERFORMANCE, EITHER 10 -MINUTE OR 60 -MINUTE CREEP DBA DEFORMED BAR ANCHORS PT POST TENSIONED) TESTS SHALL BE PERFORMED AT THE MAXIMUM TEST LOAD. THE CREEP PERIOD DBL. DOUBLE SHALL START AS SOON AS THE MAXIMUM TEST LOAD IS APPLIED AND MOVEMENTS DCW DEMAND CRITICAL WELD QTY. QUANTITY SHALL BE RECORDED AT 10; 20, 30, 50 AND 60 MINUTES. REFER TO TEST NAIL DEPT. DEPARTMENT ACCEPTANCE CRITERIA THIS SHEET. DET. DETAIL R. RADIUS DF DOUGLAS FIR RAD. RE: RADIUS REFERENCE TEST SOIL NAIL ACCEPTANCE CRITERIA DIA. DIAMETER DIAG. DIAGONAL REF. REINF. REFERENCE REINFORCEMENT(ING) FOR VERIFICATION TESTS, A TEST. NAIL SHALL BE CONSIDERED ACCEPTABLE WHEN A DIAPH. DIAPHRAGM REQ. REQUIRED CREEP RATE LESS THAN 0.08 INCH. PER LOG CYCLE OF TIME (BETWEEN 6 AND 60 DIM. DIMENSION R. F. RIGID FRAME MINUTE READINGS IS OBSERVED DURING THE CREEP TESTING, AND THE CREEP RATE DN. D. 0. DOWN DITTO(REPEAT) R. 0. ROUGH OPENING IS LINEAR OR DECREASING THROUGHOUT THE TEST LOAD HOLD PERIOD. DP. DEEP R. S. ROUGH SAWN FOR PROOF TESTS, A TEST NAIL SHALL BE CONSIDERED ACCEPTABLE WHEN A CREEP D. S. DRAG STRUT SCH. SCHEDULE MOVEMENT IS LESS THAN 0.04 INCH IS OBSERVED BETWEEN THE 1 MINUTE AND 10 DWG. DRAWING(5) SCL COMPOSITE WOOD STRUCTURAL C MINUTE READINGS OR A TOTAL CREEP MOVEMENT OF LESS THAN 0.08 INCH IS DWL. DOWEL(S) SCHED. SCHEDULE OBSERVED BETWEEN THE 6 AND 60: MINUTE READINGS, AND THE CREEP RATE IS SHT. SHEET LINEAR OR DECREASING THROUGHOUT THE CREEP TEST LOAD HOLD PERIOD. (E) EXISTING SIM. SIMILAR EA. .E. EACH S. J. SHRINKAGE CONTROL JOINT FOR ALL TESTING, THE NAIL SHALL BE CONSIDERED ACCEPTABLE WHEN THE TOTAL E. EACH END SKW. SKEW(ED) MOVEMENT AT THE. MAXIMUM `TEST LOAD EXCEEDS 80 PERCENT OF THE E. F. EACH FACE S. 0. G. SLAB ON GRADE THEORETICAL ELASTIC ELONGATION OF THE TEST NAIL UNBONDED LENGTH AND A ' E. J. EXPANSION JOINT SPC. SPACE(S) ( ING) PULLOUT FAILURE DOES NOT OCCUR DURING TESTING. PULLOUT FAILURE IS EL. ELEVATION SPEC. SPECIFICATIONS) DEFINED AS THE LOAD AT WHICH ATTEMPTS TO I NCREASE THE TEST LOAD SIMPLY ELEV. ELEVATOR SQ. SQUARE RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST NAIL. THE PULLOUT EMBD. MENT EMBED) NAIL STD. STANDARD FAILURE LOAD SHALL BE RECORDED AS PART OF THE TEST DATA. EN ENG. EDGE ENGINEER STGR. STIFF. STAGGER STIFFENERS) SUCCESSFUL PROOF TEST NAILS MEETING THE ABOVE TEST ACCEPTANCE CRITERIA EQ. EQUAL STIR. STIRRUPS) MAY BE INCORPORATED AS PRODUCTION NAILS, PROVIDED THAT (1) THE UN13ONDED EQPT. EQUIPMENT 5TL. STEEL TEST LENGTH OF THE NAIL HOLE HAS NOT COLLAPSED DURING TESTING, (2) THE E. W. EXP. EACH WAY EXPANSION STRUC. STRUCTURAL MINIMUM REQUIRED HOLE DIAMETER HAS BEEN MAINTAINED, AND (3) TEST NAIL EXST. EXISTING STRUCT. STRUCTURAL LENGTH AND BAR SIZE ARE EQUAL TO OR GREATER THAN THE SCHEDULE EXT. EXTERIOR SUSP. SUSPENDED(TION) PRODUCTION NAIL LENGTH AND BAR SIZE. TEST NAILS MEETING THESE SYMM. SYMMETRICAL REQUIREMENTS SHALL BE COMPLETED 13Y SATISFACTORILY GROUTING THE FAB. FABRICATION UNBONDED TEST LENGTHS. IF THE UNBONDED TEST LENGTH OF THE. PROOF TEST FB FLUSH BEAM T. TOP NAILS CANNOT BE SATISFACTORILY GROUTED SUBSEQUENT TO TESTING, THE PROOF FDN. FOUNDATION T. &B. TOP AND BOTTOM TEST NAIL SHALL BECOME SACRIFICIAL AND ADDITIONAL SOIL NAILS INSTALLED AS F. F. FINISH FLOOR TEMP. TEMPORARY DIRECTED BY THE GEOTECHNICAL ENGINEER AND SHORING STRUCTURAL ENGINEER. FIN. FINISH(ED) T. &G. TONGUE AND GROOVE FLG. FLANGE THK. THICKNESS) FLR. FLOOR THRD. THREADED FN FIELD (FACE) NAIL TN TOE NAIL F. 0. FINISHED OPENING T. 0. S. TOP OF SHEATHING(SLAB) F. 0. C. FACE OF CONCRETE T. 0. W. TOP -OF WALL F. 0. M. FACE OF MASONRY TRANSV. TRANSVERSE F. 0. S. FACE OF STUD T. 0. S.. TOP OF STEEL F. 0. W. FACE OF WALL TYP. TYPICAL FRM. FRAME(I NG) F. S. FAR SIDE U. N. 0. UNLESS NOTED OTHERWISE FT. FEET(FOOT) U/S UNDERSIDE " FRTW FIRE RETARDANT TREATED WOOD FTG. FOOTING V. VERTICAL VERT. VERTICAL GA. GAUGE VIF VERIFY IN FIELD GALV. GALVANIZED) GB. GRADE BEAM W. WIDE(WIDTH) GLB GLUE LAMINATED BEAM W/ WITH GRD. GRADE W/0 WITHOUT GWB GYPSUM WALLBOARD WD. WOOD GYP. GYPCRETE W. H. S. WELDED HEADED STUDS W. P. WORK POINT H. HORIZONTAL W. S. WELDED STUD ND HOLDOWN WT. WEIGHT H. D. G. HOT DIPPED GALVANIZED W. W. F. WELDED WIRE FABR I C MDR. HEADER HGR. HANGER X-STG EXTRA STRONG HORZ. HORIZONTAL XX-STG DOUBLE EXTRA STRONG HORIZ. HORIZONTAL HR HEADER YD YARD H. S. B. HIGH STRENGTH BOLT - HT. HEIGHT I. D. INSIDE DIAMETER _ r I. E. INVERT ELEVATION 1. F. INSIDE FACE IN. I NCHE(S) INFO. INFORMATION INT. INTERIOR 7" BATTERED (1:20) PERMANENT SHOTCRETE WALL ARCHITECTURAL SHOTCRETE ROCK SURFACE BY OTHERS. PROVIDE 2" MINIMUM COVER AT ALL NAIL HEADS REINF. W.W.F. SPLICE TWO LONGITUDINAL WIRES 8" MINIMUM VERT. BEARING BARS (2) #4 GRADE 60 DEFORMED STEEL BARS 4'-0" 0 6" O.C. BEHIND PLATE AND 0 CL OF SHOTCRETE - - NAIL PER SCHEDULE EXTEND 12" MIN. FROM SOIL FACE - -, NAIL ELEVATION RE: SCHEDULE STEEL SPHERICAL SEAT NUT OR HEX NUT WITH BEVELED WASHER PER SCHEDULE STEEL PLATE WITH OVERSIZED HOLE RE: 20/SS4 SHOTCRETE REINF. PLACED 0 CL OF SHOTCRETE W.W.F. 4*X4"-W6.706.7 - FINAL GRADE RE. CIVIL -� 2i CONNECTION PIPE TO R PERIMETER DRAIN o (BY OTHERS) DRAIN SYSTEM BY OTHERS RE: CIVIL UNDISTURBED BEARING SUBGRADE OR STRUCTURAL FILL RE: GEOTECH (2) #4 TOP, COI'- ""-"" 7" BATTERED PEI GEOCOMPOSITE DRAIN STRIP CATCHMENT WALT LAP (SHINGLE METHOD) RE: 15/SS4 WHALER BARS, (2) #4 GRADE 60 DEFORMED STEEL BARS 0 6" O.C. AND 0 CL OF SHOTCRETE. CONT. HORIZ BETWEEN NAILS (SPLICE A MINIMUM OF 2-6* WHERE NECESSARY) _ SHOTCRETE CENTRALIZER @MAXIMUM OF 10'-0" O.C. ° AND WITHIN 1'-6" FROM TOP AND BOTTOM OF DRILL HOLE ( (2) CENTRALIZERS MINIMUM PER NAIL) f • - °° DECLINATION ANGLE RE: SCHEDULE 1� (2) CONT. LAP 1,36" GEOCOMPOSITE DRAIN STRIP RE: 15/SS4 DRAIN GRATE SUPPLIED BY DRAIN STRIP MANUFACTURER RE: 14/SS4 OF SHOTCRETE WALL SCALE: 3/4" = 1'-0" j ® TYPICAL T�' PORARY NAIL HEAP DETAIL and WALL SECTION SCALE: NONE 2'-0" WIDE GEOCOMPOSITE DRAIN BOARD TYPICAL SOILNAIL RE: PLAN & SCHEDULE TYPICAL I PROVIDE HORIZ. DRAIN I STRIP ALONG BOTTOM TO CONNECT DRAIN 1 GRATE RE:3/SS1.1 TYPICAL DRAIN BOARD DETAIL BAR SIZE BEARING PLATE HOLE SIZE ##8 6X6X3/4 1 114" DIA. z _;t SCALE: NONE 'TEARING PLATE IE: SC�IEDULE FOR SIZE jI i BEARING PLATE DETAIL 6" DIAMETER GROUTED NAIL RE: SCHEDULE, TYP. GEOTEXTILE NOTE: RE: CIVIL FOR DRAIN GRATE SPACING TOP/WALL TYPICAL GEOCOMPOSIM DRAIN STRIP SEAL CUT IN JOINT W/ PER MFR. REQUIREMNETS PREFABRICATED DRAIN SCALE: NONE GRATE 3� TYPICAL DRAIN GRATE DETAIL 8" 3/4" CHAMFER CONNECTOR PIPE PROPERTY LINE FINSIH GRADE (2) #5 CONT. a I _ - #4 012" OC HORIZ. 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II - _ -•PROPOSED CONCRETE • .. .. - M � - � .. .: �.., ... .... . _ •SIDE ALK- � � .. .. .. �. -. _ _.. . ^.- ... .._ ..- . . _.. .- . .. _ - _I. _ 1 1. --- --- _ .0 .B 4 . , -------------------------------------------------------- ----- - --- --�ElNAL.GRAIJES. . �--------- --_ -- __----------- -----= BY \ \ OTHERS I. \ �- l \ O 1 `; \ \ _ 1 \1. / / j . \. . . \ /NEW RE I I LL •' �; / ,�/ / \�\ \\` SEE 5/ 1 1-1. r /�/ i 1., S SI N . .I all Plan - .I . ..: I : / / : . .\ I 1 I . . .\.1. � . 3:is i I .: , 1 /8" = 1'-0" `; \,\ \\ - ,-\\`\ SEE CIVIL DRAWINGS FOR I \. I I 1 \ FINAL GRADES AND WALL 1 OlHrlt I `\ • • AND CURB ELEVATIONS I I I I`, \ `' 3 _ I I I I I \\'. ` 11 � 4-- \ i x I I I I / :\ , I �' > \1. --� I 11 // .. ..... 1 I _._. ,_ ' - I i 1 �- %- j . : I I / / / / / -- � 1 �/ I I I I I t// .-- « 3 11 ,w ,ucw� ..� ._r .. ► i �_ --- I ( ` i , .I . I.... / / / / . / pa q� �3� I % I _ T�:,: l _ SHOTCRETE '.. I. .. / // / / -- i- I ( 1 I f C _ _ _ - -- _ _ - _ - - _ _ RE. SHORING ELEVATIONS : _. . 8 .. -._. . .. - . - _ _ _ _ - � —\ - - L .RES .. . / / . -- - a _ �, ....^. L - - - +j RE CIVIL i I _ _ _ _ `7 - __ _ _ , _ �� WO IN 1. / / K _- ` _ _ _ - - f - 11 a ROCKS ITECARCH IJF 5HOTRE / - _ _ ._.. < „ --- -- - . - ._ _ 3 - _ / . —1= S I , 1 -' - ` _ - `- - -�/- - - - i / / ............ . 7" _. I I t. _ \ \ — — — I / .. I _ - - _ — _ _ -- — _ _ _ — — _ _.,. --, .. _.. •. - - „ \ f _ _ -.L ` - - -.CII sSIZE I / .-..._ EDU FOR I \ ` ( ? - - - - - _ /� - ....I -- - . a ---. . . — I MA CH PIPE. WELD TO / I 1. i / / 5 EO _ rRea r . :./,.. ,I _ - C ITECTURAL SHOTCRETE / ,.... r _ -- _ _ _ _ PL 1/4X6 s j I/ / / . .. - - - _ SEE DETAIL •.1 /.553. FO�t • - � - - .........:... . .. - • I, I_ .PENETRATIbN ' .. '� �,� � . i- ..�. .: '' y � "� --- � J'-� y� L -�'_ :r --___ - ETE....wALL ; _/- -- .. I - - ,, . ., v � -- , - - - _ KK _ _ _ L _ _ _ ...... .....0_. / _ ,.._ �;/ _ — _ • .,. . . I ... ,. ... . 0 _ - • - - . . . ` .. - - . -,� . - -- . ., I � . . . . — ''; . A ff _ - :,.... .. - 1 . . .. . .. .1 ,..., I., �� �_ ! i , .,.,.-. I " "o - � - - . I I1. I�1 I. {\ `il.*— --�. ...... _.... o / a _ _ _ -_-/_ . _ F � J - r ` ; , . _ _ ,11 I . . _. • . _... 1. •-' _ . 1 _• -I- _ : _ f i _ —_ 1 4 , .,. . — CEO SOI- - _ ....CB� _ � j `� '�_ 4 NAI _ - A _ S - . S_ FINAL . -= OTHER ,..:.... � I...� \r �` \\I i� \\ \\\ `\ 1. y IN j\ /j HA - . ;`/ / /," EXISTING GRADES ..\ NEW RE' I I LL % ' / / -, / / / �` SEE 5/$ 1._ / 'r � '/ %:. : / / / / / \\ ♦i I / / / j / SEE CIVIL DRAWINGS F'OR ' I . I 1:.'.^I . /� \\ \ , / . Partial Soil all. all Plan . SCALE: 1 /8" = 1'-0" m . ti ROCK SURFACE STRAP AT 6'-0" 1 PL 1/06' STRAP ----- -- ~- \\ I PLAN VERT. SD PIPE RE: CIVIL SCALE: 3/4" = 1'-0" :• : `� : _ - 4 1? I1 Z I SECTION i E 0 u -.t o o.5 L N��M _ N� �a Fw",0 El � o OLo S-6 w c w 0 to E § 0 —0 I CL o_ LL- w a I,, - w t- 1-Owx 1 w z�z_LLQo F- a0� -Wa0Z-- r -az w<(7w'Saa' r wm omoo'�o��y. 7V. cQiw �}Q cu -IW1-w W0.�gWw0r- Lu ft=nw.Xz�2�z��" _ h—w m =) V) Q Q � Cp fn 0 m w�,/�••,� z z Z g z �M W2 W W --a D = Lu ,4 aCL W �0 v 0 (D Z w o w a P �' ✓ W 00)L.5(736 <C U a) to a "Zmu)w �WO °Imt0�oW � W (n a° � > ~ �"� Ln r� V cd s-, cCd .� N z 3 � � .Nr- •- W 4.0° �z� � z =� I" CID 0 UJ � U) CQ k!v =� 0. 93 9CL � o uj Lm Q O 55 w Q D O z ..w 0.. m Q s z z Z g z 14T `n v - m WW °�: U)f=- W2 W W --a D = Lu ,4 aCL W �0 v 0 (D Z w o w a P w o � o T- <C U un". D U D v ..w 0.. m .. -j . a. z a , w � W <C U un". D U D v B) SS2 ,ADDING DEPARS NT "" ) - L-OMONDS i i EXISTING GRADE AT THE PROPERTY LINE 2'-9 1 A". 2'}2 1/4" 26 NS W W a � Na N7 IN ortheast Elevation SCALE: 1/8" = 1'•-0" EU 380 378 ........ _... ._...._.........__....__.._.....__.__...__. ........... _......... .......... _ 376 374 .._ ....... .._.-..__._._..__.._.._.._. _.._... _..._._._._.._....._._._.. 372 370 _..._.___......_...._._._.___._._______..__.___.._................... i 1./2" .. _. 368 _...._...__.__...__._.___... ......... BAR YIELD STRENGTH (KSI) 75 ...... .... .------ .-._.._____.__._....._.._...__.___..__._.__.. BEARING PLATE NOTES SIZE 5/8x6x6 366 ... _.............. ..............._.__._......_..._.._...._._.-_........_..__.............._ 6 364 15 20 362 75 5/8x6x6 360 2 6 358 15 ROW 9 #8 ._....... . E _= ..356:5...... sq' ROW- _ 356 1 __O� 354 15 ELEV. = 354.0 48 ____._..-.__ _......___._..____...__._.___.___,_.._..._..._._ .................... 352 c6 350 W KUW cQ ._........... ...-ECFV: -_- 349:0-__..........__....-..._ 348 5 6 346 ...___......_--.•-------.... ROW 6 __..___..._...._ _... ._...... _ 344 75 ELEV. = 344.0 6 6 342 15 ROW 4 340 _._......_..ELEV:.._..-339.0 .._ ........_._....._. 338 ...._.ROW..3 ._..._.__ _ ... _..._. 336 t..... :ELEW- 334:0.._ 334 �._ -..... ................ ......._....__.... _... _..._ ..._ ... 332 2 Ruff 1 330 15 �:. _.............. 328 .50r ._.............._._ _ . - ..-_ _....... _....... ... .......... .... _._ 326 ..... ......_......_..._.. _._.....__................................... ... 324 ---------- _............ ......... .....-....._.._._.__...__._.......__..._...._.-_...._.. 322 75 5/8x6x6 320 N6 n SOIL NAIL WALLi� SECTION REFERENCE N1 TO N2 SOIL NAIL ROW 5 - SOIL FAIL SCHEDULE! _._......_..__....__...__.__._._........__.._............ .._.....__....______._.__.. GROUTED SOIL NAIL DECLINATION SOIL NAIL I SOIL E;''ELEVATION ANGLE OFF LENGTH I501E NAIL DIAMETERR # ' (FEET) HORIZONTAL (FEET} I BAR SIZE (INCH:._; :. '. 6" VARIES 15 20 98 _...._...__.__...__._.___... ......... BAR YIELD STRENGTH (KSI) 75 ...... .... .------ .-._.._____.__._....._.._...__.___..__._.__.. BEARING PLATE NOTES SIZE 5/8x6x6 4 6 339,0 15 20 #8 75 5/8x6x6 2 6 333.0 15 20 #8 75 5/8x6x6 mcc) 1 6 329.0 15 20 48 75 5/8x6x6 - c6 W cQ N2 TO N3 5 6 VARIES 15 20 #8 75 5/8x6x6 6 6 344.0 15 20 #8 75 5/8x6x6 �- 4 6 339.0 15 20 #8 75 5/8x6x6 4j cm to 2 6 333.0 15 20 48 75 5/8x6x6 1 6 329.0 15 20 98 75 5/8x6x6 N3 TO N4 5 6 VARIES 15 25 #8 75 5/8x6x6 7 6 349.0 15 25 #8 75 5/6x6x6 w_.,_.. _ ._.__...__......_-. 6 6 344.0 15 25 #8 75 5/8x6x6 4 6 339.0 15 25 #8 75 5/8x6x6 2 6 333.0 15 25 96 75 5/8x6x6 1 6 329.0 15. 25 98 75 5/8x6x6 N4 TO N5 5 6 VARIES 15 27 #8 75 5/8x6x6 8 6 354.0 15 27 #8 75 5/8x6x6 7 6 349.0 15 27 #8 75 5/8x6x6 6 6 344.0 15 27 #8 75 5/8x6x6 - - 4 6 339.0 15 27 i #8 75 5/8x6x6 2 6 333.0 15 27 #8 75 5/8x6x6 +� 1 6 329.0 15 27 #8 75 5/8x6x6 N5 M N6 5 6 VARIES 15 27 1 #8 75 5/8x6x6 9 6 356.5 15 27 # 8 75 5/8x6x6 8 .6 354.0 15 27 #8 75 518x6x6 7 6 349.0 15 27 #8 75 5/8x6x6 6 6 344.0 15 27 i 98 76 5/8x6x6 4 6 339.0 15 27 # 8 75 5/8x6x6 - 2 6 333.0 15 27 #8 75 5/8x6x6 -- _ ____._---•---_-_--- 1 6 329.0 15 27 #8 . 75 5/8x6x6 N6 M N7 5 6 VARIES 15 25 #8 75 5/8x6x6 7 6 349.0 15 25 t #8 75 518x6x6 6 6 344.0 15 25 98 75 5/8x6x6 4 6 339.0 15 25. #8 76 5/8x6x6 3 6 334.0 15 25 #8 75 5/8x6x6 1 6 329.0 15 25 #8 75 5/8x6x6 N7 TO N8 5 6 VARIES 15 20 #8 75 5/8x6x6 .4 6 339.0 15 20 #8 75 5/8x6x6 3 6 334.0 15 20 # 8 75 5/8x6x6 2 6 333.0 15 20 98 75 5/8x6x6 SOIL NAIL NOTES 1 THE UPPER ROW, ROW 51S TO BE: INSTALLED PRIOR TO ANY CUtS ARE MADE ON THE EXISTING SLOPE. .2 BATTER WALL 1.20 INTO SLOPE i : i I I ADD (2) #5 EA. SIDE T YP. ADD (2) #5 TOP & BOTTOM EXTEND 2' -Or BEYOND OPENING EA. END TYP. N / G %`k:^ \jj ♦ NON -SHRINK \,�\ GROUT Qao I I ADD (2) 15x5'-0" DIAGONAL TYPICAL 4 SIDES Pipe Penetration Detail SS3 SCALE: 3/4" = 1'-•0" E 0 U p O L N � v «:1" j rn UP 0 to w n n aOa 0 t[) l.n Ld � •p W C E 05 v I Oda_tiW I- !- ❑ W z S � SLC�LL,QZ 2�w0Z03w�pS Hz�r�QC9.�-w�W zo>-Z�oW;to 0 U c.>>wMLLD m UW�>P�Oo W�m- LL 0 ° 0aww❑zwWZ ; w-wLy❑C3.`ZU❑Q� 0(Z0==Z)V~iinC � r Q w 7 �S z � 0-5 i O Q F- Z z Z I.I..I O W o W J zt U CC Q j O F. W 0 o in w a C'1 z N8 00 to o ri w v mm1-4 mcc) U� _Z c6 W cQ C U1 -� o U2 W .-. p &a W C-4 W ca �r � to �- W U v ►� �.�OD z M ~00 4j cm to k V 0)_4V2 ai C �v RE: SHORING`ELEVATIONS CALL 48 -HOURS BEFORE YOU DIG 1-800-424-5555 0 E U m LU ❑ W 0r m M Q O z Q �S z Z O W u� LL' m Z O Q F- Z z Z I.I..I O W o W J zt U CC Q j O F. W 0 o in w a C'1 z a �- W_