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18-105630RE4 WITTED AUG 2 8 2019 Cris' of FEDERAL wAy CDIti MUNiTY DEVELOPMEw August 28, 2019 Mr. Kevin Peterson Senior Engineering Plans Reviewer City of Federal Way 33325 81h Avenue S Federal Way, WA 98003-6325 G0NSULTI._NG ENGINEERS LLc_. Job No. 1884-001-015 RE: Permit #18-105630-EN DaVita Healthcare Office Park, 3201 S 323RD ST, Federal Way Dear Mr. Peterson: On behalf of DaVita Healthcare Partners, Inc. and Genesis KC Development, LLC, ESM Consulting Engineers, LLC is submitting this letter in response to the review letter we received from you dated August 13, 2019. In an effort to provide concise and direct responses, we have copied the review comments below in italics and our responses are in bold. Kevin Peterson. Senior Enaineerina Plans Reviewer 1) The direction from the Mayor's office to Da Vita is that the City will agree to waive the requirements to adjust the planter strip to 6-feet in width and replace the sidewalks with new 8-foot wide sidewalks, to comply with current City standards However, any dead street trees shall be either replaced or converted to grass, and the curb ramps within the ROW need to comply with current ADA standards Additionally, all broken or non ADA compliant sidewalk panels (e., non -compliant cross slopes, horizontal/vertical separation, etc.) shall be removed and replaced to be ADA compliant. All replaced panels shall be removed and replaced between expansion joints per city standards - no saw -cutting allowed. The ROW dedication will still need to occur to our current standards, and a no protest LID will need to be executed and recorded. A No -Protest UD Agreement has been executed and recorded under King County recording #20190819000461. A copy of the covenant was provided to the City on 8/19/19. 2) It appears that the TESC pond has its overflow spillway directed easterly. Typically, the spillway is oriented toward the primary discharge point. Is there a particular reason the spillway is located on the east side of the pond? The overflow spillway was moved to the primary discharge point, as shown on sheet GR-01. 33400 8th Ave S Ste 205 Tel (253) 838 6113 Everett (425) 297 9900 Civil Engineering Land Planning Federal Way WA 98003 Fax (253) 838 7104 Toll Free (800) 345 5694 1 Land Surveying Landscape Architecture www esmcivit corn 3D Laser Scanning GIS Mr. Kevin Peterson August 28, 2019 Page 2 3) There is a CB on this sheet that does not appear on the SD sheet. Please delete or revise the plans accordingly. The extra symbol on GR-04 has been removed from the sheet 4) Add 'proposed' new contour elevations on the slope at the SE corner of the parking lot The 'SD' plans include most of these proposed contour elevations, but they should also be on these grading plans; Contour labels have been added in the SE location on sheet GR-01. 5aradv Long Senior Transportation Planning Engineer 5) Revise plan to include rectangular rapid flashing beacon (RRFB) an the east leg of the roundabout as identified in the TIA and conditioned in the land use approval. Splitter islands may need to be redesigned to accommodate the RRFB and pedestrian path. An RRFB has been provided on the east leg of the roundabout as requested. The splitter island has been modified to accommodate the pedestrian cut -through. 6) Provide signing and marking plan for the roundabout including the splitter islands Show markings for each approach and circulating roadways at the roundabout including advance roundabout warning signs All signs and markings shall conform to Manual on Uniform Tragic Control Devices (MUTCD). A Pavement Marking and Signage Plan has been prepared as requested. 7) Provide station, offset and dimension for all splitter islands Splitter islands shall have a minimum 6' wide refuge. Stationing, offset and dimensions for the splitter islands have been added to DT- 05. 8) Crosswalk should be located about 25' from the yield line. Crosswalk is located about 25' from the existing yield line as requested. 9) Show existing vegetation and utilities in the splitter islands and identify whether it will remain or be removed or relocated. Verify sight distance and revise splitter islands accordingly to meet design standard Existing utilities within the splitter islands are shown on sheet EX-01 and will remain. Notes have been added to sheet LA-02 regarding removing or pruning existing vegetation on the splitter islands and roundabout to accommodate sight distance where conflicts arise. Mr. Kevin Peterson August 28, 2019 Page 3 10) Revise bicycle lane marking on each approach to meet MUTCD. Bicycle lane should end before the geometry changes the approach to the roundabout and shall have adequate sign and marking. Bike lane pavement markings modified as requested, see Pavement Marking and Signage Plan. 11) Sheet DT-05: Remove "YIELD" pavement marking. Yield sign shall be placed on the right side of the road prior to entering the roundabout for all approaches The YIELD pavement marking has been removed from sheet DT-05. Yield signs are shown on the Pavement Marking and Signage Plan. 12) Sheet DT-05 and DT-06: Do not use WSDOT pedestrian curb for the island culbing S,olitter island curb shall be 6" concrete curb per City of Federal Way Dwg. No. 3-4. Sheets DT-05 and 06 have been updated to note DT-03 that includes City of Federal Way Dwg. No. 3-4. 13) Sheet DT-05.• Dotted extension line shall be per City of Federal Way Dwg. No. 3-17. Sheet DT-05 has been updated to note DT-03 that includes City of Federal Way Dwg. No. 3-17. Dotted extension line is shown on the Pavement Marking and Signage Plan. 14) Sheet DT-05: Splitter island pavement marking shall be per MUTCD. Yellow edge line shall be placed along the left edge of the approach roadway along the edge of the splitter island. It shall not be within the circulating roadway. Splitter island markings revised as requested, see Pavement Marking and Signage Plan. Stacey Welsh, Senior Planner. 15) On multiple sheets, structureslimpro vements are shown within the required western side yard on the building parcel. The building permits have been revised to address this item (August 8, 2019 resubmittals) Engineering plans must be updated to comply with the FWCC and the related UP N condition of approval. Plans have been updated to reflect the revised building plans which removed or modified these improvements, as approvable by the FWCC, from the western side yard. 16) On Sheet LA-02 remove the section on seed mix for lawn areas, as the otherlandscape plan sheets were revised to remove lawn. This seed mix note has been removed from Sheet LA-02. Mr. Kevin Peterson August 28, 2019 Page 4 17) Sheet TR-01 was revised to remove 'X" marks from certain trees to be removed. This change was not requested by staff and the X' marks need to be on the sheet; otherwise the plans do not reflect the proposal or action recommended by the arborist The "X" marks on trees to be removed have been restored on sheet TR-01. 18) TlR appendices A and D are outdated, and Section 6 should reference the updated Talasaea report dated 9-6-18. The appendices have been updated and 4 copies were submitted with the CO Permit If there are any questions or a need for further clarification, please feel free to contact me at (253) 838-6113 and I would be happy to discuss them with you. Sincerely, ESM CONSULTING ENGINEERS, LLC. LAURA BARTENHAGEN, P.E., LEED AP Principal Ilesm8lengrlesm jobsl1884100110151documentlletter-021.docx RETURN ADDRESS: City of Federal Way Attn: Kevin Peterson, Public Works Department 33325 8th Avenue South Federal Way, WA 98003-6325 !2II0IN1N960III8VB9ID00�10Po1I�pV COVENANT Rec: $106.60 all912019 11:04 AM KING COUNTY, WA CITY OF FEDERAL WAY LOCAL IMPROVEMENT DISTRICT WAIVER OF PROTEST COVENANT Grantor(s): GENESIS KC DEVELOPMENT, a Colorado limited liability company Grantee(s): CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): Lots K & L, East Campus Corp Park Parcel 1 BSP TGW Lots 1 & 2 of FW BLA #18-100789-SU. Additional Legal Description indicated below Assessor's Tax Parcel ID#(s): 215465-0110, 215465-0060, 215465-0090 S-T-R:16-21-04 Permit Numbers: 18-105630-EN, 18-105626-CO THIS COVENANT is made by GENESIS KC DEVELOPMENT, a Colorado limited liability company ("Property Owner") in favor of the City of Federal Way, a Washington municipal corporation ("City"). A. The Property Owner owns certain real property commonly known as 3201 S 323rd St Federal Way, WA 98003 and legally described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. ("Property"). B. The Property'Owner has submitted a request for a building permit under Permit Nos. 18-105630-EN and 18- 105626-CO to construct an office building and satellite parking lot on the Property(ies) which abut substandard City rights -of -way known as S 323rd St and 32nd Ave S, which project will impact and derive special benefits from the public rights -of -way. C- The City may, in the fiiture, construct, reconstruct or improve S 323rd St and 32nd Ave S to City standards including, but not limited to, curbs, gutters, sidewalks, driveways across sidewalks, storm drains, retaining walls, street illumination, landscaping, slope protection, underground power, and necessary appurtenances consistent with good street construction ("Improvements"), so as to benefit the Property, through the formation of a Local Improvement District. NOW, THEREFORE, the Property Owner agrees as follows: Permit. The Property Owner may obtain a building permit to construct an office building and satellite parking lot without the installation of the Improvements so long as all other conditions of the permit, if any, are complied with to the City's satisfaction. No Protest. Pursuant to RCW 35.43.182 and in consideration of the City approving said permit, the Property Owner agrees to participate in and not protest the formation of a Local Improvement District pursuant to RCW 35.43.180. Term. This Covenant shall be for a term of ten (10) years commencing on the date of execution hereof and terminating ten (10) years thereafter. Improvements. Nothing in this Covenant shall in any way absolve the Property Owner of any underlying obligation to make any public improvements as a condition of permit approval under any application other than Permit Nos. 18-105630-EN and 18-105626-CO prior to the expiration date of this Covenant or upon eighty (80) days' written notice from the City if such public improvements are required pursuant to the Federal Way Revised Code, any other permit application, or other applicable laws, rules, or regulations, as now existing or hereafter adopted or amended. The Improvements may be necessary to mitigate the effects of the development of the Property. This Covenant shall be construed only as providing an alternative means for payment for necessary public improvements through the formation of a Local Improvement District. Bindinp, Effect. This Covenant shall be construed to touch and concern the land, shall run with the land, and bind the Property Owner, its successors in interest, heirs, and assigns. Filing. This Covenant shall be recorded by the Property Owner with the King County Office of Records and the Property Owner shall pay all recording fees. Limitation. Nothing in this Covenant shall be construed to waive the Property Owner's right to object to the Property Owner's individual assessment (including the determination of special benefits allocable to the Property), or to appeal to the Superior Court the decision of the Federal Way City Council affirming the final assessment roll. DATED this l(0day ofN1 2011. Signature page follows GENESI CC ,V L E T. (Signature (o- A-f AK�, (Print name) 2000 16th St Denver, CO 80202 STATE OF ss_ COUNTY OF ) On this day personally appeared before me to me known to be the of that executed the foregoing instrument, &nd acknowledged the said instrument*be be tie freeand voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that he/she was authorized to execute said instrument. GIVEN my hand �pdVMiwal this day of 201 ? Ci #0 _ EXP5 (typed/printed nai�ie of notary) s_ (',' 04�20/23 r = Notary Public in and for the State of Washington. �A.LIG� �f��: My commission expirespl�j— a' , Rev. 05/17 Exhibit "A" Lot K, together with Lot L, of East Campus Corporate Park, Parcel 1 Binding site Plan, according to the plat thereof, recorded in Volume 191 of Plats, Pages 39-45, inclusive, in King County, Washington; Together with Lots 1 and 2, City of Federal Way Boundary Line Adjustment No. 18-100789-SU, as recorded in Volume 382 of Surveys, Pages 254 — 256, inclusive, under Recording No. 20180424900005, Records of King County, Washington. 253 McGRANAHAN chitecls 38 383 3084 2111 Pacific. Suite 100 Tacoma. Washington 98402 August 08, 2019 Kevin Peterson City of Federal Way 33325 8th Avenue South Federal Way, WA 98003 Solid Waste / Recycling Narrative DaVita Healthcare Office Park Superstructure, Permit # 18-105626 CO DaVita Healthcare Office Park TI, Permit # 19-100500 CO Dear Kevin, This narrative is in response to condition of approval 6 found in Exhibit A of the Process III Project Approval letter for the DaVita office building, which reads as follows: At time of building plan submittal, show the shared storage space for the garbage/recycling in the interior plans. Demonstrate how the roll up door and exterior loading area can be accessed by service vehicles (show related features such as loading dock, curb cuts, paving, and/or an accessible drive aisle). If the concept is to always store containers in the interior of the building, the plans shall show the designated custodial service/limited access area as well as the related wastewater drainage to the sanitary sewer. Provide details on any related odor control or ventilation features as well. If there are interior chutes that will be used to move waste from upper floors to custodial service area, show these in the interior plans. 253 383 3097 Response: Garbage and recycling components for the project are housed internally, in Receiving 118, on the south side of the first floor of the office building. The room is approximately 432 SF and is accessed from an interior service hallway by a pair of doors. Access from the exterior is via a man -door and a 9ft wide overhead coiling door. Multiple solid waste containers (typically 2CY size) will be located in the room and identified as recycle, waste, or compost. There are no exterior enclosures for trash containers in the project. n io Trucks will approach the service area along the southern parking drive lane (also a fire department access n route) and pull into the striped, dedicated loading zone facing Receiving 118. DaVita facilities staff will raise the automatic overhead door and maneuver the solid waste containers out onto the concrete pad where they will be picked up by the front -loader arm and dumped overhead. At DaVita's option, the service provider may be given an access code to allow activation of the overhead door. There are no overhead obstructions and the truck will have a 26-foot-wide parking lane and an 18-foot deep dedicated loading zone to maneuver in. 00oo.ao-1 Kevin Peterson August 08, 2019 Page 2 The overhead coiling door will be typically be in the closed position, shielding views of the waste and recycle containers. The floor of Receiving 118 slopes to a center floor drain connected to a sanitary sewer line to isolate any potential waste leaks. The walls surrounding Receiving 118 extend to the underside of the structure above and are sealed to prevent passage of odors to adjoining spaces, as well as to mitigate sound transmission. The room is served by an independent mechanical exhaust and fresh air intake, isolating the space from the remainder of the building. There are no trash chutes in the building. Architectural drawing sheets A1.01 and A2.14, originally issued with the Building Permit submission are attached for reference. A copy of the Spill Prevention Plan developed for this project is also included. Thank you in advance for your prompt attention to this narrative, please feel free to contact me directly with any questions. Sincerely, McGranahan Architects Todd Olson AIA Project Manager Distributions: Nord Sandstrom, Genesis KC Development Attachments: Drawing Sheets A1.01, A2.14 for reference Spill Prevention Plan 3 n U3 z Federal .� Way Attachment B Solid Waste Enclosures: Required Spill Prevention Plan & List of Best Management Practices In order to prevent waste and debris from contaminating surface water, Federal Way Revised Code 19.125.150(6)(d) requires a Spill Prevention Plan (SPP) to manage liquids that come from solid waste (trash) enclosures. All runoff must be treated prior to discharge to surface water. All wash water from trash enclosures must be disposed of via sanitary sewer. Trash enclosures with roofs must have a drain tied to sanitary sewer. Spill Prevention Plans should include the following information and Best Management Practices (BMP's). For sites with more than one trash enclosure, please number enclosures and summarize any differences in SPP information for each trash enclosure. 1. Location Information: Provide site address, business or occupant name(s), plus a basic site map showing the locations of trash enclosure(s), SPP-related features, and drain(s). Include all areas immediately surrounding the enclosure(s) and the pathway from enclosure(s) to building interior. Site Address: 3201 South 3231d Street Federal Way Business/Occupant Name: DaVita Inc. 2. Trash Enclosure Requirements: Please note the location and size of all trash enclosures on site. Please include a basic site map to show where enclosures, spill kits, and drains are located (see page 9). Enclosure 1: Located internally on building 1st floor Area/Size (square feet): 432SF Enclosure 2: Enclosure 3: Area/Size (square feet): Area/Size (square feet): (Attach additional pages if necessary) Based on floor area of each enclosure, indicate the options that make up your Spill Prevention Plan: Smaller Enclosures (175 square feet or less in size All liquid run off from the trash enclosure area will: ❑ A. Flow through a dedicated oil water separator for this specific trash enclosure that will be maintained and regularly serviced and renewed according to manufacturers' specifications. C:\Users\sglanzrock\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\5862RCC9\Spill Prevention Plan 2017aTWOedits.docx 063017 Trash Enclosure: Drainage Containment and Best h. .gement Practices Page 2 Make and Model: Service Frequency: ❑ Attach Manufacturer's Maintenance Requirements ❑ B. Flow through an oil water separator designated for other/additional impervious area on site (for example to manage run-off coming from drive -through lanes or other paved areas on site), which will be regularly serviced and renewed according to manufacturers' specifications. Make and Model: Service Frequency: ❑ Attach Manufacturer's Maintenance Requirements Additional measures: ❑ All wash water generated during pressure washing or general maintenance will be conveyed to sanitary sewer (for example by using a plastic catch basin insert and sump pump). ❑ List any additional procedures that apply to your specific SPP (also select BMP's below): Larger Enclosures more than 175 square feet in size X Floor drainage will be provided that ties to sanitary sewer (please attach Certificate of Availability obtained from sewer utility). Grate covering floor drain will have drain guard/mesh to prevent all solids'/4" or larger from entering the sewer system. X Roof over enclosure will prevent rainwater from entering the enclosure and this rainwater will require no treatment prior to discharge to surface water. X All wash water from the enclosure will be directed to the sanitary drain. ❑ Catch basin filter insert will be installed with the capability to remove small particles, oil, grease, fuel and PAHs (in case failure of primary containment causes waste water to flow into surface water catchment system). ❑ List any additional procedures'that apply to your specific SPP (also select BMP's below): 3. Why Identify Spill Prevention Plan Elements? Most "spills" from trash enclosures resemble two basic scenarios: A. Leaking dumpster or trash compactor, and runoff from wash water or rainfall B. A spill coming from material (such as waste oil) stored in or near the trash enclosure Trash Enclosure: Drainage Containment and Best ,�gement Practices Page 3 The situations in scenario "A" (leaking containers and managing runoff) are the foundation of your Spill Prevention Plan, and will be managed by using best management practices selected from the checklists that follow. However, your SPP will also focus on scenario "B" spills which require spill containment. Being prepared to contain typical spills at a trash enclosure will also help you manage "worst case" situations (such as spills of hazardous materials). Similar spill containment procedures apply in these situations, so by following your SPP you'll have the plans and tools to handle most spill containment situations. Scenario A. Spill Prevention Plan & Best Management Practices: Please select from the following general maintenance procedures and best management practices that will make up your Spill Prevention Plan: ❑ The enclosure area (interior and exterior walls, floor and gate surfaces) will be pressure - washed as part of site maintenance, approximately every months. o All pressure -wash liquids will be diverted from surface water and instead discharged to sanitary sewer (describe how): Twice per year, maintenance staff will inspect all exterior trash receptacles and containers and note any leaks, holes or rust/potential leakage, then report any issues to the hauling service company to complete repairs. ❑ Logs of on -site inspections and maintenance will be maintained by (the party responsible for maintaining your SPP). Logs will be available for review during site inspections performed by the City. Examples of logs are in Forms I and II below. All solid waste (including trash, recyclable materials, compostable materials, moderate risk wastes, used cooking oil, etc.) littered or spilled within the enclosure area shall be promptly cleaned -up and disposed. This debris will not be conveyed to surface water structures (either by surface water run-off or by spraying wash water). ❑ Changes and updates to relevant contact information regarding your SPP implementation will be provided to the City within 14 days. Twice per year, maintenance staff will inspect the trash enclosure and surrounding area periodically for cracked or damaged pavement or curbing that compromises the drainage containment design, allowing liquids from the enclosure to enter the surface water system. Necessary repairs will be completed as needed. Functional Spill Containment Kit will be maintained on site, along with periodic staff training for when and how to use. this Kit. The Spill Kit should include absorbant pads, filter bags, filter socks, and plastic bags for disposal of soiled items. 0 Briefly list any additional procedures that are part of your SPP: Trash Enclosure: Drainage Containment and Best gement Practices Page 4 Fats, Oils and Grease Elements: Add options to your SPP from the following list if the enclosure will have grease or cooking oil collection containers (for example, at food service establishments) Trash Enclosure BMP's for FOG (Fats, Oils and Grease): ❑ Position oil/grease collection and storage containers away from storm drain catch basins, to allow more time to discover and clean up any leaks or spills before they can reach the surface water system ❑ Close openings or cover the tops of outdoor grease and oil containers - do not allow rainwater into these containers to avoid potential for overflow ❑ Have grease and oil containers regularly emptied to avoid overflow conditions ❑ Use Secondary Containment (such as a Cooking Oil Filter Deck) ❑ In case of cooking oil or grease spills, use absorbant pads for clean-up and then dispose used pads in the trash ❑ List any additional procedures that apply to your specific SPP: Scenario B. Spill Containment and Reporting: The general spill response procedure at this facility is to stop the source of the spill, contain any spilled material and clean up the spill in a timely manner to prevent accidental injury or other damage. small Spills: Small spills are generally able to be contained by using onsite spill kits and are less than 25 gallons. Small spills will be contained by site personnel if they are able to do so without risking injury. Spill kits are located at the location(s) shown on the attached site map. Large Spill: Large spills are generally larger than 25 gallons and may be immediately dangerous to human health and/or the environment. In the event of a large spill, properly trained employee(s) should: • Assess the area for any immediate dangers to health or safety (i.e. a wrecked car on fire). If any dangers are present, move away from the area, and call 911 to request help. ■ Notify the contacts listed below and then continue your spill response. Retrieve the spill kit from the closest location. • Assess the size of the leak and any immediate threat of the spill reaching the floor/storm drains or permeable surfaces in the area. If there is an immediate threat and there are no safety concerns, then attempt to block the spill from coming in contact with the floor/storm drain or permeable surface. If no drain covers are available, then use an absorbant (cat litter) and/or sock booms or rags to stop the spill from getting into the drains or to any permeable surfaces. Trash Enclosure: Drainage Containment and Best Tv._dgement Practices Page 5 If the spill can be contained with absorbant booms, deploy them around the spill. Use the booms to direct the spill away from any immediate hazards (i.e. a wrecked car). ■ If there is no immediate threat to the floor/storm drains or permeable surfaces, or after controlling the spill, try to plug or stop the leak, if possible. If applicable, put on protective gear (gloves, goggles, protective clothing, etc.) and plug the leak. Once the spill has been contained and any immediate threat to storm drains or permeable surfaces has been minimized, contact the spill cleanup contractor and dispatch them to clean up the spill or commence spill cleanup procedures. If the above procedures are insufficient, cleanup for spills should be handled by a qualified Spill Cleanup Contractor of your choosing: Company Name: 24-hour Phone: Spill Reporting: Reporting is based on amount spilled and type of spill. Small Spills only need to be reported if they enter storm drains or surface waterways, such as a stream or roadside ditch. First, contain the spill, then promptly contact the City of Federal Way at (253) 835-2700. Please give the following information: spill address, specific location of onsite spill source, what was spilled (and how much), plus cleanup measures completed. Small spills that are fully contained on your site and completely cleaned -up do not need to be reported, but should be noted in your site log. For a Large Spill, or if any amount of oil or hazardous substance or waste (as defined in FWRC 11.15.010) is released to soil, surface water, or storm drains, please notify the following agencies immediately: National Response Center (800) 424-8802 Washington Emergency Management Division (800) 645-7911 Washington State Department of Ecology (425) 649-7000 4. Soill Prevention Plan Management The primary contact or designee shall administer this plan and will be responsible for updating and including any required documentation. Training: All personnel expected to respond to any spill must be trained on the contents and procedures in this plan. Only trained persons should respond to a spill. If you are not trained and witness a spill, call or notify the primary and secondary contacts listed in this plan. Spill Tracking: Records of all spills must be maintained. If a large catastrophic spill occurs, attach additional pages to describe the event. Include known or possible causes, areas affected, and effectiveness of the cleanup. Include a review of the cleanup contractor and their procedures. For small spills, it is sufficient to note on your Inspection Log, plus take measures to prevent a repeat occurrence and replenish spill kit supplies. Trash Enclosure: Drainage Containment and Best ._iagement Practices Page 6 Facility Inspections: Incidental routine daily inspections do not need to be logged unless a spill or leak is detected. Full site inspections will be conducted periodically by the primary contact or designee and, at a minimum, will focus on elements contained in Form I — Inspection Items. If the inspection finds any items unacceptable, these inspection results will be recorded and attached to this plan. If all items are deemed acceptable it is sufficient for the inspector to note only the inspection date and results on Form 11— Inspection Log. 5. Site Contact information Include contact information for the person or representative responsible for maintaining the spill prevention plan. Any contact information changes should be provided to the City within 14 days at the address below. Please include site address information with your update. The signature below indicates authority to submit this Spill Prevention Plan to the City of Federal Way on behalf of site, prof t nd business entity listed above - St nature. Name (printed): Address: Date: 7/,1) I9 Title: Ida er- Phone: 2 53 - 7 33 - Fax: 73 Email: Additional/Secondary Contact: Name (printed): R9al g� 0 Add i�. Title: gC ' Phone: Z63 -733 -,6262 Fax: u" - `135- 9-fS Email: 'Phu/. @Ja /& •Com Please send Spill Prevention Plan (and future updates) to: City of Federal Way Public Works Attn: Surface Water Quality Coordinator 33325 8t" Ave South, Federal Way, WA 98003-6325 Fax: (253) 835-2709 Questions or requests for clarification will be sent the contact person indicated on your draft SPP. Spill Prevention Plan and related logs shall be maintained on -site to allow reference by maintenance personnel and inspectors. QUESTIONS? Please Contact: City of Federal Way Public Works Surface Water Quality Coordinator ! ] j \ . � | ��-. � — §) § | ,| !■ :! ;. !| {| !• - || � � ! ` ' !.:|;,l�� .,,, i., ! | i� i! !� ! , � !| !� }§ ! • . : -. ��§§| � �. �, ,_� § �� | �� `; | | ; � �. | , ` | a _ � � �. . a , . , r w C- - I w mr C-4 RECEIVED VTENW NOV Z 9 7018 MEMORANDUM rrN 0F FEIQIEFLAL WAY COMMUNffY DEVELOPMENT DATE: November 9, 2018 TO: Rick Perez / Sarady Long City of Federal Way FROM: Jeff Schramm / Curtis Chin, P.E. TEN W SUBJECT: Updated Traffic Impact Analysis for the proposed DaVita Single -Tenant Office - Federal Way, WA TENW Project #5535 Transportation Engineering NorthWest This memorandum summarizes the Updated Traffic Impact Analysis (TIA) conducted for the proposed DaVita single -tenant office development. The traffic analysis was updated at the request of the City to include weekday AM peak hour LOS, updated PM peak hour LOS at the site access, and to reflect the latest site plan and new buildout year. This document includes a project description, trip generation estimate, trip distribution and assignment of project trips, and peak hour LOS analyses. Project Description The project site is located west of Weyerhaeuser Way S in the vicinity of S 323rd Street in the Federal Way city limits. A vicinity map of the surrounding area is shown in Figure 1. The project includes the development of up to 161,280 square feet of single -tenant office building area on a site that is currently vacant. Parking for the project would be provided at an adjacent 470 stall surface lot located on the north side of S 323nd Street, and 211 on -site stalls south of S 323nd Street located under and around the proposed building. Vehicular access to the site would be provided via a proposed full access driveway on 32nd Avenue S, a proposed full access driveway on S 323,d Street, and the west leg of the existing 32nd Avenue S / S 323nd Street roundabout. Improvements to the 32nd Avenue S / S 323nd Street roundabout are proposed to enhance pedestrian circulation with the proposed project. The locations of the proposed site access locations are shown in the Figure 2 preliminary site plan concept. Project buildout is expected by 2020. Study Area To assess the traffic impacts associated with the proposed project, based on discussions with the City of Federal Way, weekday peak hour LOS analyses were conducted the following intersections and time periods: 1 . 23rd Avenue S / S 320th Street (AM peak hour only) 2. S Gateway Center Plaza / 251h Avenue S / S 3201h Street (AM peak hour only) 3. Southbound 1-5 Ramps / S 3201h Street (AM peak hour only) 4. Northbound 1-5 Ramps / S 320'h Street (AM peak hour only) 5. 32nd Avenue S / S 320th Street (AM peak hour only) 6. 32nd Avenue S / S 323rd Street (AM and PM peak hours) 7. Weyerhaeuser Way S / S 3201h Street (AM peak hour only) 8. Proposed Site Driveway on S 323,d Street (AM and PM peak hours) 9. Proposed Site Driveway on 32nd Avenue S (AM and PM Peak Hours) Transportation Planning I Design j Traffic Impact & Operations 11400 SE 8th Street, Suite 200, Bellevue, WA 98004 j Office (425) 889-6747 It , liRIIY➢- _ S 2_et�+ St I s +r r AA . , • � .4�. � ,� „ • s" �, � �• 1< it ILI ►t {w t + •'S 304tk St• • ~r + Lake ak FkS 2LXt; _ _' — n 5,J12th r - 7-. L S...31mh S 3�i Fh Sf S 317ttt r ,. S+• i' } ,. JDJ S 326t3r 51 !I Site •C L-- aye e - _ - %,�• srl Lr3 k-f' 4 St• aw#i a utir -�rly0 46 LA 61 to y � '� .jr _ aE' `I., {� •fir � , ��" •o� !!! N e �■ L6kB •f. 348+ 448t ik. �. Updated Traffic Impact Analysis DaVita- Federal Way, WA LID I s• a ,. 1 :. if ! PO I.t a•S iTT. -7+ `�. L - _ [ " SO�i6 ,$•r �♦•v� Ui11_\ �• v.5 e' jj + +YS'vC ::fi -i' _ _ Z9' Lt%p- rt JJu5ti1 1 _ - _ _, • e = n LlCI_ :r_!. ..vie100 _ A+ � IS •• Ae:ir LffYi -S- }' .�'n --� _ ---.. �.-.: .-�::.--. � i.�_L'G � T - ..� ._ lt..l f , , A. }J 1 5 161,280 SF ii r _ ra o•� L°"'•` I 3 S I'ORY BUILDING { �•— rrs, �eirEcl. FF=455.00 �d I F2H: fSCVf:: c •.:v..rr: sane, (1�=I r�.aua:• •C5 nulunr_ J IJF_. JIB! 1� N QD Figure 2: Preliminary Site Plan NOTTOSCxLE 19 T E N W Pa November 2018 e 3 9 Updated Traffic Impact Analysis DaVita- Federal Way, WA Trip Generation The trip generation estimate for the proposed 161,280 sf DaVita single -tenant office development was based 1 methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10'h edition for land use code (LUC) 715 Single -Tenant Office Buildingj. Table 1 summarizes the weekday daily, AM peak hour, and PM peak hour trip generation estimates. Detailed trip generation calculations are included in Attachment A. i Table 1 - Trip Generation Summary New Trips Generated Time Period In Out Total Weekday Daily 907 907 1,814 Weekday AM Peak Hour 256 32 288 Weekday PM Peak Hour 41 235 276 As shown in Table 1, the proposed DaVita single -tenant office is estimated to generate 1,814 new weekday daily trips with 288 new trips occurring during the weekday AM peak hour (256 in, 32 out) and 276 new trips occurring during the weekday PM peak hour (41 in, 235 out). Traffic Volumes at Study Intersections and Site Driveways Existing weekday AM and PM peak hour traffic counts at the study intersections were conducted by All Traffic Data in 2017 and Traffic Data Gathering in 2018. The detailed traffic count data sheets are included in Attachment B. The existing AM and PM peak hour traffic volumes at the study intersections are shown in Figure 3. The weekday AM and PM peak hour trips generated by the proposed DaVita single -tenant office project were distributed and assigned through the study intersections based on the City's EMME/2 traffic model distribution plots provided by the City of Federal Way. The assignment of the weekday AM and PM peak hour project trips is shown graphically in Figure 4. The City's EMME/2 traffic model distribution plots are included in Attachment C. Based on discussions with the City of Federal Way transportation staff, future 2020 traffic volumes at the study intersections were estimated by applying a 2 percent annual growth rate to the existing counts to estimate future year 2020 weekday AM and PM peak hour traffic volumes without the proposed project. The 2 percent annual growth rate accounts for traffic growth in existing traffic and from new development in the area. Future without -project traffic volumes during the weekday AM and PM peak hours are shown in Figure 5. Future weekday AM and PM peak hour traffic volumes with the proposed DaVita single -tenant project were estimated by adding the project trip assignment (shown in Figure 4) at the study intersections to the without - project traffic volumes (shown in Figure 5). Figure 6 illustrates the future weekday AM and PM peak hour with -project traffic volumes at the study intersections. i T E N W November Page 4 Updated Traffic Impact Analysis DaVita — Federal Way, WA S 312th to CO EL S 314th It D N CD a S 316th St S 316th St CA CD 3171h 51 y +5th PI tS D 8th PI CD S 320th St a v' a r < Y tD < < I 1 CD ! 1 S 324th St rn rn "'Q�- L S 330th St 23rd Ave 5 1 S3201hV R 107 +r1i "v�iJ -817 'Oe- 150 63 --4 815 � 22 32nd Ave S / 5 323rd St �85(16) 31 (36) 1 (0) (0) 0:!) (31) 1--* (54) 5--)o. 71 S Goleway Censer Blvd 1251hAveSIS320:151 69 .0 'o F 1,059 CO ENH ` 25 26 Cn u, a 1V2 15 r Weyerhaeuser Way S / S 3201h SI 4— 670 121 5 J2011, 51 824 33 ? a C-1 I-5 SB Ramps / S 320th St N (— 738 175 807 � 115� LEGEND ® Study Intersection T XX AM Peak Hour (XX) (PM Peak Hour) a S 312th It S 3l3111�� S 315th PI a < N (D y 131 8th It S 320th St S 321 st It w�'o "0 :r m m N p 1-5 NB Ramps / S 3201h SI — 207 F 602 5 320t1i St 611 --IN- 32nd Ave S / S 3201h St F 695 39 2� 860-)P. 206� N (i) Figure 3: 2018 Existing Weekday Peak Hour Traffic Volumes NOTTOS[ALE TE N W November Page 5 S 314th St y (D S 316th St S 316th St N S 3171h 51 S 3161h PI D a �O�e'r'g�sd S 318th PI N S 320th St _W ia <fD C I S 324th St rn yr S 330th St 23rd Ave S / S 3201h St If-3 ?ax si 55'- 32nd Ave S / S 323rd St n > 4 (32) o � M c') (31) 4� Weyerhaeuser Way S / S 341st SI / S Access F 9 90 -� Weyerhaeuser Way S / S 32DIh St <-- 37 X-43 2 J70 !i Si 9--1 S 11 S 312th St C. ' iMx OL N < S �,b{�SiQ CD N N .,. .�,. S 320th St Updated Traffic Impact Analysis DaVita - Federal Way, WA A b S 312th St s S ,3134hS� � 0 a S 315th PI C m N S 318th St S 32151 St N _ 3 Q r - I < �� 1 (D (/ 1 100 N M—M 3 S 323rd�t m fit' N a a° yC T S 328st tJ c rn I-S SB Romps / S 3201h Sl m 3 96 -� + S 323rd Si / Site Access to N c 31 (7) �o w a 16 (3) y .iil•n Si rl 1 v (5) 35 4 a rn I-S NB Ramps / S 320th S1 R 2 t 32nd Ave S 1 Sire. AcCes � 16 1128) CO CO Figure 4: Weekday Peak Hour Project Trip Assignment V TENW Ma S 32nd Ave S / S 3201h St 5 3IOtl; cr � 37 1 r h a 172 tt LEGEND ® Sludy Intersection ® Site Access XX AM Peak Hour (XX) (PM Peak Hour) N T Nor To scr,ic November 9, 2018 Page 6 N W 53141hSt D (D S 316th St S 316th St w S 317th St S 3161 h P1 N H n �y09 0 �\46 S 318th PI 0 v, ��et f S 320th St W � CL N < I S 324th St S 330th St 23rd Ave S / 5 320th Si z R-III In � CNi y 3if1•h it 156 o if 6 d N 848 ^ 23 32nd Ave S / S 323rd St c �L-.5(17J = n O �- �l- 1 J CO 0I. r- 32 t7 ,S :177v1 SI (0) 0� 132) 1 (56) 5--lo. Weyerhaeuser Way / S 341 sl 51 / S Access 72 C, N ^ 4-1,102 n ' 46 1 t 27 —1( c Lo N 1,115 —o. Weyerhaeuser Way S / S 320Ih St t— 697 126 - 32011, 51 R 857 —> 1 34 s G v S 312th St OL N 3 (D N US 323rd�l rn 1-5 56 Romps / 5 3201h 51 E c F 768 o 182 S R i S! 840 --p o 390� s LEGEND Study Intersection t XX AM Peak Hour (XX) IPM Peak Hour) Updated Traffic Impact Analysis DaVita — Federal Way, WA A S 312th St S 3131" N v _.!t3 S 315th PI � w S 318ih St S 320th St S 321 stSt m Y o CD q Cx O cl 7 S 3285t St d r-5 N8 Ramps / ` S 320th St 215 E— 626 t .f101!51 !'l gAg 1 t 536 �)• -_^� Q N7 Figure 5: 2020 Without -Project Weekday Peak Hour Traffic Volumes 32nd Ave S / 5 3201h Si E— 723 A(— A] surer.. 2� 895 -.) m In 214 N T NOT TO SCALE TEN W November Page 2018 Updated Traffic Impact Analysis DaVita - Federal Way, WA S 312th It 5 312th St S 313A%5 3141h St y N m` CL �d> S 316thTStS 316th It ti < 53 a a S 315th PI S 317th Sl yr > n S 316th Pl N w m S00\0 ��Id S 318th St S 318th PI G� S 320th It © 1321 st St S 320th It w w CL f7r > 3 CL r D ML I n m <(u S 324th It "' w I 1 ` M-M 10 3 N S 323rj�l < CD n+a�� y TA a S 330th It 23rd Ave S / 5 320th 51 114 vNi Lo�I� N F855 157 '1�1I11CI r `ifr 66-4 - m 903 --)1. 23 -14 32nd Ave S / S 323rd St ►� 921491 32 (37) (0) 0::!) (63) 5 156) 5-> Weyerhaeuser ways/ S 341 sl Si / 5 Access 73 v N CO C46 � T ?I 27 -14 v n 1,205 --). 16 Weyerlaeuser Way S / S 3201h St E- 734 169 866--lo. 1 34 °a IS 59 Ramps / S 320th St E v c' E- 778 185 37U'i ti 936--11. 390- `F S 323rd St / Site Access D U 0 o ter c —31 (7) 0J 0 ,0 121 (54) i N 16 (3) S iJLH Sr (0) 0 R �/ 1 f [130)9�� (5) 35 - N V OFT An o 1-5 NB Ramps / S 3201h St 0 — 217 c: z � Lr�JI sl F 639 FG b 794 -b� 3 1 o O 00 � M 32nrj Ave 5 / Sity Access a R 16(128) 4 -J �0(01 O• O �0 Figure 6: 2020 With -Project Weekday Peak Hour Traffic Volumes 32nd Ave S / S 3201h Si F 723 78 2� 895 -) � v 386 -y LEGEND Study Inlersection ® Site Access XX AM Peak Hour (XXJ (PM Peak Hour) N T NOT iD SCALE J TENW November99, 2018 8 9 Updated Traffic Impact Analysis DaVita- Federal Way, WA Level of Service Analysis -1 Existing 2018 and future 2020 weekday AM and PM peak hour level of service ILOS) analyses were i conducted at the study intersections with and without the proposed DaVita single -tenant office development based on methodologies and procedures outlined in the latest HighwayCaoac//yMonuol16'h Edition). The LOS methodology is described in Attachment D. The Synchro Version 10.3soflware package was used to determine LOS results at the study intersections. ti Tables 2 and Table 3 summarize the AM and PM peak hour LOS analysis results at the study intersections. The detailed LOS calculation sheets are included in Attachment D. 1 Table 2 - Existing Weekday AM and PM Peak Hour LOS Summary l 2018 Existinq Delay Study Jntersection/Movement LOS (sec) v/c' AM PEAK HOUR Signalized 1.23rd Ave S / S 320th St C 26.8 0.75 2. S Gateway Center Plaza / 25th Ave S / S 320th St A 8.1 0.71 3. Southbound 1-5 Ramps / S 320th St C 25.8 0.83 4. Northbound 1-5 Ramps / S 320th St B 14.8 0.85 5. 32nd Ave S / S 320th St A 1.6 0.55 7. Weyerhaeuser Way S / S 320th St A 3.6 0.61 Roundabout 6. 32nd Ave S / S 3231d St A 3.4 - Eastbound Approach A 2.7 0.01 Westbound Approach A 3.5 0.12 Southbound Approach A 3.3 0.06 PM PEAK HOUR Roundabout 1. 32nd Ave S / S 323rd St A 3.4 - Eastbound Approach A 3.5 0.09 Westbound Approach A 3.1 0.05 Southbound Approach A 3.3 0.07 1. V/c shown at signalized intersections is the max v/c ratio for all lane groups. TENW November Page 9 iw Updated Traffic Impact Analysis DaVita- Federal Way, WA Table 3 - Future 2020 Weekday AM and PM Peak Hour LOS Summary 2020 Without -Project 2020 with -Project Delay Delay Study Intersection/Movement LOS sec v/c' LOS sec v/c' AM PEAK HOUR Sicinalized y 1. 23rd Ave S / S 320th St C 27.2 0.86 C 27.8 0.87 2. S Gateway Center Plaza / 25th Ave S / S 320th St A 8.2 0.72 A 8.1 0.72 3. Southbound 1-5 Ramps / S 320th St C 26.3 0.83 C 27.7 0.83 4. Northbound 1-5 Ramps / S 320th St B 15.0 0.85 B 14.2 0.85 5. 32nd Ave S / S 320th St A 1.6 0.58 A 2.5 0.60 7. Weyerhaeuser Way S / S 320th St A 3.7 0.61 A 3.3 0.63 Roundabout 6. 32nd Ave S / S 323rd St A 3.5 - A 3.8 - Eastbound Approach A 2.7 0.01 A 2.8 0.01 r Westbound Approach A 3.6 0.12 A 3.7 0.13 Southbound Approach A 3.3 0.07 A 4.0 0.14 Stop Controlled A. S 323rd Street / Site Access Northbound Shared Left -Right A 9.5 0.01 Eastbound Left -Turn - - A 0.0 0.00 Westbound Left -Turn - - A 7.3 0.01 Southbound Shared Left -Right - - - B 10.0 0.01 j B. 32nd Avenue S / Site Access Westbound Shared Left -Right - - A 8.7 0.02 Westbound Shared Left -Right - - - A 7.6 0.10 PM PEAK HOUR Roundabout 6. 32nd Ave S / S 323rd St A 3.4 - A 3.6 - Eastbound Approach A 3.6 0.09 A 3.9 0.12 Westbound Approach A 3.1 0.05 A 3.5 0.08 Southbound Approach A 3.4 0.08 A 3.4 0.09 Stop Controlled A. S 323rd Street / Site Access Northbound Shared Left -Right - - - A 9.9 0.07 Eastbound Left -Turn - - - A 0.0 0.00 Westbound Left -Turn - - - A 7.5 0.00 Southbound Shared Left -Right - - - B 10.2 0.04 B. 32nd Avenue S / Site Access Westbound Shared Left -Right - - - B 10.0 0.16 - Westbound Shared Left-Ri ht - - - A 7.6 0.12 1. V/c shown at signalized intersections is the max v/c ratio for all lane groups. As shown in Table 3, the study intersections and site driveways are anticipated to operate at acceptable levels (LOS C or better) in 2020 without or with the proposed DaVita single -tenant office development during both the weekday AM and PM peak hours. Additionally, all v/c ratios are anticipated to be less than 1.2 _l for all movements at signalized intersections and less than 1.0 for all movements at unsignalized intersections, meeting City standards. TEN W NovembePage 10 i Updated Traffic Impact Analysis DaVita - Federal Way, WA Pedestrian Access Parking for the project would be provided at two locations for the project: (1) an adjacent 470 stall surface lot located on the north side of S 323^d Street, and (2) 211 on -site stalls under and around the proposed building south of S 323°d Street. Pedestrian access between the building and the parking lot on north side of 323rd will be accommodated by a new crosswalk on the east leg of the adjacent roundabout. The new crosswalk would include modification to the splitter island and a new rapid flash beacon (RRFB) to increase pedestrian safety. If you have any questions regarding the information presented in this memorandum, please feel free to contact me at (425) 250-0581 or schrammOtenw.com. %TENW November 9, 2018 Page 11 Updated Traffic Impact Analysis DaVita- Federal Way, WA ATTACHMENT A Trip Generation Calculations DaVita Federal Way Trin Generation Estimate Directional Split2 Trios Generated Lund Use Area Units' ITE LUC2 Trip Rate In Out In Out Total DAILY Proposed Use: Single -Tenant Office Building 161,280 GFA 715 11.25 50% 50% 907 907 1,814 NET NEW DAILY TRIP GENERATION = 907 907 1.814 AM PEAK HOUR Proposed Use: Single -Tenant Office Building3 161,280 GFA 715 eqn 89% 11% 256 32 288 NET NEW AM PEAK HOUR TRIP GENERATION = 256 32 288 PM PEAK HOUR ProPro oosed Use: Single -Tenant Office Building3 161,280 GFA 715 eqn 15% 85% 41 235 276 NET NEW PM PEAK HOUR TRIP GENERATION = 41 235 276 Notes: 1. GFA = Gross Floor Area. 2. Land Use Code, trip rates, and entering/exiting splits based on ITE Trip Generation Manual, IOth Edition, 2017. 3. AM and PM peak hour trip rate equations based on peak hour of generator. % TEN W 11/9/2018 Updated Traffic Impact Analysis DaVita- Federal Way, WA ATTACHMENT B Existing Traffic Count Data TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 6:00 AM - 8:00 AM PEAK HOUR: 7:00 AM TO 8:00 AM Peds = 5 U) 235 E— co u w m U-Turn 0 234 337 53 Bicycles 0 50 INTERSECTION PEAK HOUR VOLUME IN 2,506 OUT 2,506 T aD c a� 7E co N 1 0 1 101 107 1 817 1 150 COUNTED BY: TDG REDUCTION DATE: Fri. 7/27/18 63 815 22 1 0 878 901 L C N 7 d F- � u Peds = 7 118 0 Bicycles 65 194 11 0 U-Turn u a� HV PHF SB 2.9% 0.81 NB 2.6% 0.89 WB 11.3% 0.92 EB 4.7% 0.87 INTRS. 3.7% 0.92 PHF = Peak Hour Factor HV = Heavy Vehicle 23rd Avenue S @ S 320th Street Federal Way, WA DATE OF COUNT: Tue. 7/24/18 TIME OF COUNT: 6:00 AM - 8:04 AM § § | R 0 � 2 � -Al � �©©®®®,°;§!!■ §■§■§_ ©�a■ » !� 1112;■2:1.n® | | ' � n;;;; ..........�� ■ § / , || ■......... ...�� 2 = ;!»G§!m■;. 4||■;■;■■■n2!=2142k .42 ■|§2!#,@r«!|||!!11 of TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 6:00 AM - 8:00 AM PEAK HOUR: 7:00 AM TO 8:00 AM SIB 0.9% 0.75 NB 0.0% 0.71 WB 3.2% 0.81 EB 2.3% 0.90 INTRS. 2.6% 0.89 PHF = Peak Hour Factor HV = Heavy Vehicle Gateway Center Boulevard S/25th Avenue S @ S 320th Street Federal Way, WA COUNTED BY: TDG DATE OF COUNT: Tue. 7/24/18 REDUCTION DATE: Fri. 7/27/18 TIME OF COUNT: 6:00 AM - 8:00 AM it � � ��!■ ol | § ` |�� 2�; |;■ g.. § k $! ;;;■___,■��;�■■ k. §k�|§|2991.9 49/§2 );E _ )� | . TTRA FFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 6:00 AM - 8:00 AM PEAK HOUR: 7:00 AM TO 8:00 AM Peds = 7 1 •1 i I i a E U ca m 561 70 J O J M 0 0 LO 425 4 132 5 320th Street Cn a U-Turn 0 0 1,182 807 Bicycles 0 375 ' INTERSECTION PEAK HOUR VOLUME IN 2,656 OUT 2,656 COUNTED BY: REDUCTION DATE a E ca c O m rn 19 TDG Fri. 7/27/18 �r 0 0 0 0 0 554 C W 7 U m Peds = 0 S 320th Street 0 0 Bicycles 738 913 0 175 0 U-Turn ii a� B_ 939LT HV I PHF SB 3.2% 0.77 NB #N/A #N/A WB 3.5% 0.80 EB 1.6% 0.85 INTRS. 2.6% 0.89 PHF = Peak Hour Factor HV = Heavy Vehicle 1-5 SB Ramps @ S 320th Street Federal Way, WA DATE OF COUNT: Tue. 7/24/18 TIME OF COUNT: 6:00 AM - 8:00 AM I r rl 1 2 O a 0 a m w O ¢ = F 2 Z O N � � W m 3 f � f C m S D n < ❑ m S m n° a 4 o e D o o ❑ 4 ❑ a x n O W S 3 P ❑ ❑ P f ry O r+ rr11 uai m 6 � ❑ n t � a n Q = O E s ❑ ❑ O K f m O s m a e a a n t C 6 ❑ D ❑ n ❑ Z J ❑ P tY N o E Z � F � ❑ ❑ f N O K _ > 2 � P P � n v ❑ a n z g ss 9 a s g ss sy z w s i n 1 a YY W TRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 6:00 AM - 8:00 AM PEAK HOUR: 7:00 AM TO 8:00 AM Peds = 2 I� L— N C Q N E T_ U C O co Z 0 0 Lf?0 0 0 995 E- 0 n y m U-Turn 0 0 d 955 611 [Bicycles 1 344 INTERSECTION PEAK HOUR VOLUME IN 2,515 OUT 2,515 a E m c O m z 207 393 1 0 358 _] 01 0 344 751 nE Peds = 0 207 602 0 n E m w O m z 0 Bicycles 809 0 U-Tum d 969 HV I PHF SB #N/A #N/A NB 5.5% 0.94 WB 4.8% 0.93 EB 2.1% 0.93 INTRS. 4.0% 0.95 PHF = Peak Hour Factor HV = Heavy Vehicle 1-5 NB Ramps @ S 320th Street Federal Way, WA COUNTED BY: TDG DATE OF COUNT: Wed. 8/15/18 REDUCTION DATE: Tue. 8/28/18 TIME OF COUNT: 6:00 AM - 8:00 AM [$ ( |mod - -�©�2,rr§;,2! §k -1 -1 -1 -d- l��;,■G�; �§ !�� ,��l;!§§@!§■, q -,-d ;l;, § „ k i § (k $��,�� |% |� § ;■■■;■■;�■,■■|!■ & p�k)�§ 712 0 u W EL U-Turn 1,068 Bicycles TRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 6:00 AM - 8:00 AM PEAK HOUR: 7:00 AM TO 8:00 AM Peds = 1 I N C N U 7 p 0 0 ■■ 0 1 0 0 T 2 0 860 0 206 INTERSECTION PEAK HOUR VOLUME IN 1,824 OUT 1,824 17 1 0 1 5 0 0 m N4 245 22 y M F > _U m Peds = 2 COUNTED BY: TDG REDUCTION DATE: Fri. 7/27/18 S 320th Street 0 1 rLBicycles 734 T U-Turn u 695 39 0 N d HV I PHF SB #NIA #N/A NB 0.0% 0.61 WB 3.4% 0.77 EB 1.9% j 0.88 INTRS. 2.5% 1 0.85 PHF = Peak Hour Factor HV = Heavy Vehicle 32nd Avenue S @ S 320th Street Federal Way, WA DATE OF COUNT: Tue. 7/24/18 TIME OF COUNT: 6:00 AM - 8:00 AM O — i a J 0 F w r O z � f z rc F 2 O m r 3 N C F P M1 p d � m K y S P d V 6 y m ❑ a 6 tl 6 z ya n d O r P Q N ul F � q C y > x N y v m p P tl � P K ❑ F ❑ z 3 x � C � q ❑ tl N Q � Ca 0 0 a e 0 P 4 P $ m P P P a p tl ~ o z e e o o v v o e e e o o a❑ e � a a 2 O � � q z R � O C o � a S a 6 P ❑ r 2 U F w i a 8 p o a o i w xY i x 6 a a 6 Location: 2 32ND AVE S & S 323RD ST AM Date and Start Time: Thursday, November 2, 2017 Peak Hour: 07:15 AM - 08:15 AM (303) 216-2439 www.al Itrafficdata. net Peak Hour All Vehicles 58 84 1 DWY i J! 4V 83 85 1 1 y � 114 30 W 178 E 0 C71 n n t r 7 steno s� 1 1 HV% PHF EB 0.0% 0.30 WB 0.0% 0.66 NB SB 1.7% 0.76 All 0.6% 0.71 Heavy Vehicles 1 ! t0 1 l L Vt �J p p 0 N 0-0 *— 0 `"_WIME p � 0 � S r0 � 1i r F t Traffic Counts - All Vehicles DWY S 323RD ST Interval Eastbound Westbound Northbound Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru 1 7:00 AM 0 1 2 0 0 0 4 15 7:15AM 0 0 0 0 0 0 9 15 7:30 AM 0 1 4 0 1 0 5 18 7:45 AM 0 0 1 0 0 0 11 32 8:00 AM 0 0 0 0 0 0 5 18 8:15AM 0 1 0 0 0 0 7 13 8:30 AM 0 0 0 0 1 0 8 13 8:45 AM 0 0 0 0 0 0 6 8 Count Total 0 3 7 0 2 0 55 132 Peak Hour 0 1 5 0 1 0 30 83 -� Traffic Counts -Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SB Total Start Time EB NB WB SB Total 7:00 AM 0 0 0 0 7:00 AM 0 0 0 0 7:15AM 0 0 0 0: 7:15AM 0 0 0 0 7:30 AM 0 0 0 0 7:30 AM 0 0 0 0 7:45 AM 0 0 0 0 7:45 AM 0 0 0 0 8:00 AM 0 0 1 1 8:00 AM 0 0 0 0 8:15AM 0 0 0 0 8:15AM 0 0 0 0 8:30 AM 0 1 1 2 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 8:45 AM 0 0 0 0 Count Total 0 1 2 3 Count Total 0 0 0 0 Peak Hour 0 0 1 1 Peak Hour 0 0 0 0 Pedestrians/Bicycles in Crosswalk 32ND AVE S Southbound Rolling _ ht U-Turn Left Thru Right Total Hour 0 2 0 3 27 167 0 0 0 9 33 178 0 1 0 14 44 173 0 1 0 18 63 163 0 1 0 14 38 124 0 0 0 7 28 1 0 0 11 34 0 1 0 9 24 1 6 0 85 291 0 3 0 55 178 Location: 3 32ND AVE S & S 323RD ST PM r MOO r r Date and Start Time: Wednesday, September 13, 2017 L. Peak Hour: 04:00 PM - 05:00 PM (303) 216-2439 www.alitrafficdata.net Peak Hour All Vehicles n 46 . ' DAVI TA ACCE� " c � � —1 J 1 L It J 42 4—N L 35 51 W 83 r.y 53 ~ 211 E d 123 milnfr a o � c. � 53i31ip ti 1 t 0 o HV% PHF EB 0.0% 0.74 WB 0.0% 0.64 NB 0.0% 0.00 SB 0.0% 0.77 All 0.0% 0.80 Traffic Counts - All Vehicles DAVITA ACCESS Heavy Vehicles 0 0 _1 L� 0 �«1 1 L. UL 0 0 N �w E 0,..� o� s ro �0 1 1 rC- a -I- -I- F 0 0 S 323RD ST Pedestrians/Bicycles in Crosswalk L 1ww�► 1 N 1 0 fi o W xGw 1 0 1 �0 0� 32ND AVE S Interval Eastbound Westbound Northbound Southbound Rolling Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour j 4:00 PM 0 5 23 0 0 0 6 2 0 0 0 0 0 19 0 1 56 211 J 4:15 PM 0 9 7 0 0 0 10 0 0 0 0 0 0 14 0 1 41 206 4:30 PM 0 10 11 0 0 0 11 9 0 0 0 0 0 23 0 2 66 201 1 4:45 PM 0 6 12 0 0 0 8 5 0 0 0 0 0 14 0 3 48 178 J 5:00 PM 0 8 7 0 0 0 8 2 0 0 0 0 0 26 0 0 51 161 5:15 PM 0 3 11 0 0 0 2 1 0 0 0 0 0 17 0 2 36 5:30 PM 0 8 6 0 0 0 10 5 0 0 0 0 0 12 0 2 43 5:45 PM 0 3 9 0 0 0 2 2 0 0 0 0 0 15 0 0 31 Count Total 0 52 86 0 0 0 57 26 0 0 0 0 0 140 0 11 372 Peak Hour 0 30 53 0 0 0 35 16 0 0 0 0 0 70 0 7 211 1 Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk Interval Heavy Vehicles Interval Pedestrians/Bicycles on Crosswalk Start Time EB NB WB SIB Total Start Time EB NB WB SB Total 4:00 PM 0 0 0 0 0 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15PM 0 0 0 0 0 5:15PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 v a> a TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 6:00 AM - 8:00 AM PEAK HOUR: 7:00 AM TO 8:00 AM S 320th Street U Turn 0 824 857 0 33 Bicycles INTERSECTION PEAK HOUR VOLUME IN 1,862 OUT 1,862 Bicycles S 320th Street 670 1 791 121 0 u U-Turn a 973 co DE65 149 0 1 y co (D 154 214 m m Peds = 0 HV I PHF NB 1.9% 0.71 WB 2.7% 0.70 EB 1.9% 0.86 INTRS. 2.2% 0.86 HV = Heavy Vehicles PHF = Peak Hour Factor Weyerhaeuser Way S @ S 320th Street Federal Way, WA COUNTED BY: TDG REDUCTION DATE: Fri. 7/27/18 DATE OF COUNT: Tue. 7/24118 TIME OF COUNT: 6:00 AM - 8:00 AM 2 2 F O VV Ny S N Q d F Z IC F P P x Z � P N N FF 3 F. f O n K h = ❑ d 6 m v a" a a v a v p o a o 0 o e e P e v a a v o v a o 0 o p e o e e e o z 0 3 d 5: N � Q H ul E $ F �' G P f H m ❑ m F a v N jZ 4 b i 3 o m r � v n s � a 3 m a e z e e e e e e a v a a a v a p r ¢ Z O 4 ❑ z r rc O Z F e � e e e e e e e e e v a v v v a f C 2 p G Zry s s m e a e e e e e e e a a v v v v a o aY � yG 6 Updated Traffic Impact Analysis DaVita- Federal Way, WA ATTACHMENT C EMME/2 Traffic Model Distribution Plot s., r k N W rLoDGE At PEAS v a �^ a V 7 3 t.111t i i��•Y •. S 3A; HILE S Mt H � q 1 •� J • I J J J P� J 3 r ' . J �t � 2 b J 5 Id HIS" Y e i ti e: f Updated Traffic Impact Analysis DaVita- Federal Way, WA ATTACHMENT D LOS Methodology & Calculations I I Updated Traffic Impact Analysis DaVita- Federal Way, WA Level of Service Methodology Level of service calculations for intersections were based on methodology and procedures outlined in the 2016 update of the Highway CapacilyManual, Transportation Research Board (HCM 61h Edition) using Synchro 70.3 traffic analysis software. LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free -flow conditions (motorists experience little or no delays), and LOS F represents forced -flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control delay )sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group )additional v/c ratio criteria apply to lane group LOS only). The LOS reported at stop -controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major -street movement land for the overall intersection at all -way stop controlled intersections. Additional v/c ratio criteria apply to lane group or movement LOS only). Table D1 outlines the current HCM 6rh Edition LOS criteria for signalized and stop -controlled intersections based on these methodologies. Table D1 ` LOS Criteria for Signalized and Stop Controlled Intersections' SIGNALIZED INTERSECTIONS STOP -CONTROLLED INTERSECTIONS LOS by Volume -to LOS by Volume -to Capacity (V/C) Rotjo7 Cao0city [V/C) Ratio3 Control Delay Control Delay sec/veh <_ 1.0 > 1.0 sec/veh 5 1.0 > 1.0 <_10 A F 510 A F > 10to:520 B F > 10to:5 15 B F >20to<_35 C F > 15to<_25 C F >35to<_55 D F >25to<_35 D F >55to<_80 E F >35to<_50 E F >80 F F >50 F F 1 Source: Highway Capacity Manual, Transportation Research Board, 2016. 2 For approach -based and intersection -wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major -street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach -based and intersection -wide assessments at all -way stop controlled intersections, LOS is solely defined by control delay. Lanes, Volumes, Timings 1: 23th Ave S & S 320th St 11/06/2018 --- 1 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations M tfT )) ttT t r M T Traffic Volume (vph) 64 815 22 150 817 107 11 65 118 234 53 50 Future Volume (vph) 64 815 22 150 817 107 11 65 118 234 53 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% -5% 1 % 0% Storage Length (ft) 225 0 300 0 275 0 300 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 822 540 617 481 Travel Time (s) 16.0 10.5 14.0 10.9 Confl. Peds. (#/hr) 1 13 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 11 % 11 % 11 % 5% 5% 5% Bus Blockages (#Ihr) 16 6 10 10 4 16 4 16 6 6 10 4 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 28.5 10.5 30.5 9.5 41.5 10.5 9.5 43.5 Total Split (s) 15.0 51.0 20.0 56.0 15.0 43.0 20.0 26.0 54.0 Total Split (%) 10.7% 36.4% 14.3% 40.0% 10.7% 30.7% 14.3% 18.6% 38.6% Yellow Time (s) 3.5 3.5 4.5 4.5 3.5 4.5 4.5 3.5 4.5 All -Red Time (s) 1.0 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 0.5 0.5 0.0 0.5 0.5 Total Lost Time (s) 4.5 4.5 5.5 5.5 5.0 6.0 5.5 5.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:17 (12%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green ' Natural Cycle: 95 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Rnlik ant Phncec• 1. 93th Ave R A S 390th St 02 \0 �3 -*04 tR) s 4- g I 1156S 1`• DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour HCM 6th Signalized Intersection Summary J 1: 23th Ave S & S 32Oth St --► *-- *-- t 1I11/06/2018 i Movement EBL EBT EBR WBL WBT WBR NBI_ NBT NBR SBL SBT SBR Lane Configurations )) tO )) ttT t r )I T Traffic Volume (veh/h) 64 815 22 150 817 107 11 65 118 234 53 50 Future Volume (veh/h) 64 815 22 150 817 107 11 65 118 234 53 50 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 0.96 1.00 1.00 0.94 1.00 1.00 0.98 1.00 1.00 0.98 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1708 1708 1708 2052 2052 2052 1731 1731 1731 1826 1826 1826 Adj Flow Rate, veh/h 70 886 24 163 888 116 12 71 13 254 58 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 11 11 11 5 5 5 Cap, veh/h 968 2808 76 217 1766 230 104 164 220 297 102 95 Arrive On Green 0.31 0.61 0.60 0.11 0.72 0.71 0.06 0.09 0.10 0.09 0.12 0.12 Sat Flow, veh/h 3156 4602 124 3791 4895 636 1649 1731 1410 3374 848 789 Grp Volume(v), veh/h 70 598 312 163 676 328 12 71 13 254 0 112 Grp Sat Flow(s),veh/h/In 1578 1555 1617 1895 1867 1797 1649 1731 1410 1687 0 1637 Q Serve(g_s), s 2.2 13.0 13.0 5.8 11.1 11.3 1.0 5.4 0.8 10.4 0.0 9.1 Cycle Q Clear(g_c), s 2.2 13.0 13.0 5.8 11.1 11.3 1.0 5.4 0.8 10.4 0.0 9.1 Prop In Lane 1.00 0.08 1.00 0.35 1.00 1.00 1.00 0.48 Lane Grp Cap(c), veh/h 968 1897 987 217 1347 648 104 164 220 297 0 196 V/C Ratio(X) 0.07 0.32 0.32 0.75 0.50 0.51 0.12 0.43 0.06 0.86 0.00 0.57 Avail Cap(c_a), veh/h 968 1897 987 393 1347 648 118 458 460 506 0 561 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.4 13.2 13.2 61.0 14.0 14.3 61.9 59.8 30.2 63.0 0.0 58.3 Incr Delay (d2), s/veh 0.0 0.4 0.8 1.9 1.3 2.7 0.2 0.7 0.0 2.9 0.0 1.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 1.5 8.1 8.5 4.9 6.7 7.0 0.7 4.4 0.6 8.1 0.0 6.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.4 13.6 14.0 62.9 15.3 17.0 62.1 60.5 30.3 65.8 0.0 59.3 LnGrp LOS C B B E B B E E C E A E Approach Vol, veh/h 980 1167 96 366 Approach Delay, slveh 15.2 22.4 56.6 63.8 Approach LOS B C E E timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.3 19.3 13.5 89.9 13.8 22.8 47.4 56.0 Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 21.5 37.5 14.5 46.5 10.5 48.5 10.5 50.5 Max Q Clear Time (g_c+11), s 12.4 7.4 7.8 15.0 3.0 11.1 4.2 13.3 Green Ext Time (p-c), s 0.4 0.4 0.2 8.5 0.0 0.6 0.0 10.2 Intersection Summary HCM 6th Ctrl Delay 26.8 HCM 6th LOS C DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings 2: 25th Ave S/S Gateway Center Blvd & S 320th St --p. f-*--- 4\ t 1I11/06/2018 i 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ) +tT 1� I T Traffic Volume (vph) 27 1072 15 29 1059 69 13 5 19 74 2 38 Future Volume (vph) 27 1072 15 29 1059 69 13 5 19 74 2 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -1 % 2% -1 % Storage Length (ft) 100 0 200 0 125 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 25 25 Link Distance (ft) 540 436 603 348 Travel Time (s) 10.5 8.5 16.4 9.5 Confl. Peds. (#/hr) 4 2 8 3 3 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 0% 0% 1 % 1 % 1 % Bus Blockages (#mr) 0 6 0 0 2 0 2 0 6 6 0 2 Shared Lane Traffic (%) Turn Type Prot NA Prot NA D.P+P NA D.P+P NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 8 4 Detector Phase 5 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 21.5 10.0 31.0 10.0 39.0 10.0 37.0 Total Split (s) 17.0 67.0 17.0 67.0 15.0 39.0 17.0 41.0 Total Split (%) 12.1 % 47.9% 12.1 % 47.9% 10.7% 27.9% 12.1 % 29.3% Yellow Time (s) 3.5 3.5 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 4.5 4.5 5.0 5.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None Intersection Summa Area Type: Other Cycle Length: 140 Actuated Cycle Length:140 Offset:135 (96%), Referenced to phase 2:EBT and 6:WBT, Start of 1 st Green Natural Cycle: 90 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering C„ Gl.. and DL.9. 9r+h A.. C/C (`_nfn;&fnv (nnfcr Mid R. C 3,)nth Ct -r..._ _.._ . .._---' o1 -- ---- --- - - '-11"02'R) t04 f I 03 - 17s 7s - s. ■--- 06 (R) 05 ©7 � �8 DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour HCM 6th Signalized Intersection Summary 2: 25th Ave S/S Gateway Center Blvd & S 320th St 11/06/2018 --p. ' *-- t . A/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO Vi ttT Vi 1� I T41 Traffic Volume (veh/h) 27 1072 15 29 1059 69 13 5 19 74 2 38 Future Volume (veh/h) 27 1072 15 29 1059 69 13 5 19 74 2 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 0.98 0.97 0.98 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1847 1847 1847 1894 1894 1894 1876 1876 1876 1924 1924 1924 Adj Flow Rate, veh/h 30 1204 17 33 1190 78 15 6 21 83 2 43 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 3 3 3 0 0 0 1 1 1 Cap, veh/h 514 3634 51 47 2196 144 169 29 103 196 7 156 Arrive On Green 0.58 1.00 1.00 0.05 0.89 0.87 0.01 0.08 0.08 0.03 0.10 0.10 Sat Flow, veh/h 1759 5122 72 1804 4958 325 1787 349 1221 1833 71 1521 Grp Volume(v), veh/h 30 790 431 33 827 441 15 0 27 83 0 45 Grp Sat Flow(s),veh/hlln 1759 1681 1834 1804 1724 1835 1787 0 1569 1833 0 1592 Q Serve(g_s), s 1.0 0.0 0.0 2.5 7.4 7.5 1.1 0.0 2.2 0.0 0.0 3.7 Cycle Q Clear(g_c), s 1.0 0.0 0.0 2.5 7.4 7.5 1.1 0.0 2.2 0.0 &0 3.7 Prop In Lane 1.00 0.04 1.00 0.18 1.00 0.78 1.00 0.96 Lane Grp Cap(c), veh/h 514 2385 1301 47 1527 813 169 0 132 196 0 163 V/C Ratio(X) 0.06 0.33 0.33 0.71 0.54 0.54 0.09 0.00 0.20 0.42 0.00 0.28 Avail Cap(c_a), veh/h 514 2385 1301 155 1527 813 269 0 370 290 0 398 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.93 0.93 0.93 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 0.0 0.0 65.9 4.9 5.0 55.8 0.0 59.8 61.0 0.0 58.0 Incr Delay (d2), s/veh 0.0 0.3 0.6 6.7 1.3 2.4 0.1 0.0 0.3 0.5 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.8 0.2 0.4 2.2 3.5 4.2 0.9 0.0 1.6 5.2 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 0.3 0.6 72.5 6.2 7.4 55.9 0.0 60.0 61.5 0.0 58.4 LnGrp LOS C A A E A A E A E E A E Approach Vol, veh/h 1251 1301 42 128 Approach Delay, s/veh 0.9 8.3 58.6 60.4 Approach LOS A A E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.6 103.8 9.8 17.8 45.4 67.0 7.2 20.4 Change Period (Y+Rc), s 5.0 4.5 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 62.5 12.0 34.0 12.5 62.0 10.0 36.0 Max Q Clear Time (g_c+ll), s 4.5 2.0 2.0 4.2 3.0 9.5 3.1 5.7 Green Ext Time (p-c), s 0.0 14.6 0.1 0.1 0.0 15.2 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 8.1 HCM 6th LOS A DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings I 3: 1-5 SB On Ramp/1-5 SB Off Ramp & S 320th St ___I.4-- 4-_t 1I11/06/2018 i A/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SOT SBR Lane Configurations tt r tt '� 4 W Traffic Volume (vph) 0 807 375 175 738 0 0 0 0 132 4 425 Future Volume (vph) 0 807 375 175 738 0 0 0 0 132 4 425 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % 0% 2% 2% Storage Length (ft) 0 0 150 Storage Lanes 0 0 1 Taper Length (ft) 100 100 Right Turn on Red Yes Link Speed (mph) 35 35 Link Distance (ft) 436 708 Travel Time (s) 8.5 13.8 Confl. Peds. (#/hr) Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 4% 4% Bus Blockages (#/hr) 0 2 4 4 2 Shared Lane Traffic (%) Turn Type NA Perm D.P+P NA Protected Phases 2 1 6 Permitted Phases 2 2 Detector Phase 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 15.0 32.0 Total Split (s) 78.0 78.0 32.0 95.0 Total Split (%) 55.7% 55.7% 22.9% 67.9% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max None C-Max nt�ersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:107 (76%), Referenced to phase 2:EBWB and 6:WBT, Start of Red Natural Cycle: 70 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering 'nlitc and Phncac• 'A• I-F CR On RarrnnA_ri GR Off Ramn R i 19nth Rt 0 0 0 600 600 0 0 0 1 2 100 100 Yes Yes Yes 45 35 1090 1165 16.5 22.7 0.89 0.89 0.89 0.89 0.89 0.89 0.89 4% 0% 0% 0% 3% 3% 3% 0 2 0 2 2 0 2 49% Split NA custom 4 4 45 4 4 45 5.0 5.0 22.0 22.0 30.0 30.0 21.4% 21.4% 4.0 4.0 1.0 1.0 0.0 0.0 5.0 5.0 domm=k None None 1 fl1 I3Z'R �*O4 m$ $ 4 05 66 rR - DaVita Federal Way 2018 Existing - AM Peak Hour Synchro 10 Report ..J HCM 6th Signalized Intersection Summary 3: 1-5 SIB On Ramp/1-5 SIB Off Ramp & S 320th St --Do. --* 4---` 1I11/06/2018 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r Vi tt 11 4 W Traffic Volume (veh/h) 0 807 375 175 738 0 0 0 0 132 4 425 Future Volume (veh/h) 0 807 375 175 738 0 0 0 0 132 4 425 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1864 1864 1841 1841 0 1832 1832 1832 Adj Flow Rate, veh/h 0 907 421 197 829 0 151 0 478 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 4 4 0 3 3 3 Cap, veh/h 0 2549 1119 342 2812 0 433 0 579 Arrive On Green 0.00 0.24 0.24 0.10 1.00 0.00 0.12 0.00 0.12 Sat Flow, veh/h 0 3636 1555 1753 3589 0 3476 0 4645 Grp Volume(v), veh/h 0 907 421 197 829 0 151 0 478 Grp Sat Flow(s),veh/h/In 0 1771 1555 1753 1749 0 1738 0 1548 Q Serve(g_s), s 0.0 29.9 31.7 4.5 0.0 0.0 5.6 0.0 14.1 Cycle Q Clear(g_c), s 0.0 29.9 31.7 4.5 0.0 0.0 5.6 0.0 14.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2549 1119 342 2812 0 433 0 579 V/C Ratio(X) 0.00 0.36 0.38 0.58 0.29 0.00 0.35 0.00 0.83 Avail Cap(c_a), veh/h 0 2549 1119 595 2812 0 621 0 829 HCM Platoon Ratio 1.00 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(1) 0.00 0.95 0.95 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 26.3 27.1 9.7 0.0 0.0 56.1 0.0 59.8 Incr Delay (d2), s/veh 0.0 0.4 0.9 0.6 0.3 0.0 0.2 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 20.4 19.4 3.3 0.2 0.0 4.4 0.0 17.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 26.7 28.0 10.2 0.3 0.0 56.3 0.0 62.9 LnGrp LOS A C C B A A E A E Approach Vol, vehlh 1328 1026 629 Approach Delay, s/veh 27.1 2.2 61.3 Approach LOS C A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.8 105.8 22.4 117.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 27.0 73.0 25.0 90.0 Max Q Clear Time (g_c+11), s 6.5 33.7 16.1 2.0 Green Ext Time (p-c), s 0.3 11.0 1.4 9.2 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings 4: 1-5 NB Off Ramp/1-5 NB On Ramp & S 320th St 11/06/2018 } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt +T 4� Traffic Volume (vph) 0 611 0 0 602 207 393 0 358 0 0 0 Future Volume (vph) 0 611 0 0 602 207 393 0 358 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % -1 % 2% 3% Storage Length (ft) 0 0 0 125 250 0 0 0 Storage Lanes 0 0 0 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 40 35 45 Link Distance (ft) 356 748 1418 1053 Travel Time (s) 6.9 12.8 27.6 16.0 Confl. Peds. (#/hr) 2 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 6% 6% 6% 0% 0% 0% Bus Blockages (#/hr) 0 2 0 0 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) 10% Turn Type NA NA Split NA Protected Phases 2 6 4 4 Permitted Phases Detector Phase 2 6 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 16.0 24.0 24.0 Total Split (s) 29.0 29.0 41.0 41.0 Total Split (%) 41.4% 41.4% 58.6% 58.6% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Max C-Max None None Intersection Summary Area Type: Other _ Cycle Length: 70 Actuated Cycle Length: 70 Offset: 50 (71 %), Referenced to phase 2:EBT and 6:WBT, Start of Red Natural Cycle: 45 Control Type: Actuated -Coordinated Description: 2018-08-15 Traffic Data Gathering and Phases: 4: 1-5 NB Off Rampll-5 NB On Ramp & S 320th St - 002 4- 06 04 DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour HCM 6th Signalized Intersection Summary 4: 1-5 NB Off Ramp/1-5 NB On Ramp & S 320th St 1I11/06/2018 �-- i41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tlt* *T+ Traffic Volume (veh/h) 0 611 0 0 602 207 393 0 358 0 0 0 Future Volume (veh/h) 0 611 0 0 602 207 393 0 358 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 0 1864 0 0 1864 1864 1788 1788 1788 Adj Flow Rate, veh/h 0 643 0 0 634 0 396 26 377 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 5 5 6 6 6 Cap, veh/h 0 1927 0 1927 529 31 444 Arrive On Green 0.00 1.00 0.00 0.00 0.18 0.00 0.31 0.31 0.30 Sat Flow. veh/h 0 3729 0 0 3729 0 1689 98 1418 Grp Volume(v), veh/h 0 643 0 0 634 0 396 0 403 Grp Sat Flow(s),veh/hAn 0 1771 0 0 1771 0 1689 0 1516 Q Serve(g_s), s 0.0 0.0 0.0 0.0 10.9 0.0 14.7 0.0 17.5 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 10.9 0.0 14.7 0.0 17.5 Prop In Lane 0.00 0.00 0.00 0.00 1.00 0.94 Lane Grp Cap(c), veh/h 0 1927 0 1927 529 0 475 V/C Ratio(X) 0.00 0.33 0.00 0.33 0.75 0.00 0.85 Avail Cap(c_a), veh/h 0 1927 0 1927 869 0 780 I' HCM Platoon Ratio 1.00 2.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.98 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 17.6 0.0 21.6 0.0 22.9 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.4 0.0 0.8 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 0.2 0.0 0.0 8.3 0.0 9.2 0.0 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.5 0.0 0.0 18.0 0.0 22.4 0.0 25.2 LnGrp LOS A A A B C A C Approach Vol, veh/h 643 A 634 A 799 Approach Delay, s/veh 0.5 18.0 23.8 Approach LOS A B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 43.1 26.9 43.1 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 36.0 24.0 Max Q Clear Time (g_c+11), s 2.0 19.5 12.9 Green Ext Time (p-c), s 6.7 2.5 4.3 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings 5: 32nd Ave S & S 32Oth St 11/06/2018 --I. ---* 4\ t ' i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I +t r +T+ 1� 4 Traffic Volume (vph) 2 860 206 39 695 0 17 0 5 0 0 0 Future Volume (vph) 2 860 206 39 695 0 17 0 5 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 0% -3% 0% Storage Length (ft) 150 450 250 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 748 828 879 340 Travel Time (s) 12.8 14.1 24.0 9.3 Confl. Peds. (#/hr) 1 2 2 1 1 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 2 0 0 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) Turn Type D.P+P NA Perm D.P+P NA Split NA Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 8 4 4 Detector Phase 7 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 33.0 33.0 15.0 15.0 29.5 29.5 15.0 15.0 Total Split (s) 15.0 77.0 77.0 17.0 79.0 31.0 31.0 15.0 15.0 Total Split (%) 10.7% 55.0% 55.0% 12.1 % 56.4% 22.1 % 22.1 % 10.7% 10.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.0 3.0 All -Red Time (s) 1.0 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 1.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.5 4.5 5.0 Lead/Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:132 (94%), Referenced to phase 4:EBWB and 8:EBWB, Start of 1 st Green Natural Cycle: 95 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Cnlifc onrl Phncac• F• 29nd Avo q R C :Agnfh Ct 02 ■ F� � �'� ; R', �63 !is_ 1154 1 1771 1 101- I- T-Tw-s DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour HCM 6th Signalized Intersection Summary 5: 32nd Ave S & S 320th St } --* 4-- t 1I11/06/2018 i4.1 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tT 1� Traffic Volume (veh/h) 2 860 206 39 695 0 17 0 5 0 0 0 Future Volume (veh/h) 2 860 206 39 695 0 17 0 5 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 0.99 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1856 1856 1856 2018 2018 2018 1900 1900 1900 Adj Flow Rate, veh/h 2 1012 218 46 818 0 20 0 6 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 3 3 3 0 0 0 0 0 0 Cap, veh/h 636 1828 814 912 3060 0 49 0 43 0 1 0 Arrive On Green 0.01 1.00 1.00 0.71 1.00 0.00 0.03 0.00 0.02 0.00 0.00 0.00 Sat Flow, veh/h 1781 3554 1582 1767 3618 0 1891 0 1682 0 1885 0 Grp Volume(v), veh/h 2 1012 218 46 818 0 20 0 6 0 0 0 Grp Sat Flow(s),veh/hlln 1781 1777 1582 1767 1763 0 1891 0 1682 0 1885 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.5 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veh/h 636 1828 814 912 3060 0 49 0 43 0 1 0 V/C Ratio(X) 0.00 0.55 0.27 0.05 0.27 0.00 0.41 0.00 0.14 0.00 0.00 0.00 Avail Cap(c_a), veh/h 759 1828 814 912 3060 0 358 0 318 0 135 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.96 0.96 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 1.2 0.0 0.0 0.5 0.0 0.0 67.1 0.0 67.2 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.1 0.8 0.0 0.2 0.0 2.0 0.0 0.5 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(95%),veh/In 0.0 0.5 0.3 0.1 0.2 0.0 1.3 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.2 1.1 0.8 0.6 0.2 0.0 69.2 0.0 67.7 0.0 0.0 0.0 LnGrp LOS A A A A A A E A E A A A Approach Vol, veh/h 1232 864 26 0 Approach Delay, s/veh 1.1 0.2 68.8 0.0 Approach LOS A A E Timer • Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 8.1 54.9 77.0 0.0 5.4 126.5 Change Period (Y+Rc), s 4.5 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 26.5 12.0 72.0 11.0 10.0 74.0 Max Q Clear Time (g_c+ll ), s 3.5 2.0 2.0 0.0 2.0 2.0 Green Ext Time (p-c), s AN&M. 0.0 0.0 16.0 0.0 0.0 11.2 Intersection Summary HCM 6th Ctrl Delay, 1.6 HCM 6th LOS A DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings 6: S 323rd St & 32nd Ave S 11/06/2018 --I,, [F�' 4--- \10. 4/ Lane Group EBL EBT WBU WBT WBR SBL SBR Lane Configurations *' 41� y Traffic Volume (vph) 1 5 1 30 83 3 55 Future Volume (vph) 1 5 1 30 83 3 55 Ideal Flow (v0pl) 1900 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 25 25 Link Distance (ft) 312 266 268 Travel Time (s) 6.1 7.3 7.3 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 2% Shared Lane Traffic (%) Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour HCM 6th Roundabout 6: S 323rd St & 32nd Ave S Intersection 11/06/2018 Intersection Delay, s/veh Intersection LOS Approach 3.4 A ES WB SS Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 8 160 81 Demand Flow Rate, veh/h 8 160 83 Vehicles Circulating, veh/h 5 1 43 Vehicles Exiting, veh/h 121 12 118 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 2.7 3.5 3.3 Approach LOS A A A Lane Left Left Left Designated Moves LT LTR LR Assumed Moves LT LTR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow -Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 8 160 83 Cap Entry Lane,veh/h 1373 1378 1321 Entry HV Adj Factor 1.000 1.000 0.976 Flow -Entry, veh/h 8 160 81 Cap Entry, veh/h 1373 1378 1289 VIC Ratio 0.006 0.116 0.063 Control Delay, s/veh 2.7 3.5 3.3 LOS A A A 95th %tile Queue, veh 0 0 0 DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings 7: Weyerhaeuser Way S & S 320th St 11/06/2018 --I,. 4--- Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations tt r tt )y r Traffic Volume (vph) 824 33 121 670 65 149 Future Volume (vph) 824 33 121 670 65 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 125 250 275 Storage Lanes 0 2 1 1 Taper Length (ft) 100 100 Right Turn on Red Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Bus Blockages (#/hr) Shared Lane Traffic (%) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary Yes Yes 40 40 35 828 1963 571 14.1 33.5 11.1 0.86 0.86 0.86 0.86 0.86 0.86 2% 2% 3% 3% 2% 2% 2 0 0 2 2 2 50% NA Perm D.P+P NA Prot Perm 2 1 6 4 2 2 4 2 2 1 6 4 4 5.0 5.0 5.0 5.0 5.0 5.0 34.0 34.0 15.0 15.0 31.0 31.0 78.0 78.0 26.0 104.0 36.0 36.0 55.7% 55.7% 18.6% 74.3% 25.7% 25.7% 4.0 4.0 3.5 3.5 3.5 3.5 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 5.0 4.5 4.5 4.5 4.5 Lag Lag Lead Yes Yes Yes C-Max C-Max None C-Max None None Area Type: Other Cycle Length: 140 Actuated Cycle Length:140 Offset: 139 (99%), Referenced to phase 2:EBWB and 6:WBT, Start of 1st Green Natural Cycle: 80 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering n..r11ki-, Q Q. C 110*h Cf 04 06 [R) 4s - DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour HCM 6th Signalized Intersection Summary 7: Weyerhaeuser Way S & S 320th St 11/06/2018 Movement EBT EBR WBL WBT NBL NBR Lane Configurations tt r tt )Y r Traffic Volume (veh/h) 824 33 121 670 65 149 Future Volume (veh/h) 824 33 121 670 65 149 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.99 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 1870 1870 1856 1856 1870 1870 Adj Flow Rate, veh/h 958 0 141 779 76 9 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 3 3 2 2 Cap, veh/h 2947 1314 596 3162 125 55 Arrive On Green 1.00 0.00 0.04 0.90 0.04 0.04 Sat Flow, veh/h 3647 1585 1767 3618 3548 1572 Grp Volume(v), veh/h 958 0 141 779 76 9 Grp Sat Flow(s),veh/h/In 1777 1585 1767 1763 1774 1572 Q Serve(g_s), s 0.0 0.0 1.6 4.1 3.0 0.8 Cycle Q Clear(g_c), s 0.0 0.0 1.6 4.1 3.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2947 1314 596 3162 125 55 V/C Ratio(X) 0.33 0.00 0.24 0.25 0.61 0.16 Avail Cap(c_a), veh/h 2947 1314 805 3162 798 354 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 1.4 1.0 66.6 65.5 Incr Delay (d2), s/veh 0.3 0.0 0.1 0.2 1.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.2 0.0 0.5 0.8 2.5 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.0 1.5 1.1 68.4 66.0 LnGrp LOS A A A A E E Approach Vol, veh/h 958 920 85 Approach Delay, s/veh 0.3 1.2 68.1 Approach LOS A A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.5 121.1 9.4 130.6 Change Period (Y+Rc), s 4.5 5.0 4.5 * 5 Max Green Setting (Gmax), s 21.5 73.0 31.5 * 1 E2 Max Q Clear Time (g_c+ll ), s 3.6 2.0 5.0 6.1 Green Ext Time (p-c), s 0.2 14.2 0.2 10.5 Intersection Summa HCM 6th Ctrl Delay 3.6 HCM 6th LOS A Dotes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. DaVita Federal Way Synchro 10 Report 2018 Existing - AM Peak Hour Lanes, Volumes, Timings 6: S 323rd St & 32th Ave S 11/06/2018 � ■— A \P. •r/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 4 1� Traffic Volume (vph) 31 54 36 16 71 7 Future Volume (vph) 31 54 36 16 71 7 Ideal_Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 25 25 Link Distance (ft) 312 266 268 Travel Time (s) 6.1 7.3 7.3 Peak Hour Factor 0.86 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Shared Lane Traffic_ (%) Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control Type: Roundabout DaVita Federal Way Synchro 10 Report 2018 Existing - PM Peak Hour HCM 6th Roundabout 6: S 323rd St & 32th Ave S 11/06/2018 Intersection Intersection Delay, s/veh Intersection LOS Approach 3.4 A EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 107 65 98 Demand Flow Rate, veh/h 107 65 98 Vehicles Circulating, veh/h 89 39 45 Vehicles Exiting, veh/h 54 157 59 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.5 3.1 3.3 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 _ Follow -Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 107 65 98 Cap Entry Lane, veh/h 1260 1326 1318 Entry HV Adj Factor 1.000 1.000 1.000 Flow Entry, veh/h 107 65 98 Cap Entry, veh/h 1260 1326 1318 V/C Ratio 0.085 0.049 0.074 Control Delay, s/veh 3.5 3.1 3.3 LOS A A A 95th %tile Queue, veh 0 0 0 DaVita Federal Way Synchro 10 Report 2018 Existing - PM Peak Hour Lanes, Volumes, Timings 1: 23th Ave S & S 320th St --I. -,* t 1I11/06/2018 t 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tti� )) ttT t r T Traffic Volume (vph) 67 848 23 156 850 111 11 68 123 243 55 52 Future Volume (vph) 67 848 23 156 850 111 11 68 123 243 55 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% -5% 1 % 0% Storage Length (ft) 225 0 300 0 275 0 300 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 822 540 617 481 Travel Time (s) 16.0 10.5 14.0 10.9 Confl. Peds. (#/hr) 1 13 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 11 % 11 % 11 % 5% 5% 5% Bus Blockages (#/hr) 16 6 10 10 4 16 4 16 6 6 10 4 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 28.5 10.5 30.5 9.5 41.5 10.5 9.5 43.5 Total Split (s) 15.0 51.0 20.0 56.0 15.0 43.0 20.0 26.0 54.0 Total Split (%) 10.7% 36.4% 14.3% 40.0% 10.7% 30.7% 14.3% 18.6% 38.6% Yellow Time (s) 3.5 3.5 4.5 4.5 3.5 4.5 4.5 3.5 4.5 All -Red Time (s) 1.0 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 0.5 0.5 0.0 0.5 0.5 Total Lost Time (s) 4.5 4.5 5.5 5.5 5.0 6.0 5.5 5.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:17 (12%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 95 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Splits and Phases: 1: 23th Ave S & S 320th St t02 \*01 �'04'R) I � ■ 66 05 08 (R)�1 DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Signalized Intersection Summary 1: 23th Ave S & S 320th St --► 4\ t 1I11/06/2018 i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) tO )) ttT t r )VI T Traffic Volume (veh/h) 67 848 23 156 850 111 11 68 123 243 55 52 Future Volume (veh/h) 67 848 23 156 850 111 11 68 123 243 55 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 0.96 1.00 1.00 0.94 1.00 1.00 0.98 1.00 1.00 0.98 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1708 1708 1708 2052 2052 2052 1731 1731 1731 1826 1826 1826 Adj Flow Rate, veh/h 73 922 25 170 924 121 12 74 16 264 60 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 11 11 11 5 5 5 Cap, veh/h 954 2779 75 224 1765 230 107 166 225 307 103 97 Arrive On Green 0.30 0.60 0.60 0.12 0.72 0.71 0.06 0.10 0.10 0.09 0.12 0.12 Sat Flow, veh/h 3156 4602 125 3791 4893 638 1649 1731 1410 3374 839 797 Grp Volume(v), veh/h 73 623 324 170 704 341 12 74 16 264 0 117 Grp Sat Flow(s),veh/h/In 1578 1555 1617 1895 1867 1797 1649 1731 1410 1687 0 1636 Q Serve(g_s), s 2.3 13.9 13.9 6.1 11.8 12.1 1.0 5.7 1.0 10.8 0.0 9.5 Cycle Q Clear(g_c), s 2.3 13.9 13.9 6.1 11.8 12.1 1.0 5.7 1.0 10.8 0.0 9.5 Prop In Lane 1.00 0.08 1.00 0.36 1.00 1.00 1.00 0.49 Lane Grp Cap(c), veh/h 954 1878 977 224 1347 648 107 166 225 307 0 200 V/C Ratio(X) 0.08 0.33 0.33 0.76 0.52 0.53 0.11 0.44 0.07 0.86 0.00 0.58 Avail Cap(c_a), veh/h 954 1878 977 393 1347 648 118 458 462 506 0 561 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.9 13.7 13.8 60.8 14.1 14.4 61.7 59.7 29.8 62.7 0.0 58.2 Incr Delay (d2), s/veh 0.0 0.5 0.9 1.9 1.4 2.9 0.2 0.7 0.0 4.1 0.0 1.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh4n 1.6 8.5 9.0 5.1 7.0 7.3 0.7 4.5 0.7 8.4 0.0 7.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.9 14.2 14.7 62.7 15.5 17.3 61.8 60.4 29.8 66.8 0.0 59.2 LnGrp LOS C B B E B B E E C E A E Approach Vol, veh/h 1020 1215 102 381 Approach Delay, slveh 15.8 22.6 55.8 64.5 Approach LOS B C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.7 19.5 13.8 89.0 14.1 23.1 46.8 56.0 Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 21.5 37.5 14.5 46.5 10.5 48.5 10.5 50.5 Max Q Clear Time (g_c+ll ), s 12.8 7.7 8.1 15.9 3.0 11.5 4.3 14.1 Green Ext Time (p-c), s 0.4 0.4 0.2 8.8 0.0 0.7 0.1 10.7 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 2: 25th Ave S/S Gateway Center Blvd & S 320th St 11/06/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO Vi tit*. Vi 1� I T Traffic Volume (vph) 28 1115 16 30 1102 72 14 5 20 77 2 40 Future Volume (vph) 28 1115 16 30 1102 72 14 5 20 77 2 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -1 % 2% -1 % Storage Length (ft) 100 0 200 0 125 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 25 25 Link Distance (ft) 540 436 603 348 Travel Time (s) 10.5 8.5 16.4 9.5 Confl. Peds. (#/hr) 4 2 8 3 3 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 0% 0% 1 % 1 % 1 % Bus Blockages (#/hr) 0 6 0 0 2 0 2 0 6 6 0 2 Shared Lane Traffic (%) Turn Type Prot NA Prot NA D.P+P NA D.P+P NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 8 4 Detector Phase 5 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 21.5 10.0 31.0 10.0 39.0 10.0 37.0 Total Split (s) 17.0 67.0 17.0 67.0 15.0 39.0 17.0 41.0 Total Split (%) 12.1 % 47.9% 12.1 % 47.9% ` 10.7% 27.9% 12.1 % 29.3% Yellow Time (s) 3.5 3.5 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 4.5 4.5 5.0 5.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:135 (96%), Referenced to phase 2:EBT and 6:WBT, Start of 1 st Green Natural Cycle: 90 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering (Z f+c and Phaenc- 9. 95th Avo C/C r'Pfpw:aw rpntar RIA R R 390th Rt �31 �4321,R) '40- 03 17s a 396 c. 71 � 06 !R3 05 07 I ■ 08 DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Signalized Intersection Summary 2: 25th Ave S/S Gatewav Center Blvd & S 320th St --* --I. --# 4--- t 111/06/2018 # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) W4 ) ttT 1� I T Traffic Volume (veh/h) 28 1115 16 30 1102 72 14 5 20 77 2 40 Future Volume (veh/h) 28 1115 16 30 1102 72 14 5 20 77 2 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 0.98 0.97 0.98 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1847 1847 1847 1894 1894 1894 1876 1876 1876 1924 1924 1924 Adj Flow Rate, veh/h 31 1253 18 34 1238 81 16 6 22 87 2 45 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 3 3 3 0 0 0 1 1 1 Cap, veh/h 514 3629 52 47 2196 144 168 28 104 195 7 156 Arrive On Green 0.58 1.00 1.00 0.05 0.89 0.87 0.01 0.08 0.08 0.03 0.10 0.10 Sat Flow. veh/h 1759 5121 74 1804 4958 324 1787 336 1231 1833 68 1524 Grp Volume(v), veh/h 31 822 449 34 861 458 16 0 28 87 0 47 Grp Sat Flow(s),vehlh/In 1759 1681 1833 1804 1724 1835 1787 0 1567 1833 0 1591 Q Serve(g_s), s 1.1 0.0 0.0 2.6 8.0 8.1 1.1 0.0 2.3 0.0 0.0 3.8 Cycle Q Clear(g_c), s 1.1 0.0 0.0 2.6 8.0 8.1 1.1 0.0 2.3 0.0 0.0 3.8 Prop In Lane 1.00 0.04 1.00 0.18 1.00 0.79 1.00 0.96 Lane Grp Cap(c), veh/h 514 2382 1299 47 1527 813 168 0 132 195 0 162 V/C Ratio(X) 0.06 0.35 0.35 0.72 0.56 0.56 0.10 0.00 0.21 0.45 0.00 0.29 Avail Cap(c_a), veh/h 514 2382 1299 155 1527 813 266 0 369 289 0 398 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.92 0.92 0.92 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 0.0 0.0 65.8 4.9 5.0 55.8 0.0 59.8 61.2 0.0 58.2 Incr Delay (d2), s/veh 0.0 0.4 0.7 6.8 1.4 2.6 0.1 0.0 0.3 0.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.8 0.2 0.4 2.3 3.6 4.4 0.9 0.0 1.7 5.5 0.0 2.8 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 20.8 0.4 0.7 72.7 6.3 7.6 55.9 0.0 60.1 61.8 0.0 58.5 LnGrp LOS C A A E A A E A E E A E Approach Vol, veh/h 1302 1353 44 134 Approach Delay, s/veh 1.0 8.4 58.6 60.6 Approach LOS A A E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 103.7 9.8 17.8 45.4 67.0 7.3 20.3 Change Period (Y+Rc), s 5.0 4.5 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 62.5 12.0 34.0 12.5 62.0 10.0 36.0 Max Q Clear Time (g_c+ll ), s 4.6 2.0 2.0 4.3 3.1 10.1 3.1 5.8 Green Ext Time (p-c), s 0.0 15.5 0.1 0.1 0.0 16.1 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 3: 1-5 SB On Ramp/1-5 SB Off Ramp & S 320th St 11/06/2018 } Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt *T W Traffic Volume (vph) 0 840 390 182 768 0 0 0 0 137 4 442 Future Volume (vph) 0 840 390 182 768 0 0 0 0 137 4 442 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % 0% 2% 2% Storage Length (ft) 0 0 150 0 0 0 600 600 Storage Lanes 0 0 1 0 0 0 1 2 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 45 35 Link Distance (ft) 436 708 1090 1165 Travel Time (s) 8.5 13.8 16.5 22.7 Confl. Peds. (#/hr) Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 4% 4% 4% 0% 0% 0% 3% 3% 3% Bus Blockages (#Ihr) 0 2 4 4 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) 49% Turn Type NA Perm D.P+P NA Split NA custom Protected Phases 2 1 6 4 4 4 5 Permitted Phases 2 2 Detector Phase 2 2 1 6 4 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 15.0 32.0 22.0 22.0 Total Split (s) 78.0 78.0 32.0 95.0 30.0 30.0 Total Split (%) 55.7% 55.7% 22.9% 67.9% ��' 21.4% 21.4% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:107 (76%), Referenced to phase 2:EBWB and 6:WBT, Start of Red Natural Cycle: 70 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Splits and Phases: 3: 1-5 5B on Kamp11-5 bb urr Kamp & 5 szutn bt �31 T::G3Z {Rl 04 IIM.e - - -_.. 41 4- 05 1 06 DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Signalized Intersection Summary 3: 1-5 S13 On Ramp/1-5 SB Off Ramp & S 320th St _ -11 --,1. --- *-- 4\ 1I11/06/2018 i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r 44 1 *' W Traffic Volume (veh/h) 0 840 390 182 768 0 0 0 0 137 4 442 Future Volume (veh/h) 0 840 390 182 768 0 0 0 0 137 4 442 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 0 1864 1864 1841 1841 0 1832 1832 1832 Adj Flow Rate, veh/h 0 944 438 204 863 0 157 0 497 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 4 4 0 3 3 3 Cap, veh/h 0 2527 1109 329 2797 0 447 0 598 Arrive On Green 0.00 0.24 0.24 0.10 1.00 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3636 1555 1753 3589 0 3476 0 4645 Grp Volume(v), veh/h 0 944 438 204 863 0 157 0 497 Grp Sat Flow(s),veh/h/In 0 1771 1555 1753 1749 0 1738 0 1548 Q Serve(g_s), s 0.0 31.3 33.2 4.7 0.0 0.0 5.8 0.0 14.6 Cycle Q Clear(g_c), s 0.0 31.3 33.2 4.7 0.0 0.0 5.8 0.0 14.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2527 1109 329 2797 0 447 0 598 V/C Ratio(X) 0.00 0.37 0.39 0.62 0.31 0.00 0.35 0.00 0.83 Avail Cap(c_a), veh/h 0 2527 1109 579 2797 0 621 0 829 HCM Platoon Ratio 1.00 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.94 0.94 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 27.3 28.0 10.8 0.0 0.0 55.7 0.0 59.5 Incr Delay (d2), s/veh 0.0 0.4 1.0 0.7 0.3 0.0 0.2 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 21.2 20.2 4.0 0.2 0.0 4.6 0.0 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 27.7 29.0 11.6 0.3 0.0 55.8 0.0 63.2 LnGrp LOS A C C B A A E A E Approach Vol, veh/h 1382 1067 654 Approach Delay, s/veh 28.1 2.4 61.4 Approach LOS C A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.1 104.9 23.0 117.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 27.0 73.0 25.0 90.0 Max Q Clear Time (g_c+I1), s 6.7 35.2 16.6 2.0 Green Ext Time (p-c), s 0.4 11.6 1.4 9.7 Intersection Summary HCM 6th Ctrl Delay 26.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 4: 1-5 NB Off Ramp/1-5 NB On Ramp & S 320th St --* --0. .4-- t 1I11/06/2018 i 4d, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tT + Traffic Volume (vph) :_. 0 636 0 0 626 215 409 0 372 0 0 0 Future Volume (vph) 0 636 0 0 626 215 409 0 372 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % -1 % 2% 3% Storage Length (ft) 0 0 0 125 250 0 0 0 Storage Lanes 0 0 0 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 40 35 45 Link Distance (ft) 356 748 1418 1053 Travel Time (s) 6.9 12.8 27.6 16.0 Confi. Peds. (#/hr) 2 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 6% 6% 6% 0% 0% 0% Bus Blockages (#/hr) 0 2 0 0 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) 10% Turn Type NA NA Split NA Protected Phases 2 6 4 4 Permitted Phases Detector Phase 2 6 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 16.0 24.0 24.0 Total Split (s) 29.0 29.0 41.0 41.0 Total Split (%) 41.4% 41.4% 58.6% 58.6% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Max C-Max None None Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 50 (71 %), Referenced to phase 2:EBT and 6:WBT, Start of Red Natural Cycle: 50 Control Type: Actuated -Coordinated Description: 2018-08-15 Traffic Data Gathering Splits and Phases: 4: 1-5 NB Off Ramp/I-5 NB On Ram &�'IS�320th St �432 (R) 04 06 +R) DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Signalized Intersection Summary 4: 1-5 NB Off Ramp/1-5 NB On Ramp & S 320th St --► -*--- * I l 111/06/2018 # Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) 9 0 636 0 636 0 0 0 0 tT 626 626 215 215 409 409 41� 0 0 372 372 0 0 0 0 0 0 Initial Q (Qb) veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 0 1864 0 0 1864 1864 1788 1788 1788 Adj Flow Rate, veh/h 0 669 0 0 659 0 412 27 392 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 5 5 6 6 6 Cap, veh/h 0 1888 0 1888 547 32 460 Arrive On Green 0.00 1.00 0.00 0.00 0.18 0.00 0.32 0.32 0.31 Sat Flow, veh/h 0 3729 0 0 3729 0 1689 98 1419 Grp Volume(v), veh/h 0 669 0 0 659 0 412 0 419 Grp Sat Flow(s),veh/hAn 0 1771 0 0 1771 0 1689 0 1516 Q Serve(g_s), s 0.0 0.0 0.0 0.0 11.4 0.0 15.3 0.0 18.1 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 11.4 0.0 15.3 0.0 18.1 Prop In Lane 0.00 0.00 0.00 0.00 1.00 0.94 Lane Grp Cap(c), veh/h 0 1888 0 1888 547 0 491 V/C Ratio(X) 0.00 0.35 0.00 0.35 0.75 0.00 0.85 Avail Cap(c_a), veh/h 0 1888 0 1888 869 0 780 HCM Platoon Ratio 1.00 2.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.97 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 18.2 0.0 21.2 0.0 22.6 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.5 0.0 0.8 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 0.2 0.0 0.0 8.8 0.0 9.5 0.0 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.5 0.0 0.0 18.7 0.0 21.9 0.0 25.6 LnGrp LOS A A A B C A C Approach Vol, veh/h 669 A 659 A 831 Approach Delay, s/veh 0.5 18.7 23.8 Approach LOS A B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.3 27.7 42.3 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 36.0 24.0 Max Q Clear Time (g_c+ll), s 2.0 20.1 13.4 Green Ext Time (p-c), s 7.0 2.5 4.3 Intersection Summa HCM 6th Ctrl Delay 15.0 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 5: 32nd Ave S & S 320th St 11/06/2018 'A - --* --- *'� 4\ t /IN- \ fe Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r +I 1� *T+ Traffic Volume (vph) 2 895 214 41 723 0 18 0 5 0 0 0 Future Volume (vph) 2 895 214 41 723 0 18 0 5 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 0% -3% 0% Storage Length (ft) 150 450 250 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 748 828 879 340 Travel Time (s) 12.8 14.1 24.0 9.3 Confl. Peds. (#Ihr) 1 2 2 1 1 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 0% 0% 0% 0% 0% Bus Blockages (#Ihr) 0 2 0 0 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) Turn Type D.P+P NA Perm D.P+P NA Split NA Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 8 4 4 Detector Phase 7 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 33.0 33.0 15.0 15.0 29.5 29.5 15.0 15.0 Total Split (s) 15.0 77.0 77.0 17.0 79.0 31.0 31.0 15.0 15.0 Total Split (%) 10.7% 55.0% 55.0% 12.1 % 56.4% 22.1 % 22.1 % 10.7% 10.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.0 3.0 All -Red Time (s) 1.0 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 1.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.5 4.5 5.0 Lead/Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset: 132 (94%), Referenced to phase 4:EBWB and 8:EBWB, Start of 1 st Green Natural Cycle: 95 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering 5 lits and Phases: 5: 32nd Ave S & S 320th St 4t02 � 06 --IW04 `P' "'rO E 07 0s ) DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Signalized Intersection Summary 5: 32nd Ave S & S 32Oth St --* -I. * I 111/06/2018 t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tT 1� *T+ Traffic Volume (veh/h) 2 895 214 41 723 0 18 0 5 0 0 0 Future Volume (vehlh) 2 895 214 41 723 0 18 0 5 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 0.99 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1856 1856 2018 2018 2018 1900 1900 1900 Adj Flow Rate, veh/h 2 1053 227 48 851 0 21 0 6 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 3 3 3 0 0 0 0 0 0 Cap, veh/h 618 1828 814 901 3058 0 50 0 44 0 1 0 Arrive On Green 0.01 1.00 1.00 0.71 1.00 0.00 0.03 0.00 0.02 0.00 0.00 0.00 Sat Flow, veh/h 1781 3554 1582 1767 3618 0 1891 0 1682 0 1885 0 Grp Volume(v), veh/h 2 1053 227 48 851 0 21 0 6 0 0 0 Grp Sat Flow(s),vehlh/In 1781 1777 1582 1767 1763 0 1891 0 1682 0 1885 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.5 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veh/h 618 1828 814 901 3058 0 50 0 44 0 1 0 V/C Ratio(X) 0.00 0.58 0.28 0.05 0.28 0.00 0.42 0.00 0.14 0.00 0.00 0.00 Avail Cap(c_a), vehlh 741 1828 814 901 3058 0 358 0 318 0 135 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.95 0.95 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), slveh 1.2 0.0 0.0 0.6 0.0 0.0 67.1 0.0 67.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.2 0.8 0.0 0.2 0.0 2.1 0.0 0.5 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 0.6 0.3 0.1 0.2 0.0 1.4 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.2 1.2 0.8 0.6 0.2 0.0 69.2 0.0 67.6 0.0 0.0 0.0 LnGrp LOS A A A A A A E A E A A A Approach Vol, veh/h 1282 899 27 0 Approach Delay, s/veh 1.2 0.2 68.9 0.0 Approach LOS A A E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 8.2 54.8 77.0 0.0 5.4 126.4 Change Period (Y+Rc), s 4.5 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 26.5 12.0 72.0 11.0 10.0 74.0 Max Q Clear Time (g_c+ll ), s 3.5 2.0 2.0 0.0 2.0 2.0 Green Ext Time (p-c), s 0.0 0.0 17.1 0.0 0.0 11.8 Intersection Summary HCM 6th Ctrl Delay 1.6 HCM 6th LOS A DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 6: S 323rd St & 32nd Ave S 11106/2018. --*, *-- A, 1* Lane Group EBL EBT WBT WBR SBL SBR_ _ Lane Configurations 4 4� y Traffic Volume (vph) 1 5 32 88 3 58 Future Volume (vph) 1 5 32 88 3 58 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 25 25 Link Distance (ft) 312 266 268 Travel Time (s) 6.1 7.3 7.3 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles (%) 0% 0% 0% 0% 2% 2% Shared Lane Traffic_ (%) Sign Control Yield Yield Yield intersection Summary Area Type: Other Control Type: Roundabout DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Roundabout 6: S 323rd St & 32nd Ave S 11/06/2018 Intersection Intersection Delay, s/veh Intersection LOS Approach 3.5 A Eli WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, vehm 8 169 86 Demand Flow Rate, veh/h 8 169 88 Vehicles Circulating, vehm 4 1 45 Vehicles Exiting, veh/h 129 11 125 Ped Vol Crossing Leg, #m 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 2.7 3.6 3.3 Approach LOS A A A _— Left Lett Left Designated Moves LT LTR LR Assumed Moves LT LTR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow -Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, vehm 8 169 88 Cap Entry.Lane, vehm 1374 1378 1318 Entry HV Adj Factor 1.000 1.000 0.977 Flow Entry, vehm 8 169 86 Cap Entry, veh/h 1374 1378 1288 V/C Ratio 0.006 0.123 0.067 Control Delay, s/veh 2.7 3.6 3.3 LOS A A A 95th %tile Queue, veh 0 0 0 DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 7: Weyerhaeuser Way S & S 320th St 11/06/2018 Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Right Turn on Red Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#Ihr) Peak Hour Factor Heavy Vehicles (%) Bus Blockages (#/hr) Shared Lane Traffic (%) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode EBT EBR WBL WBT NBL NSR tt r tt )y r 857 34 126 697 68 155 857 34 126 697 68 155 1900 1900 1900 1900 1900 1900 0 125 250 275 0 2 1 1 100 100 Yes Yes 40 40 35 828 1963 571 14.1 33.5 11.1 0.86 0.86 2% 2% 2 0 0.86 0.86 0.86 0.86 3% 3% 2% 2% 0 2 2 2 50% + Perm NA Perm D.P P 2 1 2 2 2 2 1 NA Prot 6 4 4 6 4 4 5.0 5.0 5.0 5.0 5.0 5.0 34.0 34.0 15.0 15.0 31.0 31.0 78.0 78.0 26.0 104.0 36.0 36.0 55.7% 55.7% 18.6% 74.3% 25.7% 25.7% 4.0 4.0 3.5 3.5 3.5 3.5 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 5.0 4.5 4.5 4.5 4.5 Lag Lag Lead Yes Yes Yes C-Max C-Max None C-Max None None Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:139 (99%), Referenced to phase 2:EBWB and 6:WBT, Start of 1 st Green Natural Cycle: 80 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour HCM 6th Signalized Intersection Summary 7: Weyerhaeuser Way S & S 320th St 11/06/2018 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ff r tt )y r Traffic Volume (veh/h) 857 34 126 697 68 155 Future Volume (veh/h) 857 34 126 697 68 155 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.99 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 1870 1870 1856 1856 1870 1870 Adj Flow Rate, veh/h 997 0 147 810 79 9 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 3 3 2 2 Cap, veh/h 2943 1313 578 3159 129 57 Arrive On Green 1.00 0.00 0.04 0.90 0.04 0.04 Sat Flow, veh/h 3647 1585 1767 3618 3548 1572 Grp Volume(v), veh/h 997 0 147 810 79 9 Grp Sat Flow(s),veh/hlln 1777 1585 1767 1763 1774 1572 Q Serve(g_s), s 0.0 0.0 1.7 4.3 3.1 0.8 Cycle Q Clear(g_c), s 0.0 0.0 1.7 4.3 3.1 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2943 1313 578 3159 129 57 V/C Ratio(X) 0.34 0.00 0.25 0.26 0.61 0.16 Avail Cap(c_a), veh/h 2943 1313 787 3159 798 354 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 1.4 1.0 66.5 65.4 Incr Delay (d2), s/veh 0.3 0.0 0.1 0.2 1.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.2 0.0 0.6 0.8 2.6 0.6 Unsig. Movement Delay, s/veh _ LnGrp Delay(d),s/veh 0.3 0.0 1.5 1.2 68.3 65.9 LnGro LOS A A A A E E Approach Vol, veh/h 997 A 957 88 Approach Delay, s/veh 0.3 1.2 68.0 Approach LOS A A E Timer - Assigned Phs Phs Duration (G+Y+Rc), s 9.5 120.9 9.6 130.4 Change Period (Y+Rc), s 4.5 5.0 4.5 * 5 Max Green Setting (Gmax), s 21.5 73.0 31.5 * 1 E2 Max Q Clear Time (g_c+11), s 3.7 2.0 5.1 6.3 Green Ext Time (p-c), s 0.2 15.1 0.2 11.1 Intersection Summary HCM 6th Ctrl Delay 3.7 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. DaVita Federal Way Synchro 10 Report 2020 Baseline - AM Peak Hour Lanes, Volumes, Timings 6: S 323rd St & 32th Ave S 11/06/2018 Lane Group FBL EBT WBT _4+ BR SBL SBR Lane Configurations *' _ il� y Traffic Volume (vph) 32 56 37 17 74 7 Future Volume (vph) 32 56 37 17 74 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1906 Link Speed (mph) 35 25 25 Link Distance (ft) 312 266 268 Travel Time (s) 6.1 7.3 7.3 Peak Hour Factor 0.80 0.80 0:80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Sign Control Yield Yield Yield Intersection Sup inrar Area Type: Other Control Type: Roundabout DaVita Federal Way Synchro 10 Report 2020 Baseline - PM Peak Hour HCM 6th Roundabout 6: S 323rd St & 32th Ave S Intersection Intersection Delay, s/veh 3.4 Intersection LOS A 11 /06/2018 Approach - - ~ E B WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 Adj Approach Flow, veh/h 110 67 102 Demand Flow Rate, veh/h 110 67 102 Vehicles Circulating, veh/h 93 4D 46 Vehicles Exiting, veh/h 55 163 61 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.6 3.1 3.4 Approach LOS A A A Lane Left Left Left Designated Moves LT TR LR Assumed Moves LT TR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow -Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 110 67 102 Cap Entry Lane,veh/h 1255 1325 1317 Entry HV Adj Factor 1.000 1.000 1.000 Flow Entry, veh/h 110 67 102 Cap Entry,_ veh/h 1255 1325 1317 V/C Ratio 0.088 0.051 0.077 Control Delay, s/veh 3.6 3.1 3.4 LOS A A A 95th %tile Queue, veh 0 0 0 DaVita Federal Way Synchro 10 Report 2020 Baseline - PM Peak Hour Lanes, Volumes, Timings 1: 23th Ave S & S 320th St ,.* t 111/09/2018 i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations M t+T )) ttT t r M T Traffic Volume (vph) 67 903 23 157 855 114 11 68 137 264 55 52 Future Volume (vph) 67 903 23 157 855 114 11 68 137 264 55 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 5% -5% 1 % 0% Storage Length (ft) 225 0 300 0 275 0 300 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 822 540 617 481 Travel Time (s) 16.0 10.5 14.0 10.9 Confl. Peds. (#/hr) 1 13 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 3% 3% 3% 3% 3% 3% 11% 11% 11% 5% 5% 5% Bus Blockages (#/hr) 16 6 10 10 4 16 4 16 6 6 10 4 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 5 2 3 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 5 2 3 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 28.5 10.5 30.5 9.5 41.5 10.5 9.5 43.5 Total Split (s) 15.0 51.0 20.0 56.0 15.0 43.0 20.0 26.0 54.0 Total Split (%) 10.7% 36.4% 14.3% 40.0% 10.7% 30.7% 14.3% 18.6% 38.6% Yellow Time (s) 3.5 3.5 4.5 4.5 3.5 4.5 4.5 3.5 4.5 All -Red Time (s) 1.0 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 0.5 0.5 0.0 0.5 0.5 Total Lost Time (s) 4.5 4.5 5.5 5.5 5.0 6.0 5.5 5.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:17 (12%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 95 Control Type: Actuated -Coordinated = ! Description: 2018-07-24 Traffic Data Gathering Splits and Phases: 1: 23th Ave S & S 320th St IO2 1001 03 --1004 43I� ■ 06 05 il08 07 DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Signalized Intersection Summary 1: 23th Ave S & S 32Oth St 1I11/09/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations M tO )) ffl t r T Traffic Volume (veh/h) 67 903 23 157 855 114 11 68 137 264 55 52 Future Volume (veh/h) 67 903 23 157 855 114 11 68 137 264 55 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 0.96 1.00 1.00 0.94 1.00 1.00 0.98 1.00 1.00 0.98 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1708 1708 1708 2052 2052 2052 1731 1731 1731 1826 1826 1826 Adj Flow Rate, veh/h 73 982 25 171 929 124 12 74 31 287 60 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 11 11 11 5 5 5 Cap, veh/h 931 2750 70 225 1760 234 118 167 226 330 103 97 Arrive On Green 0.30 0.60 0.59 0.12 0.72 0.71 0.07 0.10 0.10 0.10 0.12 0.12 Sat Flow, veh/h 3156 4611 117 3791 4880 649 1649 1731 1410 3374 839 797 Grp Volume(v), veh/h 73 662 345 171 710 343 12 74 31 287 0 117 Grp Sat Flow(s),veh/hlln 1578 1555 1619 1895 1867 1795 1649 1731 1410 1687 0 1636 Q Serve(g_s), s 2.3 15.3 15.3 6.1 12.0 12.2 1.0 5.6 2.0 11.7 0.0 9.5 Cycle Q Clear(g_c), s 2.3 15.3 15.3 6.1 12.0 12.2 1.0 5.6 2.0 11.7 0.0 9.5 Prop In Lane 1.00 0.07 1.00 0.36 1.00 1.00 1.00 0.49 Lane Grp Cap(c), veh/h 931 1855 966 225 1347 647 118 167 226 330 0 200 V/C Ratio(X) 0.08 0.36 0.36 0.76 0.53 0.53 0.10 0.44 0.14 0.87 0.00 0.58 Avail Cap(c_a), veh/h 931 1855 966 393 1347 647 118 458 463 506 0 561 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.6 14.5 14.5 60.7 14.1 14.4 60.7 59.7 29.6 62.3 0.0 58.2 Incr Delay (d2), s/veh 0.0 0.5 1.0 1.9 1.4 2.9 0.1 0.7 0.1 6.6 0.0 1.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 1.6 9.2 9.7 5.1 7.1 7.4 0.7 4.5 1.4 9.2 0.0 7.2 Unsig. Movement Delay, slveh LnGrp Delay(d),s/veh 35.6 15.0 15.5 62.6 15.5 17.3 60.9 60.4 29.7 68.9 0.0 59.2 LnGrp LOS D B B E B B E E C E A E Approach Vol, veh/h 1080 1224 117 404 Approach Delay, s/veh 16.6 22.6 52.3 66.1 Approach LOS B C D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.7 19.5 13.8 88.0 15.1 23.1 45.8 56.0 Change Period (Y+Rc), s 4.5 5.5 5.5 4.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 21.5 37.5 14.5 46.5 10.5 48.5 10.5 50.5 Max Q Clear Time (g_c+ll ), s 13.7 7.6 8.1 17.3 3.0 11.5 4.3 14.2 Green Ext Time (p_c), s 0.5 0.4 0.2 9.4 0.0 0.7 0.1 10.8 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 2: 25th Ave S/S Gateway Center Blvd & S 320th St -A --,I.4- I * 111/09/2018 i 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tO ttT Vi T I T Traffic Volume (vph) 28 1205 16 30 1111 73 14 5 20 83 2 40 Future Volume (vph) 28 1205 16 30 1111 73 14 5 20 83 2 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 2% -1 % 2% -1 % Storage Length (ft) 100 0 200 0 125 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 25 25 Link Distance (ft) 540 436 603 348 Travel Time (s) 10.5 8.5� 16.4 9.5 Confl. Peds. (#/hr) 4 2 8 3 3 8 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 0% 0% 1 % 1 % 1 % Bus Blockages (#/hr) 0 6 0 0 2 0 2 0 6 6 0 2 Shared Lane Traffic (%) Turn Type Prot NA Prot NA D.P+P NA D.P+P NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 8 4 Detector Phase 5 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 21.5 10.0 31.0 10.0 39.0 10.0 37.0 Total Split (s) 17.0 67.0 17.0 67.0 15.0 39.0 17.0 41.0 Total Split (%) 12.1 % 47.9% 12.1 % 47.9% 10.7% 27.9% 12.1 % 29.3% Yellow Time (s) 3.5 3.5 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 4.5 4.5 5.0 5.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None None None None Intersection Summa Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:135 (96%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering iplits and Phases: 2: 25th Ave S/S Gateway Center Blvd & 5 UUth 5t ■ �1 002 nz) 104 '*!33 06 �35 4", 07 � 08 DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Signalized Intersection Summary 2: 25th Ave S/S Gateway Center Blvd & S 32Oth St 11/09/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) +0 ++T 1 T Traffic Volume (veh/h) 28 1205 16 30 1111 73 14 5 20 83 2 40 Future Volume (veh/h) 28 1205 16 30 1111 73 14 5 20 83 2 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 0.98 0.97 0.98 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1847 1847 1847 1894 1894 1894 1876 1876 1876 1924 1924 1924 Adj Flow Rate, veh/h 31 1354 18 34 1248 82 16 6 22 93 2 45 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 3 3 3 0 0 0 1 1 1 Cap, veh/h 513 3633 48 47 2195 144 169 28 104 196 7 156 Arrive On Green 0.58 1.00 1.00 0.05 0.89 0.87 0.01 0.08 0.08 0.03 0.10 0.10 Sat Flow, veh/h 1759 5127 68 1804 4957 326 1787 336 1231 1833 68 1524 Grp Volume(v), veh/h 31 888 484 34 868 462 16 0 28 93 0 47 Grp Sat Flow(s),veh/hlln 1759 1681 1834 1804 1724 1835 1787 0 1567 1833 0 1591 Q Serve(g_s), s 1.1 0.0 0.0 2.6 8.1 8.3 1.1 0.0 2.3 0.0 0.0 3.8 Cycle Q Clear(g_c), s 1.1 0.0 0.0 2.6 8.1 8.3 1.1 0.0 2.3 0.0 0.0 3.8 Prop In Lane 1.00 0.04 1.00 0.18 1.00 0.79 1.00 0.96 Lane Grp Cap(c), veh/h 513 2381 1300 47 1527 813 169 0 132 196 0 163 V/C Ratio(X) 0.06 0.37 0.37 0.72 0.57 0.57 0.09 0.00 0.21 0.48 0.00 0.29 Avail Cap(c_a), veh/h 513 2381 1300 155 1527 813 267 0 369 289 0 398 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.92 0.92 0.92 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.9 0.0 0.0 65.8 4.9 5.0 55.8 0.0 59.8 61.4 0.0 58.1 Incr Delay (d2), s/veh 0.0 0.4 0.7 6.8 1.4 2.7 0.1 0.0 0.3 0.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.8 0.2 0.5 2.3 3.7 4.5 0.9 0.0 1.7 5.9 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.9 0.4 0.7 72.7 6.3 7.7 55.9 0.0 60.1 62.1 0.0 58.5 LnGrp LOS C A A E A A E A E E A E Approach Vol, vehlh 1403 1364 44 140 Approach Delay, s/veh 1.0 8.4 58.5 60.9 Approach LOS A A E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 103.7 9.9 17.8 45.4 67.0 7.3 20.3 Change Period (Y+Rc), s 5.0 4.5 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 62.5 12.0 34.0 12.5 62.0 10.0 36.0 Max Q Clear Time (g_c+ll ), s 4.6 2.0 2.0 4.3 3.1 10.3 3.1 5.8 Green Ext Time (p-c), s 0.0 17.6 0.1 0.1 0.0 16.3 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 8.1 HCM 6th LOS A DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 3: 1-5 SB On Ramp/1-5 SB Off Ramp & S 320th St --► 4\ t 1I11/0912018 t A/ LaneGrou EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL SBT SBR Lane Configurations tt r Vi tt *T W Traffic Volume (vph) 0 936 390 185 778 0 0 0 0 199 4 442 Future Volume (vph) 0 936 390 185 778 0 0 0 0 199 4 442 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1% 0% 2% 2% Storage Length (ft) 0 0 150 0 0 0 600 600 Storage Lanes 0 0 1 0 0 0 1 2 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 45 35 Link Distance (ft) 436 708 1090 1165 Travel Time (s) 8.5 13.8 16.5 22.7 Confl. Peds. (#/hr) Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 2% 4% 4% 4% 0% 0% 0% 3% 3% 3% Bus Blockages (#/hr) 0 2 4 4 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) 49% Turn Type NA Perm D.P+P NA Split NA custom Protected Phases 2 1 6 4 4 45 Permitted Phases 2 2 Detector Phase 2 2 1 6 4 4 45 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 23.0 15.0 32.0 22.0 22.0 Total Split (s) 78.0 78.0 32.0 95.0 30.0 30.0 Total Split (%) 55.7% 55.7% 22.9% 67.9% 21.4% 21.4% Yellow Time (s) 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 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None Intersection Summary Area Type: Other Cycle Length:140 Actuated Cycle Length:140 Offset:107 (76%), Referenced to phase 2:EBWB and 6:WBT, Start of Red Natural Cycle: 70 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Splits and Phases: 3: 1-5 SB On Rampd-5 SB Off Ramp & S 320th St 4'�,' 1 _ '3_2 (R) 4�*434 32s J HAS 4) 4- 0 5 06 (R 15s 1195 8 DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Signalized Intersection Summary 3: 1-5 SB On Ram/1-5 SB Off Ramp & S 320th St --I. ■-- 1..- -*\ 1I11/09/2018 i 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt I +T W Traffic Volume (veh/h) 0 936 390 185 778 0 0 0 0 199 4 442 Future Volume (veh/h) 0 936 390 185 778 0 0 0 0 199 4 442 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 0 1864 1864 1841 1841 0 1832 1832 1832 Adj Flow Rate, veh/h 0 1052 438 208 874 0 227 0 497 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 4 4 0 3 3 3 Cap, veh/h 0 2521 1106 302 2794 0 451 0 602 Arrive On Green 0.00 0.23 0.23 0.10 1.00 0.00 0.13 0.00 0.13 Sat Flow, veh/h 0 3636 1555 1753 3589 0 3476 0 4645 Grp Volume(v), veh/h 0 1052 438 208 874 0 227 0 497 Grp Sat Flow(s),vehlh/in 0 1771 1555 1753 1749 0 1738 0 1548 Q Serve(g_s), s 0.0 35.3 33.3 4.9 0.0 0.0 8.5 0.0 14.6 Cycle Q Clear(g_c), s 0.0 35.3 33.3 4.9 0.0 0.0 8.5 0.0 14.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2521 1106 302 2794 0 451 0 602 WC Ratio(X) 0.00 0.42 0.40 0.69 0.31 0.00 0.50 0.00 0.83 Avail Cap(c_a), vehlh 0 2521 1106 549 2794 0 621 0 829 HCM Platoon Ratio 1.00 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.93 0.93 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 28.9 28.2 13.9 0.0 0.0 56.7 0.0 59.4 Incr Delay (d2), s/veh 0.0 0.5 1.0 1.1 0.3 0.0 0.3 0.0 3.5 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 23.4 20.1 5.6 0.2 0.0 6.8 0.0 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 29.4 29.2 15.0 0.3 0.0 57.1 0.0 62.9 LnGrp LOS A C C B A A E A E Approach Vol, veh/h 1490 1082 724 Approach Delay, s/veh 29.3 3.1 61.1 Approach LOS C A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.2 104.6 23.2 116.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 27.0 73.0 25.0 90.0 Max Q Clear Time (g_c+ll), s 6.9 37.3 16.6 2.0 Green Ext Time (p-c), s 0.4 13.1 1.6 9.9 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 4: 1-5 NB Off Ramp/1-5 NB On Ram & S 320th St 1I11/09/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NST NBR SBL SBT SBR Lane Configurations tt tT *T* Traffic Volume (vph) 0 794 0 0 639 217 409 0 386 0 0 0 Future Volume (vph) 0 794 0 0 639 217 409 0 386 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 1 % -1 % 2% 3% Storage Length (ft) 0 0 0 125 250 0 0 0 Storage Lanes 0 0 0 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 40 35 45 Link Distance (ft) 356 748 1418 1053 Travel Time (s) 6.9 12.8 27.6 16.0 Confl. Peds. (#/hr) 2 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 2% 2% 2% 5% 5% 5% 6% 6% 6% 0% 0% 0% Bus Blockages (#/hr) 0 2 0 0 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) 10% Turn Type NA NA Split NA Protected Phases 2 6 4 4 Permitted Phases Detector Phase 2 6 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 _ 16.0 24.0 24.0 Total Split (s) 29.0 29.0 41.0 41.0 Total Split (%) 41.4% 41.4% 58.6% 58.6% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Max C-Max None None Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Offset: 50 (71 %), Referenced to phase 2:EBT and 6:WBT, Start of Red Natural Cycle: 50 Control Type: Actuated -Coordinated Description: 2018-08-15 Traffic Data Gathering and Phases: 4: 1-5 NB Off Ramp/1-5 NB On Ramp & S 320th St --002 (R) 101 -1 04 4- 06 DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Signalized Intersection Summary 4: 1-5 NB Off Ramp/1-5 NB On Ramp & S 320th St 11/09/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT f Lane Configurations tt tT + Traffic Volume (vehlh) 0 794 0 0 639 217 409 0 386 0 0 Future Volume (vehlh) 0 794 0 0 639 217 409 0 386 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Work Zone On Approach No No No Adj Sat Flow, veh/h/In 0 1864 0 0 1864 1864 1788 1788 1788 Adj Flow Rate, veh/h 0 836 0 0 673 0 418 17 406 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 5 5 6 6 6 Cap, veh/h 0 1875 0 1875 554 20 475 Arrive On Green 0.00 1.00 0.00 0.00 0.17 0.00 0.33 0.33 0.31 Sat Flow, veh/h 0 3729 0 0 3729 0 1689 61 1450 Grp Volume(v), veh/h 0 836 0 0 673 0 418 0 423 Grp Sat Flow(s),veh/hAn 0 1771 0 0 1771 0 1689 0 1511 Q Serve(g_s), s 0.0 0.0 0.0 0.0 11.7 0.0 15.5 0.0 18.4 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 11.7 0.0 15.5 0.0 18.4 Prop In Lane 0.00 0.00 0.00 0.00 1.00 0.96 Lane Grp Cap(c), veh/h 0 1875 0 1875 554 0 495 V/C Ratio(X) 0.00 0.45 0.00 0.36 0.75 0.00 0.85 Avail Cap(c_a), veh/h 0 1875 0 1875 869 0 777 HCM Platoon Ratio 1.00 2.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.97 0.00 1.00 0.00 1.00 -- Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 18.4 0.0 21.0 0.0 22.4 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.5 0.0 0.8 0.0 3.3 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 0.4 0.0 0.0 9.0 0.0 9.6 0.0 10.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.8 0.0 0.0 19.0 0.0 21.8 0.0 25.7 LnGrp LOS A A A B C A C Approach Vol, veh/h 836 A 673 A 841 Approach Delay, slveh 0.8 19.0 23.8 Approach LOS A B C Timer - Assioned Phs Phs Duration (G+Y+Rc), s 42.0 28.0 42.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 36.0 24.0 Max Q Clear Time (g_c+11), s 2.0 20.4 13.7 Green Ext Time (p-c), s 9.0 2.6 4.3 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B Motes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 5: 32nd Ave S & S 320th St 11/09/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt ? Vi tT Vi 1� 4 Traffic Volume (vph) 2 895 386 78 723 0 33 0 14 0 0 0 Future Volume (vph) 2 895 386 78 723 0 33 0 14 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% 0% -3% 0% Storage Length (ft) 150 450 250 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 0 0 Taper Length (ft) 100 100 100 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 25 25 Link Distance (ft) 748 828 879 340 Travel Time (s) 12.8 14.1 24.0 9.3 Confl. Peds. (#/hr) 1 2 2 1 1 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 2 0 0 2 0 2 0 2 2 0 2 Shared Lane Traffic (%) Turn Type D.P+P NA Perm D.P+P NA Split NA Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 8 4 4 Detector Phase 7 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 33.0 33.0 15.0 15.0 29.5 29.5 15.0 15.0 Total Split (s) 15.0 77.0 77.0 17.0 79.0 31.0 31.0 15.0 15.0 Total Split (%) 10.7% 55.0% 55.0% 12.1 % 56.4% 22.1 % 22.1 % 10.7% 10.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.5 3.5 3.0 3.0 All -Red Time (s) 1.0 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 1.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 4.5 4.5 5.0 Lead/Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length:140 Offset:132 (94%), Referenced to phase 4:EBWB and 8:EBWB, Start of 1 st Green Natural Cycle: 95 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Qn14� nnr! Dhnenc. F• A7nr1 Ave C k C '49nfh Gf `I 02�6 --�, '�'G 3 Us s 770 1 1117S � r 08 R) DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Signalized Intersection Summary 5: 32nd Ave S & S 320th St 11/09/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I tt r Vi tT 1� 4 Traffic Volume (veh/h) 2 895 386 78 723 0 33 0 14 0 0 0 Future Volume (veh/h) 2 895 386 78 723 0 33 0 14 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 0.99 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/In 1870 1870 1870 1856 1856 1856 2018 2018 2018 1900 1900 1900 Adj Flow Rate, veh/h 2 1053 408 92 851 0 39 0 16 0 0 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 3 3 3 0 0 0 0 0 0 Cap, veh/h 613 1828 814 851 3030 0 65 0 58 0 1 0 Arrive On Green 0.01 1.00 1.00 0.70 1.00 0.00 0.03 0.00 0.03 0.00 0.00 0.00 Sat Flow, veh/h 1781 3554 1582 1767 3618 0 1891 0 1682 0 1885 0 Grp Volume(v), veh/h 2 1053 408 92 851 0 39 0 16 0 0 0 Grp Sat Flow(s),veh/h/In 1781 1777 1582 1767 1763 0 1891 0 1682 0 1885 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.8 0.0 1.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 2.8 0.0 1.3 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veh/h 613 1828 814 851 3030 0 65 0 58 0 1 0 V/C Ratio(X) 0.00 0.58 0.50 0.11 0.28 0.00 0.60 0.00 0.28 0.00 0.00 0.00 Avail Cap(c_a), veh/h 735 1828 814 851 3030 0 358 0 318 0 135 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 0.95 0.95 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 1.3 0.0 0.0 0.7 0.0 0.0 66.6 0.0 66.4 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.1 1.9 0.0 0.2 0.0 3.3 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.0 0.5 0.8 0.2 0.2 0.0 2.6 0.0 1.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.3 1.1 1.9 0.7 0.2 0.0 69.9 0.0 67.3 0.0 0.0 0.0 LnGrp LOS A A A A A A E A E A A A Approach Vol, veh/h 1463 943 55 0 Approach Delay, s/veh 1.4 0.3 69.2 0.0 Approach LOS A A E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.3 53.7 77.0 0.0 5.4 125.3 Change Period (Y+Rc), s 4.5 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 26.5 12.0 72.0 11.0 10.0 74.0 Max Q Clear Time (g_c+I1), s 4.8 2.0 2.0 0.0 2.0 2.0 Green Ext Time (p-c), s 0.1 0.1 18.1 0.0 0.0 11.8 Intersection Summary HCM 6th Ctrl Delay 2.5 HCM 6th LOS A DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 6: S 323rd St & 32nd Ave S 11/09/2018 --r 4--- k \► Lane Group EBL EBT WBT WBR S8L SBR Lane Configurations 4 4 y Traffic Volume (vph) 5 5 32 92 38 94 Future Volume (vph) 5 5 32 92 38 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 25 25 Link Distance (ft) 312 266 268 Travel Time (s) 6.1 7.3 7.3 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles (%) 0% 0% 0% 0% 2% 2% Shared Lane Traffic (%) Sign Control Yield Yield Yield Intersection Summary Area Type: Other Control. Type: Roundabout DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Roundabout 6: S 323rd St & 32nd Ave S Intersection Intersection Delay, s/veh 3.8 11/09/2018 Intersection LOS Approach A ES WS SS - Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 14 175 186 Demand Flow Rate, veh/h 14 175 190 Vehicles Circulating, veh/h 55 7 45 Vehicles Exiting, veh/h 180 62 137 Ped Vol Crossing Leg, #1h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 2.8 3.7 4.0 Approach LOS A A A Lane Left Left Lett Designated Moves LT LTR LR Assumed Moves LT LTR LR RT Channelized Lane Util 1.000 1.000 1.000 Follow -Up Headway, s 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 Entry Flow, veh/h 14 175 190 Cap Entry Lane, veh/h 1305 1370 1318 Entry HV Adj Factor 1.000 1.000 0.979 Flow Entry, vehm 14 175 186 Cap Entry, veh/h 1305 1370 1290 V/C Ratio 0.011 0.128 0.144 Control Delay, s/veh_ 2.8 3.7 4.0 Los A A A 95th %tile Queue, veh 0 0 1 DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 7: Weyerhaeuser Way S & S 320th St 11/09/2018 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations tt r tt )y r Traffic Volume (vph) 866 34 169 734 68 155 Future Volume (vph) 866 34 169 734 68 155 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 125 250 275 Storage Lanes 0 2 1 1 Taper Length (ft) 100 100 Right Turn on Red Yes Yes Link Speed (mph) 40 40 35 Link Distance (ft) 828 1963 571 Travel Time (s) 14.1 33.5 11.1 Confl. Peds. (#/hr) Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 2% 2% 3% 3% 2% 2% Bus Blockages (#Ihr) 2 0 0 2 2 2 Shared Lane Traffic (%) 50% Turn Type NA Perm D.P+P NA Prot Perm Protected Phases 2 1 6 4 Permitted Phases 2 2 4 Detector Phase 2 2 1 6 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 34.0 34.0 15.0 15.0 31.0 31.0 Total Split (s) 78.0 78.0 26.0 104.0 36.0 36.0 Total Split (%) 55.7% 55.7% 18.6% 74.3% 25.7% 25.7% Yellow Time (s) 4.0 4.0 3.5 3.5 3.5 3.5 All -Red Time (s) 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 Total Lost Time (s) 5.0 5.0 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode C-Max C-Max None C-Max None None Intersection Summar Area Type: Other Cycle Length: 140 Actuated Cycle Length:140 Offset:139 (99%), Referenced to phase 2:EBWB and 6:WBT, Start of 1st Green Natural Cycle: 80 Control Type: Actuated -Coordinated Description: 2018-07-24 Traffic Data Gathering Cnlilc nnrt Phncac• 7• WpvarhaaEEcar VYnv R R .'190th qt E� 1 01212 fR) 4% 04 2S S I loss 1 35s - - - 4- 06 [R DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th Signalized Intersection Summary 7: Weyerhaeuser Way S & S 320th St 11/09/2018 --N. f", Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft )VI Traffic Volume (veh/h) 866 34 169 734 68 155 Future Volume (veh/h) 866 34 169 734 68 155 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.99 Work Zone On Approach No No No Adj Sat Flow, veh/hlln 1870 1870 1856 1856 1870 1870 Adj Flow Rate, veh/h 1007 0 197 853 79 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 3 3 2 2 Cap, veh/h or 2945 1314 575 3161 126 56 Arrive On Green 1.00 0.00 0.04 0.90 0.04 0.00 Sat Flow, veh/h 3647 1585 1767 3618 3548 1572 Grp Volume(v), vehlh 1007 0 197 853 79 0 Grp Sat Flow(s),veh/h/In 1777 1585 1767 1763 1774 1572 Q Serve(g_s), s 0.0 0.0 2.4 4.6 3.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 2.4 4.6 3.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2945 1314 575 3161 126 56 V/C Ratio(X) 0.34 0.00 0.34 0.27 0.63 0.00 Avail Cap(c_a), veh/h 2945 1314 783 3161 798 354 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), slveh 0.0 0.0 1.4 1.0 66.6 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.1 0.2 1.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.2 0.0 0.8 0.8 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.0 1.6 1.2 68.5 0.0 LnGrp LOS A A A A E A Approach Vol, veh1h 1007 1050 79 Approach Delay, s/veh 0.3 1.3 68.5 Approach LOS A A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 9.5 121.0 9.5 130.5 Change Period (Y+Rc), s 4.5 5.0 4.5 * 5 Max Green Setting (Gmax), s 21.5 73.0 31.5 * 1 E2 Max Q Clear Time (g_c+11), s 4.4 2.0 5.1 6.6 Green Ext Time (p-c), s 0.3 15.3 0.2 12.0 Intersection Summary HCM 6th Ctrl Delay 3.3 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 8: Site Access & S 323rd St 11/09/2018 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I TO T *4 4 Traffic Volume (vph) 0 9 35 16 121 31 4 0 2 6 0 0 Future Volume (vph) 0 9 35 16 121 31 4 0 2 6 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -5% 5% 0% 0% Storage Length (ft) 10 0 10 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 100 100 100 100 Link Speed (mph) 25 25 25 25 Link Distance (ft) 266 208 214 171 Travel Time (s) 7.3 5.7 5.8 4.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 200% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles(%) 3% 11% 3% 3% 0% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th TWSC 8: Site Access & S 323rd St 11/09/2018 Intersection Int Delay, s/veh Movement 1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� V) 1� *T+ Traffic Vol, veh/h 0 9 35 16 121 31 4 0 2 6 0 0 Future Vol, veh/h 0 9 35 16 121 31 4 0 2 6 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - None - - None Storage Length 10 - - 10 - - - Veh in Median Storage, # - 0 - 0 Grade, % - -5 - - 5 - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 11 3 3 0 3 3 3 3 3 3 3 Mvmt Flow 0 10 38 17 132 34 4 0 2 7 0 0 Ma orlMinor Ma or1 Ma or2 Minorl Minor2 Conflicting Flow All 166 0 0 48 0 0 212 229 29 213 231 149 Stage 1 - - - - - 29 29 - 183 183 - Stage 2 - - - - 183 200 - 30 48 - Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1406 - 1553 - - 743 669 1043 742 667 895 Stage 1 - - - - 985 869 - 816 746 - Stage 2 - - - - - - 816 734 - 984 853 - Platoon blocked, % Mov Cap-1 Maneuver 1406 - 1553 737 662 1043 735 660 895 Mov Cap-2 Maneuver - - - 723 649 - 726 652 - Stage 1 - - - 985 869 - 816 738 - Stage 2 - - 807 726 - 982 853 - Approach EB WB NB SB HCM Control Delay, s 0 0.7 9.5 10 HCM LOS A B Minor LanelMaior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 805 1406 - - 1553 - - 726 HCM Lane V/C Ratio 0.008 - - 0.011 - - 0.009 HCM Control Delay (s) 9.5 0 - 7.3 - - 10 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 9: 32nd Ave S & Site Access 11/09/2018 fe 4-.. t 4 Lane Group WBL WBR NST NBR SBL SBT Lane Configurations Y 1� I + Traffic Volume (vph) 0 16 65 0 138 209 Future Volume (vph) 0 16 65 0 138 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 10 Storage Lanes 1 0 0 1 - Taper Length (ft) 100 100 Link Speed (mph) 25 25 25 Link Distance (ft) 186 268 879 Travel Time (s) 5.1 7.3 24.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 4% 3% 3% 2% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour HCM 6th TWSC 9: 32nd Ave S & Site Access _ 11/09/2018 Intersection Int Delay, s/veh Movement 2.8 WBL WBR NBT NBR SBI_ SBT Lane Configurations Y 1 t Traffic Vol, veh/h 0 16 65 0 138 209 Future Vol, veh/h 0 16 65 0 138 209 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 10 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 4 3 3 2 Mvmt Flow 0 17 71 0 150 227 Major/Minor Minorl Majorl Ma'or2 Conflicting Flow All 598 71 0 0 71 0 Stage 1 71 - - - - - Stage 2 527 - - - Critical Hdwy 6.43 6.23 4.13 - . Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 464 989 - - 1523 - Stage 1 949 - - - - Stage 2 590 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 419 989 - - 1523 - Mov Cap-2 Maneuver 467 - ~ - - - Stage 1 949 - - - Stage 2 532 - - . Approach WB NB SB HCM Control Delay, s 8.7 0 3 HCM LOS A Minor Lane/Major l tvmt NBT NBRWBLnl SBL SBT Capacity (vehlh) - - 989 1523 - HCM Lane WC Ratio - - 0.018 0.098 - HCM Control Delay (s) - - 8.7 7.6 - HCM Lane LOS - A A - HCM 95th %tile Q(veh) - - 0.1 0.3 - DaVita Federal Way Synchro 10 Report 2020 With Project - AM Peak Hour Lanes, Volumes, Timings 6: S 323rd St & 32th Ave S 11/08/2018 ---►'" 1'0 4/ Lane Group ESL EBT WBT WBR SBL. -- SBR - - - - - - Lane Configurations *' 1� y Traffic Volume (vph) 63 56 37 49 79 12 Future Volume (vph) 63 56 37 49 79 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 35 25 25 Link Distance (ft) 312 266 268 Travel Time (s) 6.1 7.3 7.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Sign Control Yield Yield Yield Interse�i'an 5umma Area Type: Other Control Type: Roundabout DaVita Federal Way Synchro 10 Report 2020 With Project - PM Peak Hour HCM 6th Roundabout 6: S 323rd St & 32th Ave S 11 /08/2018 I ntprsection Intersection Delay, s/veh Intersection LOS Approach 3.6 A EB WB SB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 149 107 114 Demand Flow Rate, veh/h 149 107 114 Vehicles Circulating, veh/h 99 79 46 Vehicles Exiting, veh/h 61 169 140 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 3.9 3.5 3.4 Approach LOS A A A Yang Left Left Left Designated Moves LT TR Assumed Moves LT TR RT Channelized Lane Util 1.000 1.000 Follow -Up Headway, s 2.609 2.609 Critical Headway, s 4.976 4.976 Entry Flow, veh/h 149 107 Cap Entry Lane, veh/h 1247 1273 Entry HV Adj Factor 1.000 1.000 Flow Entry, veh/h 149 107 Cap Entry, veh/h 1247 1273 WC Ratio 0.119 0.084 Control Delay, s/veh 3.9 3.5 LOS A A 95th %tile Queue, veh 0 0 DaVita Federal Way 2020 With Project - PM Peak Hour LR LR 1.000 2.609 4.976 114 1317 1.000 114 1317 0.087 3.4 A 0 Synchro 10 Report Lanes, Volumes, Timings 8: Site Access & S 323rd St 11/08/2018 —10- -It 4- I 10' 41, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� 1� 4� 4 Traffic Volume (vph) 0 130 5 3 54 7 32 0 15 29 0 0 Future Volume (vph) 0 130 5 3 54 7 32 0 15 29 0 0 Ideal. Flow (vp0pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) -5% 5% 0% 0% Storage_Length (ft) 10 0 10 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (4) 100 100 100 100 Link Speed (mph) 25 25 25 25 Link Distance (ft) 266 208 214 171 Travel Time (s) 7.3 5.7 5.8 4.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth_ Factor 200% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 0% 3% 3% 0% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Sign Control_ Free Free Stop . ' Stop Intersection Summary Area Type: Other ---ram Control Type: Unsignalized DaVita Federal Way Synchro 10 Report 2020 With Project - PM Peak Hour HCM 6th TWSC 8: Site Access & S 323rd St 11/08/2018 Intersection Int Delay, slveh 2.9 Movement EBL EBT EBR WBL WBT VWBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Vol, vehm 0 130 5 Future Vol, venlh 0 130 5 Conflicting Peds, fflhr 0 0 0 Sign Control Free Free Free RT Channeiized - - None Storage Length 10 - - Veh in Median Storage, # - 0 - Grade, % - -5 - Peak Hour Factor 92 92 92 Heavy Vehicles, % 3 0 3 Mvmt Flow 0 141 5 1� 4 4 3 54 7 32 0 15 29 0 0 3 54 7 32 0 15 29 0 0 0 0 0 0 0 6 0 0 0 Free Free Free Stop Stop Stop Stop Stop Stop - - None - - None - - None 1D - - - - - - 0- - 5 - - 0 92 92 92 92 92 92 92 92 92 3 0 3 3 3 3 3 3 3 3 59 8 35 6 16 32 0 0 Major/Minor Ma or1 Majcr2 Minorl Miriar2 Conflicting Flaw All 67 0 0 146 0 0 213 217 144 221 215 63 Stage 1 - - - - - - 144 144 - 69 69 - Stage 2 - - - - - 69 73 - 152 146 - Critical Hdwy 4.13 - - 4.13 - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1528 - - 1430 - - 742 679 901 733 681 999 Stage 1 - - - - - - 856 776 - 939 835 - $tag- 2 - - - - - - 939 832 - 848 774 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1528 - 1430 - - 741 678 901 718 680 999 Mov Cap-2 Maneuver - - - 743 873 - 723 673 - Stage-1 - - - _ 856 776 - 939 833 _ Stage 2 - - - - 937 830 - 833 774 Approach EB WB NB SB HCM Control Delay, s 0 0.4 9.9 1 D.2 HCM LOS A B Minor Lane/Maior Mvmt NBi_n1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vehlh) 787 1528 - - 1430 - 723 HCM Lane VIC Ratio 0.065 - - - 0.002 - - 0.044 HCM Control Delay (s) 9.9 0 - - 7.5 - - 10.2 HCM Lane LOS A A A - - B HCM 95th "/ofile O(veh) 0.2 U - 0 - 0.1 DaVita Federal Way Synchro 10 Report 2020 With Project - PM Peak Hour Lanes, Volumes, Timings 9: 32th Ave S & Site Access II 11/08/2018 Ir -IL- i Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Y 1� I + Traffic Volume (vph) 0 128 169 0 21 69 Future Volume (vph) 0 128 169 0 21 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 10 Storage Lanes 1 0 0 1 Taper Length (ft) 100 100 Link Speed (mph) 25 25 25 Link Distance (ft) 186 268 439 Travel Time (s) 5.1 7.3 12.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 0% 3% 3% 0% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized DaVita Federal Way Synchro 10 Report 2020 With Project - PM Peak Hour HCM 6th TWSC 9: 32th Ave S & Site Access 11/08/2018 lntersectian Int Delay, s/veh Movement 3.7 VVBL WBR NST NBR SBL SBT Lane Configurations Y r + Traffic Vol, veh/h 0 128 169 0 21 69 Future Vol, veh/h 0 128 169 0 21 69 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free free Free Free RT Channelized - None - None - None Storage Length 0 - - 10 Veh in Median Storage, # 1 - 0 - 0 Grade. % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 0 3 3 0 Mvmt Flow 0 139 184 0 23 75 Ma orrMinor Minorl Ma orl Ma'or2 Conflicting Flow All 305 184 0 0 184 0 Stage 1 184 - - - - - Stage 2 121 - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 685 856 - - 1385 - Stage 1 845 - - - - - Stage 2 902 - - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 673 856 - - 1385 - Mov Cap-2 Maneuver 701 - - - Stage 1- 845 - - - - Stage 2 887 - - Approach WB NB SB HCM Control Delay, s 10 0 1.8 HCM LOS B Minor Lane/Major Mvmt NBT NSRWBLnl SBL S6T� Capacity (veh/h) - - 856 1385 - HCM Lane WC Ratio - - 0.163 0.016 - HCM Control Delay (s) - - 10 7.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.6 0.1 - DaVita Federal Way Synchro 10 Report 2020 With Project - PM Peak Hour REINFORCING STEEL BENDING DIAGRAM SEE STD. SPEC. 9-07.1(2) FOR BENDING DIAM. 135" - HOOK O (TYP-) 94 r DIMENSIONS ARE OUT TO OUT W Q #4 EIGHT REQ'D. 0 J z tY ul m ELECTRICAL CONDUIT oCENTER ANCHOR BOLT ASSEMBLY IN FOUNDATION 2 #4 9. V (IN) DIAM. _ HOLE (TYP.) � i r 3/4" (IN) STEEL 1/8 PLATE WITH HOLE = 3/16 POLE BASE + 1/6" (IN) BASE PLATE DETAIL �.�•�i �'r11 b +. s SECTION nA SEE DETAILS ABOVE MATCHLINE FOR SQUARE CONCRETE FOUNDATION 3/4" (IN) CHAMFER (TYP.) UNPAVED SURFACE - o Z N 2 O #4 (TYP.) 1 ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAM. ANCHOR BOLT ASSEMBLY - ANCHOR BOLT TEMPLATE - TWO REQ'D. PER ASSEMBLY ANCHOR BOLTS - 3/4" (IN) x 30"(IN) FULL THREAD - THREE REQ'D. PER ASSEMBLY 3/4" (IN) DIAMETER STEEL TAPERED STEEL SHAFT (SEE NOTE 1) 2 1/2" CLR. (TYP.) 9" (IN) DIAM. BOLT [ CIRCLE ELECTRICAL CONDUIT Xt of NOTES 2' - o" 1. Clamping bolts shall be tightened to 50 ft-lbs max. torque. After state inspection, burr threads to prevent O nut rotation. DO NOT OVERTIGHTEN. 2. The final height of the Anchor Bolts shall be below the top of the slip plate assembly to ensure proper ................................... r 3. function of the slip base. Supplemental shall be non -insulated #4 AWG stranded copper and shall be clamped T • y�P '-to grounding conductor rebar with a connector suitable far use embedded in concrete: Provide 3' - 0" min. slack. Attach to ■_ ;, =0 j '; . vertical pole grounding stud with a full circle crimp -on connector (crimped with a manufacturer recommended crimper). • a 4. Junction box serving the Standard shall preferably be located 5' - 0" (10' - 0" Max.) from the Standard. • •`• . 5. Provide cable tie at wiring entering the junction box (for slip base installations only) See Detail A, ............. ..: Standard Plan J-28.70. Standard d b d th d the ole base late CENTER ANCHOR BOLT _ O3 #4 6, Keeper Plate shall note en eyon e e ges p p ASSEMBLY IN FOUNDATION EIGHT REQ'D. SECTION (8 } SLIPFITTER g i Q i I i SIGNAL STANDARD I — I I I MATCHLINE USE DETAILS ABOVE MATCHLINE FOR i - - - ROUND CONCRETE FOUNDATION ! I � � I MATCHLINE I I� I SUPAVED RFACE 10 - -f-I; y l�. I� �l co - -'-= r 'a O#4 FIVE REQ'D. 'a + HEAVY HEX NUTS - _ FOUR REQ'D. PER ANCHOR BOLT 2 112" CLR. (TYP.) }a FLAT WASHERS - U r FOUR REQ'D. PER ANCHOR BOLT 2'-0' ROUND cl' ELEVATION ROUND CONCRETE FOUNDATION DETAIL 3/4" (IN) CHAMFER (TYP.) UNPAVED SURFACE --\, ®#4 _z (TYP.) CV � ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAAM. ` ANCHOR BOLT ASSEMBLY. ANCHOR BOLT TEMPLATE - TWO REQ'D. PER ASSEMBLY ANCHOR BOLTS - 3/4" (IN) x 30"(IN) FULL THREAD - FOUR REQ'D. PER ASSEMBLY 3/4" (IN) DIAMETER STEEL HEAVY HEX NUTS - FOUR REQ'D. PER ANCHOR BOLT FLAT WASHERS - FOUR REQ'D. PER ANCHOR BOLT' TOP OF POLE i I #4 i ! THREE REQ'D. C ; PAVED [ SURFACE q •ki; A P o a. ;i a, CD '! •i ' o o ~ • I 2 1/2" CLR. 2, - 0" SQUARE N ELEVATION FIXED BASE SQUARE CONCRETE FOUNDATION DETAIL SIGNAL STANDARD EQUIPMENT GROUNDING CONDUCTOR i 2" (IN) PVC STUBOUT GROUNDING STUD WITH NUT - i SEE STANDARD PLAN J-20.20 FOR i BASE PLATE ASSEMBLY - 3/4- (IN) GROUND CONNECTION DETAILS DIAM. STEEL HEAVY HEX NUT, WITH FLAT WASHER - TWO EACH REQ'D. SUPPLEMENTAL GROUNDING CONDUCTOR PER ANCHOR BOLT - MINIMUM OF (SEE NOTE 3) TWO THREADS ABOVE TOP OF 3/4" (IN) STEEL BASE PLATE NUT OR 5/8" (IN) MAXIMUM (TYP.) (SEE DETAIL) i i TOP OF FOUNDATION GROUT PAD - INSTALL AFTER PLUMBING STANDARD ' PREMOLDED PAVED 31V' (IN) I.D. DRAIN 2 JOINT FILLER SURFACE UNPAVED } TUBE IN GROUT PAD =_;__� l l l I SURFACE 1" TO 2„ 8" (IN) DIAM. HOLLOW CENTER OF GROUT PAD 411, LEVELING NUT (TYP.) �I+ I ; F ANCHOR BOLT (TYP.) .I. CONDUIT COUPLING - INSTALL FLUSH l WITH TOP OF FOUNDATION CLAMP CONDUCTOR TO STEEL REINFORCING (DO NOT GLUE PVC STUBOUT) STEEL REINFORCING WITH LISTED CONNECTOR BARS I SUITABLE FOR USE 'r' JOSEp�Y EMBEDDED IN CONCRETE i ELECTRICAL CONDUIT - SEE 94�4 OF WA CONTRACT FOR DIAMETER DETAIL fiow tri -O 4z �o�� 'FcaG39820 I S TRH �� V (IN) DIAM. PLATEN STEEL �sf ONAL �� HOLE (TYP.) Q g ._ Bailey. •red Jun 26 20144:29 I'M 1 1/2" 1 1/2" ^ upon Pe T*PE P6, TYPE 1 RM & FIB SIGNAL STANDARD s" (IN) BOLT CIRCLE FOUNDATION DETAILS STANDARD PLAN J-21.10-04 ANCHOR BOLT TEMPLATE SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION .. 1h, rase„ I � un 0 2014 3:12 PM 1 STATE DESIGN ENGINEER WWashington Stab Depcomam of Transportation SUP PLATE - 1" (IN) DIAM. HOLE (TYP.) - 7/8" (IN) DIAM. HOLE (TYP.) 35") I SLIP PLATE I ASTM A572 GR. 50 1'- 3" DIAM. - T j TAPERED STEEL OR ASTM A588 1'- 3" DIAM. BOLT CIRCLE SHAFT WALL fBOLT CIRCLEHOLE DIAM. 1 mL ~ _ 1' - 3" DIAM. , - ! POLE BASE +� R16" ON) I 1/8 BASE I f.�'-- N BOLT CIRCLE 1/18" (IN) .P) { 3/8 I 3/16 PLATE 1/8 + H ANCHOR PLATE - - -' - G >--- -•- j - i 3/8 • `'' { N ' N �` SECTION G SECTION EQUIPMENT GROUNDING f �- ,--•� a CONDUCTOR ti - _ •' 7" IN DIAM. HOLE + 6" (IN) DIAM. HOLE ! ! .' SIGNAL STANDARD 6" (IN) DIAM. j ( )j•_ I HEAVY HEX CLAMPING BOLT HOLE t J BASE PLATE - i i •� GROUNDING STUD WITH NUT - (TYP.) - 3/4" (IN) DIAM. TORQUE 1 ANCHOR PLATE -• 6„ 8 112" KEEPER PLATE ASTM A36 6" j 8 1/2" SEE STANDARD PLAN J-20.20 FOR CLAMPING BOLTS (SEE NOTE 3) 5/8" (IN) R. 6" ASTM A572 50 GROUNDING CONNECTION DETAILS (TYP-) I OR ASTM A588 9" 8 1/2" (28 GAGE SHEET METAL) FOR DIMENSIONS NOT SHOWN, 3/4" (IN) DIAMETER STEEL HEAVY PLACE BETWEEN POLE BASE PLATE AND SEE SLIP AND ANCHOR PLATES DETAIL SUPPLEMENTAL GROUNDING I SLIP PLATE ON TOP OF MIDDLE WASHERS - CONDUCTOR (SEE NOTE 3) CLAMPING BOLT F HEX NUT (TYP-) - SIZE TO MATCH FOR DIMENSIONS NOT SHOWN, SEE STANDARD PLAN J-28.42 BASE PLATE DETAIL SEE BASE PLATE DETAIL 3/4" (IN) DIAMETER STEEL HEAVY - PLATE WASHER (TYP.) SLIP AND ANCHOR PLATES DETAIL KEEPER PLATE DETAIL HEX NUT AND HARDENED WASHER - # 4 r Z - 0" TWO EACH REQUIRED PER ANCHOR BLOT j r 34' (IN) BASE PLATE TOWARD ROADWAY EIGHT REQ'D. 718" (IN) DIAM. 1 1/4" (IN) ANCHOR PLATE 28 GAGE KEEPER PLATE HOLE W/ SMOOTH TOWARD ROADWAY _ �--- -- a CHAMFERED EDGES O # 4 3/B" (IN) I.D. DRAIN •, HARDENED ROUND WASHER o CENTER ANCHOR BOLT ■ -___ TUBE IN GROUT PAD P. - 51ZE TO MATCH ASSEMBLY IN FOUNDATION 2 a rr°Y '; + G1.R' CENTER ANCHOR BOLT CLAMPING BOLT z r' '• ASSEMBLY IN FOUNDATION ° 3 TOP OF CONCRETE r :- [ O #4 1/s" N PAVED SURFACE EIGHT FOUNDATION w r g� •' ' :. • c - :, I �' -'d Q MIN- 1 3/8" (IN) SLIP PLATE ELECTRICAL CONDUIT �' » ' ' { ■ N p l ti REQ'D. - r " -^" = '(j • " a; UNPAVED m GROUT PAD •- INSTALL "-.� ^ �.� AFTER PLUMBING ELECTRICAL CONDUIT .a ;• ` E iv SURFACE - _ - - STANDARD 1/2" (IN) THICK x 2" (IN) \ -. 2 1/2"CUR. w • f WIDE x 2 3/4" (IN) LONG - • '�•...; p _ -; a sr�1 m 02 # 4 - STEEL BAR �•�� 0. ) ........ �......_.-------- .!._.......z- 3" [IN] DIAM. SEE DETAILS ABOVE MATCHLINE - SECTION PLATE WASHER DETAIL GROUT WELL [TYP.) `; w; LEVELING NUT (lYP ] - FIXED BASE SQUARE CONCRETE J 3/4" (IN) HEAVY HEX NUT SEE DETAILS ABOVE MATCHLINE - SECTION t E) 3/4" (IN) x 2' - B" ANCHOR BOLT (TYP.) - �� , ; AND HARDENER WASHER FOUNDATION, SHEET 1 iJ ' - - _ i --MATCHLINE FIXED BASE SQUARE CONCRETE FOUR REQUIRED (SEE NOTE,4) I FOUNDATION, SHEET 1 -- - T - CONDUIT COUPLING -• INSTALL FLUSH MATCHLINE CLAMP CONDUCTOR TO I i - WITH TOP OF FOUNDATION (DO NOT i STEEL REINFORCING WITH GLUE PVC STUBOUT) 1 i LISTED CONNECTOR 3/4" (IN) CHAMFER - I 0 #4 SUITABLE FOR USE ELECTRICAL CONDUIT - UNPAVED SURFACE FIVE REQ'D. 3/4" (IN) CHAMFER (TYP.) - i O #4 EMBEDDED IN CONCRETE SEE CONTRACT FOR DIAM. PREMOULDED THREE REQ'D. 6" (IN) DIAM. HOLLOW STEEL REINFORCING JOINT FILLER UNPAVED SURFACE PREMOULDED IN CENTER OF BARS D - JOINT FILLER GROUT PAD DETAIL [ F } jospn I• ' e :i i�a Z la to O n"f r` Q # 4 EIGHT REQ'D. a a EIGHT REQ'D ELECTRICAL CONDUIT - SEE CONTRACT FOR DIAM_ " ANCHOR BOLT ASSEMSL � STRAP TE a - • � . I . THREE 1/4" (IN) STEEL BARS - I I a ❑ f - o a TWO REQ'D. PER ASSEMBLY �I 3/4" (IN) x 30" (IN) FULL ' THREAD ANCHOR BOLTS -• THREE REQ'D. PER ASSEMBLY --- T— 3/4" (IN) DIAMETER STEEL 2 1/2" CUR. (TYP.) a HEAVY HEX NUTS - U FOUR REQ'D. PER ANCHOR BOLT r - 0' N FLAT WASHERS - ROUND N FOUR REQ'D. PER ANCHOR BOLT ELEVATION ROUND CONCRETE FOUNDATION DETAIL 1 ELECTRICAL CONDUIT •- SEE CONTRACT FOR DIAM. ANCHOR BOLT ASSEMBLY,.. STRAP TEMPLATE - Ja o- a " v •` .; ' ' • •'I •I O �� a '� i " �� ' A - o , ih a a �r THREE 114" (IN) STEEL BARS ^- ' i a TWO REQ'D. PER ASSEMBLY 2 1/2" CLR MR) v 3/4" (IN) x 30" (IN) FULL THREAD ANCHOR BOLTS - ` .' 2' - 0" THREE REQ'D. PER ASSEMBLY SQUARE 3/4" (IN) DIAMETER STEEL HEAVY HEX NUTS - FOUR REQ'D. PER ANCHOR BOLT FLAT WASHERS - FOUR REQ'D. PER ANCHOR BOLT, ELEVATION SLIP BASE SQUARE CONCRETE FOUNDATION DETAIL SQUARE FOUNDATION SHOWN �. 1 3/16" (IN) DLAM.ro fi ► (TYP-) "^C TACK WELD - AT "P 9820 ALL OVERLAPPING Ot7 -ft°G/ LOCATIONS (TYP.) S Ir. 1/4" (IN) STEEL BAR (TYP.) •- 2" (IN) WIDE x T - 3" LONG STRAP TEMPLATE DETAIL V' Ce'.lCC-j�'i Jun 26 2014 4:29 PM TYPE PS, TYPE 1 RM A FH SIGNAL STANDARD FOUNDATION DETAILS STANDARD PLAN J-21.10-04 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION Jun 30c 0 Pasco Jun 30 2014 3:13 PM STATE DESIGN ENGINEER Admk VrFp Washlnoon StW" Department of Transportation 32u0 srA 5T7.a+5 BEGIN DOTTED W rO LINE,-t7,0' RT MATCH EXISTING SHARED LANE MARKING, 18.5' RT 32HO STA 59+32,5 HEWN YEUPW EDGE LINE, &0' RT MATCH EXISTING 32ND STA 59+50.0 END Yyf W EDGE LINE, 6.0' ITT r11 I I + I� rrI MUTCD SHARED LANE MARKING 9C-9 1 �f N fr BEGIN YELLOW EDGE LINE, 6.0' L# MATCH EXISTING 52NO STA 59+44.5 5 f 3 1 I COLD YELLOW COW L4N& t,1.0'LT W-4- I I l 32hD STA 59+49.5 6, a' f CiTITER CROSSWALK, 12.5' LT O + f I 1 TENW Response: ) (Comment incorporated NOT To SCALE II as requested. I ++ 32ND STA 59+53.0 MUTCD: SHARED LANE MARKING 9C-9 J 11 If I \ N YELLOW EDGE LINE IG5' LT !! 32ND STA 59+ 9 2' I +' ` � \ • $EGIN WHITE LAN£ 32.5' LT jj 1 145 t5� END YELLOW EDGE LINE, 32.5' LT 32ND STA 59+55.0 }I ! T \• _ ,�, CENTER CROSSWALK, 5.0' RT �� I ,, t' ♦ '� J j j W ~ w y in 9EGkV YELLOW EDGE LINE 6.0' R7 1;1 � R w in n '' I? 32ND STA 9+ `l (r.'r� .g g GSA[^ �, z 2 END YELLOW EDGE LINE, 6.0' RT ! \ ' 1 T �6 llllllt��j� �!'+ on w �'" wLS z END WHITE WIDE LINE, 6.0' RT rr 1' I F w BEGIN WHITE DOTTED ENTRY LINE. •6.0' RT + 2 w g * + 3 + } 3 a R83' EtVW Response: ¢ F 9 ti to 3 ¢ o ! I.0' TYP. Commen Incorporated as p y * '^ w N u H' W 't v q o w requestZ, Z 8 n n u N el .a.1 a 2 c ry 32ND STA 60+36.0 i p� '~ i w h a n row ,%, 15 h w END WHITr DQ ED ENTRY LINE 20.5' RT TENW Response: 32ND STA 60+7 . I fie .� CENTER CRD5SWALK, 50.5' RT 4 32ND STA 60+74.0° N WHeiE rYlOF LINE, 2f.5' RT • 3' R75' BEGIN YELLOW EDGE LINE. 21.5' RT / S% ti / 32ND STA 60+78.5 R83' END YELLOW EDGE LINE, 44.5' RT V 32ND STA 50+85.5 •, ` /} 5.5''� BEGIN YELLDW EDGE LINE. 44.5- RT �y -- - ♦ �` _ _�� 1.0' TYP. 32ND STA 60+90.0 �� . 62+00 END YELLOW EDGE 'LINE, 21.5' R7 I� - END WHITE WIDE LINE, 21.5' RT _ • r ` BEGIN WHITE DOTTED ENTRY LINE, 21.5' RT 32ND STA + ♦ 4, 9 CENTER CROSSWALK, 51.5' RT \ \ It' � 32ND STA 6 323RD STA 52+41. iH0 WHITE DOTTED ENTRY LINE, 21.0• RT END YELLOW EDGE LINF; 6.0' RT BEGIN YELLOW EDGE LINE, 6.0' RT 3?3R0 STA 62+46.5 BEGIN WHfT£"WIDE LINE, 6.0' RT R CROSSWALK, 20.5• Ri ❑ REVISION DATE BY DESIGNED er: ISSUED `E: BVL 08-27-2019 mAww V. .8 NO: BVL TENW 5986 APPROVE' W, DRAWING FlLE ND_ CTB PAVEMENT MARKINQMONSTRUCrION NOTES OINSTALL 8" WHITE TYPE 0 PLASTIC WIDE DOTTED ENTRY LINE PER WSOOT STANDARD PLAN M-12.10. q�•rNSTALL i' PAINTED YELLOW EL" LINE WI7H SUPPLEMENTAL PIOUS PER CITY OF FEDERAL WAY DRAWING NO. 3-17. O INSTALL WHITE TYPE D PLASTIC CROSSWALK PER CITY OF FEDERAL WAY DRAWING NO. 3-2;. 01 INSTALL 8' WHITE TYPE 0 PLASTIC WIDE LINE PER WSDOT PLAN M-12.10: 05 INSTALL WHITE TYPE B PLASTIC SHARED LANE MARKING PER MUTCD 9C-9. 0 INSTALL 8" WHITE PAINTED DOTTED WIDE LINE (NO RPM'S) PER CITY OF FEDERAL WAY DRAWING NO. 3-18. PAVEMENT MARKING GENERAL NOTES 1. REMOVE EKfST1NG COHF=TTN5 PAVEMENT' MARKINGS AS NECESSARY..TQ ACCOMMODATE NEW STRIPM- COINrRACTOR SHALL COORDINATE PAVEMENT MARKINGS REMOVAL WITH ASPHALT RESTORATION WORK- SEE PAVEMENT MARKING REMOVAL PLAN, SHEET PM-02. 2. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL PAVEMENT MARKINGS PER CITY OF FEDERAL WAY STANDARDS. LEGEND ET. NEW DESCRIPTION POST MOUNTED SIGN O SIGN NOTE O CONSTRUCTION NOTE RESUBMITTED 5EP 13 2019 cFTY OF FEDERALY rlD&jlWAY r ® RESUBMITTED AUG ?a zap Ny • NOTE: THIS APPROVAL IS VOID 1(ONE) YEAR AFTER i f 11' APPROVAL DATE. THE CITY WILL NOT BE 3 �5.5' ~ S 323RD ST -41 - _S� -- EL RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD ` .r 6"'' N CONDITIONS MAY DICTATE CHANGES TO 2, IT' THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. 18-105630-EN 5 }0 40 - '�' --- RIIW . Rtf-STA 6 f7 -0 YELLOW EDGE LINE. 6.0' RT 0 20 SCALE IN FEET 60 APPROVED MATCH EXISTING SRO STA 6 +5T.S DATE i1N YELLOW EDT.E LINE, 6.0' RT DAVITA HEALTHCARE IT. ° ft TE N W PARTNERS, INC. DAVITA FEDERAL WAY PM 01 eT µsr''•. Transportation Engineenng NorthWest TEAM GENESIS rw 1-;ws,NHNn PIenKlg I Design I Tmfr Impact6 IICO R ft $N G .S..an2M ftW" WA P=4 oK a 1es51 EW-6TnOF 6245 SOUTH VICTOR AVE TULSA, OK 74136 SHEET NO/ 1 �I �p rpju�� Project Contact GlenDullmul MARK KINNEY PAVEMENT MARKING PLAN 5 na � �naa Phone: 425-25 4M2 MARK.KINNEY@DAVITA.COM SHEETS -N B3EGIN2HO 5TA J .�YIOi<- LKIf AE'�110 77-4• R! i DOTM ENTRY UHE REWVAL, 215- Rr STA 6O+r -o WE UME REMO-L, 20.5' Ri 32110 Sid 6043 O _ NY.D,W1 F 0077EDfNTRY LINE REMOVAL. 20.5, RT IZ�jEVISION , DATE BY DESIGNED 9Y: BVL DRAWN M--- BVL APPROVED BY: CTB 1f rf'd�'1�--fj I+ f ISSUE DATE 08-27-2019 108 NO TENW 5986 DRAWINGR< ND.: 0 STA END WIDE CINF REiTGVAL, 77.4' RT 323RD. STA 62+AT�,g 9EGIN WfDE UNE RENDY.d1, l7,0' RT ,s T' qa—TENW Transportation Engineering NorthWest • .NryiG!yn Fk—mg I GeyDA 1 f+umc xr,P,�cI & Op N �p 11400SE8M Street, rule Im. a,,,p-wA98D74 l^ QlyT�f Office 14251 SP-6747 Project Contact: Glen DuBreul Phone: 425-250-0582 PAVEMENT MARKING REMOVAL NOTE REMO.VE._EMISTING a"" WIDC- LINE. RFJdO.YE ,6! MFING.AUCYCLE PAVCWCNr MARKING. GCJ RE9QVE-:EXW1NG: ENM UNC, - PAVEMENT MARKING REMOVAL GENERAL NOTES I.&S, LT TjHOJAVEMENT MARKINGS VIA MACHINE MNDING OR OTHER CITY APPROVED MUHQID. LEGEND NEW DESCRIPTION PAVEMENT MARKING REMOVAL NOTE NOTE: THIS APPROVAL IS VOID 1(ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO 18-105630-EN 4 0 20 60 SCALE IN FEET DAVITA HEALTHCARE PARTNERS, INC. TEAM GENESIS 6245 SOUTH VICTOR AVE TULSA, OK 74136 MARK KINNEY MARK.KINNEY@DAVITA.COM APPROVED DATE DRAWING No: DAVITA FEDERAL WAY PM-02 I SHEEr NO-- 2 OF PAVEMENT MARKING REMOVAL PLAN 5 NW Response: mment incorporated requested - NW Response: (uo'1-5'bOi mment incorporated `'\`�- requested. Imomi� A NW Response: mment incorporated mquested. SIGN DETAILS IV <,, A *V 6-7PL R 1-2 (24'x r 2') "x36"x36") W11-2 Q r r E1 r r ' KEEP aHE w MAY USE R6-W'4 FuLLLANE E3 f36�IrT2 r3oxseES _ - � RIGHT Rf T'i E4 (30"x30 ") R4-7B s9 2�1: f2� AHEAD 24s0- S10 sf e7 R4-7 24"X30" , )0 S 323RD ST REVISION DATE BY DEIGNED W. 6WEU>E BVL 08-27.2019 V T E N W � �y1�. T• e . - pRRWN BY: 1C9 Ml• j� �/'•, Transportation Engineering Northwest BVL TENW 5986 $; nwDVTaian►a.mto9 T coax I r,Dtr imDDciaarro�rm �y .{ ll.ra.fFe!n srnw67wnaoo.a.rw.un. wwvmr W? 0D BY: pMN'mfu,O: .0.M1 -� • t Co? iaci 9Glen J CTB 8 p+AL 4c Project Contact: 425: Glen Du9reuil Phone: 425-2540562 08 27-2079 NOTES I tNvv Kesponse: Sign s r e I1 � Pe vlsr 1.1 t ❑n t e ig ove at pp Gxl t s1 vegetation � to allow [Ing signs e. Resp�onse: Siqns are now S2-S4Tn revised SIGN LEGEND SIGN ID SIGN CODE STREET NAME STATION OFFSET R6-4 ns., :6Tr RI-2 S 323RD ST 60+85-5 27.0 RT INSTALL PER COF PLAN 3-51. Ri Rlt 2_ `SS W11-2 32ND AVE S 59+49-0 24.0 RT INSTALL PER COF PLAN 3-51. W11-2 32ND AVE S 59+43.5 36-0 LT INSTALL PER COF PLAN 3-51. - Wf 6-7PL 32ND AVE S 59+49.0 24-0 RT INSTALL BELOW SIGN S5. 'S8 WI6-7PL 32ND AVE S 59+43.5 36.0 LT INSTALL BELOW SIGN 56. F.• R4-11 I S 323RD ST 58+98.5 24.0 RT INSTALL PER COF PLAN 3-51. $f0 =t R4-11 I S 323RD ST 63+20.0 24.0 LT INSTALL PER COF PLAN 3-51. FAT Wk-.? I 32ND AVE S 56+47.0 24.5 RT INSTALL PER COF PLAN 3-51. Sf R4-11 I 32ND AVE S 58+47-0 24.5 LT INSTALL SIGN BELOW SIGN S12. ' W-It. T S 323RD ST 63+67.5 24.0 LT INSTALL PER COF PLAN 3-51. 51[: R#-f1r S 323RD ST 63+67.5 24.O LT INSTALL SIGN BELOW S14. -Si5 WII-2 32ND AVE S 60+69-5 38.0 RT INSTALL PER COF PLAN 3-51_ 1- _ Wt6-7PL 32ND AVE S 60+69-5 38.0 RT INSTALL SIGN BELOW S15. $17 WII-2 S 323RD ST 60+96-0 28.0 RT INSTALL PER COF PLAN 3-51. $I Wf6-7PL S 323RD ST 60+96.0 28.0 RT SIGN BELOW S17. R4-7 32ND AVE' S 60+80.5 41.5 RT PER COF PLAN 3-51. •> RI-2 32ND AVE S EX EX SIGN TO REMAIN. �'• I i % S 323RD ST E)P EX-- •`3 W YU REMAIN. 'E3 R6�RCi 32ND AVE S -EX EX- SIGN TO REMAIN:R6- WREMAIN. `i 32ND AVE S fr- SIGN TO REMANI. TENW New R6-•ARE} S 323RD ST •EN*4 fX-- signs EX SIGN TO REMAIN. QI8 �E7 R4-7B 32ND AVE S EX EX SIGN TO REMAIN. S(GNJNG GENERAL NOr I. W CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL SIGNS AND PAVEMENT MARKINGS PER CITY OF FEDERAL WAY STANDARDS. CONTRACTOR SHALL LAYOUT OUT ALL SIGNS AND PAYr:14ENT MARKINGS; AND THEN CONTACT TNC APPROPRIATE CITY WSPECFOP 48-HOURS IN ADVANCE OF INSTALLATION TO VERIFY LAYOUT. 2. INSTALL ALL SIGNS PER CITY OF FEDERAL WAY DRAWINGS No. 3-51 d 3-52, 3. CONTRACTOR SHALL PRUNE VEGETATION TO ENSURE UNOBSTRUCTED VISIBILITY TO PEDESTRIANS, SIGNS AND VEHICLES. SEE LANDSCAPE PLANS FOR PRUNING LIMITS. 4, UNLESS OTHERWISE NOTED. INSFALL ALL SIGNS AT 7' ABOVE FINISHED GRADE AS MEASURED TG THE BOTTOM OF SIGN, ON THE SAME POST, THE LOWEST SIGN SHALL BE 7' ABOVE FINISHED GRAM AS MEASURED TO THE BOTTOM OF THE SIGN. 5. W11-2, W16=7PL, & W16-9P SIGNS SHALL BE FLUORESCENT YELLOW -GREEN WITH BLACK SYMBOLS AND BORDER. LEGEND EXT. NEW DESCRIPTION a i POST MOUNTED SIGN O SIGN NOTE O CONSTRUCTION NOTE N r0 4D 0 20 60 SCALE IN FEET DAVITA HEALTHCARE PARTNERS, INC. TEAM GENESIS 6245 SOUTH VICTOR AVE TULSA, OK 74136 MARK KINNEY MARK.KINNEY@DAVITA.COM NOTE THIS APPROVAL IS VOID 1(ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. 18-105630-EN APPROVED DATE _ OPAWING ND: DAVITA FEDERAL WAY SG-01 sHEEJNo: 3 SIGNAGE 5 SHEETS SEE SHEET T5-02 FOR: • RRFB/SIGNAL GENERAL NOTES • ILLUMINATION GENERAL NOTES. • POLE PLACEMENT DETAILS • POLE MOUNTING/ATTACHMENT DETAILS SEE SHEET PM-01 FOR: N PAVEMENT MARKING IMPROVEMENTS SEE SHEET PM-02 FOR: • PAVEMENT MARKING REMOVALS SEE SHEET SG-01 FOR: • ADDITIONAL SIGNING IMPROVEMENTS 4 0 20 60 SCALE IN FEET Q' rY+ Q RECTANGULAR RAPID FLASHING BEACON NEW: F1,F2,F3,F4 ALL NEW DISPLAYS SHALL BE LED. RRFB/SIGNAL SIGN LEGEND f •<17WT 8=7WR}' W76r7F(L) x4"rr7" 24 X!'F^ WI 1-2 0 Q 30"x30" 5I AFFIX PLAQUE TO CROSSWALK PEDESTRIAN PUSHBUTTON WARNING ASSEMBLIES DEVICE CROSS NTH CAUTION BACKGROUND YELLOW TEXT/SYMBOL : BLACK W11-2 AND.&W16-7P SIGNS SHALL BE FLOURESCENT YELLOW -GREEN WITH BLACK SYMBOLS AND BORDER. SEE PLAN SHEET TS-02 FOR SIGNING MOUNTING ARRANGEMENTS. SEE PLAN SHEET SG-01 FOR ADDITIONAL SIGNING IN THE ROUNDABOUT VICINITY, NOT SPECIFIC TO THE RRFB INSTALLATION. t1 ILLUMINATION POLE SCHEDULE LUM. POLE STATION OFFSET STREET MOUNT. ARM WATT' FIXTURE COMMENT NO. NAME HEIGHT LENGTH O EX EX 32ND AVE S EX 35' EX 12' BO LED : EATON ARCHEON ARCH-M-AF48790-D-U-T29-4N7-tOMSP-AP POLE TO REMAIN. INSTALL NEW FIXTURE �2 EX EX 32ND AVE S EX 35' EX 12' 90 LED. ARCHEON EATON ARCf OMSP-A N-1IA POLE TO REMAIN. INSTALL NEW FIXTURE.F4B-90-D-U-T2R-4N7- -EX 32ND S 90 LED`. EATON ARCHEON POLE TO REMAIN.' INSTALL NEW FIXTURE 0: EX AVE EX 35' EX 12' .ARCH-M-AF48-90-D-U-T2R-4N7-IOMSP-A a; EX EX S 323RD ST EX 35-1 EX 12' 90 LED EATON ARCHEON I.ARCH-M-AF48-90-0-U-T2R-4N7-IOMSP-A POLE TO REMAIN. INSTALL NEW FIXTURE. 0EX EX S 323RD ST EX EX 12' 90 LED TARCHEON POLE TO REMAIN: INSTALL NEW FIXTURE: .55' ARCH-1l-AF4B-£AON 9D-D-U-T2R�4N7�l0MSP-AP CROSSWALK PHOTOMETRIC ]rARGEi CALCULATION SUMMARY ACTUAL DESIGN CRITERIA CALCULATION AREA AVG. UNIFORMITY MAINTAINED RATIO (AVG. FC/ FOOT CANDLES MIN. FC RRFB CROSSWALK 1.S0 3.00:1 (EAST) LAP • 2.02:1 CROSSWALK $.So 3.00:1 (WEST) .1.40 3.00:1 CROSSWALK 1.50 3.00:1 (NORTH) 11.50 1.SO:T TENW Response: CCe�rr��t cted Carrm nah and aerifi d RaW9 model R2 0 E.or F runs D wirelegS commuiication. �hus, nb ne d for a contra le r unit, he con- troller was removed and the ie ht of signal pole was reduced to 13-ft. I I 62+00 0 S 323RD ST _ 64+00 _ 0 REVISION DATE By MIGNED 6Y: ISSUE DATE BVL 08-27-2019 oRAwN er. Toe Na: :A d1 �' .� C BVL TENW 5986 $ APPROVED 9V: ORAYY0.V FILE 40 ; ''��A��i I CTB %TENW Transportation Engineering NorlhWesl p I IIMSE"S 10 I D0l I Tmlec trraael AO),' 11gC56lH5iMic i(42700 6747•. iYh 9&G. Ofri=c (Izsl Rev 61H� Project Contact Glen Du&eul Phone: 425-250-M2 3 ILLOMINATION CONSTRUCTIONr s 1 CONSTRUCT FOUNDATON PER CITY OF 'FEDERAL WAY DETAIL 3-38. .3-39 d 3>39AAND fUUMINATION POLE SCHEDULE. INSTALL NEW STREET LIGHT ON NEW FOUNDATION. LUMINAIRE SHALL .BE BOW LED EATON ARCHEON FIXTURE OR AS APPROVED BY THE CITY. EJISMV6 POLE, TO REMAIN. REMOVE EXISTING LUMINAIRE AND REPLACE WITH A 9OW LED EATON ARCHEON FIXTURE OR AS APPROVED BY THE CITY. 3 3 EXISTING STREET LIGHT POLE AND LUMINAIRE TO REMAIN. PROTECT DURING CONSTRUCTION. 4 . EXISTING PRIVATE PARKING LOT POLE AND LUMINAIRE TO REMAIN. PROTECT DURING CONSTRUCTION. RRFBISIGNAL SIGNING NOTES Sr :xsTAu ONE (1) 3D"x30" WI1-2 SIGN. INSTALL ONE (1) 24"02" W16-7P(R) SUPPLEMENTAL PLAQUE BENEATH W11-2 SIGN. 53 INSTALL ONE (1) 24"x12" W16-7P(L) SUPPLEMENTAL PLAQUE BENEATH WI 1-2 SIGN. yJ:rx4sS cam.•.-+J.,.:c �... r,.z;��.. �..�1 r�•--T .,,.�E ^.".a cy�'� ^.+Fa..a ver,�..� w.r-• j�=ti1.D b� RRFB_S G A 0_N§TRrUC770N ,NDTE� CONSTRUCT FO RATION AT 323RD STA. 62+67, 5' LT PER WSDOT STANDARD PLAN J-21.10. FURNISH AND I ALL RRFB SIGNAL POLE (rS- HER1Nr), BASE AHO CAP PER CITY OF FEDERAL WAY SIGNAL SPE TIONS. INSTALL TWO 3t"x3O' Wr1-2: SIGNS. ONE 24 Y12' W16-7P(R) SIGN, ONE 24 x12' WI - CARMAMAN SOLAR RRFB SYSTEM. ONE PEDESTRIAN PYSt�7�f'ON. AND ON CONTROLLER . UN[ W1rH CABINET ON THE SIGNAL POLE. SEE POLE S1 DETAILS. SHEET TS-02. F CORM170 ON OF SIGNS AND BEACONS ON THE POLE. FACE OF PPB TO FACE OF WEST AND BE PARALLEL WITH THE CROSSWALK. PPB SHALL BE 10" OR LESS FROM THE FACE OF CURB ON THE SIDEWALK RAMP. SEE ALSO POLE S1 PLACEMENT DETAIL SHEET TS-02. �rtn7-0 � CONSTRUCT FOUNDATION AT 323RD STA. 6� a-O, 26.5' RT PER WSDOT STANDARD PLAN J-21.10. 52 FURNISH AND INSTALL RRFB SIGNAL POp (15-FT HEIGHT), BASE AND CAP PER CITY OF FEDERAL WAY SIGNAL SPECIFICATIONS. WSTALLITWO 30"x30" WII-2 SIGNS, ONE 24"x12" W16-7P(R) SIGN, ONE 24.02" Wit-0PP_MON, ONE C►RMANAH SOLAR RRFB SYSTEM, ONE PEDESTRIAN PusmuirON, AND ONE CONTROLLER UNIT WITH CABINET ON THE SIGNAL POLE. SEE POLE S1 DETAILS, SHEET TS-02, FOR CONFIGURATION OF SIGNS AND BEACONS ON THE POLE. FACE OF PPB TO FACE OF EAST AND BE PARALLEL WITH THE CROSSWALK. PPB SHALL BE 10" OR LESS FROM THE FACE OF CURB ON THE SIDEWALK RAMP. SEE ALSO POLE S2 PLACEMENT DETAIL SHEET TS-02. RRFSISIGNAL POE SCHEDULE N REFERENCE FIELD LOCATION TYPE REMARKS ROADWAY AMM S1 S 323RD ST 62+67-5 JJO.5JXJ FD J FUN PER WSDOT J-21.10 S21 S 323RD ST 62+44.0 126.01 IX FB I FDN PER WSDOT J-21. 10 LEGEND EXIST NEW RELOCATE DESCRIPTION 3_�---O A-0 ROADWAY SCALE LIGHT PRIVATE PARKING LOT LIGHT i POLE MOUNTED SIGN © POLE MOUNT CONTROLLER CABINET OPOLE NUMOER 0 CONSTRUCTION NOTE DAVITA HEALTHCARE PARTNERS, INC. TEAM GENESIS 6245 SOUTH VICTOR AVE TULSA, OK 74136 MARK KINNEY MARK. K I N N EY@DAVITA.CO M NOTE - THIS APPROVAL IS VOID 1(ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. 18-105630-EN APPROVED DATE pRaWtc Ha DAVITA FEDERAL WAY I I TS-01 RRFB & ILLUMINATION PLAN RR F SIGNAL GENERAL NOTE �y yq Epp 1' 3HRLL08f OEiEiMINEr? BYET E1Vf,0lNEER OF C+ri INSPECTDffft REPRESENTATION ONLY ANO FINAL LOCATIONS 2. ALL TRAFFIC SIGNAL N PEDESTRIAN ER 7fRAN HEADS AND PUSH BUTTONS SHALL BE SECURELY AND COMPLETELY COVERED WHILE SPf %EA . IN ACCORDANCE WIN CITY OF � FEDERAL.. WAY STANDARDS AND SPECIFICATIONS UNLESS THE LI)CA BOAS: r PEA8YRE5 SHOWN ARE APPR�OyXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THC CONS. PTPHppE��S§CggO�� TR❑❑A T� J4 MATERIA LU� THAT RELIU NOTr 9EEHE APPOPVZO OYF�HEMCIITTYY OF FED AIL LWAY WILE ENOT 8E ALL17WE0 £FN TEhi PROJECT 5H'E. kAIVE 5. ALL WORK SHALL BE CONSISTENT WITH UTILITY AGENCY REQUIREMENTS. THE CONTRACTOR SHALL CONTACT ALL RTT1��7{+ELIN AGENCIES TH AGENCIES GNOUT THHOURS PROECT FORE COMMENCING WORK, AND SHALL COORDINATE WITH AFFECTED 7. N0711Y i E AiF'ECTESa Lu+TILOf CORM IBAN� THE TY OF FE6EPAL W YT IA MQ1FfIL1 i£L UPON QA�AGEACTOR $frALC S. EXISTING FEATURES TO REMAIN UNLESS OTHERWISE NOTED. B CROSSWALK SYSTEM IS FULLY OPERATIONAL AND ED AND N EDCROSSWALK SIGNS SHALL NOT BE UNBAGGED BEFORE ftE-Cr10. CONTROLLER CABINET SHALL BE NEMA 3R RATED. 11. RRFB SHALL FLASH AFTER BUTTON IS PRESSED, PLUS 14 SECONDS OR AS DETERMINED BY THE ENGINEER. 12. ALL MATERIALS SPECIFICATIONS, IN NCCIATION AND THE 25 R4 SYSTEM SHALL COMPLY WITH CITY OF FEDERAL WAY SIG I LUMINAT ON GEN RAL TES 1. THE LOCATIONS OF FEATURES SHOWN ARE APPROXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR AS NECESSARY. 2. ALL WORK SHALL BE IN ACCOROATICE WITH THE CITY OF FEDERAL WAY STANDARDS AND SPECIFICATIONS AND WSDOT STANDARDS AND SPECL'ICATIONS. CURRENT EDITIONS. 3. THE CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY OF FEDERAL WAY INSPECTOR FOR MATERIALS APPROVAL MINIMUM 3-WEEKS PRIOR TO THE DESIRED APPROVAL DATE. 4. ALL WORK SHALL BE CONSISTENT WITH UTILITY AGENCY REQUIREMENTS. THE CONTRACTOR SHALL CONTACT ALL PERTINENT UTILITY AGENCIES 48 HOURS BEFORE COMMENCING WORK, AND SHALL COORDINATE WITH AFFECTED UTIUTY AGENCIES THROUGHOUT THE PROJECT. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTILITIES. THE CONTRACTOR SHALL NOTIFY THE AFFECTEO UTILITY COMPANY AND THE CITY OF FEDERAL WAY IMMEDIATELY UPON DAMAGE. 6. EXISTING FEATURES TO REMAIN UNLESS OTHERWISE NOTED. 7. SEE ACCOMPANYING SPECIAL PROVISIONS FOR ADDITIONAL REQUIREMENTS. SPECIAL PROVISIONS SHALL BE CONSIDERED PART OF THIS CONTRACT. I POLE S1 PLACEMENT DETAIL I REVISION I SET BOLTS TO ALLOW TEG CURS AND COLiAt''TO BE PO BASE P+.� 6.2- FROM eS+DEWALK AND WEST --I PO CRETE COLLAR AWtIIEI BA TE ON SOUTH AND EA57-SIDES. LIAR TO BE INTECRAL Wo -TOP. OF CURB. PUSHBUTTON ORIE PARALLEL WITH r SCALE IN FEET NSIGNAL CONTRACTOR StIALL OTE: ECONCRETE COA�CR MNSOFjvTERRELNSHPhe EEN SIGNALPOLEp B 4ARFIGURE ARE EU. DATE 1 BY I DESIGNED- BVL D WH BY: BVL APPROVED BM CTB SSDE DATE 08-27-2019 JOB NO.: } TENW 5986 DMWING RLE ND: POLE MOUNTING AND ATTACHMENT DETAILS POLE S1 'TENW Response: SOLAR PANEL' r,,,, * k% C4n($Cied rmapah ang verified RRFB 1 • mod A P,92 v or F runs y wireless cpFluollercunit. l he wont oltJler west e CONTROLLER J� �� . ocd al Y' reduced iD 33 height o� signal pa�e was CABINET ' r �.�] RRFB SI w +d POLE S2 EXISTING RF1 4-7B EXISTING/MODIFIED ISLAND. SEE CIVIL PLANS. LOOKING EAST NOT TO SCALE RRFB & SIGN ATTACHMENT INFORMATION L RRFB UNITS SHALL BE MOUNTED PER MANUFACTURERS RECOMMENDATIONS. 2. ALL SIGNAL POLE MOUNTED SIGNS SHALL BE INSTALLED WITH MOUNTING BRACKET AND STEEL STRAP PER WSDOT G-24-10 AND SIGN BRACE PER WSDOT G-50.10. KEEP P,i-. 9° RIGHT LOOKING WEST NOT TO SCALE -SOLAR PANEL ORIENTATION TO BE ADJUSTED PER MANUFACTURERS RECOMMENDATIONS. POLE S2 PLACEMENT DETAIL I POUR 6" CONCRETE COLLAR AROUND BASE PLATE ON NORTH _ _ _ PUSHBUTTON ORIENTED AND WEST SIDES. COLLAR TO BE THE INTEGRAL WITH TOP OF CURB. ' CROSSWALK. BASE PLATE 2;' FROM I IRAMPISIDEWA ON SOUTH SET ANCHOR SOUS' TO - ALLOW INTEGRAL CV A COLLAR TO BE POURED. D 5 SCALE IN FEET ?,TONAL pp pppp ,1{{ ff�� TO ENSURE PR4PE'R RELALTI4NSHIP INBEIM'£EHTNTHE ESIGNALRPO E AND CURB RAMP SHOWN IN THIS FIGURE ARE IlAINr0EO. .... TEN W 5 �. Transporta lion Engineering NorthWest • q F—Dt"W%FWp rn I Design 1 rrDlf 1r 1L OGma: I1100 LE E41 street. Seite 200. BO— WA q$504 office Id25L BSP-67V lyj[S' 7411A1. Project Contact: Glen DUBreuil Phone: A25-250-OW EXISTING/MODIFIED ISLAND. f -r SEE CIVIL PLANS. SEE SHEET TS-02 FOR. • RRFB/SIGNAL CONSTRUCTION NOTES • RRFB/SIGNAL SIGNING NOTES • RRFB/SIGNAL LEGENDS • RRFB/SIGNAL POLE SCHEDULE • ILLUMINATION CONSTRUCTION NOTES • ILLUMINATION POLE SCHEDULE. SEE SHEET PM -DI FOR: . PAVEMENT MARKING IMPROVEMENTS SEE SHEET PM-02 FOR. . PAVEMENT MARKING REMOVALS SEE SHEET SG-01 FOR. . ADDITIONAL SIGNING IMPROVEMENTS DAVITA HEALTHCARE PARTNERS, INC. TEAM GENESIS 6245 SOUTH VICTOR AVE TULSA, OK 74136 MARK KINNEY MAR K.KI NNEY@DAVITA.COM i POLE S2 LAR PANEL' CONTROLLER �J CABINET WII—Z • 30"x30 RRFB Ft—L_ W!6-7P{L r 2A'x12 IIk yt� O L1 of � POLE S1 R NOTE: THIS APPROVAL IS VOID 1(ONE) YEAR AFTER APPROVAL DATE. THE CITY WILL NOT BE RESPONSIBLE FOR ERRORS AND/OR OMISSIONS ON THESE PLANS. FIELD CONDITIONS MAY DICTATE CHANGES TO THESE PLANS AS DETERMINED BY THE CITY ENGINEER. PERMIT NO. 18-105630-EN APPROVED DATE — � DhtmuDrW: DAVITA FEDERAL WAY RRFB & ILLUMINATION DETAILS TS-02 SH U,W: 5 5 SHEETS