The URL can be used to link to this page

04-100519 (2) CITY OF MEMORANDUM Federa ay Community Development Services Department DATE: April 15, 2004 TO: Raid, Kim S., Scott S., Mary Young, Greg B. FROM: Jane Gamble SUBJECT: MAPLEWOOD II - (04-100519-00-UP) 33725 1ST PL S Please find the enclosed resubmittal. I would like to try to issue SEPA within the next two weeks if we have any required mitigation nailed down. Raid,can you possibly give me an idea when you will have traffic mitigation identified? Kim,can you give me an idea where we are with the drainage issue? If I could get everyone's comments back by Apri9`h that would be great. Thanks! CITY OF MEMORANDUM v}:* Federal Way Public Works Department DATE: May 11, 2004 TO: Jane Gamble FROM: Kim Scattarella, P.E. SUBJECT: MAPLEWOOD II - (04-100519-00-UP) 33725 1ST WAY S. The information submitted on April 15,2004 has been reviewed. Please address the following technical items must be addressed prior to Land Use Approval. Traffic/Right-of-Way Improvements 1. Address all Traffic Division comments from Raid Tirhi, P.E., Senior Traffic Engineer,for traffic and right-of-way improvement requirements. Site Plans and Technical Information Report(TIR) 1. An easement from Federal Way Water and Sewer District(#9006220951)for an existing water line was not labeled on the Grading and Drainage or Utility plan. 2. The access road from S. 340th along the northern boundary and site access must address all requirements stated in the Right-of-way Modification response letter from the City, dated May 6, 2004. 3. As stated in the SEPA Staff Evaluation, for storm water detention site specific to this project,the applicant shall either: 1) provide a backwater analysis of the existing downstream drainage system from the site on 1st Way South to the Winco Pond to determine if conveyance improvements will be required along this route; OR 2) pay a pro-rata share for required conveyance system improvements on 1st Way South. Additionally,the applicant shall either pay a pro-rata share of $1,728/acre for storage in Panther Lake system or provide on-site storage in accordance with City code. 4. The conclusion on page III-8 of the TIR will need to be revised to reflect the results obtained by addressing item #3. 5. Provide cross-sections for the Storm Filter, designed by Stormwater Management Inc. were provided in the TIR and also must be provided on the plans for the building permit submittal. In addition, a cost estimate and a minimum 3-year maintenance agreement from Stormwater Management Inc. must also be provided in the final TIR.This may be part of the Building permit submittal. 6. A new bond quantities form with updated costs was recently approved by the City. Please complete this attached bond quantities form and resubmit with your revised TIR. CITY OF MEMORANDUM Federal Way Public Works Department DATE: March 30, 2004 TO: Jane Gamble FROM: Kim Scattarella, P.E. SUBJECT: MAPLEWOOD II - (04-100519-00-UP) 33725 1ST AVE S The information submitted on February 17, 2004 has been reviewed. Public Works has determined this application to be complete. The following technical items must be addressed prior to Land Use Approval. Traffic/Right-of-Way Improvements 1. See Traffic Division comments from Raid Tirhi, P.E., Senior Traffic Engineer,for traffic and right- of-way improvement requirements. Site Plans and Technical Information Report(TIR) f2. Show the dimensions of the proposed building on the civil plans. X. Show the dimensions of parking stalls and aisles. 4. Show all easements referenced in the Title report. A power easement (#8910031150) and an easement from Federal Way Water and Sewer District(#9006220951)were not shown on the Grading and Drainage or Utility plan. e steps shown within Public right-of-way along 1st Way South on the site plan must be removed due to liability issues. It is suggested that the steps in front of the site be pushed back closer to the building or that a ramp with handrail be installed by changing the grading in the front portion of the site. f In the preliminary TIR, a detention facility is referenced on page III-5, but is not consistent with the preliminary plans. The Backwater analysis modeling from the Winco Pond along 1st itrc I Way South to the drainage outlet for this site has been coordinated with Paul Bucich, P.E., Surface 7 Water Manager. This will need to be submitted for review as a part of the Building permit submittal. 7. The conclusion on page III-8 of the TIR will need to be revised to reflect the results obtained by 54,6 addressing item #7. -8: The design of the bioswale on page N-7 of the TIR will need to be upsized to reflect that the swale must be upstream from the storm filter, per the 1998 KCSWDM,Table 6.1.3.A. The TESC pond will need to be upsized, as the required surface area must be 2080 SF/CFS. �0. Provide cross-sections for the Storm Filter, designed by Stormwater Management Inc., as a part of the final TIR. This may be part of the Building permit submittal. Nii6 CITY OF CITY HALL 33530Fe d e ra I Way Feder 1st Way South•P-9 Box 9718 Federal Way,WA 98063 9718 (253)661-4000 www.cityoffederalway.com June 7, 2004 Doug Klappenbach Sound Ventures,Inc. 320 - l06`h Avenue NE, Suite 100 Bellevue,WA 98004 Re: Permit#04-100519-000-00-UP;MAPLEWOOD II 337251s`Place S;EXPLANATION OF DRAINAGE MITIGATION FEES Dear Mr.Klappenbach: This letter responds to your inquiry about the drainage mitigation fees associated with the building permit for the subject project. There will be two separate drainage mitigation fees, as was stated in the SEPA and the TIR from Barghausen Engineers, Inc. In lieu of on-site storm water detention, the developer shall be required pay a fee of$4,372 (2.53 acres * 1,728/acre), which is calculated from the site area, multiplied by the pro-rata share for the use of Panther Lake. The second drainage mitigation fee is a pro-rata share for upsizing the downstream conveyance system. • The developer shall pay a fee in the amount of $13,352 toward the City's conveyance system improvement project along 1st Way South. The City's total estimated project cost for the conveyance improvements is $670,255. The developer's share was determined by taking the total acreage of the site divided by the total basin acreage, multiplied by the total project cost(2.53 acres/127 acres) * $670,255 = $13,352. The Surface Water Management Division will determine if this project is necessary, by modeling, to verify if this downstream conveyance system meets the flow capacity criteria per the 1998 King County Surface Water Design Manual. If it is determined that this project is not necessary, a portion of the - $13 352 will be refunded to the developer. The portion that is refunded will be based on the difference between the conveyance improvement mitigation fee and total billing of staff (time * hourly rates) to complete this study. If you have further questions,please contact me at (253) 661-4132. Sincerely, • 7'C --t16451 Leta Kim Scattarella,P.E. Senior Engineering Plans Examiner • KS:di cc: Ken Miller,P.E.,Deputy Public Works Director Paul Bucich,P.E.,Surface Water Manager Project File/KS • Day File I:\csdc\docs\save\16362I54021.doc RESUBMITTED APR 1 6 2004 City of Federal Way MAPLEWOOD OFFICE BUILDING TRAFFIC RESPONSE LETTER Prepared for Laura Baker, Vice President Project Management SOUND VENTURES, INC. 320 - 106th Ave. N.E., Suite 100 Bellevue, WA 98004 April 6, 2004 JT E,, Inc. Mark J.Jacobs, P.E.,P.T.O.E. JAKE TRAFFIC President ENGINEERING, INC. 7731 8th Ave SW- Seattle,WA 98106-2007 Tel 206.762.1978 . Cel 206.799.5692 . Facsimile 206.762.1978 Email. jaketraffic@comcast.net 320 106th Avenue N E. Suite 100 Bellevue, Washington 98004 (206) 452-8422 FRESUBMITTED (425) 452-8422 Sound Ventures Inc. 1 APR 2004 April 16, 2004 Jane Gamble City of Federal Way 33530 First Way South Federal Way, WA 98003 RE: Maplewood ll Office Building File # 04-1000519-00-UP Dear Jane: Enclosed are the following revised submittals which reflect the revisions requested by Traffic: 1. Three sets of a Traffic Response Letter dated April 6, 2004 which supplements the previous Traffic Study prepared by Jake Traffic Engineering 2. Three copies of the Request for Right-of-Way Improvement Modifications prepared by Barghausen Engineering dated April 15, 2004 3. Three sets of drawings with additional dimensions and informational notes associated with the Request for Right-of-way Modifications I believe that these submittals reflect the discussions, the modifications requested and the additional information requested by Raid Thirhi and Ken Miller on April 6, 2004. However if we missed anything please call me at 206-223-9500 X 102. I will make sure the resubmittals or revisions are expedited. Everyone has been very supportive in expediting our submittals. Thank you, we appreciate your help and cooperation. Sincerel , Doug KI...-nbach Presiders CC: Bob Fadden JiE . Jake Traffic Engineering, Inc . Mark J. Jacobs, P.E., P.T.O.E. President 1131 8th Ave SW- Seattle, WA 98106 - 2001 Tel. 206.762.1978 - Cell 206.799.5692 - Facsimile 206.762.1918 E-mail jaketraffic@comcast.net April 6, 2004 Laura Baker,Vice President Project Management SOUND VENTURES, INC. 320 - 106th Ave. N.E.,Suite 100 Bellevue,WA 98004 Re: Maplewood Office Building - City of Federal Way Traffic Response Letter Dear Ms. Baker; We are pleased to submit this Traffic Response Letter for the proposed 35,140 sq.ft. Maplewood Office Building project. The letter is in response to inquiries by City of Federal Way staff regarding Maplewood Office Building Traffic Impact Analysis dated January 29, 2004. We understand that the City had comments regarding the following items: ➢ The calculated pro-rata share traffic impact fee ➢ Sight Lines and operations of the SW 340th St./1st Way S. intersection (VS) ➢ Street frontage improvements or request for modification The City inquiries and our responses follow. Pro-rata Share Traffic Impact Fee The City calculated a pro-rata share traffic impact fee of$49,653.09 versus the$45,200 determined in Maplewood Office Building Traffic Impact Analysis. The primary reasons for the difference are the City used the 2004-2009 TIP(Transportation Improvement Program) versus the 2003 - 2008 TIP used in our January 29, 2004 report obtained from the City's web site and the revision of the year of opening to 2005. Two Thousand Eight was used in the traffic study as the horizon year to ensure a conservative analysis. SW 340th St./1st Way S. Sight Lines: Pursuant City request we reviewed the sight visibility at the SW 340th St./1st Way S. intersection. The City uses the American Association of State Highway and Transportation Officials(AASHTO)A Policy on Geometric Design of Highways and Streets 2001 guidelines for sight lines. Exhibits 9-55 and 9-57 (copies in the appendix) in the ASSHTO identify the recommended sight lines for various turning movements. A left turn motorist requires an entering sight distance of 390 feet and a right turn motorist 335 feet for a 35 MPH speed, the posted limit. The stopping sight distance for a 35 MPH speed is 250 feet. \\Enginee2\c\-Project Fdn\1003.038-Map(.ood Office Bunting-Sound Ventures,Inc.-FS,&Way\Tragic Response lettertloc JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. April 6, 2004 Page 2 Good sight visibility exists to and from the south of the SW 340th St./1st Way S. intersection. North of the intersection a horizontal curve and embankment impairs the sight line to some extent. The field measured distance is-340 feet 14.5 feet back from the edge of traveled way. Additional sight distance (-15 to 20 feet) is gained by SW 340th Street motorists moving closer(-10 feet)from the edge of traveled way. The 340 feet of sight line to the north meets the AASHTO standard for a 35 MPH speed for both the right turn and crossing maneuvers. A left turn motorist is also crossing the southbound traffic stream thus the sight line criterion of 390 feet is needed to the right(in this case looking south). The available 340 feet looking north is sufficient for the crossing maneuver. The refuge/acceleration lane (see next section) is being proposed for the westbound to northbound left turn movement. Thus the left turn motorist in essence is crossing 1st Way South. The ASSHTO recommended stopping sight distance of 250 feet exists at the SW 340th St./1st Way S. intersection. Operations: The City of Federal Way conducted a new turning movement count at the SW 340th St./1st Way S. intersection. We have conducted LOS operational analysis at the subject intersection using the new count as a basis. Our analysis identifies that the City volume to capacity ratio criteria is not exceeded with the addition of site generated traffic and the installation of separate left and right turn approach lanes at the intersection as recommended in Maplewood Office Building Traffic Impact Analysis. This improvement is to be installed by the project applicant and is not a City project. A significant operational improvement can be achieved (from LOS F to C)via removal of a short section of the street on the north side of the SW 340th St./1st Way S. intersection. Removing a short section of the median would facilitate the westbound to northbound left turning motorists by providing a refuge area for them to make their turn in two distinctive movements,the first into the refuge area and the second into the northbound traffic stream. A conceptual drawing of the median revisions is attached providing 50 feet long storage space (per City) and a 150 feet long taper(per Cityj. Table 1(modified)shows the revised LOS results at the 1st Way S./SW 340th St. intersection. Request for Modification The request for modification for street frontage improvements is being by Barghausen Consulting Engineers, Inc.and will be submitted separately. \\Engineer2\c\-Project FileeVo03.030-Maplewood Office Building-Sound Ventures.Inc. Federal Way\Traffic Response Leorer.doc JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. April 6, 2004 Page 3 Summary, Conclusions and Recommendations This letter has responded to City of Federal comments to Maplewood Office Building Traffic Impact Analysis. Based on further analysis we recommend the following: ➢ Traffic mitigation fee of$49,650 to the City. ➢ Ensure as a part of the site engineering design that a minimum of 335 feet of sight visibility exists to the north of the SW 34Oth St.at 1st Way.S. intersection. ➢ Install channelization striping on SW 340th St to separate the left and right turning traffic and provide a marked pedestrian crosswalk. The 36 feet of pavement should be divided as 14' (ingress) - 11' (left turn) - 11' (right turn) ➢ Remove a section of the median on 1st Way S. north of SW 340th St.as depicted on the attached conceptual drawing to improve traffic operations for the westbound to northbound movement. ➢ City approval of the request for modification of the street frontage improvements prepared by Barghausen Consulting Engineers, Inc. (submitted separately). ➢ Construct the site per City criteria. No other traffic mitigation should be necessary. Please contact me at(206) 762-1978 or email me at iaketraffic@comcast.net if you have any questions. 1. WASj11 0,(1) A Sincerely, 1;1- Mark J.Jacobs, P.E., P.T.O.E., President G - YYZs JAKE TRAFFIC ENGINEERING, INC SIGNALG Y, MJJ: mjj `I e/7 • 'F EXPIRES 4/3/O,‘ \\Engnee,2\c\-P*0 H8\2003.038-MaplewocE ef5ce Building-Solllld Venturm.Inc.-Federal Way\ilatfic Reae0nee Letter Doc JTE, Inc. PM PEAK HOUR LEVEL OF SERVICE TABLE 1(modified) MAPLEWOOD OFFICE BUILDING - FEDERAL WAY TRAFFIC IMPACT ANALYSIS INTERSECTION APPROACH EXISTING 2008 W/O 2008 W/ PROJECT PROJECT 1st Way S./S.32Oth St. Overall F(133.0) F(197.4) F(201.3) E(77.9)* 1st Way S./S.336th St. Overall C(29.5) D(44.1) D(46.7) 1st Way S./S.34Oth St. NBLT B(11.3) B(11.9) B(12.0) - EB D(27.4) E(36.0) F(70.5) C(22.8)** 1st Way S./S.348th St. Overall F(169.2) F(254.0) F(254.7) D(50.3)* S.336th St./9th Ave.S. Overall C(21.8) C(24.6) C(24.6) S.336th St./SR 99 Overall E(70.0) F(99.0) F(100.3) E(75.0)* S.348th St./9th Ave.S. Overall E(61.7) F(90.4) F(90.6) D(43.5)* S.348th St./Pacific Hwy Overall E(61.7) F(159.7) F(160.5) D(51.9)* S. Bold- denotes new analysis *-LOS with proposed street improvements per the City of Federal Way Transportation Improvement Plan **-With the 1st Way S./SW 34Oth St.intersection channelization improvements as discussed in this letter. Number shown in parenthesis is the average control delay in seconds per vehicle for the intersection as a whole or approach movement,which determines the LOS per the Highway Capacity Manual. \Ealloeerl\e\'prMea Fdn\2003 038-Maplewood 08YeB nIchag-Sound Vpdwes.Inc.-Federal Way\Tralfic Response Leiter doe APPENDIX g CO 0 % CO k I -a § @C CO0wV• ° � NrGSa) GU) 0� n # Nrq � N ID mn0) is- ocoor) a l0N-N- PC0) G - ' 2 CO a I 2 0 § C al E E o 3 2 R 2 V- N •- C > CO = o p $ pC0ck 0 2 2 E .c = C c § 0 c4_ E 10 — n ( ono I- 0 0 • - - - ® n - �co *IC o. V. 2 ia- Cr) � CU Cl) « a_ � v-0000o ° 2 % �7 § COSS S � CVR 22 � � 0 0�I CO � ® - b 0iC�Ea fa > 22 c 2 ' in a) E o >ea o g % = e co E § P_ . a k -comco6C � A a2 _ C ° 2 % > > 2 > t f TS c e « « Rk « g to 5 � a �� - - - n@ a > © . NR a �« Ak � 0) A m - © § o m• 0 g itkc0kc0kc > @ 2 O CT co@moco - @ 04 %o O 0_R @ q ( .--v- e e f o om eE J t o2 0 0 > czo CO o.• k ' a. Q £ 652 / AASHTO—Geometric Design of Highways and Streets Where the grade along an intersection approach exceeds 3 percent,the leg of the clear sight triangle along that approach should be adjusted by multiplying the appropriate sight distance from Exhibit 9-51 by the appropriate adjustment factor from Exhibit 9-53. If the sight distances given in Exhibit 9-51, as adjusted for grades, cannot be provided, consideration should be given to installing regulatory speed signing to reduce speeds or installing stop signs on one or more approaches. No departure sight triangle like that shown in Exhibit 9-50B is needed at an uncontrolled intersection because such intersections typically have very low traffic volumes.If a motorist finds it necessary to stop at an uncontrolled intersection because of the presence of a conflicting vehicle on an intersecting approach, it is very unlikely another potentially conflicting vehicle will be encountered as the first vehicle departs the intersection. Case B—Intersections with Stop Control on the Minor Road Departure sight triangles for intersections with stop control on the minor road should be considered for three situations: Case B I—Left turns from the minor road; Case B2—Right turns from the minor road;and Case B3—Crossing the major road from a minor-road approach. Intersection sight distance criteria for stop-controlled intersections are longer than stopping sight distance to ensure that the intersection operates smoothly.Minor-mad vehicle operators can wait until they can proceed safely without forcing a major-mad vehicle to stop. Case 131—Left Turn From the Minor Road Departure sight triangles for traffic approaching from either the right or the left, like those shown in Exhibit 9-50B, should be provided for left turns from the minor road onto the major road for all stop-controlled approaches.The length of the leg of the departure sight triangle along the major road in both directions is the recommended intersection sight distance for Case B 1. The vertex(decision point)of the departure sight triangle on the minor road should be 4.4 m — � [14.5 ft]from the edge of the major-road traveled way.This represents the typical position of the minor-road driver's eye when a vehicle is stopped relatively close to the major mad. Field observations of vehicle stopping positions found that,where necessary,drivers will stop with the front of their vehicle 2.0 m [6.5 ft] or less from the edge of the major-road traveled way. Measurements of passenger cars indicate that the distance from the front of the vehicle to the driver's eye for the current U.S. passenger car population is nearly always 2.4 m [8 ft] or less (10). Where practical, it is desirable to increase the distance from the edge of the major-road traveled way to the vertex of the clear sight triangle from 4.4 m to 5.4 m [14.5 to 18 ft]. This increase allows 3.0 m[10 ft]from the edge of the major-road traveled way to the front of the 660 C� j Intersections Metric US Customary intersection sight Intersection sight Stopping distance for Stopping distance for Design sight passenger cars Design sight passenger cars speed distance Calculated Design speed distance Calculated Design (km/h) (m) (m) (m) (mph) (ft) (ft) (ft) 20 20 41.7 45 15 80 165.4 170 30 35 62.6 65 20 115 220.5 225 40 50 ' 83.4 85 25 155 275.6 280 50 65 104.3 105 30. 200 330.8 335 60 85 125.1 130 35 250 385.9 390 --- 70 105 146.0 150 40 305 441.0 445 80 130 166.8 170 45 360 496.1 500 90 160 187.7 190 50 425 551.3 555 100 185 208.5 210 55 495 606.4 610 110 220 229.4 230 60 570 661.5 665 120 250 250.2 255 65 645 716.6 720 130 285 271.1 275 70 730 771.8 775 75 820 826.9 830 80 910 882.0 885 Note: Intersection sight distance shown is for a stopped passenger car to turn left onto a two-lane highway with no median and grades 3 percent or less. For other conditions,the time gap must be adjusted and required sight distance recalculated. , Exhibit 9-55. Design Intersection Sight Distance—Case Bl—Left Turn From Stop Sight distance design for left turns at divided highway intersections should consider multiple design vehicles and median width. If the design vehicle used to determine sight distance for a divided highway intersection is larger than a passenger car,then sight distance for left turns will need to be checked for that selected design vehicle and for smaller design vehicles as well. If the divided highway median is wide enough to store the design vehicle with a clearance to the through lanes of approximately 1 m[3 ft]at both ends of the vehicle,no separate analysis for the departure sight triangle for left turns is needed on the minor-road approach for the near roadway to the Ieft. In most cases, the departure sight triangle for right turns (Case B2) will provide sufficient sight distance for a passenger car to cross the near roadway to reach the median. Possible exceptions are addressed in the discussion of Case 83. If the design vehicle can be stored in the median with adequate clearance to the through lanes, a departure sight triangle to the right for left turns should be provided for that design vehicle turning left from the median roadway.Where the median is not wide enough to store the design vehicle, a departure sight triangle should be provided for that design vehicle to turn left from the minor-road approach. The median width should be considered in determining the number of lanes to be crossed. The median width should be converted to equivalent lanes. For example,a 7.2-m [24-ft] median should be considered as two additional lanes to be crossed in applying the multilane highway adjustment for time gaps in Exhibit 9-54. Furthermore, a departure sight triangle for left turns from the median roadway should be provided for the largest design vehicle that can be stored on • 665 AASHTO-Geometric Design of Highways and Streets Time sat design speed of ` Design vehicle major road(t.) Passenger car 6.5 Single-unit truck 8.5 !j. Combination truck 10.5 Note: Time gaps are for a stopped vehicle to turn right onto or cross a two-lane highway with no median and grades 3 percent or less. The table values 7. require adjustment as follows: For multilane highways: For crossing a major road with more than two lanes, add 0.5 seconds for passenger cars and 0.7 seconds for trucks for each additional lane to be crossed and for narrow medians that cannot store the design vehicle. For minor road approach grades: If the approach grade is an upgrade that exceeds 3 percent, add 0.1 seconds for each percent grade. Exhibit 9-57. Thin Gap for Case 82-Right Turn from Stop and Case B3--Crossing Maneuver Metric US Customary Intersection sight Intersection Stopping distance for distance for Design sight passenger cars Design sight passenger cars speed distance Calculated Design speed . distance Calculated Design (km/h) (m) (m) (m) (mph) (ft) (ft) (ft) 20 20 36.1 40 15 80 143.3 145 30 35 54.2 55 20 115 191.1 195 40 50 72.3 75 25 155 238.9 240 50 65 90.4 95 30 200 286.7 290 60 85 108.4 110 35 250 334.4 335 70 105 126.5 130 40 305 382.2 385 80 130 144.6 145 45 360 430.0 430 90 160 162.6 165 50 425 477.8 480 100 185 180.7 185 55 495 525.5 530 110 220 198.8 200 60 570 573.3 575 120 250 216.8 220 65 645 621.1 625 130 285 234.9 235 70 730 668.9 670 75 820 716.6 720 80 910 764.4 765 Note: Intersection sight distance shown is for a stopped passenger car to turn right onto or cross a two-lane highway with no median and grades 3 percent or less. For other conditions, the time gap must be adjusted and required sight distance recalculated. Exhibit 9-58. Design Intersection Sight Distance-Case B2-Right Turn from Stop and Case B3-Crossing Maneuver 0 , 668 -• -�• --- �... --. .a... -1�v V111 a*aa,sa V•LV<11 RN VV1 INTERSECTION TURN MOVEMENT PEAK HOUR REPORT • File: Dbdn T=1.1% P=0.89 Peak Hour LOCATION: �+ 16:45-17:45 1126 68 S 599 i Total Entry Volume S 340TH STREET AT 1ST WAY S 33 1093 0 2773 FEDERAL WAY •- 4 3 s �" E--o - . • 17 j' C_0 XX - Z Oh 8 Date: 03/30/04 Day:TUE • 2.o 1 . -f i M lime: T=0% T=0 16:00-18.•00 Report PreparecMor P=0.69 r-o P=0 CITY OF FEDERAL WAY 27 44 `1 L� T f M 0 TRAFFIC THY,INC 21 582 0 626-120TH AVENUE NE SUITE B102 1120 6 r0 603 T=%Trucks By Approach BELLEVUE,WA 98005 • PHONE-425-688-7888 FAX-425-688-7784 I P=PHF By Approach T=0.5% Pis 0.95 - _• Report.Rewdewed by GC EASTBOUND SOUTHBOUND • NORTHBOUND WESTBOUND TIME PERIOD - •— -r E I y 4 ci . I' . - E-- c_. ALL ALL VEHICLES • 16:45-17:00 10 0 6 6 242 0 7 147 0 0 0 0 418 17:00-17:15 12 0 1 7 308 0 7 148 0 0 0 0 483 17:15-17:30 2 0 5 8 274 0 2 134 0 0 0 0 425 1730-17:45 3 0 5 12 269 0 5 153 0 0 0 0 447 LIGHT TRUCKS (SINGLE UNIT 2 AXLES) . 16:45-17:00 0 0 0 0 2 0 0 0 0 0 0 0 2 17:00-17:15 0 0 0 0 3 • 0 0 1 0 0 0 0 4 17:15-17:30 0 0 0 0 1 0 0 1 0 0 0 0 2 17:30-17:45 0 0 0 0 4 0 • 0 0 0 0 0 0 4 MEDIUM TRUCKS (SINGLE UNIT>2 AXLES) 16:45-17:00 0 0 0 0 1 0 " 0 0 0 0 0 0 1 17:00-17:15 0 0 0 0 1 0 0 0 0 0 0 0 1 17:15-17:30 0 '0 0 0 0 0 0 0 0 • 0 0 0 0 17:30-17:45 0 . 0 0 0 0 0 0 1 0 0 0 0 1 HEAVY TRUCKS (SEMI-TRACTOR TRAILER) 16:45-17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 • 17:00-17:15 0 0 0 • 0 0 0 0 0 0 0 0 0 0 • 17:15-17:30 0 0 0 0 0 0 0 0 0 0" 0 0 0 17:30-17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 BICYCLES 16:45-17:00 0 0 0 0 1 0 0 0 0 • 0 0 0 1 17:00-27:15 0 0 0 0 0 0 0 0 0 • 0 0 •0 , 0 17:15-1730 0 0 0 0 0 0 0 0 0 0 . 0 0 0 • 17:30-17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 PEDESTRIANS Crosswalk SOUTH WEST EAST NORTH ALL 16:45-17:00 0 0 0 1 2 17:00-17:15 0 1 0 1 2 17:15-17:30 0 0 0 0 0 17:30-17:45 0 0 0 0 0 Peak Hour By Movement PHF 0.56 0 0.71 0.69 0.89 0 0.75 0.95 0 0 0 0 0.92 %T►ucks(A I) 0 0 0 . 0 1.1 0 0 0.5 0 0 0 0 0.8 %Tnrdts(M+H) 0 0 0 0 0.2 0 0 0.2 0 0 0 0 0.2 Stopped Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Totsds 16:00-17:00 26 0 20 32 651 0 22 603 0 0 0 0 1564 16:15-17:15 35 0 15 25 982 0 23 592 0 0 0 0 1672 16:30-17:30 30 0 16 29 1065 0 22 572 0 0 0 0 1734 16:45-17:45 27 0 17 33 1093 0 21 582 0 0 0 0 1773 • 17:00-18:00 21 0 15 38 1095 0 19 574 0 0 0 0 " 1762 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information alyst MJJ Intersection SW 340th St./1st Way S •gency/Co. JTE, Inc. Jurisdiction Federal Way 9 ate Performed 04.05.04 Analysis Year existing • alysis Time Period PM peak roject Description Maplewood Office Building (sw3401ex) no median no channel ast/West Street: SW 340th St. North/South Street: 1st Way S. ntersection Orientation: North-South Study Period (hrs): 0.25 ehicle Volumes and Adjustments ajor Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R olume 21 582 0 0 1093 33 i'eak-Hour Factor, 0.95 0.95 0.95 0.95 0.95 0.95 "HF Hourly Flow Rate, 22 612 0 0 1150 34 FR ercent Heavy 0 — — 0 -- — ehicles edian Type Undivided T Channelized 0 0 -nes 1 2 0 0 2 0 onfiguration L T T TR pstream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 17 0 27 eak-Hour Factor, 0.95 0.95 0.95 0.95 0.95 0.95 !-HF ourly Flow Rate, 0 0 0 17 0 28 HFR ercent Heavy 0 0 0 0 0 0 ehicles •ercent Grade (%) 0 0 lared Approach N N +torage 0 0 -T Channelized 0 0 anes 0 0 0 0 1 0 onfiguration LTR •elay, Queue Len h, and Level of Service proach NB SB ( Westbound Eastbound I f 1 1 1 I file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2kACDC.tmp 4/6/2004 Two-Way Stop Control Page 2 of 2 I Movement 1 4 7 8 9 10 11 12 ILane L LTR Configuration I v(vph) 22 45 C (m) (vph) 597 205 v/c 0.04 0.22 I 95% queue length 0.9 9 0.81 Control Delay 11.3 27.4 LOS B D IApproach Delay — — 27.4 Approach LOS — — D I Rights Reserved Hcs2000Tm Copyright C 2003 University of Florida,All Rights Reserved Version 4.1d Version 4.1d I I I I I I I I I I I c file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2kACDC.tmp 4/6/2004 I Two-Way Stop Control Page 1 of 2 1 i TWO-WAY STOP CONTROL SUMMARY I eneral Information Site Information I alyst MJJ Intersection SW 340th St./1st Way gency/Co_ JTE, Inc. S Jurisdiction Federal Way ate Performed 04.05.04 alysis Time Period PM peak Analysis Year 2008 W/Project I 'roject Description Maplewood Office Building (sw3401wp) no median no channel East/West Street: SW 340th St. North/South Street: 1st Way S. IIntersection Orientation: North-South Study Period (hrs): 0.25 ehicle Volumes and Adjustments I ajor Street Northbound Southbound ovement 1 2 3 _ 4 5 6 L T R L — T R Iolume 29 630 0 0 1185 40 ' Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 I ' ourly Flow Rate, HFR 30 663 0 0 1247 42 Percent Heavy 0 — — 0 -- -- Iehicles Median Type Undivided RT Channelized 0 0 F 1 -nes 1 2 0 0 2 0 onfiguration L T T TR I Upstream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 I L T R L T R olume 0 0 0 45 0 48 •eak-Hour Factor, 0.95 0.95 0.95 0.95 0.95 0.95 I . 'HF ourly Flow Rate, 0 0 0 47 0 50 FR I ,. ercent Heavy 0 0 0 0 0 0 ehicles -ercent Grade (%) 0 0 fared Approach N N torage 0 0 •T Channelized 0 0 anes 0 0 0 0 1 0 I onfiguration LTR slay, Queue Len th, and Level of Service •proach NB I SB I Westbound Eastbound I I CrE9 I r I I I file://CADocuments%20and%20Settings\Owner\Local%20Settings\Temp\u2kACDC.tmp 4/6/2004 I Iwo-way stop uontrol Page 1 012 I I TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information nalyst MJJ Intersection SW 340th St./1st Way I A gency/Co. JTE, Inc. S Jurisdiction Federal Way 10 ate Performed 04.05.04 A alysis Time Period PM peak Analysis Year 2008 W/Project I 'roject Description Maplewood Office Buildin (sw3401wp) no median ast/West Street: SW 340th St. orth/South Street: 1st Way S. IIntersection Orientation: North-South tudy Period (hrs): 0.25 ehicle Volumes and Adjustments I i ajor Street ovement 1 Northbound Southbound 2 3 4 5 6 L T R L T R I olume 29 630 0 0 1185 40 eak-Hour Factor, 0.95 0.95 0.95 0.95 0.95 0.95 PHF I ourly Flow Rate, HFR 30 663 0 0 1247 42 ercent Heavy 0 — -- 0 -- — Iehicles edian Type Undivided _ 'T Channelized 0 0 F ; anes 1 2 0 0 2 0 onfiguration L T T TR pstream Signal 0 y 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 IL T R L T R olume 0 0 0 45 0 48 'eak-Hour Factor,I PHF 0.95 0.95 0.95 0.95 0.95 0.95 ourly Flow Rate, 0 0 0 47 0 50 FR ercent Heavy ehicles 0 0 0 0 0 0 I Percent Grade (%) 0 0 tared Approach N N torage 0 0 I ! "T Channelized 0 0 anes 0 0 _ 0 1 0 1 onfiguration L R II elay, Queue Len th, and Level of Service •proach NB I SB Westbound Eastbound I I I i 1 1 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2kACDC.tmp 4/6/2004 I Iwo-Way Stop Control Page 1 of 2 I I TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information nalyst MJJ Intersection SW 340th St./1st Way A gency/Co. JTE, Inc. S Jurisdiction Federal Way ate Performed 04.05.04 alysis Time Period PM peak Analysis Year 2008 W/Project i'roject Description Maplewood Office Building (sw3401wp) &median revisions ast/West Street: SW 340th St. North/South Street: 1st Way S. IIntersection Orientation: North-South Study Period (hrs): 0.25 ehicle Volumes and Adjustments I ajor Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R Iolume 29 630 0 0 1185 40 eak-Hour Factor, 0.95 0.95 0.95 0.95 0.95 0.95 'HF Iourly Flow Rate,FR 30 663 0 0 1247 42 _ 0 ercent Heavy — -- — — Iehicles 0 edian Type Raised curb T Channelized 0 0 I ' -nes 1 2 0 0 2 0 onfiguration L T T TR I pstream Signal 0 0 1 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 I L T R L T R olume 0 0 0 45 0 48 'eak-Hour Factor, 0.95 0.95 0.95 0.95 0.95 0.95 I 'HF ourly Flow Rate, 0 0 0 47 0 50 HFR Iercent Heavy 0 0 0 0 0 0 ehicles I Percent Grade (%) 0 0 lared Approach N N torage 0 0 I 'T Channelized 0 0 -nes 0 0 0 1 0 1 I I onfiguration L R elay, Queue Len , and Level of Service •proach NB I SB Westbound Eastbound I I , I I- I 1 1 file://C:\Documents%20and%20Settings\Owner\Local%20Settings\Temp\u2kACDC.tmp 4/6/2004 i'IIg II Ibw Pie MI: Si!&�_ lit p �Z Ii !a 2i j . __ --_• .. ! r Ill 9 4 _ II95 a 411 leoun,3„n,.._ .......,„,. . ) t C sp TrI . 11jo---_,._1___..3 :::....._ Yy h i " *F711"119r4111-1111 "-- 4181111* --- - --- !). v--1:__il::-71 ::: „ ; 1 i 1 . x r i � .c ! I II , 1- � ai :'- a '-;-"- Hi I�' " , r — �to, I Al, i ij� 1 I n IY z, ilii II I Isa 1�O�, r Oi `=�i�oa . l 1il� '_ _I I zs Q � , •'I r! Y = w 7:I I � 1. /3 ; II ' ;.3I -- to P "#3,;^" I .9 4.0! i i ( ss V lii '; t ;II d ai - 1 '_1 i d I i i I Il "� aL I I '° '44_ i- \a I, b I d I: t 11 t' , 1I II i i 1 II Ia I ll V1 s ( !ii 1 f 0 ;�{ ' z 1 : I :X:\ 113 1 I f f x k iE i \ 11 1 r ,j i rail: aa�* s I t. /Y O 11 B( t' -- �:. ` aoo�a .4455Rm------_►.ter oo� � ____ _:_ • - aa :11 'II--;-1 —-*7'.' 111111 I. ��® t / ' i H ia3 1 '' °4 V:7121____fft . ‘ 41 j3.3 l 11 It F '1 ._ ,,-.gp: Q ff? Y aw.a / V1 -a=a a 1A. 10 / t a .. 1 , s 1 1• k3 - - 4g Em .'h / Nav8 182,5 ew.ffi rw gg 111s 11301 -,y(, Fy kcwr.v�vsan _ SOUPD VENTURES NG PRH MUIF�Y GRADING (azs)zs,_snz 320-1®Ih AVB .E N�SURE 100 p. G (.15)4:: ez FAX """� 'd ADD STOFIAA DRAINAGE PLAN �' c k ow.oo�wc U...e.c , BELi.EVL E,WA GTON,NMC,r 7 `gyp s"m.e.o,.wryua mem MAPLEIMOOD,FEDERAL WAY City of Federal Way MAPLEWOOD OFFICE BUILDING TRAFFIC IMPACT ANALYSIS Prepared for Laura Baker, Vice President Project Management SOUND VENTURES, INC. 320 - 106th Ave. N.E., Suite 100 Bellevue, WA 98004 January 29, 2004 JTE, Inc. Mark J.Jacobs, P.E., P.T.O.E. JAKE TRAFFIC President ENGINEERING, INC. 7731 8t^Ave SW- Seattle,WA 98106-2007 Tel 206.762.1978 . Cel 206.799.5692 . Facsimile 206.762.1978 Email. jaketraffic@comcast.net RECEIVED FEB 1 7 2004 CITY OF FEDERAL WAY BUILDING DEPT. JTE . Jake Traffic Engineering, Inc . Mark J. Jacobs, P.E., P.T.O.E. President 1131 8th Ave SW - Seattle, WA 98106 - 2007 Tel. 206.162.1978 - Cell 206.799.5692 - Facsimile 206.762.1978 E-mail jaketraffic©comcast.net January 29, 2004 Laura Baker,Vice President Project Management SOUND VENTURES, INC. 320 - 106th Ave. N.E., Suite 100 Bellevue,WA 98004 Re: Maplewood Office Building - City of Federal Way Traffic Impact Analysis Dear Ms. Baker; We are pleased to submit this Traffic Impact Analysis for the proposed 35,140 sq.ft. Maplewood Office Building project. The proposed project is located in the northwest corner of the 1st Way S./S. 340th St. intersection in Federal Way. One access driveway on S. 340th St. is proposed. We have conducted a field review of the site and surrounding street system. The City of Federal Way requires analysis of signalized and major unsignalized intersections impacted by 10 or more new PM peak hour trips. During the pre-application meeting City staff identified the following intersections(City document identifying the intersections attached in the appendix)to be studied in this report. • 1st Way S./S. 320th St. • S. 336th St./9th Ave.S. • 1st Way S./S. 336th St. • S. 336th St./SR 99 • 1st Way S./S. 340th St. • S. 348th St./9th Ave. S. • 1st Way S./S. 348th St. • S. 348th St./Pacific Hwy S. The general report format is to describe the proposed project, identify existing traffic conditions(baseline), project future traffic conditions and identify Agency street improvements(future baseline), calculate the traffic that would be generated by the project and then add it to the future baseline traffic volumes. Operational analysis is used to determine the specific project traffic impact and appropriate traffic mitigation measures to reduce the impact. Additionally,Agency pro-rata share traffic impact fees are addressed in this report. The summary, conclusions and recommendations begin on page eight of this report. PROJECT INFORMATION Figure 1 is a vicinity map showing the location of the proposed site and surrounding street network. \\Cluia\c\-Project Files\2003 038-Maplewood Office building-Sound Ventures.Inc.-Federal Way\Traffic Imp06 Analpis d0c JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. January 29, 2004 Page 2 Figure 2 shows a preliminary site plan prepared by Lance Mueller&Associates dated November 11, 2003. The plan consists of the two story 35,140 sq.ft. office building and 152 parking stalls, 121 standard, 25 compact and six designated for handicapped. Access to the site is provided via an easement,A.F. #8910031149, between S. 34Oth St. and S. 336th Street. Two Accesses to the site are provided to the easement. Full development and occupancy of the proposed Maplewood Office Building project is anticipated to occur by 2006, presuming the permits are issued in a timely manner. However,to ensure a conservative analysis 2008 has been used as the horizon year. EXISTING ENVIRONMENT Project Site The site is presently undeveloped. Adjacent to the site is a 50,082 sq.ft. office building. Street System The primary streets within the study areas and the classifications are as follows: • SR 5 Freeway • SR 18 Freeway • SR 99 Principal Arterial • S. 32Oth St. Principal Arterial • 1st Way S./1st Ave. S. Principal Arterial • S. 336th St. Principal Arterial • S. 348th St. Principal Arterial • S.W. Campus Dr. Principal Arterial • 16th Ave. S. Principal Arterial • S.W. 33Oth St. Principal Arterial • 9th Ave.S. Principal Arterial • S. 34Oth St. Unclassified Local Access • S. 338th St. Unclassified Local Access South 34Oth Street is 36 feet wide and is stop sign controlled at its intersection with 1st Way South. Transit Services Metro Transit route 903 provides service running north-south on 1st.Ave.S.with service to the Federal Way Transit Center located south and east of the project site on S. 348th Street. \\Chris\c\-Project Files\2003 038-Maplewood office oolding-Sound Ventures.Inc.-Federal Way\Traffic Impact Analysis.don JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. January 29, 2004 Page 3 Traffic Volumes Figure 4 shows the existing PM peak hour traffic volumes for the analysis intersections. City of Federal Way staff provided us with the existing PM peak hour turning movement counts (TMC)on the date shown in Figure 4. The count data sheets are attached in the appendix. Intersection Operations Traffic engineers have developed criteria for intersection operations called level of service (LOS). The LOS are A to F with A and B being very good and E and F being more congested. LOS C and D correlate to busy traffic conditions with some restrictions to the ability to choose travel speed, change lanes and the general convenience comfort and safety. The procedures in the Transportation Research Board Highway Capacity Manual, 2000 were used to calculate the level of service at the study intersections. The following table depicts the LOS and corresponding average delay in seconds at signalized and stop control intersections: Intersection Level of Service Type A B 1 C D E F Signalized < 10 > 10 and < 20 > 20 and < 35 > 35 and < 55 > 55 and < 80 > 80 I I Stop Control < 10 > 10 and < 15 > 15 and < 25 > 25 and < 35 > 35 and < 50 > 50 LOS Analysis Criteria The City of Federal Way LOS standard is `E' at signalized and all way stop control intersections. The standard for stop control intersections is the volume to capacity ratio not exceeding one. LOS Analysis Software The LOS of the study intersections were calculated using the SYNCHRO (HCM signalized and HCM unsignalized) program. Accident Data The City of Federal Way provided the reported accidents for the analysis intersections. The data reviewed is the three year time period,January 1, 2000 to December 31, 2002. Table \\Chris\c\-Project Files\2003 038-Maplewoo0 Office Bulldog-Sound Venture..Inc.-Federal Way\Trsfflc Impact Mayeiaeoc JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. January 29, 2004 Page 4 2 identifies the number of accidents at the analysis intersections that occurred in 2000, 2001 and 2002. The table also shows the accidents per million entering vehicles at intersection. The accident rate was calculated using the PM peak hour entering traffic data and a 'k'factor of 10.This factor presumes that about 10% of the daily traffic occurs during the PM peak hour that is typical. The Washington State Highway Accident Report 1996 identifies average accident rates(per million vehicle miles of travel) on functional classified streets as follows: Principal Arterial: 2.97 Minor Arterial: 3.44 Collector: 4.27 A direct comparison of the intersection accident rate to the statewide rate is not relevant because the rates do not measure the same thing. The Washington State Highway Accident Report does not contain data on average accident rates per million entering vehicles at intersections. However, based on our experience,an accident rate of less than one is generally considered to indicate that an intersection is operating satisfactorily, one to two is typical, and over two requires further review. None of the analysis intersections experience an accident rate in excess of two. The accident data for the S. 348th St/Pacific Hwy. S. intersection is trending upward. The City has a street improvement project(detailed later in this report)that includes improvements at the S. 348th St/Pacific Hwy.S. intersection that should improve safety. HORIZON YEAR CONDITIONS"WITHOUT"THE PROJECT Traffic Volumes Figure 5 shows the projected 2008 PM peak hour traffic volumes "without"the project. These volumes include the existing traffic volume counts plus background growth. A growth factor of two percent per year was applied based on City request. Comparison of the traffic volume using the 1st Way S./S. 336th St. intersection between 1998 and 2003 shows a growth rate of around 1% per year. Therefore the use of a two percent per year growth factor ensures a conservative analysis. PROPOSED STREET IMPROVMENTS The City of Federal Way's "2003 - 2008 Transportation Improvement Projects" list identifies a number of projects in the vicinity of the proposed Maplewood Office Building project. The street improvement projects within the vicinity are as follows: • SR 99 HOV Lanes Phase II - S. 324th to S. 34Oth St., including S. 324th St. @ SR 99. The project is to reconstruct portions of and widen Pacific Highway South (SR 99)to provide HOV lanes, curb, gutter and sidewalk. The project modifies and interconnects existing traffic signal systems, channelization,street lighting systems, driveway access controls, and drainage system improvements and also adds a \\0frru\c\-Project File.\2003038.Maplewoo008,0.BmIEing.SounJ Ventures.Inc.-Federal Way\Traffic Impact Maly0 tlec JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. January 29, 2004 Page 5 eastbound, westbound left turn lanes on S. 324th Street. Cost estimate is $12,701,000. • S. 348th Street: 9th Ave. S. - SR 99. The project is to add HOV lanes on S. 348th St. between 9th Ave. S. and SR 99, adding raised medians and upgrading utilities. Project also adds turn lanes at SR 99 intersection. The project number is 8 and total cost of the project is $3,106,000. • S. 32Oth St. @ 1st Ave.South. Add 2nd NB, WB left turn lanes, WB right turn lanes, widen 1st Ave. S.to 5 lanes to 316th. The project number is 10 and total cost of the project is $2,760,000 • S. 336th St. @ 9th Ave. S.Signal Modification. This is a signal modification project. Its project number is 14 and cost is$100,000. • S. 348th St. @ 1st Ave. South. Project is to add double left turn lanes on S. 348th St. and southbound and westbound right turn lanes. The project number is 16. The cost projection of the project is$1,800,000. • S. 336th St. @ 1st Way South. This project is to add westbound right turn lanes, have signal modifications and extend southbound left turn lanes. The City's project number is 17 and cost of the project is$420,000. TRIP GENERATION AND DISTRIBUTION Definitions A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (existing or entering) inside the proposed development. Traffic generated by development projects consists of the following types: Pass-By Trips: Trips made as intermediate stops on the way from an origin to a primary trip destination. Diverted Link Trips: Trips attracted from the traffic volume on roadways within the vicinity of the generator but require a diversion from that roadway to another roadway to gain access to the site. Captured Trips: Trips shared by more than one land use in a single development site. Primary(New)Trips: Trips made for the specific purpose of using the services of the project. \\Cflria\c\-Project Files\1003 03a-Maplewoatl OMice Building-Sountl Ventures.Inc.-federal Way\Traffic Impact Analysis tloc JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. January 29, 2004 Page 6 Trip Generation The proposed Maplewood Office Building project is expected to generate the vehicular trips during the average weekday, street traffic AM and PM peak hours as shown in Table 3. The trip generation for the project is calculated using trip rates from the Institute of Transportation Engineers (ITE)Trip Generation,Seventh Edition, 2003 for General Office Building(ITE Land Use Code 710). All site trips made by all vehicles for all purposes, including commuter,visitor, and service and delivery vehicle trips are included in the trip generation values. Based on our analysis,the trips generated Maplewood Office Building project are calculated to be 52 trips during the PM peak hour. During the PM peak hour 17%of the trips would be entering and 83%would be exiting the development. Note: The adjacent offices provides 50,085 sq.ft. of office building. Some trips may be shared between the adjacent office building and the proposed Maplewood Office Building. However,to ensure a conservative analysis we did not take any credit towards the proposed Maplewood Office Building. Trip Distribution Figure 6 shows the site generated traffic assigned to the street system. Trips to and from the site were distributed to the surrounding street network based on the characteristics of the street network, existing traffic volume patterns,the location of likely trip origins and destinations(residential, business,shopping,social and recreational opportunities), expected travel times, and previous traffic studies. We have assigned all the project generated trips to use the S. 34Oth st./lst Way S. intersection. Some site traffic would use the easement route to S.336th St.to access the 1st Way S./S. 336th St.signalized intersection. However, allocating all the trips using the stop controlled S. 340th St./1st Way S. intersection ensures conservative analysis. HORIZON YEAR CONDITIONS "WITH"THE PROJECT Traffic Volumes Figure 7 shows the 2008 PM peak hour traffic volumes "with"the proposed project at the analysis and site access intersection. The site generated PM peak hour traffic volumes shown on Figure 6 were added to the projected background traffic volumes shown on Figure 5 to obtain the Figure 7 volumes. Level of Service Table 1 shows the calculated LOS for the horizon year(2008) "with" and "without" project conditions at the pertinent intersections and the site driveways. The analysis indicates improvements at a number of intersections are required to achieve Agency operational criteria. The City's TIP includes improvements at these intersections. The project applicant \\CBrie\c\`project Files\2o03.038-Maplewood once Building-Sound Ventures.Inc.-Federal Way\Traffic ImpaOn Pnatysle.doc JTE, Inc. Laura Baker,Vice President Project Management SOUND VENTURES, INC. January 29, 2004 Page 7 will be required to financially contribute to the City improvements (see next section of this report) on a pro-rata share basis. With the City TIP improvements constructed the City's intersection operational criteria would be met. AGENCY TRAFFIC IMPACT MITIGATION REQUIREMENTS The City of Federal requires developments that impact street improvement projects by 10 or more site-generated peak hour trips to participate in these street improvements on a pro-rata share basis. The following street improvement projects are expected to be impacted by 10 or more site-generated peak hour trips and will require participation: • SR 99 HOV Lanes Phase II - S. 324th to S. 340th St., including S. 324th St. @ SR 99. Add HOV lanes turn lanes and provide modifications to the traffic signal systems. Cost estimate $12,701,000. 10 PM peak hour trips = 0.3% 3,325 total PM peak hour trips entering SR 99 intersection ($17,600*) *The proposed project affects the north portion of the SR 99 HOV Lanes Phase II project. There are 26 blocks associated with the SR 99 HOV Lanes Phase II improvement. North of the S. 336th St./SR 99 intersection,the impacted portion of the project, is comprised of 12 blocks. South of S. 336th St there are 14 blocks. We believe that the project applicant is responsible to participate to the portion of the SR 99 HOV Lanes Phase II project that would be affected by the proposed project. Hence, a percentage of the blocks affected to the total amount of blocks was taken into account(12/26 =46%). This percentage was used to calculate the mitigation payment for this improvement as specified above. Thus the SR 99 HOV Lanes Phase II project cost apportioned to north of S. 336th Street is $5,862,000. • S. 348th Street: 9th Ave.S. - SR 99. Add HOV lanes and turn lanes at the SR 99 intersection. Cost estimate is $3,106,000. 11 PM peak hour trips =0.23% 4,882 total PM peak hour trips entering SR 99 intersection ($7,000) • S. 320th St. @ 1st Ave.South. Add 2nd NB,WB left turn lanes, WB right turn lanes, widen 1st Ave.S.to 5 lanes to 316th. The cost estimate of this project is $2,760,000. 13 PM peak hour trips =0.26% 4,907 total PM peak hour trips entering intersection ($7,300) • S. 336th St. @ 9th Ave. S. Signal Modification. The cost estimate is$100,000. 16 PM peak hour trips = 0.58% 2,761 total PM peak hour trips entering intersection ($600) I \\Chris\c\'prefect Files\2003 038-Maplewood Office Bonding-Sound VSCth,ee,Inc.-Federal way\Traffic Impa080!]alyeie d@ JTE, Inc. PM PEAK HOUR LEVEL OF SERVICE TABLE 1 MAPLEWOOD OFFICE BUILDING - FEDERAL WAY TRAFFIC IMPACT ANALYSIS INTERSECTION APPROACH EXISTING 2008 W/O 2008 W/ PROJECT PROJECT 1st Way S./S.320th St. Overall F(133.0) F(197.4) F(201.3) E(77.9)* 1st Way S./S. 336th St. Overall C(29.5) D(44.1) D(46.7) 1st Way S./S.340th St. NBLT B(11.5) B(12.3) B(12.4) - EB D(34.0) E(41.4) E(62.9) E(47.1)* 1st Way S./S.348th St. Overall F(169.2) F(254.0) F(254.7) D(50.3)* S.336th St./9th Ave.S. Overall C(21.8) C(24.6) C(24.6) S.336th St./SR 99 Overall E(70.0) F(99.0) F(100.3) E(75.0)* S.348th St./9th Ave.S. Overall E(61.7) F(90.4) F(90.6) D(43.5)* S.348th St./Pacific Hwy Overall E(61.7) F(159.7) F(160.5) D(51.9)* S. * -LOS with proposed street improvements per the City of Federal Way Transportation Improvement Plan and as discussed in this report at the 1st Way S./S. 340th St. intersection (channelization improvement). Number shown in parenthesis is the average control delay in seconds per vehicle for the intersection as a whole or approach movement,which determines the LOS per the Highway Capacity Manual. \\Ch3&c\-Project Files\1003.038-Maplewood 0tfice Building-Sound Ventures.Inc.-Fed;I Way\T,aHlo Impac[Analysis d c JTE, Inc. SUMMARY OF RECORDED ACCIDENTS TABLE 2 MAPLEWOOD OFFICE BUILDING - FEDERAL WAY ITRAFFIC IMPACT ANALYSIS INTERSECTION 2000 2001 2002 Total Accident Rate* I 1st Way S./S.320th St. 20 14 18 52 1.07 I 1st Way S./S.336th St. 10 3 5 18 0.59 I 1st Way S./S.340th St. 1 1 0 2 0.12 I 1st Way S./S.348th St. 15 8 15 38 0.89 I S.336th St./9th Ave.S. 5 2 3 10 0.37 S.336th St./SR 99 13 14 20 47 0.93 S.348th St./9th Ave.S. 12 13 19 44 1.22 S.348th St./Pacific Hwy 12 25 40 77 1.59 S. * - Rate per million entering vehicles \\Chris\c\-project Hies\2003 038.Maplewood Office Building.Sound Veniurea.Inc.-Federal Way\Traffic Impact Analysis duc 4 Project: Maplewood Office Building (35,140 sq. ft.) Location: Northwest corner of the 1st Way S./S. 340th St. intersection ilOwner: Sound Ventures, Inc. NORTH Puget Sound v1 Suerna u7 to ! S 296th St _ 4�m' o o S 298th St S 29 St r Est s ,pa r I _ Lakota a ..: S * ,ii-; g S 304th St �1 Christopher g = j Em Bald 509 Q'S d 306th Y a S 3C,h St SYeeie Late S •D (a to f31 in m 4 �� SW 312th St S 312th St S 312th St are a' j tiny a Do.fen n St NW Ili el 0 federal `t1�1 a' g r re-st Stde Da'h Point n }r S 3171h St Way a' 0 z m 65 State Park • o SVt(j 320thh St t' '' (� ''S 320th St -5 Exit 143 v N rn 7n 7 Dash Point - A 1 1m 3 S 3241Y1 St sa I-5 Exit 143 [n �3� Z p is '$ ,� : 90- a io -a, Auburn F. `� u m ,, - Lake anypp Rd Q dendror 18 Browns $,. 13orttw.ktore Pk, if,i c� SW ce n N 336th St e i i carder - of the m lev in SW 3401h S o 'fit t7h tb „e! Cortnesr Pa��ir kin- 161 m o Bona r.oifecl�on 15th St SW Cn m bt.r.t st N. SW 344th St o $344te St 1.5 Exit 1425 S+ Arn- S 34&h St `:. 0 0 99 18 0 {" n i Nor st hea m h6 Exit 142A Tacoma ¢ o S 352nd St 1 rt vt -;,srvoCement loth St PE F, SW 35Qh ..S 356tt651 53549tS Q142Ad S 356th St m z Tacoma r �, n Stuck _,ay 599 A N S 359th st ;'s 36ph st ° a j , 1st Ave S G1 eV QJ Erohanted Pars s a I slg:na fit,Prr ,p a' �A Prvem,Ie �' + f 1, L. a Z 'r R° 1e1 u Lake f" 1-` _Algona �oi-� '`�allo �� ayb '� a`s 4a o, s 36en,s1 -: i7J - N a �! o 5 $a y4 if- 12th St NE '� as m i, '/ 1st Ave E a 'pry e y 01 -_1" 5E- 0,, 1. a 3rd Ave SN P 3rd .e , tr. O 2002 osoft Co,p NI ngMs naserved. Milton g -, Pacific lsfa MAPLEWOOD OFFICE BUILDING — FEDERAL WAY JTE, Inc. TRAFFIC IMPACT ANALYSIS FIGURE 1 VICINITY MAP Project: Maplewood Office Building (35,140 sq. ft.) Location: Northwest corner of the 1st Way S./S. 340th St. intersection Owner: Sound Ventures, Inc. NORTH �'°t om ,` 4 i L)__ _— _% }— 1 NIV R.-- .0- i 1W111•14,Wr,PRon---Atiffilli-SWII . Ili - --A Alre., -;.6-5- 1 E.......- _, ir,-, ,,,.....„..,,.....--....,....,. \--;,,,t-, %,, -..--_ --......„.. , , „ ........ ...! _ ,,,,,.,:„. _. ,.... - -. , . ._ ,.....--„,,,,.,._.:s N 4 cam' ! ; , 1 -_ ice . ff •f,, _ i risesilM r, -• \V t. ;i { �,..�,s �rn`i — 'T'I; ,s ue. _ --,----a,\ '' i, ' : it,,.. —1 I i 1 � I % � it I . Qoaib- ``. t-- Cks. • �� i.SysYk ."�'._-�, --may—y _ri .,,��...1�4 sk Ivw ..�.w �` le& MAPLEWOOD OFFICE BUILDING s 33803 FIRST WAY SOUTH ., M�!•LFt FEDERAL WAY. WA MAPLEWOOD OFFICE BUILDING — FEDERAL WAY JTE, Inc. TRAFFIC IMPACT ANALYSIS FIGURE 2 SITE PLAN 5L 35 MPH \320TH ST N l:iii+ I .1.,, iitr r 4ly r �T ?► 1t _► 411�► ti _► 9G «,S \ _ sT 0 a a 9� > \ s a S 336TH ST oo PROJECT \ SITE .1 ' s (99) \ +'11Lr WONDERWOOD ' PARK . . w _� a a2 _ _ 3 f a ~ 0 J _► S 348TH ST M ,10 i'lr ' yr �llyr; 61�„. f1 , hyhttr► KEY 0 - TRAFFIC CONTROL SIGNALS •I - STOP SIGN XX MPH - POSTED SPEED LIMIT XL - NUMBER OF ROADWAY LANES - APPROACH LANE & DIRECTION MAPLEWOOD OFFICE BUILDING - FEDERAL WAY JTE . Inc. TRAFFIC IMPACT ANALYSIS FIGURE 3 EXISTING CONDITIONS A �_i S 320TH ST N WEDNESDAY rn o 04-02-03 N Ul 162 1630-1730 �l� �1048 r 300 119 662 4 41tr► TUESDAY 129 m o°'o o Nov 02-25-03 N"tr.) �,,�N ' ,70 1630-1730 78 - 88 3 N inM �624 J �l�► r421 569- +i11' 0), 90 1, O M N 'S, �� 69 4. �1y ��F 57 vvOA s Ncr� sT • N TUESDAY IL 02-25-03 9,- > 1630-1730 4, ¢ S 336TH ST PROJECT c SITE i \; (99) NC ♦ Ni.---- `120 01 9 �,, uD w a 0 �h ♦'1 3435 +Ih eO 371 2 WONDERWOOD 414 �1� PARK 330 '� ,Itr N 397 rnvu, rn g lv Novo w -----'.\\----- EXISTING Nv Q THURSDAY 2003 = 06-07-01 H S 348TH ST Mv‘Lr t.198 13793239 / �l� r r (161) titr► M U 116118 oM t 187 u r�co� our �1408 Q� cu�i� C.82 TUESDAY 92 co �l� r 19 1,370 03-12-02 �h r 355 1700-1800 72 szz 4701♦ 107? ♦11r► 13 CO WEDNESDAY 980 02-12-03 146'i 'I 0 1645-1745 M r' EXISTING 2003 KEY XX -9 - PM PEAK HOUR TRIP AND DIRECTION MAPLEWOOD OFFICE BUILDING - FEDERAL WAY JTF , Inc, TRAFFIC IMPACT ANALYSIS FIGURE 4 EXISTING PM PEAK HOUR TRAFFIC VOLUME A S 320TH ST N u� N H ,180 ,1 +Il+ 47 330155 I 730 130 `11rr ,1 140 oow o if)o N IA c-'-N �75 (L:Lf) +'11► r9870 0 riff") t,690 444 47 45 63041 �8r 100 �ti 10 ? `1t 4 9L< 65 lr /S S NNa tN Cr Tii_ W \ a S 336TH ST PROJECT N SITE 0 \' (99) oM' n -- AL 130 0 ♦�435 mrno �0 �1�► r160 ''1`+ r' s ♦11r► 410 WONDERWOOD 455.♦ PARK 30? `11r' co 440'Ir Leo ,1 NO 10 000 W M > Q H N_ S 348TH ST Lno.n rMi in` t220 / (0 1 r 2,65515 r 0610 s ♦11r► o " 165 U,°; 205 (J n t, 000 ♦�1,555 CS 771 t90 100 rnNn 4'l�► r20 fill+ 473905 1,0s ♦11r 15 ► `80 120 `11�=, mNu, 1,0804..E ,1 160 1, cn00 CNVI M N KEY XX -4 - PM PEAK HOUR TRIP AND DIRECTION MAPLEWOOD OFFICE BUILDING - FEDERAL WAY JTE , Inc , TRAFFIC IMPACT ANALYSIS FIGURE 5 PROJECTED 2008 PM PEAK HOUR TRAFFIC VOLUMES W/O PROJECT A 10% 11 5°,° 0 N 10% 4,.... 4 ti S 320TH ST 1 � 2 —♦ N N I " 11 A. Z°I° SW 330TH ST JI OP e en a>T 0,1 1- 1 9L :it 7 s u 6, 24% ��' �Z 30% \o 3 CO 10% 2`~S, �! 3 ^ S 336TH�STT 1 112 4, (99) Q I I(z1\ ROJ ONDERWOOD ptil° a� PARK / to k x 4- 2 S 348TH ST 3 21% 16% 9% 4 1 eh 9 co 4 1 1 1% r (161) o N U °o 11 Q� N o e It t n KEY o XX-+ - PM PEAK HOUR VOLUMES - BUSINESS DISTRIBUTION PERCENTAGE YY% - TRIP DISTRIBUTION PERCENTAGE 52 TOTAL PM PEAK HOUR TRIPS 43 - EXITING 9 - ENTERING MAPLEWOOD OFFICE BUILDING - FEDERAL WAY JTE , inc . TRAFFIC IMPACT ANALYSIS FIGURE 6 PROJECTED GENERATED PM PEAK HOUR TRAFFIC VOLUMES AND DISTRIBUTION A S 320TH ST N o0 Nj,, ,r, , t.,80 4-1330,155 o I73 1300? `flro 141 Iv vvn ono N 1n C7 ��N �75 �V+ 47 90 873 NmnnLn M t 690 fi14 r 468 642 4 +a `t 0Tti 101 �° 1754 `flr' 9LF 65�, NNin 76, / m in Si_ > I S 336TH ST PROJECT SITE i \ o (99) NM'n M.-4:-• t.130 j/ rn 436 �h :IL---...;\ro �j4 r,6U 1 418? hlr► WONDERWOOD 459 PARK Kg `11� 440Iv �Cr Ul oin N O aOO M O W > Q I H S 348TH ST r�iv;-- AL222 N co414 12 l�► c 65515 Z (161) htr► o 675 n M ;: \ U 1,1M MI 100 1,.. 0)N LO +11,� ,T 20 57 QT m AL 90 N 4-1,517 �11+ r 390 1,0294 120� `Ilr' 15'♦ rnNuoi 1,085 160'i ino0 N M x- c7 N KEY XX -I - PM PEAK HOUR TRIP AND DIRECTION MAPLEWOOD OFFICE BUILDING - FEDERAL WAY ,JTE . Inc, TRAFFIC IMPACT ANALYSIS FIGURE 7 PROJECTED 2008 PM PEAK HOUR TRAFFIC VOLUMES W/ PROJECT APPENDIX TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE, Woodinville, WA 98072 Phone: (425)861-8866 FAX: (425)861-887 Turning Movement Diagram 1 1733 , Cl) °' T = OJ 963 770 H A SW 320th Street is 219 560 184 S 320th Street n 162 1528 1048 1510 2438 _ 300 _ 2661 • 119 910 662 ► 1151 V 129 A V 261 489 305 d n 989 1055 Check > Q In: 4438 2044 Out: 4438 %HV PHF Intersection: 1st Avenue S @ S 320th Street EB 0.8% 0.89 Location: Federal Way WB 0.8% 0.88 Date of Count: Wed 4.2.03 NB 0.0% 0.92 Peak Period: 4:30 P - 5:30 P SB 0.5% 0.80 Checked By: FH Intersection 0.5% 0.95 Prepared For: City of Federal Way K03u001-020p a TC2 Traffic Count Consultants, Inc. 13623 184th Ave NE, Woodinville, WA 98072 Phone: (425) 861-8866 FAX: (425) 861 8877 Vehicle Volume Summary ntersection: 1st Avenue S @ S 320th Street Date of Count: Wed 4.2.03 ..ocation: Federal Way Checked By: FH Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval 1st Avenue S 1st Avenue S S 320th Street SW 320th Street Total Ending at T L S R T L S RTL SRTL SR 4:15 P 3 _ 53 162 48 1 42 131 77 3 79 203 28 4 40 157 30 1050 4:30 P 6 50 r 139 36 ` 3 44 v 109 81 2 77 ' 258 ' 50 4 41 199 46 1130 4:45 P 4 43 117 a 43 0 72 121 78 3 71 264 45 2 28 156 20 1058 , 5:00 P 0 46 108 50 0 45 108 65 3 79 298 50 3 40 154 43 1086 5:15 P 0 45 184 71 0 + 65 129 85 4 74 218 36 0 15 166 33 1121 5:30 P 1 50 151 55 0 79 131 77 2 76 268 31 2 36 186 33 1173 5:45 P 1 24 92 36 0 61 84 102 1 69 249 28 ' 0 20 155 28 948 6:00 P 0 14 82 30 0 69 114 57 0 50 200 20 1 32 134 32 834 6:15P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0 0 7:OOP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 15 325 1035 369 4 477 927 622 18 575 1958 288 16 252 1307 265 8400 4:30 P to 5:30 P Peak Hour Summary Total 5 184 560 219 0 261 489 1305 12 300 1048 162 7 1119 662 129 4438 Approach 963 1055 1510 910 4438 %HV 1% 0% 1% 1% 1% PHF 0.80 0.92 0.88 0.89 0.95 Legend: T= Number of heavy vehicles (greater than 4 wheels) L= Left-Turn S=Straight R= Right-Turn HV= Heavy Vehicles PHF= Peak hour Factor(Peak hour volume/(4*Highest 15 minutes)) Prepared For: City of Federal Way K03u001-020p TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE, Woodinville,WA 98072 Phone: (425)861-8866 FAX: (425)861-887 ii/ Turning Movement Diagram c 2055 > * ci) 0. 862 1193 li7?CA 336 II, S 366th St 20 521 321 S 366th St .........At n 624 •90 46 1091 311 421 1606 95 221 69 .... 515 v 57 24 474 125 r va 3 999 623 Check In: 2797 c 1622 > Out: 2797 %HV PHF Intersection: 1st Way S @ S 336th St EB 0.5% 0.81 Location: Federal Way WB 0.3% 0.89 Date of Count: Tue 2.25.03 NB 0.5% 0.95 Peak Period: 4:30 P - 5:30 P SB 0.6% 0.91 Checked By: FH Intersection 0.4% 0.94 Prepared For: City of Federal Way K03u001-014p • TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville, WA 98072 Phone: (425)861-8866 FAX: (425)861-8877 Vehicle Volume Summary ntersection: 1st Way S @ S 336th St Date of Count: Tue 2.25.03 .ocation: Federal Way Checked By: FH Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) interval Interval 1st Way S 1st Way S S 366th St S 366th St Total Ending at T L S R T L S RTL SRTL $ R 4:15 P 1. 71 119 11 7 11 114 45 0 53 12 118 0 16 12 16 598 4:30 P 2 86 124 9 2 9 117 21 0 68 15 117 0 19 14 20 619 4:45 P 1 66 130. 8 1 6 118 29 1 99 13 150 1 21 17 16 673 5:00 P 0 90 121 6 0 5 117 42 2 92 11 136 0 15 9 13 657 5:15 P. 3 92 ; 142 2 2 8 122 28'- 0' , 115 11 156 0 31 25 12 744 5:30 P 1 73 128 4 0 5 117 26 0 115 11 182 0 28 18 16 723 5:45 P 1 72 125 6 1 3 109 26 0 100 15 152 0 25 16 11 660 6:00 P 1 69 122 6 0 3 112 36 0 72 7 151 0 4 9 10 601 6:15P 0 ' 0 0 0 0 0 0 0 0 0 , 0 0 0 0 0 0 0 6:30P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45P 0 0 0 0 0 0 „ 0 0 0 0 0 0 0 0 0 0 0 7:00P 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 0 0 0 Total Survey 10 619 1011 _ 52 13 50 926 253 3 714 95 1162 1 159 120 114 5275 4:30'P to 5:30 P Peak Hour Summary Total 5 { 321 521 I 20 3 I 24 I 474 1125 3 1421 I 46 1624 1 I 95 I 69 I 57 2797 Approach 862 623 1091 221 2797 %HV 1% 0% 0% 0% 0% PHF 0.91 0.95 0.89 0.81 0.94 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight • R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4*Highest 15 minutes)) Prepared For: City of Federal Way K03u001-014p 1st Wy S & S 340th St Turn Counted Volume South-bound Right Turn 896 South-bound_Right Turn_2 56 'Northeast-bound Left Turn_2 26 'Northeast-bound Left Turn 444 Southeast-bound Left Turn 33 Southeast-bound Right Turn 8 Please Note: Each value represents the number of cars turning during a 1 hour period, measured some time between 4 PM and 6 PM(PM peak period.) http://www.ci.federal-way.wa.us/gis/traffic/s514.asp 11/19/2003 ACITY OF Federal Way PM PEAK HOUR TURNING MOVEMENTS DIAGRAM li 1,459 o lg } 913 546 co A 304 461 148 cw CAMP!lcDR tl, i" r j Y ..., 198 1,758 _� ~ 1373 1,810 m 239 0 co N 148 851 611 804 92 Y81 200 45 INTERSECTION Li., IIIMI ` g$ PE PIS HOUR VOLUME t`n 792 326 Hg $I 1N 3 .13 OUT 3.900 1,118 - IPS . ,--1?' HV =Heavy Vehicles PHF=Peak Hour Fado 1ST AVE S di SW CAMPUS DR. DATE OF COUNT: Tue 3/12/02 TIME OF COUNT: c-nn PM_ -45 PM http://www.ci.federal-way.wa.us/gis/count/images/l ave@sw-campus.jpg 11/19/2003 TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE, Woodinville,WA 98072 Phone: (425)861-8866 FAX: (425)861-88; Turning Movement Diagram 681 ea d a 476 205 S 336th St 126 106 244 S 336th St 70 1054 e 4 788 941 1765 83 1896 52 711 569 . .- 955 v 90 A 140 83 142 • rn d d. 279 365 Check .tea In: 2493 'h c 644 > Out: 2493 %HV PHF Intersection: 9th Ave S©S 336th St EB 0.1% 0.85 Location: Federal Way WB 0.5% 0.93 Date of Count: Tue 2.25.03 NB 1.6% 0.96 Peak Period: 4:30 P - 5:30 P SB 0.6% 0.77 Checked By: FH Intersection 0.6% 0.89 Prepared For. City of Federal Way K03u001-013p TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone:(425)861-8866 FAX:(425)861-8877 Vehicle Volume Summary tersection: 9th Ave S( S 336th St Date of Count: Tue 2.25.03 . cation: Federal Way Checked By: FH Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval 9th Ave S 9th Ave S S 336th St S 336th St Total Ending at T L S R T L S R T L S R T L SIR 4:15 P '. 1.:.:_:.:. .ii.: 39E:::;-ig.28.M.(M21:n]; :: .:•::::..2 . :. . al ..:::...73-A:Agi.3.4.1!:::: i,--ii0.....,.. -19g.!:-.-%13,9-r:ii.i:;:4:t:t1T: •:.40&-: .:.]-16 4 .i-426:'-• :.‘,-24•.- gR670- :,::: 4:30 P 0 30 19 25 3 28 22 1 27 2 31 1 145 14 2 11 114 11 477 445RO,iNV.:;:• ;;:ii:-•ii.66,:tiE'':ii-5.-2.44i M:'-iltHi.! :::1:1::-! :1' 34 . ':'.:21.-:1'..: .:::39;iii;Cjigi3i:i.i.i::"it"g28A!-1:::::1114i!il ::,',.:;.-ZP:-.:i il:!ii4:fg'hiltail.i-,rii-Saig,jg11a gaigtkag. 5:00 P 1 42 26 35 1 38 18 37 0 19 178 18 0 13 129 31 584 5A-*PM:E::C::: '384.::::-:-.:::•;':' .•!:,:i::39igikial3ZR ::].'ii':314;M:i31E 4122iS N42:1462E i:§24Mi 31961fil'i191 VigNiftir::::7il168iirir,::,':i1',:12 .;::: Pg697.0g 5:30 P 0 53 20 25 1 37 22 24 0 12 230 12 1 15 129 18 597 5;45P::::iiig-:::;..0- , .i.:;i40i..!:!TE:271.'::::.; tilg30M;igg1ni:IZ.126:a 20 23 -:-.:riailill:Ii N;91:1::-_192 ::S12:fii, i -lIifi'Ei12!.:!.Ana - 6 534 6:00 P 0 39 12 23 3 14 13 17 1 9 193 18 0 14 102 17 471 6053tiE iiii:Vi.,::-;i:*:WW;U: :::.'40 ::-:. :: :4::!;.W.:.,: :;:: ;.gtY:: M':'::11::-.M :U:::..1)M .;It-i;; tOgi ,. 0.a: iig31:0 d08;0.1:0M W:Ati...:::::::::01:5&AA N:A.;00.I;k1i0 6:30P 0 0 0 0 00 0000000000 0 ---140p±,;.':r',.:,:',20,4, :i:::!0:,::,:ii K:'o::-•-:- -_-.]::':O .::::-: ---.4w:M:i:vg:-:.] ::::-;.ii::::,1k;-;.; ;i:Egi ;:: :-;.0 ::i ,: '.::'0 ir!':ii.;i:nag:3ii.;-0iii:NIES latiiiiitiglifgal 7:00P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 4 392 192 225 15 239 211 247 9 151 1457 131 3 104 1048 148 _ 4545 ;fi.A-S--0.Ii.1141*-7 v1! r 777: ftrigkig453$61)M5Peak 09140,004044-261"ailiiiiiiittatilinitigit=1211,C Total 3 I 244 I 106 1 126 6 I 140 I 83 I 142 5 I 83 I 788 I 70 1 I 52 I 569 I 90 2493 \pproach 476 365 941 711 2493 %HV 1% 2% 1% 0% 1% PHF 0.77 0.96 0.93 0.85 0.89 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4*Highest 15 minutes)) Prepared For: City of Federal Way K03u001-013p 411kCITY OF Federal VVay , A„.. ,,,. PM PEAK HOUR.TURNING MOVEMENTS DIAGRAM A 3,006 1,572 1,434 ce I co 272 1205 95 A S 336TH ST if ■ �.K 120 863 —ow( - 395 658 143 0 `N 371 1,182 414 — 010'- 561 397 A A v Y 196 943 52 cp INTERSECTION SB th PEAK HOUR VOLUME CO 1745 1,191 NB IN 4,603 OUT 4,603 2,936 EB INTRS. HV = Heavy Vehicl PHF=Peak Hour Fa SR 99 go S 336TH STREET DATE OF COUNT: Thu. 6/7/01 TIME OF COUNT: 4:00 PM-6:00 PM http://www.ci.federal-way.wa.us/gis/count/images/sr99@s336.jpg 1/26/2004 TC2 Traffic Count Consultants, Inc. 13623 184th Ave NE, Woodinville,WA 98072 Phone: (425) 861-8866 FAX: (425)861-887 ii Turning Movement Diagram c 795 cm Nj > 516 279 S 348th St 153 6 357 1 S 348th St A -) y 4. 187 1648 1408 1614 2655 . 19 2938 72 1007 922 ' 1324 V 13 l V 87 20 45 V co) 38 152 Check r In: 3289 o. < 190 > Out: 3289 %HV PHF Intersection: 9th Ave S @ S 348th St EB 0.5% 0.97 Location: Federal Way WB 0.5% 0.90 Date of Count: Wed 2.12.03 NB 5.9% 0.84 Peak Period: 4:45 P - 5:45 P SB 1.4% 0.71 Checked By: FH Intersection 0.9% 0.95 Prepared For: City of Federal Way K03u001-004p I I TC2 Traffic Count Consultants,Inc. 13623 184th Ave NE,Woodinville,WA 98072 Phone: (425)861-8866 FAX: (425)861-8877 Vehicle Volume Summary I Intersection: 9th Ave S©S 348th St Date of Count: Wed 2.12.03 ILocation: Federal Way Checked By: FH I Time From North on(SB) From South on(NB) From East on(WB) From West on(EB) Interval Interval 9th Ave S 9th Ave S S 348th St S 348th St Total Ending at T L S R T L S RTL SRTL SR I 4:1 5 P 1 114 1 46 1 11 1 4 5 1 344 57 0 16 187 2 784 II 4:30 P 3 77 0 37 2 39 8 12 4 6 331 63 1 28 219 2 822 4:45 P 1 90 1 50 1 16 - 0 9 5 8 327 78 " 1 19 208 4 810 5:00 P 2 77 3 40 2 22 5 18 3 4 319 63 1 27 224 3 805 5:15'P 1 127 2 52 1 16 0 7 0 4 334 24 2 16 230 2 814 5:30 P 1 77 0 27 3 27 5 11 2 4 369 43 1 12 230 4 809 I 5:45 P 3 76 1 34 3 22 10 9 3 7 386 57 1 17 238 4 861 6:00 P 3 68 1 14 2 32 3 8 2 3 397 40 1 9 169 3 747 6:15P 0 0 0 0 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 6:30P 0 0 0 0 ' 0 0 ' 0 0 0 0 0 0 0 0 0 ' 0 0 I6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:OOP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I Total Survey 15 706 9 300 15 185 32 78 24 37 2807 425 8 144 1705 24 6452 4:45 P to 5:45 P Peak Hour Summary Total 7 1357 1 6 I 153 9 I 87 I 20 I 45 8 1 19 114081187 5 1 72 19221 13 3289 Approach 516 152 1614 1007 3289 %HV 1% 6% 0% 0% 1% PHF 0.71 0.84 0.90 0.97 0.95 Legend: T=Number of heavy vehicles(greater than 4 wheels) L=Left-Turn S=Straight R=Right-Turn HV=Heavy Vehicles PHF=Peak hour Factor(Peak hour volume/(4*Highest 15 minutes)) Prepared For: City of Federal Way K03u001-004p 1 st Ave. S./S. 320th St. Existing Conditions 12/18/2003 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.08 0.27 0.21 0.40 0.41 0.29 0.50 0.33 0.24 v/c Ratio 0.98 1.00 0.94 0.98 0.93 1.02 0.44 1.06 1.23 Uniform Delay, d1 64.4 50.2 54.5 41.0 37.4 50.0 11.1 36.5 50.9 Control Delay 134.6 81.1 89.0 61.6 62.9 93.8 13.2 112.9 157.5 Queue Delay 58.2 41.3 0.0 12.0 467.7 0.0 1.1 114.5 0.0 Total Delay 192.8 122.4 89.0 73.6 530.6 93.8 14.4 227.4 157.5 LOS F F F E F F B F F Approach Delay 131.6 76.7 178.9 170.8 Approach LOS F E F F Queue Length 50th (ft) 124 -426 309 642 202 -513 108 -179 -583 Queue Length 95th (ft) #260 #563 #482 #775 #363 #740 160 #288 #596 Internal Link Dist(ft) 789 751 1740 2542 Turn Bay Length (ft) 125 400 100 300 125 Base Capacity(vph) 137 885 362 1397 328 521 759 218 791 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 21 90 0 62 189 0 228 46 0 Reduced v/c Ratio 1.16 1.12 0.94 1.03 2.04 1.02 0.63 1.34 1.23 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 66 (47%), Referenced to phase 2:WBT and 6:EBT, Start of 1st Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.23 Intersection Signal Delay: 133.0 Intersection LOS: F Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 206: SW 320 St& 1 Av S 01 02 4\ 03 04 16 s 161.1s I I.26.8s I 1 36.1 s I 1 --41' 06 1P1 05 07 t 08 42.7s I I34.4s I I18s I 144.9s I I Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 1 st Ave. S./S. 320th St. Existing Conditions 12/18/2003 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 12 12 12 11 11 12 11 12 Grade (%) 5% -1% -1% 1% Storage Length (ft) 125 0 400 0 100 300 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.96 0.99 Frt 0.976 0.980 0.850 0.958 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1742 3242 0 1722 3463 0 1767 1828 1529 1750 3244 0 Fit Permitted 0.950 0.950 0.111 0.129 Satd. Flow(perm) 1731 3242 0 1709 3463 0 206 1828 1471 238 3244 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 16 15 36 38 Headway Factor 1.03 1.09 1.03 1.05 1.00 0.99 1.01 1.04 1.06 1.03 1.06 1.01 Link Speed (mph) 35 35 35 35 Link Distance (ft) 869 831 1820 2622 Travel Time (s) 16.9 16.2 35.5 51.1 Volume (vph) 119 662 129 300 1048 162 261 489 305 184 560 219 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.88 0.88 0.88 0.92 0.92 0.92 0.80 0.80 0.80 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Bus Blockages (#/hr) 0 4 2 2 4 0 4 0 4 4 2 4 Adj. Flow(vph) 134 744 145 341 1191 184 284 532 332 230 700 274 Lane Group Flow(vph) 134 889 0 341 1375 0 284 532 332 230 974 0 Turn Type Prot Prot pm+pt pm+ov pm+pt Protected Phases 1 6 5 2 3 8 5 7 4 Permitted Phases 8 8 4 Detector Phases 1 6 5 2 3 8 5 7 4 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 24.0 15.0 25.0 15.0 25.0 15.0 15.0 23.0 Total Split(s) 16.0 42.7 0.0 34.4 61.1 0.0 26.8 44.9 34.4 18.0 36.1 0.0 Total Split(%) 11.4% 30.5% 0.0% 24.6% 43.6% 0.0% 19.1% 32.1% 24.6% 12.9% 25.8% 0.0% Maximum Green (s) 11.5 37.7 29.9 56.1 22.3 39.9 29.9 13.5 31.1 Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 12.0 12.0 12.0 11.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 11.1 37.7 29.4 56.1 57.3 39.9 69.3 45.9 32.9 Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 1 st Ave. SJS. 336th St. Existing Conditions 12/18/2003 Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Actuated g/C Ratio 0.11 0.11 0.25 0.25 0.25 0.21 0.44 0.06 0.23 v/c Ratio 0.56 0.60 0.60 0.62 0.82 0.92 0.38 0.23 0.80 Uniform Delay, d1 41.9 31.5 33.0 33.2 3.6 35.7 21.0 47.7 37.8 Control Delay 42.9 32.9 26.4 26.9 13.7 55.4 11.7 49.5 47.1 Queue Delay 0.0 0.0 0.1 0.2 0.0 0.0 0.2 0.0 0.0 Total Delay 42.9 32.9 26.5 27.1 13.7 55.4 11.9 49.5 47.1 LOS D C CCBEB D D Approach Delay 37.2 19.3 28.1 47.2 Approach LOS D B C D Queue Length 50th (ft) 72 72 110 121 237 222 48 17 -224 Queue Length 95th (ft) 107 110 160 169 #420 #376 111 m29 m#272 Internal Link Dist(ft) 415 1418 674 62 Turn Bay Length (ft) 100 100 200 100 125 Base Capacity(vph) 387 446 456 465 868 385 1585 176 786 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 1 8 10 17 0 0 337 0 0 Reduced v/c Ratio 0.30 0.35 0.57 0.60 0.81 0.92 0.48 0.14 0.80 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset:41 (41%), Referenced to phase 2:NWT and 6:SET, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 203: S 336 St& 1 Av S 41A- 02 01 03 04 21 s I 26 s I 126 s 27 s I 05 \ 06 15s I 32s I I Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 1 st Ave. S./S. 336th St. 12/18/2003 Existing Conditions _y -�t - 4- - 4 \ ,S \ c 111. Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 15 12 12 12 12 12 12 12 12 12° 12 Grade (%) -6% -1% _5% 3/o Storage Length (ft) 100 0 100 200 100 0 125 0 Storage Lanes 1 0 1 1 1 0 1 0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector (ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.97 0.99 1.00 0.98 0.99 Frt 0.932 0.850 0.994 0.969 Flt Protected 0.950 0.950 0.961 0.950 0.950 Satd. Flow(prot) 1844 1980 0 1693 1726 1594 1832 3633 0 1760 3389 0 Flt Permitted 0.950 0.950 0.961 0.950 0.950 Satd. Flow(perm) 1822 1980 0 1669 1706 1547 1817 3633 0 1728 3389 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 38 618 4 28 Headway Factor 0.97 0.85 0.96 1.00 0.99 1.00 0.97 0.97 0.97 1.02 1.02 1.02 Link Speed (mph) 35 35 35 35 Link Distance (ft) 495 1498 754 142 Travel Time (s) 9.6 29.2 14.7 2.8 Volume (vph) 95 69 57 421 46 624 321 521 20 24 474 125 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.81 0.81 0.81 0.89 0.89 0.89 0.91 0.91 0.91 0.95 0.95 0.95 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1% Bus Blockages (#/hr) 2 0 2 2 0 2 0 0 2 0 0 0 Adj. Flow(vph) 117 85 70 473 52 701 353 573 22 25 499 132 Lane Group Flow(vph) 117 155 0 255 270 701 353 595 0 25 631 0 Turn Type Split Split Perm Prot Prot Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 Detector Phases 3 3 4 4 4 1 6 5 2 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 26.0 26.0 26.0 26.0 26.0 15.0 21.0 15.0 20.0 Total Split(s) 26.0 26.0 0.0 27.0 27.0 27.0 26.0 32.0 0.0 15.0 21.0 0.0 Total Split (%) 26.0% 26.0% 0.0% 27.0% 27.0% 27.0% 26.0% 32.0% 0.0% 15.0% 21.0% 0.0% Maximum Green (s) 20.5 20.5 21.5 21.5 21.5 20.5 26.5 10.0 16.0 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 13.0 13.0 13.0 13.0 13.0 8.0 11.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 10 Act Effct Green (s) 11.4 11.4 25.1 25.1 25.1 21.0 43.6 6.1 22.5 Existing Conditions Synchro 6 Report , Jake Traffic Engineering, Inc. Page 1 1st Ave. S./S. 340th St. Existing Conditions 1/5/2004 Movement SBR SBR2 SEL SER NEL2 NEL Lane Configurations Sign Control Free Stop Free Grade -1% -1`)/0 3% Volume (veh/h) 896 56 33 8 26 444 Peak Hour Factor 0.81 0.81 0.79 0.79 0.91 0.91 Hourly flow rate(vph) 1106 69 42 10 29 488 Pedestrians 10 10 10 Lane Width (ft) 12.0 10.0 12.0 Walking Speed (ftis) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) 1183 pX, platoon unblocked vC, conflicting volume 1462 608 1185 vC1, stage 1 conf vol 1151 vC2, stage 2 conf vol 311 vCu, unblocked vol 1462 608 1185 tC, single (s) 6.9 7.0 4.1 tC, 2 stage (s) 5.9 tF (s) 3.6 3.4 2.2 p0 queue free % 73 98 95 cM capacity (veh/h) 153 425 586 Direction, Lane# SB 1 SB 2 SE 1 NE 1 NE 2 NE 3 Volume Total 737 438 52 29 244 244 Volume Left 0 0 42 29 0 0 Volume Right 0 69 10 0 0 0 cSH 1700 1700 175 586 1700 1700 Volume to Capacity 0.43 0.26 0.30 0.05 0.14 0.14 Queue Length (ft) 0 0 29 4 0 0 Control Delay (s) 0.0 0.0 34.0 11.5 0.0 0.0 Lane LOS D B Approach Delay (s) 0.0 34.0 0.6 Approach LOS D Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min) 15 Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 1st Ave. S./S. 348th St. Existing Conditions 12/18/2003 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.10 0.33 0.16 0.39 0.09 0.13 0.18 0.24 v/c Ratio 0.91 0.69 0.90 1.27 0.65 0.66 0.53 0.97 Uniform Delay, d1 44.5 29.2 41.2 30.6 45.0 37.8 36.4 31.4 Control Delay 95.1 32.1 74.6 156.2 57.5 39.4 45.0 57.7 Queue Delay 0.0 0.0 0.0 177.5 0.6 0.1 0.0 34.5 Total Delay 95.1 32.1 74.6 333.7 58.1 39.6 45.0 92.1 LOS F C E F E D D F Approach Delay 43.1 299.5 44.2 84.5 Approach LOS D F D F Queue Length 50th (ft) 102 213 163 -720 62 90 109 -302 Queue Length 95th (ft) #224 280 #307 #861 104 112 #200 #410 Internal Link Dist(ft) 309 2870 2536 982 Turn Bay Length (ft) 200 150 100 150 Base Capacity(vph) 174 1103 287 1330 173 668 319 895 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 316 7 34 0 94 Reduced v/c Ratio 0.91 0.69 0.90 1.67 0.60 0.48 0.53 1.08 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.27 Intersection Signal Delay: 169.2 Intersection LOS: F Intersection Capacity Utilization 96.6% ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 407: SW Campus Dr& 1 Av S t02 01 -"'111' 04 ir 03 25s I I. 16s 138s I 121 s I I 1 e5 08 07 4- 08 15s I I.26s I 115s I 1 44s 1 1 Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 1st Ave. S./S. 348th St. Existing Conditions 12/18/2003 f - `i c .-- 4\ t t \* ir 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 ';t+ `t` Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 11 12 12 11 12 Grade (%) 4% -1% 7% -3% Storage Length (ft) 200 0 150 0 100 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 0.99 0.99 0.99 0.99 Frt 0.980 0.981 0.972 0.940 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1737 3306 0 1796 3381 0 1728 3243 0 1814 3258 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 1735 3306 0 1786 3381 0 1719 3243 0 1794 3258 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 18 19 24 140 Headway Factor 1.04 1.07 1.03 0.99 1.04 0.99 1.06 1.10 1.05 0.98 1.02 0.98 Link Speed (mph) 35 35 35 35 Link Distance (ft) 389 2950 2616 1062 Travel Time (s) 7.6 57.5 51.0 20.7 Volume (vph) 148 611 92 239 1373 198 81 200 45 148 461 304 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.81 0.81 0.81 0.88 0.88 0.88 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1% Bus Blockages (#/hr) 2 0 0 0 2 2 2 2 0 0 0 2 Adj. Flow(vph) 159 657 99 257 1476 213 100 247 56 168 524 345 Lane Group Flow(vph) 159 756 0 257 1689 0 100 303 0 168 869 0 Turn Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phases 7 4 3 8 5 2 1 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 24.5 15.0 23.5 15.0 23.5 15.0 23.0 Total Split(s) 15.0 38.0 0.0 21.0 44.0 0.0 15.0 25.0 0.0 16.0 26.0 0.0 Total Split(%) 15.0% 38.0% 0.0% 21.0% 44.0% 0.0% 15.0% 25.0% 0.0% 16.0% 26.0% 0.0% Maximum Green (s) 9.5 31.5 15.5 38.5 9.5 19.5 10.5 20.5 Yellow Time (s) 4.5 5.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time (s) 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 14.0 14.0 14.0 13.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 10.0 33.0 16.0 39.0 8.9 13.4 17.6 24.2 Existing Conditions .-t.;:' Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 9th Ave. S./S. 336th St. Existing Conditions 12/18/2003 -* c 4 k- 4\ t P 4, 41/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.59 0.49 0.58 0.54 0.49 0.39 0.91 0.50 Uniform Delay, d1 46.9 19.1 44.9 18.4 27.0 12.7 32.3 19.5 Control Delay 50.8 11.7 52.8 22.1 27.4 12.0 38.0 19.3 Queue Delay 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.2 Total Delay 50.8 11.7 53.2 22.1 27.4 12.1 38.0 19.5 LOS D B D C C B D B Approach Delay 14.5 24.8 18.0 29.0 Approach LOS B C B C Queue Length 50th (ft) 38 90 55 215 74 56 192 112 Queue Length 95th (ft) m56 m263 105 347 111 96 202 120 Internal Link Dist (ft) 1418 1473 2541 313 Turn Bay Length (ft) 125 125 100 100 Base Capacity (vph) 107 1588 182 1717 407 790 478 809 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 8 0 0 42 0 100 Reduced v/c Ratio 0.57 0.49 0.51 0.54 0.36 0.31 0.66 0.43 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 80 (80%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 21.8 Intersection LOS: C Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 204: S 336 St&9 Av S C 01 "1' 02 1 04 15s 35s 150s 4- 06 " 05 08 39 s I 111 s I 150 s I Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 I 9th Ave. S./S. 336th St. IExisting Conditions 12/18/2003 ILane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,i 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 I Grade (%) 0% -1% 2% -4% Storage Length (ft) 125 0 125 0 100 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 I Total Lost Time (s)Leading Detector(ft) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 0 0 0 0 0 0 0 0 Trailing Detector (ft) 0 0 0 0 0 0 0 0 I Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.99 0.99 0.98 0.97 0.98 0.97 Frt 0.979 0.988 0.905 0.919 I FIt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1787 3456 0 1782 3530 0 1752 1617 0 1808 1703 0 Flt Permitted 0.950 0.950 0.498 0.569 Satd. Flow (perm) 1765 3456 0 1756 3530 0 904 1617 0 1062 1703 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 18 10 113 78 Headway Factor 1.00 1.01 1.00 1.00 0.99 0.99 1.01 1.01 1.01 0.98 0.98 0.97 I Link Speed (mph) 35 35 15 30 30 Link Distance (ft) 1498 53 2621 393 Travel Time (s) 29.2 30.3 59.6 8.9 Volume(vph) 52 569 90 83 788 70 140 83 142 244 106 126 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.85 0.85 0.85 0.93 0.93 0.93 0.96 0.96 0.96 0.77 0.77 0.77 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1 I Bus Blockages (#/hr) 0 2 2 2 0 0 0 0 2 2 2 0 Adj. Flow (vph) 61 669 106 89 847 75 146 86 148 317 138 164 Lane Group Flow(vph) 61 775 0 89 922 0 146 234 0 317 302 0 I Turn Type Prot Prot Perm Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 8 Detector Phases 5 2 1 6 4 4 8 8 I Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 21.0 10.0 21.0 26.0 26.0 25.0 25.0 Total Split (s) 11.0 35.0 0.0 15.0 39.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 I Total Split(%)Maximum Green (s) 11.0% 35.0% 0.0% 15.0% 39.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 6.0 30.0 10.0 34.0 44.5 44.5 44.5 44.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I Lead/Lag Lag Lag Lead Lead Lead Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 I Recall Mode None C-Max None C-Max None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 8.0 7.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 I Act Effct Green (s) 5.8 45.7 8.6 48.5 32.7 32.7 32.7 32.7 Actuated g/C Ratio 0.06 0.46 0.09 0.49 0.33 0.33 0.33 0.33 I Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 I S. 336th St./Pcific Hwy. S. Existing Conditions 12/18/2003 f -► C 4- t 4\ t , \* 4v 4i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 'Pi:, i i;: Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 11 11 12 12 12 12 12 12 12 Grade (%) 1% 1% 3% -3% Storage Length (ft) 325 700 100 0 250 0 250 250 Storage Lanes 1 1 1 0 1 0 1 1 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 Ped Bike Factor 0.97 0.99 0.99 0.99 1.00 0.98 0.96 Frt 0.850 0.965 0.992 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1661 1792 1538 1661 3250 0 1729 3402 0 1796 3549 1594 Flt Permitted 0.123 0.213 0.950 0.950 Satd. Flow(perm) 215 1792 1488 370 3250 0 1720 3402 0 1769 3549 1528 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 24 25 5 55 Headway Factor 1.08 1.05 1.04 1.08 1.06 1.01 1.03 1.04 1.02 0.98 1.00 0.99 Link Speed (mph) 35 35 40 40 Link Distance (ft) 807 734 1400 435 Travel Time (s) 15.7 14.3 23.9 7.4 Volume (vph) 371 414 397 143 395 120 196 943 52 95 1205 272 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.85 0.85 0.85 0.96 0.96 0.96 0.96 0.96 0.96 Bus Blockages(#/hr) 6 0 6 6 2 6 2 6 0 0 6 2 Adj. Flow(vph) 412 460 441 168 465 141 204 982 54 99 1255 283 Lane Group Flow(vph) 412 460 441 168 606 0 204 1036 0 99 1255 283 Turn Type pm+pt pm+ov pm+pt Prot Prot pm+ov Protected Phases 7 4 5 3 8 5 2 1 6 7 Permitted Phases 4 4 8 6 Detector Phases 7 4 5 3 8 5 2 1 6 7 Minimum Initial (s) 5.0 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 15.0 15.0 32.0 15.0 26.0 15.0 26.0 15.0 Total Split(s) 28.3 45.8 22.0 15.0 32.5 0.0 22.0 63.8 0.0 15.0 57.2 28.3 Total Split(%) 20.2% 32.7% 15.7% 10.7% 23.2% 0.0% 15.7% 45.6% 0.0% 10.7% 40.9% 20.2% Maximum Green (s) 21.8 39.3 16.5 9.0 26.5 16.5 58.3 9.5 51.7 21.8 Yellow Time (s) 5.5 5.5 4.5 5.0 5.0 4.5 4.5 4.5 4.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max None Walk Time (s) 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 16.0 20.0 7.0 10.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 55.3 40.2 57.3 37.0 26.9 16.9 59.3 10.4 52.7 76.0 Actuated g/C Ratio 0.40 0.29 0.41 0.26 0.19 0.12 0.42 0.07 0.38 0.54 Existing Conditions - Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 9th Ave. S./S. 348th St. Existing Conditions 12/18/2003 }I -► . , ( 4- - 4\ t t 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.58 0.54 0.56 0.52 0.34 0.34 0.34 0.34 v/c Ratio 0.51 0.54 0.08 1.01 0.34 0.14 1.17 0.36 Uniform Delay, d1 12.2 22.1 11.9 33.8 34.8 9.7 46.5 11.3 Control Delay 23.8 22.9 18.2 72.3 38.7 13.1 139.0 14.0 Queue Delay 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 24.1 22.9 18.2 72.3 38.7 13.1 139.0 14.1 LOS C C B E D B F B Approach Delay 23.0 71.7 27.7 100.7 Approach LOS C E C F Queue Length 50th (ft) 27 308 13 -931 71 15 ..544 49 Queue Length 95th (ft) 66 384 m18n#1047 116 47 #519 65 Internal Link Dist(ft) 2870 1220 420 1270 Turn Bay Length (ft) 100 100 100 100 Base Capacity(vph) 176 1794 313 1760 310 568 431 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 9 0 2 0 0 28 0 31 Reduced v/c Ratio 0.44 0.54 0.07 1.01 0.34 0.14 1.17 0.38 Intersection Summary �a8 �" Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 65 (46%), Referenced to phase 2:WBTL and 6:EBTL, Start of 1st Green Natural Cycle: 150 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.17 Intersection Signal Delay: 61.7 Intersection LOS: E Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 401: S 348th St& 9 Av S J 4- �} 01 +1 02 04 15s 73s I L52s I I 'r 05 -'I' 06 15s I ► 73s Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 9th Ave. S./S. 348th St. Existing Conditions 12/18/2003 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 12 12 12 12 12 Grade (%) 4% -2% -1% 0% Storage Length (ft) 100 0 100 0 100 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 0.99 0.98 0.98 0.97 Frt 0.998 0.982 0.896 0.855 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1704 3311 0 1787 3373 0 1728 1585 0 1752 1534 0 Flt Permitted 0.059 0.195 0.512 0.706 Satd. Flow(perm) 106 3311 0 367 3373 0 922 1585 0 1283 1534 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 14 54 146 Headway Factor 1.04 1.07 1.03 0.99 1.03 0.99 0.99 1.00 0.99 1.00 1.00 1.00 Link Speed (mph) 35 35 30 30 Link Distance (ft) 2950 1300 500 1350 Travel Time (s) 57.5 25.3 11.4 30.7 Volume (vph) 72 922 13 19 1408 187 87 20 45 357 6 153 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.97 0.97 0.97 0.90 0.90 0.90 0.84 0.84 0.84 0.71 0.71 0.71 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 3% 3% 3% Bus Blockages (#/hr) 2 0 0 0 0 2 0 2 0 0 0 0 Adj. Flow(vph) 74 951 13 21 1564 208 104 24 54 503 8 215 Lane Group Flow(vph) 74 964 0 21 1772 0 104 78 0 503 223 0 Turn Type pm+pt pm+pt Perm Perm Protected Phases 1 6 5 2 4 4 Permitted Phases 6 2 4 4 Detector Phases 1 6 5 2 4 4 4 4 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 23.0 15.0 28.5 31.0 31.0 31.0 31.0 Total Split(s) 15.0 73.0 0.0 15.0 73.0 0.0 52.0 52.0 0.0 52.0 52.0 0.0 Total Split(%) 10.7% 52.1% 0.0% 10.7% 52.1% 0.0% 37.1% 37.1% 0.0% 37.1% 37.1% 0.0% Maximum Green (s) 10.0 68.0 9.5 67.5 46.5 46.5 46.5 46.5 Yellow Time (s) 4.0 4.0 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 16.0 18.0 18.0 18.0 18.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 Act Effct Green (s) 80.9 75.9 78.0 72.8 47.0 47.0 47.0 47.0 Existing Conditions (1yi Synchro 6 Report Jake Traffic Engineering, Inc. ��ff'' Page 1 Pacific Hwy. S./S. 348th St. Existing Conditions 12/18/2003 f --� 1- 4\ t /' \* 4, d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.07 0.40 0.14 0.47 0.47 0.11 0.21 0.21 0.10 0.20 0.20 v/c Ratio 0.98 0.96 0.85 0.96 0.12 0.69 0.46 0.45 0.68 0.87 0.31 Uniform Delay, d1 64.9 40.4 58.6 35.9 5.3 59.8 48.2 2.5 60.5 53.8 13.9 Control Delay 128.5 56.4 76.2 52.0 8.4 66.4 49.9 10.1 52.3 62.0 24.8 Queue Delay 0.0 17.3 0.0 0.0 0.0 29.1 0.0 0.0 54.1 0.0 0.0 Total Delay 128.5 73.7 76.2 52.0 8.4 95.5 49.9 10.1 106.4 62.0 24.8 LOS F E E D A F D B F E C Approach Delay 78.4 54.8 46.0 63.4 Approach LOS E D D E Queue Length 50th (ft) 110 585 184 -732 12 113 137 9 113 298 45 Queue Length 95th (ft) m#189 m#646 #297 #924 47 177 188 79 m130 m337 m58 Internal Link Dist(ft) 1220 1020 4470 1380 Turn Bay Length (ft) 150 300 300 100 100 100 150 Base Capacity(vph) 121 1306 463 1580 743 249 755 486 227 731 374 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 97 0 0 0 115 0 0 109 0 0 Reduced v/c Ratio 0.98 1.03 0.85 0.96 0.12 0.95 0.44 0.44 1.04 0.85 0.30 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 117 (84%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 115 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 61.7 Intersection LOS: E Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases:: 402: S 348th St& Pacific Hwy S 01 t 02 1- 03 -M' 04 23s I 36s I 122s 1 59s 05 lir 06 r--- 08 -'A 26s I I33s I 166s7 a I 115s I l Existing Conditions G5 Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 Pacific Hwy. S./S. 348th St. Existing Conditions 12/18/2003 ' ` --► N* C 41-- k- 1 t \*. i, +/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ri . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 11 12 12 12 12 12 12 12 Grade (%) 4% 1% 2% -3% Storage Length (ft) 150 0 300 300 100 100 100 150 Storage Lanes 1 0 2 1 1 1 1 1 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 0.99 0.97 0.99 0.97 0.99 0.97 Frt 0.981 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1690 3244 0 3276 3363 1550 1661 3376 1523 1762 3495 1538 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 1686 3244 0 3257 3363 1506 1647 3376 1480 1744 3495 1490 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 14 67 200 79 Headway Factor 1.05 1.07 1.03 1.06 1.07 1.03 1.05 1.02 1.01 0.98 0.99 1.01 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1300 1100 4550 1460 Travel Time (s) 25.3 21.4 77.6 24.9 Volume (vph) 107 980 146 355 1370 82 114 300 191 111 556 103 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 4% 4% 4% Bus Blockages (#/hr) 4 0 4 4 6 4 6 4 0 0 4 6 Adj. Flow(vph) 119 1089 162 394 1522 91 127 333 212 123 618 114 Lane Group Flow(vph) 119 1251 0 394 1522 91 127 333 212 123 618 114 Turn Type Prot Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phases 7 4 3 8 8 5 2 2 1 6 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 28.0 15.0 31.0 31.0 15.0 33.0 33.0 15.0 27.0 27.0 Total Split(s) 15.0 59.0 0.0 22.0 66.0 66.0 26.0 36.0 36.0 23.0 33.0 33.0 Total Split(%) 10.7% 42.1% 0.0% 15.7% 47.1% 47.1% 18.6% 25.7% 25.7% 16.4% 23.6% 23.6% Maximum Green (s) 9.0 53.0 16.0 60.0 60.0 20.0 30.0 30.0 17.0 27.0 27.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max C-Max None None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 18.0 21.0 21.0 22.0 22.0 17.0 17.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 10 Act Effct Green (s) 9.9 56.0 19.8 65.8 65.8 15.6 29.7 29.7 14.5 28.6 28.6 Existing Conditions Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 320th/1st Ave. S. 2008 W/O Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.08 0.27 0.21 0.40 0.41 0.29 0.50 0.32 0.22 v/c Ratio 1.07 1.11 1.04 1.09 0.97 1.13 0.48 1.19 1.42 Uniform Delay, d1 64.5 50.3 55.3 41.5 40.0 50.0 12.0 37.7 51.6 Control Delay 154.9 109.5 110.0 90.7 80.3 124.4 14.5 155.9 235.0 Queue Delay 75.1 54.2 0.0 37.3 557.4 0.0 1.6 139.7 65.9 Total Delay 230.0 163.7 110.0 128.1 637.8 124.4 16.1 295.6 300.9 LOS F F F F F F B F F Approach Delay 172.3 124.5 221.0 299.9 Approach LOS F F F F Queue Length 50th (ft) -147 -527 -367 -811 236 -617 127 -230 -686 Queue Length 95th (ft) #286 #653 #552 #916 #429 #849 185 #335 #690 Internal Link Dist(ft) 789 751 1740 2542 Turn Bay Length (ft) 125 400 100 300 125 Base Capacity (vph) 137 884 362 1396 328 521 753 216 757 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 21 90 0 103 189 0 228 46 71 Reduced v/c Ratio 1.26 1.23 1.04 1.17 2.27 1.13 0.69 1.51 1.57 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 66(47%), Referenced to phase 2:WBT and 6:EBT, Start of 1st Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.42 Intersection Signal Delay: 197.4 Intersection LOS: F Intersection Capacity Utilization 102.8% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 206: SW 320 St& 1 Av S 4-- e1 02 4N 03 04 16s 1161.1 s 126.8s 1 136.1 s I [' -IIP 06 0 05 07 I 08 42.7s I I34.4s I L18s I I44.9s I I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc_ Page 2 ISW 320th/1st Ave. S. 1/3/2004 2008 W/O Project I -. Try- 4\ t P \. ./ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR I Lane Configurations j Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 12 12 12 11 11 12 11 12 Grade(%) 5% -1% -1% 1% Storage Length (ft) 125 0 400 0 100 300 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.96 0.99 Frt 0.976 0.980 0.850 0.958 I Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1742 3242 0 1722 3462 0 1767 1828 1529 1750 3244 0.111 0.129 0 Fit Permitted 0.950 0.950 Satd. Flow(perm) 1733 3242 0 1711 3462 0 206 1828 1471 238 3244 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 15 15 26 37 Headway Factor 1.03 1.09 1.03 1.05 1.00 0.99 1.01 1.04 1.06 1.03 1.06 1.01 Link Speed (mph) 35 35 35 35 Link Distance (ft) 869 831 1820 2622 Travel Time (s) 16.9 16.2 35.5 51.1 Volume (vph) 130 730 140 330 1155 180 290 540 335 205 620 240 I Confl. Peds. (#/hr)Peak Hour Factor 10 10 10 10 10 10 10 10 0.89 0.89 0.89 0.88 0.88 0.88 0.92 0.92 0.92 0.80 0.80 0.80 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Bus Blockages(#/hr) 0 4 2 2 4 0 4 0 4 4 2 4 Adj. Flow(vph) 146 820 157 375 1312 205 315 587 364 256 775 300 Lane Group Flow(vph) 146 977 0 375 1517 0 315 587 364 256 1075 0 Turn Type Prot Prot pm+pt pm+ov pm+pt Protected Phases 1 6 5 2 3 8 5 7 4 Permitted Phases 8 8 4 Detector Phases 1 6 5 2 3 8 5 7 4 I 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 24.0 15.0 25.0 15.0 25.0 15.0 15.0 23.0 Total Split(s) 16.0 42.7 0.0 34.4 61.1 0.0 26.8 44.9 34.4 18.0 36.1 0.0 Total Split(%) 11.4% 30.5% 0.0% 24.6% 43.6% 0.0% 19.1% 32.1% 24.6% 12.9% 25.8% 0.0% I Maximum Green (s) 11.5 37.7 29.9 56.1 3.5 4.0 22.3 39.9 29.9 13.5 31.1 Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I Lead/Lag Lead Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None None I Walk Time(s) 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 12.0 12.0 12.0 11.0 Pedestrian Calls (#/hr) 10 10 10 10 IAct Effct Green (s) 11.1 37.7 29.4 56.1 58.0 39.9 69.3 44.4 31.4 2008 W/O Project C4 Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 I I SW 336th/1st Ave. S. 2008 W/O Project 1/3/2004 - -- -,` C .f- ' -- \ .S 'N Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations ft+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 15 12 12 12 12 12 12 12 12 12 12 Grade (%) -6% -1% -5% 3% Storage Length (ft) 100 0 100 200 100 0 125 0 Storage Lanes 1 0 1 1 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.97 0.99 1.00 0.98 0.99 Frt 0.931 0.850 0.995 0.968 FIt Protected 0.950 0.950 0.961 0.950 0.950 Satd. Flow(prot) 1844 1977 0 1693 1726 1594 1832 3638 0 1760 3385 0 Flt Permitted 0.950 0.950 0.961 0.950 0.950 Satd. Flow(perm) 1823 1977 0 1669 1707 1547 1818 3638 0 1731 3385 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 39 602 3 29 Headway Factor 0.97 0.85 0.96 1.00 0.99 1.00 0.97 0.97 0.97 1.02 1.02 1.02 Link Speed (mph) 35 35 35 35 Link Distance(ft) 495 1498 754 142 Travel Time(s) 9.6 29.2 14.7 2.8 Volume (vph) 105 75 65 465 50 690 355 575 20 25 525 140 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.81 0.81 0.81 0.89 0.89 0.89 0.91 0.91 0.91 0.95 0.95 0.95 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% VA Bus Blockages(#/hr) 2 0 2 2 0 2 0 0 2 0 0 0 Adj. Flow(vph) 130 93 80 522 56 775 390 632 22 26 553 147 Lane Group Flow(vph) 130 173 0 280 298 775 390 654 0 26 700 0 Turn Type Split Split Perm Prot Prot Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 Detector Phases 3 3 4 4 4 1 6 5 2 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 26.0 26.0 26.0 26.0 26.0 15.0 21.0 15.0 20.0 Total Split(s) 26.0 26.0 0.0 27.0 27.0 27.0 26.0 32.0 0.0 15.0 21.0 0.0 Total Split(%) 26.0% 26.0% 0.0% 27.0% 27.0% 27.0% 26.0% 32.0% 0.0% 15.0% 21.0% 0.0% Maximum Green (s) 20.5 20.5 21.5 21.5 21.5 20.5 26.5 10.0 16.0 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 8.0 11.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 10 Act Effct Green (s) 11.8 11.8 28.8 28.8 28.8 21.0 37.2 6.2 18.4 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 340th/1st Ave. S. 2008 W/O Project 1/5/2004 Movement SBR SBR2 SEL SER NEL2 NEL Lane Configurations Sign Control Free Stop Free Grade -1% -1% 3% Volume(veh/h) 990 60 35 10 30 490 Peak Hour Factor 0.81 0.81 0.79 0.79 0.91 0.91 Hourly flow rate (vph) 1222 74 44 13 33 538 Pedestrians 10 10 10 Lane Width (ft) 12.0 10.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) 1183 pX, platoon unblocked vC, conflicting volume 1614 668 1306 vC1, stage 1 conf vol 1269 vC2, stage 2 conf vol 345 vCu, unblocked vol 1614 668 1306 tC, single(s) 6.9 7.0 4.1 tC, 2 stage (s) 5.9 tF(s) 3.6 3.4 2.2 p0 queue free% 66 97 94 cM capacity(veh/h) 132 388 527 Direction, Lane# SB 1 SB 2 SE 1 NE 1 NE 2 NE 3 Volume Total 815 481 57 33 269 269 Volume Left 0 0 44 33 0 0 Volume Right 0 74 13 0 0 0 cSH 1700 1700 154 527 1700 1700 Volume to Capacity 0.48 0.28 0.37 0.06 0.16 0.16 Queue Length (ft) 0 0 39 5 0 0 Control Delay (s) 0.0 0.0 41.4 12.3 0.0 0.0 Lane LOS E B Approach Delay(s) 0.0 41.4 0.7 Approach LOS E Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 41.9% ICU Level of Service A Analysis Period (min) 15 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 348th/1st Ave. S. 2008 W/O Project ♦ 1/3/2004 -A --0. c �- I P \* 4' d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.10 0.33 0.16 0.39 0.09 0.14 0.17 0.22 v/c Ratio 1.02 0.76 0.99 1.40 0.69 0.70 0.61 1.18 Uniform Delay, d1 45.0 29.2 41.9 30.0 43.9 37.9 38.5 32.5 Control Delay 119.2 34.4 95.0 213.5 61.4 40.1 46.8 122.2 Queue Delay 0.0 0.0 0.0 279.1 3.8 0.1 0.0 67.6 Total Delay 119.2 34.4 95.0 492.6 65.2 40.2 46.8 189.8 LOS F C F F E D D F Approach Delay 49.3 439.9 46.5 166.4 Approach LOS D F D F Queue Length 50th (ft) -117 242 184 -846 69 100 123 -368 Queue Length 95th (ft) #254 316 #351 #987 #114 123 #232 #312 Internal Link Dist(ft) 309 2870 2536 982 Turn Bay Length (ft) 200 150 100 150 Base Capacity(vph) 174 1104 287 1330 173 668 306 817 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 408 22 34 0 94 Reduced v/c Ratio 1.02 0.76 0.99 2.02 0.74 0.53 0.61 1.33 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.40 Intersection Signal Delay: 254.0 Intersection LOS: F Intersection Capacity Utilization 105.1% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 407: SW Campus Dr& 1 Av S t02 01 -0" 04 c e3 25s I 116s I 138s 121 s I I 05 4, 06 04 07 4- 08 15s I I26s I I15s I 144s I I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 348th/1st Ave. S. 2008 W/O Project 1/3/2004 f --.• '''S f 4-- k 4\ t /* \* 4, 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1+ +1 '1 fit Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 11 12 12 11 12 Grade (%) 4% -1% 7% -3% Storage Length (ft) 200 0 150 0 100 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 1.00 0.99 0.99 0.99 Frt 0.981 0.981 0.972 0.941 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1737 3309 0 1796 3381 0 1728 3243 0 1814 3262 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 1735 3309 0 1787 3381 0 1720 3243 0 1795 3262 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 18 19 24 139 Headway Factor 1.04 1.07 1.03 0.99 1.04 0.99 1.06 1.10 1.05 0.98 1.02 0.98 Link Speed (mph) 35 35 35 35 Link Distance(ft) 389 2950 2616 1062 Travel Time(s) 7.6 57.5 51.0 20.7 Volume(vph) 165 675 100 265 1515 220 90 220 50 165 510 335 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.81 0.81 0.81 0.88 0.88 0.88 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1 Bus Blockages(#/hr) 2 0 0 0 2 2 2 2 0 0 0 2 Adj. Flow(vph) 177 726 108 285 1629 237 111 272 62 188 580 381 Lane Group Flow(vph) 177 834 0 285 1866 0 111 334 0 188 961 0 Turn Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phases 7 4 3 8 5 2 1 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 24.5 15.0 23.5 15.0 23.5 15.0 23.0 Total Split(s) 15.0 38.0 0.0 21.0 44.0 0.0 15.0 25.0 0.0 16.0 26.0 0.0 Total Split(%) 15.0% 38.0% 0.0% 21.0% 44.0% 0.0% 15.0% 25.0% 0.0% 16.0% 26.0% 0.0% Maximum Green (s) 9.5 31.5 15.5 38.5 9.5 19.5 10.5 20.5 Yellow Time(s) 4.5 5.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time(s) 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 14.0 14.0 14.0 13.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 10.0 33.0 16.0 39.0 9.3 14.1 16.9 21.7 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 336th/9th Ave. S. 2008 W/O Project 1 1/3/2004 -A c 4_ k- � I# t * 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0.63 0.60 0.63 0.65 0.51 0.38 0.93 0.49 Uniform Delay, d1 47.0 23.0 45.1 22.4 24.4 12.3 30.2 17.8 Control Delay 52.1 15.1 55.5 26.9 26.3 12.1 41.0 18.2 Queue Delay 0.0 0.0 1.0 0.0 0.0 0.1 0.0 0.2 Total Delay 52.1 15.1 56.5 26.9 26.3 12.1 41.0 18.4 LOS D B E C C B D B Approach Delay 17.7 29.5 17.6 30.0 Approach LOS B C B C Queue Length 50th (ft) 41 129 60 277 76 60 205 116 Queue Length 95th (ft) m56 m284 113 394 125 109 236 134 Internal Link Dist(ft) 1418 1473 2541 313 Turn Bay Length (ft) 125 125 100 100 Base Capacity (vph) 107 1442 178 1565 383 789 460 809 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 13 0 0 48 0 111 Reduced v/c Ratio 0.61 0.60 0.59 0.65 0.42 0.34 0.76 0.47 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 80(80%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 24.6 Intersection LOS: C Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 204: S 336 St&9 Av S +} 1 01 02 t m4 15s I I35s I I50s I I-- 06 05 08 39s I 111 =. I 150s I I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 336th/9th Ave. S. 2008 W/O Project 1/3/2004 -"4' --► ,r'' -- '�. a ,. +4\ t t IT 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft" Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1% 2% -4% Storage Length (ft) 125 0 125 0 100 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.99 0.99 0.99 0.97 0.98 0.97 Frt 0.979 0.988 0.905 0.918 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1787 3456 0 1782 3531 0 1752 1617 0 1808 1700 0 FIt Permitted 0.950 0.950 0.469 0.547 Satd. Flow(perm) 1767 3456 0 1759 3531 0 852 1617 0 1022 1700 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 18 10 112 80 Headway Factor 1.00 1.01 1.00 1.00 0.99 0.99 1.01 1.01 1.01 0.98 0.98 0.97 Link Speed (mph) 35 35 30 30 Link Distance (ft) 1498 1553 2621 393 Travel Time(s) 29.2 30.3 59.6 8.9 Volume (vph) 55 630 100 90 870 75 155 90 155 270 115 140 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.85 0.85 0.85 0.93 0.93 0.93 0.96 0.96 0.96 0.77 0.77 0.77 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1 Bus Blockages (#/hr) 0 2 2 2 0 0 0 0 2 2 2 0 Adj. Flow(vph) 65 741 118 97 935 81 161 94 161 351 149 182 Lane Group Flow(vph) 65 859 0 97 1016 0 161 255 0 351 331 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 8 Detector Phases 5 2 1 6 4 4 8 8 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 10.0 21.0 10.0 21.0 26.0 26.0 25.0 25.0 Total Split(s) 11.0 35.0 0.0 15.0 39.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Total Split(%) 11.0% 35.0% 0.0% 15.0% 39.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% Maximum Green (s) 6.0 30.0 10.0 34.0 44.5 44.5 44.5 44.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 8.0 7.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 Act Effct Green (s) 5.8 41.4 8.6 44.2 37.0 37.0 37.0 37.0 Actuated g/C Ratio 0.06 0.41 0.09 0.44 0.37 0.37 0.37 0.37 2008 W/O Project �J% Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 336th/SR 99 2008 W/O Project 1/3/2004 f --P• .i-- k- 4\ t , \* 1 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.40 0.97 0.78 1.11 1.01 1.07 0.80 0.82 1.05 0.37 Uniform Delay, d1 41.2 49.0 26.6 34.6 54.1 61.5 35.2 63.8 43.9 8.0 Control Delay 230.3 81.4 36.8 137.0 90.9 143.8 43.7 104.5 80.4 9.4 Queue Delay 49.6 0.0 0.0 83.3 68.2 0.0 0.3 0.0 0.0 0.0 Total Delay 279.9 81.4 36.8 220.4 159.1 143.8 44.0 104.5 80.4 9.5 LOS F F D F F F D F F A Approach Delay 128.7 172.6 60.4 69.6 Approach LOS F F E E Queue Length 50th (ft) -508 457 271 -147 -316 -227 453 100 -719 71 Queue Length 95th (ft) #729 #688 381 #280 #407 m#381 m517 #207 #859 107 Internal Link Dist(ft) 727 654 1320 355 Turn Bay Length (ft) 325 700 100 250 250 250 Base Capacity(vph) 326 522 629 169 658 210 1432 133 1323 854 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 24 0 0 26 98 0 39 0 0 34 Reduced v/c Ratio 1.51 0.97 0.78 1.31 1.19 1.07 0.82 0.82 1.05 0.38 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 70 (50%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.40 Intersection Signal Delay: 99.0 Intersection LOS: F Intersection Capacity Utilization 105.5% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 406: S 336 St& Pacific Hwy S t02 01 1. 03 _111" 04 63.8s I15s I 115s I 45.8s I a6 t 05 0 07 44--- a8 57.2s I I22s I I28.3s I I32.5s I I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 336th/SR 99 2008 W/O Project 1/3/2004 f -tb c '4 4\ t 1` \* I, d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'l 414 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 11 11 12 12 12 12 12 12 12 Grade(%) 1% 1% 3% -3% Storage Length (ft) 325 700 100 0 250 0 250 250 Storage Lanes 1 1 1 0 1 0 1 1 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 Ped Bike Factor 0.97 0.99 1.00 1.00 0.99 0.96 Frt 0.850 0.965 0.992 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1661 1792 1538 1661 3250 0 1729 3403 0 1796 3549 1594 Flt Permitted 0.123 0.145 0.950 0.950 Satd. Flow(perm) 215 1792 1488 254 3250 0 1722 3403 0 1773 3549 1528 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 14 25 5 42 Headway Factor 1.08 1.05 1.04 1.08 1.06 1.01 1.03 1.04 1.02 0.98 1.00 0.99 Link Speed (mph) 35 35 40 40 Link Distance(ft) 807 734 1400 435 Travel Time(s) 15.7 14.3 23.9 7.4 Volume(vph) 410 455 440 160 435 130 215 1040 55 105 1330 300 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.85 0.85 0.85 0.96 0.96 0.96 0.96 0.96 0.96 Bus Blockages (#/hr) 6 0 6 6 2 6 2 6 0 0 6 2 Adj. Flow(vph) 456 506 489 188 512 153 224 1083 57 109 1385 312 Lane Group Flow(vph) 456 506 489 188 665 0 224 1140 0 109 1385 312 Turn Type pm+pt pm+ov pm+pt Prot Prot pm+ov Protected Phases 7 4 5 3 8 5 2 1 6 7 Permitted Phases 4 4 8 6 Detector Phases 7 4 5 3 8 5 2 1 6 7 Minimum Initial (s) 5.0 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 15.0 15.0 32.0 15.0 26.0 15.0 26.0 15.0 Total Split(s) 28.3 45.8 22.0 15.0 32.5 0.0 22.0 63.8 0.0 15.0 57.2 28.3 Total Split(%) 20.2% 32.7% 15.7% 10.7% 23.2% 0.0% 15.7% 45.6% 0.0% 10.7% 40.9% 20.2% Maximum Green (s) 21.8 39.3 16.5 9.0 26.5 16.5 58.3 9.5 51.7 21.8 Yellow Time (s) 5.5 5.5 4.5 5.0 5.0 4.5 4.5 4.5 4.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max None Walk Time(s) 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 16.0 20.0 7.0 10.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 55.9 40.7 57.8 37.5 27.4 16.9 58.8 10.4 52.2 75.5 Actuated g/C Ratio 0.40 0.29 0.41 0.27 0.20 0.12 0.42 0.07 0.37 0.54 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 348th/9th Ave S. 2008 W/O Project 1/3/2004 -A 1r 1- 4'- 4\ t t \* ir 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.58 0.54 0.55 0.50 0.34 0.34 0.34 0.34 v/c Ratio 0.55 0.59 0.10 1.15 0.39 0.15 1.30 0.40 Uniform Delay, d1 12.2 23.1 12.0 34.5 35.5 9.0 46.5 14.2 Control Delay 26.9 24.2 17.6 117.5 40.5 12.5 189.0 16.8 Queue Delay 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 27.3 24.2 17.6 117.5 40.5 12.5 189.0 16.9 LOS C C B F D B F B Approach Delay 24.4 116.4 28.6 136.2 Approach LOS C F C F Queue Length 50th (ft) 31 354 13 -1120 79 15 -646 69 Queue Length 95th (ft) 77 442 m15 m#996 128 47 #606 86 Internal Link Dist(ft) 2870 1220 420 1270 Turn Bay Length (ft) 100 100 100 100 Base Capacity (vph) 176 1796 278 1707 291 570 428 608 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 9 0 2 0 0 31 0 31 Reduced v/c Ratio 0.49 0.59 0.08 1.15 0.39 0.16 1.30 0.43 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 65(46%), Referenced to phase 2:WBTL and 6:EBTL, Start of 1st Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.30 Intersection Signal Delay: 90.4 Intersection LOS: F Intersection Capacity Utilization 102.0% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 401: S 348th St& 9 Av S 4- 01 02 it 04 15s I J 73s I I52s ► - 05 -O" 06 15s I 1.73s I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 348th/9th Ave S. 2008 W/O Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 12 12 12 12 12 Grade (%) 4% -2% -1% 0% Storage Length (ft) 100 0 100 0 100 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 0.99 0.98 0.99 0.97 Fit 0.998 0.983 0.893 0.854 FIt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1704 3311 0 1787 3377 0 1728 1578 0 1752 1532 0 Flt Permitted 0.059 0.159 0.481 0.702 Satd. Flow(perm) 106 3311 0 299 3377 0 866 1578 0 1276 1532 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 1 14 60 141 Headway Factor 1.04 1.07 1.03 0.99 1.03 0.99 0.99 1.00 0.99 1.00 1.00 1.00 Link Speed (mph) 35 35 30 30 Link Distance (ft) 2950 1300 500 1350 Travel Time (s) 57.5 25.3 11.4 30.7 Volume(vph) 80 1020 15 20 1555 205 95 20 50 395 5 170 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.97 0.97 0.97 0.90 0.90 0.90 0.84 0.84 0.84 0.71 0.71 0.71 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 3% 3% 3% Bus Blockages (#/hr) 2 0 0 0 0 2 0 2 0 0 0 0 Adj. Flow (vph) 82 1052 15 22 1728 228 113 24 60 556 7 239 Lane Group Flow(vph) 82 1067 0 22 1956 0 113 84 0 556 246 0 Turn Type pm+pt pm+pt Perm Perm Protected Phases 1 6 5 2 4 4 Permitted Phases 6 2 4 4 Detector Phases 1 6 5 2 4 4 4 4 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 23.0 15.0 28.5 31.0 31.0 31.0 31.0 Total Split(s) 15.0 73.0 0.0 15.0 73.0 0.0 52.0 52.0 0.0 52.0 52.0 0.0 Total Split(%) 10.7% 52.1% 0.0% 10.7% 52.1% 0.0% 37.1% 37.1% 0.0% 37.1% 37.1% 0.0% Maximum Green (s) 10.0 68.0 9.5 67.5 46.5 46.5 46.5 46.5 Yellow Time (s) 4.0 4.0 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 16.0 18.0 18.0 18.0 18.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 Act Effct Green (s) 81.1 75.9 76.7 70.5 47.0 47.0 47.0 47.0 2008 W/O Project `<< ) Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 348th/Pac. Hwy. S. 1/3/2004 2008 W/O Project Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated gIC Ratio 0.07 0.39 0.13 0.45 0.45 0.12 0.23 0.23 0.11 0.22 0.22 v/c Ratio 1.10 1.09 0.99 1.12 0.14 0.72 0.48 0.47 0.72 0.88 0.33 Uniform Delay, d1 65.0 42.5 60.5 38.6 7.2 59.5 46.7 6.2 60.3 52.8 16.5 Control Delay 149.7 92.7 100.0 98.8 9.7 67.7 49.2 12.8 51.2 60.2 26.1 Queue Delay 0.0 88.9 628.8 0.0 0.0 72.2 0.0 0.0 145.0 0.0 0.0 Total Delay 149.7 181.5 728.8 98.8 9.7 139.9 49.2 12.8 196.2 60.2 26.1 LOS F F F F A F D B F E C Approach Delay 178.7 217.9 54.8 75.5 Approach LOS F F D E Queue Length 50th (ft) -137 -740 -227 -945 17 124 152 25 127 327 54 Queue Length 95th (ft) m#210 m#727 #338 #1084 53 192 207 104 m131 m341 m56 Internal Link Dist (ft) 1220 1020 4470 1380 Turn Bay Length (ft) 150 300 300 100 100 100 150 Base Capacity (vph) 121 1260 438 1507 712 249 774 493 227 772 391 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 197 260 0 0 123 0 0 119 0 0 Reduced v/c Ratio 1.10 1.30 2.43 1.12 0.14 1.10 0.47 0.47 1.29 0.88 0.33 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 117(84%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 159.7 Intersection LOS: F Intersection Capacity Utilization 89.3% ICU Level of Service E Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 402: S 348th St& Pacific Hwy S 01 t 02 •r 03 -*' 04 23 s I 36 s 122 s I 1 59 s I 05 4' 06 4- 08 07 26s I I33s I I66s I I15s 1 I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 348th/Pac. Hwy. S. 2008 W/O Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations j f`y 'PM tit ft Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 11 12 12 12 12 12 12 12 Grade(%) 4% 1% 2% -3% Storage Length (ft) 150 0 300 300 100 100 100 150 Storage Lanes 1 0 2 1 1 1 1 1 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 0.97 0.99 0.97 0.99 0.97 Frt 0.981 0.850 0.850 0.850 FIt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1690 3244 0 3276 3363 1550 1661 3376 1523 1762 3495 1538 FIt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 1687 3244 0 3260 3363 1506 1648 3376 1480 1745 3495 1490 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 14 67 199 80 Headway Factor 1.05 1.07 1.03 1.06 1.07 1.03 1.05 1.02 1.01 0.98 0.99 1.01 Link Speed (mph) 35 35 40 40 Link Distance(ft) 1300 1100 4550 1460 Travel Time(s) 25.3 21.4 77.6 24.9 Volume(vph) 120 1080 160 390 1515 90 125 330 210 125 615 115 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 4% 4% 4% Bus Blockages (#/hr) 4 0 4 4 6 4 6 4 0 0 4 6 Adj. Flow(vph) 133 1200 178 433 1683 100 139 367 233 139 683 128 Lane Group Flow(vph) 133 1378 0 433 1683 100 139 367 233 139 683 128 Turn Type Prot Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phases 7 4 3 8 8 5 2 2 1 6 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 28.0 15.0 31.0 31.0 15.0 33.0 33.0 15.0 27.0 27.0 Total Split(s) 15.0 59.0 0.0 22.0 66.0 66.0 26.0 36.0 36.0 23.0 33.0 33.0 Total Split(%) 10.7% 42.1% 0.0% 15.7% 47.1% 47.1% 18.6% 25.7% 25.7% 16.4% 23.6% 23.6% Maximum Green (s) 9.0 53.0 16.0 60.0 60.0 20.0 30.0 30.0 17.0 27.0 27.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max C-Max None None None None None None Walk Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 18.0 21.0 21.0 22.0 22.0 17.0 17.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 10 Act Effct Green (s) 9.9 54.0 18.7 62.7 62.7 16.4 32.0 32.0 15.3 30.9 30.9 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 320th/1st Ave. S. 1/3/2004 2008 W/Project f --o, s k- 4\ t t No. 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.08 0.27 0.21 0.40 0.41 0.29 0.50 0.32 0.22 v/c Ratio 1.07 1.11 1.04 1.09 0.98 1.13 0.49 1.19 1.44 Uniform Delay, d1 64.5 50.2 55.3 41.5 40.4 50.0 12.0 37.9 51.7 Control Delay 154.9 109.4 110.0 90.7 83.9 127.0 14.6 157.2 241.8 Queue Delay 75.1 54.1 0.0 37.3 570.8 6.5 1.7 141.3 67.5 Total Delay 230.0 163.5 110.0 128.1 654.7 133.5 16.2 298.5 309.3 LOS F F F F F F B F F Approach Delay 172.1 124.5 230.5 307.2E Approach LOS F F F Queue Length 50th (ft) -147 -527 -367 -811 242 -625 128 -230 -687 Queue Length 95th (ft) #286 #654 #552 #916 #438 #859 186 #335 #691 Internal Link Dist(ft) 789 751 1740 2542 Turn Bay Length (ft) 125 400 100 300 125 Base Capacity (vph) 137 885 362 1396 328 521 753 215 749 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 21 90 0 103 189 7 228 46 71 Reduced v/c Ratio 1.26 1.23 1.04 1.17 2.30 1.15 0.70 1.51 1.59 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 66 (47%), Referenced to phase 2:WBT and 6:EBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.44 Intersection Signal Delay: 201.3 Intersection LOS: F Intersection Capacity Utilization 103.1% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 206: SW 320 St& 1 Av S 4- 4� 01 02 l 03 04 16s 161.1 s 126.8s I 136.1 s I t --, 06 0 05 07 t o8 42.7s I 134.4s I 118s I I44.9s I [ 2008 W/Project L Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 320th/1st Ave. S. 2008 W/Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' "H ft' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 12 12 12 11 11 12 11 12 Grade (%) 5% -1% -1% 1 Storage Length (ft) 125 0 400 0 100 300 125 0 Storage Lanes 1 0 1 0 1 1 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.96 0.99 Frt 0.976 0.980 0.850 0.958 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1742 3242 0 1722 3462 0 1767 1828 1529 1750 3244 0 Flt Permitted 0.950 0.950 0.111 0.129 Satd. Flow(perm) 1733 3242 0 1711 3462 0 206 1828 1471 238 3244 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 16 15 26 37 Headway Factor 1.03 1.09 1.03 1.05 1.00 0.99 1.01 1.04 1.06 1.03 1.06 1.01 Link Speed (mph) 35 35 35 35 Link Distance (ft) 869 831 1820 2622 Travel Time (s) 16.9 16.2 35.5 51.1 Volume (vph) 130 730 141 330 1155 180 294 544 337 205 621 240 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.88 0.88 0.88 0.92 0.92 0.92 0.80 0.80 0.80 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Bus Blockages (#/hr) 0 4 2 2 4 0 4 0 4 4 2 4 Adj. Flow(vph) 146 820 158 375 1312 205 320 591 366 256 776 300 Lane Group Flow(vph) 146 978 0 375 1517 0 320 591 366 256 1076 0 Turn Type Prot Prot pm+pt pm+ov pm+pt Protected Phases 1 6 5 2 3 8 5 7 4 Permitted Phases 8 8 4 Detector Phases 1 6 5 2 3 8 5 7 4 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 24.0 15.0 25.0 15.0 25.0 15.0 15.0 23.0 Total Split(s) 16.0 42.7 0.0 34.4 61.1 0.0 26.8 44.9 34.4 18.0 36.1 0.0 Total Split(%) 11.4% 30.5% 0.0% 24.6% 43.6% 0.0% 19.1% 32.1% 24.6% 12.9% 25.8% 0.0% Maximum Green (s) 11.5 37.7 29.9 56.1 22.3 39.9 29.9 13.5 31.1 Yellow Time (s) 3.5 4.0 3.5 4.0 3.5 4.0 3.5 3.5 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 12.0 12.0 12.0 11.0 Pedestrian Calls(#/hr) 10 10 10 10 Act Effct Green (s) 11.1 37.7 29.4 56.1 58.0 39.9 69.3 44.1 31.1 2008 W/Project 700 Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 320th St/lst Ave S 2008 W/Project -,I i -5" '��-r 1Art vE1'-i` . 1/2/2004 J -. -Nif c .I - &. 4\ fi f ,� d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.08 0.27 0.21 0.40 0.40 0.37 0.29 0.50 0.38 0.29 v/c Ratio 1.00 1.04 0.49 0.89 0.29 0.74 1.10 0.47 0.93 0.94 Uniform Delay, d1 64.5 50.2 48.7 39.0 7.6 26.9 50.0 11.4 28.2 46.3 Control Delay 140.2 88.2 51.5 48.4 10.1 30.6 115.6 13.7 76.6 63.3 Queue Delay 62.9 46.8 0.0 0.0 0.0 7.0 0.0 1.4 70.2 0.0 Total Delay 203.1 135.0 51.5 48.4 10.1 37.6 115.6 15.1 146.8 63.3 LOS F F DDBDF BF E Approach Delay 143.9 44.9 67.3 79.4 Approach LOS F D E E Queue Length 50th (ft) -127 -465 144 561 34 92 -591 117 130 410 Queue Length 95th (ft) #271 #601 195 669 95 131 #823 173 #304 #583 Internal Link Dist(ft) 789 751 1740 2542 Turn Bay Length (ft) 125 400 100 300 125 Base Capacity(vph) 137 885 705 1368 644 642 521 760 232 970 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 21 90 0 0 0 280 0 228 46 0 Reduced v/c Ratio 1.18 1.15 0.49 0.89 0.29 0.85 1.10 0.67 1.16 0.94 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 66 (47%), Referenced to phase 2:WBT and 6:EBT, Start of 1st Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 77.9 Intersection LOS: E Intersection Capacity Utilization 97.7% ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 206: SW 320 St& 1 Av S •- 01 02 4\ 03 ir 04 16 s I 161.1 s 1 126.8 s II 1 36.1 s I -P' 06 05 07 t 08 42.7s 1 134.4s I L18s 1144.9s 1 1 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 ISW 320th St/1st Ave S 2008 W/Project vd 1 s;rz 11.-APi'" ac= 1/2/2004 I -. -i i- '- �}4\ 1 /" `► 4, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR I Lane Configurations '��' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 12 12 12 11 11 12 11 12 I Grade (%) 5% -1% -1% 1% Storage Length (ft) 125 0 400 0 100 300 125 0 Storage Lanes 1 0 2 1 2 1 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 I Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 I Lane Util. Factor Ped Bike Factor 1.00 0.95 0.95 0.97 0.91 0.91 0.97 1.00 1.00 1.00 0.95 0.95 1.00 0.99 0.99 0.96 0.96 0.99 Frt 0.976 0.850 0.850 0.958 Flt Protected 0.950 0.950 0.950 0.950 I Satd. Flow(prot) 1742 3242 0 3355 3413 1462 3456 1828 1529 1750 3244 0 Flt Permitted 0.950 0.950 0.111 0.129 Satd. Flow(perm) 1734 3242 0 3314 3413 1407 404 1828 1471 238 3244 0 I Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 16 134 38 37 Headway Factor 1.03 1.09 1.03 1.04 1.00 0.99 1.00 1.04 1.06 1.03 1.06 1.01 Link Speed (mph) 35 35 35 35 I Link Distance(ft) 869 831 1820 2622 Travel Time (s) 16.9 16.2 35.5 51.1 Volume(vph) 130 730 141 330 1155 180 294 544 337 205 621 240 I Confl. Peds. (#/hr)Peak Hour Factor 10 10 10 10 10 10 10 10 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 (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% I Bus Blockages (#/hr) 0 4 2 2 4 0 4 0 4 4 2 4 Adj. Flow(vph) 137 768 148 347 1216 189 309 573 355 216 654 253 Lane Group Flow(vph) 137 916 0 347 1216 189 309 573 355 216 907 0 Turn Type Prot Prot Perm pm+pt pm+ov pm+pt I Protected Phases 1 6 5 2 3 8 5 7 4 Permitted Phases 2 8 8 4 Detector Phases 1 6 5 2 2 3 8 5 7 4 I Minimum Initial (s)Minimum Split(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 15.0 24.0 15.0 25.0 25.0 15.0 25.0 15.0 15.0 23.0 Total Split(s) 16.0 42.7 0.0 34.4 61.1 61.1 26.8 44.9 34.4 18.0 36.1 0.0 Total Split (%) 11.4% 30.5% 0.0% 24.6% 43.6% 43.6% 19.1% 32.1% 24.6% 12.9% 25.8% 0.0% Maximum Green (s) 11.5 37.7 29.9 56.1 56.1 22.3 39.9 29.9 13.5 31.1 Yellow Time (s) 3.5 4.0 3.5 4.0 4.0 3.5 4.0 3.5 3.5 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 11.0 Pedestrian Calls(#/hr) 10 10 10 10 10 Act Effct Green (s) 11.1 37.7 29.4 56.1 56.1 52.1 39.9 69.3 53.7 40.7 2008 W/Project <Y-2 ; Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 336th St/1st Way S. 1/3/2004 2008 W/Project Lane Group EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations ) f t+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 15 12 12 12 12 12 12 12 12 12 12 Grade (%) -6% -1% -5% 3% Storage Length (ft) 100 0 100 200 100 0 125 0 Storage Lanes 1 0 1 1 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 0.97 0.99 1.00 0.98 0.99 Frt 0.931 0.850 0.995 0.967 Flt Protected 0.950 0.950 0.962 0.950 0.950 Satd. Flow(prot) 1844 1977 0 1693 1728 1594 1832 3638 0 1760 3381 0 Flt Permitted 0.950 0.950 0.962 0.950 0.950 Satd. Flow(perm) 1823 1977 0 1669 1709 1547 1818 3638 0 1731 3381 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 39 602 3 31 Headway Factor 0.97 0.85 0.96 1.00 0.99 1.00 0.97 0.97 0.97 1.02 1.02 1.02 Link Speed (mph) 35 35 35 35 Link Distance(ft) 495 1498 754 142 Travel Time (s) 9.6 29.2 14.7 2.8 Volume (vph) 105 75 65 468 55 690 355 577 20 25 537 153 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.81 0.81 0.81 0.89 0.89 0.89 0.91 0.91 0.91 0.95 0.95 0.95 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1% Bus Blockages (#/hr) 2 0 2 2 0 2 0 0 2 0 0 0 Adj. Flow(vph) 130 93 80 526 62 775 390 634 22 26 565 161 Lane Group Flow(vph) 130 173 0 285 303 775 390 656 0 26 726 0 Turn Type Split Split Perm Prot Prot Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 Detector Phases 3 3 4 4 4 1 6 5 2 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 26.0 26.0 26.0 26.0 26.0 15.0 21.0 15.0 20.0 Total Split(s) 26.0 26.0 0.0 27.0 27.0 27.0 26.0 32.0 0.0 15.0 21.0 0.0 Total Split(%) 26.0% 26.0% 0.0% 27.0% 27.0% 27.0% 26.0% 32.0% 0.0% 15.0% 21.0% 0.0% Maximum Green (s) 20.5 20.5 21.5 21.5 21.5 20.5 26.5 10.0 16.0 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0 8.0 11.0 Pedestrian Calls(#/hr) 10 10 10 10 10 10 10 Act Effct Green (s) 11.8 11.8 28.8 28.8 28.8 21.0 39.4 6.2 18.4 2008 W/Project C Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 S. 340th St/1st Ave. S. 2008 W/Project 1/5/2004 Movement SBR SBR2 SEL SER NEL2 NEL Lane Configurations Sign Control Free Stop Free Grade -1% -1% 3% Volume (veh/h) 990 65 60 28 34 490 Peak Hour Factor 0.81 0.81 0.79 0.79 0.91 0.91 Hourly flow rate(vph) 1222 80 76 35 37 538 Pedestrians 10 10 10 Lane Width (ft) 12.0 10.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type Raised Median storage veh) 0 Upstream signal (ft) 1183 pX, platoon unblocked vC, conflicting volume 1626 671 1312 vC1, stage 1 conf vol 1272 vC2, stage 2 conf vol 354 vCu, unblocked vol 1626 671 1312 tC, single(s) 6.9 7.0 4.1 tC, 2 stage(s) 5.9 tF (s) 3.6 3.4 2.2 p0 queue free % 42 91 93 cM capacity(veh/h) 130 386 525 Direction, Lane# SB 1 SB 2 SE 1 NE 1 NE 2 NE 3 Volume Total 815 488 111 37 269 269 Volume Left 0 0 76 37 0 0 Volume Right 0 80 35 0 0 0 cSH 1700 1700 165 525 1700 1700 Volume to Capacity 0.48 0.29 0.67 0.07 0.16 0.16 Queue Length (ft) 0 0 98 6 0 0 Control Delay(s) 0.0 0.0 62.9 12.4 0.0 0.0 Lane LOS F B Approach Delay(s) 0.0 62.9 0.8 Approach LOS F Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 S. 340th St/lst Ave. S. 2008 W/Project 4 c"" 1/5/2004 Movement SBR SBR2 SEL SER NEL2 NEL Lane Configurations Sign Control Free Stop Free Grade -1% -1% 3% Volume (veh/h) 990 65 60 28 34 490 Peak Hour Factor 0.81 0.81 0.79 0.79 0.91 0.91 Hourly flow rate (vph) 1222 80 76 35 37 538 Pedestrians 10 10 10 Lane Width (ft) 12.0 10.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) 2 Median type Raised Median storage veh) 0 Upstream signal (ft) 1183 pX, platoon unblocked vC, conflicting volume 1626 671 1312 vC1, stage 1 conf vol 1272 vC2, stage 2 conf vol 354 vCu, unblocked vol 1626 671 1312 tC, single (s) 6.9 7.0 4.1 tC, 2 stage (s) 5.9 tF(s) 3.6 3.4 2.2 p0 queue free% 42 91 93 cM capacity(veh/h) 130 386 525 Direction, Lane# SB 1 SB 2 SE 1 NE 1 NE 2 NE 3 Volume Total 815 488 111 37 269 269 Volume Left 0 0 76 37 0 0 Volume Right 0 80 35 0 0 0 cSH 1700 1700 191 525 1700 1700 Volume to Capacity 0.48 0.29 0.58 0.07 0.16 0.16 Queue Length (ft) 0 0 79 6 0 0 Control Delay(s) 0.0 0.0 47.1 12.4 0.0 0.0 Lane LOS E B Approach Delay(s) 0.0 47.1 0.8 Approach LOS E Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 348th/1st Ave. S. 2008 W/O Project 1/3/2004 -. . , c 4_ k- 4\ t t \* 4, 4/ Lane Group EBL EBT EBR WBL WBT VVBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.10 0.33 0.16 0.39 0.09 0.14 0.17 0.22 v/c Ratio 1.02 0.76 0.99 1.40 0.69 0.70 0.65 1.18 Uniform Delay, d1 45.0 29.2 41.9 30.1 43.9 37.8 38.8 32.3 Control Delay 120.6 34.4 95.0 214.2 61.4 40.1 48.6 125.3 Queue Delay 0.0 0.0 0.0 279.4 3.8 0.1 0.0 68.1 Total Delay 120.6 34.4 95.0 493.6 65.2 40.2 48.6 193.4 LOS F C F F E D D F Approach Delay 49.6 440.8 46.4 168.8 Approach LOS D F D F Queue Length 50th (ft) -122 242 184 -848 69 100 130 -372 Queue Length 95th (ft) #256 316 #351 #990 #114 124 #252 #334 Internal Link Dist(ft) 309 2870 2536 982 Turn Bay Length (ft) 200 150 100 150 Base Capacity (vph) 174 1104 287 1330 173 668 305 818 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 408 22 34 0 94 Reduced v/c Ratio 1.02 0.76 0.99 2.03 0.74 0.53 0.65 1.34 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.40 Intersection Signal Delay: 254.7 Intersection LOS: F Intersection Capacity Utilization 105.4% ICU Level of Service G Analysis Period (min) 15 -- Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 407: SW Campus Dr& 1 Av S 02 41► 01 04 'l 03 25 s I 16s I I 38 s I 121 s I I IN 05 06 07 08 15s I I26s I I15s I I I I 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 348th/1st Ave. S. 2008 W/O Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 t t` 11 +I Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 11 12 12 11 12 Grade(%) 4% -1% 7% -3% Storage Length (ft) 200 0 150 0 100 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 0.99 1.00 1.00 0.99 0.99 0.99 Frt 0.981 0.981 0.972 0.940 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1737 3309 0 1796 3380 0 1728 3243 0 1814 3258 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 1735 3309 0 1787 3380 0 1720 3243 0 1795 3258 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 18 19 24 142 Headway Factor 1.04 1.07 1.03 0.99 1.04 0.99 1.06 1.10 1.05 0.98 1.02 0.98 Link Speed (mph) 35 35 35 35 Link Distance(ft) 389 2950 2616 1062 Travel Time(s) 7.6 57.5 51.0 20.7 Volume (vph) 166 675 100 265 1515 222 90 221 50 174 513 340 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.81 0.81 0.81 0.88 0.88 0.88 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1 Bus Blockages (#/hr) 2 0 0 0 2 2 2 2 0 0 0 2 Adj. Flow(vph) 178 726 108 285 1629 239 111 273 62 198 583 386 Lane Group Flow(vph) 178 834 0 285 1868 0 111 335 0 198 969 0 Turn Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phases 7 4 3 8 5 2 1 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 24.5 15.0 23.5 15.0 23.5 15.0 23.0 Total Split(s) 15.0 38.0 0.0 21.0 44.0 0.0 15.0 25.0 0.0 16.0 26.0 0.0 Total Split(%) 15.0% 38.0% 0.0% 21.0% 44.0% 0.0% 15.0% 25.0% 0.0% 16.0% 26.0% 0.0% Maximum Green (s) 9.5 31.5 15.5 38.5 9.5 19.5 10.5 20.5 Yellow Time(s) 4.5 5.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time (s) 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 14.0 14.0 14.0 13.0 Pedestrian Calls(#/hr) 10 10 10 10 Act Effct Green (s) 10.0 33.0 16.0 39.0 9.3 14.2 16.8 21.7 2008 W/O Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 S. 348th St/1 st Way S 2008 W/Project wl 5 r tti I*ned?�vt-vAc 11/3/2004 f --► 1.- k � # 1 p \* ' 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.09 0.36 0.16 0.43 0.43 0.09 0.13 0.15 0.21 0.21 v/c Ratio 0.56 0.68 0.48 1.08 0.33 0.62 0.65 0.67 0.75 0.71 Uniform Delay, d1 43.4 27.5 38.2 29.2 4.1 44.9 37.7 39.0 36.8 10.2 Control Delay 49.1 30.9 41.5 79.6 7.2 55.9 39.1 49.9 41.1 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.6 0.1 0.0 2.4 0.0 Total Delay 49.1 30.9 41.5 79.6 7.2 56.6 39.2 49.9 43.5 22.4 LOS D C D E A E D D D C Approach Delay 34.1 66.2 43.6 37.6 Approach LOS C E D D Queue Length 50th (ft) 55 235 80 -648 23 59 84 118 195 121 Queue Length 95th (ft) 90 308 121 #791 82 111 120 #234 250 229 Internal Link Dist(ft) 309 2870 2536 982 Turn Bay Length (ft) 200 150 100 150 Base Capacity (vph) 338 1198 557 1415 705 173 668 274 737 508 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 8 34 0 98 0 Reduced v/c Ratio 0.52 0.68 0.48 1.08 0.33 0.58 0.45 0.67 0.85 0.70 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay: 50.3 Intersection LOS: D Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 407: SW Campus Dr& 1 Av S t 02 01 04 1. 03 25s I 116s I 138s 21 s I I 4- �15s05 I I ?s06 I � 15s07 I 144s08 I I 2008 W/Project �i Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 S. 348th St/1st Way S 2008 W/Project vri s iti.�5PP-o� ►et-cS * 11/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi tio Ili ti r li fiti- Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 11 12 12 11 12 Grade (%) 4% -1% 7% -3% Storage Length (ft) 200 0 150 0 100 0 150 0 Storage Lanes 2 0 2 1 1 0 1 1 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 0.97 0.95 0.95 0.97 0.91 0.91 1.00 0.95 0.95 1.00 0.91 0.91 Ped Bike Factor 1.00 1.00 0.99 0.97 0.99 0.99 0.99 0.97 Frt 0.981 0.850 0.972 0.850 FIt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 3384 3310 0 3484 3313 1451 1728 3243 0 1814 3359 1465 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3373 3310 0 3453 3313 1410 1713 3243 0 1794 3359 1422 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 17 180 24 251 Headway Factor 1.03 1.07 1.03 0.99 1.04 1.00 1.06 1.10 1.05 0.98 1.02 0.99 Link Speed (mph) 35 35 35 35 Link Distance(ft) 389 2950 2616 1062 Travel Time(s) 7.6 57.5 51.0 20.7 Volume (vph) 166 675 100 255 1455 222 90 221 50 174 513 340 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 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(%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1% Bus Blockages (#/hr) 2 0 0 0 2 2 2 2 0 0 0 2 Adj. Flow(vph) 175 711 105 268 1532 234 95 233 53 183 540 358 Lane Group Flow(vph) 175 816 0 268 1532 234 95 286 0 183 540 358 Turn Type Prot Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 6 Detector Phases 7 4 3 8 8 5 2 1 6 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 24.5 15.0 23.5 23.5 15.0 23.5 15.0 23.0 23.0 Total Split(s) 15.0 38.0 0.0 21.0 44.0 44.0 15.0 25.0 0.0 16.0 26.0 26.0 Total Split(%) 15.0% 38.0% 0.0% 21.0% 44.0% 44.0% 15.0% 25.0% 0.0% 16.0% 26.0% 26.0% Maximum Green (s) 9.5 31.5 15.5 38.5 38.5 9.5 19.5 10.5 20.5 20.5 Yellow Time (s) 4.5 5.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max C-Max None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 14.0 14.0 14.0 14.0 13.0 13.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 Act Effct Green (s) 9.2 35.9 16.0 42.7 42.7 8.8 13.0 15.1 21.4 21.4 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 008 vvn-'rolect I P y + 4,f Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 0 63 0 61 0 63 0 65 0 51 0 38 0.93 0.49 Uniform Delay, d1 47.0 23.1 45.1 22.4 24.4 12.3 30.2 17.8 Control Delay 52 1 15.4 55 5 27 0 26.3 121 41.0 18 2 Queue Delay 0.0 0.0 1.0 0.0 0.0 0.1 0.0 0.2 Total Delay 52.1 15.1 56.5 27.0 26.3 12.1 41.0 18.4 LOS D B E C C B D B Approach Delay 18.0 29.5 17.6 30.0 Approach LOS B C B C Queue Length 50th(ft) 40 141 60 278 76 60 205 116 Queue Length 95th (ft) m56 m291 113 395 125 109 236 134 Internal Link Dist(ft) 1418 1473 2541 313 Turn Bay Length (ft) 125 125 100 100 Base Capacity(vph) 107 1444 178 1565 383 789 460 809 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 13 0 0 48 0 111 Reduced v/c Ratio 0.61 0.61 0.59 0.65 0.42 0.34 0.76 0.47 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 80(80%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle:70 Control Type: Actuated-Coordinated Maximum v/c Ratio:0.93 Intersection Signal Delay: 24.6 Intersection LOS: C Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. tiniits and Phases: 204: S 336 St& 9 Av S 7j c01 -0" 02 t 04 MN MI illi 4- 06 05 + 08 MI MI IIIII ;`,,Iy=, cjeci j Synchro 6 Report SW 336th St/9th Ave S 1/2/2004 2008 W/Project Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) iv I+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -1% 2% -4% Storage Length (ft) 125 0 125 0 100 00 100 0 Storage Lanes 1 0 1 0 1 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.99 0.99 0.99 0.97 0.98 0.97 Frt 0.980 0.988 0.905 0.918 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1787 3460 0 1782 3531 0 1752 1617 0 1808 1700 0 Flt Permitted 0.950 0.950 0.469 0.547 Satd. Flow(perm) 1767 3460 0 1760 3531 0 852 1617 0 1022 1700 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 18 10 112 80 Headway Factor 1.00 1.01 1.00 1.00 0.99 0.99 1.01 1.01 1.01 0.98 0.98 0.97 Link Speed (mph) 35 35 30 30 Link Distance (ft) 1498 1553 2621 393 Travel Time(s) 29.2 30.3 59.6 8.9 Volume (vph) 55 642 101 90 873 75 155 90 155 270 115 140 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.85 0.85 0.85 0.93 0.93 0.93 0.96 0.96 0.96 0.77 0.77 0.77 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1% Bus Blockages (#/hr) 0 2 2 2 0 0 0 0 2 2 2 0 Adj. Flow (vph) 65 755 1.19 97 939 81 161 94 161 351 149 182 Lane Group Flow(vph) 65 874 0 97 1020 0 161 255 0 351 331 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 8 Detector Phases 5 2 1 6 4 4 8 8 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 26.0 26.0 25.0 25.0 Total Split(s) 11.0 35.0 0.0 15.0 39.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Total Split(%) 11.0% 35.0% 0.0% 15.0% 39.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% Maximum Green (s) 6.0 30.0 10.0 34.0 44.5 44.5 44.5 44.5 Yellow Time (s) 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 8.0 7.0 13.0 13.0 13.0 13.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 Act Effct Green (s) 5.8 41.4 8.6 44.2 37.0 37.0 37.0 37.0 .0 0.41 3.09 0.44 0.37 0.37 0.37 0.37 "nr.,s W!Prr,i=.:, ."-.imn•f•hr.- ;17.:-.r.- SW 336th/SR 99 2008 W Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.42 0.98 0.78 1.11 1.01 1.07 0.80 0.82 1.05 0.37 Uniform Delay, d1 41.2 49.1 26.6 34.6 54.1 61.5 35.2 63.8 43.9 8.1 Control Delay 240.4 83.1 36.8 137.0 90.9 143.8 43.7 104.5 80.4 9.5 Queue Delay 50.5 0.0 0.0 83.3 68.1 0.0 0.3 0.0 0.0 0.0 Total Delay 290.9 83.1 36.8 220.4 159.0 143.8 44.0 104.5 80.4 9.5 LOS F F D F F F D F F A Approach Delay 133.5 172.5 60.4 69.5 Approach LOS F F E E Queue Length 50th (ft) -524 461 271 -147 -317 -227 453 100 -719 73 Queue Length 95th (ft) #746 #693 381 #280 #408 m#381 m517 #207 #859 109 Internal Link Dist(ft) 727 654 1320 355 Turn Bay Length (ft) 325 700 100 250 250 250 Base Capacity (vph) 326 522 629 169 659 210 1432 133 1323 854 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 24 0 0 26 98 0 39 0 0 34 Reduced v/c Ratio 1.54 0.98 0.78 1.31 1.19 1.07 0.82 0.82 1.05 0.38 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 70 (50%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.42 Intersection Signal Delay: 100.3 Intersection LOS: F Intersection Capacity Utilization 106.0% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 406: S 336 St& Pacific Hwy S I 02 01 C 03 -'0" 04 63.8s J I15s I I 15s I _ 45.8s I 1 1 �- es 05 07 08 57.2s 1 122s I (28.3s I I 32.5 s I 1 2008 W Project s. Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 SW 336th/SR 99 1/3/2004 2008 W Project Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBTBT SBR Lane Configurations ) Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 11 11 12 12 12 12 12 12 12 Grade(%) 1% 1% 3% Storage Length (ft) 325 700 100 0 250 00 250 250 Storage Lanes 1 1 1 0 1 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.00 5.0 5.0 5.00 5.00 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 9 10 9 15 9 Turning Speed (mph) 15 9 15 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 Ped Bike Factor 0.97 0.99 1.00 1.00 0.99 0.96 Frt 0.850 0.966 0.992 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1661 1792 1538 1661 3253 0 1729 3403 0 0.9501796 3549 1594 Flt Permitted 0.123 0.145 0.950 Satd. Flow(perm) 215 1792 1488 254 3253 0 1722 3403 0 1773 3549 1528 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 14 25 5 41 Headway Factor 1.08 1.05 1.04 1.08 1.06 1.01 1.03 1.04 1.02 0.98 1.00 0.99 Link Speed (mph) 35 35 40 Link Distance(ft) 807 734 1400 435 Travel Time (s) 15.7 14.3 23.9 7.4 Volume(vph) 418 459 440 160 436 130 215 1040 55 105 1330 302 Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.85 0.85 0.85 0.96 0.96 0.96 0.96 0.96 0.96 Bus Blockages (#/hr) 6 0 6 6 2 6 2 6 0 0 6 2 Adj. Flow(vph) 464 510 489 188 513 153 224 1083 57 109 1385 315 Lane Group Flow(vph) 464 510 489 188 666 0 224 1140 0 109 1385 315 Turn Type pm+pt pm+ov pm+pt Prot Prot pm+ov Protected Phases 7 4 5 3 8 5 2 1 6 7 Permitted Phases 4 4 8 6 Detector Phases 7 4 5 3 8 5 2 1 6 7 Minimum Initial (s) 5.0 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 15.0 15.0 32.0 15.0 26.0 15.0 26.0 15.0 Total Split(s) 28.3 45.8 22.0 15.0 32.5 0.0 22.0 63.8 0.0 15.0 57.2 28.3 Total Split(%) 20.2% 32.7% 15.7% 10.7% 23.2% 0.0% 15.7% 45.6% 0.0% 10.7% 40.9% 20.2% Maximum Green (s) 21.8 39.3 16.5 9.0 26.5 16.5 58.3 9.5 51.7 21.8 Yellow Time (s) 5.5 5.5 4.5 5.0 5.0 4.5 4.5 4.5 4.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max None Walk Time (s) 4.0 4.0 4.0 4.0 Flash Dont Walk(s) 16.0 20.0 7.0 10.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 55.9 40.7 57.8 37.5 27.4 16.9 58.8 10.4 52.2 75.5 Actuated g/C Ratio 0.40 0.29 0.41 0.27 0.20 0.12 0.42 0.07 0.37 0.54 2008 W Project 'CM Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 SW 336th St/SR 99 1/3/2004 2008 W/Project vJ / sr - rpr.FV.,-:.:)4 4 .*A i`-7 + Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR v/c Ratio 1.35 0.94 0.74 0.97 0.93 1.08 0.55 0.83 0.91 Uniform Delay, d1 41.5 48.8 25.5 31.5 53.3 61.5 30.0 63.9 40.2 Control Delay 212.3 73.4 34.1 93.7 71.3 146.2 35.6 106.8 48.4 Queue Delay 48.0 0.0 0.0 53.4 0.0 0.0 0.0 0.0 0.0 Total Delay 260.3 73.4 34.1 147.2 71.3 146.2 35.6 106.8 48.4 LOS F E C F E F D F D Approach Delay 119.6 88.0 53.7 52.0 Approach LOS F F D D Queue Length 50th (ft) -478 428 247 101 271 -232 292 102 533 Queue Length 95th (ft) #697 #639 349 #245 #378 m#388 m331 #212 604 Internal Link Dist(ft) 727 654 1320 355 Turn Bay Length (ft) 325 700 100 250 250 Base Capacity(vph) 325 522 624 174 659 210 2090 133 1892 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 24 0 0 26 0 0 81 0 0 Reduced v/c Ratio 1.46 0.93 0.74 1.14 0.90 1.08 0.57 0.83 0.91 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 70 (50%), Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.35 Intersection Signal Delay: 75.0 Intersection LOS: E Intersection Capacity Utilization 101.8% ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 406: S 336 St& Pacific Hwy S t02 01 03 04 63.8s I I 15s 1 I 15s I I 45.8s I IF 4--- 06 rob a08 57.2s I I22s I 1 28.3 s I I32.5s I I 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 I SW 336th St/SR 99 1/3/2004 2008 W/Project w i � � E, 1�\F't ;- V- - ==>..'.ti'' �1 If -. . S " 4-- k- 4\ t /* \* 4, d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR I Lane Configurationsiva. ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 12 11 11 12 12 12 12 12 12 12 Grade (%) 1% 1% 3% -3% Storage Length (ft) 325 700 100 0 250 0 250 250 Storage Lanes 1 1 1 0 1 0 1 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Ped Bike Factor 1.00 0.97 0.99 0.99 1.00 1.00 0.99 0.99 Frt 0.850 0.966 0.992 0.972 Fit Protected 0.950 0.950 0.950 0.950 I Satd. Flow(prot) 1661 1792 1538 1661 3253 0 1729 4909 0 1796 4939 0 Fit Permitted 0.123 0.167 0.950 0.950 Satd. Flow(perm) 214 1792 1488 290 3253 0 1724 4909 0 1773 4939 0 I Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 18 25 7 42 Headway Factor 1.08 1.05 1.04 1.08 1.06 1.01 1.03 1.03 1.02 0.98 0.99 0.98 Link Speed (mph) 35 35 40 40 I Link Distance (ft) 807 734 1400 435 Travel Time (s) 15.7 14.3 23.9 7.4 Volume(vph) 418 459 440 160 436 130 215 1040 55 105 1330 302 I Confl. Peds. (#/hr)Peak Hour Factor 10 10 10 10 10 10 10 10 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Bus Blockages (#/hr) 6 0 6 6 2 6 2 6 0 0 6 2 Adj. Flow(vph) 440 483 463 168 459 137 226 1095 58 111 1400 318 ILane Group Flow(vph) 440 483 463 168 596 0 226 1153 0 111 1718 0 Turn Type pm+pt pm+ov pm+pt Prot Prot Protected Phases 7 4 5 3 8 5 2 1 6 I Permitted Phases 4 4 8 Detector Phases 7 4 5 3 8 5 2 1 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 I Minimum Split(s) 15.0 33.0 15.0 15.0 32.0 15.0 26.0 15.0 26.0 Total Split(s) 28.3 45.8 22.0 15.0 32.5 0.0 22.0 63.8 0.0 15.0 57.2 0.0 Total Split(%) 20.2% 32.7% 15.7% 10.7% 23.2% 0.0% 15.7% 45.6% 0.0% 10.7% 40.9% 0.0% Maximum Green (s) 21.8 39.3 16.5 9.0 26.5 16.5 58.3 9.5 51.7 I Yellow Time (s) 5.5 5.5 4.5 5.0 5.0 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead I Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 4.0 4.0 4.0 4.0 I Flash Dont Walk (s) 16.0 20.0 7.0 10.0 Pedestrian Calls (#/hr) 10 10 10 10 Act Effct Green (s) 55.2 40.0 57.1 36.8 26.7 16.9 59.5 10.4 52.9 IActuated g/C Ratio 0.39 0.29 0.41 0.26 0.19 0.12 0.43 0.07 0.38 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 'I I I ISW 348th/9th Ave S. 1/3/2004 2008 W Project I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SB11 T SBR I Lane Configurations ` Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 12 11 12 12 12 12 12 01°2 12 I Grade(%) 4% -2% -1 Storage Length (ft) 100 0 100 0 100 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.00 5.00 5.0 I Leading Detector(ft) 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 I Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 0.99 0.98 0.99 0.97 Frt 0.998 0.983 0.893 0.854 Flt Protected 0.950 0.950 0.950 0.950 I Satd. Flow(prot) 1704 3311 0 1787 3377 0 1728 1578 0 1752 1532 0 Flt Permitted 0.059 0.156 0.481 0.702 Satd. Flow(perm) 106 3311 0 293 3377 0 866 1578 0 1276 1532 Yes0 I Right Turn on Red Yes Yes Yes Satd. Flow(RTOR) 1 14 60 141 Headway Factor 1.04 1.07 1.03 0.99 1.03 0.99 0.99 1.00 0.99 1.00 1.00 1.00 Link Speed (mph) 35 35 30 30 I Link Distance (ft) 2950 1300 500 1350 Travel Time (s) 57.5 25.3 11.4 30.7 Volume (vph) 80 1029 15 20 1557 205 95 20 50 395 5 170 I Confi. Peds. (#/hr) 10 10 10 10 10 10 10 10 Peak Hour Factor 0.97 0.97 0.97 0.90 0.90 0.90 0.84 0.84 0.84 0.71 0.71 0.71 Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 3% 3% 3% Bus Blockages (#/hr) 2 0 0 0 0 2 0 2 0 0 0 0 I Adj. Flow (vph) 82 1061 15 22 1730 228 113 24 60 556 7 239 Lane Group Flow(vph) 82 1076 0 22 1958 0 113 84 0 556 246 0 Turn Type pm+pt pm+pt Perm Perm I Protected Phases 1 6 5 2 4 4 Permitted Phases 6 2 4 4 Detector Phases 1 6 5 2 4 4 4 4 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 I Minimum Split(s) 15.0 23.0 15.0 28.5 31.0 31.0 31.0 31.0 Total Split(s) 15.0 73.0 0.0 15.0 73.0 0.0 52.0 52.0 0.0 52.0 52.0 0.0 Total Split(%) 10.7% 52.1% 0.0% 10.7% 52.1% 0.0% 37.1% 37.1% 0.0% 37.1% 37.1% 0.0% I Maximum Green (s) 10.0 68.0 9.5 67.5 46.5 46.5 46.5 46.5 Yellow Time (s) 4.0 4.0 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag I Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max None None None None I Walk Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 16.0 18.0 18.0 18.0 18.0 Pedestrian Calls (#/hr) 10 10 10 10 10 10 Act Effct Green (s) 81.1 75.9 76.7 70.5 47.0 47.0 47.0 47.0 I2008 W Project ; Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 I I ISW 348th/Pac. Hwy. S. 2008 W Project 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.07 0.39 0.13 0.45 0.45 0.12 0.23 0.23 0.11 0.22 0.22 v/c Ratio 1.10 1.10 0.99 1.12 0.14 0.72 0.48 0.47 0.72 0.88 0.33 Uniform Delay, d1 65.0 42.5 60.5 38.6 7.2 59.5 46.7 6.2 60.3 52.8 16.5 Control Delay 149.7 94.4 100.0 99.6 9.7 67.7 49.2 12.8 51.2 60.2 26.1 Queue Delay 0.0 89.4 628.8 0.0 0.0 72.2 0.0 0.0 145.0 0.0 0.0 Total Delay 149.7 183.8 728.8 99.6 9.7 139.9 49.2 12.8 196.2 60.2 26.1 LOS F F F F A F D B F E C I Approach Delay 180.9 218.3 54.8 75.5 Approach LOS F F D E Queue Length 50th (ft) -137 -746 -227 -947 17 124 152 25 127 327 54 I Queue Length 95th (ft) m#210 m#734 Internal Link Dist(ft) 1220 #338 #1087 53 192 207 104 m131 m341 m56 1020 4470 1380 Turn Bay Length (ft) 150 300 300 100 100 100 150 Base Capacity(vph) 121 1260 438 1507 712 249 774 493 227 772 391 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 197 260 0 0 123 0 0 119 0 0 i Reduced v/c Ratio 1.10 1.30 2.43 1.12 0.14 1.10 0.47 0.47 1.29 0.88 0.33 Intersection Summary Area Type: Other I Cycle Length: 140 Actuated Cycle Length: 140 Offset: 117 (84%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green I Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 160.5 Intersection LOS: F Intersection Capacity Utilization 89.3% ICU Level of Service E Analysis Period (min) 15 - Volume exceeds capacity, queue is theoretically infinite. I Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 402: S 348th St& Pacific Hwy S 01 I o2 tr 03 �'" m4 23s ass♦ I 22s I I59s 1 05 06 08 07 I26s I 1 33 s 1 1 66 s I I15s 1 1 I I 2008 W Project `j Synchro 6 Report IJake Traffic Engineering, Inc. Page 2 I S. 348th St/Pac. Hwy S. 1/3/2004 2008 W/Project uv( �,-1-cam' ,v,0v- =-M-en -A --,. -Nt #c 4 4L 4\ t P \* 4' 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Actuated g/C Ratio 0.07 0.39 0.14 0.46 0.46 0.11 0.22 0.22 0.11 0.21 0.21 v/c Ratio 1.04 0.71 0.89 0.76 0.15 0.70 0.47 0.46 0.70 0.88 0.32 Uniform Delay, d1 65.0 35.3 59.0 31.3 0.9 59.7 47.6 4.3 60.4 53.4 15.2 Control Delay 151.1 42.4 80.6 34.8 5.4 66.9 49.7 11.4 53.2 63.7 26.2 Queue Delay 0.0 2.6 0.0 0.0 0.0 44.7 0.0 0.0 101.5 0.0 0.0 Total Delay 151.1 45.0 80.6 34.8 5.4 111.7 49.7 11.4 154.8 63.7 26.2 LOS F D F C A F D B F E C Approach Delay 54.3 42.4 49.3 72.0 Approach LOS D D D E Queue Length 50th (ft) -124 380 -206 481 2 117 142 16 121 310 51 Queue Length 95th (ft) m#229 m431 #314 549 41 184 196 91 m140 m#374 m63 Internal Link Dist(ft) 1220 1020 4470 1380 Turn Bay Length (ft) 150 300 300 100 100 100 150 Base Capacity(vph) 121 1837 463 2113 646 249 759 487 227 746 381 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 389 0 0 0 119 0 0 115 0 0 Reduced v/c Ratio 1.04 0.90 0.89 0.76 0.15 1.02 0.46 0.45 1.18 0.87 0.32 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 117(84%), Referenced to phase 4:EBT and 8:WBT, Start of 1st Green Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 51.9 Intersection LOS: D Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 402: S 348th St& Pacific Hwy S t01 02 1r 03 -II" 04 23s I I36s I I22s I ) 59s 4\ 05 06 4-- 08 ' 07 26s I I33s I L66s I I15s 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 2 S. 348th St/Pac. Hwy S. 2008 W/Project w) `,-� - 1MS:>= 1^^ -t 1/3/2004 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tin I) f1rh+ I tt Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 11 12 11 11 12 12 12 12 12 12 12 Grade(%) 4% 1% 2% -3% Storage Length (ft) 150 0 300 300 100 100 100 150 Storage Lanes 1 0 2 1 1 1 1 1 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Leading Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.91 0.91 0.97 0.86 0.86 1.00 0.95 1.00 1.00 0.95 1.00 Ped Bike Factor 1.00 1.00 0.99 0.97 0.99 0.97 0.99 0.97 Frt 0.981 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 1690 4662 0 3276 4585 1333 1661 3376 1523 1762 3495 1538 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 1687 4662 0 3259 4585 1295 1647 3376 1480 1744 3495 1490 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 23 91 199 80 Headway Factor 1.05 1.07 1.03 1.06 1.06 1.03 1.05 1.02 1.01 0.98 0.99 1.01 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1300 1100 4550 1460 Travel Time(s) 25.3 21.4 77.6 24.9 Volume(vph) 120 1085 160 390 1517 90 125 330 210 125 615 115 Confl_ Peds. (#/hr) 10 10 10 10 10 10 10 10 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 (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 4% 4% 4% Bus Blockages (#/hr) 4 0 4 4 6 4 6 4 0 0 4 6 Adj. Flow (vph) 126 1142 168 411 1597 95 132 347 221 132 647 121 Lane Group Flow(vph) 126 1310 0 411 1597 95 132 347 221 132 647 121 Turn Type Prot Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phases 7 4 3 8 8 5 2 2 1 6 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 15.0 28.0 15.0 31.0 31.0 15.0 33.0 33.0 15.0 27.0 27.0 Total Split(s) 15.0 59.0 0.0 22.0 66.0 66.0 26.0 36.0 36.0 23.0 33.0 33.0 Total Split(%) 10.7% 42.1% 0.0% 15.7% 47.1% 47.1% 18.6% 25.7% 25.7% 16.4% 23.6% 23.6% Maximum Green (s) 9.0 53.0 16.0 60.0 60.0 20.0 30.0 30.0 17.0 27.0 27.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max None C-Max C-Max None None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 18.0 21.0 21.0 22.0 22.0 17.0 17.0 Pedestrian Calls(#/hr) 10 10 10 10 10 10 10 Act Effct Green (s) 9.9 54.8 19.7 64.5 64.5 15.9 30.5 30.5 15.0 29.6 29.6 2008 W/Project Synchro 6 Report Jake Traffic Engineering, Inc. Page 1 2003 - 2008 Transportation Improvement Projects -- ALL Projects (dollars In thousands) Proposed Planned 2003-2008 Project 2003 2004 2005 2006 2007 2008 Total Financing Sources J 3,120 Prior Year 2,858 212 50 - - Real Estate Excise Tax - - - - Fuel Tax 661 614 626 639 651 651 3,842 Utility Tax 1,019 1,039 1,060 1,081 1,103 1,103 6,405 General Fund - - - GrantslContnbutions Received 11,980 6,237 4.409 - - - 22.626 Mitigation Funds Received - - - - - - - Grants/Contributions Anticipated 877 5,152 7,939 8,940 3,900 8,238 35,046 Mitigation Funds-Anticipated 97 76 630 630 630 633 2,696 Misc./Transfers 15 15 15 15 16 16 92 Total CIP Resources 17,507 e 13, 45 14`7_29 > 11,305 6,300 10,641 73,827 Pro$ Priority 1 0 SR99 HOV Phase I(S 312th to S 324th Street) 4,872 - - - - - 4,872 ----0. 2 0 SR99 HOV Lanes Phase II-S 324th to S 340th St,tr 7,154 5,547 - - - - 12,701 3 0 S 312th Street @ 14th Avenue S 106 - - - - - 106 4 0 S 336th Street Q Weyerhaeuser Way S 524 - - - - - 524 5 0 S 288th St Q SR-99 Intersection Impv 1,840 - - - - - 1,840 6 0 S 3121h Sheet @ 8th Avenue S 203 - - - - - 203 7 1 SR99 HOV Lanes Phase Ill-S 284th St to SR509 750 2,500 6,850 4,900 - - 14,800 -> 8 1 S 348th Street 9th Avenue S-SR99 - 1,000 2,106 - - - 3,106 9 3 SW 312th Street @ 1st Ave S-SR509 - - - 1,000 5,000 - 6,000 -=2> 10 1 S 320th St 01st Ave S. - - 750 2,010 - - 2,760 11 1 S 356th Street 1st Avenue S-SR99 - 4.202 4,202 - - - 8,404 12 1 S 320th St HOV:8th Ave So to SR 99 - - 619 1,000 4,572 - 6,191 13 1 SR18 0 SR161 intersection Impv - - - 3,335 - - 3,335 --3- 14 3 S 336th St @ 9th Ave S.Signal Modification - - - - 100 - 100 15 3 10th Av S Impv:SW Campus Dr-SW344th St - - 1,000 6,900 - - 7,900 _-' 16 1 S 348th Street @ 1st Avenue S - 360 1,440 - - - 1,800 - 17 1 S 336th 7,1st Way S - 420 - - - - 420 18 1 21 st Av SW Ext SW 356th St-22nd Av SW 100 650 - - - - 750 19 1 S 320th St A%20th Ave S. - - 1,356 - - - 1,356 --' 20 3. 1st Ave S:S 320th St-S 330th St - - 346 1,382 - - 1,728 21 3 S 336th CO:18th Ave S-1-5 - - 1,200 - - - 1,200 22 3 S312 St at 1-5 500 - - - - - 500 23 1 SR99:SR509-S 312 HOV Lane - - 1,260 - 1,000 10,340 12,600 25 3 S 304th Set t§28th - -tre - - - 360 360 26 3 S344:SR99-16th AV S - - - - - 1,152 1,152 27 3 S 320th Street Q 1-5 - - - - - 1,176 1,176 28 2 S 356th Street SR 99-SR161 - - - - - 5.472 5,472 29 1 S 314th St 20th Av S-23rd Av S 180 60 340 - - - 580 31 3 1st Av S:S292-Q312 - - - - 653 - 653 Total Proieds 16,229 14.739 21,269 20,527 11,325 18,500 102,589 Annual Overlay Program 1,636 1,668 1.701 1,735 1,770 1,770 10,280 Project Cost Grand Total 17,865 16,407 22,970 22,262 13,095 20,270 112,869 Unfunded Needs T 116951 mull (10,957) (6,795) (9,62_9) (39,042) M$O Impact es r 103 150 193 288 369 I 369 •Priority 0=projects fully funded Priority 1=projects received or anticipated to receive substantial grants and are needed in the near future to maintain service levels. Priority 2=projects received or anticipated to receive substantial grants and are needed futher in the future to maintain service levels. Priority 3=local projects that grants are unlikely. Potential Facilities Resources 2003 2004 2005 2006 2007 2008 Total Real Estate Excise Tax: Real Estate Excise Tax-Base 425 286 188 178 184 283 1,544 REET Celebration Park Acq Bonds - 409 400 338 - - 1,147 USIA,Tax: Excess-If not used to Retire Cel Plc Debt - - - - - - - Continue 1995 1%utility tax for Transportation System - - 1,311 1,351 1,391 1,433 5,486 Continue 1997 2%utility tax with 1%for Transportation - - - - 1,391 1,433 2.824 Additonal 1%utility tax Voter Approved Bond($12.5hno,every 10 Yr) - - 29,816 - ' - - 29,816 General Fund Savings 300 2,000 - - - - 2,300 Total Unallocated Sources 725 .r 2,695 31,715 1,867 2,966 3,149 43,117 13�``�/ CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT REVIEW COMMITTEE(CDRC) Preapplication Conference Sign In Sheet MAPLEWOOD OFFICE BUILDING 33725— 1st Way South File No. 03-105166-00-PC. December 11,2003 NAME REPRESENTING TELEPHONE NUMBER 1. 1 i►% to Reis r (Gnnin 075-3 t 6,l - 4'u f 2. 1 M $CATIfi,aLg- CDF(,f) z53 -6G/ -11132_ L ai' /2e)-ee5f4 253. /3 4. 05)) 661- 111 5. ,U 4R y Y60146 L4kell-A-vim/ UM--try Als7Rtc-T 253 - 9 - 55100 6. e,r-e tro cz, F - qr Q C(-,-7 z--4 1 7. 3)0.-.X.c1 Pr< - /& u; ` 2ifX:;* z 6 oc 8. Onr-\/ ( 197 - - t-/P &id/#9& )`j •f25- 257-r.ZZe 9. / V C eJ 1' �G `cc /,i {�F< �, C ', j �jr i 20K . 7-c1.197P W. Liar-* vG /Z SOuIJDV u Jr lL 26(p- 9c5o6 -,e/05 ! 7• if:t' c �^ : J//i 77 �� Ali/ 12. 20.6 -32-5--ac6 3 ,\\A/\ Vw 2-3'4(40'•-- 41 q sez 407„/ r3Pw . 5 ill— 47/2z, MO( GG//, G 1 ' /i'P z .523- 4 rtolt 1 Sx ss 2% -.—1 • .r—.1.- ! "—X 5 320th SL ' / 3X 10t lox i--.— Zk=+- �` 7 �Sx , SI 3 > S 324th St. ao _'13 � 2' 3OZ tx 29% 1 e tx m • �� ae ,� VC / - • v. Project ; Q'�S Site $ Z m 4k1 38h 5t x' i.4: . zzx � > .6 ` h OIirr I; Q r 4' sot °i h4"f �� G PROJECT TRIPS PM Peak 5Z LEGEND • Enter ]Exit JO"'-r3 X—+ PM Peak Hour Traffic Volume & Direction t, --i/i r "-!-f i A le '-r: ,ail._. °2- i<i S .--)6'�c 47b.., /eJ{ r ry �r ac.e �� C tc�� ' -. City of Federal Way Location Report 1/28/2004 Report Period: 01/01/2000 to 12/31/2002 Location: 1 AV S at S 320 ST Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Fri-1/14/2000 02:35 PM 0000654 Backing S->N 0 P 3 Sun-1/16/2000 08:06 PM 0000765 Rear End E->W E->W 0 P 2 Sun-2/20/2000 09:29 PM 0012527 Rear End E->W 0 P 3 Wed-3/8/2000 07:20 AM 0003255 Head On N->S S->N 0 P 2 Sat-4/1/2000 12:05 PM 0004494 Rear End N->S N->S 0 P 2 Mon-5/1/2000 03:30 PM CO27742 Rear End S->N S->N 0 P 2 Mon-5/22/2000 04:28 PM 0009145 Sideswipe S->N S->N 1 3 Wed-5/24/2000 02:20 PM 0007226 Rear End E->W E->W 0 P 2 Sat-5/27/2000 09:35 PM 0007416 Backing E->W 0 P 3 Mon-6/5/2000 04:43 PM 0007835 Rear End S->N N->S 0 P 2 Tue-6/20/2000 07:10 AM 0008559 Rear End S->N S->N 0 P 2 Fri-6/23/2000 07:30 PM C041069 Rear End W->E W->E 0 1 2 Mon-7/10/2000 03:34 PM 0009627 Backing S->N B 0 P 2 Sun-8/20/2000 04:39 PM 0011738 Rear End E->W E->W 0 1 3 Wed-9/20/2000 01:10 PM 0013238 Fixed Object/Parked Vehicle E->W Prk 0 P 2 Thu-9/28/2000 07:15 AM 0013630 Fixed Object/Parked Vehicle E->W B 0 1 2 Fri-10/6/2000 05:10 PM C041985 Rear End W->E W->E 0 1 3 Sat-10/21/2000 11:50 PM 0014790 Rear End W->E W->E 0 1 2 Thu-1 1/9/2000 05:04 PM 0015672 Approach Turn S->N N->E 0 1 2 Wed-12/20/2000 03:30 PM 0017723 Right Angle E->N S->N 0 P 3 dumber of Collisions: 20 Totals: 1 6 13 0 47 IYear 2001 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Mon-1/15/2001 07:57 AM 0100717 Fixed Object/Parked Vehicle S->N Prk 0 P 3 Fri-1/26/2001 02:49 PM 011329 Rear End E->W B 0 P 2 Fri-1/26/2001 06:20 PM 0101340 Rear End E->W E->W 0 P H 2 Tue-2/20/2001 09:29 PM 012527 Rear End E->W 0 P 3 Tue-2/20/2001 09:29 PM 0102534 Rear End E->W E->W 0 P 4 Thu-3/15/2001 03:43 PM 013722 Sideswipe E->W E->W 0 1 3 Fri-3/30/2001 04:28 PM 0104489 Approach Turn N->E S->N 0 2 2 Tue-5/29/2001 07:00 AM C30079 Sideswipe N->S N->W 0 P 2 Wed-6/13/2001 07:00 PM 0108441 Rear End N->S N->S 0 1 2 Tue-7/3/2001 02:10 PM 0019470 Fixed Object/Parked Vehicle S->N Prk 0 1 2 Sun-8/5/2001 01:00 PM C30624 Rear End W->E W->E 0 P 2 Thu-10/18/2001 06:45 AM 0114315 Fixed Object/Parked Vehicle W->E Prk 0 P 2 Pagel / 1 Wed-I 1/28/2001 07:35 AM 0116395 Backing N->S 0 P 3 Thu-12/13/2001 08:48 PM 0117142 Approach Turn S->W N->S 0 P 2 Number of Collisions: 14 Totals: 0 5 10 1 34 Year 2002 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh I Veh 2 Fat Inj PDO Run Veh Sat I/12/2002 12:08 AM 0200596 Approach Turn S->W N->S 0 1 2 Tue-1/22/2002 05:18 PM 0201138 Approach Turn N->E S->N 0 P 2 Sat-1/26/2002 01:39 PM 031426 Rear End E->W 0 P 3 Sat 1/26/2002 10:00 AM 0201323 Right Angle S->N W->E 0 P 2 Fri-2/15/2002 06:07 PM 0202331 Approach Turn S->W N->S 0 1 2 Thu-2/21/2002 05:00 PM 0217504 Rear End E->W E->W 0 P 2 Mon-3/25/2002 06:33 PM 0204102 Right Angle E->S S->N 0 1 2 Wed-7/10/2002 08:04 AM 029481 Approach Turn S->E W->E 0 1 2 Sat-8/10/2002 03:43 PM 0210999 Approach Turn S->W N->S 0 P 2 Thu-9/5/2002 08:19 PM 0212241 Rear End E->W E->W 0 P H 3 Sat 9/28/2002 07:34 PM 0213416 Rear End E->W E->W 0 P 2 Mon-10/7/2002 03:34 PM 0213822 Approach Turn N->E S->N 0 P 2 Tue-10/8/2002 06:06 AM 0213855 Approach Turn S->W N->S 0 P 2 Mon-10/21/2002 02:12 PM 0214522 Rear End E->W 0 1 3 Tue-11/12/2002 07:18 PM 0215582 Rear End E->W Pik 0 P 2 Wed-11/13/2002 05:30 PM 0215636 Approach Turn N->E S->N 0 P 2 Wed-11/20/2002 04:59 PM 0216016 Rear End W->E W->E 0 2 3 Wed-12/18/2002 06:09 PM 0217356 Rear End S->N S->N 0 1 2 Number of Collisions: 18 Totals: 0 8 11 1 40 Grand Totals: Number of Collisions: 52 Number of Vehicles Involved: 121 Number of Fatalities: 1 (1.92%) Number of Injuries: 18/19 (34.62%) Number of PIDOs: 34 (65.38%) Collision Rate: 0.00 Pagel City of Federal Way Location Report 1/28/2004 Report Period: 01/01/2000 to 12/31/2002 Location: 1 WY S at S 336 ST Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Thu-1/6/2000 05:06 PM 0000264 Approach Turn S->W N->S 0 P 2 Sun-1/16/2000 04:32 PM 0000759 Rear End E->W E->W 0 1 2 Wed-2/2/2000 08:50 AM 0001520 Right Angle W->E N->S 0 P 2 Tue-2/8/2000 04:30 PM CO27284 Right Angle S->N E->S 0 1 2 Tue-2/8/2000 08:23 PM 0001846 Right Angle N->S E->N 0 P 2 Sun-7/2/2000 11:42 PM 0009257 Fixed Object/Parked Vehicle N->S 0 P 1 Wed-8/30/2000 04:35 PM C040974 Rear End W->E W->E 0 1 2 Fri-10/20/2000 06:00 PM C039154 Rear End S->N S->N 0 1 2 Tue-12/5/2000 10:02 AM 0016945 Backing Bck E->S 0 P 2 Tue-12/26/2000 03:27 PM 0017976 Fixed Object/Parked Vehicle N->S 0 P 1 Number of Collisions: 10 Totals: 0 4 6 0 18 Year 2001 Collision Time Of Case Direction Nwn Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Fri-5/11/2001 08:07 AM 0106652 Approach Turn S->N N->E 0 2 2 Fri-8/31/2001 11:25 AM 0112197 Backing E->W B 0 P 2 Thu-11/22/2001 05:01 PM 0116117 Fixed Object/Parked Vehicle N->S 0 P 1 Number of Collisions: 3 Totals: 0 2 2 0 5 Year 2002 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Wed-1/9/2002 11:45 AM 0200446 Rear End E->S B 0 P 2 Sun-3/10/2002 02:44 PM 0203360 Approach Turn S->N N->E 0 2 2 Thu-5/2/2002 02:09 PM 0203020 Rear End N->S N->S 0 P 2 Wed-6/19/2002 01:52 PM 0208441 Fixed Object/Parked Vehicle S->N Prk 0 1 2 Sat-11/23/2002 08:05 AM 0216147 Rear End E->N E->N 0 P 2 Number of Collisions: 5 Totals: 0 3 3 0 10 Grand Totals: Number of Collisions: 18 Number of Vehicles Involved: 33 Pagel -; 2 Number of Fatalities: 0 (0.00%) Number of Injuries: 7/9 (38.89%) Number of PDOs: 11 (61.11%) Collision Rate: 1.47 Pagel n/41 City of Federal Way Location Report 1/28/2004 Report Period: 01/01/2000 to 12/31/2002 Location: 1 WY S at S 340 ST Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Wed-8/30/2000 04:52 PM 0012225 Right Angle W->E N->S 0 P 2 Number of Collisions: 1 Totals: 0 0 1 0 2 Year 2001 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Mon-4/30/2001 02:13 PM 0106067 Rear End N->S B 0 P 2 Number of Collisions: 1 Totals: 0 0 1 0 2 Grand Totals: Number of Collisions: 2 Number of Vehicles Involved: 4 Number of Fatalities: 0 (0.00%) Number of Injuries: 0/0 (0.00%) Number of PDOs: 2 (100.00%) Collision Rate: 0.00 Pagel City of Federal Way Location Report 1/28/2004 Report Period: 01/01/2000 to 12/31/2002 Location: 1 AV S at S 348 ST Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat 1nj PDO Run Veh Tue-1/4/2000 07:35 AM 0000148 Rear End S->N B 0 P 2 Sun-1/30/2000 01:30 PM 0001402 Right Angle E->W S->W 0 P 2 Fri-2/4/2000 07:44 PM 0001645 Sideswipe S->W S->S 0 P 2 Mon-3/6/2000 09:30 AM 0003517 Fixed Object/Parked Vehicle Prk B 0 P H 2 Wed-3/8/2000 05:31 PM 0003294 Right Angle E->W N->E 0 P 2 Fri-3/17/2000 04:36 PM 0003738 Rear End N->S N->S 0 P 2 Mon-4/24/2000 10:20 AM C034496 Rear End E->W E->W 0 1 2 Mon-5/29/2000 06:30 PM 0007482 Fixed Object/Parked Vehicle E->W Prk 0 2 2 Sat-7/15/2000 11:22 AM 0009886 Sideswipe E->W E->W 0 P 2 Sat-7/22/2000 06:49 PM 0010268 Fixed Object/Parked Vehicle W->S 0 P 1 Wed-7/26/2000 04:00 PM C032885 Right Angle N->E W->N 0 P 2 Sun-8/20/2000 06:35 PM 0011741 Rear End E->W E->W 0 P 2 Mon-10/16/2000 08:00 PM 0014523 Sideswipe W->N W->N 0 P 2 Mon-10/23/2000 06:56 PM 0014876 Right Angle .E->W N->E 0 P 2 Fri-11/17/2000 05:04 PM 0016082 Rear End E->W E->W 0 1 2 lumber of Collisions: 15 Totals: 0 4 12 1 29 Year 2001 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Fri-3/9/2001 10:57 PM 0103402 Sideswipe N->S N->S 0 P 2 Tue-3/20/2001 08:52 AM 0103990 Head On W->E E->W 0 P 2 Sun-5/6/2001 04:00 PM 0106414 Rear End E->W E->W 0 P 2 Tue-6/26/2001 06:45 AM 0030 Approach Turn W->N N->S 0 P 2 Sat-10/27/2001 02:39 PM 0114758 Backing W->E B 0 P 2 Tue-10/30/2001 05:08 PM 0114891 Fixed Object/Parked Vehicle E->W Prk 0 1 H 2 Tue-11/13/2001 04:07 PM 0115630 Sideswipe N->S N->S 0 P 2 Sun-12/23/2001 12:40 PM 0117684 Rear End E->W E->W 0 P 2 lumber of Collisions: 8 Totals: 0 1 7 1 16 Year 2002 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Thu-1/10/2002 06:00 PM 0200526 Right Angle N->E E->W 0 P 2 Pagel t /491 Thu-1/17/2002 03:34 PM 0200879 Sideswipe E->N B 0 P 2 Sat-2/9/2002 04:44 PM 0202033 Right Angle N->E E->W 0 P 2 Fri-2/15/2002 03:02 PM 0202307 Rear End W->E W->E 0 P 3 Sat-2/23/2002 05:45 PM 0202709 Fixed Object/Parked Vehicle N->W 0 1 1 Tue-4/23/2002 09:23 PM 0205536 Right Angle W->E S->N 0 P 2 Thu-5/23/2002 09:00 PM 0207142 Approach Turn W->E E->S 0 P 2 Sun-7/21/2002 04:13 PM 0210056 Rear End E->W E->W 0 1 2 Wed-7/24/2002 03:58 PM 0210217 Rear End S->N 0 P 3 Sun-8/18/2002 06:56 PM 02011406 Rear End E->W E->W 0 P 2 Tue-8/20/2002 03:16 PM 0211490 Rear End E->W Prk 0 P 2 Thu-10/31/2002 04:39 PM 0215031 Right Angle E->W N->E 0 1 2 Thu-11/21/2002 02:02 PM 0216055 Pedestrian/Cyclist Involved S->E 0 P 1 Mon-11/25/2002 08:20 PM 0216261 Rear End S->N S->N 0 P 2 Sun-12/1/2002 12:30 PM 0216495 Approach Turn N->E E->W 0 P 2 Number of Collisions: 15 Totals: 0 3 12 0 30 Grand Totals: Number of Collisions: 38 Number of Vehicles Involved: 75 Number of Fatalities: 0 (0.00%) Number of Injuries: 7/8 (18.42%) Number of PDOs: 31 (81.58%) Collision Rate: 0.00 Pagel c.7) City of Federal Way Location Report 1/28/2004 Report Period: 01/01/2000 to 12/31/2002 Location: 9 AV S at S 336 ST Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Tue-1/11/2000 06:40 AM 0000468 Sideswipe W->E W->N 0 2 2 Tue-5/9/2000 02:02 PM 0006448 Backing S->N B 0 P 2 Fri-7/21/2000 05:54 PM 0010218 Right Angle N->S W->E 12 . 11 2 Wed-11/15/2000 09:51 PM 0015987 Approach Turn W->E E->S 0 P 2 Wed-12/6/2000 06:31 PM 0017026 Right Angle N->W E->W 0 P 2 Number of Collisions: 5 Totals: 12 13 3 0 10 Year 2001 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Mon-2/19/2001 01:13 PM 0102438 Approach Turn E->S W->E 0 2 2 Fri-8/10/2001 10:49 AM 0011224 Right Angle E->W S->N 0 P 2 Number of Collisions: 2 Totals: 0 2 1 0 4 Year 2002 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Thu-2/14/2002 01:00 PM 0217149 Sideswipe N->S N->W 0 P 2 Fri-8/16/2002 07:00 PM 0211314 Right Angle W->E S->N 0 P 2 Thu-8/29/2002 02:10 PM 0211905 Fixed Object/Parked Vehicle N->S 0 P 1 Number of Collisions: 3 Totals: 0 0 3 0 5 Grand Totals: Number of Collisions: 10 Number of Vehicles Involved: 19 Number of Fatalities: 12 (120.00%) Number of Injuries: 3/15 (30.00%) Number of PDOs: 7 (70.00%) Collision Rate: 0.00 Pagel City of Federal Way Location Report 1/28/2004 Report Period: 01/01/2000 to 12/31/2002 Location: S 336 ST at SR 99 Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Mon-1/24/2000 12:14 PM 0000144 Approach Turn E->S W->E 0 P 2 Tue-2/8/2000 02:58 PM 0001828 Right Angle E->N S->N 0 P 2 Wed-3/15/2000 01:53 PM 0003629 Approach Turn E->S W->E 0 1 2 Tue-4/25/2000 02:35 PM 0005712 Rear End N->S N->S 0 P 2 Thu-5/11/2000 06:11 PM 0006575 Approach Turn W->N E->W 0 P 2 Fri-5/19/2000 10:38 AM 0006977 Right Angle S->W W->E 0 P 2 Thu-6/8/2000 01:55 PM 0007963 Sideswipe N->E N->E 0 P 2 Mon-6/12/2000 12:40 PM 0008172 Backing E->W 0 P 3 Tue-6/20/2000 04:16 PM 0008580 Sideswipe S->N S 0 P 2 Mon-6/26/2000 02:06 PM 0008913 Approach Turn W->N E->W 0 P 2 Fri-7/21/2000 02:40 PM 0010125 Approach Turn W->N E->W 0 P 2 Mon-8/7/2000 12:30 PM 0011054 Sideswipe W->N W->E 0 2 2 Mon-12/4/2000 06:10 AM 0016880 Right Angle E->N N->S 0 1 1 Number of Collisions: 13 Totals: 0 4 10 0 26 Year 2001 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Fri-1/19/2001 02:35 PM 0100958 Sideswipe S->N S->N 0 P H 2 Tue-2/13/2001 09:05 AM 0102164 Backing Bck W->E 0 P 2 Fri-2/23/2001 10:28 AM 0102662 Rear End N->S N->S 0 P 3 Wed-3/7/2001 06:52 PM 0103294 Approach Turn N->E S->N 0 P 2 Wed-3/21/2001 10:53 AM 0104021 Rear End S->N Prk 0 2 2 Mon-5/21/2001 09:40 PM 0107239 Rear End E->W E->W 0 2 2 Wed-8/29/2001 03:24 PM 0112123 Approach Turn E->W W->N 0 P 2 Wed-8/29/2001 06:26 PM 0112135 Fixed Object/Parked Vehicle S->N Prk 0 P 2 Wed-9/26/2001 02:22 PM 0113376 Backing S->N B 0 1 2 Wed-9/26/2001 11:06 AM 0113362 Approach Turn W->N E->W 0 P 3 Mon-10/22/2001 01:04 PM 0114494 Fixed Object/Parked Vehicle S->N Prk 0 1 2 Wed-10/31/2001 08:43 AM 0114922 Approach Turn W->N E->W 0 2 2 Fri-11/2/2001 02:54 AM 0115014 Fixed Object/Parked Vehicle W->E 0 P H 1 Thu-12/6/2001 07:40 PM 0116782 Approach Turn W->N E->W 0 P 2 Number of Collisions: 14 Totals: 0 8 9 2 29 Year 2002 Pagel Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Mon-1/21/2002 06:20 PM 0201085 Rear End N->S N->S 0 P 3 Tue-2/12f2002 02:37 PM 0203442 Approach Turn W->N E->W 0 P 2 Wed-2/20/2002 12:04 PM 0202549 Sideswipe N->S N->S 0 P 2 Fri-3/8/2002 05:46 PM 0203288 Right Angle S->W W->E 0 P 2 Fri-3/22/2002 12:27 PM 0203938 Right Angle N->W E->W 0 P 2 Tue-4/9/2002 06:55 AM 0204836 Approach Turn W->N E->W 0 P 2 Wed-5/22/2002 08:54 PM 0207088 Right Angle N->S W->E 0 P 2 Mon-5/27/2002 09:07 PM 0207337 Approach Turn W>N E->W 0 1 2 Tue-5/28/2002 04:38 PM 0207389 Rear End S->N S->N 0 1 2 Wed-6/12/2002 07:57 AM 0208063 Rear End E->W E->W 0 P 2 Fri-6/14/2002 05:19 PM 0208194 Rear End W->E W->E 0 P 2 Tue-7/9/2002 11:15 AM 029435 Approach Turn W->N E->W 0 1 2 Thu-10/3/2002 03:52 PM 0213642 Head On W->E E->W 0 P 3 Sun-10/6/2002 09:35 AM 0213789 Rear End N->S Prk 1 2 Sat 11/9/2002 01:17 PM 02015435 Rear End S->N S->N 0 P 2 Sun-11/10/2002 03:08 PM 0215482 Rear End N->S B 0 2 Mon-11/18/2002 03:25 PM 0215875 Rear End W->E 0 P 4 Wed-I 1/20/2002 02:20 PM 0216002 Sideswipe E->W E->W 1 1 2 Wed-12/4/2002 01:24 PM 0216627 Right Angle W->S N->S 0 P 2 Fri-12/27/2002 02:44 PM 0217740 Rear End W->E W->E 0 P 3 Number of Collisions: 20 Totals: 2 4 14 0 45 Grand Totals: Number of Collisions: 47 Number of Vehicles Involved: 100 Number of Fatalities: 2 (4.26%) Number of Injuries: 14/16 (29.79%) Number of PDOs: 33 (70.21%) Collision Rate: 2.46 Pagel ( ) City of Federal Way Location Report 1/28/2004 teport Period: 01/01/2000 to 12/31/2002 ',ocation: 9 AV S at S 348 ST Year 2000 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Mon-1/24/2000 09:45 AM CO26684 Rear End W->E W->E 0 P 2 Sat-2/5/2000 01:13 PM 0001681 Right Angle E->W N->E 0 P 2 Mon-4/10/2000 05:36 PM 0004961 Rear End N->S N->S 0 1 2 Mon-4/17/2000 06:05 PM 0005311 Rear End E->W E->W 0 P 2 Tue-4/18/2000 09:38 AM 0005343 Right Angle E->W N->S 0 P 3 Wed-4/19/2000 12:25 PM 0005399 Backing E->W B 0 P 2 Fri-4/28/2000 12:38 PM 0005878 Sideswipe E->N E->W 0 P 2 Mon-5/8/2000 09:35 AM 0006395 Right Angle E->W N->E 0 P 2 Wed-6/14/2000 02:00 PM 0008273 Right Angle W->N S->N 0 P 2 Sun-9/10/2000 02:40 PM 0012777 Rear End E->W E->W 0 P 2 Sat-9/23/2000 11:42 AM 0013398 Fixed Object/Parked Vehicle W->E Prk 0 P 2 Wed-10/18/2000 07:04 AM 0014596 Sideswipe W->E W->E 0 P 2 lumber of Collisions: 12 Totals: 0 1 11 0 25 Year 2001 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Fri-2/2/2001 03:17 PM 0101667 Rear End W->E W->E 0 2 3 Tue-2120/2001 11:27 AM 0102496 Backing S->N B 0 P 2 Thu-3/8/2001 05:15 PM 0103349 Fixed Object/Parked Vehicle W->E Pik 0 1 H 2 Tue-4/3/2001 05:30 PM 0104726 Fixed Object/Parked Vehicle S->N Prk 0 P H 2 Wed-4/18/2001 05:55 AM 0105422 Rear End W->E W->E 0 P 2 Mon-5/28/2001 06:50 PM 0107614 Rear End W->E W->E 0 1 2 Fri-8/24/2001 02:01 PM 0111886 Approach Turn S->W N->S 0 P 2 Sat-9/1/2001 07:58 AM 0112229 Backing Bck B 0 P 2 Tue-10/9/2001 10:03 AM 0113927 Right Angle E->W N->S 0 P 2 Mon-11/5/2001 01:50 PM 0115189 Fixed Object/Parked Vehicle Prk E->W 0 P 2 Fri-12/21/2001 01:47 PM 0117576 Approach Turn S->W N->S 0 P 2 Fri-12/21/2001 04:47 PM 0117576 Approach Turn S->W N->S 0 P 2 Thu-12/27/2001 10:53 AM 0117860 Approach Turn W->N E->W 0 1 2 Number of Collisions: 13 Totals: 0 5 9 2 27 Year 2002 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Pagel • Mon-1/7/2002 07:39 PM 0200350 Rear End E->W B 0 P 2 Thu-2/21/2002 07:40 PM 0202613 Rear End E->W E->W 0 P 2 I Mon-3/4/2002 06:48 AM 0203084 Right Angle S->N E->W 0 2 2 Wed-3/6/2002 01:56 PM 0203192 Approach Turn E->W 0 P 2 Thu-3/21/2002 09:35 PM 0203917 Rear End S->N S->N 0 P 2 I Thu-3/21/2002 12:31 PM 0203891 Approach Turn N->E S->N 0 1 2 Sat-4/27/2002 12:40 PM 0205737 Right Angle N->E E->S 0 P 2 Tue-6/11/2002 05:20 PM 0208041 Rear End N->S N->S 0 P 2 Wed-6/19/2002 03:02 PM 0208446 Approach Turn W>N E->W 0 P 2 I Wed-6/19/2002 11:20 AM 0208434 Fixed Object/Parked Vehicle S->N Prk 0 P 2 Wed-7/3/2002 07:25 AM 029124 Approach Turn E->S W->E 0 P 2 Tue-8/6/2002 07:44 PM 0210819 Rear End E->W E->W 0 P 2 Thu-8/22/2002 01:53 PM 0211588 Approach Turn W->N E->W 0 P 2 I Tue-8/27/2002 03:50 PM 0211818 Sideswipe E->N E->N 0 P 2 Wed-9/18/2002 12:01 AM 02012898 Rear End E->W E->W 0 2 3 Thu-9/26/2002 04:03 PM 0213312 Rear End W->E B 0 P 2 Thu-10/3/2002 09:05 AM 0213621 Approach Turn W->S N->S 0 1 2 Wed-10/23/2002 12:46 PM 0214633 Approach Turn E->W W->N 0 P 2 Tue-11/26/2002 03:59 PM 0216298 Rear End W->E 0 P H 3 Idumber of Collisions: 19 Totals: 0 6 15 1 40 Grand Totals: Number of Collisions: 44 dumber of Vehicles Involved: 92 dumber of Fatalities: 0 (0.00%) Number of Injuries: 9/12 (20.45%) Idumber of PDOs: 35 (7955%) Collision Rate: 0.00 I I I I I I I I Pagel 0 Wed-9/12/2001 07:38 PM 1012794 Fixed Object/Parked Vehicle W->E Prk 0 P 3 Fri-9/21/2001 02:24 PM 01-13166 Sideswipe W->E W->E 0 P 3 Wed-11/7/2001 05:33 PM 0115319 Backing W->E 0 P 4 Mon-12/3/2001 02:15 AM 0116576 Rear End N->S N->S 0 P 2 Fri-12/21/2001 08:13 PM 0117606 Backing E->W 0 1 3 Number of Collisions: 25 Totals: 0 9 17 0 55 Year 2002 Collision Time Of Case Direction Num Num Hit& Tot Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh Thu-1/10/2002 05:23 PM 0200521 Rear End W->E Prk 0 1 3 Wed-1/16/2002 08:35 AM 0200808 Rear End E->W Prk 0 P 3 Fri-1/25/2002 02:05 PM 0201273 Right Angle S->W W->S 0 P 2 Mon-2/11/2002 04:15 PM 0202132 Approach Turn W->N E->W 0 1 2 Mon-2/18/2002 09:07 AM 0202426 Right Angle S->E W->E 0 P 2 Sat-3/9/2002 03:08 AM 0203318 Rear End W->E Prk 0 P 2 Mon-3/11/2002 02:35 PM 0203400 Right Angle E->N S->N 0 P 2 Fri-3/29/2002 05:24 PM 0204295 Approach Turn N->S S->W 0 1 2 Tue-4/2/2002 05:50 PM 0204517 Fixed Object/Parked Vehicle E->S 0 P 1 Wed-5/8/2002 02:06 PM 0206331 Right Angle W->N S->W 0 P 2 Tue-5/28/2002 05:05 PM 0207392 Right Angle N->W E->W 0 P 2 Wed-5/29/2002 10:30 PM 0207464 Fixed Object/Parked Vehicle S->E 0 P 1 Tue-7/2/2002 01:54 PM 029083 Rear End W->E B 0 P 2 Sun-7/7/2002 06:50 PM 029355 Approach Turn N->W N->S 0 P 2 Mon-7/8/2002 01:12 PM 029383 Approach Turn S->W W->E 0 P 2 Fri-7/19/2002 05:14 PM 029963 Right Angle N->E E->W 0 P 2 Mon-7/22/2002 05:17 PM 02010114 Approach Turn E->S W->E 0 P 2 Sat-8/3/2002 11:07 AM 0210657 Rear End W->E B 0 1 2 Thu-8/15/2002 02:20 PM 0211236 Right Angle S->N E->W 0 1 2 I Tue-8/20/2002 02:13 PM 0211485 Approach Turn E->S W->E 0 1 2 Wed-8/21/2002 04:43 AM 0211532 Rear End E->W E->W 0 P H 2 Wed-8/21/2002 08:24 PM 02011555 Rear End W->E S->E 0 P I Fri-8/30/2002 11:29 AM 0211948 Approach Turn E->S W->E 0 P 2 Thu-9/12/2002 09:15 AM 0212574 Approach Turn E->S W->E 0 1 2 Tue-9/17/2002 05:22 PM 0212862 Rear End W->E W->E 0 1 3 Tue-9/17/2002 12:39 PM 0212842 Right Angle E->N S->N 0 P 2 Fri-9/20/2002 01:18 PM 0212998 Approach Turn N->E W->E 0 P 2 Fri-9/27/2002 02:30 PM 0213365 Sideswipe N->W N->S 0 P 2 Sat-10/5/2002 09:30 PM 02013752 Sideswipe E->W E->W 0 P 2 Wed-10/30/2002 12:36 PM 0214979 Rear End W->E W->E 0 P 2 I Thu-10/31/2002 07:10 AM 0215005 Rear End W->E B 0 P 2 Thu-10/31/2002 12:19 PM 0215015 Approach Turn E->S W->E 0 1 2 Wed-11/6/2002 05:15 PM 0215307 Right Angle N->S W->N 0 P 2 Fri-11/8/2002 11:16 AM 0215399 Rear End W->E B 0 P 2 Fri-11/15/2002 01:13 PM 0215721 Rear End E->W 0 1 3 Mon-11/25/2002 07:57 AM 0216225 Approach Turn W->N E->W 0 P 2 Mon-12/2/2002 03:09 PM 0216541 Approach Turn W->S E->W 0 P 2 I Thu-12/19/2002 06:38 AM 0217373 Right Angle S->W W->E 0 P 2 Mon-12/23/2002 02:42 PM 0217579 Right Angle E->S W->E 0 1 2 Mon-12/30/2002 12:08 PM 0217864 Rear End E->W E->W 0 1 2 I41Tumber of Collisions: 40 Totals: 0 12 28 1 82 Grand Totals: Number of Collisions: 77 V umber of Vehicles Involved: 161 I I Pagel NO r:F OAF Z K D m m D O r m -7� C 0 II T D i m �- m m I r m Z D O Z n m : c: O F c z m 6)0 rn oDj 0n � o U F I Q tS. D u` OD z� �z �N D Z � m �o D Fmm N T 1 1 rD m D II• m o r/- O Z� c Z a n C� M o 3 z- Z n III m In z n T C,E -0 n v7 -o o;u zM O I m Z m Z = —0 m v7 r —0 (n r- O z7 A m= Z Z ly � r m p ou n m F zI r O 00 II CO N a 3 n Tlm K NC � C D O C n zm OF. �2=m II II O M II X O w=x�m cnm-{�c� O m = m 1 W CT) = Z7 o — N� 70 C rn m — II Z m 0� o� z Cl j (/>Z 0 " 1 9 N Z m c� o mo K D NLn D1 N iil Z TIT N D 2 F T O 'J EXTERIOR ELEVATIONS SOUND VENTURES M A P L E W O O D 11 33803 1ST WAY SOUTH FEDERAL WAY, WASHINGTON 2396 REGISTERED AR T CT LANCE P. MUELLER STATE OF WASHINGTON 03-121 'ob no. a ca jA LANCE MUELLER 6 ASSOCIATES R C H I T E C T s A I A 130 LAKESIDE • SEATTLE, WA 98122 206 325 2553 drawn checked no. FEB. 9, 2004 date revision date aJgp U°ISIAa.I '°u tro/9/z }qp NOlONIHSVM `)IVM lVd3U33 Hinos om 1S l £08££ � S3�f11N3� aN(lOS II d00M3idVW 299Z sZ£ soz ZZ t8s vM `31liV3S 34IS3>IV-1 02 t d d S 1 3 a 1 I H q d d salvlaossv s da-manw aonty� r a)0)-� pa��eyq UMq.lp °u 9° NVId 3dVOSaNbl t O � sV O-o L� a0,6 c>c NOS ��6 0 0- np Uk O O-6 653Lc 6mM cloo ` Zjz NNul I EN, WNW �rN�S5 E �O J_ Q H w C9 z U a a Zn ir 0 U 0 z n 0 W 0 J_ Q f- w 0 0 W m CD z z a J d 11 J H w 0 z z J Q. m V) E mapQND Ill 3d,�L O z H.Lo'�'e H-Lnos O O O 6 6 6 d1 L o 6 0 0 sV L 6 O 6 O V v J E V O- J 6 z r- L c -6 6 6 -013 o O O 6 U O fl 6 6N L 01 ++ _ -c 616 6 N C n .E 4) +0� c 6 �` +' 6 6 6l c V V a c U _ -1 c _ 3po go.� g� o o ca L 6 s c0 L c Z L 60 .0.. � O 6' V 60� -6 " O 6 - O E p 6 U E r c 6 j V E (V i - `� O L 6 L O -C fl EOL 13 Q o V m t J N 6 t U s 'Et az 0- 6� V6 O N c 6 6 L p 3 610 67 s c s 6 O O c6 6 3 O N 6c c c O V O6 c 6L LO 6 6_ 4DSO 6�6 V6 0 6 O 6s 9 �� O O < E cv 6 vi 16 U: p = cv GO CD m m m m a m E 13 - �* CO 31 L m - Q 6 c E 6 B O s v 0 6 N L E 13 s c13 D (3 � - N L E L130 E O c O s i s m E � O 0 m E L d } \ 6 3 6 > O > E > E 6 Q Q U v 6 c I- 00 • s s N to IL c E '�t s o m o O� = c if1 t' O s -C N � � E � tn' rn S - C S N c E - N 9 \ E s O V T 3 6 6 d1 cc 4-1 p \ - 9 c V O � 6 .6 Q - c 0 c t,u c D > v o v tit o O O 0 oPW �� j QW 3ir I U rd wZ z� 0 a U YF of w U .TV w w C Qto W U n� W � �o W 11 m c� Q ;S03 U C.)rn 0 I Z( VJ N J F`j_11 �WFC s L LL N 6 O� 0 LL u � 1 � C E 4 4A o 4 4A c 6 � O 4A t- 4a s 43 tU Ll U0ISln9a •ou ajnP VOOZ '6 '83d NOIDNIHSVM d0 31VIS M3113 rl • 30NVI 10311 032131SI9321 96�L �O/�/� 13S I�011d3llddd 11Wa3d NOlONIHSVM `)NM 1Vd3033 H1f10S �ldM 1S t £OS££ II a0OM31ddW $3�inIN3n aNf10S �ssZ SZ2 9OZ ZZ L26 VM `3�11V3S 341S3>1V3 0� L I V S 1 0 3 1 1 H 0 IJ V13S s31dlOossv 9 da„�nw 3ONv� �- r Q �, MIA321 NVId 31lS p9>1o9Lyo NOI1VO11ddV M483d E S1N3 4NOO NOISIA3H 01AW11 UMD.Ip OH •ou qo 1Z1-20 133HS 83n00 `Ndld RIS d- N 0004 LO LO co m l W c1 00 C14 LO O o N (V O r O J N _J a 0 J of Q S � M W N N r W -iCD s" tl1Sb31Nl NOW "�O m i w N m O O (n Ln N w R LEI ON J z N 2 d N NN p Z �r�:„�s� z+a uc. . i' Z Z 11 'S Z �� `/ W � Lj AVMH91H OL11Jtld (n •� X a Q Q W UGH <LLI Z Q N N (Y Z O Q W � HN wm W O O Q �''� 'd' m z00 O (n � O Jn-Z N O QZ W Z O X �OO Na W LL N 2 N Q N vl LIJ W> O F- 2 W a (n z 1p O Z �Li} 00 Z W DO U O H J L J U' H d Z H N Z Cn Z 010 C .0 N M i Q = Q 0 O d' O W N Z M m z W Z ELSO () C. 7 (n Z O O J 2 Z I W OZU U W IQ- J W W Z W Q Sib N wLLi >O O � O L W �N O CD O Q� �m OQOpNZ U O) F-� L70 Q J W O W O Z W ONY > LY �j W p N Qam(n Z� Z Z J/J/J b Q Q O) p J W m �' U O CL Q (I (2j, > Q DO W Q Q M Q �� I- U I.. I Z yo, 3 W J Q W i 65 W2L > w> M NC14 WNLO 3N LLI M NC) Ir0 .. W C ^QLn M W W d'd'f p��Y I- N W L ZQ NNN J W O� (n H J J J W J ZZZN d Z O O QQNH-U2i LQil yam. O> 00 F- !- Y �J�Q N W3-�LLS�U Q �iNU to _[�,S�cO NSZ^U n �S�U a LLJ�O(n Z �Z�j�� W W O Z Z W W U O Z {r CD W z�J .-.a cD W U � ZO�CDX UHF-1j� H� j - �O^Q -�^Q LO W JZ� ZO 0 JW OZI¢'d�ZO>0000(nQOw� Z W O Z W aZ R'0-'OO W Q OOoaN 4r `' Iri C)Om OU gM�� O U W oo '4 OU <00 LLJ I�0Om� <,M 0- �o0WD�00 Elf Ina W C7 CUNUnZZO zz ag a' s 'S 'S -'i M gLQ_I o�2jWzzzzLC, \ �� U�(nzzU ooW Z wLN,,23 C' CL AtlM 1Sl AVM 1Sl Q X .a Qfoaw-JOOOoo �o Z O J W F Uj O J w o Q-a aa�_~~>z � Q Z Z >a >Q wa LIJ Z Z }o�cwi� Q W W L O 0iw � w w w Vi J O LL o j� O�� Of Q-j w 0 Q O CD N z�>- 111 ~ LLI J CY LU a� m U) up) J U U< Z w U LLJ Z o� o Ckf J w~ o w w i O Z O O w� J J w o �_ w a o o a � LLJ �' S° V U zC-D '_ z o� w z F x Q¢ a H w U w W Z o Q o-i o o a a a Q (Y O �,��, L+1 O Q W J Z U (n W Cl'L�V) Zw?i��i (n U) V) W N U' N(n �Uw w L�Cr K 3?i (1 J� U(n 0' CDF-r(n(n w x Q LLLJJ z W J U _ o w Q J Z z a c� w W = IX J > C H C7 W Z W U U N U a Q M J H U (n O W W = J J z w = O N O N r) O CON M d- O O U O N r)' N N N N N 0 0 0 0 0 0 0 0 0 m w Q FY (n - U O (n g 2 U NNNNr)d- d-d-d-d-Ln tOO aQaQQQQ¢aaaaaaaa = NMMd -d'Ln Lf)CO (n(n(n(n(n(n(A(n(n(n(n(n(n I I Z JJ J NMd-Ln (O^LD UUUUUUUU � Q N U Of O Z V) Q LW L� C� w gawo o II II II II w c� wo CD gQa� ~Z m a Ow o 0}00Q �~ W V) �U Z �NC Z z rn O0 Cn z Z O o tw.9\ Z z it ca z O o~ I` m CL W F- a O 0 C D ti F- w¢ ¢ N -, g 7N LO m o c- Cn wCD� w ZW WJ pN LVj WOE Z W W ZD ~ ~ o ?w o mN 3 w Uc�O w O O Z u .- Z - (n W O (n 2 Q (Z Cn F- W Z Un O F- Q C) W � U) (n LLJO L LLJ� zQ =� �z w �z� Qw Qrn �o �o I• ---.I o�a0a w N U w o tr CD W = LIJ Z a_ LLJ F- d z F- z F- z 1 1 �C:) U II Ir w a Ckf Q w Z¢ N 3 q N N LLJ U N m a z Q Q z a m J m m I ICY o^ Y> �� QZ00 mo8zo ZZ QZ Zo O I N F- 2 O x O W N J O O I H (n O m W (n }� Of mC� Q mQ �LIJ W< y Q LW zOZ cnw LLJ DO z(� ply Z v' �2> (n O tZ<� O (YSJ in (n Q dip oQw ,!'j wM I¢- wM U w �_ J 2 O J m O W 2 W N Z o N Z (n N z -� I- In o c O In ICE v U o=Y00 �p W N OOZ C0.70 m J } Z> � Z � � as a tZ O ¢ Cu U UU z_ z� m m ow ow N mo (= m¢ ¢ a ¢ a Z I�ov'�� U o N =O a a Un O W' CD Z_ -Iww Q J O W Z W Fa O �U�a?d p(Y W d- [l ._ H= - 3 .-. F- �� Uj CO C�� mLLJ�N m!Y J m Q �Oa p0� Q F-U� LLLJY W W N (1 (Y w O Lfj C7 O M rn O I o ` 0) N W oN W wo Z - N \ - z� \� V) \F-Un > W Om� > W O�� Z o d. a- U- LiO l.� J !L'O O Z Z (b N O w ^ O I Lv W O W c1 ZZ �i W Q M �OZ W O ZC�J CD L�l ZZQ CD W LLJ 0- �¢� �QLLI� W U Cn z (, = O O m g z O O U CK .. w= W L 00 I17 Z O O W O �Z ZO pZ of ��C.� w W fY Z U S z O Q O J ¢¢ l�.l J ~ F (, L) W En Z Z F- O U W ,� r- p x x J o Cn > Iw w Li O_ Z O_ O IUyj IY W O(n 0V)IY F- W O d O O F ¢ U 3 N \ F g j O N 2 O- O 1-- Z w LLJc� = w N � x Z [Y zm Q LLI w J �~ p- O� �ZO J w O E z 3 LU m CD z En o ? W w~zIa 31-YQwz �z m Z O 0^ O o II m 1 O ? W z �O Z~ dCaO �Q I cast- -g (n WO L� waL,_ �z0 L�IaL� j U = o N Las Las En � O z 3O3 1 o Q m ¢wQ Z °' M -Co ~O V ZZ <E W DAM �0 ��Q dc)� �Oo w O O z i ¢ J w _,ria?O�v2i F- O a L,10 J j lTl C� p O 00 z =~ U Z w- F�-� C)f- F- w L` w w W W W a W Z tail U U ¢ 3 m L� U U c7 U a m¢ m J Q N U YI=�Ww3 (n z(n aV W V L; U �} L I"� p w® - m ® ® (nw W 0 Q z Ow O Ja U¢ Z� W. L.� (n - o (n J }zom F- (nz �-O F- (f) W J W mzz W �zz 2 OfZF-c0�� daOOLi Z li W m F- = 0 N z o Q a U Q WF- in o w~ �� (�O L� ZD Q U)Oz¢ (nU �- (n F-Nz z Q W F zo HQ Q F- Z W z II M m a o w o JUQF- J w z x . J Z� a oo O C0 Z IY d- V) O (1 U } Z o N a (=n o II Q ° Z a az F- F-. W z 01- F- cn oo F- Of oU F- Z 0�oo Z O O a� U who J 02-7 O m �ZW (n o � 0 IIIIIII .;. cc F- ZD N �_ _ U zM��tR=o m o fY Q U Lg c� o [Y z N a Z o Q U 2 O 00 F- F- Q Lil (n W' (Y a QNUo = �cn U Y(n Z 1w W F- L.I.. wgw _ - ( 2 O w W � V O L i Lii N o J Y o Lu < w (n > Woo LL w w� L.� � W L.� U U�}� Liles o C.L' � IY�w O N N (n F- Y QOUQ�g OWO) O Z Z O O O U U (n W W U) M a Q O} �Of CY LLJ Of crM ��OfJ G W Q N� NO F- (nU � J Q m< CL I- > 0D U N U O (n (n m W f1 Z m Cl- Cj O J Z N w } Z� N } >- J Ci Q W J CS Q W .-� NZ 1iL-TJ '�� L.C)NW CY c0N V) �(n� 000[Y MU� U Z_ QQ a Y W m¢a a ¢- a Ia , of m.ry ........ x.s to w _ U W Z N N za z3 57< 57< N W N W v I w m ¢ I O U w z I LY o J Ln m z ow W og W - W CL 0 a 0a a� 0n a t I of U Z O Las M Y IzI- z M: o O w in w J H N W 0 I N N O _I O I LO 0 1 i0 0 I E 0 00 I IV co It 1 ' ' II r' 1 CD It" I W ?i a tz _ �, CL CL w _ I� C9 '1 � i ZZVY ;. If N (n IfLY X� W �� OU W 01 II v '. YZW ¢ `/ a W W .. "1 W O Un Cn fn z o w 1 XWa W p ¢ �� i 1 1 I > ,- h O m moo- n L _ ` 11 11 s /�� 11 •� , 'I 1 ,`JZ - -_ It _ a N O- 1 1 �1 T 1 u I 1 - a , u I, I , 'll 1 ' Q II 1 Y 40 d 1 0 w ❑ r (OJ I II IIt IW� f I NO 11 � u Q N Z 'n Z nl 1 O U' I Q I `6 ' W I In I I (� 'I O a M ; �a < (n fY I I JO 1 `i I 1 zz it `p X �' m ui Lu _ U 1 O W Z w I U Q II / r - Z ' ` 4 10, lkw W u. It QQ �� I V d ca< �; w o �m P //gyp n a � _ 0 g ' I wm 0- 9l ,4Z 1,0-i91 ---=0-19Z.--- 11 .�II 1 1A L D V / IL V m I o I I Ii C� �I II r (] c - > II j NCIO C m - -. O O �1 (' Oa—'O I• ) II 11 M Ngf H J 1 n M 0 � U' O o 0`1 �-�-� N o I P / 0 Q O I U to a Z_ Z cn L"1 O V O _ o O .I X U a GJ > �� I CDw Z i U5 1`I Ln �< it 11 = V 1 11 �' O ! n O �CY) C-4 � Ln 1 1 I Z1 H- ' W � I i ;- I u Y. l I I J �J�Q�yV U _ Ir ,rea'i Z 1 W II lu I W/ �¢ O a Y0-106 ..__- Q I 2 O E a.a , _ I i 1 J V% I `V I d I J 3 If O O I j it u 1 ` 1 W W U ¢ ¢ W m N W S ii i z� a r UU a gCODI i F U (.i z w Z CMn z0 I w U L�i g = �- z 1 if W O 1 �Z ZE W 0 Z O Q -19 0-IS l 0-,OZ Y9 9E f A`,ZZ a' Q W W N cn a 1 I Y � u 1 U a 1 ua ' _ Q z oc¢n YO-,Z r U 1 ui CL I 1 \....., m Q ui J• II Iw I O I a M I w u ., f q, . O� _ C WLLI 1 u U1 I u 1 It , I 11_ _ r 11 . e 11 I 11 w 1 w I % 1 Ir I J r• — -- _ '� el 1 I u 1 It 1 I 1 I 11 I I /• i. �� li� p - ao a l 1 I r 1 r ;F HOV1913S - Ir I I I NLO 14 I C' n a9-.Ol - 7, 0- 81 ; II 1 I ~ -- II I, 1 1 N- � � Q .O i LO ,�Cf'�--_-� �Q 1 CD a0L9- 0 II 7..; �; - _ 1 1 11 0-101 O I O _ W O �.._ I 11 •7 '- - � __ •- I I II �. 1 11 7 f _ 119-/ 11 I I I _... _ I 0 3dVb } _ 3lHMS UIIVNb b31VM ; > - ---__- ONVI IA 3d I d1 to I "�`---�__� , 1 I J Cum w V"z Q O o OU Q O � W J ErXF— n¢3OR:2 ----------------- I _imer 01 I 0 N O Q g(D N LLJ CL Cn to a}op U01SIA9J •ou a}op do/L/s NOIDNIHSVM-40AVIS a3ll3nw ' 30NV1 10311 aV 03a31S103a 9s£l NOl`JNIHSdM 'AVM 1d213®33 I H1f10S JIbM 1S l i08�£ I1 aOOM3'1dVW S3dnIN3n aNnos 299z sz2 9oz � zz l8s dnn `3111'd3S 3als3�iV� o£ L d i b S 1 0 3 1 I H 0 ti f/ S31V13OSS`d 9 H3113nn 3ON` _1 r _ r a) C a In 40 L s 13S NOIlVOIIddV llWa3d pe>lvego ti0 9z 9 SA3WWOO NOISIA38 OUN91 unsnap OH OU q°- lzl-£o SNdld 0306`dl l to s ;t I a00I to N to ❑ = U 0_ W N ii IU OZ O> FFRunn LLI II EnWO Ir) (u i� W (T OD �O d' F"N N .. -- _- �, O-------' O_ _.�, 000 Zo � Nm (O (O m M d ('� (O Q N N tU cU IL m o I N ox� Q oz N w�NIONVI,9 NIONVl,9CL e w zs o> .A ga _ °' S o f I I «8-,0 L «5-,81 r 9z CL Z_ t0 W 0 W I W o W m! o U eCD I W N U m H Z \ H � i i W 00 Z O TW W U J J} UO U Lf W OQ zw w o xo� I ii Q U Q z Qam �I m Yr r� m 3zd� z J O z M-r W Z 3 o d' g OQ��Q3, � V I �xw g Q i ' p U M w m 3 o Cal U^ � z ,.;fi] Z 3> z w z O I Q O 3 i i Z Q Cn J pd'= N.- O ., m�, Ir w O m N EL Q m W Un Om W Q - p Q U W+QD O U W K w Q U Q FL U 0 W U t 7 Q W x W N p > W> p > 3 Y i dd Z 4ww mp O dw Li 0 '� ! �Q.<� „UL-,(, 00 ZQ Q UU O UOJ..-. ~ W o W L.I mvd1 U -O O O uj0O U QJ 0 2 W O tnUH Uzm O O O UUU = �,t�„ O W W t� ! 0L92Q 0 O a W M W UO(n N O Z3' 1=(n N O II i M U to i LLJ O F- N Z ro Z d NOW Z co CD r e0 0 0 OO O O 1 1Of Z �YUO 0 �� p _ ...._ �o.--�--Y..- `� Cl) Cl) o m O - - ZmU m Q. CiZ d WQW OQ Z O Hn W = C)- >u L CU w W 3 a Z f �� z�= <z o U' `='W o 0W g � Jm� (n w3 - U d'Z VW1 O�Q' Z J CW7O O J Z = JO m L,JQN Q wZ �� N Q N �m��a(Da�3 wQ m3 L) N Z of o 30d 3d i7w Iz-i bo~ono �� ^� I I I I I Z � w�iJ \ O Ii QmY¢� aw >a tnQa�as 204 H N V1 w In w a �a 3 a Y d W Y W Of Z:sz O U oQoO aUz z ONZ I :I d I � CU _ M W = CD o o ro ro m m o --- o J o J L__ ON38 M M M M M N W Il m 11 - - o J II (� N M to o x LLJ C� °O � :. W z «8-,Oz Y w «O l-,6 L m 0 \ _ 1II� III_ U a; cuj f�o o ri Y �'m� Inn O `` o N II=1I I U v �0Q o\vcu �'¢ C� �,o Z z O 3o U v v -II Q W Lal d=Oo CY) >IJU Li Z r = Z ago= JQ� W cn cn IIII i Cio¢g OU¢� om C59o� �¢� o- ti I o- a M « « _..---. U U — \ O O c J CD O i Ln w LO D — U) v zF- Lj —_ mcl� O oD 14'wvvi _ Y ° -- Q N 71-11 LLJ — - W -o I 0 0 O O CD LLJ W U 0- cLi InNO_' Z - �JJ O �O I I 000 — O 0 Illli� Z to o O Z Z m N _J J � U W d =ZU XZ W wa' dj[Y OW a3a anQ-a wQ U (3 N � o O o COO O O � Z I I Z YU)tn ° O J 3 0 0 . U GGJJ Z w O N H O W U L,.I D m ui owo ? m O \ « Oui WQ o 3 dS p0 g N ..1 ; CL O I. � N � O «9 ZII of 0 Z g O I U Uin d \ d ~tee M p W• O I W o w U � � 2 p O Z_ oar m U IQI--'W� X\w J Q O Li 30 QUU po Z p N (LNN¢ w \O UU$i QO_d M.- w - C) Q C' CD z 0 � Ljj 2 O m z -III Pon N z LI W >t N «9 Z U O 3 0_ a o * m�1_1 Ln M OU p w �L U U > oz > O_0t) XU� U W H Q O 1-WXO 2 DO ODU MO 3�3 Q LL O w W U :2 L O IJJ LLI 0 6 Q Z off_ Z O Q W o Z O Lai C, U V)Z W Z w O_ iL r T NS Q W V)ce- �•0 W U U I Z O CD W � � I H Q i X O I W cn I Y �S loz! JQ O_ Z U Q N W e O O W to d = wd U m M U W lJi p�JOvi 3 zOC O O U w t=iN Zd= D. to N z�NU UpO�Z ZUwZZ :•�V I J O w O f2WUQ MMtn ZWi '..^.:. IUJ Z Z �.. o30Uv=i z S \w > Q 3MW m=Z1- OIQ-fnQ U awM<Z •�� Ww H O rj tD LLI Z J p Z Z waw J¢ zOw Q QmQVNN =U wC) 1• U � = O � H H N O O Q S U U „9 J nZ x� v 0 / Q a v a J to 1 o00 a'^ c v W < V 0 x g tl m v. , TWO LLJ x W Z Z CQ7 `KE /W/y�/ V f� \ N H d - m O \F 3_j \I 3w of xU J (� rn Z °W° z Q 3 Z Z () J J = W W Q O Q UII U3 3d N to Q0 C7 ~ 0 ~ 2 Z N m > U N JN xU \3 d'` Z \m 3:- /Qy .i Do �_�� 3 Q -o z M - x Q xa L� Z �a �zo I- t V co ¢ Z w x W w, N ¢ o a I x� W .. N to I II x25OZ N U Q CDOH Z - 2Z d ( 0w J O m \ co U QQ MKd M $i M 0 �F A 1 U�Z N gCD I 'Ll° _ II /V/yy 00 g Z O W c >-T --- ---cp ; Cl::=w - W U"iaa W O Z W\O C) ar w rn 0 U U) N h O � N CO Q • m U to � � Z. W N N Imo\ 0 [O W W � N N CD ow oZLLJ II ---------- -------------- c- ----------- Z 0 W V) US m N fU _________________________ LO t� II z c� oo to . Z cn Y � H w (3 m 2 V) 00 W J Q 00 1 wa O W � c Z U w W g d U U V N7^ (v"Ij Q 3dOlS LLI a 0 Z g CL J c—J m Z W Y a � } a w= a z�C=6 as CL Q Z Q 2 z Qc=e V g W Em �Q- Z 0 0 U) Q�� tzi ES in =o O m _= O _ m m W 2 m O W N CL io I co w wo w�0 wN 3C-)0 W w ti ce axw U = Z � Q 0 z O Oj o ooO � 0 N I I / \ i N N W J 00 W U H to �� U z W S U CW7 w N J a �0 owCJ I F-Q N UfnO I \1` N O O m U «f' •o-, t «0-,9 «o-, t «o-,z 0 p cn �Zma a0w »i Q Uv1 rn NZWZ Iwo t~/10Uin aozv co i QNJ� W 03Cx0N ��mN Zo�LLI ZCW7w¢ UOW Om F;•,tt�e U Mo.iE' Q LO 0- N D D = J N a o W p15 po z �� o D D o NLLJ a a o M LLI V) O = Z W I- - O L r - J I 5ZZ - o Mwo ■i. WCL e II co ----�` C «z «9 z «z/l U 0 N U Z O 4 Z Z J t Q (v OLLJ Z Q Z UU L.J g O co ; � LLI ❑- j � 3 OJ .-. Z M U� o �Q j to W =•-Q 0-(n yl oom � N to x .... CL a O W a> Q 00 ax oOr- ¢�o CNJ�d Z to O 2EW(j z p o� W F- - I- a m a T w «O L-,z Y I I OI � l 1 I / I J_ GN'J• Z I z O I I Q m Q I � J > • > W I M U W I O W w a I S Z 0 S Ln w 2 J O U Z � 00 U z OExm 3� aQuj � 3 Jim �OUoZ Wp � D vl1_ az C-) a t ja�OJ_ O= W �l r -I 0_MHm I 00 NO O UtnO Y I I J - � / O � y z U � O uj LJ a N Z F J OJ V) J Ad a W 9 Q n. o wm J �( • OI ,rJ U I o Ztzi Na u= o o>J W g UUNm d-r N J �m� 2vl�i C j 9-,01 «0-,OLt� Q I I I I I I I I I I I I I 3dO1S� a co I w 1 I J CK I U -- --__---J W cr I I I I I I I I I I I 1 I I I I I I 1 I i I I I 1 1 1 w W, J 3 Z W Qfo oLRm w C3 d � J co �n 3 o «o-,s S (n w � «0-,£ Q m Q Q\ L N > Ld V)U) II I IN II I Z M 1 10 - 11< e II II C-------- - u CL U a_ OQ =ZQ OU v) LJ il U PI) w Mu ir a3 Q 1lVHdSV� g a z U U Z W F Wa. oZ mq- Q O O v �a =w O J li _ aN �38 re U O U J 2 a0 00 m W QQ U „0-,8 r , O i I w V) w < u o¢ N > O' w 3 O LU V)(n m N U z O N II Z y I LJW I W I o I j I oaC m w W Y r , � I 1 1 L J N �N J N w w 0_ z 3 = r1' W Y Q � N a 9 LLJ z O ¢ O U in 0_ ,l W d' O cn O Z ¢¢ W W Q = Q w U)O O W \ W O J U e I� 0 LL, a UNO M\1 twn Mm r-I 7 I � I � J Ld 0 -4 IN O - o IZ JD � N I � II w W \_ r-iW > � I O ~ K ' U W Z(n W O wp F- J W ¢ J C-)U a Z ow a w U Q C CLI N „0 S °' F z W I I zo U Z I I F- w o U I W - I I I I =\ II � LiI� V) � J N 1 / LEGEND © POWER VAULT SURVEY MMUMDR (AS NO1ED) 6-Ay L woo (LUM ) N1s •y'S°� 5• 0 POWER MASPHALT // / / / _ PANTHER ETER �- -�_ _ UucE ,r 0- POWER POLE GUY WIRE �----�_ P .. CONCRETE / / / �_ WML . 336rH sr. '�.� WE , ® JUNCTION BOX (AS NOTED) ': GRAVEL / / I MONUMENT 0 CATCH BASIN (CB) / / IN CONCRETE 3 O STORM MANHOLE (SOWN) v(oH)- POWER OVERHEADOP / / / VARIABLE WIDTH / O SANITARY SEWER MANHOLE (SSMH) X FENCE (AS NOTED) PRIVATE DRAINAGE AND UTILITIES EASEMENT PER ' S. 348TH Sr m WATER VALVE PLAT ALTERATION REC. NO. AFIRE MST (FH) /WATER / 8910030400 ALSO VEHICULAR AND PEDESTRIAN DRIVEWAY / VALVE / El WATER METER PER REC. NO. 8910031149 SIGN /� SOT / VICWY MAP tIGHT r___jCB-A / / _ IWATER � VALVE 6' STORM EASEMENT BSBL / 6STOIjk'EASEM_RT BSBL PER PLAT ALTERATION / PER P T ALTERATION REC. NO. 8910030400 / ` / SSMH- RE NO. 8910030400 10' STORM EASEMENT PER // �\ // PLAT ALTERATION REC. N0. 7 //LOT 23' DWY ESMT 8910030400 / LIGHT PER REC. NO. r8910031150 10' WATER ESMT. / / ' SURVEY INFORMATION FOUND SURFACE MAG/WH / HYD NT �� \ // PER REC. NO. FIRE PROTETI N/% / v) / 7 ` 9006220952 / PROCEDURE/NARRATIVE "22956" S50'44'54'W, 0.28' �u � •.., ,� � SERVICE V E// FROM PROPERTY CORNER / 0.Q / �\� �` �� / / WATER HYDRANT / d // // A FIELD TRAVERSE USING A "SOKKIA 3100" TOTAL STATION, AND "SDR-33" DATA COLLECTOR SUPPLEMENTED WITH FIELD NOTES WAS LOT `� \ / // PERFORMED, ESFABUSHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND / N P / / LIGHT / VALVE / / p CONCRETE TOPOGRAPHIC FEATURES AS SHOWN HEREON. A "UETZ B-2A" AUTOMATIC LEVEL WAS USED TO CHECK AND ESTABLISH THE ELEVATION Q CB-B / OF BENCHMARKS AND CONTROL POINTS. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS VARIABLE WIDTH / -Z9 , /POWER , - CB- E MONUMENT / AS SET FORTH IN WAC 332-130-090. PRIVATE DRAINAGE AND / N w* 18 / I /VAULT +�� 04 J FLAG SIGN DATES OF SURVEYS UTILITIES EASEMENT PER / �¢'�� / / Glv / : / SSMH-B ''�, PLAT ALTERATION REC. NO. Q <c+ %/ J L �� / POL� A FIELD SURVEY BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED DECEMBER, 2003. 8910030400 ALSO VEHICULAR // Z 1 /� /l �� 'o� / / / ALL MONUMENTS SHOWN AS FOUND WERE VISITED AT THAT TIME. AND PEDESTRIAN DRIVEWAY I "-- J• ,� WATER >,� PER REC. NO. 8910031 149 / ! / / 01?J j `-- ''� VALVE / " /�i ° HORIZONTAL DATUM - BASIS OF BEARN03 WEST CAMPUS OFFICE PARK NO. 5, RECORDED IN VOLUME 116, PAGE 62 AND 63, PLAT RECORDS OF KING COUNTY, WASHINGTON. UTILITIES 0 30 so / ° 1' �O /// //� --` / ?/// a ° ° ° 0)3 ` / ` J `v C 1/ 3 R DWY REC .ESM UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE UTILITIES HAVING SURFACE EVIDENCE AS OF THE DATE OF THE j / / / +o / i a`. \ _� // / 910031150 NO./ FIELD SURVEY (DECEMBER 2003) ARE SHOWN HEREON. SCALE 1 " = 30' / / o / / / / ^�° - / / ,� WATER / - N FLOOD ZONE SERVICE N ZONE "X" PER FLOOD INSURANCE RATE MAP COMMUNITY -PANEL NUMBER 53033C 1250 F, DATED MAY 16, 1995. (AREA DETERMINED ° o + ^O / $O TO BE OUTSIDE OF 500 YEAR FLOOD PLAN) // @NItH FLOOR + �0, SEWER ESMT. / / CONCTYEiE SJS US WEST CB-D / / // ZONNO AND BUILDING SETBACK / 2 , / / / PER REC. NO. / ° 302.54 �COMMU IONS // ° THIS PROPERTY IS ZONED OP (OFFICE PARK) PER FEDERAL WAY CITY CODE 22-826. 'FRONT YARD SETBACK: 25 FEET IF ENTRY IS VISIBLE FOUND SURFACE MAG/WH / / ! / 900710930 / /\ +. ° ° 4, ABLE FLAG / FROM R.O.W. AND FRONT FACADE IS 15% GLASS, 35 FEET IF LANDSCAPE BUFFER AND STORMWATER FACILITIES ARE LOCATED IN THE FRONT FOUND" SURFACE MAG 0.30' ° ° ^JUNCTION BOX POLE / SO' YARD; OR 50 FEET IF PARKING AND DRMNG AREAS ARE LOCATED IN THE FROM YARD. FROM PROPERTY CORNER / / / / ° ° ° a 2g / / / PROJECT AREA \ e ° . ° i / 5"M // CONCRETE / TOTAL AREA = 110,373 S.F. OR 2.53 ACRES. 'U �10' WATER ESMT. // / °� ° o; / MONUMENT PER REC. N0. �J SIGN CB -I / / 9006220952 / / i°, ° , d ° �+ -EDGE OF / // 2 \ LEGAL DESCRIPTION VARIABLE WIDTH / ��P. / / / / / / / i 44 ° ?� + CONCRETE v PRIVATE DRAINAGE AND /Q� ° FOOTINGS �Q�/ 5"M p A UTILITIES EASEMENT PER / / / / / + ° , TELEPHONE 5' 4 PLAT ALTERATION REC. NO. \` / / / + ° \ ° ° ° ° MANHOLE / / ° V• LOTS 13 THROUGH 15, INCLUSIVE, OF WEST CAMPUS OFFICE PARK DIVISION 5, ACCORDING TO PLAT RECORDED IN VOLUME 116 OF PLATS AT il\ / / / CB-F / +, ° ^ °. 5.90 > / PAGES 62 AND 63, IN KING COUNTY, WASHINGTON, AS AMENDED BY PLAT ALTERATION OF WEST CAMPUS OFFICE PARK NO. 5, ACCORDING TO 8910030400 ALSO VEHICULAR ro +W + / / / N AND PEDESTRIAN DRIVEWAY / / \\ / /50 / / // i h ° ° °' °d' / // /•N PLAT RECORDED IN VOLUME 148 OF PUTS AT PAGES 57 AND 58. IN KING COUNTY, WASHINGTON. CB PER REC. N0. 89,0031149 / / \\ / / / / ++V�.°, ° EDGE OF + " / 5"M N PARCEL B NCRET6 0+ / / d 0+ / 5"M / / v NON-IXCLUSNE EASEMENT FOR VEHICULAR AND PEDESIPoM: INGRESS AND EGRESS AS CREATED BY INSTRUMENTS RECORDED UNDER RECORDING -°d' °. Sj i NOS. 8910031149, 8910031150 AND 9712241904,IN KING COUNTY WASHINGTON. /EDGE OF-� // ° CONCRETE4.51' + M O/ 5"M OCo NOTES �tv FOOTINGS // la i ,: / /O0' HYDRANT �q� / / \\ / // i ° °. ° ° ry+ M e LEGAL DESCRIPTIONS, EASEMENTS, RESERVATIONS, RESTRICTIONS, AND OTHER MATTERS OF RECORD WERE DERIVED FROM A TIRE REPORT PREPARED N\ / •'7" : / / / \\ / / / // .. 8 ° Al + \ / / / •� �N BY FIRST AMERICAN TITLE INSURANCE COMPANY, THOR ORDER NO. NCS-56251-WAI DATED NOVEMBER 24, 2003 AT 7:30 A.M. PLEASE REFER TO WATER VALVE / / \\ k /� // + 4 ^+ y� / / + , . ° 4 10 / THAT DOCUMENT FOR PARTICULARS OF AGREEMENTS, CONDITIONS AND TERMS OF OTHER MATTERS OUTSIDE THE SCOPE OF THIS SURVEY. \ \TELEPHONE \\ / + . e -BOXES � / \\ / / / + ° ° 4.53� 7� /7`/777 4 SPECIALEXCEPTKNJS 5) RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON SAID PREMISES FOR 1ST WAY SOUTH AS GRANTED BY DEED RECORDED UNDER � \� �ry /// �+ ° . °a a.^�� / // ! RECORDING NO. 7402270419. NOTE: THIS INSTRUMENT IS A CORRECTION OF KING COUNTY RECORDING N0. 7306070524. SPECIFIC AREAS FOR ffl)RANT / \\ / / �/ + g / CQ SLOPES NOT STATED. // ° ° 10' PACIFIC NW BELL 6) RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS CONTAINED AND/OR DELINEATED ON THE FACE OF THE PLAT OF O \\ + + / O ,�'� EASEMENT PER REC. WEST CAMPUS BUSINESS PARK DIVISION 5 RECORDED IN VOLUME 116 OF PLATS AT PAGES 62 AND 63 IN KING COUNTY WASHINGTON. EASEMENTS \ CB- \ \� � \ / / 10' WATER ESMT.\\/ /302 �// ° FINISH . FLOOR 4 9 25' LANDSCAPING REQ'D "� /j T NO. 9002271130 �� / / PER REC. NO. /\\ / CONCRTt SLAB, a: nj+ PER CC&R'S RECORDED DEPICTED HEREON. LIGHT �O �\� " ® 9006220952 / / // r EDG OF 302.48 + `/ UNDER RECORDING NO. / 7) RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS CONTAINED AND/OR DELINEATED ON THE FACE OF THE PLAT OF P / \y // f .CONCRETE ° a ; o �+ 80, 1120535. RAMC p� WEST CAMPUS BUSINESS PARK DMSION 5 ALTERATION RECORDED IN VOLUME 148 OF PLATS AT PAGES 57 AND 58, UNDER RECORDING N0. 8910030400, \ \ %> / \ / \ SLAB d /. o; / 18"F 'hrO / IN KING COUNTY, WASHINGTON. EASEMENTS DEPICTED HEREON. - q� / �/ A a� �.,9s 4'), ; + d 8) COVENANTS, CONDITIONS, RESTRICTIONS AND/OR EASEMENTS RECORDED UNDER RECORDING NO. 8011120535. (PORTION GRAPHICALLY DEPICTED) RAMP ° F /� WATER VALVE SEE DOCUMENT FOR BUILDING SETBACKS. i IN 4' X 4' ° 9) AN EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN RECORDED UNDER RECORDING NOS. 8910031149 AND 9712241904 FOR FOUND SURFACE 7 W, 0. �` / / CB-G `� + "22956" S52'S1'57"W, 0.33' �� PA_ / \\ �P° i+ / VEHICULAR AND PEDESTRIAN DRIVEWAY ACCESS. DOC. 9712241904 CONVEYES AN EASEMENT INTEREST IN A PORTION OF LOT 18 OF SAID PLAT TO FROM PROPERTY CORNER �O b� \ / \\\\ / / THIS PROPERTY AND OTHERS. ® / `tom // / 0"F ° 10) AN EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN RECORDED UNDER RECORDING N0. 8910031150 FOR VEHICULAR AND HYDRANT \\ PEDESTRIAN DRIVEWAY ACCESS. (GRAPHICALLY DEPICTED) CATCH BASINS 18"Fj 7' POWER AND OOT-,L \\ 4 / / TELEPHONE EASEMENT 11) AN EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN RECORDED UNDER RECORDING N0. 8910230850 FOR ELECTRIC TRANS - CB -A RIM = 308.56 15" ADS W = 304.38 �/ SSMH-C e PER PLAT & ALTERATION MISSION AND/OR DISTRIBUTION SYSTEM. THIS IS A "BLANKET EASEMENT" 5 FEET ON EACH SIDE OF FACILITIES AS CONSTRUCTED OR TO BE 15" ADS E = 304.38 Aj) �/ \\ \\� � /// / REC. NOs. 8011120656 CONSTRUCTED, EXTENDED OR RELCOATED. CB-8 RIM = 304.71 15" ADS W = 299.86 BACK OF \\ __� / fl / AND 8910030400 15" ADS E = 299.86 \\ // / 12) AN EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN RECORDED UNDER RECORDING NO. 9002271130 FOR UNDERGROUND 12" ADS N = 299.84 SIDEWALK N �\ \ \\ \\ �� // 5" M// COMMUNICATION LINES AND ABOVE GROUND TELEPHONE EQUIPMENT AND CABINETS. (GRAPHICALLY DEPICTED) CB-C RIM = 301.23 1 2" ADS W = 299.90 16) AN EASEMENT LICENSE, INCLUDING TERMS AND PROVISIONS CONTAINED THERON RECORDED UNDER RECORDING NO. 9006220951 WHICH ALLOWS 15" ADS N = 296.92 �O O 30 / C°� FOR THE RIGHT TO ENTER TO INSPECT A BYPASS METER. THIS UCENSE ALSO COVERS OTHER PROPERTY. 190 0 /M ro CB-D RIM = 300.98 12" ADS N = 296.36 /' , � � \ � � \\\\ �_ / 5"M +To+ 17) AN EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN RECORDED UNDER RECORDING N0. 9006220952 FOR WATER FACILITIES. CB-E RIM = 301.02 15" ADS SW = 296.17 �/ \\ CONCRETE / / / (PORTION ON -STYE GRAPHICALLY DEPICTED) 15" ADS N = 296.12 �/S/ 26j �� \\ RETAINING / O /"M / �18) AN EASEMENT, INCLUDING TERMS AND PROVISIONS CONTAINED THEREIN RECORDED UNDER RECORDING NO. 9007110930 FOR SEWER FACILITIES. 12" ADS S = 296.21 %/. ti S ¢�' ?98\\ WALL / 5"M // JO� (GRAPHICALLY DEPICTED) CB RIM = 301.75 12" ADS S = 298.75 V� �O 3.40, S� SDMH-A // / LO 19) COVENANTS, CONDITIONS, RESTRICTIONS AND/OR EASEMENTS RECORDED UNDER RECORDING NO. 9901131504. CB-G RIM = 300.83 12" ADS N = 297.13 `� W/S 00• F 6� \\ 0 12" ADS SE = 296.97 A ,(1� %l,� �q!/s � %< � � \\\ / �// 1 � `C- 12" ADS NW = 297.07 /57 v \ \\ CB / / 4 / CB-H RIM = 299.88 12" ADS SW = 295.51 0,9 'QtC` "`; ,\` 8" y�Pw SURVEYOR'S CERTIFICATION RIM = 8 8" ADS W = 306.13 O \ \ - - / R / `�+ �/ CB -I 307 3 f CB-J RIM = 307.91 12" ADS S = 305.81 \ ° °//// 0�� ° y�, 8" ADS E = 305.91 nO0 J� THE UNDERSIGNED, BEING A REGISTERED SURVEYOR OF THE STATE OF WASHINGTON CERTIFIES TO (I) SOUND VENTURE ONE, L.L.C., (II) ESM BUILDING, \ / `SO' Q LLC., AND (III) FIRST AMERICAN TTILE INSURANCE COMPANY AS FOLLOWS: CB-K RIM = 312.13 12" ADS N = 305.43 HYDRANT � � �jo�� ° 12" ADS S = 305.83 �i ry / 1. THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE "MINIMUM STANDARD DETAIL REQUIREMENTS EASEMENT PER REC. 12" ADS E = 305.23 10' PACIFIC NW BELL _ FOR ALTA/ACSM LAND TITLE SURVEYS; JOINTLY ESTABLISHED AND ADOPTED BY THE AMERICAN LAND TITLE ASSOCIATION, AMERICAN CONGRESS ON 12" ADS W = 305.43 NO. 9002271130 O � SURVEYING AND MAPPING AND NATIONAL SOCIETY OF PROFESSIONAL SURVEYORS IN 1999, AND INCLUDES ITEMS 1, 2, 3, 4, 5, 6, 7A, 8, 9, 10, CB-L RIM = 317.68 12" ADS E = 312.28 294 11A, 11B & 17 OF TABLE "A" THEREOF. PURSUANT TO THE ACCURACY STANDARDS AS ADOPTED BY ALTA, NSPS, AND ACSM AND IN EFFECT ON 12" ADS W = 312.38 RAILROAD TIE ° SO' THE DATE OF THIS CERTIFICATION, THE UNDERSIGNED FURTHER CERTIFIES THAT RETAINING WALL ° 0-9voo'oo" ti + THE POSITIONAL UNCERTAINTIES RESULTING FROM THE SURVEY MEASUREMENTS MADE ON THE SURVEY DO NOT EXCEED THE ALLOWABLE POSITIONAL L=54.98 ^��00° TOLERANCE. STORM DRAIN MANHOLE SDMH-A RIM = 300.14 12" ADS NW = 293.32 �R4MP� R=35•00 bti TREE LEGEND (SIZES AS NOTED) THE SURVEY MEASUREMENTS WERE MADE IN ACCORDANCE WITH THE "MINIMUM ANGLE, DISTANCE, AND CLOSURE REQUIREMENTS FOR SURVEY 12" ADS NE = 294.89 TELEPHONE MEASUREMENTS WHICH CONTROL LAND BOUNDARIES FOR ALTA/ACSM LAND TITLE SURVEYS". (12" PIPE W/ 8" INLET) 12" CMP S = 294.75 MANHOLE O 5"M 5" MAPLE 12" CMP VERT= 298.96 TOP O.F. PROPER FIELD PROCEDURES, INSTRUMENTATION, AND ADEQUATE SURVEY PERSONNEL WERE EMPLOYED IN ORDER TO ACHIEVE RESULTS COMPARABLE GHT SANITARY SEWER MAJJHOLE STREET LI18"F 18" FIR ON 4" SQUARE TO THOSE OUTUNED IN THE "MINIMUM ANGLE, DISTANCE, AND CLOSURE REQUIREMENTS FOR SURVEY MEASUREMENTS WHICH CONTROL LAND SSMH-A RIM = 308.73 8" PVC W = 299.21 WOOD POST �- / BOUNDARIES FOR ALTA/ACSM LAND TITLE SURVEYS." 8" PVC E = 299.29 SSMH-B RIM = 304.99 8" PVC W = 296.48 8" PVC S = 296.53 6" PVC NE = 296.80 SSMH-C RIM = 301.83 8" PVC S = 287.35 8" PVC N = 287.44 APP Date:. IN CONCRETE P� goy MONUMENT J M. KNI L d S o ssiono an urveyor shington Registration No. 34671 STAMP � Z 3 O 1- 0 W = `t Q Lli Z `3 /' C co T Z < Z W OILOZ Z O Z Y J O CV >_ c,�OC�J CL QQOLu J H 0 Y U Q u- O m N LL - ZO O ~ W V 6 z (n O LLI Z co 0 co w 00 LLIZO j Q 3 w > > m Q> � J O W c ® in 04 U. M O G V c M o > = a o m m 04 O G U < S w X V) n 0 = c� 0 ° Z w Y Z J 0 Z V) sN O M w a< � o Ld L� Z w g 2 cn Q N C*4 04 z O N 00 w Z N �rn(ND0000 Of w `'' N 3 1 I u') 0 Lr) z o (D co 04 00 z Ld p p JE Y04�Ni N U o E b a = z W o = a rli a o « w om z o i a T i� GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FEDERAL WAY CITY CODE (FWCC), APPLICABLE ORDINANCES, AND THE CITY COUNCIL CONDITIONS OF PROJECT APPROVAL. THESE DOCUMENTS ARE SUPPLEMENTED BY THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (WSDOT/APWA), THE KING COUNTY ROAD STANDARDS (KCRS), AND THE KING COUNTY SURFACE WATER DESIGN MANUAL (SWDM). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE PROFESSIONAL CIVIL ENGINEER TO CORRECT ANY ERROR, OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THESE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO THE CITY OF FEDERAL WAY. 2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO THE FEDERAL WAY ENGINEERING REVIEW CHECKLIST. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY PLAN REVIEWER. ANY VARIANCE FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF FEDERAL WAY, PRIOR TO CONSTRUCTION. 3. APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION (E.G. DOMESTIC WATER CONVEYANCE, SEWER CONVEYANCE, GAS, ELECTRICITY, ETC.). 4. BEFORE ANY CONSTRUCTION OF DEVELOPMENT ACTIVITY A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE. 5. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. CONSTRUCTION NOISE SHALL BE LIMITED AS PER FEDERAL WAY CITY CODE (SECTION 22-1006); NORMALLY THIS IS 7 A.M. TO 8 P.M. MONDAY THROUGH SATURDAY. 7. IT SHALL BE THE APPLICANT'S/CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHTS -OF -WAY. 8. FRANCHISED UTILITIES OF OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANS THAT MEET ALL CITY REQUIREMENTS AND THE REQUIREMENTS OF KCRS CHAPTER 8 ARE SUBMITTED TO THE CITY OF FEDERAL WAY AT LEAST THREE DAYS PRIOR TO CONSTRUCTION. 9. DATUM SHALL BE KCAS UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF PUBLIC WORKS. 10. GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT-OF-WAY OR APPROPRIATE DRAINAGE EASEMENT, BUT NOT UNDERNEATH THE ROADWAY SECTION. ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH THE WSDOT/APWA STANDARD SPECIFICATIONS. 11. ALL UTILITY TRENCHES SHALL BE BACKFILLED AND COMPACTED TO 95% DENSITY. 12. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95% DENSITY. WSDOT 2-06.3. 13. OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE DIRECTOR OF PUBLIC WORKS AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH KCRS 8.03 (B)3. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23 -TRAFFIC CONTROL, SHALL APPLY. 15. THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL REGULATORY AND WARNING SIGNS (STOP, DEAD END, NO OUTLET, STREET NAME ETC.). PER LATEST EDITION OF "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES- (MUTCD�. 16. ALL UTILITIES SHALL BE ADJUSTED TO FINAL GRADE AFTER PAVING ASPHALT WEARING COURSE. 17. ALL FILLS REQUIRE DENSITY TEST AND SOIL REPORTS. 18. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION ONLY. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH KCRS DRAWING NUMBERS 19, 20, AND 21. ROCKERIES MAY NOT EXCEED (8) FEET IN HEIGHT FOR CUT SECTIONS OR FOUR (4) FEET IN HEIGHT FOR FILL SECTIONS UNLESS DESIGNED BY A GEOTECHNICAL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. CALL BEFORE YOU DIG: 1-800-424-5555 UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTIILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. MAPLEWOOD OFFICE BLDG. A PORTION OF SECTION 20, TOWNSHIP 21 N., RANGE 4 E., W.M. FEDERAL WAY, WASHINGTON ,1 'elen>er-cs.. ---r— - --------w ----- - ` �905 9 't .00 - - -- -- - - - -------------------------------- _18T WAY SOUTH WINOR ARTERIAL) -- — — —---------- - -_--------------- - — INDEX TO SHEETS: 01 PRELIMINARY COVER SHEET C2 PRELIMINARY GRADING AND STORM DRAINAGE PLAN C3 PRELIMINARY GRADING AND DRAINAGE NOTES AND DETAILS C4 PRELIMINARY TEMPORARY SEDIMENTATION EROSION CONTROL PLAN C5 PRELIMINARY TESC NOTES AND DETAILS C6 PRELIMINARY SOUTH 340th STREET_` CHANNELIZATION PLAN C7 PRELIMINARY SANITARY SEWER AND WATERMAIN EXTENSION PLAN PROJECT DEVELOPER (OWNER'S AGENT) SOUND VENTURES, INC. 320 16TH AVENUE NE #100 BELLEVUE, WA 98004 (206) 223-9600 'v"CINITY MAP NTS LEGAL DESCRIPTION LOTS 13 THROUGH 15,INCLUSIVE, WEST CAMPUS OFFICE PARK DIVISION 5, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 116 OF PLATS, PAGES 62 AND 63, IN KING COUNTY, WASHINGTON, AS AMENDED BY PLAT ALTERATION OF WEST CAMPUS OFFICE PARK NO. 5, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 148 OF PLATS, PAGES 57 AND 58, IN KING COUNTY, WASHINGTON; TOGETHER WITH EASEMENTS FOR PEDESTRIAN AND VEHICULAR ACCESS GRANTED UNDER RECORDING NUMBERS 8910031149 AND 8910031151. SURVEY DATA BASIS OF BEARING PLAT OF WEST CAMPUS OFFICE PARK, DIVISION 5- MONUMENT LINE IN SOUTH 340TH STREET, N53'40'00"W BENCHMARK NORTH RIM OF MONUMENT CASE AT INTERSECTION OF SOUTH 336TH STREET AND 1ST WAY SOUTH, ELEV.=304.52 VERTICAL DATUM: KCAS SITE DATA: SITE AREA = 2.75 ACRES IMPERVIC ' l AREA = 2.34 ACRES (85% SITE AREA) EARTHWORK QUANTITIES CUT: 500± C.Y. FILL: 5ML C.Y, LEGEND: PROPOSED EXISTING TYPE II CATCH BASIN 0 TYPE I CATCH BASIN STORM DRAINAGE LINE SANITARY SEWER MANHOLE SANITARY SEWER LINE WATERMAIN CONTOUR SPOT ELEVATIONS STANDARD ASPHALT PAVEMENT CONCRETE SILT FENCE DRAINAGE DITCH LIMITS OF CLEARING ROCK CHECK DAM SURFACE FLOW DIRECTION NOTE: CONTRACTOR SHALL CONTACT CITY OF FEDERAL WAY PUBLIC WORKS DEPARTMENT (253) 661-4131 FOR PRE -CONSTRUCTION CONFERENCE PRIOR TO ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY ■ -------100------- r 100.0 �oDs�i APR 16 2004 EXPIRES 6-23-04 Y U O O0 O O UW(7) 00 �Co0 Z Z Cl) W Z > W ?� zaui 0 ((D w O J N W m r` LL o Lo a O N y Z Co O ell 2 Q Er W 0 0 o. a' ml 0i I C > C Y °q 3 0 N O O O U Q 0 <n uj Z> Cf)sU) w as ¢ zw z w L'- S z Q ON N ONO C.it rnfZ 00 �z N I I ww �i t17 Lf) C7 Z Ln N C\1 w `1 �r�y°N I �� I E D APR 1 s N c S i" ONE (? b J a�. z = w 00 Jv2 5 4 GON n m r Z m L C 0 r 0 N 0' File: P:\11000s\11301\engineering\11302-01.dwg Date/Time: 04/02/2004 10:18 Scale: 1=50 bwolloston Xrefs: z11301—b,pat—t,z11301—s,z11301—t, _ VARIABLE WIDTH PRIVATE DRAINAGE VERTICAL DATUM - KCAS - AND UTILITIES EASEMENT PER PLAT X, CB ILIA, ALTERATION REC. NO. 8910030400 / RIM=308.56 RIM=312.13 r I UM I ALSO VEHICULAR AND PEDESTRIAN '� �� 1 IE=304.38 15" W) RIM=31..1 (12" W) +' III( TELEPHON\ N �/ ;� DRIVEWAY PER REC. N0. 891003 �' 3. 111 IE=304.38 �15" E) IE=305.98 (12" S) III; J-BOX \ �``� Ltfi` -// r. - 11 EX . SSDkH.. E=305.18 (12" E) ,' '' 1 C✓ _------------- 11,, a- ;� '9Xs _ -'`' i; rEi1. rONC W' 1 1 __ X r.r' - Inl A EX. WATER , Q - 9 ° VALVE -� ---\ & r '� X• 'rr ! ..f�� II� - n>c �__ <D' -�. �`_ _' / _-_°_ It ' N �F`5 X uz - '�- - c >L . 7j 0:> `9• =Ci 'Si ii IS:, > P 3i9 EX. WATEf V LVE -> n i II (,Q. Y,, .p :< r e.<rr-"'_1 `, `.-`;� 1 !e ^, 1 y l`••.�1 IN 4' x �'.: rl N 38° ; _ _._ �6 CONC PAD II = 1 54 38' E �4 Y ,/,11 (TYP OF; 4) ;. �__ S.OJ ;,FHn. -�171, k " - -:_ <= ,t>, a ,'� rC �' V .•_ - // 11 O I 1'' Ali 1~ a �^ ✓1' "✓ BACK F > ^ I FH SIDEW I� Ilia , i + I �J �� / pU 1.1 j t=__,1 EX. CONC. SIDEWALK �� r G nA 306.0 - �� v?<• >� ; �'0 ,. r,a ;.. C i �.. 305:8 --305 RIM=299.20 IE=294.85 (12 W) ;, ft •... •r .«.- •.:,,: _�sr°,T , ri I n -'". , „ a •�,.�,,<; ° �] a 30,1.0 , ,,, ; h ,a "-z y; y ;; I , IE-295.00 (12" S) i ICi .r. ,`�... � r';;e, r i i ' �:. IE=294.60 15" E , / 306'6 u X. WATER �''a•. - - "ooGENERATOR" ° b i IIII ..i I r.�iE En urn` uri k2,. G1J:JaJ'i* EX. $ W ;' PAD'3}�t....a.':. .. . SAWCUT LINE, TYP. Fx rR ; li ' ; ♦i/ - :: _._._._ .. c 306.5' 11" RIM=299.05 I1�1 ��/j ° I a1 fin; NEW TRANSFORMER T lii I' I (MATCH EX. GRADE) t oll;; ,��} �t�az1,.,. IE=295.61 (12" N) yllli c� I' 05.0 � // y t .."o o/`/ y� NEW ASP .AL`I' i°�° li;;�so.'` - o \ r7 �r?/// \ , ,\ :\� °� `, PAWM IY1 ',55"i \ 'n� \ �+%, \ (TYPO If up A �\ 11 �'; 1, of T LIGHT X, 11! • � 01 RIM CB47 ti'� i �o Y' �,•.- �. v 00 BF-R �OCgT 111� t s; IE-299.861 15' W) NEW PEDESIRI S H 5,�TYPE 4$ V \ „ I CON CTI J # o .� ��' Ilt; r�, a r� ^` 299.84 15" E O E Of 'N•.RIM301:0 /� A: �• V ` ':� �; A'. A`,, ` . .��, 1a `�U IIII �;`.�c�''> IE EM/' STAIRS W, _ /' �o ',V \ IE=299-R6 12„ IN MH- IE -297-29 t1 N) 'v e CB 7\.7YPE IE =2$4.6 /(1" E) • A # > -- - PiM-305 8 , _..,_�_ _ it 'I / _ • 2 99.G II 5 -- -- c----', � II 1 298.33 TYd " � � `... € .. EX, 8° SS � yo-- 24' PAVEMENT -- ------ I w 11 LF 1$RI PV I fff. - 294,57-(9W -' ---' /i CB t6, TYPE 1 sjO\ - - o- 1 • _ II N PRIVATE DRIVE a I SDR 35 Of� 301.0IE=298,64 (NEW N, S) ° EX. 6u ._ _._, _.. __ .-.....- _ _ l 1 I , �t;a5 10' $TbRM'EASEMENT PER BIOFILTRATION SWALE 1+c aaiil''r� 39 \ IE (EX:, 12") �• ° v\ 303. 55 STUB ,, t . ,P.LA1.8["ALTERATION REC. ° 1 r ° !3 O ° 11 i.'•'^► 1<5%' 152 : - & (13 4 LF X WIDE 1.211) «,, r, „ M1� J= SANITARY SEWER I , 'oc Y= :3;>.3 3Us. NOg. BA'1'i'T20�56 U - �� r 305 1 . EX. 6 3 .c (i >>..: 1.3/ �--i Il t ''U<�a; 91(�304 II;; a -- EXISTING > •♦ - � � 1 1 � w�� a T 11 , t. 4 %'� 1 ' - ---- 0 BE REMOVED • i .ry,x2n 1 II it {ti ` '�.=tJc j�,/ 5' SIDEWALK ------- -- - -Z`• , II i u T _ `A 11 0 � 1./. .- � rt\C I l ; 1 Gt1`` .\. / li lJ'} O II;( • E- �i I3p08 r ---- ==3n- 3; ==-a=- -- r' K X 111 =fir > LIGHT <I c �J ` • �O',,( u.. r � EXISTING HYDRANT TO BE+� EXISTING r t, X Tex ♦' X r, 4 <. = 05.3 5 U 1 I w rL J, `v. 'U7 . " 7 7 9, \i' 3 C, N ' 1 1. ABANDON AT THE SERVICE t1, . 3 s a i \ �T �.., 3., �s>.�. BUILDING MAIN AND DRANT SH LL,}BE ) v6 PVC FOOTING 51 23' DRIVEWAY EASEMENT " �iY C° 1; PER REC. NO. 8910031150 i. ' I C; ` �•;� I II ` _ '\,--'-'7j --`'' _,. SALVAGED fib TJ1E DISTICT. DRAIN COLLECTOR j ` I-}' ' IIII i - �- - ,, // v (SEE PLUMBING PLANS) �1 w zt Id 'jL'�, E: GB TO REMOVED i" W '� I Iii - -„r t'Y ° _--" II i ,; il I' W'i I IIy I N� -� :ROOK' CHEC#�`. /) �° ->-•._ - I ,+ 1 SAWCUT LINE, TYP. RIM=300.83 a I k ; -_,( IE=297.13 12" N DRAT 'ROOF DRAIN SYSTEM 1 ' 11% AM, TYP. 3 ) r (MATCH EX. GRADE) III �w _ I . _ ROOF N v . I w . a MA DE �'' J o 96.97 2' SE • n' 1 l I t Y in11 I119 0 ;t . // „ I 97.07 T fd) SEE PLUMB`r.G PLANS R.D.. cs' R 12 il I > - Uy,} TYP. �' FINISFj F,L`(7bR � 59 �F 12'-PV s�. -- CONCRETE \ r NEW SDCO x > .._� - n = 302.54 i .. iq ` >1>6 RIM=30'2.3 c, L ._--- - ..,.__-- - A....._ € ✓ _ \ \'_.%! :9 k ' Ut>.� ;t 111 IE =299.0 ° T o.a„ ��_ bGB #4, TYP d PROPOSED!' ` lll, , I I : I �/! ,I c` 82 LF 6 PVC FOOTING DRAIN r> -� I' a RIM=300.� DISCHARGE ®2% MIN. BUILDING 5 :> ; 1 ;�, __ - r; IE =79 I 1. 't> 3 EX. WATER �? it r _ -'t 1 i , K. s2 LF s� pvc ROOF F.F.- 302.E APPROXIMATE LIMITS 1 1' ; � , 1 ` �, VALVE DR81N COLLECTION ® 2W MIN. ° OF NA THE/FILL MATERIAL � '1 3, .,; r t r ' O I I �I ', r I I / , 1 / I ', £ O ... • y ,.. ;_. .: FILL ■ NATIVE' '" i nx t, , 3D I � , % ` 9 6 WIDE OVERFLOW SPILLWAY �, Id, I // ro NEW CONCRETE 8 PVC FOOTING cl I o ' EX. WATER oICI ° 1 I I 300.E HP n DRAIN COLLECTOR i N t `' VALVE MATERI�Lrl 301.0 WALK , (SEE. PLUMBING PLANS) I. ■ MATERIAL I 111a EX. FIRE PROTECTION ' III„ 1 I -1/___RIDGE V I$: i ___- ?, Ur= SERVICE VALVE .1 tp n a , '�., Fx KAH (TO BE REMOVED) ICI 1 .. i ^ I /_ -- Y >' r r. -` -I i v 30.? 1 1 ?' 25 a RIM=300.14 '1 li �I �� i IM-. 0. 6 P"C FOOTING ' ,.4_ > u�, �•5j °, ;` a l rI/ D Sv1.45 X ,. ■ �. 1 o I t � s~ 1 °s EX. HYDRANT - 9 ° '' R IE=293.32 (12" NW) ; i I l,'; � I I it// u - _ _..., �Q+`tQ OR '�. ;< > ; ' X ° s � II ��: 1: " g IE=294.89 (1211 NE) r. II I11 " Pj -- :'8 ?. ° (SEE PLJX"I G PLANS) 30 .5 s 3, 4 . 3 Oa I: k �' 43Q 3 l ; , ;,_ s_ . F._ 1 R M=301. _ EX. CB IE=294.75 (12" S) (12" PIPE W/ 8" INLET) I n I a <y I/ a ° °` Y w v °■ itn1, 23 ° ^, QJ u ;: IklCBB, TYPE 1 r. 1: 11 s.r' IE=296.90 15" W) IE=298.96 (12" VERT.) I: I - 6' r a ._ 1 28 I I} is^� i t m > is / it-_ r, „ !. S , , I 1 111 I- ,Nf-BEE1�IVE GRATE ` �, 3C11.5 ... ....... - ., •°. ° ,. ° �,�,:-, I t: €, `''�. ,� "• -"-,_ � 1.>c , IE=296.92 15" N S 141 I I //I O x' 1 f i l ) x RIM 292.97 7 ¢I ; r // NEW SDCO I , -, > 1 ( w Y ;� v�o; RIM=290.96 IE =289.87 O o:. a, 1 CB - EX.iI • 111 ' uy RIM=, 3U1.7 i' ..." - 'h.,>, - 1 0` _ __ t`' - 1 - 3, ° I i, X RIM 301 02 ____ c -- _ sy 1 \ \ , IE=286.48 15" N -=-;15 SD 6:1 EX `' 0 \: _ o IE=296.1_,9.- 15 SW _ ( ) ' BE REMOVED C 40 LF 12° PVC E_ I 1° IE=286.28 15" SE ;,.II SDR-35 0.5% ( ) �� _ 1p 08.33 TW 6 PVC FOOTING �2� \ 302.5 i ` �.\ ?�.3 IE 29�.12 IE-286.28 15 SE 292.97 CB 3, TYPE 9 DRAIN COLLECTOR ---'- rJ�.! 0,1It,RETE WALK �, , 1 _�, � � .� � ,.z I, � 1 � wl t\ IE 12 S RIM=300.0 (SEE PLUMBING PLANS), NLW CONCRETE WALK 301.5 • ��Ur d� �� IE.=295.36 0. P g -co;11, T1PE 'I f 01•� _ GB 2, TYPE 1 - EX. CB, TYPE 1 i ", ; \\ . _ f 107 LF R(M=300;0 R RIM=290.97 I / S •. , X \ ?1> 00.5 12" PVC S5 iv1=300.0 s = a: SDR IE-295.90' % IE=287.67 15" W ' '� IIN.pI s'> �, ..,s ys; S�- _ 59a 1.9% r 7% T t = 96.5/�-_�- ( ) - - „ 2G . 5� LF �., DR-35 ©O. _, _ IE=287.47 (15 ) yl 00.5 -- -c-� _ r::._- IE=287.87 (15 N) I �1 r 16% v '✓ w ��'� •' , I� I 301 .2 s., 1 '. S •La 301.0 - 13 LF 12" PVC -�'� a EX. FLAG PO LE -35 ® 0.5q S _ ----------- N I I„„ 2, .. ` ::, y ��✓< .�iv:j r: -�..�..9,�_�-E� ... ��... _ ... .r `•...1`r'.Y.'._ht _-"�c,y __:'t--+ <r ._v9. F.7 -.i-✓; ✓ `J>.-,r{ =---`�`t-,y t�P4°'"�<\ - �' t _-_. `)`u' .'>-` -11 -_'t-_l>- u_f">12° ,'Y�t-r _ _ _'•i•O ,jK• r, •'Fy',r�'•' 1.. Y�+�,,�9 �a'a, 1 r'� :,) "i',1 ,. G�__�LF 3620'y✓-"L1''129a98_ .< _- _ 8X16 STORM 5; 40N- ''V , , tv 3 ia- _"-- --� --------- >all v>,_ - - " " _ s ` FILTER VAULT -, z -- -_= °Y>:_- : 10 PACIFIC AI'µ .1 4E_ ` - n �. < u1: E . c> . € =iUkRETE RIM=293.04 EX. RAILROAD TIE = -- --- /:� ✓ .. / • fi 4g �" p a.< ---- - -r6 EftSEMENF PER 1iEC:.<• F r, 9urt;, ✓ 3c v- - d _ MONUMENT C) - r,sg r - 6.08 R=1150.00=16��l4 _ '' ° ------ - IE IN=289.84 RETAINING WALL ---_____ - - IE (OUT)=28954- I _ r N0:=90022iii3O -, = +, -- ,--- t ^ Y J 5- - -- 5. CO"C. WALE- ------------- ----5- SIGN - _ ----- - -900f100-ca===_=_'-- _- -- ,h , -__'-.- --------- __ r'. y� S _ - -- - .___ - --'I - - - - ---- --- - STREET LIGHT E=54.98 `'` a 5' CO - - - a - --------------- EX. __ __---- -- - NC. WALK ` � ``� '`y5 . =s EX CB 30' DRIVEWAY EASEMENT - - a y--- - - -- - - '' -' --------------------------4x--1'--RIM=300.98 PER REC. NO. 8910031150 EX. TELEPHONE R-35.00' - _ _ -=- - --- -- -- _ -- ------- -- ----- -- -- - - - --- - -- - - - - - EX. CONCRETE IE=296.36 (12" N) ------------------------------------------------ - ON 4' SQUARE � - � ---------------------- WOOD POST MANHOLE - - -- --- -- - - a NEW PEDESTRIAN MANHOLEPHONE MONUMENT Co _ - ----------------- -- "-- M4 Z• -- -' `t CONNECTION T UTILITY EASEMENT ---- W2 STAIRS PER PLAT & ALTERATION ______ - -- EW PEDESTRIAN ° - -- ----RECN ------ - -- EX. CB N 3 2 '00' E & 8910030400 20656--------- -�- - .. ----------- - EX. CONC. SIDEWALK - - TO BE REMOVED -- --------- - -- - ------------------------------------------ RIM=299.88 i IE=295 51 (12" SW) ------ o ---- 1ST WAY SOUTH --------- ti G A. 9 10 -- ----- - _ -- - 5 q 4.3 5 41 pF W A Sy/ o` J W Q W Q 0 Z 0 w W v CL U a a 2 m 0 o O z 0 q 00 0 U W rn I_ 0 Z Z WZ� W jQLd = 0 > I1.1 (O O J N W m L 0 N U Q z .�I 0 w m m N > P s O ad i m 0 o U ¢ O H N Z U S p N Of Zw rn uj Q J �z uj Ld N �m Q M N N O N 00 c5 w o N rn CIO0000 I I of ww Ln to Zy Z in � N APR 1 6 2C 4 ON2• Jy� sa> Qz 2 IW 2 � 1---------- - ------------ L� 28. 2 2' 4 _ t - - - ____-_ _____________ _____ - - __________________________________ - R=120-- - w - __ 37819 Q ^� - a§ �"� - PgFcl ST ER�� S7pNA L ENG z ci r o N 0 N a 04 U EXPIRES 6-23-04 TED r: \ , , vvv> \ 1 I ov 1 \engrneenng \ I i ov I-vm.uwg vote/ I Ime: vrr/ uo/ wvrr I rr: 114 z,cole: 1 =w Dwouosion xrers: z I 1 ov I -s,z I I ov I -t,z I I ov I-0,P01-1, STRUCTURE NOTES 1. THESE PLANS ARE APPROVED FOR STANDARD ROAD AND DRAINAGE IMPROVEMENTS ONLY. PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY OF FEDERAL WAY PRIOR TO CONSTRUCTION. DRAINAGE NOTES 1. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO THE PRECONSTRUCTION MEETING. 2. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH WSDOT 7-02.3(1). THIS SHALL INCLUDE LEVELING AND COMPACTING THE TRENCH BOTTOM, THE TOP OF THE FOUNDATION MATERIAL, AND ANY REQUIRED PIPE BEDDING, TO A UNIFORM GRADE SO THAT THE ENTIRE PIPE IS SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. 3. STEEL PIPE SHALL BE GALVANIZED AND HAVE ASPHALT TREATMENT #1 OR BETTER INSIDE AND OUTSIDE. 4. ALL DRAINAGE STRUCTURES, SUCH AS CATCH BASINS AND MANHOLES, NOT LOCATED WITHIN A TRAVELED ROADWAY OR SIDEWALK, SHALL HAVE SOLID LOCKING LIDS, ALL DRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION/DETENTION FACILITY SHALL HAVE SOLID LOCKING LIDS. 5. ALL CATCH BASIN GRATES SHALL CONFORM TO KCRS DRAWING NUMBERS 41, 46, 47, OR 48, WHICH INCLUDES THE STAMPING "OUTFALL TO STREAM, DUMP NO POLLUTANTS" AND "PROPERTY OF FEDERAL WAY." 6. ALL DRIVEWAY CULVERTS LOCATED WITHIN FEDERAL WAY RIGHT—OF—WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS TO MATCH THE SIDE SLOPE. 7. ROCK FOR EROSION PROTECTION OF ROADWAY DITCHES, WHERE REQUIRED, MUST BE OF SOUND QUARRY ROCK, PLACED TO A DEPTH OF 1 FOOT AND MUST MEET THE FOLLOWING SPECIFICATIONS: 4"-8" ROCK/40%-707 PASSING; 2"-4" ROCK/30%-40% PASSING; AND —2" ROCK/10%-20% PASSING. INSTALLATION SHALL BE IN ACCORDANCE WITH KCRS DRAWING NUMBER 51. 8. DRAINAGE OUTLETS (STUB —OUTS) SHALL BE PROVIDED FOR EACH INDIVIDUAL LOT, EXCEPT FOR THOSE LOTS APPROVED FOR INFILTRATION BY FEDERAL WAY. STUB —OUTS SHALL CONFORM TO THE FOLLOWING: A. EACH OUTLET SHALL BE SUITABLY LOCATED AT THE LOWEST ELEVATION ON THE LOT, SO AS TO SERVICE ALL FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS, DRIVEWAYS, YARD DRAINS, AND ANY OTHER SURFACE OR SUBSURFACE DRAINS NECESSARY TO RENDER THE LOTS SUITABLE FOR THEIR INTENDED USE. EACH OUTLET SHALL HAVE FREE —FLOWING, POSITIVE DRAINAGE TO AN APPROVED STORMWATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALL LOCATION. B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A FIVE —FOOT —HIGH, 2" X 4" STAKE MARKED "STORM" OR "DRAIN." THE STUB —OUT SHALL EXTEND ABOVE SURFACE LEVEL, BE VISIBLE, AND BE SECURED TO THE STAKE. C. PIPE MATERIAL SHALL CONFORM TO UNDERDRAIN SPECIFICATIONS DESCRIBED IN KCRS 7.04 AND, IF NON—METALLIC, THE PIPE SHALL CONTAIN WIRE OR OTHER ACCEPTABLE DETECTION. D. DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE SYSTEMS DESIGNED TO CONVEY FLOWS THROUGH INDIVIDUAL LOTS. E. THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE LOCATIONS OF ALL STUB —OUT CONVEYANCE LINES WITH RESPECT TO THE UTILITIES (E.G. POWER, GAS, TELEPHONE, TELEVISION). F. ALL INDIVIDUAL STUB —OUTS SHALL BE PRIVATELY OWNED AND MAINTAINED BY THE LOT HOME OWNER. STORM DRAINAGE OUTFALL RIP RAP SPECIFICATIONS * RIP RAP SHALL BE IN ACCORDANCE WITH SECTION 9-13 OF THE WSDOT/APWA STANDARD SPECIFICATIONS. RIP RAP TO BE REASONABLY WELL GRADED WITH ROCK GRADATION AS FOLLOWS: PASSING 8 INCH SQUARE SIEVE 100% OR MAXIMUM STONE SIZE 8 INCHES PASSING 6 INCH SQUARE SIEVE 40-60% OR MEDIUM STONE SIZE 6 INCHES PASSING 2 INCH SQUARE SIEVE 0-10% OR MINIMUM STONE SIZE 2 INCHES ** RIP RAP TO BE REASONABLY WELL GRADED WITH ROCK GRADATION AS FOLLOWS: MAXIMUM STONE SIZE 24 INCHES (NOMINAL DIAMETER) MEDIAN STONE SIZE 16 INCHES MINIMUM STONE SIZE 4 INCHES GRASS LINED SWALE SEED MIXTURE: PERFORM ALL CULTURAL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPES (CONTOURED). THE SEEDBED SHOULD BE FIRM WITH A FAIRLY FINE SURFACE AFTER ROUGHENING. FERTILIZATION - AS PER SUPPLIER'S RECOMMENDATIONS. DEVELOPMENTS ADJACENT TO WATER BODIES MUST USE NON -PHOSPHOROUS FERTILIZER. "HYDROSEEDING" APPLICATIONS WITH APPROVED SEED -MULCH -FERTILIZER MIXTURES MAY ALSO BE USED. SEEDING - APPLY APPROPRIATE MIXTURE TO THE PREPARED SEEDBED AT A RATE OF 120 LBS/ACRE. COVER THE SEED WITH TOPSOIL OR MULCH NO DEEPER THAN 1/2 INCH. URBAN APPLICATION KENTUCKY BLUEGRASS ADELPHI, BARON, OR FYLKING) CREEPING RED FESCUE PENNLAWN) PERENNIAL RYE CKIBY OR PENNANT) PROPORTIONS PERCENT PERCENT BY WEIGHT PURITY GERMINATION 30% 85 80 40% 98 90 30% 95 90 42" HIGH VINYL R4, CHAINLINK FENCE 5' MIN. 6' 7.5' 2' :PARKING OVERHANG S. 340TH ST. 300 3' TO 5' HIGH BLOCK WALL 61 FTLBOTTOM: WIDTH 295 3:1 SIDE. SLOPES - MAX. DEPTH=0.50' FINAL GRADE. IX. GRADE: ®SECTDN ® SECTION 2' BERM TOP EL, VARIES 290 _:. FROM1 207.0_TO 2975 (SEE PLANS);95% COMPACTION, MINIMUM DRY DENSITY PER ASTMD1557. SECTION A SCALE: 1 "=10' HORIZ.. 1 "=5' VERT. EXTRUDED CONCRETE CURB DETAIL NOT TO SCALE 2" (MIN.) COMPACTED DEPTH - CLASS "B" ASPHALTIC CONCRETE 4" (MIN.) COMPACTED DEPTH — CRUSHED ROCK BASE o a o o 10 -�, o o a . &yo o c 0 1 QCoPno, a c a 8o Q o$ ao o o C O NOTE: � GRAVEL BASE OR NATIVE MATERIAL REFER TO SOIL ENGINEER'S RECOMMENDATIONS COMPACTED TO 95% FOR SITE PREPARATION & ALTERNATE PAVEMENT SECTIONS TYPICAL PAVEMENT SECTION NOT TO SCALE / CENTER LINE / CHANNEL O 0 0 0 ( 0 00 00 0 00 O� ooc my z � )O oOO j O � 0 30 O O 0 O O 0 00( `J 0 o CH O O 100( OO o� i0 0 0 0 OY Y om i� o m PLAN VIEW SCALE: NTS z z m v_ 0 0- 0 REQUIRED DIMENSIONS 8' FOR ROCK LINING A+B 12' FOR RIP RAP SEE TABLE 4.3.6A PLACE ROCK 1' ABOVE CROWN BOTH SIDES CHANNEL FOR "A" <, 8' ONE SIDE CHANNEL FOR "A">,8' DISCHARGE PIPE FILTER FABRIC _ 0 `C7�— _ LINER UNDER ROCK VOR 2' ROCK THICKNESS SEE TABLE 4.3.6A SECTION VIEW A -A SCALE: NITS CULVERT PROTECTION DISCHARGE PROTECTION DETAIL NOT TO SCALE A.? F W 4 37819 GISTF.� W 0 Q Z Q C C0 C o O J 00 W ao 0 Z Z a _ W .IctV F- Z Y U m'' Z o° 1 r o z ^ LL O 0 0 0 U F— co (n ca O W Z Z W Z < W z> a L D t D .... O W r J O J N C'7 W m is 2 z 0 a C O O u N N Ul N m N Q N Q L m rd o of '21 m c 3 0 o 0 U 6 _ Ln C5 U z> 0 5of N a_j Z x 0 Z Q z E LLJ S Z Npo Q O N ONO 0 z- c� r rn CD Oo X Z N r Q I I wE z L0 L0 (.� Z F- �N w r I:. �+ 00 w �3 ISIVII 5 (n APR 1 6: � N sa GJ 2 Q z rW V1 m E � Z cO _ m L p U If File: P:\11000s\11301\engineering\11301—D1.dwg Date/Time: 02/11/2004 12:17 Scole: 1=10 ptaitano Xrefs: z11301—b,pot—t, EXPIRES 6-23-04 EX. CB uu,l j '`.,.. RIM=308.56 10 TEMPORARY CONSTRUCTION ENTRANCE uil TELEPHONE`\. >> It IE=304.38 (15" j gr J-BOX ``. PER DETAIL SHEET � ` tl IE=1304.38 (15" E I -- EX. _ - `r '•• _�; __� -__ �� 307.64 NO LID <. :\ RIM- � ) 11 o _ n:.: - 2 .. r ::y wII r o p o p :.......::- v / EX WATER _ '6'; VALVE _ 0 � _- --- 9 .. yr �:-. t.•;; EX. LOT II ' ° p �o° ° �_�... 0 11. z=' _{ - LIGHT } N 8• To d a -�.., . ..x = �. , 1188 307.(?�l2: 1 . fi s'`; > �8 R/W II ; .�' r �°0�O`.r .. E � . �O�Q j,°7�� `� ••_^... _i_=====_' -", � 16•252 �;y 3> � tl t, _`i, � t1 �� ,; IIUs tp 'i •. i� _______may-__ O o 0 0 0 1 ('`:Y'Z /,/ �1 �f-~f.' � p ,11,AUH -'' Iir a I Ili' � I I ' ': j '• , -__ EX. WATER LVE : , I ,;.: == . - I IN 4 X Q§ • IS g.: It t CONC PAD u; _ : ---- / TAR «. r s,. __ VA C% EX. WA l :•.. ,....... � __ _. _ .,� .,....., ;�• - .v.. LVE P OF 4 �Y3^ >. s ,''> cq' rr:, / GLARING LIMITS (TYCLEARING LIMITS @ P/L (TYP.) I •..ps (TYP•) III ,,-" Ii : , �_.r �1' .��f...1 / / ! / /% "sJ; 1?, , r :� e r 3i- � � it ' •-, t i ..... _ , / / r .. � � • - I t '.�J' ' �...... _ � ....... ` - :nt �✓,J `Y', BACK 0 �y - - _ - SIDEWALK _- _ / ; AD {t r; J 1 > r 1 -f I 1 l :Q _..r_- ..Y x' 't�......... __:...: p1j1'*{y' , 1' i° l I;I i ; ... li ,+•,...a .. t.: til. i - _ -. - - 'W _._ - - - lN.t.-.....: /� _- yk - .__. _.__ ...._. ; ... .. ....... . ... }y _.._ ___ ..__ ..__ 'F; .._.... ......_ ._.__ py' _- ._._. ...__ -__. 11 ........ ....._. Z.._.. "U `', _1, 1 11 i , ............... - --- -- 1 ~ -� - 11`; 1` 2Sr........ __.............._...__....__:. -- .. 1 BASINS NOTE 3 0 !~IN XI PAVED AREAS SHALL II <, . 0 0 1 r$3 EX. LOT 11 I 1I;1 i , I IJt : , c /, �,f 'fiJ .. It •-' r, } 11 ,1 6 ° I""' /, "' `' 306 .... t•• t BE PROTECTED WITH FILTER r TEMPORARY INTERCEPTOR SWALE 3�t I /, .. LIGHT 11 I C J ....... ,f •'.• � ....�''-�,•.. /i ,;T'-:--_4{_`.'.,... s .., . ..�,... Z.>S; � 11 '` "� BAGSINSTALLEDUNDER W/ ROCK CHECK DAMS s II t `:. ,%" /i j1J :L.. t w " 3 GRATE. x r, ;. � \ 1 a PER DETAIL SHEET / ru n' ' oy I. t' i. 1 it ,. "% • ` I 1 0 `\ n 11 . ,:,, .a �•"•"•....... EX CB IF z I ;%`' ,'/ ``, \\ \ \ RIM= 304.71 I 1 ; 11 r / 1i I11 7,k; �; IE=299.86 15" W) l PROVIDE FILTER BAG PROTECTION I I!;, ;F• S ALE I s IE=2p.184 15 E) I6I �: ! / EX 12 SD TO BE REMOVED ?\ \ l`,, \ t T`au�. k„f t l to kr a UNDER EXISTING GRATE t ; ; 1=29;9.0 , / I ; o �� r . ; 11 IE=2996J 12 N .............. /i/ \ \_ `� .,1..._ i '`t..%•%'' O,q I t , I; r r-r- .• 28°58'39' E 46' ""�y- r H• F.-• cn II„-_rC - ------------------- - - w------- - -- --�' , .' .•I is µ ------------ ' '`�� 24' PAVEMENT a;1 I!!' t C I irT- v' RIM=300.83 sLy 11 r ;s MOVED � -".,^ 79. � .. N PRIVATE DRIVE �o <., ,._ - - O O 0 si 11t„ c I" C /i IE=297.13 12 N) I H _'3 - EX: •.. 1 1 kl.. IE-302.0 1 � { .,- t� t II _ rr `� 1 o� •'R z _ / I r I :s t I - - r Cx , _ .. _. -...._....__.._.................................__........... -_ __............ _' II f. ..... ,121i NW)i`...,.5 .__.,. ... it .•:' i��•3� 1�'\1;' ', 111' i'11'I ___ IIII 1 .. ._. it r ... --- u I • t. r r .....�n,,,wwll.......�. .. •.�__�_,,,<.•.1 j•• t' `.` `\ly- -,�,1! i 1',1 :'•� fi �J''''''__.. I C I III D -.. -_. _ _ _ _ _ _ r ,::::. ' j337 :r'i 1 k __ _ r� ° f' x T:...r----'`--e..- --- --- 11 `i '� .,,:,-._s. 1 I; 111 , ,P `:Jt.; y•, ''I . � r .... .... ....... ��......;.s,._._ ,a t..�-.� is 1 .t 1 1 ; i ..._.......�.. ___...._. ................x.�i ..-;.ctv_,�I :,\, "'... --�__ {� q...SJ J'n .........:.::.... i t �. !1 11 `i �, - =r_ ',,,i\ x L.[t.71-?';-EXISTING I : , I I YORANT ��, .;_._. _-_ _.... i r' s - a<. If I tq r . -_.- 1� , ll f L•• •.. ��,'JI -" S .0 `:1�..Jd.:..... mmC:;,: �'.1'1��::..::... ,. 1 1 1 , INSTALL: ' -. .3 K,.y�/ - � �[ ^;! r ` ..\• ` .��_- q{�f.� 'Y,a,,� ( �'r3�` � .. :•)v.. l..l !1 1 �>'j It i , ,. `��$., • ! 1 'q`/�}"/" /•`• G.il•4 I" ,� -�� M% i I 1 q 'C`. 1 "v, --------- I, 'I, 1 \ !* , -%-- , __ - ii �,_a__ 11 , II I f 1 ----r ----- �__=_G--=-=-------- • '�`-------- ----------------------L'� _`�------- ----------------------- --- 1 ; SILT FENCE 1 MIN. INSIDE I ¢; ; I i; as,, } -- _� -=�. _ems-------------------- - �> ------ y --- -- - '' ?'s 3 s"v , fu ' // i r 3�-1-- -C 'Tj -- -4--- , 3�--------- '-�->--17---E- 3-1-d.•. _� PROPERTY LINE 1 1 > "y� r r t7s BUILDING 1�'; ; 6 // Jff • v �' y v 4 7,Xy C" O v7^i r$, t C J�?>\ v} 1 t n _ "I: JD EX ti�RA1.1.IdD D p D y EX. CB o j : ^, 11 l 1 p I j / �- ---- . 302. t3E ABANDONED AT THE v 33 2.5 D D p a}s i ; ` Y 6t i' oy c D EX. PQ R PI 1 1 t �> , SERVICE MAIN AND 14°IE oD o D ° VAULT ' ;;: 1 1 ,t '` 1'JI EX. WATER r` v II I I - EDGE OF o o ' 1 1 I / ; I y 1; (J, I I' I I rl /i -- _I I' ID HYDRANT SHALLbBE SALVAGED _ o { I ` ' t • i o _X. .CONCRETE D I�:1 . VALVE ...... �I ;f 1s - _TOTHE IDOTRICT. D OOTINGS i o p D FINISH FLOOR a // 1 u t [ D Y r - _.. WNCREfE SLAB 1 I II Y\ f / ;� jIp ' L....._ K, _---�- - EX. SDMH II„ ; I C ?>. / . l (J D I II i 1 q •t(i r . II„ i I tI is I I,1 `�•i__-' li v i V 'CD __---... ,� p C %'•�y i• I; ^, j, ••, p11 t i q •57t.1` n ' ,I ;,. , i �f p --�.�: D 3Q�.54. <:- I' RIM=300.14 11 «• // D FINISH FLOOR o Q IE=293.32 112:'NW) I ` a. II y B I I IGI ' � �. ' � 1F // ? ' t> LA v � �CCia v r i° W 1 I I;{ ' '' ` '' '// ' `t1 002 48 D - a� D o o EX. 2 POWER > i}•:.;, _- - _,1 ; '�1 ;, G RETE °S X. I:; IE=294.89 12 NE) t IL" I ; I ; D D D METERS D9E p » ,; 4 FH I IE=294.75 12 S) (12 PIPE W/ 8 INLEI)� �' I I j+ �_. v 6 •.,p - -- _i.`�5 1 I 1 tt °; •. i ' ' :t _ I �• I i. r f �____ � D ' :)r •� J j t 1, +$S", ... , ; '. 1 IE=298.96 12 VERT.) � It! r ; ; 1cp `CIS /i �---=� `'�• - fi �- � , o � CONC. EX 1 TO BE , D D r i 2' SD I��7��`,cr p o EX BE REMOVED ;;'moo;' :.�, EX WATER �p p'! p o p VALVE Ir 1 , � � G' 1 D LAB V I �� .g EX CB TO BE REMOVED F, l / / GRA Li CODE STRUCTURE $ D O K ,, EX. FIRE PROTECTION / o o I RIM=299.88 R429 1 t . SERVICE VALVE : i 4 A I II •i-. 1 • I'.i. It : 1 ......__ .. .......__... n ........... 1 D SW) ` n -g/ 1 ,•).;_�,-> ii,FJ ..,_..._ I' r Il- �%�� , v L.:....'.__.... `."_-_ _ _.__'_ {°.. •',�LN......_;"-_ t 1 `, 1 5 12" SW I '- O 1 I D « V I is ( 1 �. . yPl i 1 , /q t ., IE-295. 1 ( ) s, / RIP -RAP SL : PE 1 �_t�----------- �.._ - m _-_ „ y; >_ ? `.� EX. HYDRANT ( 1 1______________ i.45':-_..............................__.,.._.._.. ._.. q......_"___-.:.m..:a:.: r .a-- -----'- 1 .`i �oYt i ,_.;. Q y� ' I ., .-.._._J d 'V' I P 1 a`N„^, , ! ,j'., ',r`. 1 ,--_.....-- ' i 1 '_ VU/ tE PROTECTION '; ?----=� v, -----------------=� lI i f 7 Vie__ _saki �__- LI ' t i , _.. ._..- I ------------ - .... ------------- J _ r`-..-v.-.i~ jI a , ,`. n 3n. IC, I y-297.0 : yr --__.___ ______ �y�.. _ ____ _____________ _.._...._ _. f , r t 7 �_....'•-t._..,....., i I o� �' - ?vR' ?, :....r.,r, ,� `' ^ I �'.5'J '•S'6 _ -m1t-T i jj I 3 t . ,, ' ..t.. f: EX CB i i ,:) -''¢• it o......:+..._.............._-.-.. ... i �` K i t 1', , i i t l.r. ... .r.,,...,�,...F-..-_._�.. _ %'-�...... _�1 '�-_�'r`. a "'y'. -^''- is ,r 1 i i .�, _ o i I ,� ; it f .r i f__ I ,.•-.I....�.,...._.�...._i......�ij�m.. ..._..... 3rJV -._r...-I_� ..�� _....-...._...__..._....... ,I 1 t i <� % RIM 301 .23 , O II,'; ; : i � � ...... ........ ! `3�'2��-:?_-:_1.��:.�- f -_I 11. F i :.h `!s .-.q is �_.._�._i i i ;` I ji �l 1 ;• t1 `"r�r '^ _.. ._>f::PROVIDE FILTER BAG PROTECTION I'� ,�.......:. W : �-�:� _��: _� ='�I f ' ( '':F , 1 ' --•_t ' t�' �4;,11 , •, -�; 2IE=296.90 WI'it i�, . :'` t ^.. �` ^" _ca.-_:=.c.-_� f 1 jl<<�,��.x .c:_.. 1 1 � cUNDER EXISTING GRATE I II, �r _..:__...::.- >_ _.- ` , _-_-...... _...- _:.: - �- // - 5 IE 296 92 >� �15:: 1 N� I 1 i_! _ ��<" i . 2.... 1 .... EX. RAILROAD TIE I!; ' �' �:= 'A :-r TEMPORARY EROSION/ SEDIMENTATION POND f3o s 0 ......•..• 2. RETAINING WALL 3 ; �.,\ j 1 5'r '� ' 1 � •,• i r ' X..; BOTTOMEL=295 0 3:1 � ��•�` TOP L�299.0 � � •' °° :� 1 1 � ., ...,�. ' CB - 6 MAX W.S. ' EL.=298.0 r\ �; 9 >. 1 RIM-301.02 �; �a^ IE=296.19 15 SW) :� VOLUME=4000 CF I y EX. TELEPHONE ~ r"'� EX. TELEPHONE j a ' `- j c`" MANHOLE " ' �` 3:� ' IE=296.12 15" N) MANHOLE 'v ) . • Gr, 30 '_'--` 1 �_..x::��.��.,'�I11x��it`" '`' � `'` = IE=296.21 12" S " �, TEMPORARY INTERCEPTOR SWALE ;- ,� -' • W/ ROCK CHECK DAMS tt r y - ! 1�:�••. .. _ - ; 1• I SWALE EX. TREES TO REMAIN I- --•, i r� ,<� ,�. PER DETAIL SHEET J " - - i"LAG : s „ EX. STREET LIGHT- ��, - IE=297 0 � "- G ON 4 SQUAR ` _ -�, --- I - '' POLE- r: �Etit'. CMP 2 y` v _.. „ �:. _ ......... _ �f, POLE LA WOOD POST, x �(i90 8 y - �...::: _._..._. _�...._. _ g8 �� -3.: r _. w "G ALE I�„ j �--__ `-�`� � .. •• �J<` r'3� '7 �::" -\._.. .la .�-�••'�... Sx +` G •� ..-_ WF1LG .": , „1:'J «..... .:y'....... ............... ................ �:. ;:... i$' ....�.. ..+n' ..i$.. -_ :\ :c ` • •� N 36• �• __CQY(XrJ%rY70.77 . ��--�__ __ - .--NG.i `--. __ i=..T:.�C?-his...== = =1� J �_ u ' EX. CONCRETE A 6...........0 "1. -.. -- -__ _-- --- 1 5�.:11:`'?> a ;`zaF.s1 90 0�.00 /- .. RETAINING L=54.981 ''�:: % __�iv_D------v -------------- ;�y�..: „/ �, sc,. �; v ........ "'�s � - ---------g---- � > E R=35.00 > WALL - ---= - - - -_ :>-_.�; .... y ; i - as D - MONU�ENT� I - -- -<- - 6. = 0 0= 44 5 - ' - - - o-_-_----- frRARLI VERFLOWSP,ILLWAY Y r�'A NEW SEDIMENTATON POND BAFFLE 08 I R 150 0 �4 - -- - - I - - T-OP__- EL = - - - -- ' 0 � � Jq (PER K.C.S. W.D.M. FIGURE 5.4.4E) _-- _--- '�< o- �_-__- _ _ __ -- ---_--------- � D r- >.. -- - - SIGN --D-------= ��------- -0 __ --- -= ----- _______ .;.1 ' - - -------------------------- ---- EX. CONCRETE 31�EX. TREES TO REMAIN N 5' SIDEWALK MONUMENT o SILT FENCE 1 FOOT MINIMUM SIGN -_ - INSIDE 11392, - 24' PAVEMENT 2' PLANTER NOTE- EX. TREES TO REMAIN ---------- --------- N 36• •-� _ ----- - . 20 00' e INSTALL TEMP N.G.P E FENCE _----_-___ --- n T - zo 16' PLANTER ---.-- - - -- --- - AT_ DRIP__LIN-OF_TR€€S --TO- -�- - ti� was -- - - - - 1ST WAY SOUTH BE PROTECTED. -. 5 9 4.3 5,---------- - �4 �oF H. - _ -- r - - -- -�- _ _----- - - - _ PER DETAIL SHT. �.5�---- ------------- - - 200.0 - - I -- ------- _-_, pp 37819 U�/ N '`F F�/STER - ,_• 4v _ 24' PAVEMENT NNAL f EXPIRES 6-2' i Q IL J C a •Ncr rL Z^^'77 O OLL IJ W O O I_ I- Z IL a Q J U { L /W/^^ Z m O _ C0 ~ W z O O O Cl)00 Co O EE 0 Z W _Z = Q > W Q LLf O O > W r J N J ") m L LL 0 = U N CO N 0 N U > Q z Z o U `4 Y o 0 0 0 U Q 0 N = U'- U O zW V S to w X a z Q Zw w N gz (fl 0o d' Z N Q Z W C4 �z 00 APR 16 2004 G 6 oN/• J�wV Sb�� a_J 2 = Lu z 2 d r o qd j 0 L z a T y o " v P:\71000s\11301\engineering\11301-E1.dwg Date/Time: 04/08/2004 14:20 Scale: 1=20 bwollaston Xrefs: z11301-s,zll301-t,zll301-b,pat-t, EROSION/SEDIMENTATION CONTROL NOTES 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.). 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR FOR THE DURATION OF 2"x4" WOOD POST - CONSTRUCTION. ALT: STEEL FENCE POSTS 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH FILTER FABRIC MATERIAL ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS. 2"x2"x14 GA. WIRE FABRIC OR EQUIV. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES PROVIDE - 1.5" SHALL BE UPGRADED (E.G. ADDITIONAL SUMPS, RELOCATION OF DITCHES, AND SILT FENCES, .75" WASHED GRAVEL BACKFILL ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS. _ IN TRENCH AND ON BOTH 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE AND APPLICANT CONTRACTOR / SIDES OF FILTER FENCE FABRIC ON THE SURFACE MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS, SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G. SEEDING MULCHING NETTING PRELIMINARY T.E.S.C. NOTES AND DETAILS TESC TRAP -� BOTTOM EL=294.5 MAX W.S. EL=297.0 MIN. TOP EL=298.0 GRAVEL CONE STRUCTURE OVERFLOW EL=297.0 IE=294.5 - -_ EROSION BLANKETS, ETC.). FILTER FABRIC MATERIAL 36" WIDE ROLLS. U 1 USE STAPLES OR WIRE RINGS TO ATTATCH NOTE: 8. ANY AREA NEEDING ESC MEASURE, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE FABRIC TO WIRE. ADDRESSED WITHIN FIFTEEN (15) DAYS. FENCE SHALL BE LOCATED 2"x2"xl4 GA. WIRE 1 FOOT MINIMUM INSIDE 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM FABRIC OR EQUIV. PROPERTY OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. v ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. ?12. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31, ALL PROJECT DISTURBED AREAS GREATER THAN 5,000 SQUARE FEET THAT ARE LEFT UNWORKED FOR MORE THAN 12 - - - ... _-_ HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING COVER MEASURES: MULCH, BURY BOTTOM OF FILTER n SODDING OR PLASTIC COVERING. I I MATERIAL IN 8"x12" TRENCH I I 2 CG 13. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL I I O PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION 6' MAX ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN. 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (E.G. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. 16. DUE TO POTENTIAL EROSION HAZARD, CLEARING SHALL BE LIMITED ONLY TO THE MONTHS OF APRIL THROUGH OCTOBER, AND ONLY TO THOSE AREAS REQUIRED FOR CONSTRUCTION OF ROADWAYS AND UTILITIES, DURING THE MONTHS OF APRIL THROUGH OCTOBER. (PLAT STANDARD STRENGTH APPROVAL CONDITION NUMBER 7B). F1tTER FABRIC CRATE 17. PROTECT EXPOSED SOILS FROM WEATHERING BY WIND OR RAIN BY COVERING PILES OF SOIL HEERRE RE USED I ^PONDINCNOF WATER ABOVEWTl WITH TARP. (PLAT APPROVAL CONDITION NUMBER 7B). 7THE CATCH BASIN WILL NOT CAUSE 18. MANAGEMENT PRACTICES PROVIDING SIGNIFICANT TREE PROTECTION SHALL BE All TRAFFIC PROBLEMS AND OVERFLOW WILL NOT RESULT IN PROVIDED PER SECTION 22-1568 (c) (6)(a-g) OF F.W.C.C. CATCH BASIN II EROSION OF SLOPES. SILT FENCE NOTES A. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH CATCH BASIN CUTE SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 5-INCH NOTE: THIS MAIL IS y OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. SCHEMAM AMr aaEW IS SOW MOM THAT HAS A WL B. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE W"� 03 C.F. OF STORAGE. THE MUMS TO DEBATER THE STORED FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN FLIER ATE roll OLwATERRw ANBESEDIMENT. AN MA AW. AND CAN BE EAmr uAnrAalEO. SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). C. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE POs a0n011 AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. D. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE Makhtenance Standards STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES 1. Any accumulated sediment on or around the filter fabric protection atla8 be removed ABOVE THE ORIGINAL GROUND SURFACE. immedistely. Sediment shag not be removed with water, and all sediment must be disposed of as fib on -site or hauled off -she. E. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT 2. Any sediment in the catch basin insert shall be removed when the sediment has flied one - EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC ttdrd of the available storage. The filter media for the Insert shall be cleaned or replaced at SHALL NOT BE STAPLED TO EXISTING TREES. Nast monthly. F. WHEN EXTRA -STRENGTH FILTER FABRIC AND A CLOSER POST SPACING ARE USED, THE WIRE 3. Regular maintenance is critical for both forms of catch basin protection. tkOw many forms MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS of protection that fall gradually, catch basin protection will fail suddenly and completely If STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD not mWntaaned properly. NOTE E. APPLYING. G. THE TRENCH SHALL BE BACKFILLED WITH 3/4 INCH MINIMUM DIAMETER WASHED GRAVEL. H. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. I. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT FILTER FABRIC PROTECTION DAIL Y DURING PROLONGED RAINFALL ANY REQUIRED REPAIRS SHALL BE MADE LEAST IMMEDIATELY. NOT TO SCALE CONSTRUCTION SEQUENCE 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF FEDERAL WAY, THE APPLICANT AND APPLICANT'S CONSTRUCTION REPRESENTATIVE. CONTRACTOR SHALL NOTIFY CITY OF FEDERAL WAY PUBLIC WORKS DEPARTMENT (253) 661-4131 TO SCHEDULE MEETING. 2. FLAG CLEARING LIMITS. 3. INSTALL STABILIZED CONSTRUCTION ENTRANCE. 4. INSTALL FILTER FABRIC FENCE AS INDICATED ON PLAN. 5. INSTALL OFF -SITE CATCH BASIN PROTECTION. NOTES: 6. CONSTRUCT SEDIMENT TRAP. 1. CONTRACTORS RESPONSIBILITY / FOR MAINTAINING &CLEANING 7. CLEAR AND GRUB AREAS OF THE SITE TO BE ROUGH GRADED OR FILLED. THE APPROACH ON A REGULAR BASIS. 8. INSTALL INTERCEPTOR SWALES BERMS AND CHECK DAMS. / 2. IF DIRECTED BY THE CITY OF FEDERAL WAY ADDITIONAL QUARRY SPACES 9. ROUGH GRADE SITE AND INSTALL STORM CONVEYANCE SYSTEM AND MUST BE ADDED. RETENTION DETENTION FACILITIES. PROVIDE INLET PROTECTION WHERE INDICATED. / 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE 10. FINISH GRADE SITE AND CONSTRUCT ASPHALT PARKING AREAS, ACCESS DRIVES, PERMANENT APPROACH LOCATION. SIDEWALKS, CURBS AND GUTTERS. 11. COMPLETE SITE STABILIZATION IN ACCORDANCE WITH LANDSCAPE PLANS. 12. CLEAN STORM DRAINAGE OF ALL SEDIMENT AND DEBRIS. F MIN. 1 FOOT THICK 13. REMOVE TEMPORARY EROSION CONTROL FACILITIES WHEN SITE IS COMPLETELY TEMPORARY CONSTRUCTION ENTRANCE STABILIZED. NOT TO SCALE c� 419'v PROPOSED GRADE ® SECTION EXISTING GRADE A- 0 SECTION ,y1 30, NOT TO SCALE TESC TRAP EX. GRADE BOTTOM EL=294.5 ® SECTION MAX WS EL=297.0 MIN TOP EL=298.0 PROPOSED GRADE ® SECTION 15' TEMP. EROSION CONTROL TRAP SECTION NOT TO SCALE TENSAR GS-1 SAFETY FENCE OR EQUAL (BRIGHT ORANGE PLASTIC MESH) 10' � 14 GA. GALVANIZED WIRE ': r ;7-511-1 -1 II I I-i I L__1 i I1=_.I 1�:Ll 1-11 I h i u STEEL FENCE POST 6' HIGH MIN. NOTE: 1: CLIP FENCE TO GALVANIZED WIRE @ 5 FOOT ON -CENTER SPACING 2. WIRE FENCE TO STEEL FENCE POST TEMPORARY N.G.P.E. FENCE DETAIL NOT TO SCALE 1.0 �10 3' 3' SWALE ROCK CHECK FLOWLINE r DAM '0.5' MIN. 4�VKEY ROCK INTO SWALE 0.25' (MIN.) SWALE X-SECTION AT ROCK CHECK DAM SWALE MIN. 0.25' i �n 0 ROCK DAM X-SECTION ROCK CHECK DAM DETAILS NOT TO SCALE FILTER FABRIC 9 CATCH BASIN WITH GRATE q % PERIMETER SEDIMENT SUMP. 0 000° 0 C) o 0 '� o O� O� o oOo�o 0� (lc)O� n(0'S NOTE: o 1) DO NOT PLACE FABRIC UNDER GRATE 2) APPLIES W/ SUBGRADE WORK. ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING, WRAP GRATE W/ FABRIC MAKING WATER- TIGHT UNTIL FINAL ADJUSTMENT IS COMPLETE 3' APART MAX. SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. 3/4" OR LESS WA' ROCK FILTER OVER FILTER FABRIC -"-"''°"'N' W/ GRATE SUMP BURIED FILTER 8 TYPICAL FABRIC (4 SIDES) SECTION A -A C.B. SILT FENCE DETAIL NOT TO SCALE SWALE SLOPE CHECK DAM SPACING > 10% 1 50' TOP BERM EL = 299.0 EL.=298.5 ISOMETRIC PLAN VIEW 2"x2"x4"(MIN.) WOODEN STAKES, DRIVEN INTO GROUND 18" (MIN.) IN DEPTH. SLOPE�2:1 r I6" MIN. 6" DEEP 12" WIDE 48" MIN. CMP STANDPIPE OPEN TOP, CLOSED BOTTOM ENCASED IN CONCRETE F_ W 0 0 Q m m o: Z a W O Z ''0/'� v, W Y v a � ccZ c 6 1 r o z O LL O d' O O r O (30 CD 0 Z Z z D W z a W W O J cV 0 W m z z 3 10 YR WATER o o = 0 0 0 0 0 0 0.5' SURFACE In c N v N o W.S. ELEV.=298.0 x° 1 1/2" WASHED ROCK C o o GRAVEL CONE f w �i m WATER TIGHT SEAL �w a m a o o c� Zo I 2X o� ro m N N C C Y o �mo , 6" MIN. `q o m 2 12"CMP DEAD o a v 00 STORAGE IE=295.0 8"x8"x8" PVC TEE W/ 2'MIN -- RUBBER GASKET JOINTS 1" DIA. TYP., 40 HOLES MIN. O 10" O.C. PERFORATIONS SHALL BE LOCATED WITHIN GRAVEL CONE 8" RUBBER GASKET PLUG THE LIMITS OF THE _ �rn W/ ORIFICE DIA =3 1/2" 18" THICK CONC. BASE = c9 0 Uj i_m-r-rn-m_rir_m_m=m m_c' COMPACTED GRAVEL BASE 0 g N NOTES 2 POND BOTTOM N J EL=294.5 1. PROVIDE A RIPRAP LINED SPILLWAY, 6" MIN. ABOVE STANDPIPE OPEN TOP. X M z 2. A MULTIPLE PHASE POND SEPARATED BY PERVIOUS GRAVEL WINDOW MAY BE REQUIRED z < Z w TO CONTROL AND TRAP SEDIMENT, AND TO REDUCE DISCHARGE ENERGY. w N :5z 3. POND CHARACTERISTICS SUCH AS DESIGN VOLUME, INFLOW, OUTFLOW, MAX HEAD Q 1`0o N C o0 SHALL BE SHOWN ON PLANS. C- - 4. THE OUTLET PIPE SHALL BE A MIN. OF 8" IN DIAMETER AND OVERSIZED ONLY WHEN APPROVED. Do N � z z 5. INDICATE SEASONAL HIGH GROUND WATER ELEVATION. N Q I I w w 3. Z5Z In N N z - TEMPORARY GRAVEL CONE STRUCTURE V, 40 APR t 6 2U04 NOT TO SCALE N 0.•01V S 2 a f Sz �R w V � 2 ti �1 0( WASyx I v$1 CpN "``, tic 9 � x a� 4 �o r �o y 37819 F0lSTE`' E zCYi r AL ENS r rn 0 EXPIRES 6-23-04 le: P:\11000s\11301\engineering\11301-ED1.dwg Date/Time: 02/11/2004 12:22 Scale: 1=20 ptaitano Xrefs: z1 1301 -b,pat-t, File: P:\11000s\11301\engineering\11302—C1.dwg Date/Time: 02/11/2004 15:29 Scale: 1=20 ptoitono Xrets: z11301—s,z11301—t,z11301—b,pat—t, PRELIMINARY SANITARY SEWER AND WATERMAIN EXTENSION PLAN -E�305,48------- .50598 1, 2 S) VARIABLE WIDTH PRIVATE DRAINAGE 4; ,, I AND UTILITIES EASEMENT PER PLAT NF f "; ,:: ALTERATION REC. NO. 8910030400 f3x I, ALSO VEHICULAR AND PEDESTRIAN E)(. SSMH RIM=308.73 ------ ------ ----- DRIVEWAY PER REC. NO. 891003114 [E=299.2t ,x x rt 99.i9 ------ �-`Nlv_, NO 1J,)) EX. -------- --------- - 1`305-19 "2- SE I I TO REMAIN ------ EX. WATER ------ . . ...... _VALVE, --------- - S UGH . . ..... y FH EX. WATER LVE 1; ,!! sj X IN 4 EX. HYDRANT E.X. CB, T-PE 1 CONC PAD ... ........ ------ ------------ TO REMAIN RQ=-Z.099,20 OF:4) fltl I a - - - -7- 7-7-7-- %7"7" i=294.60 E) I I � EX. WATER E=294.85 "12" W) � r (i "I e � -5 % �(/ ,'`�3Y 6�" 1 �J � 7- VALVE w w ;w EX. SSMH Ty R: I - _PE T_ M.=299.05 EX. 10' WATERMAIN EASEMENT RIM=304.99 w E=295.61 PER REC.St�O� 9006220952 E=296.48 l6" 8: W) EX. SSMH IE=296.80 NL) �7, RIM=298.50 X> 11:2 7: IE=299.86 '15" W' IE N ff i ; I \,, % � I _� , \ �, 1, I.=3 RIM 01,7! A, DO B: W 28 82 8 IE=286.70 8" E EX' 10 "\5AN 'SEINER EASEMENT F.=299.84 �15` E) PE�'\REC :\JNO. '60010930, 6 N) Q'.-�WATER EASEMENT ju gn N �A` �; PER REC. NO. 9006220952 EX, SEWER STUB • PRIVATE Dk]VE------- l": I 5' SIDEWALK li; I If --------------- H, ------------ . ......... .. I VIE, Y ------ . . ....... ................ ........... . ... ..... IIGHT NEW 3Su I 1 RIM=302.9 1-1/2- DOMESTIC RIM=301 83 23' DRIVEWAY EASEMENT r Iw/ l _�'JE=287.3*4 �8* S PROPOSED BLD E =294.2± WATER SERVICE k " EX. HYDRANT AND METER PER REC. NO. 8910031150 JE-287.44' 8 TO BE ABANDONED F.F.-302.5 REMOVE PORTION AT THE -SE E.-MAIN AND-- INSTALL V.:Lf1 I It I, ;� 1*11 1 1 ----OF EX . . .......... \ 11 f THE HYDRANT BE 1-8wx8w TAPPING SLEEVE LU SALVAQED�TO THE DIST. NOTE: CONTRACTOR SHALL It CONIC. BLOCKING EX. SQMH DETECTOR CHECK D.I. (CL 52) FIELD VERIFY LOCATION, 48 LF8 SIZE ARET'IE-OF E ASSEMBLY PER IE=293.32 02" NW! -EX-;- SAN. SEWER STUB PRIOR TO PLAN No. B-19C IN VAULT (5' LONG x 4 1/2' DI iE=,294.89 ('12' NE, M1 !E=294,75 (12r' S) (12" PIPE 1.11 8" INLEf f INSTALLATION OF SIDE 11 SEWER. NOTIFY ENGINEER WIDE x 5 1/2' DEEP) AND 11. : iE=2CS.96 III>' tv"ER1.) IMMEDIATELY IF ANY 4" PVC SUMP DRAIN it DISCREPANCIES EXIST. it EX. WATER IE=294.0± VALVE EX, -_B 1 NOTE: DDCVA TO BE E)(. FIRE PROTECTION R110=299.88 ;LOCATED INSIDE BUILDING SERVICE VALVE It_=295.512" . Ctk) ...1 atk . ....... . .. .......................... _1 (......... . . . . . . EDL HYDRANT EX OE EX,. 2 POWEfR il�i RIM=290.96 r TO REMAIN It . .... EX, ca !E=286.48 ('15" N) \ IE=286,28 (15' SE) \4 R4.1 1.23 t. JE=296.90 (15" W'� 400' EX. RAILROAD TIE RETAINING WALI X. SSMH E 61 RIM=291.59 IE=276.19 (8: W) 121 LF 4�" PVC SDR-35 0 1.0% MIN.. ...... .. ..... M EASEMENT PER IE=276.49 ktJ N) IE=275.99 (8- SE) --PLAT & ALTERATION REC. I NOs. 8011120656 �Xi q�, z_X, AG EPHONE IL --- ------- EX. TEL i _1 qk MiLt ------------- - - - ----------- - �1' SIGN F.X. TYPE r-------- --- E=287.67 (15" W) _-150.00A.IW4V 0 _7 -------------- MONUMENT & ------ ---------- -------------- 7 15 S) -- ------- - SIGN ---- !E.=287,4 --------------- N ---------------------- -- --------- ----- �T I ----------------------- 30, DRfVEWAY EASEMENT = --- - --- ------------ C4f2-_'k7:-87 NN �F. I, I I - ---------- ----------- ---------- :� ------------------ -- -- ------------ 3500'Izz:z- _L ------------------- PER REC. NO. 8910031150 REiANIN"' -------------------------------- I 10' PACIFIC NW BELL LK EASEMENT EX. IIELEPHONE EASEMENT PER REC, --- ---- k STP F." I '�VALL v UU; C14 5' SIDEWALK DN 4" SG' ARE 1. D ------ PER PLAT & ALTERATIOWNH(ALE -J NO. 9002271130 ----------- 24' PAVEMENT PLANTER ---------- ,,u) pos, 1119L� ------------ -------- REC. NOS. 8011120656 - - - - - - - - N 3_6iW�OVC & 8910030400 ------ --------------- 16 1 PLANTER ------ t�$TWAY -SOUTH ---------- ------------ ----- - I- --------------------- ------------ WAY SOUTH ---------------------- ------ -4 L61394-3 ----------- - ------------ ---- A . -------- ----------------- R. 1200-00 ------------ -- ------- --------------- - ----------------------------------------------------- ----- C14 at 1w - 24' PAVEMENT _w w _w _w w - - - - W -w w Z W _j W U) Z >- 005 cc z < W x Z W (A z < M ct w a w q: M a- z O 0 d' 00 0 0 W OD Z Z CJ) Cj) 0 w - w I- (5 Z Z F- w _r z D CO) w z < > C) > z La :3 D 0 > w Cj) 0 04 W V) M L I 0 0 0 z O O 0 0 > 0 < 0 _E3 CD 0 z O 0 Ld V) LLI x a:D M9 :z < LLJ LL: Z LLJ :5 :2 EN Pf) C14 CN z C3 C*4 00 00 04 1`1 z 5; 72 (3) CD 00 2E LLl LLJ LO LO Rq%W1 N 00 UJ -AW�nn/6 5; E E5 3 M z V) ol File: PA 11 000s\ 11301 \engineering\ 11301 -SW_dwq Date/Time: 04/02/2004 10:17 Scale: 1=30 bwolloston Xrefs: zll301-s,zll3Ol-t,zll3Ol-b,pat-tI