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HomeMy WebLinkAboutDOT SR-3 Approach Permit see 12321-34-00010 - RAP Application - 1/22/1996 2"�,911111�NING - DEVELOPMENT REVIE'r! - ATENTION: ROAD APPROACH PERMITS Application for � Washington state PP �I/ Department of Transportation ', Access Connection `elepncr,e: (206) 357-2667 * ? ", r Department Use Only 'ttenticn: 14SDOT , Dist. 3 r99g' 5720 Capitol Blvd. P.O. Box 4-7440 Olympia-, WA 98504-7440 P-eacohcaticn ccnceptual rewev✓? D Yes D N/A ("A Nonccr 35�' 2�169 h .crm,ng ccnr.ec:,on? D Yes D No Category I (Minimum Connection) Category II (Minor Connection) D S 50 Field(agricultural), fores: 'ancs unlity ccerar•cn arc maintenance D 51.000 Less than 1,000 AWDVTE D S 50 Res,cential dwelling units (ue :c '.C) ,.,.i;z:rg a single ccnnec::cn point' D $1.500 1.000 to 1.500 AWDVTE D S 50;0 Other .vrh 1CC AWDVTE cr less D S 250 Fee per acdinonal ccnnec:!cn cc—, • S 5C Fee cer acc:t!cnai connec:;cn ccirt S50 cer unit Category III (Major Connection) Category IV (Temporary Connection) A Sz2.5C0 1,500 :o 2,500 AWDVTE i D S 1C0 Base fee per connecticn D S4,000 Over 2.500,AWDVTE D S1,000 Fee oer acditicnal cerrectTTcn c . D Irciuces Mecian Oeening State Rcute No. SR—3 County M Also q elite Post 27,(o Sec. 21 Township 23 Ncrh: Range 1 West/�z<V PJ `Ees :re amC r: of S 2, JroC) (ceri:f;e:: crec< cor ., r.ey crcer) are ca.-- -.erewi:n to defray the basic aenminls:rative expense nc!cent :ne accessing cf ,h;s aepicarcn accorc;nc :o 463-51 WAC, Chacter 47.50 RCW and/cr Chapter 47.32 RCW anc �r en:S :herEi Tr r,e acc;:ca 'Ur,r.Er aes .-o cay acolt:cnai _~nuns as snail be ciilec. •:f ary, ;n re!ncursement ct .^.e .-a, cs.s of:re 1 i6Dar-,mer.. Checks or money orders are to be made payable to "Washington State Department of Transportation." -e sL=r :s sale acckca:;cr anc ac--ee,s :re ccrcltions as set for-,h. 5TEPiiF—w SoH��f�1 SACK ::SA scA -cciicant ;Owner, etc.) For Consultant Use Only N E. '701 M\SSjo1A CREEK RD .ccress pL mplc- ENl-ZWEERI►4Ct ConsuiUng Firm BE.i_FBI R, V4A 985za ty, S:a:e.Z:c Ccce 34-77- NW M ROIJ 5T. Address 360-2.75- 073q / 36o -Z�15-5q-Op -�!Ecrc,-c 5IL\J ERDALE11 WA 98383 City, State. Zip Coce -cc,; -ant Au:n r,zec Signa'- re 360— (o98-1-7i63 Teleph fe 5 TEP}AE� So�Nsot� rtcr Tyce Nar~.e X �f�rhi e� /pc,J - Ccnsu,: n resen:anve e MIcHAEL F. 1NIAE.K/ P. E. X 9OO Pant or Type Name 'ra! Tax I D No. or Soc:a+ Seemly No PROTECT MM1AAG.EK Ca ee :h s I8 c a y o4lAPR1 L. 1 9S" Title f7 ?a.c C4X -2 OL YMPIC ENGINEERING 3472 NW Byron St., Suite 202 (360)698-7769 Silverdale, WA 98383 FAX 698-6427 TRAFFIC REPORT for the Proposed SCHNECKLOTH PROPERTY SR-3 APPROACH PERMIT Mason County, Washington Prepared for: Jack Johnson P.O. Box 1119 Belfair, Washington 98528 (360) 275-5400 (fax) 275-6400 Prepared bv: of wasy���' Olympic Engineering �► 3472 NW Byron St., Suite 202 °� y Silverdale, WA 98383 (360)-698-7769 :� 23660 �v4 � ISTET '� April 18, 1995 ssIOMAL 93-502 EXPIRES 07/13/95� SCHNECKLOTH PROPERTY ,April 18, 1995 Traffic Report r TABLE OF CONTENTS Page TAB-1 CATEGORY I INFORMATION 1 1. Property Uses 1 2. Development Traffic Information 1 3. Site Plan/ Connection Location Information 1 4. Connection Design Information 2 5. Joint Driveway Use 2 CATEGORY II INFORMATION 2 1. Category I Information 2 2. Traffic Data& Analysis 2 3. Connection Users 4 4. Traffic Control Devices 4 5. Sight Distances 4 6. Engineering Seal & Signature 4 SUMMARY 4 TAB-2 1985 HCM: Two Lane Highways, LOS Calculation A.M. & P.M. 1 1985 HCM: Unsignalized Intersection, LOS Calculation A.M. 2 1985 HCM: Unsignalized Intersection, LOS Calculation P.M. 4 ITE Development Traffic Summary 6 State Highway Hourly Traffic Summary 7 State Highway Traffic Growth Summary 8 Intersection Turning Movement Summary 9 Left Turn Storage Guidelines 10 Left Turn Storage Length 11 Right Turn Lane Guidelines 12 ITE Trip Generation Chart, GENERAL LIGHT INDUSTRIAL (110), ADT 13 ITE Trip Generation Chart, GENERAL LIGHT INDUSTRIAL (110), A.M. Peak Hour 14 ITE Trip Generation Chart, GENERAL LIGHT INDUSTRIAL (110), P.M. Peak Hour 15 Vicinity Map/Traffic Count Locations 16 Commercial Approach- Single Approach Type D 17 Right Turn Lane 18 Level-of-Service (LOS) Classification Descriptions 19 SCHNECKLOTH PROPERTY ,April 18, 1995 Traffic Report CATEGORY I INFORMATION 1. Property Uses: The project proposes to construct a new commercial approach from State Highway 3, in Mason County northeast of Belfair, to support a 35 acre development. ;Existing-Property Use: Rural Timberland/Large Acre Residential Proposed Property General Light Industrial Parcel Size: 35 acres 2. Development Traffic Information: Estimated average weekday vehicle trip ends (AWDVTE) were calculated from the Institute of Transportation Engineers TRIP GENERATION, 5th Edition; see Tab-2, Page-13. Since there are currently no conceptual site plans available for the development, all traffic calculations are based on acres of development area. For calculation worksheet, refer to "Development Traffic Summary", Tab-2, Page-6. Development Category: General Light Industrial (110) AWDVTE by Fitted Curve: 1,741 3. Site Plan /Connection Location Information: a.) State Route Number: SR-3 State Route Milepost: MP 27.6 State Route Engineer's Station: STA 382+00 b.) Adjacent Approaches and Intersections abutting Property: (see attached Drawing Cl) c.) Highway Pavement Type: Asphalt Concrete Pavement d.) Highway Cross-Section: (see attached Drawing Cl) e.) Highway Posted Speed Limit: 55 mph f.) Distance to Intersections & Railroads: (see attached Drawing C 1) g.) Locations of Approaches within 1320' of Proposed Approach: (see attached Drawing Cl) Tab-1, Page-1 SCHNECKLOTH PROPERTY April 18, 1995 Traffic Report 4. Connection Design Information: a.) Approach Profile, Turning Radii, C/L Angle: The approach configuration conforms to Commercial Approach criteria, Figure 920-2a, WSDOT DESIGN MANUAL, attached in Tab-2, Page-17. The proposed approach configuration is shown on the attached Drawing Cl. b.) Drainage Plan / Calculations: Not applicable. Approach drainage will be directed away from the State Highway. An approach culvert will be installed to carry ditch drainage from the highway under the new approach. 5. Joint Driveway Use: Not applicable. CATEGORY III INFORMATION Recent traffic count data for SR-3 in the vicinity of the project was provided by WSDOT at four locations. The locations and information provided at each site is shown on the Vicinity Map, Tab-2, Page-16. The traffic count information at the Kitsap /Mason County line was used for ADT and DHV data for traffic calculations at the project site; vehicle axle distribution information was derived from the traffic count at the Belfair City Limit. 1. Category I Information: (see Tab-1, Page-1&2) 2. Traffic Data & Analysis: Since SR-3 is the only major access route to and from the project location, all traffic analysis is focused on SR-3 in the vicinity of the proposed approach. No off- site analysis of other roads and intersections in the vicinity is warranted. a.) Vehicle Turning Movements (present& future): Estimated average weekday vehicle trip ends (AWDVTE) for turning movements were calculated from the Institute of Transportation Engineers TRIP GENERATION, 5th Edition: see Tab-2, Pages 14 & 15. For calculation worksheet, refer to "Development Traffic Summary", Tab-2, Page-6. Existing: None, existing private approach not in use Proposed: AWDVTE A.M. Peak Hour, by Fitted Curve: 250 AWDVTE P.M. Peak Hour, by Fitted Curve: 278 b.) Level-of-Service Impacts: Level-of-Service (LOS) classifications were calculated according to the criteria of the HIGHWAY CAPACITY MANUAL SPECIAL REPORT 209, 1992, of the Transportation Research Board. For descriptions of LOS classifications, see Tab-2, Page-19. The mainline LOS was determined using Two-Lane Highway criteria, Chapter 8 for both the morning (A.M.) and afternoon (P.M.) traffic peak. Current LOS classification for existing peak Tab-1, Page-2 SCHNECKLOTH PROPERTY .April 18, 1995 Traffic Report hours is as follows. The calculations form is attached as Tab-2, Page-1. A.M. Peak Hour: LOS-D P.M. Peak Hour: LOS-E Turning movement LOS for the proposed intersection was determined using Unsignalized Intersection criteria, Chapter 10. The calculation form is attached as Tab-2, Page-2/3 for the morning peak hour; and Tab-2, Page 4/5 for the afternoon peak. Turning movements "in" and "out" of the proposed approach are based on the recommendations in the ITE TRIP GENERATION. Turning movements are further delineated into NB and SB by the directional split of traffic on SR-3 for the subject peak hour. Turning movement LOS diagrams are included in the Turning Movement Summary, Tab-2, Page-9. The deficient turning movements from the proposed intersection, according to the LOS calculations are left-turn from the intersecting road in the A.M.; and the left and right turns from the proposed intersection in the P.M. In addition to HCM LOS calculations, turn lane warrants were investigated using diagrams from the WSDOT Design Manual. Channelizations Warrants. Figure 910-6: both A.M. & P.M. meet channelization warrants (Tab-2, Page-10) Channelization Storage Lengths. Figure 910-7c: A.M. = 200 feet P.M. = 100 feet (Tab-2, Page-11) Right Turn Lane Guidelines, Figure 910-10: A.M. = Right Turn Pocket P.M. = Right Turn Pocket (Tab-2, Page-12) c.) Traffic Signal Data: Traffic signal warrants were not investigated due to the rural nature of the highway. d.) Parking & Circulation: Internal: No conceptual site plans have been created for the development at this time. All parking will be internal to the project. Adequate storage length will be provided at the approach road to allow efficient circulation of traffic within the project. External: There will be no external parking. All parking for the development will be located within the project. Tab-1, Page-3 SCHNECKLOTH PROPERTY April 18, 1995 Traffic Report e.) Off-Site Improvements: From the traffic calculation it appears that channelization is warranted for NB SR-3, and that a right-turn pocket is required for SB SR-3 at the proposed approach. Separate right turn and left turn lanes for the approach would reduce storage requirements of the approach road. £) Traffic Control Plan: All traffic control for improvements along the State Highway shall be in accordance with WSDOT Standard Plans for Traffic Control and MUTCD Standards. 3. Connection Users: The two parcels (Parcel-1 & Parcel-2) shown on the Channelization Plan, Drawing C1, are the only parcels which will have access to the proposed approach. The railroad grade precludes any properties from the south from having access to the approach. Properties to the north and west of the project site have access through private roads to SR-3. 4. Traffic Control Devices: Since the proposed approach will require channelization of SR-3, and since the nature of the development will create traffic flows mostly during daylight hours, it appears that illumination is not warranted according to criteria provided in the WSDOT TRAFFIC MANUAL. 5. Sight Distances: The vertical curvature of SR-3 in the vicinity of the proposed approach contains a crest vertical curve, changing from flatter grades from the north to a 5% downhill grade to the south. The length of the vertical curve limits the mainline sight distance to 460 feet, slightly below the stopping sight distance criteria for 50 mph design. Turning sight distances from the proposed approach are: sight distance to south, for NB turn: 750 ft, the crest vertical curve limits the sight distance. sight distance to north. for SB turn: +2,000 ft The recommended sight distance as per figure 910-4 of the WSDOT DESIGN MANUAL is 1,030 feet for passenger vehicle, single unit truck, or WB-50 truck criteria. 6. Engineering Seal & Signature: Drawing C1 and Traffic Report are signed and sealed by the design engineer. SUMMARY Traffic volumes on SR-3 are significant, with level of service ratings well into the LOS-E classification for the P.M. peak hour. At a growth rate of 4.11%, the P.M. peak hour flows approach capacity within 6 years. The traffic vehicle trip ends produced by the proposed Tab-1, Page-4 SCHNECKLOTH PROPERTY .April 18, 1995 Traffic Report development are not included in LOS calculations for the mainline SR-3; since they appear to be within the normal expected traffic growth for the roadway. Due to the traffic volumes, every attempt possible should be used to provide a safe and function approach intersection. The crest vertical curve in the highway near the proposed approach location creates a problem in providing recommended turning movement sight distances from an approach in this vicinity. An existing approach at STA 384+40 (200 feet south of the proposed approach) provides better turning movement sight distances (1,250 feet to south, +2,000 feet to north). However, channelization widening from the south can not begin until after the railroad underpass; and construction of the new approach at this location would require channelization widening on both sides of SR-3, or modification of the channelization tapers and storage lengths. Approach locations further to the north of the proposed location at STA 382+00 have significantly reduced sight distances to the south, since the full effect of the crest vertical curve comes into play. The approach would need to be moved to near STA 372+00 to provide the minimum recommended turning sight distances in both directions; however the topography in this vicinity is not conducive to the construction of a functional approach to the subject parcels at this location. The channelization plan, DRAWING C1, for the proposed approach provides full channelization widening to the north and the south. Since the approach is basically a "T" configuration, the channel to the north is not required; however it is proposed to construct the northern channel to provide left turn movements from the approach to use the area as an acceleration area for merging to the northbound lanes, due to the limited sight distances available to the south. A full right turn lane is proposed even though the warrants suggest that only a right turn taper is required. (WSDOT DESIGN MANUAL Figure 910-10, Tab-2, Page-12). A left turn storage length of 150 feet is proposed. Figure 910-7c of the DESIGN MANUAL indicates that a 200 foot length is warranted for the P.M. traffic, and 100 feet for the A.M. traffic (Tab-2, Page-11). Applying the 200 foot length places the approach further to the north, and likewise further reduces the turning sight distance to the south. c\p\93-502\docum ent\traffi c.doc Tab-1, Page-5 1985 HCM: TWO-LANE HIGHWAYS, LOS CALCULATION A.M. & P.M. FACILITY LOCATION. . . . SR-3 ANALYST. . . . . . . . . . . . . . MFW TIME OF ANALYSIS. . . . . DATE OF ANALYSIS. . . . . 04-11-1995 OTHER INFORMATION. . . . SR-3 MAINLINE LEVEL-OF-SERVICE CALCULATION A) ADJUSTMENT FACTORS ------------------------------------------------------------- PERCENTAGE OF TRUCKS. . . . . . . . . . . . . . . . . . . . . . . . 3.1 PERCENTAGE OF BUSES. . . . . . . . . . . . . . . . . . . . . . . . . .3 PERCENTAGE OF RECREATIONAL VEHICLES. . . . . . . . . 3 .4 DESIGN SPEED (MPH) . . . . . . . . . . . . . . . . . . . . . . . . . . 50 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . .83 DIRECTIONAL DISTRIBUTION (UP/DOWN) . . . . . . . . . . 34 / 66 LANE WIDTH (FT) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 USABLE SHOULDER WIDTH (AVG. WIDTH IN FT. ) . . . 5 PERCENT NO PASSING ZONES. . . . . . . . . . . . . . . . . . . . 0 B) CORRECTION FACTORS ------------------------------------------------------------- ROLLING TERRAIN E E E f f f LOS T B R w d HV --- ----- ----- ----- ----- ----- ----- A 4 3 3 .2 .96 .91 .85 B 5 3 .4 3 .9 .96 .91 .61 C 5 3.4 3 .9 . 96 .91 .81 D 5 2.9 3 .3 .96 .91 .83 E 5 2.9 3 .3 .98 .91 .83 C) LEVEL OF SERVICE RESULTS ------------------------------------------------------------- SERVICE LOS FLOW RATE V/C --- --------- ----- A 313 .15 B 517 .26 C 835 .42 D 1256 .62 E 2005 .97 A.M. INPUT VOLUME(vph) : 961 P.M. INPUT VOLUME(vph) : 1351 A.M. ACTUAL FLOW RATE: 1068 P.M. ACTUAL FLOW RATE: 1628 LOS FOR A.M. CONDITIONS: D LOS FOR P.M. CONDITIONS: E Tab-2, Page-I 1985 HCM: UNSIGNALIZED INTERSECTIONS, LOS CALCULATION A.M. IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 50 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . .9 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 150000 NAME OF THE EAST/WEST STREET. . . . . . . . . SCHNECKLOTH APPROACH NAME OF THE NORTH/SOUTH STREET. . . . . . . SR-3 NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . MFW DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 04-11-1995 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . OTHER INFORMATION. . . DEVELOPED TURNING MOVEMENT, 05/25/94 @ 6:45 A.M. INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 18 -- 164 0 THRU 0 -- 698 263 RIGHT 7 -- 0 61 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 2 -- 2 1 ADJUSTMENT FACTORS --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND 0.00 90 65 N WESTBOUND ----- --- --- NORTHBOUND 0.05 90 20 N SOUTHBOUND 0.05 90 20 N Tab-2 Page-2 VEHICLE COMPOSITION --------------------------------------------------------------------- SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- ------------- EASTBOUND 5 2 0 WESTBOUND --- --- --- NORTHBOUND 5 2 0 SOUTHBOUND 5 2 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS EB 6.30 5.80 0.00 5.80 MAJOR LEFTS NB 5.40 5.40 0.00 5.40 MINOR LEFTS EB 7.70 7.70 0.00 7.70 CAPACITY AND LEVEL-OF-SERVICE --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET EB LEFT 21 92 75 75 54 E RIGHT 8 719 719 719 710 A MAJOR STREET NB LEFT 195 755 755 755 560 A Tab-2 Page-3 1985 HCM: UNSIGNALIZED INTERSECTIONS, LOS CALCULATION P.M. IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 50 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . .9 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 150000 NAME OF THE EAST/WEST STREET. . . . . . . . . SCHNECKLOTH APPROACH NAME OF THE NORTH/SOUTH STREET. . . . . . . SR-3 NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . MFW DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 04-11-1995 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . OTHER INFORMATION. . . DEVELOPED TURNING MOVEMENT, 05/26/94 @ 4:45 P.M. INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 81 -- 13 0 THRU 0 -- 463 888 RIGHT 158 -- 0 26 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 2 -- 2 1 ADJUSTMENT FACTORS --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND 0.00 90 65 N WESTBOUND ----- --- --- NORTHBOUND 0.05 90 20 N SOUTHBOUND 0.05 90 20 N Tab-2 Page-4 VEHICLE COMPOSITION --------------------------------------------------------------------- SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ----------- ------------- ------------- EASTBOUND 5 2 0 WESTBOUND --- --- --- NORTHBOUND 5 2 0 SOUTHBOUND 5 2 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS EB 6.30 5.80 0.00 5.80 MAJOR LEFTS NB 5.40 5.40 0.00 5.40 MINOR LEFTS EB 7.70 7.70 0. 00 7. 70 CAPACITY AND LEVEL-OF-SERVICE --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET EB LEFT 94 61 59 59 -35 F RIGHT 183 294 294 294 110 D MAJOR STREET NB LEFT 15 337 337 337 322 B ' Tab-2 Page-5 co Co co LO CC) 04 w CL 0 E M 04 CD Lm X, m q IC2 0 uj CL 0 0 0) x LJ C4 LO LO C14 04 -6 co w z Z3 co >< LLJ 0 0 < L) cc Lo C, < Cl) Cl) LLJ Cl) < cc r� ce) < < w U) < CO Lu U— 1<1 LLJ OZ F— O IL U, Z Z, ZO LLJ a. ' X 00 '0 a. > 0 w 7: LIJ ui z LLI w > 0 0 Ljj LU z z Z < 4t ui LLJ L) P\93-502\TRAFFIC\HOURLY.XLS STATE HIGHWAY HOURLY TRAFFIC SUMMARY EXISTING SR-3 AT KITSAP/MASON COUNTY LINE PROJECT: SCHNECKLOTH PROPERTY I ICLIENT: IJACKJOHNSON MP; I I JAGENCY: JWSDOT DESIGN PEAK HOUR COUNT DESIGN PEAK HOUR COUNT A.M. P.M. DATE = 5/25/94 (WED.) @ 6:45 a.m. DATE = 5/26/94 (THUR.) @ 4:45 p.m. TIME NB SB TOTAL TIME NB SB TOTAL 6:45 AM 186 52 238 4:45 PM 118 177 295 7:00 AM 165 63 228 5:00 PM 110 296 406 7:15 AMI 159 69 228 5:15 PM 112 216 328 7:30 AM 188 79 267 5:30 PM 123 199 322 Split = 73% 27% 100% Split = 34% 66% 100% V = 267 Peak 15 Min. (vehicles) V = 406 Peak 15 Min. (vehicles) 4v = 1068 Flow Rate (vph) 4v = 1624 Flow Rate (vph) DHV= 961 Total Hour Sum (vph) DHV= 1 351 Total Hour Sum (vph) PHF = 0.90 Peak Hr Factor =(V/4v) PHF = 0.83 Peak Hr Factor =(V/4v) Source: WSDOT May 1994 traffic count at Kitsap / Mason County Line VEHICLE DISTRIBUTION (from 69 hour Vehicle Axle Count: SR-3 @ Belfair City Limits, 05-24-94) BIKES CARS BUS RV'S TRUCKS TOTAL AVG. WEEKDAY n/a 13459 37 485 444 14425 VOLUME PERCENT FACTOR n/a 93.3% 0.3% 3.4% 3.1 % 100% FOR LOS CALC. Source: WSDOT May 1994 traffic count at Belf air City Limit Tab-2, Page-7 P:\93-502\TRAFFIC\FUTURE.XLS STATE HIGHWAY TRAFFIC GROWTH SUMMARY SR-3 AT KITSAP/MASON COUNTY LINE PROJECT: SCHNECKLOTH PROPERTY CLIENT: IJACKJOHNSON MP: I JAGENCY: JWSDOT P.M.PEAK HOUR FACTOR 0.83 HOUR FLOW RATE x PEAK HOUR FACTOR=DHV FUTURE TRAFFIC LOS GROWTH RATE= 4.11% YEAR P.M.PEAK P.M. HOUR P.M. HOUR EXISTING YEAR NO. ADT 15 MIN. FLOW RATE DHV CONDITION 1994 0 13426 406 1624 1351 C 1995 1 13978 423 1691 1407 C 1996 2 14552 440 1760 1464 C 1997 3 15150 458 1833 1525 C 1998 4 15773 477 1908 1587 C 1999 5 16421 497 1986 1652 C 2000 6 17096 517 2068 1720 C 2001 7 17799 538 2153 1791 D 2002 8 18530 560 2241 1865 D 2003 9 19292 583 2334 1941 D 2004 10 20085 607 2429 2021 D 2005 11 20910 632 2529 2104 D 2006 12 21770 658 2633 2191 D 2007 13 22665 685 2741 2281 D 2008 14 23596 714 2854 2374 E 2009 15 24566 743 2971 2472 E 2010 16 25576 773 3094 2574 E 2011 17 26627 805 3221 2679 E 2012 18 27721 838 3353 2789 E 2013 19 28860 873 3491 2904 E 2014 20 30047 909 3634 3023 E Tab-2, Page-8 P:\93-502\TRAFFIC\INTERSCT.XLS TURNING MOVEMENT SUMMARY SR-3 AT KITSAP/MASON COUNTY LINE PROJECT: SCHNECKLOTH PROPERTY CLIENT: 1JACKJOHNSON MP; AGENCY: JWSDOT DESIGN TRAFFIC GROWTH RATE (north/south): 4.1% DESIGN TRAFFIC GROWTH RATE (east/west): 4.1% YEARS OF GROWTH RATE: 0 SEASONAL GROWTH FACTOR: 1 EAST-WEST ROADWAY: SCHNECKLOTH NOTE. FUTURE PREDICTED TURNING MOVEMENTS ARE IN SHADED CELLS ACTUAL COUNT VALUES SHOWN IN CHARTS VALUES SHOWN IN DIAGRAMS ADJUSTED W/SEASONAL FACTOR LEVEL OF SERVICE CLASS IN PARENTHESIS NORTH ........................................................ ........................... A.M. ONE HOUR TURNING MOVEMENTS DATE: 5/25/94 START- 6:45 AM 61 263 0 SCHNECKLOTH 0 ; ;: » 0 .................. ................... .................. .................. LEG TRAVEL RIGHT THRU LEFT o::> WEST EB 7 0 18 _a ` (E) 18 o »> iiiv NORTH SB 61 263 0 € ': r o EAST WB 0 0 0 (A) 7 $ `� 4 SOUTH NB 0 6981. 164 164 698 o + X:::::;:w:w:w:;x: (A) SR-3 DHV From Actual Counts Approach DHV from lTE Trip Generation NORTH ........................... ........................... ............................ ........................... ............................ ........................... ............................ ........................... ............................ ........................... ............................ ........................... ............................ ........................... ............................ 2& 88 >F! M :..............:............ Cr P.M. ONE HOUR TURNING MOVEMENTS DATE: 5/26/94 START- 4:45 PM 26 888 0 SCHNECKLOTH t7 O:ai':ii i-vg.g.0 LEG TRAVEL RIGHT THRU LEFT WEST EB 158 0 81 s (F) 81 o >< NORTH SB 26 888 0 a' 0 EAST WB 0 0 0 :::;::::;spa}:: (D) 158 `� 4 SOUTH NB 0 463 131 13 463 0 (e) »13.. .... A ... ....._ M PM . CONFLICTING LEFT TURN, % OF DHV 13.8% 0.9% THRU-ROUTE RIGHT TURNS, % OF DDHV 18.8% 2 8% Tab-2, Page-9 Intersectlons O U O � O v O > O L > O L C O L _0 O M O 4-- T U v N O C U 0) C) 0) E I O U_0 ._ 3 O v U 0) 0 E O L O >O LO OU (DO O X- +- I in v O D U I D [O 0 C U Q N L O O Ql O D 00 I T /\ I E LO L1J O LI J C O E Z --- O D O J > uJ U T O � C� C I I O 4- o C > Q N O O C C L CDN O V U N O Z — i - O O CC: LL C I I U LLZD O W O O J Q0 L I L �- O E o 0 o -o <� 4 av, VD MPH # I o E a o � — v O 1 60 MPH I > 0 o O +- v O O L 4- 0 ,r, o Ln (D Lr) o N N V1 N (a.uawan0w 6u I uun+ a l 5u I s) 4-j-a-1 5u i ujnl *AHO 104-01 % > uv, x a O Lr) * Left-Turn Storage Guidelines Figure 910-6 Design Manual Page 910-35 March 1994 Tab-2, Page-10 Intersections 0 v 1 IO N o } ' M U U I L O O IL ti p — Ln —Wv VV C O O _ O C U C f. O O = O - 4- U w N T J O L 3 O O T W r) O O I ( O Q Of 7U C I 0 in CDQ L I p F-Ln Ln o O a c C _ z n N O I I +_ O _ — 4- O , 1- CL C 3 QI 1) A_I p ± O I- O U Lj_ o ( I o CC) w - �o Ln J ` o o L — o 0 4_ L I p o � CDL Z 0 i ! o p O 00 p tf) O o M N ' i' -YAHOO °uo ! +oaj i p auo-sujn4_ 4_4.a� Left-Turn Storage Length Figure 910-7c Page 910-38 Design Manual March 1994 Tab-2, Page-11 Intersections RIGHT- TURN LANE GUIDELINES 0 100 w I Right-Turn Lane � (Figure 910- 11b) :D 0 8 � Right-Turn Pocket or Recommended o Taper (Figure 910-11a)� > Recommended 60 — — — 40 PM — —� 0 20 = Radius Only Recommended n- 0 100 200 300 400 500 600 700 PEAK HOUR APPROACH VOLUME ( DDHV) * For two- lane highways use the peak hour approach volume ( through + right turn ) . For multilane , high speed ( Posted at 45 MPH or above ) highways , use the right- lane peak hour approach volume (through + right turn). For 3-R projects, use current year volumes. Note: When all three of the following conditions are met , the DDHV is reduced by 20 VPH . to Posted speed 45 MPH or under . 20 Right- turn volume greater than 40 VPH . 3 . Total approach volume less than 300 VPH . Right-Turn Lane Guidelines Figure 910-10 Page 910-46 Design Manual Tab-2, Page-12 March 1994 General Light Industrial (110) Average Vehicle Trip Ends vs: Acres On a: Weekday Number of Studies: 17 Average Number of Acres: 27 Directional Distribution: 50% entering, 50% exiting Trip Generation per Acre Average Rate Range of Rates Standard Deviation 51.80 5.21 - 159.3Y 32.69 Data Plot and Equation 8,000 7,000 . . . . N6,000 . . . . . . . . ... . . . ... . . . . . . . . ... . . . - - -; - - . . . . . . ... . . .. . . . . , W 5,000 - - - . . . . . . . X. . . ... . . . .: . . . . . . . . . .: . ... . . . :. . . 3,000 .. . . . ... . . . ... . . ;. . . . . . . . . - - - - X . . . . . Q h- 2,000 . . . : . . - - - - . . . . . . . ... . . . . - - . . . :. . . . X X X I X: 0 0 10 20 30 35 40 50 60 70 80 90 100 110 120 130 140 150 X = Number of Acres X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: T = 42.223(X) + 263.112 R2 = 0.74 Trip Generation, January 1991 101 Institute of Transportation Engineers Tab-2, Page-13 General Light Industrial (110) Average Vehicle Trip Ends vs: Acres ii On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 19 Average Number of Acres: 28 Directional Distribution: 90% entering, 10% exiting Trip Generation per Acre Average Rate Range of Rates Standard Deviation 7.96 1 .61 - 34.38 6.46 Data Plot and Equation 1,200 w800 . . . . ... . . . ... . . . . . . . - '- - - • .. . . . . . . . . . : . . . . ... . . . . .. . .. . . . ... . . . . a 700 . . - - - - . . . - - • . . . . . . . . . . . . . . . . • . . . . ... . . . . V : : X X X Q400 . - - - - .. . . ... . . . ... . . . . - - . . . . . . . . . . . F- 300 .. . . . . ... .X. .:. . . . ... . . >. /' . . . . . . . . . ... . . . ... . . . . . . . . .. . . . ... . . . .. . . . . x Zl5 X X y 200 . . . . .. . .X. .,% .:. . �. . : - - - - -- - :. . . . .. :. . . . . ... . . . ... . . . . . . . . . .. . . . ... . . . ... . . . X' .,.X I X 0 0 10 20 30 3r 40 50 60 70 80 90 100 110 120 130 140 150 X = Number of Acres X Actual Data Points Fitted Curve --- Average Rate Fitted Curve Equation: T = 3.763(X) + 117.881 R2 = 0.57 Trip Generation, January 1991 104 Institute of Transportation Engineers Tab-2, Page-14 General Light Industrial (110) Average Vehicle Trip Ends vs: Acres On a: Weekday, P.M. Peak Hour of Generator Number of Studies: 18 Average Number of Acres: 27 Directional Distribution: 14% entering, 86% exiting Trip Generation per Acre i Average Rate Range of Rates Standard Deviation 8.77 1.32 - 31 .25 6.74 Data Plot and Equation 1,300 1,100 :. . '- - - - --- - - - - - - - - - - - • . ' 1,000 :. :. . . . . : . . . . ... . . . ... . . . .. . . . . . .. . . . . to 800 - - - - - : - - - o t . CU Q 400 . . . . .X . . . . ... . . . . . . . - • - - ~x310 300 :. . . . tea' . . . . . . . . . .. . . . . . - - - -- - - - --- - - - - - - - - - -- - - - - - - - • - - - - X 100 ' X. . ?R X 0 0 10 20 3035 40 50 6O 7O 8O 90 100 110 120 130 140 150 X = Number of Acres } X Actual Data Points Fitted Curve - ------ Average Rate Fitted Curve Equation: T = 4.939(X) + 105.183 R2 = 0.66 Trip Generation, January 1991 105 Institute of Transportation Engineers Tab-2, Page-15 T 23 N, R 1 W, W.M. 0 O r O Q" 20 Q 21 �o o vo af �P o Z a z �O 0 J O H— zz 3 D D 00 O U 29 28 z a_ O Q �o0 2 Q BELFAIR VICINITY MAP SCALE: 1 " = 2000' TRAFFIC COUNT INFORMATION MARCH 1994, 141 HOUR COUNT BY 15 MIN. INTERVALS ADT = 9617 vpd (51%SB / 49%NB) PEAK HOUR = 987 vph (64%SB / 36%NB) & K=9.82 JULY 1994, 92 HOUR COUNT BY 15 MIN. INTERVALS ADT = 10452 vpd (49%SB / 51%NB) PEAK HOUR = 1035 vph (59%SB / 41%NB) & K=8.51 MAY 1994, 69 HOUR COUNT BY 60 MIN. INTERVALS (AXLE CNT.) ADT = 13415 vpd (51%SB / 49%NB) PEAK HOUR = 1297 vph (66%SB / 34%NB) & K=8.99 ® MAY 1994, 72 HOUR COUNT BY 15 MIN. INTERVALS ADT = 13426 vpd (50%SB / 50%NB) PEAK A.M. HOUR = 961 vph (27%SB / 73%NB) & K=6.50 PEAK P.M. HOUR = 1351 vph (66%SB / 34%NB) & K=9.14 TAB-2, PAGE-16 C c:I O LA x 4) ° w > J F- T � (U a I O O 3 I p :cM N Ln �d N Iw i T, l l E I I " IIE� E T O 3 x p aurl AjjadoJd w N o- N- _ -------------------- 67 CL c - L 7� co _Z T M w I� 'n to p' f .L j L I 3 � c�� Z J 00 -- CD - °1--- m l l l ° o �w I I " I - W ° > J ----- -J -- - lj h _ 1 d H t!I w > �� c d a.. 'Sg E ao a ------------------------ I Lu d N I o .x i` v e14onse0I. I d o� `° 0 N o NINI 0£ p y.� ° ( 3 3 3 O _P c U F J c c L m i O O d p d O N L) U U U C L N VI " c d p d R p O O > > > ---------------------- I L L aurl IC;iadoid CL H H o o y V I c c c r I I oa i E E E E I I U U U > ° I I E E E E a d d a` L C c I w J c T x I �X 3 W I I I p O 1- I L L n I _P of F ~ I tI I I COMMERCIAL APPROACH —SINGLE APPROACH TYPE D Figure 920-2a Design Manual March 1994 920-9 Tab-2, Page-17 Intersections o � o O L 0 J 7 W p a 4 Z Ul t © ¢ — 4 C C7 O P L � O � m W L m O N I C N N O O J � V C L L + O _n L O m t + + O C O L Q: L LL Q; 6 T 0)C } C Z U P C; OL i J L C a Y 3 O E O = I? C 7 L N °' E V O U ° o a) 0} 4--� o EL 47 — 3 a L U V + N U �7 y O L O N L m 4- d L N m N N L O LL+ O L C Q1 d L:) In J Ln in M +'O L r 3 0 0 ++ v+- w C N L m d O N m 7— ul O O _Y P O U ON A CD O GD m m a } C LO t fn Q N L E N V `F O 0 +O m �L O O O L O '�" �- O N U'1 0 0 U LO V t 0 4" N O 01 0 0 C O V; N � J P N4'1 N m N h 3 p C m 41 O © CP 7 0 r� N po N L t C r O N N t7 v l77 l0 7 N m C,p E J T L O'O 3 0 U j E L 0, 0 - o -0 a ci r r ri ; O + � 2 O N Z IN O _ Z v L C O O nL Right-Turn Lane Figure 910.11b Page 910-48 Design Manual Tab-2, Page-18 March 1994 SCHNECKLOTH PROPERTY April 18, 1995 Traffic Report Level-of-Service (LOS) Classification Descriptions LOS-A: Free flow traffic conditions. LOS-B: Stable traffic flow, presence of other vehicles on the roadway begin to have an effect on "free flow" conditions. LOS-C: Stable traffic flow; the volume of other vehicles on the roadway have a significant effect on maneuverability within the traffic stream. LOS-D: High density, stable traffic flow; restricted maneuverability due to traffic volumes. LOS-E: Capacity volumes, speeds reduced, no maneuverability. LOS-F: Over capacity conditions, stop & go conditions; traffic volumes entering roadway are greater than the volume that the roadway can support. Tab-2, Page-19