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HomeMy WebLinkAboutMLA08-00509 ADDENDUM TO TRAFFIC IMPACT V2 Geralyn Reinart, RE. 159 Denny Way.#111 Seattle,WA. 98109 (206)285-9035 Fax(206)285-6345 Traffic&Transportation Engineering Services October 19, 2009 l Jefferson County `''` Department of Community Development 621 Sheridan Street Port Townsend, WA. 98368 Q` \\V ATTN: ATTN: Michelle Farfan Subject: Tala Point PRRD; Addendum to Traffic Impact Assessment Dear Ms. Farfan: Please find enclosed four bound copies and one unbound original of the addendum to the traffic impact assessment for the Tala Point PRRD for your files and distribution (to Jim Pearson). The request for this addendum was made by Jim Pearson in his August 12, 2009 e-mail to you. I trust that this information will allow Staff to complete their review of the project. Please feel free to call if you have any questions. Sincerely, Geralyn Reinart, P.E. Cc: Jim Pearson, Jefferson County-Department of Public Works Brandon Bird, OPG Enclosures 1 Geralyn Reinart, RE. 159 Denny Way,#111 Seattle,WA. 98109 (206)285-9035 Fax(206)285-6345 Traffic&Transportation Engineering Services October 8, 2009 Jefferson County Department of Public Works PO Box 2070 Port Townsend, WA. 98368 ATTN: Jim Pearson Subject: Tala Point PRRD; Addendum to Traffic Impact Assessment Dear Mr. Pearson: The purpose of this letter is to respond to comments summarized in your August 12, 2009 e-mail to Michelle Farfan with respect to the Tala Point PRRD. These comments were completed subsequent to your review of the Traffic Impact Assessment dated December 2008 that was submitted for this project. The following summarizes my responses to your comments: Comment #1 - "Paradise Bay Road/Teal Lake Road intersection operation and Level of Service should be included in the discussion in Existing Conditions, Section 5 Level of Service (Page 7) and Table 2; Future Conditions, Section 4 Level of Service (Page 11) and Tables 4 and 5; and in Figures 2, 2A, 5, 5A, 6,and 6A in the attachments." Response-Tables 2, 4 and 5 have been modified to include the weekday and weekend level of service analyses for the Paradise Bay Road/Teal Lake Road intersection and are shown on the following pages. The existing and future volumes (with and without the project) for this intersection have been included in revised Figures 2, 2A, 5, 5A, 6, and 6A and are attached. The volumes were increased 1 .55% annually for the 2013 volumes to account for miscellaneous background traffic, consistent with the most recent Comprehensive Plan. Additionally, traffic associated with pipeline development trips was added into the existing volumes and consists of the traffic associated with the developments in Port Ludlow including the Resort, Olympic Terrace 2, and Ludlow Cove 2. Also attached are the level of service worksheets. 1 TABLE 2 EXISTING LEVELS OF SERVICE NORTH- SOUTH- EAST- WEST- WEEKDAY BOUND BOUND BOUND BOUND OVERALL Paradise Bay Road/ LOS A LOS A LOS A LOS A LOS A Oak Bay Road 8.8 sec. 8.7 sec. 8.8 sec. 9.9 sec. 9.2 sec. Paradise Bay Road/ LOS B LOS B LOS A LOS A Teal Lake Road 11.3 sec. 10.0 sec. 7.5 sec. 7.6 sec. N.A. Paradise Bay Road/ LOS A LOS A Ludlow Ridge Road N.A. 9.2 sec. 7.5 sec. N.A. N.A. Paradise Bay Road/ LOS B LOS F LOS A LOS A SR-104 13.3 sec. 77.1 sec. 9.3 sec. 8.7 sec. N.A. WEEKEND Paradise Bay Road/ LOS A LOS A LOS A LOS A LOS A Oak Bay Road 8.4 sec. 8.9 sec. 8.5 sec. 9.5 sec. 8.8 sec. Paradise Bay Road/ LOS B LOS A LOS A LOS A Teal Lake Road 11.3 sec. 9.5 sec. 7.4 sec. 7.6 sec. N.A. Paradise Bay Road/ LOS A LOS A Ludlow Ridge Road N.A. 8.9 sec. 7.4 sec. N.A. N.A. Paradise Bay Road/ LOS E LOS F LOS A LOS A SR-104 37.6 sec. >100 sec. 9.4 sec. 11.4 sec. N.A. TABLE 4 FUTURE LEVELS OF SERVICE WITHOUT PROJECT NORTH- SOUTH- EAST- WEST- WEEKDAY BOUND BOUND BOUND BOUND OVERALL Paradise Bay Road/ LOS B LOS A LOS B LOS B LOS B Oak Bay Road 10.9 sec. 9.6 sec. 10.2 sec. 12.3 sec. 11.2 sec. Paradise Bay Road/ LOS B LOS B LOS A LOS A Teal Lake Road 13.9 sec. 10.5 sec. 7.6 sec. 7.8 sec. N.A. Paradise Bay Road/ LOS A LOS A Ludlow Ridge Road N.A. 9.4 sec. 7.5 sec. N.A. N.A. Paradise Bay Road/ LOS C LOS F LOS B LOS A SR-104 15.6 sec. >100 sec. 10.0 sec. 9.2 sec. N.A. WEEKEND Paradise Bay Road/ LOS A LOS A LOS A LOS B LOS A Oak Bay Road 9.3 sec. 9.5 sec. 9.3 sec. 10.7 sec. 9.8 sec. Paradise Bay Road/ LOS B LOS A LOS A LOS A Teal Lake Road 12.5 sec. 9.7 sec. 7.5 sec. 7.7 sec. N.A. Paradise Bay Road/ LOS A LOS A Ludlow Ridge Road N.A. 9.0 sec. 7.4 sec. N.A. N.A. Paradise Bay Road/ LOS F LOS F LOS B LOS B SR-104 77.7 sec. >100 sec. 10.3 sec. 13.5 sec. N.A. 2 TABLE 5 FUTURE LEVELS OF SERVICE WITH PROJECT NORTH- SOUTH- EAST- WEST- WEEKDAY BOUND BOUND BOUND BOUND OVERALL Paradise Bay Road/ LOS B LOS A LOS B LOS B LOS A Oak Bay Road 11.2 sec. 9.7 sec. 10.5 sec. 12.8 sec. 11.6 sec. Paradise Bay Road/ LOS B LOS B LOS A LOS A Teal Lake Road 14.9 sec. 10.9 sec. 7.6 sec. 7.8 sec. N.A. Paradise Bay Road/ LOS A LOS A Ludlow Ridge Road N.A. 9.8 sec. 7.6 sec. N.A. N.A. Paradise Bay Road/ LOS C LOS F LOS B LOS A SR-104 15.6 sec. >100 sec. 10.0 sec. 9.2 sec. N.A. WEEKEND Paradise Bay Road/ LOS A LOS A LOS A LOS B LOS A Oak Bay Road 9.5 sec. 9.6 sec. 9.4 sec. 11.0 sec. 10.0 sec. Paradise Bay Road/ LOS B LOS A LOS A LOS A Teal Lake Road 13.0 sec. 9.9 sec. 7.5 sec. 7.8 sec. N.A. Paradise Bay Road/ LOS A LOS A Ludlow Ridge Road N.A. 9.2 sec. 7.4 sec. N.A. N.A. Paradise Bay Road/ LOS F LOS F LOS B LOS B SR-104 77.7 sec. >l00 sec. 10.3 sec. 13.5 sec. N.A. N.A.-not applicable (i.e., calculation not provided for specific analysis or no volume recorded during the peak hour) Note: Paradise Bay Road considered the east/west roadway at the Oak Bay Road, Teal Lake Road and Ludlow Ridge Road intersections, and the north/south roadway at the SR-104 intersection. Where: LOS Delay A < 10 seconds B > 10 & < 15 seconds C > 15 & <25 seconds D > 25 & < 35 seconds E >35 & < 50 seconds F > 50 seconds (for unsignalized intersections) Revised Tables 2, 4 and 5 show the level of service results for the weekday and weekend peak hours indicating that all movements at the Paradise Bay Road/Teal Lake Road intersection are currently operating at level of service "B" or better. The level of service "B" or better conditions are projected for the future conditions, with or without the project. Comment#2 - "Provide WSDOT Figures 910-12a (warrants for left-turn storage) and 910-15 (warrants for right-turn storage) as per discussion on Page 14". 3 Response -The above noted figures have been attached, as requested. Comment #3 - "Provide a brief discussion of Paradise Bay Road roadway capacity and level of service for existing conditions and for future conditions with and without the proposal." Response - Existing daily volumes along Paradise Bay Road range from 2138 vehicles per day near the project site to 2926 vehicles per day near Oak Bay Road (see Figure 2). The future (2013) daily volumes without the project are estimated at 2660 vehicles per day near the project site to 4150 vehicles per day near Oak Bay Road (see Figure 5). The future volumes with the project range from 3100 vehicles per day near the project site to 4485 vehicles per day near Oak Bay Road (see Figure 6). Table 6 from the County's Transportation Element indicates a roadway capacity of 7400 vehicles per day for the sections of Paradise Bay Road between Andy Cooper Road and Watson Road and between Oak Bay Road and Watson Road. The existing volumes for both roadway sections are in the level of service "B" range. The future volumes near the project site (with or without the proposed action) would remain at level of service "B", and at the "B/C" range for the section between Watson Road and Oak Bay Road with and without the project. The level of service standard is "C" for the section between Watson Road and Andy Cooper Road and "D" for the section between Oak Bay Road and Watson Road. Thus, the proposed project impacts would fall within acceptable levels of service. This completes my responses to your comments. Please feel free to call if you or any of the County Staff have any questions regarding the information summarized in the previous sections. Sincerely, _ i a R Geralyn Reinart, P.E. x .4t n538 S Attachments 4 Revised Figures 114 41 5 1 6 �j, 6 4-------"�� 1 ' 8 1 29 11 33 = s- 165 1 123 124 67 wry 43 124 100 99 28 13 10 - r---- 146 r 184 N.T.S. L. 1 / / / t Jd\o / i I O . : __ .-- Project site 2926 140 1 2138 To -N > i m > m y a. : 1 0 -Pca r: i /•• r 5 I 3���_,-2 2282 / • 2 I 0 3 123 - '�- 141 1 -- 13000 • / 141\\ 411 58 � 16 � -� -- SR-104 80 75 60 i`\, 8 68 167 16000 1 ._________/ 0 g 625 -_ \-- 808 808 II 524 _, 515 16 xxxx-average daily traffic 1 =--xx -pm peak hour volume 3 0 -}8 i 9 EXISTING DAILY & WEEKDAY PM PEAK HOUR VOLUMES Geralyn Reinert, P.E. FIGURE 2 159 Denny Way,#111 Tale Point Page Seattle,WA. 98109 (rev.09/24/09) Jefferson County,WA. F-2 4 65 5 r 10���-_>5 4 ��� 1 7 1 • i50 11 29—� 146 ( 3 69 70 r 65 \4--.-34 110 91 <_s88 y 37 20 15_,� ---123 175 N.T.S. CJr�d ; /- J' . " I. 7i 1 -' . — Project site _I a / 1 J • T I t r iii1 a) co -o \ Q' y w — �- : i r I 1. 7 2 _�I\_ 1 / 1 2 i' 0 98 – �>115 I 4 �. 143T—.79 ' 15 -_ SR-104 1 105 -----' 68 Y 106 0 5 700 821 970-K-_>963 15 , 1 xx -peak hour volume 2 1 fir/ 10 12 ESTIMATED WEEKEND PEAK HOUR VOLUMES Geralyn Reinart, P.E. FIGURE 2A 159 Denny Way,#111 Tala Point Page Seattle,WA. 98109 (rev.09/24/09) Jefferson County,WA. F-2A I 46 5 7_�� 7 4� - 1 9 1 I, 32 12 57 —� 262 1 152 x_153 96 -70 196 126-/ 125 31 r A 14 11�_ /-=�-219 \r; 261 N.T.S. h"d/ �er�d ; /. L / /' / l � a �a�o� / mad ' ,C0 \. •' -.• . Project site 4150 I \ 140 11 / N 2660 > i m > i a) m o . Q' yLc:, — 1 (tyI . i • i 1 / 5 �O ! '� 2830 / 2 v 0 J 3 140 _ *-166 16225 / 210 -.-69 24 99 ----- - SR-104 ,, 7___-/'e 0l 92 138 115=-. 15 206 0 T 20180 130 7 780 d 1007 / 654 --- -__,-643 \ 19 1 xxxx-average daily traffic 4 0� -- ,a---xx -pm peak hour volume 10 2013 ESTIMATED DAILY & WEEKDAY PM PEAK HOUR VOLUMES WITHOUT PROJECT Geralyn Reinert, P.E. FIGURE 5 159 Denny Way,#111 Tata Point Page' Seattle,WA. 98109 (rev.09/24/09) I Jefferson County,WA. I F-5 71 5 i 11----/H----5 4 _—A�1 $ 1 55 112 46 j 214 3 86 -_ s87 r / a 86160 - 52 111 / —108 \ 41 , 22 16----\'173 I 230 N.T.S. tea/ 4. .L Oa��a� --•-- Qo m ' A i �• Project site I I I N j N 1 ro m m ,o N. 0- I . .r i / 3 �� r 2 ----.1 • 2 / 3 0 f 4 110 w= 132 I 193 90 20 130 -—-- - SR-104 1 9 'H —121 132 99 97 --12 1 �Y 0 110 6 874 __ 1024 i i, 1210 1202 18 1 1 21 -----N,1,\ _ 12 ,—xx -peak hour volume 14 2013 ESTIMATED WEEKEND PEAK HOUR VOLUMES WITHOUT PROJECT Geralyn Reinert, P.E. FIGURE 5A 159 Denny Way,#111 Tale.Point Page Seattle,WA. 98109 (rev_09/24/09) Jefferson County,WA. F-5A 46 25 i 7 I 7 21 �����-4 9 6 32 ; 12 57 t vim. 272 31 152 �—158 A 105 70 206 156 125 31 Y ! 23 16- ----H,.--� �225 272 N.T.S. 12 I e/-1d j /••_ i' t WO i a oar Q0 - / ,--- i' �. Project site 4485 — 1 ; i \,_655 J • , UI 3100 L / 0 I, 0 y i m / •/ i 5 /..0 : -.i' 2875 / 3 -1 --= 2 2 / t 0 j 3 153 - 183 F 16225 / 233t 92 28 102 SR-104 0 7 � �95 211 138 115 ! --22 0 20225 137 7 780 ---_�_ 1010 654= 643 9 19 1 4 j' xxxx-average daily traffic i xx -pm peak hour volume 10 2013 ESTIMATED DAILY & WEEKDAY PM PEAK HOUR VOLUMES WITH PROJECT Geralyn Reinart, P.E. FIGURE 6 159 Denny Way,#111 Tala Point Page Seattle,WA. 98109 (rev.09/24/09) I Jefferson County,WA. F-6 71 22 8 18 4 4 ' 55 12 46 _ 220 19 86__— —90 a 90! 52 166 127 = 108 41 r s 26 20 `,I 178 239 N.T.S. \_ 1 �a/� er�aJ- I / �• /' / � .1 • J deo i =-- Project site 0 1 J 77 1 W \ I W > 1 O- CO I /- ell -/ / 3 (Zr I •I A 2_ I 1 / 2 0 4 121 ,_ 146 I / 205-,------- 10223 1 133 SR-104 99 9— 124 97- �'' =x-16 135 114 6 0 874 _,_/- s'-_ 1027 i 1210-:\-_ 1202 1 18 2 1 ---,--.„�--12 � xx -peak hour volume 14 2013 ESTIMATED WEEKEND PEAK HOUR VOLUMES WITH PROJECT Geralyn Reinart, P.E. FIGURE 6A 159 Denny Way,#111 I Tata Point Page Seattle,WA. 98109 (rev.09/24/09) Jefferson County,WA. F-6A WSDOT Turn Storage Guidelines Intersections At Grade Chapter 910 1 1 1 1 s I i 1 11 I ` KEY: r - Below curve, - 1t storage not - needed for capacity. - Above curve, - w further analysis 1000 recommended. 900 / - > I0 / - to 0 700 H VIP Q - 600 - VIIIP - ,,t)-\ 40 c4N9" 500 VP. 0 i - _ 50 MO .All/' 400 �2� 60 mP� I I I I i l i i i i I i i i 1 ! I i i 300 25 20 15 1, -- A 5 0 /o Total DHV Turning Left(single icsi=nf✓ng movement) Motes: s :�r-Gi _- [1] DHV is total volume from both directions. �- Lt �.t:< [2] Speeds are posted speeds. Left-Turn Storage Guidelines: Two-Lane, Unsignalized Figure 910-12a Page 910-26 Design Manual M 22-01.02 November 2007 Chapter 910 intersections At Grade 100 Consider right-turn lane 151 80 zsT Consider right-turn z pocket or taper 14.1 75 E 60 4 ) 'CC 40 0Radius only 13I 0_ 20 c% U 0 ) 100 '200 300 400 500 600 700 Peak Hour Approach Volume (DDHV) N Notes: \, [1] For two-lane highways, use the peak hour DDHV(through+right-turn). For multilane,high-speed highways(posted speed 45 mph or above), use the right-lane peak hour approach volume(through+right-turn). [2] When all three of the following conditions are met, reduce the right-turn DDHV by 20. • The posted speed is 45 mph or less • The right-turn volume is greater than 40 VPH • The peak hour approach volume(DDHV)is less than 300 VPH [3] For right-turn corner design,see Figure 910-11. [4] For right-turn pocket or taper design,see Figure 910-16. [5] For right-turn lane design,see Figure 910-17. [6] For additional guidance,see 910.07(3). Right-Turn Lane Guidelinesm Figure 910-15 Design Manual M 22-01.02 Page 910-37 November 2007 Level of Service Calculations v,•_/- ..uy .,LvJ ....Liu' rage 1 01 z TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst gr Intersection Teal Lake Rd./Paradise Bay Rd. Agency/Co. Jurisdiction Jefferson County Date Performed 9/24/2009 Analysis Year existing Analysis Time Period weekday pm peak Project Description Tale Point IEast%West Street: Paradise Bay Road North/South Street: Teal Lake Road Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound 1 Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 3 58 80 16 123 2 Peak-hour factor, p 84 0.84 0.84 0.88 0.88 0.88 PHF l Hourly Flow Rate 3 69 95 18 139 2 (veh/h) Proportion of heavy 4 -- -- 0 -- -- vehicles, PHV Median type Undivided RT Channelized? 0 Lanes 0I 1 I 0 0 II 9 I 0 ConfigurationLTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 I 8 I 9 10 I 11 I 12 L T R L T R Volume (veh/h) 60 0 8 2 0 3 Peak-hour factor, 0.74 0.74 0.74 0.62 0.62 0.62 PHF Hour h I Flow Rate S1 0 1 10 3 0 4 Proportion of heavy vehicles, PHV 4 4 1 4 20 20 1 20 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration - LTR LTR !Control Dela,Queue Length, Level of Service tile:// :\,Documents%20and%20Settifos\Acir iristrator\Local%20cet'rinas\Teyr \u2k`X30.0.. 9/24/200 rage 2 or 2 Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration Volume, v (vph) 3 18 91 7 Capacity, cm (vph) 1430 1427 660 726 v/c ratio 0.00 0.01 0.14 0.01 Queue length (95%) 0.01 0.04 0.48 0.03 Control Delay 7.5 7,6 11,3 10.0 (s/veh) LOS A A 18 8 I Approach delay (s/veh) -- -- 11.3 10.0 Approach LOS -- -- B B HCS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d file:/!C:\Documents%2Oafnd%208efti os\Ad inistrator\T oca1%2OSettin - m_i 'l 9/24/2U()9 rage I or 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Teal Lake Analyst gr Intersection Rd./Paradise BayRd. Agency/Co. Date Performed 9/24/2009 Jurisdiction Jefferson County Analysis Time Period weekend peak Analysis Year existing Project Description Tala Point East/1Nest Street: Paradise Bay Road North/South Street: Teal Lake Road Intersection Orientation: East-West !Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R rolume (veh/h) 4 79 60 15 98 2 eak-hour factor, 0.81 0.81 0.81 0.85 0.85 0.85 HF Hourly Flow Rate 4 97 74 17 115 2 (veh/h) Proportion of heavy ehicles, PHv 1 1 Median type Undivided RT Channelized? 0 0 Lanes 0 I 1 I 0 I 0 I 1 I 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 I 9 10 I 11 I 12 l - L T P L T R Volume (veh/h) 70 1 7 1 0 2 Peak-hour factor, 0.85 0.85 0.85 0.25 0.25 0.25 PHF Hourly Flow Rate (veh/h) I 82 1 I 8 1 4 0 8 Proportion of heavy ehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR (Control Delay, Queue Length, Level of Service fie://C:\Docu rents%20and%20Seitings\Adir_inistrator\]local%20Settinvs\Tema\u7 c7;i4 9/74/7009 .x vwt �vs.i.va rage L 01 L pproach EB WB Northbound Southbound Movement 1 4 7 I 8 9 10 I 11 12 Lane LTR LTR LTR LTR Configuration Volume, v (vph) 4 17 91 12 Capacity, cm (vph) 1478 1412 663 817 v/c ratio 0.00 0.01 0. 14 10.01 Queue length 0.01 0.04 0.47 0.04 Control Delay I 7.4 1 7.6 I i 1 111.3 I 9.5 I (5/veh) I B LOS A AI A I Approach delay -- 11.3 9.5 (s/veh) -- Approach LOS -- -- B A HCS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d file://C:\Documents%20and%U20Set-tin.gs\.Administrator\Local%20SettinkrslTemn\L0,103 34.,.. 9/24/7009 wu-way 3wp uomroi Page I ©t 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst gr Intersection Teal Lake Rd./Paradise Bay Rd. Agency/Co. Jurisdiction Jefferson County Date Performed 9/24/2009 Analysis Year 2013 w/out project Analysis Time Period weekday pm peak Project Description Tala Point East/West Street: Paradise Bay Road North/South Street: Teal Lake Road Intersection Orientation: East-West !Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 3 69 138 24 140 2 Peak-hour factor, 0.84 0.84 0.84 0.88 0.88 0.88 PHF Hourly Flow Rate 3 82 164 27 1 159 2 (veh/h) Proportion of heavy 4 -- -- 0 -- -- vehicles, PHV Median type Undivided I RT Channelized? I I Q I I I p Lanes U I t 0 U I 1 0 Configuration LTR 1 LTR Upstream Signal 0 I 0 Minor Street Northbound Southbound _ Movement 7 I 8 I 9 10 11 12 i L T R L T R Volume (veh/h) 115 0 15 2 0 3 Peak-hour factor, 0.74 0.74 0.74 0.62 0.62 0.62 PHF Hourly Flow Rate tveh/h) 155 I 0 20 I 3 0 4 roportion of heavy ehicles, PHV 4 4 4 20 20 20 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR !Control Delay, Queue Length. Level of Service file://C°\Dom irnents%7fflm1%7fSettinc>c,Arimirlictrrator\T (roa104,70gpir nagViemn1,,')Vr1';? 0/74/20(?Q 1 Ytlll- YS U.j l7Ll.ly 1.A31iLIV1 rage z or z Approach EB I WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration Volume, v (vph) 3 27 175 7 Capacity, cm (vph) 1406 1332 580 660 v/c ratio 0.00 0.02 0.30 0.01 Queue length (95%) 0.01 0.06 1.26 0.03 Control Delay (siveh) 7.6 1 7,8 1 13.9 I 10.5 LOS A A B B pproach delay 13 9 10.5 (s/veh) -- -- pproach LOS -- -- B B HCS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d faieJ/C:A oeuments®/o20and%20Setttnas\Ac ministratorTocal%20SettinPs\i er n\aa7 71-17 Q/'74ltOfQ .y vvp viiiva rage I UI L I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst gr Intersection Teal Lake Rd./Paradise Bay Rd. Agency/Co. Jurisdiction Jefferson County Date Performed 9/24/2009 Analysis Year 2013 w/out project Analysis Time Period weekend peak Project Description Tala Point East/West Street: Paradise Bay Road North/South Street: Teal Lake Road Intersection Orientation: East-West ,Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 4 90 99 20 110 2 Peak-hour factor, 0.81 0.81 0.81 0.85 0.85 0.85 PHF Hourly Fiow Rate 4 111 122 23 129 2 (veh/h) Proportion of heavy vehicles, PHV 1 -- 1 -- -- Median type Undivided I RT Channelized? I 0 g Lanes g I 1 I 0 1 g I 1 I g ConfigurationI LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 I 8 L 9 10 I 11 I 12 T R L T R Volume (veh/h) 97 1 12 1 0 2 Peak-hour factor, 0.85 0.85 0.85 0.25 0.25 0.25 PHF Hourly Flow Rate 0 8 (veh/h) 114 I ' 14 4 Proportion of heavy ehicles, PHV 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Length, Level of Service r ---— . r 1 file:/C:\Docuneats%20and%20Settings\Administ ato \Local%208cttin2 s\,Te'nn\u2k233A... 9/24/2009 rage z w. L LApproach EB WB Northbound Southbound ovement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration Volume, v (vph) 4 23 129 12 Capacity, cm (vph) 1460 1340 606 770 /c ratio 0.00 0.02 0.21 0.02 Queue length 0.01 0.05 0.80 0.05 (95%) Control Delay 7.5 7.7 12.5 9.7 (s/veh) LOS A A B A pproach delay (s/veh) -- 12.5 9.7 pproach LOS -- -- B A PICS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d file://C:\Documents%20and%20Settings\Administrator\L ocal%20 S etting,s 1 Temp\u2k23 3A .. 9/24/2009 rage i Of Z I- TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst gr Intersection Teal Lake A enc /Co. Rd./Paradise Bay Rd. g y Jurisdiction Jefferson County Date Performed 9/24/2009 Analysis Year 2013 with project Analysis Time Period weekday pm peak Project Description Tala Point 'Intersection Street: Paradise Bay Road North/SouthiStreet: Teal Lake Road 'Intersection Orientation: East-West ,!Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 3 92 138 28 153 2 Peak-hour factor, 0.84 0.84 0.84 0.88 0.88 0.88 PHF Hourly Flow Rate 3 109 164 31 173 2 (veh/h) Proportion of heavy 4 -- -- 0 -- -- ehicles, PHV Median type Undivided RT Channelized? Lanes 0 I 1 I 00 I n I I 0 n v 1 r I v Configuration I LTR I LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 I 9 1 10 I 11 12 L T R L T R Volume (veh/h) 115 0 22 2 0 3 Peak-hour factor, 0.74 0.74 0.74 0.62 0.62 0.62 PHF Hourly Flow Rate 155 0 29 3 0 4 (veh/h) Proportion of heavy 4 4 4 20 20 20 vehicles, PHV Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR 'Control Delay, Queue Length, Level of Service file://C:\Documents%2Oand%2OSettinos\Administratorl1,ocal%2OSettin us\Temn\i i7k?'3'i I) 4/t4/'nnQ •.v ,,uy vivpa vzzxvz rage,.. 01 L LApproach EB I WB Northbound Southbound 'fMovement 1 4 7 8 9 I 10 11 1 12 Lane LTR LTR LTR LTR Configuration Volume, v (vph) 3 31 184 7 Capacity, cm (vph) 1389 1302 548 619 v/c ratio 0.00 0.02 0.34 0.01 Queue length (95%) 0.01 0.07 1.47 0.03 Control Delay J 7.6 7.8 i + 14.9 I 1 10.9 (s/veh) LOS A A I B I ! 8 I Approach delay 14 9 10 9 (s/veh) -- -_ Approach LOS -- -- B B HCS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d file://CADocumeats%20and%20Settin ,s\Ad nistratorToc t%20Seffings\Tem11\1120.31D 9174/70fQ a ..v ++u� vavr �,viauva rage 1 O1 L TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst gr Intersection Teal Lake Agency/Co. Rd./Paradise Bay Rd. Date Performed 9/24/2009 Jurisdiction Jefferson County Analysis Time Period weekend peak Analysis Year 2013 with project Project Description Tala Point East/West Street: Paradise Bay RoadNorth/South Street: Teal Lake Road Intersection Orientation: East-West (Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 4 102 99 23 121 2 Peak-hour factor, 0.81 0.81 0.81 0.85 0.85 0.85 PHF Hourly Flow Rate 4 125 122 27 142 2 (veh/h) Proportion of heavy vehicles, PHV 1 1 Median type Undivided RT Channelized? I { 0 II0 I anes n 1 0 1 n 1 n, IConfiguration LTR I LTR Upstream Signal 0 I 0 Minor Street Northbound Southbound Movement 7 I 8 9 10 { 11 12 L T R L T R 'Volume (veh/h) 97 1 16 1 0 2 Peak-hour factor, 0.85 0.85 0.85 0.25 0.25 0.25 PHF Hourly Flow Rate (veh/h) 114 1 1 18 4 0 1 8 I Proportion of heavy vehicles, PHV 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR _ LTR (Control Delay, Queue Length, Level of Service file://C:\Documents%20and°%20Settings\Administrator'Localfli%20Settin2.s\Ten \u2k2340.... 9/24/2009 I vvv-ver ay owl) '.vi1LLv1 rage 2 01 2 pproach I EB WB INorthbound Southbound Movement 1 4 7 1 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration Volume, v (vph) 4 27 133 12 Capacity, cm (vph) 1445 1325 580 741 v/c ratio 0.00 0.02 0.23 0.02 Queue length (95%) 0.01 0.06 0.88 0.05 Control Delay 7.5 7.8 I I13.0 I I 9.9 I (s/veh) LOS A A I B ! A S Approach delay 13.0 9.9 (s/veh) -- -- Approach LOS -- -- B A HCS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d filo://'CADocuments 202 d/20Setti s1 d nistrator',.t,ocal%20Settigs\Te n\112k 340 90.40009