Loading...
HomeMy WebLinkAboutMLA08-00509 ADDENDUM TO TRAFFIC IMPACT V1 Geralyn Reinart, P.E. 159 Denny Way,#111 Seattle,WA. 98109 ' (206)285-9035 Fax(206)285-6345 Traffic &Transportation Engineering Services October 8, 2009 Jefferson Count Y 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, SA, 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 1 I ITABLE 2 EXISTING LEVELS OF SERVICE I NORTH- SOUTH- EAST- WEST- WEEKDAY BOUND BOUND BOUND BOUND OVERALL Paradise Bay Road/ LOS A LOS A LOS A LOS A LOS A I 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 I 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. I Paradise Bay Road/ LOS B LOS A 1 1.3 sec. LOS A LOS A Teal Lake Road 9.5 sec. 7.4 sec. 7.6 sec. N.A. Paradise Bay Road/ LOS A LOS A I 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. 1 1.4 sec. N.A. I TABLE 4 I 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 I 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. I 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 I 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 I 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. IParadise 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. I 2 I . I ITABLE 5 FUTURE LEVELS OF SERVICE WITH PROJECT I NORTH- SOUTH- EAST- WEST- WEEKDAY BOUND BOUND BOUND BOUND OVERALL Paradise Bay Road/ LOS B LOS A LOS B LOS B LOS A I Oak Bay Road Paradise Bay Road/ 11.2 sec. 9.7 sec. LOS B 10.5 sec. 12.8 sec. 11.6 sec. 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 ILudlow 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. I 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 I 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. >100 sec. 10.3 sec. 13.5 sec. N.A. I 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, Tea! I Lake Road and Ludlow Ridge Road intersections, and the north/south roadway at the SR-104 intersection. Where: I LOS Delay A < 10 seconds B > 10 & < 15 seconds I C > 15 & <25 seconds D >25 & <35 seconds E >35 & < 50 seconds I F > 50 seconds (for unsignalized intersections) IRevised 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 IBay Road/Teal Lake Road intersection are currently operating at level of service "B" or better. The level of service "B" or better conditions are I projected for the future conditions, with or without the project. Comment #2 - "Provide WSDOT Figures 910-12a (warrants for left-turn Istorage) and 910-15 (warrants for right-turn storage) as per discussion on Page 14". I 3 I I Response -The above noted figures have been attached, as requested. 111 Comment #3 - "Provide a brief discussion of Paradise Bay Road roadway capacity and level of service for existing conditions and for future Iconditions with and without the proposal." I 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 I 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 Iproject site to 4485 vehicles per day near Oak Bay Road (see Figure 6). Table 6 from the County's Transportation Element indicates a roadway Icapacity of 7400 vehicles per day for the sections of Paradise Bay Road between Andy Cooper Road and Watson Road and between Oak Bay I 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 I "D" for the section between Oak Bay Road and Watson Road. Thus, the proposed project impacts would fall within acceptable levels of service. IThis completesresponses p my e ponses to your comments. Please feel free to call if I you or any of the County Staff have any questions regarding the information summarized in the previous sections. I r ,„ Sincerely, , A. , ...-..:;v• ° All Geralyn Reinart, P.E. I:A r . I Attachments ,.1z...v0NTAL L 0 . I 4 � Revised 9ue, 41 5 A 6 /�s6 q - ';�—z 1 8 1 i 29 I\ 11 33.. -j 165 1 123 124 87 43 124 100 99 ' 28 153 10-------„' 146 l 184 111 N.T.S. 47'a4_ Osk f / 7— O . _ --.• Project site 1 — - =L- 1 2926 -3 140 J 1] % I N 2138 tl i coco 1 N CO o, /: i o N �. I 5 1 3 e-� \---,--.--2 2282 / 2 / I 3 0 123 _ 141 i h _ '13000 / 141 r I58 16 �' --80 6068 :: - -------- 16000 I6 625 808 i 5244 515 16 XXXX-average daily traffic I /,-)o( -pm peak hour volume 3 1 0-`-�•\�8 9 I EXISTING DAILY & WEEKDAY PM PEAK HOUR VOLUMES I 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 i r r65 � 5 5 4_ 2- 1 7 1 I 1 0 - 11 29 . 146 ,, 69— 70 r 4 65 =34 110 91 /' 88 37 20 15 123 175 1 N.T.S. i -10,, 1 • - : I; /: - t a ' Ja\ori / \ O� - PO •-' .' — Project site 0 J I J W i 1 V •.. i • II ' I 3 : r A,� 2 �i a—1 l 2 1 i4 ° 98 j 115 �,•\ 14379 SR-104 15 -._.._ 60 'i 1 105 106 68 !, I 5 0700 -- 821 970 —963 15 I 1 ='-'-XX -peak hour volume 2 1 i' 10 I 12 ESTIMATED WEEKEND PEAK HOUR VOLUMES I Geralyn Reinert, P.E. FIGURE 2A 159 Denny Way,#111 Tale Point Page Seattle,WA. 98109 (rev.09/24/09) Jefferson County,WA. F-2A I 46 5 7_,,_...//L\--,.-7 4_ --,--1 9 1 IE 32 l 12 57 262 1 152 __ \-. 153 h l 96 x-70 196 126 125 : // 1� 1 1 N.T.S. I%__ ^�ay i ' j j 0 c /. �. Project site I 4150 1 140 1 17 i I 2660 N '..._ Ta 1 i > al co CO �0 N / i' /../7. \ o : I / 5 m •..i 2830 / 3 — "j�-4_2 2 / 0 1 3 140 166 16225 / 210 �__69 n 99 — i SR-104 • 24 �. 7__... 92 208 138 115-( I ---,-15 0 20180 130 7 780 F_\. 1007 i 654 \ -643 19 1 ` ,+,Ixxxx-average daily traffic 4 0�1 —9 Vxx -pm peak hour volume 10 L I 2013 ESTIMATED DAILY & WEEKDAY PM PEAK HOUR VOLUMES WITHOUT PROJECT I Geralyn Reinert, P.E. FIGURE 5 159 Denny Way,#111 Tale Point Page Seattle,WA. 98109 (rev.09/24/09) Jefferson County,WA. F-5 71 5 - 11 - '----5 ( 887 85546r 214 86 –52 160 111 4--=_108 41 22 16– I -- 173 230 1 N.T.S. kt•a/,I der 1 �aJ I i /' i • I ed Oa 1 Q0 J i _ �• -- Project site 1 1 73t 1 N 1 0 -N m o, r: 1 o �° I i I 3 , r r r 2---- j ---–1 2 r ll 0 1 4 110 – 132 / 193 '90 2b 1 3 0 SR-104 • 1 9 �. 121 F' 132 99 97 I�12 F. 0 I110 6 874 — 1024 1210<-' 1202 / 18 1 21 'T \4 '12 =-xx -peak hour volume 14 I 2013 ESTIMATED WEEKEND PEAK HOUR VOLUMES WITHOUT PROJECT I 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 I I I _ 46 25 7 -'/''-----577 %' 9 --4 r 6 I 32 12 577 272 31 152 -_ 158 105 --�70 206 156—-125 Ii 31 23 16--:--- 1, ---225 272 I N.T.S. I !a , - i •/. '\_ 4 \: 00 -',• �.-/ Project site I 655 1 o 3100 .\ •� Ti •\ 1 > t W �'\ 1 5 iiiti i i i",, 2875 3 --2 2 i. Ip 3 153 183 A 7 16225 • / 233 . 92 102 --• SR-104 I \ 0 28 7 tJ 95 211 138 115--- 22 ' o 1 20225 I137 7 780 1010 654 =-643 19 1 4 xxxx-average daily traffic I 0 r7->9 xx -pm peak hour volume 10 I 2013 ESTIMATED DAILY & WEEKDAY PM PEAK HOUR VOLUMES WITH PROJECT I Geralyn Reinart, P.E. FIGURE 6 159 Denny Way,#111 Tale Point Page Seattle,WA. 98109 (rev.09i24i09) Jefferson County,WA. F-6 1 71 22 11 ���5 18 - �� 8 4 55 12 46 1 220 19 86- \-y- 90 1 90 -� - 52 166 127 / -108 I ;!, 41 26 20--�,�-178 239 IN.T.S. I 040 L i t fid. a�o 1 \ 1 •' .- Project site // /' 3 •/ _-_% -- o a J T i V \ '\ I CC W •- > / W� . to - " N i 7 � o 13 r i / .I 3• ! /4511i 2 / ID q 121 -__ 146 205 - 102 23 •- 1 133 i SR-104 99 97--..,\L,.---16 9"__,' 124 { 135 114 0 874 ���. 1027 I 6 1 1210 / — 1202 18 1 2 1 ----•„\i„-----12 V� xx -peak hour volume 14 I 2013 ESTIMATED WEEKEND PEAK HOUR VOLUMES WITH PROJECT I Geralyn Reinart, P.E. FIGURE 6A 159 Denny Way,#111 Tale Point Page Seattle,WA. 98109 ems.09/24/09) Jefferson County,WA. F-6A WSDOT Turn Storage Guidelines Iintersections,At Grade Chapter 910 I -- i III fill II * KEY: - - I Below curve, - I storage not tS, needed for - I capacity. - - Above curve, - I further analysis 1000 recommended. _ I _ I i 800 E. - -r I - - 0 .c-- 0 F- 700 VIP A I _ / 44 - I _ 10'.A 600 414 I - _ 00112-1 ittO 500 tz 414 I - _ 50 inr 400 _ I _ 60 t-v"' _ rin) .,, MI ill ! III 1, 1If Ill ' i300 I 25 20 15 l ,r---'\.i ....,, 5 0 %Total DHV Turning Left(single Ling moment) I Notes: / t [1] DHV is total volume from both directions. ( [2] Speeds are posted speeds. IW-e-rAc.-A-5-s-A ILeft-Turn Storage Guidelines: Two-Lane, Unsignalized Figure 910-12a IPage 910-26 Design Manual M 22-01.02 November 2007 I Chapter 910 intersections At Grade I .. 100 I I I i I I I Consider right-turn lane 151 I Fe (1) 80 Consider right-turn 5 pocket or taper 141 I -5 > E 60 = , I c.4 172 ,-- 40 I o I as Radius only[31 a) a_ u 20 c•)-, I 0 (k) \ ir , II 0 1 100 200 300 400 500 600 700 I /,.... Peak-H---ou,,jr,Approach 4....0t -F....-V01o lume (DDHV) ,_ rill \ Notes: I [1] For two-lane highways, use the peak hour DDI-IV(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). I [2] When ail 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 I • 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. [51 For right-turn lane design, see Figure 910-17. I [6] For additional guidance,see 910.07(3). I I IRight-Turn Lane Guidelines[6] Figure 910-15 I Design Manual M 22-01.02 Page 910-37 November 2007 1 t I Level of Service Calculations 1 1 1 1 VVV-,Yay .J4lip �,U1LL1�1 rage 1 at 2 I TWO-WAY STOP CONTROL SUMMARY IGeneral Information Site Information 'Teal Lake 1Agency/Co.nitgrIntersection Rd./Paradise Bay Rd. JurisdictionJJefferson Date Performed 9/24/2009County Analysis Time Period Jweekday pm peak Analysis Year existing I Project Description Tala Point ornt I 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 I Major Street Eastbound 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, 0.84 0.84 0.84 0.88 0.88 0.88 I PHF Hourly Flow Rate 3 69 95 18 139 2 (veh/h) I Proportion of heavy ehicles, -- -- 0 -- PE/v. 4 Median type Undivided IRT Channelized? 0 0 Lanes 0 1 0 0 1 0 I Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound I Movement 7 8 9 10 11 12 L T R L T R Iolume (veh/h) Peak-hour60 0 8 2 0 3 factor, 0.74 0.74 0.74 0.62 0.62 0.62 PHF ' Hourly Flow Rate (veh/h) 81 0 10 3 0 4 Proportion of heavy vehicles, PHS I 4 I 4 I 4 I 20 20 1 I 20 Percent grade (%) 0 0 I Flared approach N N Storage 0 0 RT Channelized? 0 0 ILanes 0 1 0 0 1 0 Configuration LTR LTR I Control Delay, Queue Length, Level of Service Ifile:,/C;:\Docurneats%70ancl%20Setiinoc\AriminicirRinr\T.or21°A?(Nettinac\Tamr,\1131r?In cvmh( O 1wo-way mop 1....ontroi Page 2 of2 I Approach EB WB Northbound Southbound IMovement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration I Volume, v (vph) 3 18 91 7 Capacity, cm (vph) 1430 1427 660 1 726 I v/c ratio 0.00 0.01 0.14 0.01 Queue length (95%) 0.01 0.04 0.48 0.03 I Control Delay (s/veh) 7.5 7.6 11.3 10.0 LOS A A B B IApproach delay 11.3 10.0 (s/veh) IApproach LOS -- -- B B ICS2000TM Copyright©2003 University of Florida,All Rights Reserved Version 4.1d I I I I I I I I I I Ifile://C:\Docuuments%7.fanfl%70Settinoc\A[imini cfrntnr\T nral0/7fQattinnQ\TPmr,\101-111 1 0/1A/111110 i YYV' YYGJ. uLv} ,._,VIILI0i Page 1 of 2 II TWO-WAY STOP CONTROL SUMMARY IGeneral Information Site Information Analyst kr Intersection Teal Lake I IAgency/co. Jurisdiction Rd./Paradise Bay Rd. Date Performed 19/24/2009 Jefferson County Analysis Time Period Jweekend peak Analysis Year existing I Project Description Tale Point p IEast/West Street: Paradise Bay Road North/South Street: Teal Lake Road Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments I Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R I olume (veh/h) 4 79 60 15 98 2 Peak-hour factor, 0.81 0.81 0.81 0.85 0.85 0.85 I PHF Hourly Flow Rate (veh/h) 4 97 74 17 115 2 i Proportion of heavy ehicles, PHv 1 - - 1 Median type Undivided IRT Channelized? 0 0 Lanes 0 1 0 0 1 0 I Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound IMovement 7 I 8 9 10 11 12 L T R L T R i '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 I Hourly Flow Rate (veh/h) 82 1 8 4 0 8 Proportion of heavy I 1vehicies, P 0 I 0 I 0 ( 0 l I 0 HV Percentgrade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 iLanes 0 1 0 0 1 0 Configuration LTR LTR I !Control Delay, Queue Length, Level of Service Ifile://C:\Documents%2 }and%2t0:Settings\AdminiStrainy\T,nc,al%7ncettinac1TPmn\/01l 7;id Qr)ahnnQ 1 VVV,-VYay OLUJ L.Jziuvz rage L oI 2 I Approach EB WB Northbound Southbound IMovement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration I Volume, v (vphh) ! 4 , I 12( a Capacity, cm (vph)I 1478 I 1412 I 663 I I 817 I I /c ratio 0.00 0.01 0.14 0.01 Queue length (95%) 0.01 0.04 0.47 0.04 I Control Delay (s/veh) 7.4 7.6 11.3 9.5 LOS A A B A Ipproach delay - (s/veh) -- 11.3 9.5 pproach LOS -- I -- g A IHCS_000T M Copyright©2003 University of Florida,All Rights Reserved Version 4.1d I I I I I I I I I I Ifile://C:\Documents%20and%20Settings\Administrator1f Alcai%7OSpitinoc1Tprnn\101:91'1 a Qr-mr)rino IWO-Way atop $. onrroI Page 1 of 2 I TWO-WAY STOP CONTROL SUMMARY IGeneral Information Site Information !Analyst gr Intersection (Teal Lake 111 Agency/Co. Rd./Paradise Bay Rd. Date Performed 9/24/2009 Jurisdiction !Jefferson County IAnalysis Time Period Iweekday pm peak Analysis Year 2013 w/out project Project Description c iption Tala Point 1 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 1 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 I 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 I PHF Hourly Flow Rate 3 82 164 27 159 2 (veh/h) I Proportion of heavy ehicles, PHv 4 0 Median type Undivided IRT Channelized? 0 0 Lanes 0 1 0 0 1 0 111 Configuration LTR LTR Upstream Signal 0 0 `Minor Street _ Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R i olume (veh/h) Peak-hour115 0 15 2 0 3 factor, 0.74 0.74 0.74 0.62 0.62 0.62 PHF Hourly Flow Rate (veh/h) 155 0 20 3 0 4 Proportion of heavy Iehicles, PHvI 4 I 4 I 4 1 20 20 20 Percent grade (%) 0 0 I Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR I Control Delay, Queue Length, Level of Service • Ifiio•iir•nnrtimantc0/;; laneoANICattinnc\Arlminictrotnr\T nno1O/7[}Cot1-;,-.,01To,,,•„,\„71�7227 ninAi-vnnn r Eagc .L, W. G I rApproach EB WB Northbound Southbound I Movement Lane 1 4 7 8 9 10 11 12 LTR LTR 1 LTR LTR Configuration I 1Volume,� v (vph) 3 27 175 7 Capacity, c (vph)I 1405 1332 I 580 1 I 660I m I '/c ratio 0.00 0.02 0.30 0.01 Queue length 0.01 0.06 (95%) 1.26 0.03 I Control Delay (s/veh) 7.6 7.8 13.9 10.5 LOS A A B B I pproach delay /veh) _ __ 13.9 10.5 (s pproach LOS -- -- B B IHCS2000T M Copyright©2003 University of Florida,All Rights Reserved Version 4.1d I I I I I I I I I I I Ifile://C:\Documents%20and%20Settings\Adntinistratnr\i,nral°/.,?ncettinoc\Tama\n'31,r7q.7 o/'7d/ nno 1 vvv-Vc,y 0IAJ/.1 L.•va>_uW. rage i ut G I TWO-WAY STOP CONTROL SUMMARY IGeneral Information Site Information Analyst gr Intersection Teal Lake I Rd./Paradise Bay Rd. IAgencyiCo. Jurisdiction Jefferson County Date Performed 9.24/2009 Analysis Year 2013 w/out project IAnalysis Time Period weekend peak Project Description Tala Point p IEast/West Street: Paradise Bay Road North/South Street: Teal Lake Road Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments _ I Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Iolume (veh/h) 4 90 99 20 110 2 Peak-hour factor, 0.81 0.81 0.81 0.85 0.85 0.85 PHF IHourly How Rate 4 111 122 23 129 2 (veh/h) I Proportion of heavy -- - ehicles, PHV 1 1 -- Median type Undivided IRT Channelized? 0 0 Lanes 0 1 0 0 1 0 I Configuration LTR LTR Upstream Signal 0 0 (Minor Street I ,Northbound _Southbound IMovement 7 8 9 10 11 12 L T R L T R I '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 I Hourly Flow Rate (veh/h) 114 1 14 4 0 8 Proportion of heavy I ! I Q I n n V v V ehicies, PHv Percent grade (%) 0 0 I Flared approach N N Storage 0 0 RT Channelized? 0 0 1 Lanes 0 1 0 0 1 0 Configuration LTR LTR I !Control Delay, Queue Length, Level of Service Ifile:,',/C:\Docu,-nems%2Gand%2OSettinas\Administrator\T,ncai%7OSettinac\TPmn\2i7k fl i A orm;)nno J w0 VWay 01Up l_.‘tiliLiO1 rage z or z I 'Approach EB WB Northbound I Southbound I Movement 1 4 7 8 9 10 11 12 Lane . LTR LTR LTR LTR Configuration IVolume, v (vph) 4 I 23 1 129 I 1 12 'Capacity, cm (vph)I 14en 1340 I I 606 1 1 770 I I v/c ratio Queue length 0.00 0.02 0.21 0.02 0.01 0.05 0.80 0.05 (95%) I Control Delay (s/veh) 7.5 7.7 12.5 9.7 LOS A A B A I Approach delay (s/veh) 12.5 9.7 Approach LOS I -- I -- B A IHCS2000TM Copyright©2003 University of Florida,Ali Rights Reserved Version 4.1d I I I I I I I I I I I Ifile://C:\Doeurnents%20and%20Settings1 A dministratorq nr21%711Settincrc\Tpnin\11-,Vnq A Oriztrffin0 TWO-WAY STOP CONTROL SUMMARY IGeneral Information Site Information Teal Lake Analyst nalytI9r Intersection Rd./Paradise Bay Rd. I Agency/Co. I Jurisdiction Jefferson County Date Performed 9124/2009I Analysis Time Period weekday pm peak 11Analysis Year 2013 with project Project Description Tala Point IEast/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 r 6 I L T R L T R olume (veh/h) 3 92 138 28 153 2 Peak-hour factor, 0.84 0.84 0.84 0.88 0.88 0.88 PHF IHourly Flow Rate 3 109 164 31 173 2 (veh/h) I Proportion of heavy ehicles, PHV 40 Median type Undivided IRT Channelized? 0 0 Lanes 0 1 0 0 1 0 I Configuration LTR LTR Upstream Signal 0 0 (Minor Street Northbound Southbound IMovement 7 8 9 10 11 12 L T R L T R olume (veh/h) 115 0 22 2 0 3 I Peak-hour factor, 0.74 0.74 0.74 0.62 0.62 0.62 PHF I Hourly Flow Rate 155 0 29 3 0 4 (veh/h) Proportion of heavy Iehicies, PHV 4 4 I 4 20 I 20 I 20 Percent grade (%) 0 0 I Flared approach N N Storage 0 0 RT Channelized? 0 0 ILanes 0 1 0 0 1 0 Configuration LTR LTR I !Control Delay, Queue Length, Level of Service Ifile://C:\Doc:zmentsV020and%20 Settings\Adrninistrator\T.ocal%70settinoc\Tpmn\i r k7 i^,il Qi-m ynno 1 vry yruy VIVp VV11LLV1 ?age 2 of 2 I (Approach EB WB Northbound Southbound IMovement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration I !Volume, v (vph) 3 31 1 184 7 apacity, cm (vph)f 1389 1302 548I 1 I �� I V 19 I v/c ratio 0.00 0.02 0.34 0.01 Queue length (95%) 0.01 0.07 1.47 0.03 I Control Delay (s/veh) 7.6 7.8 14.9 10.9 LOS A A B B I I Approach delay (s/veh) __ 14.9 10.9 ApproachLOS -- -- B B IIHCS2000'M Copyright©2003 University of Florida,All Rights Reserved Version 4.1d I I I I I I I 1 I I Ifile://C:\Documents%20and%20Settinas\Administrator T ocal%20SPttinac\TPmn1,01(Tz;n ormionna rage 4 Cif L I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst gr Intersection Teal Lake I Rd./Paradise Bay Rd. Agency/Co. Jurisdiction Jefferson County Date Performed 9/24/2009 Analysis Year 2013 with project IAnalysis Time Period weekend peak Project Description Tala Point East/West Street: Paradise Bay Road North/South Street: Teal Lake Road IIntersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments IMajor Street Eastbound Westbound Movement 1 2 3 4 1 5 6 L T R L T R 1 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 IHourly Flow Rate 4 125 122 27 142 2 (veh/h) Proportion of heavy I ehicies, PHV 1 -- -- 1 -- -- Median type Undivided IRT Channelized? 0 0 Lanes 0 1 0 0 1 0 I Configuration LTR LTR Upstream Signal 0 0 Minor Street I Northbound Southbound IMovement 7 8 9 10 • 11 12 L T R L T R Volume (veh/h) 97 1 16 1 0 2 IPeak-hour factor, 0.85 0.85 0.85 0.25 0.25 0.25 PHF I Hourly Flow Rate (veh/h) 114 1 18 4 0 8 Proportion of heavy I vehicles, PHV 0 0 I 0 0 0 0 Percent grade (%) 0 0 I Flared approach N N Storage 0 0 RT Channelized? 0 0 ILanes 0 1 0 0 1 0 Configuration LTR LTR I !Control Delay, Queue Length, Level of Service Ifile://C:\Documents%20and% 0Setti:pas\Adr inistrator\Loc l%20Settin gs\T ernn13a7014f 4;^4/7nnQ 1WO- .y 31Up k._,011L101 rage z orL I pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane LTR LTR LTR LTR Configuration I 'olume, v (vph) 4 27 133 12 Capacity, cm (vph)I 1445 1325 I 580 I I741 I v/c ratio 0.00 0.02 0.23 0.02 Queue length 0.01 0.06 0.88 0.05 (95%) IControl Delay(s/veh) 7.5 7.8 13.0 9.9 LOS A A B A I pproach delay 13.0 9.9 (s/veh) pproach LOS -- -- B A IfiCS2000T M Copyright©2003 University of Florida.All Rights Reserved Version 4.1d I I I I I I I I I I I Ifile://C:\Documents%20and%20Seftings\Administrator\T.sca1°'90Settinoc\TPmn\„n'714n 4/?a/)nn4