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HomeMy WebLinkAboutZMA201300016 Study 2015-03-04RAMEY KEMP 19i ASSOCIATES TRANSPORTATION ENGINEERS March 5, 2014 Ms. Megan Yaniglos, ASLA Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 Phone: (434) 296-5832 Subject: Avinity — Traffic Impact Analysis (TIA) Albemarle County, Virginia Dear Ms. Yaniglos, RAMEY KEMP & ASSOCIATES, INC. 4343 Cox Road Glen Allen, VA 23060 Phone: 804-217-8560 Fax: SO4-217.8563 www. ra m ey ke m p.o o m This letter report summarizes the Traffic Impact Analysis (TIA) prepared by Ramey Kemp & Associates, Inc. (RKA) for the proposed Avinity neighborhood located on the east side of Avon Street at Avinity Drive in Albemarle County, Virginia. When complete, the neighborhood is expected to consist of 39 single family homes and 157 townhomes. The initial phase is currently under construction, and approximately 60 townhomes are built and occupied. Vehicular access to the neighborhood is provided by Avinity Drive, and the development plan includes an emergency access road to Route 20 (Scottsville Road), which will be restricted by bollards. Based on discussion with you and the Virginia Department of Transportation (VDOT), we understand that the scope of the TIA is to include the following intersections: ■ Avon Street at Mill Creek Drive ■ Avon Street at Avinity Drive The purpose of this TIA is to determine if the trip generation potential of the neighborhood warrants any off-site roadway improvements. Figure 1 shows the configuration of the study intersections. Existing Traffic Conditions RKA performed a PM peak hour (4:00 to 6:00 PM) turning movement count at the intersection of Avon Street at Avinity Drive on January 27, 2014. RKA also performed AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement counts at the signalized intersection of Avon Street at Mill Creek Drive on February 18 and 20. The traffic count data are enclosed for reference. The existing PM peak hour turning movement volumes at Avinity Drive were compared to the trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. Table 1 shows that the volume of traffic entering and exiting the neighborhood during the PM peak hour is equivalent to 63 townhomes, so the AM peak hour volumes at Avinity Drive were estimated based on the trip generation potential shown in Table 1. Charlotte, NC - Raleigh, NC - Richmond, VA - Winston-Salem, NC Ms. Megan Yaniglos Page 2 of 6 Table 1 Existing Traffic — Weekday ITE Trip Generation — 9th Edition Figure 2 shows the existing 2014 AM and PM peak hour traffic volumes at the study intersections. Note that the through volumes on Avon Street at Avinity Drive were adjusted up to balance with the traffic volumes at Mill Creek Drive, even though Cale Elementary School is between Mill Creek Drive and Avinity Drive. Background Traffic Growth An annual growth rate of 3.0% was applied to the existing peak hour traffic volumes for two years to estimate the 2016 peak hour traffic volumes, which are shown in Figure 3. Trip Generation At build -out, the Avinity neighborhood is expected to consist of 39 single family homes and 157 townhomes. Table 2 shows the trip generation potential for the entire neighborhood based on the ITE Trip Generation Manual. Table 2 Proposed Traffic — Weekday ITE Trip Generation — 9th Edition Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Exit Enter Existing Count -- -- -- -- -- 24 17 Townhomes 63 homes 215 215 6 30 28 13 (230) 9 28 28 17 Townhomes Figure 2 shows the existing 2014 AM and PM peak hour traffic volumes at the study intersections. Note that the through volumes on Avon Street at Avinity Drive were adjusted up to balance with the traffic volumes at Mill Creek Drive, even though Cale Elementary School is between Mill Creek Drive and Avinity Drive. Background Traffic Growth An annual growth rate of 3.0% was applied to the existing peak hour traffic volumes for two years to estimate the 2016 peak hour traffic volumes, which are shown in Figure 3. Trip Generation At build -out, the Avinity neighborhood is expected to consist of 39 single family homes and 157 townhomes. Table 2 shows the trip generation potential for the entire neighborhood based on the ITE Trip Generation Manual. Table 2 Proposed Traffic — Weekday ITE Trip Generation — 9th Edition RAMEY KEMP ASSDCIATES Weekday Daily Traffic AM Peak Hour PM Peak Hour Land Use Size (vpd) (vph) (vph) (ITE Land Use Code) Enter Exit Enter Exit Enter Exit Single -Family Homes (210) 39 homes 221 221 9 28 28 17 Townhomes (230) 157 homes 476 476 13 61 58 29 Total 697 697 22 89 86 46 RAMEY KEMP ASSDCIATES Ms. Megan Yaniglos Page 3 of 6 Site Traffic Distribution The proposed neighborhood trips were distributed to the study intersections based on a review of the current traffic volumes, the surrounding roadway network, and engineering judgment. Figure 4 shows the following site trip distribution: ■ 90% to / from the north on Avon Street 0 45% to / from the north on Avon Street 0 45% to / from the east on Mill Creek Drive ■ 10% to/ from the south on Avon Street Figure 5 shows the site trip assignment for the neighborhood at build -out. Figure 6 shows the existing neighborhood trips based on the overall regional site traffic distribution. Figure 7 shows the projected 2016 AM and PM peak hour traffic volumes, which are derived by starting with the no -build traffic volumes (Figure 3), then adding the neighborhood trips at build -out (Figure 5), then subtracting the existing neighborhood trips (Figure 6). RAMEY KEMP ASSDCIATES Ms. Megan Yaniglos Page 4 of 6 Traffic Capacity Analysis Traffic capacity analysis for the study intersections was performed using Synchro 8, which is a comprehensive software package that allows the user to model and optimize signal timing for signalized intersections to determine levels -of -service based on the thresholds specified in the 2010 Highway Capacity Manual (HCM). Table 3 summarizes the capacity analysis results for the signalized intersection of Avon Street at Mill Creek Drive, and all of the Synchro output is enclosed for reference. Table 3 Level -of -Service Summary for Avon Street at Mill Creek Drive (Signalized) Capacity analysis indicates that this signalized intersection currently operates at LOS C during the AM peak hour, and at LOS B during the PM peak hour. Under no -build and build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour, and at LOS B during the PM peak hour, with all movements operating at LOS D or better. 4 RAMEY KEMP ASSOCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Queue Overall Lane Queue Overall LOS (ft) OS LOS (ft) (D l (Delay) EBL/T D 147 D 55 EBR A 0 A 0 WBL D 177 C 174 WBT D 26 C 57 Existing 2014 BR B 801 C B 81 B Traffic Conditions NBT C 342 (21.8) C 133 (16.4) NBR A 40 A 8 SBL B 148 B 198 SBT B 113 B 243 SBR A 0 A 0 EBL/T D 156 D 60 EBR A 0 A 0 WBL D 188 C 192 WBT D 28 C 62 No -build 2016 B 82 C B 684 B NBR Traffic Conditions NBT C 367 (22.7) C 146 (17.1) NBR A 47 A 12 SBL B 153 B 218 SBT B 117 B 265 SBR A 0 A 0 EBL/T D 157 D 63 EBR A 0 A 0 WBL D 198 C 226 WBT D 28 C 63 Build 2016 B 83 C B 69 B NBR 12 Traffic Conditions NBT C 382 (22.8) D 167 (18.2) NBR A 48 A 22 SBL B 147 B 234 SBT B 119 B 306 SBR A 0 A 0 Capacity analysis indicates that this signalized intersection currently operates at LOS C during the AM peak hour, and at LOS B during the PM peak hour. Under no -build and build conditions, the intersection is expected to continue to operate at LOS C during the AM peak hour, and at LOS B during the PM peak hour, with all movements operating at LOS D or better. 4 RAMEY KEMP ASSOCIATES Ms. Megan Yaniglos Page 5 of 6 Table 4 summarizes the capacity analysis results for the unsignalized intersection of Avon Street and the Site Drive, and all of the Synchro output is enclosed for reference. Table 4 Level -of -Service Summary for Avon Street at Avinity Drive (Unsignalized) Level of service for minor approach. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the minor street left -turn movement currently operates with short delays during the AM and PM peak hours. Under no -build and build conditions, the minor street left -turn movement is projected to continue to operate with short delays during the AM and PM peak hours. Recommendations The capacity analysis shows that both study intersections currently operate at an acceptable LOS, and are projected to continue to operate at an acceptable LOS at build -out of the neighborhood. No off-site roadway improvements are warranted or recommended. RAMEY KEMP ASSDCIATES AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Queue Overall Lane Queue Overall LOS (ft) LOS LOS (ft) LOS (Dela) (Delay) WBL/Rl B 5 B 3 Existing 2014 NBT - - - - 2 N/A - - -2 - N/A Traffic Conditions NBR A 0 A 2 SBL SBT -I - - - WBL/Rl B 6 B 3 No -build 2016 �x _ - N/A2 - - N/A2 Traffic Conditions A 1 A 2 SBL SBT - - - - WBL/Rl B 20 B 7 Build 2016 _ - N/A - - N/A Traffic Conditions N�sx A 2 A 5 SBL SBT -I -I -I - Level of service for minor approach. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections. Capacity analysis indicates that the minor street left -turn movement currently operates with short delays during the AM and PM peak hours. Under no -build and build conditions, the minor street left -turn movement is projected to continue to operate with short delays during the AM and PM peak hours. Recommendations The capacity analysis shows that both study intersections currently operate at an acceptable LOS, and are projected to continue to operate at an acceptable LOS at build -out of the neighborhood. No off-site roadway improvements are warranted or recommended. RAMEY KEMP ASSDCIATES Ms. Megan Yaniglos Page 6 of 6 We appreciate your attention to this matter. Please contact me at (804) 217-8560 if you have any questions about this report. Sincerely, Ramey Kemp & Associates, Inc. Carl Hultgren, P.E., PTOE Regional Manager Enclosures: Figures, Traffic count data, Synchro output Copy to: Mr. Troy Austin, P.E., VDOT Mr. Alan Taylor, Riverbend Development Mr. Scott Collins, P.E., Collins Engineering p,LT N CF Ii Q CARL A. HULTG N y Lie. No. 04962 o�, �w N&//NAL E� RAMEY KEMP ASS061ATES > 0 0 375' 75'Mill Creek Drive 75' —� o 0 N � Avinit � Drive 0 LEGEND Signalized Intersection Lane Configuration X' Storage Length (In Feet) R A M E Y K E M P Avinity Existing Lane Configuration ASSOCIATES Albemarle County, Virginia TRANSPORTATION ENGINEERS Scale. Not to Scale Figure l O � 296 (244) `v 12 (48) 142 (179) Mill Creek Drive 53 (17)j 54 (18)---m- N o 15 (4) —� n M � M �-27 (14) j-3 (3) Avmit � Drive LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes Existing (2014) Traffic R AME Y K E M P Avinity Volumes ASSOCIATES Albemarle CountyVirginia T Scale: Not to Scale Figure 2 O � � M � N 314 (259) X13(51) 151 (190) Mill f rl-- Creek Drive 56 (18)_# 57(19)--1- 16 7(19)-16 (4) --� o M O o 27 (14) j-3 (3) Avinit Drive o� r" M LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes R A M E Y K E M P Avinity No -Build (2016)Traffic Volumes ASSOCIATES Albemarle County, Virginia TScale: Not to Scale Figure 3 45 > 0 45 Mill 45 Creek Driv � o %) (90 f—(10 %) Avinit row- Drive 0 0 LEGEND X % Entering Distribution (X %) Exiting Distribution 10% X % Regional Distribution R A M E Y K E M P Avinity Site Traffic Distribution ASSOCIATES *TRANSPORTATION ENGINEERS Albemarle County, Virginia Scale. Not to Scale Figure 4 > 0C M O 10 (39) Mill tCreek Drive 0 �-80 (41) N f-9 (5) Avinit �► Drive N LEGEND X (1') AM (PM) Peak Hour Traffic Volumes R A M E Y K E M P Avinit Site Traffic *TRANSPORTATION y Assignment ASSOCIATES Albemarle County, Virginia ENGINEERS Scale. Not to Scale Figure 5 LEG] RAMEY� KEMP ASSOCIATES TRANSPORTATION ENGINEERS e Existing Avinity Avinity Traffic Albemarle County, Virginia Scale: Not to Scale I Figure 6 O � rn� 314 (259) 158 (217) Mill Creek Drive 56 (18)—# 57(19)--w- N 16 (4) o cam, M O � 0 0 80 (41) Avinit Drive 00 � N M LEGEND X (Y) AM (PM) Peak Hour Traffic Volumes R A M E Y K E M P AVinity Build (2016) Traffic Volumes ASSOCIATES Albemarle County, Virginia TScale: 7 Not to Scale Figure / Counted By: Evans Equipment ID: TU1422 Weather: Clear Ramey Kemp & Assoaates 4343 Cox Road Glen Allen, Virginia 23060 (',rniine Printcri_ I InehiRcrl _ Rank 1 File Name : Mill Creek (AM) Site Code : 00000001 Start Date : 2/20/2014 Page No : 1 Avon Street Mill Creek Drive Out In Total Avon Street Mill Creek Drive Q177801 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Ri ht Thru Left Peds q . Total Ri ht Thru Left Peds q . To al Int. Total 07:00 AM 0 20 18 0 38 23 1 16 0 40 23 51 0 0 74 1 9 10 0 20 172 07:15 AM 2 12 26 0 40 27 4 24 1 56 19 60 0 0 79 2 5 4 0 11 186 07:30 AM 1 26 42 0 69 45 2 41 0 88 29 84 1 0 114 2 9 15 0 26 297 07:45 AM 2 43 47 0 92 54 2 52 0 108 60 117 3 0 180 10 12 15 0 37 417 Total 5 101 133 0 239 149 9 133 1 292 131 312 4 0 447 15 35 44 0 94 1072 08:00 AM 3 28 38 0 69 92 5 39 0 136 46 91 4 0 141 2 10 12 0 24 370 08:15 AM 3 34 73 0 110 81 1 31 1 114 31 80 0 0 111 2 14 18 0 34 369 08:30 AM 3 34 72 0 109 69 4 20 0 93 24 67 2 0 93 1 18 8 0 27 322 08:45 AM 3 22 63 0 88 56 1 23 0 80 45 76 1 0 122 1 11 8 0 20 310 Total 12 118 246 0 376 298 11 113 1 423 146 314 7 0 467 6 53 46 0 105 1371 Grand Total 17 219 379 0 615 447 20 246 2 715 277 626 11 0 914 21 88 90 0 199 2443 Apprch % 2.8 35.6 61.6 0 62.5 2.8 34.4 0.3 30.3 68.5 1.2 0 10.6 44.2 45.2 0 Total % 0.7 9 15.5 0 25.2 18.3 0.8 10.1 0.1 29.3 11.3 25.6 0.5 0 37.4 0.9 3.6 3.7 0 8.1 Unshifted 17 219 379 0 615 447 20 246 2 715 277 626 11 0 914 21 88 90 0 199 2443 % Unshifted Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Avon Street Out In Total 1163 615 Q177801 17 219 379 0 0 0 0 0 171 219 379 0 Right Thru Le� Peds N N J v 0 V O A A.C. > 00000 North aoa _ o 00 e0 2/20/2014 07:00 AM ~B o 0 07 _ O r 2/20/2014 08:45 AM ZO (') — N N 'L Unshifted r N N O rn v < O v Bank 1� m O 0 0 0 A C d CDA a cn cn m d tl1 NON co CD T r Left Thru Right Peds 11 626277 0 0 0 0 0 11 626 277 0 F-4876 914 1400 114300 486 914 Out In Total Counted By: Evans Equipment ID: TU1422 Weather: Clear Ramey Kemp & Assoaates 4343 Cox Road Glen Allen, Virginia 23060 Groups Printed- Unshifted - Bank 1 File Name : Mill Creek (PM) Site Code : 00000001 Start Date : 2/18/2014 Page No : 1 f0 NON Avon Street LO M.V N Mill Creek Drive JJ Avon Street moot" Mill Creek Drive M L M C VW Southbound Westbound _ 102 5 Northbound m V Eastbound wp Start Time Right Thru I Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 4 47 61 0 112 93 10 43 0 146 26 31 0 0 57 2 2 3 0 7 322 04:15 PM 3 62 77 0 142 75 5 45 0 125 18 31 0 0 49 1 4 7 0 12 328 04:30 PM 7 57 62 0 126 60 6 36 0 102 20 35 1 0 56 0 1 4 0 5 289 04:45 PM 10 72 70 0 152 58 9 37 0 104 22 41 3 0 66 0 8 4 0 12 334 Total 24 238 270 0 532 286 30 161 0 477 86 138 4 0 228 3 15 18 0 36 1273 05:00 PM 8 71 71 0 150 62 15 46 0 123 25 33 2 0 60 0 3 6 0 9 342 05:15 PM 9 84 69 0 162 58 12 36 0 106 25 36 0 0 61 0 3 2 0 5 334 05:30 PM 5 83 98 0 186 62 14 44 0 120 32 28 1 0 61 1 3 8 0 12 379 05:45 PM 18 75 83 0 176 62 7 53 0 122 26 29 2 0 57 3 9 1 0 13 368 Total 40 313 321 0 674 244 48 179 0 471 108 126 5 0 239 4 18 17 0 39 1423 Grand Total 64 551 591 0 1206 530 78 340 0 948 194 264 9 0 467 7 33 35 0 75 2696 Apprch % 5.3 45.7 49 0 55.9 8.2 35.9 0 41.5 56.5 1.9 0 9.3 44 46.7 0 Total % 2.4 20.4 21.9 0 44.7 19.7 2.9 12.6 0 35.2 7.2 9.8 0.3 0 17.3 0.3 1.2 1.3 0 2.8 Unshifted 64 551 591 0 1206 529 78 340 0 947 194 264 9 0 467 7 33 35 0 75 2695 % Unshifted 100 100 100 0 100 99.8 100 100 0 99.9 100 100 100 0 100 100 100 100 0 100 100 Bank 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 % Bank 1 0 0 0 0 0 0.2 0 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0 f0 NON MO LO M.V N N JJ moot" 1 M O M M L M C VW F- H _ 102 5 r-- m V R wp O 000y v arn a Out In Total L828 1206 [201341829 64 551 591 0 0 0 0 0 641 551 591 0 Right Thru Left Peds North 2/18/2014 04:00 PM 2/18/2014 05:45 PM Unshifted Bank 1 +1 T r Left Thru Right Peds 9 264 194 0 0 0 0 0 9 264 194 0 P467 [1365 898 467 1365 8198 Out In Total .-0 moot" 1 C VW O 00 _ 102 5 r m V wp 00 O arn 0) y 0 00 m In Ramey Kemp & Assoaates 4343 Cox Road Glen Allen, Virginia 23060 File Name : Avon at Avinity (PM) Counter: Hultgren Site Code : 00000011 Weather: Clear Start Date : 1/27/2014 Equipment ID: TU1422 Page No : 1 Groups Printed- Unshifted Avon Street Avinity Out In Total Avon Street 394 845 1239 01 8111 341 0 Southbound Westbound Right Thru Left Peds Northbound Eastbound Start Time Right Thru Left Peds App. Tota Right Thru Left Peds Ap.Totai Right Thru Left Peds App.mtai Right Thru Left Peds App. Total Int. Total 04:00 PM 0 97 2 0 99 1 0 0 0 1 0 50 0 0 50 0 0 0 0 0 150 04:15 PM 0 89 1 0 90 2 0 1 0 3 0 58 0 0 58 0 0 0 0 0 151 04:30 PM 0 95 3 0 98 2 0 0 0 2 0 58 0 0 58 0 0 0 0 0 158 04:45 PM 0 101 5 0 106 2 0 0 0 2 0 35 0 0 35 0 0 0 0 0 143 Total 0 382 11 0 393 7 0 1 0 8 0 201 0 0 201 0 0 0 0 0 602 05:00 PM 0 98 3 0 101 4 0 0 0 4 0 54 0 0 54 0 0 0 0 0 159 05:15 PM 0 119 4 0 123 0 0 0 0 0 1 46 0 0 47 0 0 0 0 0 170 05:30 PM 0 109 11 0 120 5 0 3 0 8 0 34 0 0 34 0 0 0 0 0 162 05:45 PM 0 103 5 0 108 5 14 0 0 0 3 0 5 0 17 0 38 0 0 38 0 0 0 0 0 151 Total 0 429 23 0 452 1 172 0 0 173 0 0 0 0 0 642 Grand Total 0 811 34 0 845 21 0 4 0 25 1 373 0 0 374 0 0 0 0 0 1244 Apprch % 0 96 4 0 84 0 16 0 0.3 99.7 0 0 0 0 0 0 Total % 0 65.2 2.7 0 67.9 1.7 0 0.3 0 2 0.1 30 0 0 30.1 0 0 0 0 0 Avon Street Out In Total 394 845 1239 01 8111 341 0 Right Thru Left Peds m� o� .. , W . o North 0 1127/2014 04:00 PM - P 1/27/2014 05:45 PM < O oa Unshifted � m d � o o F+ Left Thru Ri ht Peds 0 373 11 0 815 73774 711879 Out In Total Avinity Development Existing Conditions 1: Avon Street & Mill Creek Drive Tarring Plan: AM Peak Hour Lane Group EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* t r* t r* t r* Vdun-e (vph) 53 54 15 142 12 296 9 355 161 230 139 11 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 75 75 0 250 200 250 150 Storage Lanes 0 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1818 1583 1770 1863 1583 1770 1863 1583 1770 1863 1583 Rt Pernitted 0.976 0.950 0.659 0.299 Satd. Raw (perm) 0 1818 1583 1770 1863 1583 1228 1863 1583 557 1863 1583 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 191 329 191 136 Link Speed (mph) 25 35 45 45 Link Distance (ft) 954 1503 2184 1529 Travel Time (s) 26.0 29.3 33.1 23.2 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 Shared Lane Traffic (%) Lane Group Raw (vph) 0 119 17 158 13 329 10 394 179 256 154 12 Tum Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 5 2 1 6 Permifted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 13.0 13.0 13.0 22.0 22.0 22.0 13.0 22.0 22.0 13.0 17.0 17.0 Total Split (s) 21.0 21.0 21.0 28.0 28.0 28.0 13.0 49.0 49.0 22.0 58.0 58.0 Total Split (%) 17.5% 17.5% 17.5% 23.3% 23.3% 23.3% 10.8% 40.8% 40.8% 18.3% 48.3% 48.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Mn Mn None Mn Mn Act Effct Green (s) 13.4 13.4 16.1 16.1 16.1 37.4 29.3 29.3 48.3 46.4 46.4 Actuated g/C Ratio 0.15 0.15 0.18 0.18 0.18 0.41 0.32 0.32 0.53 0.51 0.51 v/c Ratio 0.44 0.04 0.50 0.04 0.60 0.02 0.65 0.28 0.52 0.16 0.01 Control Delay 45.5 0.2 42.9 36.6 9.4 12.0 32.8 4.3 16.0 14.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.5 0.2 42.9 36.6 9.4 12.0 32.8 4.3 16.0 14.1 0.0 LOS D A D D A B C A B B A Approach Delay 39.8 20.7 23.7 14.8 Approach LOS D C C B Queue Length 50th (ft) 62 0 81 6 0 3 188 0 73 41 0 Queue Length 95th (ft) 147 0 177 26 80 11 342 40 148 113 0 Internal Link Dist (ft) 874 1423 2104 1449 Tum Bay Length (ft) 75 75 250 200 250 150 Base Capacity (vph) 360 466 495 520 679 583 976 921 552 1185 1056 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 Avinity Development 1/10/2014 Existing Conditions Synchro 8 Report RKA Page 1 Avinity Development Existing Conditions 1: Avon Street & Mill Creek Drive Tarring Plan: AM Peak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.04 0.32 0.03 0.48 0.02 0.40 0.19 0.46 0.13 0.01 Intersection Summary Area Type: Cther Cyde Length: 120 Actuated Cyde Length: 90.4 Natural Cyde: 70 Control Type: Actuated -Uncoordinated Maxi mum A Ratio: 0.65 Intersection Signal Delay: 21.8 Intersection LOS: C Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (rrin)15 Splits and Phases: 1: Avon Street & Nall Creek Drive 0I t02 - _ _ y'�� M S 049S 2 r £ Avinity Development 1/10/2014 Existing Conditions Synchro 8 Report RKA Page 2 Avinity Development Existing Conditions 2: Avon Street & Avinity Drive Tarring Plan: AM Peak Hour Intersection Intersection Delay, s/veh 0.5 Movement V\BL V\A3R NBT NBR SBL SBT Vol, veh/h 3 27 498 1 5 291 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 175 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 3 30 553 1 6 323 Major/Mnor Mnorl Najorl Najor2 Conflicting Row All 887 553 0 0 553 0 Stage 1 553 - - - - - Stage 2 334 - - - - - Follow-up Headway 3.5 3.3 - - 2.2 - Pot Capacity -1 Maneuver 317 537 - - 1027 - Stage 1 580 - - - - - Stage 2 730 - - - - - Time blocked -Platoon, % - - - Mov Capacity -1 Maneuver 315 537 - - 1027 - Mov Capacity -2 Maneuver 315 - - - - - Stage 1 580 - - - - - Stage 2 726 - - - - - Approach VMB NB SB HCI Control Delay, s 12.7 0 0.1 HCM LOS B Mnor Lane/ Major Mvmt NBT NBR VBLn1 SBL SBT Capacity (veh/h) - - 502 1027 - HCM Lane V/C Ratio - - 0.066 0.005 - HCM Control Delay (s) - - 12.7 8.524 - HCM Lane LOS B A HCM 95th °/utile Q(veh) - - 0.213 0.016 - Notes —: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined AvinityDevelopment 1/10/2014 Existing Conditions Synchro 8 Report RKA Page 1 Avinity Development Existing Conditions 1: Avon Street & Mill Creek Drive Timing Plan: PM Peak Hour Lane Group EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* t r* t r* t r* Vdun-e (vph) 17 18 4 179 48 244 5 126 108 321 313 40 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 75 75 0 250 200 250 150 Storage Lanes 0 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1818 1583 1770 1863 1583 1770 1863 1583 1770 1863 1583 Rt Pernitted 0.976 0.950 0.552 0.534 Satd. Raw (perm) 0 1818 1583 1770 1863 1583 1028 1863 1583 995 1863 1583 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 191 271 191 136 Link Speed (mph) 25 35 45 45 Link Distance (ft) 954 1503 2184 1529 Travel Time (s) 26.0 29.3 33.1 23.2 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 Shared Lane Traffic (%) Lane Group Raw (vph) 0 39 4 199 53 271 6 140 120 357 348 44 Tum Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 5 2 1 6 Permifted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 13.0 13.0 13.0 22.0 22.0 22.0 13.0 22.0 22.0 13.0 17.0 17.0 Total Split (s) 15.0 15.0 15.0 35.0 35.0 35.0 13.0 32.0 32.0 38.0 57.0 57.0 Total Split (%) 12.5% 12.5% 12.5% 29.2% 29.2% 29.2% 10.8% 26.7% 26.7% 31.7% 47.5% 47.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Mn Mn None Mn Mn Act Effct Green (s) 9.8 9.8 16.6 16.6 16.6 22.4 13.9 13.9 36.1 34.4 34.4 Actuated g/C Ratio 0.14 0.14 0.24 0.24 0.24 0.33 0.20 0.20 0.53 0.50 0.50 v/c Ratio 0.15 0.01 0.46 0.12 0.46 0.01 0.37 0.25 0.49 0.37 0.05 Control Delay 35.9 0.0 30.1 26.0 6.8 13.4 32.0 2.1 14.4 15.6 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 0.0 30.1 26.0 6.8 13.4 32.0 2.1 14.4 15.6 0.1 LOS D A C C A B C A B B A Approach Delay 32.6 17.6 18.1 14.1 Approach LOS C B B B Queue Length 50th (ft) 16 0 78 19 0 1 56 0 96 92 0 Queue Length 95th (ft) 55 0 174 57 61 8 133 8 198 243 0 Internal Link Dist (ft) 874 1423 2104 1449 Tum Bay Length (ft) 75 75 250 200 250 150 Base Capacity (vph) 325 439 892 939 932 467 848 825 1032 1456 1267 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 Avinity Development 1/10/2014 Existing Conditions Synchro 8 Report RKA Page 1 Avinity Development Existing Conditions 1: Avon Street & Mill Creek Drive Turing Plan: PM Peak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.01 0.22 0.06 0.29 0.01 0.17 0.15 0.35 0.24 0.03 Intersection Summary Area Type: Cther Cyde Length: 120 Actuated Cyde Length: 68.5 Natural Cyde: 70 Control Type: Actuated -Uncoordinated Maxi mum A Ratio: 0.49 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (nin)15 Splits and Phases: 1: Avon Street & Mll Creek Drive 01 I 102 A4 I 03 33S KS 15s 1 035S 05 I T 06 13S 1 E57S Avinity Development 1/10/2014 Existing Conditions Synchro 8 Report RKA Page 2 Avinity Development Existing Conditions 2: Avon Street & Avinity Drive Turing Plan: PM Peak Hour Intersection Intersection Delay, s/veh 0.5 Movement V\BL V\A3R NBT NBR SBL SBT Vol, veh/h 3 14 225 1 23 473 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 175 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 3 16 250 1 26 526 Major/Mnor Mnorl Najorl Najor2 Conflicting Row All 827 250 0 0 250 0 Stage 1 250 - - - - - Stage 2 577 - - - - - Follow-up Headway 3.5 3.3 - - 2.2 - Pot Capacity -1 Maneuver 344 794 - - 1327 - Stage 1 796 - - - - - Stage 2 566 - - - - - Time blocked -Platoon, % - - - Mov Capacity -1 Maneuver 337 794 - - 1327 - Mov Capacity -2 Maneuver 337 - - - - - Stage 1 796 - - - - - Stage 2 555 - - - - - Approach VM3 NB SB HCM Control Delay, s 10.8 0 0.4 HCM LOS B Mnor Lane/ Major Mvmt NBT NBR VBLn1 SBL SBT Capacity (veh/h) - - 641 1327 - HCM Lane V/C Ratio - - 0.029 0.019 - HCM Control Delay (s) - - 10.8 7.766 - HCM Lane LOS B A HCM 95th °/utile Q(veh) - - 0.091 0.059 - Notes —: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined AvinityDevelopment 1/10/2014 Existing Conditions Synchro 8 Report RKA Page 1 Avinity Development No -Build Conditions 1: Avon Street & Mill Creek Drive Tarring Plan: AM Peak Hour Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* t r* t r* t r* Vdun-e (vph) 56 57 16 151 13 314 10 377 171 244 147 12 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 75 75 0 250 200 250 150 Storage Lanes 0 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1818 1583 1770 1863 1583 1770 1863 1583 1770 1863 1583 Rt Permitted 0.976 0.950 0.654 0.277 Satd. Raw (perm) 0 1818 1583 1770 1863 1583 1218 1863 1583 516 1863 1583 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 191 349 191 136 Link Speed (mph) 25 35 45 45 Link Distance (ft) 954 1503 2184 1529 Travel Time (s) 26.0 29.3 33.1 23.2 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 Shared Lane Traffic (%) Lane Group Raw (vph) 0 125 18 168 14 349 11 419 190 271 163 13 Tum Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 5 2 1 6 Permifted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 13.0 13.0 13.0 22.0 22.0 22.0 13.0 22.0 22.0 13.0 17.0 17.0 Total Split (s) 20.0 20.0 20.0 28.0 28.0 28.0 13.0 49.0 49.0 23.0 59.0 59.0 Total Split (%) 16.7% 16.7% 16.7% 23.3% 23.3% 23.3% 10.8% 40.8% 40.8% 19.2% 49.2% 49.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Mn Mn None Mn Mn Act Oct Green (s) 13.4 13.4 16.8 16.8 16.8 39.1 30.9 30.9 50.6 48.7 48.7 Actuated g/C Ratio 0.14 0.14 0.18 0.18 0.18 0.42 0.33 0.33 0.54 0.52 0.52 v/c Ratio 0.48 0.05 0.53 0.04 0.61 0.02 0.68 0.29 0.56 0.17 0.01 Control Delay 48.3 0.2 44.4 37.2 9.4 12.0 34.1 4.8 16.8 14.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.3 0.2 44.4 37.2 9.4 12.0 34.1 4.8 16.8 14.1 0.0 LOS D A D D A B C A B B A Approach Delay 42.2 21.2 24.8 15.3 Approach LOS D C C B Queue Length 50th (ft) 68 0 91 7 0 3 211 0 81 45 0 Queue Length 95th (ft) 156 0 188 28 82 12 367 47 153 117 0 Internal Link Dist (ft) 874 1423 2104 1449 Tum Bay Length (ft) 75 75 250 200 250 150 Base Capacity (vph) 327 441 477 502 682 582 943 895 547 1175 1048 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 Avinity Development 1/10/2014 No -Build Conditions Synchro 8 Report RKA Page 1 Avinity Development No -Build Conditions 1: Avon Street & Mill Creek Drive Tarring Plan: AM Peak Hour Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.04 0.35 0.03 0.51 0.02 0.44 0.21 0.50 0.14 0.01 Intersection Summary Area Type: Cther Cyde Length: 120 Actuated Cyde Length: 93.5 Natural Cyde: 70 Control Type: Actuated -Uncoordinated Maxi mum A Ratio: 0.68 Intersection Signal Delay: 22.7 Intersection LOS: C Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (rrin)15 Splits and Phases: 1: Avon Street & Nall Creek Drive 01 12 �43 23 s I 0,19S 1 020S 1 023S 05 T 06 13S 1 E59 s Avinity Development 1/10/2014 No -Build Conditions Synchro 8 Report RKA Page 2 Avinity Development No -Build Conditions 2: Avon Street & Avinity Drive Tarring Plan: AM Peak Hour Intersection Intersection Delay, s/veh 0.5 Movement V\BL V\A3R NBT NBR SBL SBT Vol, veh/h 3 27 531 1 5 309 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 175 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 3 30 590 1 6 343 Major/Mnor Mnorl Najorl Najor2 Conflicting Row All 944 590 0 0 590 0 Stage 1 590 - - - - - Stage 2 354 - - - - - Follow-up Headway 3.5 3.3 - - 2.2 - Pot Capacity -1 Maneuver 293 511 - - 995 - Stage 1 558 - - - - - Stage 2 715 - - - - - Time blocked -Platoon, % - - - Mov Capacity -1 Maneuver 291 511 - - 995 - Mov Capacity -2 Maneuver 291 - - - - - Stage 1 558 - - - - - Stage 2 711 - - - - - Approach VSB NB SB HCM Control Delay, s 13.2 0 0.1 HCM LOS B Mnor Lane/ Major Mvmt NBT NBR VVBLn1 SBL SBT Capacity (veh/h) - - 475 995 - HCM Lane V/C Ratio - - 0.07 0.006 - HCM Control Delay (s) - - 13.2 8.638 - HCM Lane LOS B A HCM 95th °/utile Q(veh) - - 0.225 0.017 - Notes —: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Avinity Development 1/10/2014 No -Build Conditions Synchro 8 Report RKA Page 1 Avinity Development No -Build Conditions 1: Avon Street & Mill Creek Drive Timing Plan: PM Peak Hour Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations *' r* t r* t r* t r* Vdun-e (vph) 18 19 4 190 51 259 5 134 115 341 332 42 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 75 75 0 250 200 250 150 Storage Lanes 0 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1818 1583 1770 1863 1583 1770 1863 1583 1770 1863 1583 Rt Permitted 0.976 0.950 0.542 0.520 Satd. Raw (perm) 0 1818 1583 1770 1863 1583 1010 1863 1583 969 1863 1583 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 191 288 191 136 Link Speed (mph) 25 35 45 45 Link Distance (ft) 954 1503 2184 1529 Travel Time (s) 26.0 29.3 33.1 23.2 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 Shared Lane Traffic (%) Lane Group Raw (vph) 0 41 4 211 57 288 6 149 128 379 369 47 Tum Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 5 2 1 6 Permifted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 13.0 13.0 13.0 22.0 22.0 22.0 13.0 22.0 22.0 13.0 17.0 17.0 Total Split (s) 15.0 15.0 15.0 36.0 36.0 36.0 13.0 31.0 31.0 38.0 56.0 56.0 Total Split (%) 12.5% 12.5% 12.5% 30.0% 30.0% 30.0% 10.8% 25.8% 25.8% 31.7% 46.7% 46.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Mn Mn None Mn Mn Act Oct Green (s) 9.9 9.9 17.8 17.8 17.8 23.5 15.0 15.0 38.9 37.2 37.2 Actuated g/C Ratio 0.14 0.14 0.25 0.25 0.25 0.32 0.21 0.21 0.54 0.51 0.51 v/c Ratio 0.17 0.01 0.49 0.12 0.48 0.01 0.39 0.27 0.52 0.39 0.05 Control Delay 38.2 0.0 31.7 27.1 6.8 13.8 33.3 2.6 14.9 15.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 0.0 31.7 27.1 6.8 13.8 33.3 2.6 14.9 15.9 0.1 LOS D A C C A B C A B B A Approach Delay 34.8 18.4 19.0 14.5 Approach LOS C B B B Queue Length 50th (ft) 17 0 87 21 0 1 62 0 108 103 0 Queue Length 95th (ft) 60 0 192 62 64 8 146 12 218 265 0 Internal Link Dist (ft) 874 1423 2104 1449 Tum Bay Length (ft) 75 75 250 200 250 150 Base Capacity (vph) 306 425 867 912 922 451 770 766 989 1397 1221 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 Avinity Development 1/10/2014 No -Build Conditions Synchro 8 Report RKA Page 1 Avinity Development No -Build Conditions 1: Avon Street & Mill Creek Drive Turing Plan: PM Peak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.01 0.24 0.06 0.31 0.01 0.19 0.17 0.38 0.26 0.04 Intersection Summary Area Type: Cther Cyde Length: 120 Actuated Cyde Length: 72.6 Natural Cyde: 70 Control Type: Actuated -Uncoordinated Maxi mum A Ratio: 0.52 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (rrin)15 Splits and Phases: 1: Avon Street & Mll Creek Drive 01 I 102 - 1 03 33S 3is 55 36s 05 I T 06 13S 1 E56s Avinity Development 1/10/2014 No -Build Conditions Synchro 8 Report RKA Page 2 Avinity Development No -Build Conditions 2: Avon Street & Avinity Drive Turing Plan: PM Peak Hour Intersection Intersection Delay, s/veh 0.4 Movement V\BL V\BR NBT NBR SBL SBT Vol, veh/h 3 14 240 1 23 503 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 175 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 3 16 267 1 26 559 Major/Mnor Mnorl Najorl Najor2 Conflicting Row All 877 267 0 0 267 0 Stage 1 267 - - - - - Stage 2 610 - - - - - Follow-up Headway 3.5 3.3 - - 2.2 - Pot Capacity -1 Maneuver 322 777 - - 1308 - Stage 1 782 - - - - - Stage 2 546 - - - - - Time blocked -Platoon, % - - - Mov Capacity -1 Maneuver 316 777 - - 1308 - Mov Capacity -2 Maneuver 316 - - - - - Stage 1 782 - - - - - Stage 2 535 - - - - - Approach VSB NB SB HCM Control Delay, s 11 0 0.3 HCM LOS B Mnor Lane/ Major Mvmt NBT NBR VVBLn1 SBL SBT Capacity (veh/h) - - 618 1308 - HCM Lane V/C Ratio - - 0.031 0.02 - HCM Control Delay (s) - - 11 7.807 - HCM Lane LOS B A HCM 95th °/utile Q(veh) - - 0.094 0.06 - Notes —: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Avinity Development 1/10/2014 No -Build Conditions Synchro 8 Report RKA Page 1 Avinity Development Build Conditions 1: Avon Street & Mill Creek Drive Tarring Plan: AM Peak Hour Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* t r* t r* t r* Vdun-e (vph) 56 57 16 158 13 314 10 404 197 244 155 12 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 75 75 0 250 200 250 150 Storage Lanes 0 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1818 1583 1770 1863 1583 1770 1863 1583 1770 1863 1583 Rt Permitted 0.976 0.950 0.649 0.262 Satd. Raw (perm) 0 1818 1583 1770 1863 1583 1209 1863 1583 488 1863 1583 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 191 349 219 136 Link Speed (mph) 25 35 45 45 Link Distance (ft) 954 1503 2184 1529 Travel Time (s) 26.0 29.3 33.1 23.2 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 Shared Lane Traffic (%) Lane Group Raw (vph) 0 125 18 176 14 349 11 449 219 271 172 13 Tum Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 5 2 1 6 Permifted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 13.0 13.0 13.0 22.0 22.0 22.0 13.0 22.0 22.0 13.0 17.0 17.0 Total Split (s) 19.0 19.0 19.0 27.0 27.0 27.0 13.0 52.0 52.0 22.0 61.0 61.0 Total Split (%) 15.8% 15.8% 15.8% 22.5% 22.5% 22.5% 10.8% 43.3% 43.3% 18.3% 50.8% 50.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Mn Mn None Mn Mn Act Oct Green (s) 13.2 13.2 17.1 17.1 17.1 41.5 33.4 33.4 52.8 50.8 50.8 Actuated g/C Ratio 0.14 0.14 0.18 0.18 0.18 0.43 0.35 0.35 0.55 0.53 0.53 v/c Ratio 0.50 0.05 0.56 0.04 0.61 0.02 0.69 0.32 0.57 0.17 0.01 Control Delay 50.6 0.2 46.3 38.1 9.5 11.3 33.5 4.5 16.8 13.6 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 0.2 46.3 38.1 9.5 11.3 33.5 4.5 16.8 13.6 0.0 LOS D A D D A B C A B B A Approach Delay 44.3 22.3 23.8 15.1 Approach LOS D C C B Queue Length 50th (ft) 72 0 100 7 0 3 234 0 83 49 0 Queue Length 95th (ft) 157 0 198 28 83 12 382 48 147 119 0 Internal Link Dist (ft) 874 1423 2104 1449 Tum Bay Length (ft) 75 75 250 200 250 150 Base Capacity (vph) 298 420 446 469 659 596 980 936 522 1189 1059 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 Avinity Development 1/10/2014 Build Conditions Synchro 8 Report RKA Page 1 Avinity Development Build Conditions 1: Avon Street & Mill Creek Drive Tarring Plan: AM Peak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.04 0.39 0.03 0.53 0.02 0.46 0.23 0.52 0.14 0.01 Intersection Summary Area Type: Cther Cyde Length: 120 Actuated Cyde Length: 95.6 Natural Cyde: 70 Control Type: Actuated -Uncoordinated Maxi mum A Ratio: 0.69 Intersection Signal Delay: 22.8 Intersection LOS: C Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (rrin)15 Splits and Phases: 1: Avon Street & Nall Creek Drive 01 t02 A4 3 22s 1 052S 1 019S 1 027S 05 T 06 j 13s 1 E61s I hAnity Development 1/10/2014 Build Conditions Synchro 8 Report RKA Page 2 Avinity Development Build Conditions 2: Avon Street & Avinity Drive Tarring Plan: AM Peak Hour Intersection Intersection Delay, s/veh 1.5 Movement V\BL V\A3R NBT NBR SBL SBT Vol, veh/h 9 80 531 2 20 309 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 175 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 10 89 590 2 22 343 Major/Mnor Mnorl Najorl Najor2 Conflicting Row All 978 590 0 0 590 0 Stage 1 590 - - - - - Stage 2 388 - - - - - Follow-up Headway 3.5 3.3 - - 2.2 - Pot Capacity -1 Maneuver 280 511 - - 995 - Stage 1 558 - - - - - Stage 2 690 - - - - - Time blocked -Platoon, % - - - Mov Capacity -1 Maneuver 274 511 - - 995 - Mov Capacity -2 Maneuver 274 - - - - - Stage 1 558 - - - - - Stage 2 675 - - - - - Approach VSB NB SB HCI Control Delay, s 14.7 0 0.5 HCM LOS B Mnor Lane/ Major Mvmt NBT NBR VVBLn1 SBL SBT Capacity (veh/h) - - 470 995 - HCM Lane V/C Ratio - - 0.21 0.022 - HCM Control Delay (s) - - 14.7 8.701 - HCM Lane LOS B A HCM 95th °/utile Q(veh) - - 0.786 0.068 - Notes —: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined AvinityDevelopment 1/10/2014 Build Conditions Synchro 8 Report RKA Page 1 Avinity Development Build Conditions 1: Avon Street & Mill Creek Drive Timing Plan: PM Peak Hour Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SET SBR Lane Configurations *' r* t r* t r* t r* Vdun-e (vph) 18 19 4 217 51 259 5 147 129 341 359 42 Ideal Raw(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 75 75 0 250 200 250 150 Storage Lanes 0 1 1 1 1 1 1 1 Taper Length (ft) 100 100 100 100 Satd. Raw (prot) 0 1818 1583 1770 1863 1583 1770 1863 1583 1770 1863 1583 Rt Permitted 0.976 0.950 0.527 0.497 Satd. Raw (perm) 0 1818 1583 1770 1863 1583 982 1863 1583 926 1863 1583 Right Tum on Red Yes Yes Yes Yes Satd. Raw (RTOR) 191 288 191 136 Link Speed (mph) 25 35 45 45 Link Distance (ft) 954 1503 2184 1529 Travel Time (s) 26.0 29.3 33.1 23.2 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 Shared Lane Traffic (%) Lane Group Raw (vph) 0 41 4 241 57 288 6 163 143 379 399 47 Tum Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 4 4 8 8 5 2 1 6 Permifted Phases 4 8 2 2 6 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinimumSplit (s) 13.0 13.0 13.0 22.0 22.0 22.0 13.0 22.0 22.0 13.0 17.0 17.0 Total Split (s) 15.0 15.0 15.0 37.0 37.0 37.0 13.0 33.0 33.0 35.0 55.0 55.0 Total Split (%) 12.5% 12.5% 12.5% 30.8% 30.8% 30.8% 10.8% 27.5% 27.5% 29.2% 45.8% 45.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Mn Mn None Mn Mn Act Oct Green (s) 10.0 10.0 19.7 19.7 19.7 24.5 15.9 15.9 40.5 38.9 38.9 Actuated g/C Ratio 0.13 0.13 0.26 0.26 0.26 0.32 0.21 0.21 0.53 0.51 0.51 v/c Ratio 0.17 0.01 0.53 0.12 0.46 0.01 0.42 0.30 0.53 0.42 0.05 Control Delay 40.9 0.0 32.7 27.3 6.5 14.8 35.0 3.7 16.0 17.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.9 0.0 32.7 27.3 6.5 14.8 35.0 3.7 16.0 17.1 0.1 LOS D A C C A B D A B B A Approach Delay 37.3 19.3 20.3 15.6 Approach LOS D B C B Queue Length 50th (ft) 18 0 104 22 0 1 71 0 113 119 0 Queue Length 95th (ft) 63 0 226 63 64 9 167 22 234 306 0 Internal Link Dist (ft) 874 1423 2104 1449 Tum Bay Length (ft) 75 75 250 200 250 150 Base Capacity (vph) 293 415 858 903 916 439 794 784 903 1332 1170 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 Avinity Development 1/10/2014 Build Conditions Synchro 8 Report RKA Page 1 Avinity Development Build Conditions 1: Avon Street & Mill Creek Drive Turing Plan: PM Peak Hour -11 � � t t Lane Group EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.01 0.28 0.06 0.31 0.01 0.21 0.18 0.42 0.30 0.04 Intersection Summary Area Type: Cther Cyde Length: 120 Actuated Cyde Length: 76.3 Natural Cyde: 70 Control Type: Actuated -Uncoordinated Maxi mum A Ratio: 0.53 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (rrin)15 Splits and Phases: 1: Avon Street & Mll Creek Drive 01 I oz A4 3 35 s 33 s 15 s 37 s 05 T 06 13S 1 E55 s Avinity Development 1/10/2014 Build Conditions Synchro 8 Report RKA Page 2 Avinity Development Build Conditions 2: Avon Street & Avinity Drive Turing Plan: PM Peak Hour Intersection Intersection Delay, s/veh 1.3 Movement V\BL V\BR NBT NBR SBL SBT Vol, veh/h 5 41 240 9 77 503 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 50 175 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 2 0 0 2 Mvmt Flow 6 46 267 10 86 559 Major/Mnor Mnorl Najorl Najor2 Conflicting Row All 997 267 0 0 267 0 Stage 1 267 - - - - - Stage 2 730 - - - - - Follow-up Headway 3.5 3.3 - - 2.2 - Pot Capacity -1 Maneuver 273 777 - - 1308 - Stage 1 782 - - - - - Stage 2 481 - - - - - Time blocked -Platoon, % - - - Mov Capacity -1 Maneuver 255 777 - - 1308 - Mov Capacity -2 Maneuver 255 - - - - - Stage 1 782 - - - - - Stage 2 449 - - - - - Approach VSB NB SB HCI Control Delay, s 11.2 0 1.1 HCM LOS B Mnor Lane/ Major Mvmt NBT NBR VVBLn1 SBL SBT Capacity (veh/h) - - 636 1308 - HCM Lane V/C Ratio - - 0.08 0.065 - HCM Control Delay (s) - - 11.2 7.945 - HCM Lane LOS B A HCM 95th °/utile Q(veh) - - 0.261 0.21 - Notes —: Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined AvinityDevelopment 1/10/2014 Build Conditions Synchro 8 Report RKA Page 1