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HARMONY TECH. PARK THIRD FILING, SECOND REPLAT (CUSTOM BLENDING) - PDP/FDP - FDP130021 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (3)
Pedestrian LOS Worksheet Project Lorafim awdicem 774E 4 kaw I _ Pmposed 5 Winhu i AchW Proposed 6 Mmrtnian AW 7 vun m n AcftW Proposed 8 MrIb an AcWW Proposed 9 Mmrtniari AchW 10 twirkm Achtai Proposed m N Timberwood T rn 0 0 t Rock reek Harmony 0 0 a m J �= Precisigrr•' 0 1 KKechter JUALt: 1 "=ZUUU ' PEDESTRIAN INFLUENCE AREA "DELICH Custom Blending Expansion TIS, June 2013 -1,1 f6=ASSOCIATES No Text w HCM 2010 TWSC Short Total PM 11: Precision & Lady Moon Custom Blending Expansion Intersection Intersection Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 1 4 6 0 22 0 119 13 39 210 7 Conflicting Peds, #fir 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 150 - 150 Veh in Median Storage, # 0 0 0 - - 0 Grade, % - 0 - 0 _ 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2. 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 1 5 7 0 26 0 140 15 46 247 8 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 504 498 251 494 495 148 255 0 0. 155 0 0 Stage 1 343 343 - 148 148 - - _ _ Stage 2 161 155 - 346 347 - - _ _ Follow-up Headway 3.518 4:018 . 3.318 3.518 4.018 3.318 2.218 2.218 - - Pot Capacity- 1 Maneuver 478 474 788 486 476 899 1310 1425 - - Stage 1 672 637 - 855 775 - - _ _ _ Stage 2 841 769 - 670 635 - - _ Time blocked -Platoon, °6 Mov Capacity-1 Maneuver 453 459 788 470 461 899 1310 1425 Mov Capacity-2 Maneuver 453 459 470 461 - - _ Stage 1 672 616 855 775 Stage 2 817 769 643 615 Approach EB WB NB SB HCM Control Delay, s 14 10 0 1 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1310 - 473 752 1425 HCM Lane WC Ratio - - 0.099 0.044 0.032 HCM Control Delay (s) 0 - 13.5 10 7.61 HCM Lane LOS A B B A HCM 95th °ktile Q(veh). 0 0.329 0.137 0.1 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st pm.syn HCM 2010 TWSC Short Total AM 11: Precision & Lady Moon Custom Blending Expansion Intersection Intersection Delay, slveh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 7 0 1 13 1 47 4 191 2 11 106 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 150 150 Veh in Median Storage, # . 0 0 _ 0 0 Grade, % - 0 0 - 0 0 Peak Hour. Factor 85 85 85 85 85 85 . 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 1 15 1 55 5 225 2 13 125 34 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 432 404 142 403 420 226 159 0 0 227 0 0 Stage 1 168 168 - 235 . 235 - - - _ Stage 2 264 236. - 168 185 _ _ Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Capacity-1 Maneuver 534 536 906 558 525 813 1420 1341 Stage 1 834 759 - 768 710 - _ Stage 2 741 710 - 834 747 Time blocked -Platoon, % Mov Capacity-1 Maneuver 492 529 906 552 518 813 1420 1341 Mov Capacity-2 Maneuver 492 529 - 552 518 - Stage 1 831 752 - 765 M8 - Stage 2 687 708 - 825 740 Approach EB WB NB SB HCM Control Delay, s 12 10 0 1 Minor Lane / Major Mvmt NBL NBT NBR EBLnt WBLn1 SBL SBT SBR Capacity (vetdh) 1420 522 732 1341 HCM Lane V/C Ratio 0.003 - 0.018 0.698 0,01 HCM Control Delay (s) 7.544 - 12 10.5 7.711 HCM Lane LOS A B B A HCM 95th °%tile Q(veh) 0.01 - 0.055 0.325 0.029. Notes voiume Exceeds Gapacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st amsyn I HCM 2010 AWSC Short Total PM 10: Lady Moon & Rock Creek Custom Blending Expansion Intersection Intersection Delay, slveh 10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,veh/h 41 86 65 3 68 30 35 61 6 50 126 44 Peak Hour Factor 0.85 0.85 0.85 0.85 0.89 0.85. 0.93 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 48 101 76 4 76 35 38 72 7 59 148 52 Number of Lanes 0 1 1 0 1 0 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 12 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 1 2 HCM Control Delay 9.8 10.1 10.3 10.3 HCM LOS A B B B Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, % 34% 32% 0% 3% 100% 0% Vol Thru, % 60% 68% 0% 67% 0% 74% Vol Right, % 6% 0% 100% 30% 0% 26% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 102 127 65 101 50 170 LT Vol 61 86 0 68 0 126 Through Vol 6 0 65 30 0 44 RT Vol 35 41 0 3 50 0 Lane Flow Rate 116 149 76 115 59 200 Geometry Grp 6 7 7 6 7 7 Degree of Util (X 0.192 0.242 0.106 0.185 0.099 0.299 Departure Headway (Hd) 5.926 5.938 5.068 5.774 6.18 5.493 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 608 608 711 625 584 658 Service Time 3.934 3.638 2.768 3.782 3.88 3.193 HCM Lane V/C Ratio 0.191 0.245 .0.107 . 0.184 0.101 0.304 HCM Control Delay 10.3 .10.5 8.4 10.1 9.6 10.5 HCM Lane LOS B B A B A B HCM 95th-tile Q 0.7 0.9 0.4 0.7 0.3 1.3 Notes Volume Exceeds Capacity, $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st pm.syn HCM 2010 AWSC Short Total AM 10: Lady Moon & Rock Creek Custom Blending Expansion Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 52 24 16 8 83 51 36 94 3 27 59 34 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow '61 28 19 9 98 60 42 111 4 32 69 40 Number of Lanes 0 1 1 0 1 0 0 1- 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 2 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 1 2 HCM Control Delay 9.3 10.1 10.3 8.9 HCM LOS A B B A Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, % 27% 68% 0% 6% 100% 0% Vol Thru, % 71% 32% 0% 58% 0% 63% Vol Right, % 2% 0% 100% 36% 0% 37% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 133 76 16 142 27 93 LT Vol 94 24 0 83 0 59 Through Vol 3 0 16 51 . 0 34 RT Vol 36 52 0 8 27 0 Lane Flow Rate 156 89 19 167 32 109 Geometry Grp 6 7 7 6 7 7 Degree of Util (X) 0.239 0.145 0.025 0.245 0.053 0.158 Departure Headway (Hd) 5.499 5.853 4.803 5.273 5.95 5.188 Convergence, Y/N Yes Yes Yes . Yes Yes Yes Cap 649 609 739 677 599 687 Service Time 3.567 3.626 2.575 3.34 3.718 2.956 HCM Lane WC Ratio 0.24 0.146 0.026 0.247 0.053 0.159 HCM Control Delay 10.3 . 9.6 7.7 10.1 9.1 8.9 HCM Lane LOS B A A B A A HCM 95th-tile Q 0.9 0.5 0.1 1 0.2 0.6 Notes . Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st am-syn HCM 2010 TWSC Short Total PM 6: Rock Creek & Technology Custom Blending Expansion Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 10 175 145 2 17 41 Conflicting Peds, #fir 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 _ p Peak Hour Factor 85 86 95 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 12 203 153 2 20 48 - Major/Minor Majorl Major Minor Conflicting Flow All 155 0 0 381 154 Stage 1 - 154 . Stage 2 - 227 Follow-up Headway 2.218 3.518 3.318 Pot Capacity-1 Maneuver 1425 621 892 Stage 1 - 874 - Stage 2 - 811 - Time blocked -Platoon, % Mov Capacity-1 Maneuver 1425 615 892 Mov Capacity-2 Maneuver - 615 - Stage 1 874 Stage 2 804 . Approach EB WB SB HCM Control Delay, s 0 0 10 Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1425 - 788 HCM Lane V/C Ratio 0.008 - - 0.087 HCM Control Delay (s) 7.547 0 10 HCM Lane LOS A A B HCM 95th °,6tile Q(veh) 0.025 0.284 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Corriputation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st pmsyn HCM 2010 TWSC Short Total AM 6: Rock Creek & Technology Custom Blending Expansion Intersection Intersection Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 57. 89 144 9 3 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 _ 0 Peak Hour Factor 85 90 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 67 99 169 11 4 8 Major/Minor Majorl Major2 Minor2 Conflicting Flow Ail 180 0 0 408 175 Stage 1 - - - 175 Stage 2 - 233 Follow-up Headway 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver 1396 - 599 868 Stage 1 - 855 Stage 2 - 806 - Time blocked -Platoon; °h Mov Capacity-1 Maneuver 1396 568 868 Mov Capacity-2 Maneuver. - 568 Stage 1 855 Stage 2 765 Approach EB WB SB HCM Control Delay, s 3 0 10 Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1396 - 749 HCM Lane WC Ratio 0.048 - - 0.016 HCM Control Delay (s) 7.709 0 - 9.9 HCM Lane LOS A A A HCM 95th °/etile Q(veh) 0.151 - 0.048 Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st am:syn. Timing Report, Sorted By Phase Short Total PM 3: Rock Creek & Ziegler Custom Blending Expansion Alt Phase Number 1 2 4 5 6 g Movement NBL SBTL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Recall Mode None . C-Min None None C-Min None Maximum Split (s) 12 37 31 12 37 31 Maximum Split (°/6) 15.0% 46.3% 38.8% 15.0% 46.3% 38.8% Minimum Split (s) 11 32.5 30 11 31.5 31 Yellow Time (s) 3 4.5 3 3 4.5 3 All -Red Time (s) 1 2 3 1 2 3 Minimum Initial (s) 4 7 4 4 7 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 19 17 18 18 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes' Start Time (s) 7 19 56 7 19 56 End Time (s) 19 56 7 19 56 7 YieldtForce Off (s) 15 49.5 1 15 49.5 1 Yeld/Force Off 170(s) 15 30.5 64 15 31.5 63 Local Start Time (s) 31 43 0 31 43 0 Local Yield (s) 39 73.5 25 39 73.5 25 Local 'field 170(s) 39 54.5 8 39 55.5 7 Intersection Summary Cycle Length 80 Control Type Actuated -Coordinated Natural Cycle 75 Offset 56 (70%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red ana rnases: d: KocK Greek & Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st pmsyn HCM 2010 Signalized Intersection Summary Short Total PM 3: Rock Creek & Ziegler Custom Blending Expansion Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� + r I T if + r Volume (veh/h) 23 17 23 46 27 111 37 311 25 133 483 84 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-BikeAd(A_pbT) 1.00 0.96 0.97 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/hAn 190.0 193.7 190.0 193.7 186.3 " 186.3 186.3 186.3 193.7 186.3 186.3 186.3 Lanes 0 1 0 1 1 1 1 1 1 1 1 1 Cap, velub 275 0 234 417 377 319 402 692 612 583 771 654 Arrive On Green . 0.18 0.20 0.18 0.20 0.20 0.20 0.06 0.37 0.37 0.10 0.41 0.41 Sat Flow, veh/h 690 -533 1156 1367 1863 1576 1774 1863 1647 1774 1863 1580 Grp VolumeM, veh/h 47 0 35 54 32 131 44 349 29 156 568 99 Grp Sat Flow(s),veh/hAn 1568 0 1508 1367 1863 1576 1774 1863 1647 1774 1863 1580 Q Serve(g_s), s 0.0 0.0 0.0 1.4 0.6 3.0 0.6 6.1 0.5 1.9 10.8 1.6 Cycle Q Clear(g_c), s 1.0 6.0 0.0 2.4 0.6 3.0 0.6 6.1. 0.5 1.9 10.8 1.6 Prop In Lane 0.57 0.77 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 415 0 0 417 377. 319 402 692 612 583 771 654 V/C Ratio(X) 0.11 0.00 0.00 0.13 0.08 0.41 0.11 0.50 0.05 0.27 0.74 0.15 Avail Cap(c_a),veh/h 1033 0 0 987 1154 976 672 1398 1236 779 1398 1186 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Upstream Filter(]) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.2 0.0 0.0 14.7 13.6 14.6 7.9 10.2 8.4 6.0 10.4 7.7 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.1 0.8 0.1 2.6 0.1 0.2 6.2 0.5 Initial Q Delay(d3),stveh 0.0 .0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le Back of Q (50%), vehAn 0.3 0.0 0.0 0.5 0.3 1.1 0.2 2.6 0.2 0.5 5.0 0.6 Lane Grp Delay (d), s/veh 12.3 0.0 0.0 14.9 13.7 15.4 8.0 12.8 8.6 6.2 16.6 8.2. Lane Grp LOS B B B B A B A A B A Approach Vol, veh/h 82 217 422 823 Approach Delay, s/veh 7.0 15.0 12.0 13.6 Approach LOS A B B B. Timer Assigned Phs 4 8 1 6 5 2 Phs Duration (G+Y+Rc), s 13.5 13.5 5.6 21.1 7.4 22.9 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 25.0 25.0 8.0 30.5 8.0 30.5 Max Q Clear Time (g_c+ll), s 3.0 5.0 2.6 8.1 3.9 12.8 Green Ext Time (p_c), s 1.1 1.0 0.0 3.6 0.1 3.5 Intersection Summary HCM 2010 Ctd Delay 13.0 HCM 2010 LOS B Notes Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st pm.syn Timing Report, Sorted By Phase Short Total AM 3: Rock Creek & Ziegler Custom Blending Expansion Phase Number 1 2 4 5 6 8 Movement NBL SBTL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Recall Mode None C-Min None None C-Min None . Maximum Split (s) 14 65 31 11 68 31 Maximum Split (%) 12.7% 59.1 % 28.2% 10.0% 61.8% 28.2% Minimum Split (s) 11 32.5 30 11 31.5 31 Yellow Time (s) 3 4.5 3 3 4.5 3 All -Red Time (s) 1 2 3 1 2 3 Minimum Initial (s) 4 7 4 4 7 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 19 17 18 18 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 66 80 35 66 77 35 End Time (s) 80 35 66 77 35 66 Yield/Force Off (s) 76 28.5 60 73 28.5 60 Yield/Force Off 170(s) 76 9.5 43 73 10.5 42 Local Start Time (s) 31 45 0 31 42 0 Local Yield (s) 41 103.5 25 38 103.5 25 Local Yield 170(s) 41 84.5 8 38 85.5 17 Intersection Summa Cycle Length 110 Control Type Actuated -Coordinated Natural Cycle 75 Offset 35 (32°k), Referenced to phase 2:SBTL and 6: NBTL, Start of Red ana rnases: 3: Kock Creek & 4\01 i=- Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates st am.syn HCM 2010 Signalized Intersection Summary Short Total AM 3Rock Creek & Ziegler Custom Blending Expansion Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4;+ 1 ? r + r T r Volume (veh/h) 78 44 50 18 20 104 101 519 42 84 239 84 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow vehWn 190.0 193.7 190.0 193.7 186.3 186.3 186.3. 186.3 193.7 186.3 186.3 186.3 Lanes 0 1 0 1 1 1 1 1 1 1 1 1 Cap, veh/h. 288 0 166 304 360 306 636 798 705 422 787 669 Arrive On Green 0.17 ,. 0.19 0.17 0.19 0.19 0.19 0.09 0.43 0.43 0.08 0.42 0.42 Sat Flow, veh/h 821 -302 857 1328 1863 1583 1774 1863 1647 1774 1863 1583 Grp Volume(v), veh/h 142 0 111 21 24 117 119 611 49 99 281 99 Grp Sat Flow(s),veh/hAn 1527 0 1612 1328 1863 1583 1774 1863 1647 1774 1863 1583 Q Spwe(g_s), s 2.7 0.0 0.0 0.7 0.5 3.0 1.6 12.8 0.8 1.3 4.7 1.8 Cycle Q Clear(g_c), s 3.8 .0.0 0.0 4.4 . 0.5 3.0 1.6 12.8 0.8 1.3 4.7 1.8 Prop In Lane 0.65 0.53 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 391 0 0 304 360 306 636 798 705 422 787 669 V/C Ratio(X) 0.36 0.00 0.00 0.07 b.07 0.38 0.19 0.77 0.07 0.23 0.36 0.15 Avail Cap(c_a), veh/h 938 0 0 800 1056 897 902 2537 2243 581 2416 2053 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 0.0 18.4 15.1 16.1 6.0 11.2 7.7 7.9 9.0 8.2 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.1 0.1 0.8 0.1 6.9 0.2 0.3 1.3 0.5 Initial Q Delay(d3),stveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We Back of Q (500/6), vehAn 1.3 0.0 0.0 0.2 6.2 0.1 0.5 5.9 0.3 0.4 1.9 0.6 Lane Grp Delay (d), s/veh 15.8 0.0 0.0 18.5 15.2 16.9 6.2 18.1 7.9 8.2 10.3 8.6 Lane Grp LOS B B B B A B A A B A Approach Vol, veh/h 253 162 779 479 Approach Delay, s/veh 8.9 16.9 15.6 9.5 Approach LOS A B B A Assigned Phs 4 . 8 1 6 5 2 Phs Duration (G+Y+Rc), s 13.9 13.9 7.1 25.2 6.9 24.9 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 25.0 25.0 10.0 61.5 7.0 58.5 Max Q Clear Time (g_c+l1), s 5.8 6.4 3.6 14.8 3.3 6.7 Green Ext Time (p-c), s 1.5 1.5 0.1 3.8 0.1 3.9 Intersection Summary HCM 2010 Ctrl Delay 13.0 HCM 2010 LOS B Notes Custom Blending Expansion 5/31/2013 Delich Associates Synchro 8 Light Report st amsyn No Text HCM 2010 TWSC Short Bkgrd PM 11: Precision & Lady Moon Custom Blending Expansion Intersection Intersection Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 24 1 1 2 6 0 22 0 119 13 39 210 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None None Storage Length 150 150 - Veh in Median Storage, # 0 0 - 0 0 Grade, % 0 0 - 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 28 1 2 7 0 26 0 140 15 46 247 5 Major/Minor Minor2 Minorl, Majorl Majo2 Conflicting Flow All 502 496 249 491 492 148 252 0 0 155 0 0 Stage 1 341 341 - 148 148 - - - _ Stage 2 161 155 - 343 344 - _ _ Follow-up Headway 3.518 .4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Capacity-1 Maneuver 480 475 790 488 478 899 1313 - 1425 Stage 1 674 639 - 855 775 Stage 2 841 769 - 672 637 Time blocked -Platoon, % Mov Capacity-1 Maneuver 455 460 790 474 463 899 1313 1425 Mov Capacity-2 Maneuver 455 460 - 474 463 - Stage 1 674 618 - 855 775 Stage 2. 817 769 - 647 .616 Approach EB WB NB SB HCM Control Delay, s 13 10 0 1 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1313 - 470 754 1425 - HCM Lane VIC Ratio - 0.068 0.044 0.032 - HCM Control Delay (s) 0 - 13.2 10 7.61 - HCM Lane LOS A B B A HCM 95th %file 0(veh) 0 - 0.217 0.137 0.1 - — : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb pmsyn HCM 2010 TWSC Short Bkgrd AM 11: Precision & Lady Moon Custom Blending Expansion Intersection Intersection Delay, s/veh 2 Movement EBL. EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 0 0 13 1 47 2 191 2 11 106 18 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 150 150 Veh in Median Storage, # 0 0 - 0 0 Grade, °k 0 0 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 0 15 1 55 2 225 2 13 125 21 Major/Minor Minor2 Minort Major1 Major2 Conflicting Flow All 420 393 135 392 403 226 146 0 0 227 0 0 Stage 1 161 161 - 231 231 - Stage 2 259 232 - 161 172 - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Capacity-1 Maneuver 544 543 914 567 536 813 1436 - 1341 Stage 1 841 765 - 772 713 - Stage 2 746 713 - 841 756 - - Time blocked -Platoon, % Mov Capacity-1 Maneuver 502 537 914 562 530 813 1436 1341 Mov Capacity-2 Maneuver 502 537 - 562 530 - Stage 1 840 758 - 771 712 Stage 2 693 712 - 833 749 Approach EB WB NB SB HCM Control Delay, s 12 10 0 1 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1436 - 502 736 1341 HCM Lane V/C Ratio 0.002 - - 0.009 0.098 0.01 HCM Control Delay (s) 7.511 - - 12.2 10.4 7.711 HCM Lane LOS A B B A HCM 95th °ktile Q(veh) 0.005 - - 0.028 0.323 0.029 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb am.syn HCM 2010 AWSC Short Bkgrd PM 10: Lady Moon & Rock Creek Custom Blending Expansion Intersection Intersection Delay, stveh 10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, vehlh 41 86 65 3 68 30 35 61 6 49 125 44 Peak Hour Factor 0.85 0.85 0.85 0.85 0.89 0.85 0.93 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2- 2 2 2 2 2 2 2 2 2 Mvmt Flow 48 101 76 4 76 35 38 72 7 58 147 52 Number of Lanes 0 1 1 0 1 0 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 2 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 1 2 HCM Control belay 9.8 10.1 10.3 10.3 HCM LOS A B B 6 Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Lett, °/n 34% 32% 0% 3% 100% 0% Vol Thru, % 60% 68% 0% 67% 0% 74% Vol Right, % 6% 0% 100% 30% 0% 26% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 102 127 65 101 49 169 LT Vol 61 86 0 68 0 125 Through Vol 6 0 65 30 0 44 RT Vol 35 41 0 3 49 0 Lane Flow Rate 116 149 76 115 58 199 Geometry Grp 6 7 7 6 7 7 Degree of Util (X) 0.192 0.242 0.105 0.185 0.097 0.298 Departure Headway (Hd) 5.922 5.933 5.063 5.769 6.179 5.49 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 609 610 712 625 583 658 Service Time 3.93 3.633 2.763 3.777 3.879 3.19 HCM Lane VIC Ratio 0.19 0.244 0.107 0.184 0.099 0.302 HCM Control Delay 10.3 10.5 8.4 10.1 9.5 10.5 HCM Lane LOS B B A B A B HCM 95th-tile Q 0.7 0.9 0.4 0.7 0.3 1.2 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb pm.syn HCM 2010 AWSC Short Bkgrd AM 10: Lady Moon & Rock Creek Custom Blending Expansion Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 52 24 16 8 83 50 36 93 3 27 58 34 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 61 28 19 9 98 59 42 109 4 32 68 40 Number of Lanes 0 1 1 0 1 0 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 1 2 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 1 2 HCM Control belay 9.3 10 10.3 8.9 HCM LOS A A B A Lane NBLn1 EBLnt EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, % 27% 68% 0% 6% 100% 0% Vol Thru, % 70% 32% 0% 59% 0% 63% Vol Right, % 2% 0% 100% 35% 0% 37% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 76 16 141 27 92 LT Vol 93 24 0 83 0 58 Through Vol 3 0 16 50 0 34 RT Vol 36 52 0 8 27 0 Lane Flow Rate 155 89 19 166 32 108 Geometry Grp 6 7 7 6 7 7 Degree of Util (X) 0.237 0.145 0.025 0.243 0.052 0.156 Departure Headway (Hd) 5.495 5.845 4.794 5.269 5.946 5.181 Convergence, YIN Yes Yes Yes Yes Yes Yes Cap 649 610 740 677 599 687 Service Time 3.561 3.615 2.564 3.334 3.712 2.947 HCM Lane V/C Ratio 0.239 0.146 0.026 0.245 0.053 .0.157 HCM Control Delay 10.3 9.6 7.7 10 9 8.9 HCM Lane LOS B A A A A A HCM 95th-tile Q 0.9 0.5 0.1 0.9 0.2 0.6 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb amsyn HCM 2010 TWSC Short Bkgrd PM 6: Rock Creek & Technology -Custom Blending Expansion Intersection Intersection Delay, stveh Movement 1.4 EBL EBT WBT WBR SBL SBR Vol, veh/h 7 175 145 2 17 29 Conflicting Peds, #/hr 0 0 .0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 - 0 Peak Hour Factor 85 86 95 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 203 153 2 20 34 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 155 0 0 374 154 Stage 1 - - - 154 - Stage 2 - - 220 Follow-up Headway 2.218 - 3.518 3.318 . Pot Capacity-1 Maneuver 1425 _ 627 892 Stage 1 - - 874 - Stage 2 - - 817 - Time blocked -Platoon, % Mov Capacity-1 Maneuver 1425 623 892 Mov Capacity-2 Maneuver - 623 - Stage 1 874 Stage 2 812 Approach EB WB SB HCM Control Delay, s 0 0 10 Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1425 769 HCM Lane VIC Ratio 0.006 0.07 HCM Control Delay (s) 7.541 0 10 HCM Lane LOS A A B HCM 95th °%otile Q(veh) 0.017 0.227 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb pmsyn HCM 2010 TWSC Short Bkgrd AM 6: Rock Creek & Technology Custom Blendirig Expansion Intersection Intersection Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 45 89 144 9 3 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length - - 0 Veh in Median Storage, # - 0 0 0 Grade, % 0 0 _ 0 Peak Hour Factor 85 90 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 53 99 169 11 4 5 Major/Minor Majorl Majo2 Mirror2 Conflicting Flow All 180 0 0 380 175 Stage 1 - - 175 _ Stage 2 - - 205 Follow-up Headway 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver 1396 - 622 868 Stage 1 - - 855 Stage 2 - - 829 - Time blocked -Platoon, Mov Capacity-1 Maneuver 1396 - 597 868 Mov Capacity-2 Maneuver - 597 Stage 1 - 855 Stage 2 - 796 Approach EB WB SB HCM Control Delay, s 3 0 10 Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1396 727 HCM Lane V/C Ratio 0.038 - 0.011 HCM Control Delay (s) 7.68 0 10 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.118 0.034 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb am.syn Timing Report, Sorted By Phase Short Bkgrd PM' 3: Rock Creek &Ziegler Custom Blending Expansion r +— Phase Number 1 2 4 5 6 8" Movement NBL SBTL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split (s) 12 37 31 12 37 31 Maximum Split (%) 15.0% 46.3% 38.8% 15.0% 46.3% 38.8% Minimum Split (s) 11 32.5 30 11 31.5 31 Yellow Time (s) . 3 4.5 3 3 4.5 3 All -Red Time (s) 1 2 3 1 2 3 Minimum Initial (s) 4 7 4 4 7 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 19 17 18 18 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 7 19 56 7 19 56 End Time (s) 19 56 7 19 56 7 Yield/Force Off (s) 15 49.5 1 15 49.5 1 YeldlForce Off 170(s) 15 30.5 64 15 31.5 63 Local Start Time (s) 31 43 0 31 43 0 Local Yield (s) 39 • 73.5 25 39 73.5 25 Local Yield 170(s) 39 54.5 8 39 55.5 7 Intersection Summary Cycle Length 80 Control Type Actuated -Coordinated Natural Cycle 75 Offset 56 (700/6), Referenced to phase 2:SBTL and 6:NBTL, Start of Red ana rnases: 3: Rock Greek & Custom Blending Expansion 5/31/2013 Delich AssociatesSynchro 8 Light Report sb pm.syn HCM 2010 Signalized Intersection Summary Short Bkgrd PM 3: Rock Creek & Ziegler Custom Blending Expansion Movement EBL EBT EBR WBL WBT, WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� +r . 1r + r T r Volume (veh/h) 23 17 23 43 26 103 37 311 24 131 483 84 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 0.96 0.97 0.99 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/ln 190.0 193.7 190.0 193.7 186.3 186.3 186.3 186.3 193.7 186.3 186.3 186.3 Lanes 0 1 0 1 1 1 1 1 1 1 1 1 Cap, veh/h 272 0 230 410 367 310 406 696 615 588 773 656 Arrive On Green 0.17 0.20 0.17 0.20 0.20 0.20 0.06 0.37 0.37 0.10 0.42 0.42 Sat Flow, veh/h 688 -535 1167 1366 1863 1575 1774 1863 1647 1774 1863 1580 Grp Volume(v), veh/h 47 0 35 51 31 121 44 349 28 154 568 99 Grp Sat Flow(s),veh/hAn 1579 0 1503 1366 1863 1575 1774 1863 1647 1774 1863 1580 Q Serve(g_s), s 0.0 OA 0.0 1.3 0.6 2.8 0.6 6.0 0.4 1.8 10.6 1.6 Cycle Q Clear(g_c), s 1.0 0.0 0.0 2.3 0.6 2.8 0.6 6.0 0.4 1.8 10.6 1.6 Prop In Lane 0.57 0.78 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 409 0 0 410 367 310 406 696 615 588 773 656 WC Ratio(X) 0.11 0.00 0.00 0.12 0.08 0.39 0.11 0.50 0.05 0.26 0.73 0.15 Avail Cap(c_a), veh/h 1051 0 0 998 1168 988 680 1415 1251 788 1415 1200 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.3 0.0 0.0 14.7 13.6 14.5 7.8 10.0 8.3 5.9 10.2 7.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.1 0.1 0.8 0.1 2.6 0.1 0.2 6.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 °bile Back of Q (50%), vehAn 0.3 0.0 0.0 0.4 0.2 1.0 0.2 2.4 0.2 0.5 4.9 0.6 Lane Grp Delay (d), s/veh 12.4 0.0 0.0 14.9 13.7 15.3 7.9 12.6 8.4 6.1 16.3 8.1 Lane Grp LOS B B B B A B A A B A Approach Vol, veh/h 82 203 421 821 Approach Delay, s/veh 7.1 14.9 11.8 13.4 Approach LOS A B B B Timer Assigned Phs 4 8 1 6 5 2 Phs Duration (G+Y+Rc), s 13.2 13.2 5.6 21.0 7.3 22.7 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 25.0 25.0 8.0 30.5 8.0 30.5 Max Q Clear Time (g_c+l1), s 3.0 . 4.8 2.6 8.0 3.8 12.6 Green Ext Time (p-c), s 1.0 1.0 0.0 3.6 0.1 3.5 Intersection Summary HCM 2010 Ctri Delay 12.8 HCM 2010 LOS B Notes Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb pm.syn Timing Report, Sorted By Phase Short Bkgrd AM 3: Rock Creek & Ziegler Custom Blending Expansion Phase Number 1 • 2 4 5 6 8 Movement NBL SBTL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split (s) 14 65 31 11 68 31 Maximum Split (%) 12.7% 59.1 % 28.2% 10.0% 61.8% 28.2% Minimum Split (s) 11 32.5 30 11 31.5 31 Yellow Time (s) 3 4.5 3 3 4.5 3 All -Red Time (s) 1 2 3 1 2 3 Minimum Initial (s) 4 7 4 4 7 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 19 17 18 18 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 66 80 35 66 77 35 End Time (s) 80 35 66 77 35 66 Yield/Force Off (s) 76 28.5 60 73 28.5 60 YeldlForce Off 170(s) 76 9.5 43 73 10.5 42 Local Start Time (s) 31 45 0 31 42 0 Local Yield (s) 41 103.5 25 38 103.5 25 Local Yield 170(s) 41 84.5 8 38 85.5 7 Intersection Summa Cycle Length 110 Control Type Actuated -Coordinated Natural Cycle 75 Offset 35 (321/6), Referenced to phase 2:SBTL and 6:NBTL, Start of Red ana rnases: is ROCK creek ik Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb amsyn HCM 2010 Signalized Intersection Summary Short Bkgrd AM 3.- Rock Creek & Ziegler Custom Blending Expansion ��� �� 1 t t �► l d Movement EBL EBT EBR W WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� + r + r + r Volume (veh/h) 78 43 50 17 20 102 101 519 39 76 239 84 Number 7 4 14 3 8 18 T 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/In 190.0 193.7 190.0 193.7 186.3 186.3 186.3 186.3 193.7 186.3 186.3 186.3 Lanes 0 1 0 1 1 1 1 1 1 1 1 1 Cap,veh/h 290 0 166 306 359 306 635 799 706 419 782 665 Arrive On Green - 0.17 0.19 0.17 0.19 0.19 0.19 0.09 0.43 0.43 0.08 0.42 0.42 Sat Flow, veh/h 826 -315 864 1329 1863 1583 1774 1863 1647 1774 1863 1583 Grp Volume(v), veh/h 142 0 110 20 24 115 119 611 46 89 281 99 Grp Sat Flow(s),veh/hAn 1527 0 1610 1329 1863 1583 1774 1863 1647 1774 . 1863 1583 Q Serve(g_s), s 2.7 0.0 0.0 0.6 0.5 2.9 1.6 12.7 0.7 1.2 4.7 1.8 Cycle Q Clear(g_c), s 3.7 0.0 0.0 4.3 0.5 2.9 1.6 12.7 0.7 1.2 4.7 1.8 Prop In Lane 0.65 0.54 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 391 0 0 306 359 305 635 799 706 419 782 665 V/C Ratio(X) 0.36 0.00 0.00 0.07 0.07 . 0.38 0.19 0.76 0.07 0.21 0.36 0.15 Avail Cap(c_a), veh/h 947 0 0 810 1065 905 904 2561 2264 587 2438 2072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 0.0 0.0 18.3 15.0 16.0 6.0 11.0 7.6 7.8 9.0 8.2 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.1 0.1 0.8 0.1 6.9 0.2 0.3 1.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °bile Back of Q (50%), veh/In 1.3 0.0 0.0 0.2 0.2 1.1 0.5 5.8 0.3 0.4 1.9 0.6 Lane Grp Delay (d), stveh 15.7 0.0 0.0 18.3 15.1 16.7 6.1 17.9 7.8 8.1 10.3 8-6 Lane Grp LOS B B B B A B A A B A Approach Vol, veh/h 252 159 776 469 Approach Delay, s/veh 8.8 16.7. 15.5 9.5 Approach LOS A B B A Assigned Phs 4 8 1 6 5 2 Phs Duration (G+Y+Rc), s 13.8 13.8 7.1 25.0 6.7 24.6 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 25.0 25.0 10.0 61.5 7.0 58.5 Max Q Clear Time (g_c+ll), s 5.7 6.3 3.6 14.7 3.2 6.7 Green Ext Time (p-c), s 1.5 1.5 0.1 3.8 0.1 3.8 Intersection Summary HCM 201.0 Ctrt Delay 12.9 HCM 2010 LOS B Notes Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates sb am.syn No Text Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Other corridors within. Low density Intersection type Commercial Mixed use mixed use All other corridors districts residential areas Signalized intersections D E• D Q (overall) Any Leg E E D E Any Movement E E . D E Stop sign control N/A F" F" E (arterial/collector or local any approach leg) Stop sign control N/A C C C (collector/local—any approach leg) mitigating measures required considered normal in an urban environment UNSIGNALIZED INTERSECTIONS Total Delay /veh 10 nd<15nd Mow < 25d<35d < 50 0 — SIGNALIZED INTERSECTIONS Level -of -Service Average Total Delay sec/veh A <10 B > 10 and < 20 > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F . > 80 — HCM 2010 TWSC Recent PM 11: Precision & Lady Moon Custom Blending Expansion Intersection Intersection Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 0 1 1 0 9 0 64 1 13 109 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 150 150 Veh in Median Storage, # 0 0 - 0 Grade, p _ 0 0 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 0 1 1 0 11 0 75 1 15 128 1 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 240 235 129 236 236 76 129 0 0 76 0 0 Stage 1 159 . 159 - 76. 76 - - _ _ Stage 2 81 76 160 160 - - Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Capacity-1 Maneuver 714 666 921 718 665 985 1457 - 1523 Stage 1 843 766 - 933 832 - - Stage 2 927 832 - 842 766 - - Time blocked -Platoon, % Mov Capacity-1 Maneuver 701 659 921 712 658 985 1457 1523 Mov Capacity-2 Maneuver 701 659 - 712 658 - - Stage 1 843 758 - 933 832 Stage 2 917 832 833 758 Approach EB WB NB SB HCM Control Delay, s 10 9 0 1 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLnl SBL SBT SBR Capacity (veh/h) 1457 - 730 949 1523 HCM Lane V/C Ratio - - 0.01 0.012 0.01 HCM Control Delay (s) 0 - 10 8.8 7.388 HCM Lane LOS A B A A HCM 95th %tile 0(veh) 0 0.029 0.038 0.03 Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent pm.syn HCM 2010 TWSC Recent AM 11: Precision & Lady Moon Custom Blending Expansion Intersection Intersection Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 0 0 1 0 22 1 95 0 4 61 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None None Storage Length - 150 150 Veh in Median Storage, # 0 0 - - 0 - 0 Grade, % - 0 0 - - 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 . 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 0 0 1 0 26 1 112 0 5 72 2 Major/Minor Minor2 Minor1 Majort Major Conflicting Flow All 209 196 73 196 198 112 74 0 0 112 0 0 Stage 1 82 82 - 114 114 - - - _ Stage 2 127 114 - 82 84 - - - _ Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 Pot Capacity-1 Maneuver 748 699 989 763 698 941 1526 - - 1478 Stage 1 926 827 - 891 801 - - _ _ Stage 2 877 801 - 926 825 - - - _ _ Time blocked -Platoon, Mov Capacity-1 Maneuver 725 696 989 761 695 941 1526 — 1478 Mov Capacity-2 Maneuver 725 696 761 695 - - _ Stage 1 925 824 - 890 800 Stage 2 852 800 - 923 822 Approach EB WB NB SB HCM Control Delay, s 10 9 0 0 Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLnt SBL SBT SBR Capacity (veh/h) 1526 - 725 931 1478 HCM Lane V/C Ratio 0.001 - 0.002 0.029 0.003 HCM Control Delay (s) 7.361 - 10 9 7.444 HCM Lane LOS A B A A HCM 95th 96tile Q(veh) 0.002 0.005 0.09 0.01 Notes : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent am.syn HCM 2010 AWSC Recent PM 10: Lady Moon & Rock Creek Custom Blending Expansion Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 11 56 46 3 48 14 25 40 5 23 83 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.89 0.85 0.93 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 . 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 66 54 4 54 16 27 47 6 27 98 6 Number of Lanes 0 1 1 0 1 0 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 2 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 1 2 HCM Control Delay 8.2 8.8 9 . 8.7 HCM LOS A A A A - Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, % 36% 16% 0% 5% 100% 0% Vol Thru, % 57% 84% 0% 74% 0% 94% Vol Right, % 7% 0% 100% 22% 0% 6% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 70 67 46 65 23 88 LT Vol 40 56 0 48 0 83 _ Through Vol 5 0 46 14 0 5 RT Vol 25 11 0 3 23 0 Lane Row Rate 80 79 54 74 27 104 Geometry Grp 6 7 7 6 7 7 Degree of UGI (X 0.116 0.115 0.067 0.105 0.042 0.146 Departure Headway (Hd) 5.244 5.242 4.456 5.126 5.631 5.089 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 684 685 804 699 636 705 Service Time 3.274 2.966 2.18 3.154 3.36 2.817 HCM Lane WC Ratio 0.117 0.115 0.067 0.106 0.042 0.148 HCM Control Delay 9 8.6 7.5 8.8. 8.6 8.7 HCM Lane LOS A A A A A A HCM 95th-tile Q 0.4 0.4 0.2 0.4 0.1 0.5 Notes Volume Exceeds Capacity, $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent pm.syn HCM 2010 AWSC Recent AM 10: Lady Moon & Rock Creek Custom Blending Expansion Intersection Intersection Delay, stveh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 16 18 .12 7 61 21 26 59 3 17 40 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 19 21 14 8 72 25 31 69 4 20 47 6 Number of Lanes 0 1 1 0 1 0 0 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 2 2 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 1 2 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 2 1 2 HCM Control Delay 8.1 8.8 9 8.2 HCM LOS A A A A Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, % 30% 47% 0% 8% 100% 0% Vol Thru, % 67% 53% 0% 69% 0% 89% Vol Right, % 3% 0% 100% 24% 0% 11% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 88 34 12 89 17 45 LT Vol 59 18 0 61 0 40 Through Vol 3 0 12 21 0 5 RT Vol 26 16 0 7 17 0 Lane Row Rate 104 40 14 105 20 53 Geometry Grp 6 7 7 6 7 7 Degree of Util (X 0.146 0.059 0.017 0.144 0.031 0.073 Departure Headway (Hd) 5.069 5.327 4.387 4.935 5.537 4.957 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 709 674 817 729 648 724 Service Time 3.09 3.048 2.109 2.954 3.258 2.678 HCM Lane V/C Ratio 0.147 0.059 0.017 0.144 . 0.031 0.073 HCM Control Delay 9 8.4 7.2 8.8 8.4 .8.1 HCM Lane LOS A A A A A IA HCM 95th-tile 0 0.5 0.2 0.1 0.5 0.1 0.2 Notes — : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent amsyn HCM 2010 TWSC Recent PM 6: Rock Creek & Technology Custom Blending Expansion Intersection Intersection Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 113 78 1 0 5 Conflicting Peds, #/hr 0 0 0. 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None None Storage Length - 0 Veh in Median Storage, # - 0 0 0 Grade, % 0 0 _ 0 Peak Hour Factor 85 86 95 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 131 82 1 0 6 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 83 0 0 214 83 Stage 1 - - - 83 _ Stage 2 - - 131 Follow-up Headway 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver 1514 - 774 976 Stage 1 - - - 940 Stage 2 - - 895 Time blocked -Platoon, °k Mov Capacity-1 Maneuver 1514 - 774 976 Mov Capacity-2 Maneuver - - 774 - Stage 1 - 940 Stage 2 - 895 Approach EB WB SB HCM Control Delay, s 0 0 9 Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1514 - 976 HCM Lane V/C Ratio - - 0.006 HCM Control Delay (s) 0 - 8.7 HCM Lane LOS A A HCM 95th °%otile Q(veh) 01 0.018 Notes - : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent pm.syn HCM 2010 TWSC Recent AM 6: Rock Creek & Technology Custom Blending Expansion Intersection Intersection Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 4 46 91 1 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None None - None Storage Length _ 0 Veh in Median Storage, # - 0 0 0 Grade, % - 0 0 0 Peak Hour Factor 85 90 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 51 107 1 0 0 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 108 0 0 169 108 Stage 1 - 108 - Stage 2 - 61 - Follow-up Headway 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver 1483 - 821 946 Stage 1 - - 916 - Stage 2 - 962 Time blocked -Platoon, °h Mov Capacity-1 Maneuver 1483 - 819 946 Mov Capacity-2 Maneuver - - 819 Stage 1 - 916 Stage 2 - 959 Approach EB WB SB HCM Control Delay, s 1 0 0 Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1483 0 HCM Lane V/C Ratio 0.003 - + HCM Control Delay (s) 7.435 0 0 HCM Lane LOS A. A A HCM 95th °%otile 0(veh) 0.01 + Notes Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error: Computation Not Defined Custom Blending Expansion 5/31/2013 Synchro 8Light Report Delich Associates recent am.syn Timing Report, Sorted By Phase Recent PM 3: Rock Creek & Ziegler Custom Blending Expansion Phase Number 1 2 4 5 6 8 Movement NBL . SBTL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Recall Mode None C-Min None None C-Min None Maximum Split (s) 12 37 31 12 37 31 Maximum Split (%) 15.0% 46.3% 38.8% 15.0% 46.3% 38.8% Minimum Split (s) 11 32.5 30 11 31.5 31 Yellow Time (s) 3 4.5 3 3 4.5 3 All -Red Time (s) 1 2 3 1 2 3 Minimum Initial (s) 4 7 4 4 7 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 1 7 7 7 7. Flash Dont Walk (s) 19 17 18 18 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 7 19 56 7 19 56 End Time (s) 19 56 7 19 56 7 Yield/Force Off (s) 15 49.5 1 15 49.5 1 YieldtForce Off 170(s) 15 30.5 64 15 31.5 63 Local Start Time (s) 31 43 0 31 43 0 Local Yield (s) 39 73.5 25 39 73.5 25 Local Yield 170(s) 39 54.5 8 39 55.5 7 Intersection Summary Cycle Length 80 Control Type Actuated -Coordinated Natural Cycle 75 Offset 56 (70%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red ano Phases: 3: Rock Greek & 4\ Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent pm.syn HCM 2010 Signalized Intersection Summary Recent PM 3: Rock Creek & Ziegler Custom Blending Expansion '--0--'r 14\ tlb� 4 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41+ 1 + r I + r T r Volume (veh/h) 21 11 21 10 16 82 34 289 8 117 449 78 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped- Bike Adj(A_pbT) 0.99 0.96 0.97 0.99 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1,00, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/h/In 190.0 193.7 190.0 193.7 186.3 186.3 186.3 186.3 193.7 186.3 186.3 186.3 Lanes 0 1 0 1 1 1 1 1 1 1 1 1 Cap, veh/h 300 0 251 404 328 277 436 667 590 614 751 636 Arrive On Green . 0.15 0.18 0.15 0.18 0.18 0.18 0.06 0.36 0.36 0.11 0.40 0.40 Sat Flow, veh/h 802 -996 1425 1372 1863 1574 1774 1863 1647 1774 1863 1579 Grp Volume(v), veh/h 38 0 25 12 19 96 40 325 9 138 528 92 Grp Sat Flow(s),veh/h/In 1559 0 1435 1372 1863 1574 1774 1863 1647 1774 1863 1579 Q Serve(g_s), s 0.0 0.0 0.0 0.3 0.3 2.0 0.5 5.1 0.1 1.5 8.9 1.4 Cycle Q Clear(g_c), s 0.8 0.0 0.0 1.1 0.3 2.0 0.5 5.1 0.1 1.5 8.9 1.4 Prop In Lane 0.66 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),,veh/h 392 0 0 404 328 277 436 667 590 614 751 636 V/C Rafio(X) 0.10 0.00 0.00 0.03 0.06 0.35 0.09 0.49 0.02 0.22 0.70 0.14 Avail Cap(c_a),veh/h 1150 0 0 1109 1285 1086 748 1556 1376 846 1556 1320 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.8 0.0 0.0 13.6 12.9 13.6 7.2 9.4 7.8 5.4 9.4 7.1 Ina Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.1 0.7 0.1 2.5 0.0 0.2 5.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 °bile Back of Q (509k), veh4n 0.3 0.0 0.0 0.1 0.1 0.7 0.2 2.2 0.0 0.4 3.9 0.4 Lane Grp Delay (d), s/veh 11.9 0.0 0.0 13.6 13.0 14.4 7.3 11.9 7.9 5.6 14.8 7.6 Lane Grp LOS B B B B A B A A B A Approach Vol, veh/h 63 127 374 758 Approach Delay, s/veh 7.2 14.1 11.3 12.3 Approach LOS A B B B Timer Assigned Phs 4 8 1 6 5 2 Phs Duration (G+Y+Rc), s 11.6 11.6 5.4 19.0 7.1 20.7 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 25.0 25.0 8.0 30.5 8.0 30.5 Max Q Clear Time (g_c+11), s 2.8 4.0 2.5 7.1 3.5 10.9 Green Ext Time (p-c), s 0.7 0.6 0.0 3.3 0.1 3.2 Intersection Summary HCM 2010 Ctd Delay 11.9 HCM 2010 LOS B Notes Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent pm.syn Timing Report, Sorted By Phase Recent AM 3: Rock Creek & Ziegler Custom Blending Expansion Phase Number 1 2 4 5 6 8 Movement NBL SBTL EBTL SBL NBTL WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize. Recall Mode None C-Min None None C-Min None Maximum Split (s). 14 65 31 11 68 31 Maximum Split (%) 12.7% 59.1% 28.2% 10.0% 61.8% 28.2% Minimum Split (s) 11 32.5 30 11 31.5 31 Yellow Time (s) 3 4.5 3 3 4.5 3 All -Red Time (s) 1 2 3 1 2 3 Minimum Initial (s) 4 7, 4 4 ] 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3_ 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 7 7 7 7 Flash Dont Walk (s) 19 17 18 18 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 66 80 35 66 77 35 End Time (s) 80 35 66 77 35 66 Yield/Force Off (s) 76 28.5 60 73 28.5 60 Yield/Force Off 170(s) 76 9.5 43 73 10.5 42 Local Start Time (s) 31 45 0 31 42 0 Local Yield (s) 41 103.5 25 38 103.5 25 Local Yield 170(s) 41 84.5 8 38 85.5 7 Intersection Summary Cycle Length 110 Control Type Actuated -Coordinated Natural Cycle 75 Offset 35 (32°/6), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Splits and Phases:{ 3: Rock Creek & Ziegler 01 r p2 IF M- q5 �06 IV 08 Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent am.syn HCM 2010 Signalized Intersection Summary Recent AM 3: Rock Creek & Ziegler Custom Blending Expansion. t -► � � . ~ 4- 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4# + r tj + r ) + if Volume (veh/h) 72 31 46 2 15 93 94 482 6 43 222 13 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow veh/hAn 190.0 193.7 190.0 193.7 186.3 186.3 186.3 186.3 193.7 186.3 186.3 186.3 Lanes 0 1 0 1 1 1 1 1 1 1 1 1 Cap, veh/h 318 0 179 323 326 277 666 765 677 434 713 606 Arrive On Green 0.15 0.18 0.15 0.18 0.18 0.18 0.10 0.41 0.41 0.07 0.38 0.38 Sat Flow, veh/h 919 -618 1020 1353 1863 1583 1774 1863 1647 1774 1863 1583 Grp Volume(v), veh/h 121 0 84 2 18 104 111 567 7 51 261 15 Grp Sat Flow(s),veh/hAn 1502 0 1583 1353 1863 1583 1774 1863 1647 1774 1863 1583 Q Serve(g_s), s 2.2 0.0 0.0 0.1 0.3. 2.3 1.3 10.1 0.1 0.6 3.9 0.2 Cycle Q Clear(g_c), s 2.8 0.0 0.0 2.9 0.3 2.3 1.3 10.1 0.1 0.6 3.9 0.2 Prop In Lane 0.70 0.64 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 381 0 0. 323 326 277 666 765 677 434 713 606 V/C Ratio(X) . 0.32 0.00 0.00 0.01 0.06 0.37 0.17 0.74 0.01 0.12 0.37 0.02 Avail Cap(c_a), veh/h 1092 0 0 985 1237 1052 993 2974 2629 674 2832 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.6 0.0 0.0 15.8 13.4 14.3 5.4 9.8 6.8 7.2 8.7 7.5 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 0.1 0.8 0.1 6.4 0.0 0.1 1.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We Back of Q (50%), vehAn 1.0 0.0 0.0 0.0 0.1 0.8 0.3 4.7 0.0 0.2 1.6 0.1 Lane Grp Delay (d), stveh 14.1 0.0 0.0 15.8 13.5 15.1 5.5 16.1 6.8 7.3 10.1 7.6 Lane Grp LOS B B B B A B A A B A Approach Vol, veh/h 205 124 685 327 Approach Delay, s/veh 8.3 14.9 14.3 9.6 Approach LOS A B B A Timer Assigned Phs 4 8 1 6 5 2 Phs Duration (G+Y+Rc), s 11.9 11.9 6.8 21.6 5.7 20.5 Change Period (Y+Rc), s 6.0 6.0 4.0 6.5 4.0 6.5 Max Green Setting (Gmax), s 25.0 25.0 10.0 61.5 7.0 58.5 Max Q Clear Time (g_c+ll), s 4.8 4.9 3.3 12.1 2.6 5.9 Green Ext Time (p-c), s 1.2 1.2 0.1 3.0 0.0 3.0 Intersection Summary HCM 2010 Ctrt Delay 12.3 HCM 2010 LOS B Notes Custom Blending Expansion 5/31/2013 Synchro 8 Light Report Delich Associates recent am.syn No Text R = right turn S = straight L = left turn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 11.28-12 Observer: Joe Day: Wednesday Jurisdiction: Fort Collins Intersection: Lady Moon/Precision Time Begins Northbound: Lady Moon Southbound: Lady Moon Total north/south Eastbound: Precision Westbound: Precision Total east/west Total All L Total L S R Total L S R Total L S I R Total 7:30 0 0 25 0 jjjj,--' 16 0 42 0 0 0 0 0 6 6 A2 .48 7:45 0 0 26 0 q 1 15 1 43 1 0 0 0 0 6 7 8 .00 1 4 0 'o "i 19 1 '4, 46, 0 0 0 & 5 51 8 .15 0 7 0 -, 26 0 , --: : 6 31: 7:30-8:30 , I 94 63 157 24 PH F 0.25.10.89 1 We 1 0.9 11 10.75 1 0.5 1 0.75 /a 0.92 0.96 4:30 0 11 0 '1111 ; 1 21 0 33 1 0 0 i irl I 1 1. It -, 0 0 4 5 :�p '. � 38, 4:45 0 26� 0 r If 5 23 0 54 2 0 0 :1 , I", 0 0 2 4 5:00 0 16 0 2 33 0 51 1 0 0 '06 U 0 1 2* 3 54 5:15 0 18 1 26 I V5110 1, "N4 51 . 1 0 1 0 0 4 55 4:30.5:30 72 117 189 ,�q f ----------------- 10 16 205 PHIF 15 0.7810.251 0.84 0.63 n/a 0.251 0.75 10.25 n/a 0.561 0.63 R = right turn S = straight L = left turn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 2.16-11 Observer: Joe Day: Wednesday Jurisdiction: Fort Collins Intersection: Rock Creek/Technology Time Northbound: Southbound: Technology Total Eastbound: Rock Creek Westbound: Rock Creek Total Total L S R Total L S R Total L S R Total L S R Total Begins northisouth easVwest All 7:30 0 0 0 0 12 30 0 �3 2 I1 t 7:45 0 0 0 1 13 1; J" MA 22 1 37 37 A"Ir 0 0 0 3 12 26 0 2t31 41 41 0 0 0 0 10 20 7:30-8:30 0 0 0 99 150 150 PHF n/a I n/a I I n/a I n/a 10.33 0.82 10.251 0.83 4:30 0 0 061�N 0 0 24 r I', ll 18 0 F 42 4:45 0 5 A 5 0 22 20 0 42 47:::. 5:00 0 0 v 0 0 31 19 0 so jA 50. ... 5:15 V -� 0 0 Ale - 0 0 30 3 0��' 19 0 1. 49 : I� ?'41" i 4:30.5:30 P N 1111 P. 1 0 9� 5 5 40; 107 76 183 :188%:i PHF L n1a n/a 1 1 0.251 0.25 1 . n/a 1 0.861 1 0.86 1 10.951 n/a 1 0.95 R = right turn S = straight L = left turn DELICH ASSOCIATES .2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 11.28-12 Observer: Joe Day: Wednesday Jurisdiction: Fort Collins IIntersection: Lady Moon/Rock Creek Time Northbound: Lady Moon Southbound: Lady Moon Total Eastbound: Rock Creek Westbound: Rock Creek Total Total L S R Total L S R Total L S. R I Total L S R Total Begins north/south east/west All 7:30 9 15 1 JR 5. 10 1 l 41 4 8 0 K,.ff re 4 2 1 19 6 38 79, !Rh 7:45 6 15 1 M 2 11 2 37 5 4 3 1 5 15 6 38 75 8:00 5 17 1 11 E2 11'11� 0�41' F, 43 2 1 6 0 12 6 27 '70 8:15 4 11 5 0 0 .1. 1 : I'll T&I 11 h 22 5 5 3 1 10 2 26 48 Of 7:30-8:30 85 58 143 jW[? 4 6 - "'Ilt 83 129 272 PHF 0.67 10.85 10.75 1 0.85 10.57 10.84 0.63 0.73 W8 0. 5 �60. 5 0.88 [0,35 !'0.7410.83 1 0.8 4:30 5 6 0 8 11 2 32 2 14 12 A$ . F� J, 1 14 3 4 4:45 7 17 2 4 19 0 49 5 9 9 . . . . . . 1 14 4 42 91 5:00 7 9 2 .4 29 52 3 20 16 1 8 4 52 404o" 5:15 7 12 1 Wim 6 19 2 47 2 1 6 12 0 I �Kj 49 9 4" i 4:30-5:30 75 1M 105 180 lff.� 1 120 1 69 189 69 PHF10.93 10.65 10.63 0.72 10.69 10.67 10.63 1 0.77 0.6 i 0.74 [0.'77 0.77 i, 0.75 i 0.89 .89 0.8 1 0.91 R = right turn S = straight L = left turn DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 3-27.13 Observer: City of Fort Collins Day: Wednesday Jurisdiction: Fort Collins FIntersection: Ziegler/Rock Creek Time Northbound: Ziegler Southbound: Ziegler Total Eastbound: Rock Creek Westbound: Rock Creek Total Total L S R Total L S R Total L S R Total L S R Total Begins north/south east/west All 7:30 25 116 2 9 58 8 4 1 214 45 14 28 2 8 23 120 1 1; p 1'. 7 "e � 7:45 13 144 2 lif, fil tV4 8 95 2 z -`,T6' 264 6 6 10 0 1 20 43 30 ; 8:00 40 135 1 [42 2 232 4 4 6 3 26 '29" 43 275 8:15 16 V 1 27 5 150 7 7:30.8:30 1"" i,!j 1 582 278 1 860 1�",W�*j `139 1" 11 1 0 249 1109 PHF 1 0.83 10.77 10.58 10.65 1 0.66 1 0.34 10.55 10.41 1 0.4 10.25 0.47 10.89 1 0.83 + 4:30 10 78 3Mth 23 97 11 222 5 1 4 5 4 26 45 :26 4:45 14 81 1 21 23 103 3 23 IN0, A 245 6 3 2 114 2 2 20 : ; 35 280 5:00 5 59 3 28 112 L13 14 e4 221 7 4 8 K. 5 16 [2� 41 262��1,: 5:15 5 71 1 ; 43 7 30 NNI Y. , lj�)� I 287 3 1 7 4� 4:30.5:30 Q 331 'ji 644 975 M u 3,1`1 N, 1"�' , ;Mj,',, 53 [4 j � 108 61 �r !-I .., 1'% 36' PHF 0.61 10.89 10.67 1 0.86 10.68 10.82 10.65 1 0.77 j 0.75 10.69 10.66 1 0.7 1 0.5 1 0.8] 0.79 1 0.77 No Text Larimer County Land In riTld J%J11 tXAs�essment: Parcel Detail LLro LVMQ�V� Owner Notification GIs 6 Mapping escape & Imagery Explorer Table Of Contents Selected Results Vicinity Map � 260 Ai/t (o•8( " 31 IAJ -(6z9 - Z5 i ti .6- t - 7 0UTt/7 z� � D ' loon MAR, s 1 I M \ N J RrR R� EXI"w STOM BLENDMO 'I \ 9EV Yttil j �y i{III "sPl .I FOP RR Wq NCR M �q�A71 r�+Rror I . —I ..n �WIpIXIY� .tea_ iR NMlnm FYf FMY1 ��I V�P �.. P� PM1h � ROIXWVRrsK. AmRm. ♦ j�'.. —_ arvan a.ua.��Yum�_— L oR� A row urgvAXNW PROP QIBTW BIDDe FFELEVK ti-7 SAFA PRIP.aP.dT HIM r` PART Ia.. qwP" �YNFIOI aRW Fv a ns RA1ARPn A1AmR R�11. w � 1Rsrawnn R.P.IX..YrRrTRw P5 ( 1 � I 1P I 1 FFRsrA .RRNRAR RR I � �uFAK�R1➢' p pUP1 f . IXA1g1n ARpV1Y NOTES I. ALL DIMENSIONS ARC 10 CLOWINE, UNLESS NOTED OR SHOWN 2, ALL INTERIOR CURB AND GUTTER SHALL NAAR A I' PAN FROM, FLOWewE, MEN 0.5 MOTH FROM FLOPALINE TO TOW -BACK -Or PLAN FOR LOCATION O/ OUTEAUL CURB AND GUT1[R. o J. ALL DRAINAGE CHASES THROUGH THE INTERIOR HENAN IRAN FLOMUNE MOTH OF 2'. f A. ALL VOE CURD CUTS SHALL BE CONCRETE. UNLESS NOTE( 0' ALL CURB OUTS SHALL HAVE I' TRANS1110N TAPERS FROM E' _ CURB ON EACH SIDE M THE CURB CUT. 5. ALL DRIVE ACCESS SHALL BE PANED IN RORTLA.D CEMENT CI RIGHT-OI PROPERTY LINE. B. ALL INTERIOR ORI'.E AISLES SHALL BE MINIMUM OF 24- MDE. ). THE EMERGENCY ACCESS EASEMENT (CMA) IS 25'-50' WOE. A 25(MIN.) AND 50' (MIN.) RADII FOR INTERIOR AND OUTER RA e PAINICD PARKING STALLS SHALL BE WOE STRIPES AND IF 0. STRMNNG OIMENSICNS SHOWN ARE FROM CENTER OF STRIPE, L 10. INSTALLATION OF SIGNAGE AND YGN POSTS SHALL BE M AC LARMER CWrv1Y URBAN AREA STREET STANDARDS. 11, SEE SHEET 2 FOR MASTER LEGEND Y ASBRCNATgNS. 12. REFER 10 THE GEOICCHNICAL SUBSURFACE EXPLORATION REI DOES, BF SWLOGIC, INC. FOR PANNG RECOMMENDATIONS. SOPHOMORE LEGEND MR. -I TO .ry i R2-B I I�r1 t 46-5t �� Mh� R2-8W t1 O a PROPOSED CURB AND GMCR My of P — - - — PROPERTY LINE VTILT /QI CURB PUMP APINNMD: {} ❑-e LIGHT FM( 1 ❑ WRIT MOUNTEDLIGHT CxFCXLO Br._' WWIAr GROUND LIGHT PEDESTAL CHECKED BM:_ S (D A' WHITE SOLID LINE CHECXED W— P. No Text Chapt,,r4 - Attachmentz., Attachment A Transportation Impact Study Base Assumptions FPrO_J_Cct information Project Name L 4) b d f Project Location V ki j," A � j= A. ^j q- 114,8C A-) TIS Assumptions Type of Study Full: lntermedla1c:,aSw( Study Area Boundaries 1), North- r-C I K- South - 1.East: Study Years Short RanLe: 2 C) t Long Range: /J I/Ali Future T1•aff ic _growth Raw Study Intersections 1. All access drivess-,4,jo 15. 6�2-/� e_C46r� /�UCA (OA) 16. 4 (R45E< T51e, 9 Time Period for Study �M: 7:00-9:66) 4:06-6 I ��_ P_ (4_r_,4 Trip C ; crieT.-tion Rates Trip Adjustment Factors Passl[iy: AI/A Captive IMarket: kl/A Overall Trip Distribution I SEE ATYACHIJ) SKETCH Mode Split Assumptions FZ�lTimitted Road�vaylmprovernents r- AktV I Other TratTic Studies L3-' :5-,0 4 L GG14 tier .Areas Requiring Special Study )b.7 41 r(A.,e_,(CL47 C-00-IJ-5 —/-)0 Date: ira ffic Engineer:-- S Local Entity Engineer- Aage 4-34 County Urban Area Street Standards — Repealed and Putzractod April i. 20107 Adopled by La,,Oer county, City vlLoveLana. Oty.01 For[ (;rjlhns APPENDIX A TABLE 4 Short Range (2018) Total Peak Hour Operation :] _i -.Sryfd?I� haw �5✓ -/F i 5 I u7 Kr+E F'�{"L'. L.M v�"i}i } , �}/-`.$ YxSY' !}'.7�1�'if1�,3C.^, F..,r.'i�'T `al�4r. �. .3[$'G.rY asap �.�-tjli.+Qt a.... �:�r F ^ �` 'ty�`z 4. r..x .:<=r4..r }.....e i. ..: Ziegler/Rock Creek (signal) EB LT/T/RT B B EB APPROACH A A WB LT B B WBT B B WB RT B B WB APPROACH B B NB LT' A ANB T B B NB RT A A . NB APPROACH B B SB LT A A SB T B B SB RT A A SB APPROACH A B OVERALL B B Rock Creek/Technology (stop sign) SB LT/RT A B EB LT/T A A Rock Creek/Lady Moon (all -way stop) EB LT/T A B EB RT A A EB APPROACH A A WB LT/T/RT B BN B LTlf/RT B B SB LT A A SB T/RT A B SB APPROACH A B OVERALL A B Lady Moon/Precision (stop sign) EB LT/T/RT B B WB LT/T/RT B B NB LT A A SB LT A A --LDELICFi Custom Blending Expansion TIS, June 2013 �1 rASSOCIATES d rn N z CM co cv) cl 104/111 It N � �— 20/27 18/46 78/23 r 44/17 r o 50/23 0 co N o rn c k C 0 0 i1 a m J O N M rn 47/22 o .= da �— 1 /0 I� /7/351� 4(-- 13/6 Precision T 1 0 0 0/1 —► I I I 1/4 N r U rn N � H r N O r cn � 51 /30 f— 83/68 9/2 �— 144/145 8/3 57/10 Rock Creek 52/41 !� 1 89/175 24186 16/65 L m M M i- AM/PM SHORT RANGE (2018) TOTAL PEAK HOUR TRAFFIC -AILDELICH t=ASSOCIATES Figure 9 Custom Blending Expansion TIS, June 2013 TABLE 3 Short Range (2018) Background Peak Hour Operatioyn�Q���. .a s u 5 h..i -tom ,J�,^We'uA T �� It f I a �. S¢ 1,y.� §>7",.'} .+ SN'nt% ♦ s.4s [+ a ,LOI�bXR l "<F ) t `'r �"-i.a t }l .% W4,11 �'a.{ r ,verb' cy t: a y .,h-...t. u.-.t..:. Ziegler/Rock Creek (signal) EB LT/T/RT B B EB APPROACH A A WB LT B B WBT B B WB RT B B WB APPROACH B B NB LT A A NB T B B NB RT A A NB APPROACH B B SB LT A A SB T B. B SB RT A A SB APPROACH A B OVERALL B B Rock Creek/Technology (stop sign) SB LT/RT B B EB LT/T A A Rock Creek/Lady Moon (all -way stop) EB LT/T A B EB RT A A EB APPROACH A A WB LT/T/RT A BN B LT/T/RT B B SB LT A A SB T/RT A B SB APPROACH A B OVERALL A B Lady Moon/Precision (stop sign) EB LT/T/RT B B WB LTfF/RT B B NB LT A A SB LT A A /)'`LDELIC.H Custom Blending Expansion TIS, June 2013 r=ASSOCIATES M Co ,It v co v M io 78/23 - 43/17 i 50/23 N Ol N V 102/103 --m— 20/26 17/43 M � N .- M rn o M co LO rn r-- '4 f 45� 89/175 —� rn 0 0 C L U N H 9/2 �— 144/145 -wAM/PM Precision Rock Creek SHORT RANGE (2018) BACKGROUND PEAK HOUR TRAFFIC N C 0 0 2 T a co J 47/22 -1 /0 13/6 o rn M N N O LO V C14 W 50/30 fO 0 04 83/68 8/3 52/41 1 f (" 24/86 to o 16/65 Cl) t0 M M - O Figure 8 �J L--DELICH Custom Blending Expansion TIS, June 2013 1 rASSOCIATES AM/PM SITE GENERATED PEAK HOUR TRAFFIC DELICH -�r / rASSOCIATES N Figure 7 Custom Blending Expansion TIS, June 2013 FTimberwood N c 0 0 0 � LO V T .0 (6 J C 4J x:((«a Precision 0 m t ny4"tj1 U 5% N H 5% H Rock Creek o 0 0 0) 0 0 LO SCALE: 1 "=2000' TRIP DISTRIBUTION -/_LDELICH (ASSOCIATES Figure 6 Custom Blending Expansion TIS, June 2013 TABLE 2 Trip Generation I -=W_ Z) 4-M § 130 Industrial Park 38.0K SIF 6.83 260 0.67 25 0.15 A 0.18 7 1 �71--w--DELICH Custom Blending Expansion TIS, June 2013 -7,1 - [-ASSOCIATES A& N SCALE: 1"=100' SITE PLAN Figure 5 DELICH -71 ASSOCIATES Custom Blending Expansion TIS, June 2013 TABLE 1 Current Peak Hour Operation "i.. , �M1 �� Sry�T� a� � �r"£�.'i"' �� fy„ !. r-. IIYYYViInd'"s M( a��Ff .i+A%rNf1.Y'{{L1� 4 .x rr' Y i S'. � a h T t. a.lt l' -.. _.i -. •... .;Yc ..x?... !,%'._ •r..t �. S.: iCY ,q �; £ 11 S S 1'33a 'hi' 4i���1 {, :.e, N S ."An9" i is Imo"[ '�'�,J._—}{�$`.�.' y `] "N 1 !'--�. `-� 'P^ �`Y�2♦ `• ,k a, � YiY vt 'R'. r+%� 3�+YZ4'4�'.. eA Y'Ml ✓.. �:7_ s A �]'� i�'-�Z° ���F�•� 1 � �31 y^i .i`i'•.e�CIM TMi 4 I�.4 �xK T�6'{S H3 y�y,e "9 � .SfY-,. '•4:. ... t:x'^ai.�... _ +1 R '4 .iA`4 i 4 "fin _t ��.._..�`A..x" Ziegler/Rock Creek (signal) EB LT/T/RT B B EB APPROACH A A WB LT B B WBT B B WB RT B B WB APPROACH B. B NB LT A A NB T B B NB RT A A NB APPROACH B B SB LT A A SB T B B SB RT A A SB APPROACH A B OVERALL ' B B Rock Creek/Technology (stop sign) SB LT/RT A A EB LT/T A A Rock Creek/Lady Moon (all -way stop) EB LT/T A A EB RT A A EB APPROACH A A WB LT/T/RT A A NB LT/T/RT A A SB LT A A SB T/RT A A SB APPROACH A A OVERALL A A Lady Moon/Precision (stop sign) EB LT/T/RT B B WB LT/T/RT A A NB LT A A SB LT A A —�� LDELICH Custom Blending Expansion TIS, June 2013 i,i rASSOCIATES Precision T O N O C N U N N rn m � 93/82 N v ,n O 1 2/10 2/10 ►— 91 118 72/21 �/ T11 4/0 �/ Rock Creek 31/11 I v M co 46/113 —� 46/21 N 0 N W Iq -f- AM/PM ADJUSTED/BALANCED RECENT PEAK HOUR TRAFFIC N C 0 O 2 T cu J 0) 22/9 N (D a �— 0/0 ) 1 or-- 1/1 1/5 0/0 —�- O _ 0/1 L Cl) M�oM 21/14 f— 61148 J + � -- 7/3 16/11 --j t r 18/56 to O 12/46 m 8) N LO Figure 4 —JJ _LDELICH Custom Blending Expansion TIS, June 2013 rASSOCIATES `m rn N z n 00 93/82 CA M 04 t �-15/16 IM J ` /-- 2/10 72/21 1 T r 31/11 It rn o 46/21 CO o co IT T 0) 0 0 c s U N �n o f 98176 4/0 47/107 — --a— AM/PM 41 N 0 0 2 J M O n 22/9 <v Ln r 0/0 Precision 1/5 0/0 —w- o 0/1� t�z0 rn � (020/16 k" " f- 56/50 7/3 Rock Creek 16/12 18159 —� 12/49 r 0 M RECENT PEAK HOUR TRAFFIC Figure 3 .n—�1 LDELICH Custom Blending Expansion TIS, June 2013 f=ASSOCIATES Precision T a1 O � O C N I N N� Rock Creek � - Denotes Lane CURRENT INTERSECTION GEOMETRY JI i—DELICH ('ASSOCIATES Rk C 0 0 2 a v J Figure 2 Custom Blending Expansion TIS, June 2013 m n1 Harmony Timberwood Custom o 2 Blending J Expansion m o% F Precision L U m f.. Rock Creek Kechter JI,NLC. 1 =LVUU SITE LOCATION Figure 1 DELICH Custom Blending Expansion TIS, June 2013 71 f"ASSOCIATES Generation, 91h Edition, ITE was used as the reference document in calculating the trip generation. Land use code 130, Industrial Park was used for the Custom Blending Expansion. Table 2 shows the trip generation for the Custom Blending Expansion. The Custom Blending Expansion is expected to generate 260 daily trip ends, 31 morning peak hour trip ends, and 32 afternoon peak hour trip ends. Directional distribution of the generated trips was determined for the Custom Blending Expansion site and is shown in Figure 6. Figure 7 shows the site generated peak hour traffic assignment of the Custom Blending Expansion. Figure 8 shows the short range (2018) background morning and afternoon peak hour traffic at the key intersections. Background traffic volume forecasts for the short range (2018) future were obtained by reviewing traffic studies for other developments in this area and reviewing historic counts in the area. Traffic volumes from the Banner Health Medical Campus and 5043 Technology Parkway were used in the traffic forecasts. Table 3 shows the short range (2018) background morning and afternoon peak hour operation at the key intersections. Calculation forms are provided in Appendix D. The key intersections will operate acceptably with the existing control and geometry in the short range (2018) future. Figure 9 shows the short range (2018) total morning and afternoon peak hour traffic at the key intersections. Table 4 shows the short range (2018) total morning and afternoon peak hour operation at the key intersections. Calculation forms are provided in Appendix E. The key intersections will operate acceptably during the morning and afternoon peak hours with the existing control and geometry. The Custom Blending Expansion site is in an area within which the City requires pedestrian and bicycle level of service evaluations. Appendix F shows a map of the area that is within 1320 feet of the Custom Blending Expansion site. The Custom Blending Expansion site is located within an area termed as 'other," which sets the pedestrian level of service threshold at LOS C for all measured categories. There are two destination areas within 1320 feet of the proposed Custom Blending Expansion: 1) the residential neighborhood to the southeast and 2) the residential apartments to the east. Appendix F contains a Pedestrian LOS Worksheet. Based upon Fort Collins bicycle LOS criteria, there are no destination areas within 1320 feet of the Custom Blending Expansion site. Currently, this area is served by Transfort Routes 16 and 17. The transit service is acceptable. It is concluded that, with full development of the Custom Blending Expansion, the future level of service at the key intersections will be acceptable. The Custom Blending Expansion can be built without additional geometry or other street improvements. LDELICH Custom Blending Expansion TIS, June 2013 �� [—ASSOCIATES DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 MEMORANDUM TO: Dan Berlin, Custom Blending John Gooch, Aspen Engineering Jeff Reed, Agora West Real Estate ; r- City of Fort Collins FROM: �.: ;r .• / p,�:--. Matt Delich ` `• 3. �,': DATE: June 4, 2013`' SUBJECT: Custom Blending Expansion Transportation Impact Study (File: 1345ME01) This memorandum addresses the transportation impacts of the proposed Custom Blending Expansion. The existing Custom Blending building is located at 3461 Precision Drive in Fort Collins. The site location is shown in Figure 1. Custom Blending is a food/spice manufacturing operation. The scope of this study was discussed with the Fort Collins Traffic Operations Engineer. A brief memorandum was requested. The Base Assumptions form is provided in Appendix A. Figure 2 shows the current geometry at the key intersections in the area. There are sidewalks along both sides of Lady Moon Drive between Rock Creek Drive and Precision Drive. There are sidewalks along both sides of Rock Creek Drive between Technology Parkway and Lady Moon Drive. There are also sidewalks along the south side of Precision Drive between the existing Custom Blending site and Lady Moon Drive. There are bicycle lanes along Lady. Moon Drive, Rock Creek Drive, and the existing short segment of Technology Parkway. Figure 3 shows recent peak hour counts at the Ziegler/Rock Creek, Rock Creek/Technology, Rock Creek/Lady Moon, and Lady Moon/Precision intersections. City staff agreed that no new traffic counts would be required. Raw traffic data is provided in Appendix B. Since the traffic counts were obtained on different days, the volumes at the intersections were adjusted/balanced and are shown in Figure 4. Table 1 shows the current morning and afternoon peak hour operation of the key intersections. Calculation forms are provided in Appendix C. A description of level of service for signalized and unsignalized intersections from the 2010 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. The key intersections operate acceptably during the peak hours with existing control and geometry. Figure 5 shows the site plan for the Custom Blending Expansion. The Custom Blending Expansion will be approximately 38,000 square feet. Access to the expansion site will be primarily. via a full -movement access to/from Precision Drive. Trip