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HomeMy WebLinkAboutMarch 2020 - Traffic Impact & Access Study (Pages 1001-1456) - - 1450 Osgood Street 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings Existing(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 718 0 36 413 1 0 3 62 0 3 0 Future Volume(vph) 0 718 0 36 413 1 0 3 62 0 3 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.872 Flt Protected 0.996 Satd. Flow(prot) 0 2153 0 0 1955 0 0 1767 0 0 1710 0 Flt Permitted 0.996 Satd. Flow(perm) 0 2153 0 0 1955 0 0 1767 0 0 1710 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 816 0 43 492 1 0 4 78 0 4 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 816 0 0 536 0 0 82 0 0 4 0 Sign Control Free Free Stop Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC Existing(Generator Peak)PM Int Delay,s/veh 1.4 II a II al �Jlll i i u i 1111111110 W" 1111il a ii WIffir 111111MINKI Mr, i i i i i y ui y i ui Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 718 0 36 413 1 0 3 62 0 3 0 Future Vol,veh/h 0 718 0 36 413 1 0 3 62 0 3 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 84 84 84 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 816 0 43 492 1 0 4 78 0 4 0 Conflicting Flow All 493 0 - 816 0 0 1397 1395 816 1436 1395 493 Stage 1 - - - - - - 816 816 - 579 579 - Stage 2 - - - - - - 581 579 - 857 816 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pet Cap-1 Maneuver 1081 - 0 820 - - 120 143 380 112 143 580 Stage 1 - - 0 - - - 374 393 - 504 504 - Stage 2 - - 0 - - - 503 504 - 355 393 - Platoon blocked,% - - - Mov Cap-1 Maneuver 1081 - - 820 - - 111 133 380 82 133 580 Mov Cap-2 Maneuver - - - - - - 111 133 - 82 133 - Stage 1 - - - - - - 374 393 - 504 468 Stage 2 - - - - - - 463 468 - 280 393 - N ffim HCM Control Delay,s 0 0.8 18.4 32.9 HCM LOS C D II WIWI i Capacity(veh/h) 350 1 081 - 820 - - 133 HCM Lane V/C Ratio 0.232 - - 0.052 - - 0.028 HCM Control Delay(s) 18.4 0 - 96 0 - 32.9 HCM Lane LOS C A - A A - D HCM 95th%tile Q(veh) 0.9 0 - 02 - - 0.1 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings Existing(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 48 45 7 35 3 57 62 6 2 37 0 Future Volume(vph) 0 48 45 7 35 3 57 62 6 2 37 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.935 0.991 0.993 Flt Protected 0.992 0.978 0.998 Satd. Flow(prot) 0 1954 0 0 2117 0 0 2091 0 0 1896 0 Flt Permitted 0.992 0.978 0.998 Satd. Flow(perm) 0 1954 0 0 2117 0 0 2091 0 0 1896 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 0.84 0.84 0.84 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 52 49 9 44 4 71 78 8 2 44 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 101 0 0 57 0 0 157 0 0 46 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC Existing(Generator Peak)PM Intersection Delay,s/veh 8 Intersection LOS A M��01�01 Wi I!,W1, Lane Configurations *T+ *T+ *T+ Traffic Vol,veh/h 0 48 45 7 35 3 57 62 6; 2 37 0 Future Vol,veh/h 0 48 45 7 35 3 57 62 6 2 37 0 Peak Hour Factor 0.92 0.92 092 0.80 0.80 0.80 0.80 0.80 0.80 0.84 0.84 0.84 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 52 49 9 44 4 71 78 8 2 44 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 7.8 8.4 7.7 HCM LOS A A A A Vol Left,% 46% 0% 16% 5% Vol Thru,% 50'% 52% 78% 95% Vol Right,% 5% 48% 7% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 125 93 45 39 LT Vol 57 0 7 2 Through Vol 62 48 35 37 RT Vol 6 45 3 0 Lane Flow Rate 156 101 56 46 Geometry Grp 1 1 1 1 Degree of Util(X) 0.19 0.116 0.07 0.057 Departure Headway(Hd) 4.374 4.138 4.462 4.428 Convergence,Y/N Yes Yes Yes Yes Cap 825 868 805 811 Service Time 2.374 2.151 2.478 2.444 HCM Lane V/C Ratio 0.189 0.116 0.07 0.057 HCM Control Delay 8.4 7.7 7.8 7.7 HCM Lane LOS A A A A HCM 95th-tile Q 0.7 0.4 0.2 0.2 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings Existing(Generator Peak)PM Lane Configurations Lane UUiFactor 1.00 1.00 1.00 1.00 1.00 1.00 At Protected 0.950 F|tPennittad 0.850 Travel Shared Lane Traffic Sign Control Free Free Stop 11111 Will W11111 Control Type: Unsignalized Intersection Capacity Utilization 55.2% ICU Level ofS i B Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 'Existing PM(Generator PeoN.eyn Pogo31 16: Chadwick Street & Sutton Street H C M 6th TWSC Existing(Generator Peak)PM Int Delay,s/veh 5.2 II u Lane Configurations ' Traffic Vol,veh/h 718 93 0 413 92 0 Future Vol,veh/h 718 93 0 413 92 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 88 88 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 816 106 0 516 115 0 Conflicting Flow All 0 0 922 0 1385 869 Stage 1 - - - - 869 - Stage 2 - - - - 516 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 749 - 160 354 Stage 1 - - - - 414 - Stage 2 - - - - 603 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 749 - 160 354 Mov Cap-2 Maneuver - - - - 160 - Stage 1 - - - - 414 - Stage 2 - - - - 603 - N ffim HCM Control Delay,s 0 0 70.4 HCM LOS F M W'110'01 i �Ii Capacity(veh/h) 160 - - 749 - HCM Lane V/C Ratio 0.719 - - - - HCM Control Delay(s) 70.4 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 4.3 - - 0 - North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings Existing(Generator Peak)PM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 40 1086 99 14 366 0 4 3 23 35 2 7 Future Volume(vph) 40 1086 99 14 366 0 4 3 23 35 2 7 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.897 0.974 Flt Protected 0.998 0.998 0.988 0.961 Satd. Flow(prot) 0 3411 0 0 3417 0 0 1838 0 1956 0 0 Flt Permitted 0.998 0.998 0.988 0.961 Satd. Flow(perm) 0 3411 0 0 3417 0 0 1838 0 1956 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.83 0.83 0.83 0.81 0.81 0.81 0.80 0.80 0.80 0.85 0.85 0.92 Heavy Vehicles 0% 1% 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% Adj. Flow(vph) 48 1308 119 17 452 0 5 4 29 41 2 8 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1475 0 0 469 0 0 38 0 51 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC Existing(Generator Peak)PM Int Delay,s/veh 8 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations ' ' Traffic Vol,veh/h 40 1086 99 14 366 0 3 23 35 2 Future Vol,veh/h 40 1086 99 14 366 0 3 23 35 2 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 83 83 83 81 81 81 80 80 85 85 Heavy Vehicles,% 0 1 0 0 2 0 0 1 0 0 Mvmt Flow 48 1308 119 17 452 0 4 29 41 2 Conflicting Flow All 452 0 0 1427 0 0 1237 226 1726 714 Stage 1 - - - - - - 486 - 1464 - Stage 2 - - - - - - 751 - 262 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.92 7.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.5 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 3.31 3.5 3.3 Pet Cap-1 Maneuver 1119 - - 483 - - 134 780 58 378 Stage 1 - - - - - - 537 - 137 - Stage 2 - - - - - - 373 - 726 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1119 - - 483 - - 101 780 42' 378 Mov Cap-2 Maneuver - - - - - - 101 - 42 - Stage 1 - - - - - - 418 - 107 Stage 2 - - - - - - 280 - 662 - N ffim HCM Control Delay,s 1.1 0.8 24.8 258.9 HCM LOS C F II 111 Ull � I 11111 ����1 11 I�� II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 1119 - - 219 483 - - 49 HCM Lane V/C Ratio 0.043 - - 0.171 0.036 - - 0.996 HCM Control Delay(s) 8.4 0.9 - 248 12.7 0.3 - 258.9 HCM Lane LOS A A - C B A - F HCM 95th%tile Q(veh) 0.1 - - 06 0.1 - - 4.3 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings Existing(Generator Peak)PM t Lane Configurations Y 0 4 t Traffic Volume(vph) 5 32 1193 25 48 376 Future Volume(vph) 5 32 1193 25 48 376 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.883 0.997 Flt Protected 0.994 0.994 Satd. Flow(prot) 1803 0 3445 0 0 3405 Flt Permitted 0.994 0.994 Satd. Flow(perm) 1803 0 3445 0 0 3405 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.83 0.83 0.83 0.83 Heavy Vehicles 0% 2% 1% 0% 1% 2% Adj. Flow(vph) 6 40 1437 30 58 453 Shared Lane Traffic(%) Lane Group Flow(vph) 46 0 1467 0 0 511 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC Existing(Generator Peak)PM Int Delay,s/veh 1.2 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 5 32 1193 25 48 376 Future Vol,veh/h 5 32 1193 25 48 376 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 83 83 83 83 Heavy Vehicles,% 0 2 1 0 1 2 Mvmt Flow 6 40 1437 30 58 453 I Conflicting Flow All 1795 734 0 0 1467 0 Stage 1 1452 - - - - - Stage 2 343 - - - - - Critical Hdwy 6.8 6.94 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.21 - Pet Cap-1 Maneuver 73 363 - - 461 - Stage 1 185 - - - - - Stage 2 696 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 61 363 - - 461 - Mov Cap-2 Maneuver 61 - - - - - Stage 1 154 - - - - - Stage 2 696 - - - - - HCM Control Delay,s 26 0 24 HCM LOS D M 1 Jl yll U I 11111011111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 217 461 - HCM Lane V/C Ratio - - 0.213 0.125 - HCM Control Delay(s) - - 26 139 0.9 HCM Lane LOS - - D B A HCM 95th%tile Q(veh) - - 0.8 04 - North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings Existing(Generator Peak)PM t Lane Configurations Y 0 4 t Traffic Volume(vph) 7 17 1201 52 25 356 Future Volume(vph) 7 17 1201 52 25 356 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.905 0.994 Flt Protected 0.985 0.997 Satd. Flow(prot) 1863 0 3436 0 0 3413 Flt Permitted 0.985 0.997 Satd. Flow(perm) 1863 0 3436 0 0 3413 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.82 0.82 0.80 0.80 Heavy Vehicles 0% 0% 1% 0% 1% 2% Adj. Flow(vph) 9 21 1465 63 31 445 Shared Lane Traffic(%) Lane Group Flow(vph) 30 0 1528 0 0 476 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC Existing(Generator Peak)PM Int Delay,s/veh 0.8 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 7 17 1201 52 25 356 Future Vol,veh/h 7 17 1201 52 25 356 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 82 82 80 80 Heavy Vehicles,% 0 0 1 0 1 2 Mvmt Flow 9 21 1465 63 31 445 I Conflicting Flow All 1782 764 0 0 1528 0 Stage 1 1497 - - - - - Stage 2 285 - - - - - Critical Hdwy 6.8 6.9 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.21 - Pet Cap-1 Maneuver 75 351 - - 437 - Stage 1 175 - - - - - Stage 2 744 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 68 351 - - 437 - Mov Cap-2 Maneuver 68 - - - - - Stage 1 159 - - - - - Stage 2 744 - - - - - HCM Control Delay,s 32.8 0 15 HCM LOS D M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 159 437 - HCM Lane V/C Ratio - - 0.189 0.072 - HCM Control Delay(s) - - 32.8 139 0.6 HCM Lane LOS - - D B A HCM 95th%tile Q(veh) - - 0.7 02 - North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings Existing(Generator Peak)PM t Lane Configurations 0 + Y Traffic Volume(vph) 1150 14 34 329 7 103 Future Volume(vph) 1150 14 34 329 7 103 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.998 0.874 Flt Protected 0.995 0.997 Satd. Flow(prot) 3449 0 0 3410 1821 0 Flt Permitted 0.995 0.997 Satd. Flow(perm) 3449 0 0 3410 1821 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.83 0.83 0.81 0.81 0.80 0.80 Heavy Vehicles 1% 0% 0% 2% 0% 0% Adj. Flow(vph) 1386 17 42 406 9 129 Shared Lane Traffic(%) Lane Group Flow(vph) 1403 0 0 448 138 0 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC Existing(Generator Peak)PM Int Delay,s/veh 2.2 M��u Lane Configurations 0 Traffic Vol,veh/h 1150 14 34 329 7 103 Future Vol,veh/h 1150 14 34 329 7 103 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 83 83 81 81 80 80 Heavy Vehicles,% 1 0 0 2 0 0 Mvmt Flow 1386 17 42 406 9 129 Conflicting Flow All 0 0 1403 0 1682 702 Stage 1 - - - - 1395 - Stage 2 - - - - 287 - Critical Hdwy - - 4.1 - 68 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 493 - 87 385 Stage 1 - - - - 199 - Stage 2 - - - - 742 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 493 - 77 385 Mov Cap-2 Maneuver - - - - 77 - Stage 1 - - - - 177 - Stage 2 - - - - 742 - N ffim I»,»»iy�� HCM Control Delay,s 0 1.8 259 HCM LOS D M W Capacity(veh/h) - - 307 493 - HCM Lane V/C Ratio - - 0.448 0.085 - HCM Control Delay(s) - - 25.9 13 0.6 HCM Lane LOS - - D B A HCM 95th%tile Q(veh) - - 2.2 0.3 - North Andover Redevelopment-RJS Langan 140182701 -Existing PM(Generator Peak).syn Page 40 Appendix D Capacity Analysis - 2026 No-Build Traffic Conditions LA/VfiA /V 2026 No-Build A.M. (Roadway Peak-Hour) LA/VfiA /V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM f Lane Configurations ' ' Traffic Volume(vph) 50 857 162 421 1485 135 75 17 30 74 8 0 Future Volume(vph) 50 857 162 421 1485 135 75 17 30 74 8 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.969 0.957 Satd. Flow(prot) 1787 3505 1599 1736 3539 1568 1603 1675 1538 0 1747 0 Flt Permitted 0.950 0.950 0.950 0.969 0.957 Satd. Flow(perm) 1787 3505 1599 1736 3539 1568 1603 1675 1538 0 1747 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.86 0.86 0.86 0.80 0.80 0.80 Heavy Vehicles(%) 1%0 3% 1% 4% 2% 3% 7% 0% 5% 3% 14% 2% Adj. Flow(vph) 52 884 167 439 1547 141 87 20 35 93 10 0 Shared Lane Traffic(%) 39% Lane Group Flow(vph) 52 884 167 439 1547 141 53 54 35 0 103 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 26.0 32.0 41.0 16.0 16.0 16.0 16.0 Total Split(%) 18.9% 28.9% 35.6% 45.6% 17.8% 17.8% 17.8% 17.8% Maximum Green(s) 10.0 19.0 25.0 34.0 10.0 10.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 8.7 20.1 80.6 23.4 44.1 80.6 8.5 8.5 80.6 9.1 Actuated g/C Ratio 0.11 0.25 1.00 0.29 0.55 1.00 0.11 0.11 1.00 0.11 v/c Ratio 0.27 1.01 010 0.87 0.80 0.09 0.32 0.31 0.02 0.53 Control Delay 40.6 68.6 0.1 49.9 28.8 0.1 42.5 42.1 0.0 48.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 68.6 0.1 49.9 28.8 0.1 42.5 42.1 0.0 48.0 LOS D E A D C A D D A Approach Delay 56.9 31.2 31.9 48.0 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM f Approach LOS E C C D Queue Length 50th(ft) 27 -314 0 235 -536 0 29 30 0 55 Queue Length 95th(ft) 63 #442 0 #418 #686 0 64 65 0 95 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 235 876 1599 570 1934 1568 210 220 1538 230 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 1.01 0.10 0.77 0.80 0.09 0.25 0.25 0.02 0.45 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:80.6 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay:39.9 Intersection LOS: D Intersection Capacity Utilization74.9% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 2; '0 04 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 27 1544 996 5 1 60 Future Volume(vph) 27 1544 996 5 1 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.867 FIt Protected 0.950 0.999 Satd. Flow(prot) 1787 3539 3505 1723 1847 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1787 3539 3505 1723 1847 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 5 75 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.96 0.96 0.95 0.95 0.80 0.80 Heavy Vehicles 1% 2% 3% 0% 1% 1% Adj. Flow(vph) 28 1608 1048 5 1 75 Shared Lane Traffic(%) Lane Group Flow(vph) 28 1608 1048 5 76 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 16.0 64.0 48.0 26.0 Total Split(%) 17.8% 71.1% 53.3% 28.9% Maximum Green(s) 10.0 56.0 40.0 20.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None Min Min None Act Effct Green(s) 8.4 57.7 52.4 65.6 8.4 Actuated g/C Ratio 0.11 0.78 0.71 0.89 0.11 v/c Ratio 0.14 0.58 0.42 0.00 0.28 Control Delay 34.5 6.0 8.3 2.0 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 6.0 8.3 2.0 11.9 LOS C A A A B North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Approach Delay 6.5 8.3 11.9 Approach LOS A A B Queue Length 50th(ft) 14 172 87 0 1 Queue Length 95th(ft) 36 226 218 2 29 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 252 2763 2369 1472 575 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.11 0.58 0.44 0.00 0.13 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:73.9 Natural Cycle:55 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.58 Intersection Signal Delay:7.3 Intersection LOS:A Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1123 Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 0"2 05 fn 6 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM t Lane Configurations Traffic Volume(vph) 393 0 681 626 302 1263 Future Volume(vph) 393 0 681 626 302 1263 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3335 0 3574 1583 3400 1583 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3335 0 3574 1583 3400 1583 Right Turn on Red Yes Yes Satd. Flow(RTOR) 711 632 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.82 0.82 0.88 0.88 0.95 0.95 Heavy Vehicles 5% 3% 1% 2% 3% 2% Adj. Flow(vph) 479 0 774 711 318 1329 Shared Lane Traffic(%) Lane Group Flow(vph) 479 0 774 711 318 1329 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 27.0 38.0 25.0 Total Split(%) 30.0% 42.2% 27.8% Maximum Green(s) 21.0 32.0 19.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min None Act Effct Green(s) 14.9 20.3 66.6 12.8 66.6 Actuated g/C Ratio 0.22 0.30 1.00 0.19 1.00 v/c Ratio 0.64 0.71 0.45 0.49 0.84 Control Delay 29.0 25.0 0.9 28.5 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.0 25.0 0.9 28.5 6.0 LOS C C A C A Approach Delay 29.0 13.5 10.3 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Approach LOS C B B Queue Length 50th(ft) 89 140 0 59 0 Queue Length 95th(ft) 150 235 0 119 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1088 1777 1583 1004 1583 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 0.44 0.44 0.45 0.32 0.84 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:66.6 Natural Cycle:55 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.84 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization52.0% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID:0667 Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 08 P North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 8 14 9 354 1969 53 Future Volume(vph) 8 14 9 354 1969 53 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 1.00 Frt 0.913 0.850 Flt Protected 0.982 0.999 Satd. Flow(prot) 1522 0 0 3243 3455 1516 Flt Permitted 0.982 0.999 Satd. Flow(perm) 1522 0 0 3243 3455 1516 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.80 0.80 0.96 0.96 0.92 0.92 Heavy Vehicles 28% 3% 28% 7% 1% 3% Adj. Flow(vph) 10 18 9 369 2140 58 Shared Lane Traffic(%) Lane Group Flow(vph) 28 0 0 378 2140 58 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 1.9 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ tt r Traffic Vol,veh/h 8 14 9 354 1969 53 Future Vol,veh/h 8 14 9 354 1969 53 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 - - - - 0 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 96 96 92 92 Heavy Vehicles,% 28 3 28 7 1 3 Mvmt Flow 10 18 9 369 2140 58 MW Conflicting Flow All 2343 1070 2198 0 - 0 Stage 1 2140 - - - - - Stage 2 203 - - - - - Critical Hdwy 7.36 6.96 4.66 - - - Critical Hdwy Stg 1 6.36 - - - - - Critical Hdwy Stg 2 6.36 - - - - - Follow-up Hdwy 3.78 3.33 2.48 - - - Pet Cap-1 Maneuver 21 215 164 - - - Stage 1 55 - - - - - Stage 2 739 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 20 215 164 - - - Mov Cap-2 Maneuver 20 - - - - - Stage 1 51 - - - - - Stage 2 739 - - - - - N ffim HCM Control Delay,s 158.2 1.6 0 HCM LOS F M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 164 - 47 - - HCM Lane V/C Ratio 0.057 - 0.585 - - HCM Control Delay(s) 28.3 0.9 158.2 - - HCM Lane LOS D A F - - HCM 95th%tile Q(veh) 0.2 - 2.2 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 8 5: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- [8Des Volumes, Timings 2O20 No-Build(Roadway Peak)AM \ -�/0- - 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP 011 Lane Configurations +T *1� 4M *T+ r Frt 0.850 0.953 0.987 0.850 Flow Flow Right Turn on Red Yes Yes Yes Yes 8atd Flow Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.80 0.85 0.85 0.85 Shared Lane Traffic Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 O 2 2 Detector Phase 3 3 3 3 3 1 O 2 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min C-Min Control Delay 408 09 31.1 21 55 OO Total Delay 408 OS 31.1 21 55 OO DelayApproach 188 31.1 21 5.4 Queue Length 50th(ft) 5 O 8 32 249 O North Andover Redevelopment'RJS Langan 5: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP I011 Queue Length 95th(ft) 19 0 29 46 282 0 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 312 398 504 2074 2860 1291 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.05 0.27 0.72 0.02 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green, Master Intersection Natural Cycle:80 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.72 Intersection Signal Delay:5.1 Intersection LOS:A Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID: 1168 Splits and Phases: 5:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway t06 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 10 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations ' 4 +T r Traffic Volume(vph) 2 621 291 121 1714 0 437 1 76 1 0 0 Future Volume(vph) 2 621 291 121 1714 0 437 1 76 1 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.997 0.952 0.950 Satd. Flow(prot) 0 3421 1794 0 3407 0 0 2050 1760 0 2046 0 Flt Permitted 0.827 0.779 0.727 0.193 Satd. Flow(perm) 0 2830 1794 0 2662 0 0 1565 1760 0 416 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 240 136 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1318 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.91 0.91 091 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 4% 2% 0% 0% 0% 4% 0% 0% 0% Adj. Flow(vph) 2 682 320 132 1863 0 546 1 95 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 684 320 0 1995 0 0 547 95 0 1 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 35.0 72.0 35.0 25.0 72.0 25.0 Actuated g/C Ratio 0.49 1.00 0.49 035 1.00 0.35 v/c Ratio 0.50 0.18 1.54 1.01 0.05 0.01 Control Delay 14.1 0.2 269.1 67.1 0.1 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 0.2 269.1' 67.1 0.1 16.0 LOS B A F E A B North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 11 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Approach Delay 9.7 269.1 57.2 16.0 Approach LOS A F E B Queue Length 50th(ft) 102 0 -670 -242 0 0 Queue Length 95th(ft) 146 0 #804 #362 0 3 Internal Link Dist(ft) 1344 1588 1238 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1375 1794 1294 543 1760 144 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.18 1.54 1.01 0.05 0.01 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:72 Natural Cycle: 150 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.54 Intersection Signal Delay: 160.2 Intersection LOS: F Intersection Capacity Utilization 105.9% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) '00.2, '04 06 t08 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 12 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 529 34 60 451 1011 1073 Future Volume(vph) 529 34 60 451 1011 1073 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.994 Satd. Flow(prot) 3351 1794 0 3350 3539 1812 FIt Permitted 0.950 0.703 Satd. Flow(perm) 3351 1794 0 2370 3539 1812 Right Turn on Red Yes Yes Satd. Flow(RTOR) 38 650 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.87 0.87 0.95 0.95 Heavy Vehicles 1% 2% 0% 4% 2% 1% Adj. Flow(vph) 588 38 69 518 1064 1129 Shared Lane Traffic(%) Lane Group Flow(vph) 588 38 0 587 1064 1129 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.© 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 14.4 47.9 20.9 20.9 47.9 Actuated g/C Ratio 0.30 1.00 0.44 0.44 1.00 v/c Ratio 0.58 0.02 0.57 0.69 0.62 Control Delay 17.5 0.0 12.9 13.8 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.5 0.0 12.9 13.8 1.6 LOS B A B B A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 13 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Approach Delay 16.4 12.9 7.5 Approach LOS B B A Queue Length 50th(ft) 67 0 56 110 0 Queue Length 95th(ft) 135 0 112 207 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1822 1794 1547 2310 1812 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.32 0.02 0.38 0.46 0.62 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:47.9 Natural Cycle:40 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.69 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 7:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 4 11 33 345 1797 171 Future Volume(vph) 4 11 33 345 1797 171 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.901 0.987 Flt Protected 0.987 0.996 Satd. Flow(prot) 1125 0 0 3226 3531 0 Flt Permitted 0.987 0.996 Satd. Flow(perm) 1125 0 0 3226 3531 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.90 0.90 0.89 0.89 Heavy Vehicles 26% 52% 5% 8% 1% 0% Adj. Flow(vph) 5 14 37 383 2019 192 Shared Lane Traffic(%) Lane Group Flow(vph) 19 0 0 420 2211 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 1.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 4 11 33 345 1797 171 Future Vol,veh/h 4 11 33 345 1797 171 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 90 90 89 89 Heavy Vehicles,% 26 52 5 8 1 0 Mvmt Flow 5 14 37 383 2019 192 MW Conflicting Flow All 2381 1106 2211 0 - 0 Stage 1 2115 - - - - - Stage 2 266 - - - - - Critical Hdwy 7.32 7.94 4.2 - - - Critical Hdwy Stg 1 6.32 - - - - - Critical Hdwy Stg 2 6.32 - - - - - Follow-up Hdwy 3.76 3.82 2.25 - - - Pet Cap-1 Maneuver 21 140 224 - - - Stage 1 58 - - - - - Stage 2 687 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 17 140 224 - - - Mov Cap-2 Maneuver 17 - - - - - Stage 1 46 - - - - - Stage 2 687 - - - - - N ffim HCM Control Delay,s 121.7 4 0 HCM LOS F MWjjI i �Ii Capacity(veh/h) 224 - 48 - - HCM Lane V/C Ratio 0.164 - 0.391 - - HCM Control Delay(s) 24.2 2.1 121.7 - - HCM Lane LOS C A F - - HCM 95th%tile Q(veh) 0.6 - 1.4 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 11 26 87 385 1755 46 Future Volume(vph) 11 26 87 385 1755 46 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.905 0.996 Flt Protected 0.985 0.991 Satd. Flow(prot) 1920 0 0 3246 3405 0 Flt Permitted 0.985 0.991 Satd. Flow(perm) 1920 0 0 3246 3405 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.86 0.86 Heavy Vehicles 0% 0% 0% 8% 2% 5% Adj. Flow(vph) 14 33 98 433 2041 53 Shared Lane Traffic(%) Lane Group Flow(vph) 47 0 0 531 2094 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 8 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T+ 0 Traffic Vol,veh/h 11 26 87 385 1755 46 Future Vol,veh/h 11 26 87 385 1755 46 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 86 86 Heavy Vehicles,% 0 0 0 8 2 5 Mvmt Flow 14 33 98 433 2041 53 MW Conflicting Flow All 2481 1047 2094 0 - 0 Stage 1 2068 - - - - - Stage 2 413 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 25 228 267 - - - Stage 1 85 - - - - - Stage 2 642 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver - 13 228 267 - - - Mov Cap-2 Maneuver - 13 - - - - - Stage 1 44 - - - - - Stage 2 642 - - - - - N ffim HCM Control Delay,s $365 8.3 0 HCM LOS F M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 267 - 39 - - HCM Lane V/C Ratio 0.366 - 1.186 - - HCM Control Delay(s) 26.1 4.3 $365 - - HCM Lane LOS D A F - - HCM 95th%tile Q(veh) 1.6 - 4.6 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM t i Lane Configurations Traffic Volume(vph) 23 22 39 503 1710 42 Future Volume(vph) 23 22 39 503 1710 42 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prot) 1663 1417 1776 3539 3421 1606 FIt Permitted 0.950 0.950 Satd. Flow(perm) 1663 1417 1776 3539 3421 1606 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Peak Hour Factor 0.80 0.80 0.88 0.88 0.88 0.88 Heavy Vehicles 23% 14% 5% 2% 2% 14% Adj. Flow(vph) 29 28 44 572 1943 48 Shared Lane Traffic(%) Lane Group Flow(vph) 29 28 44 572 1943 48 Sign Control Stop Free Free MEN Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 7.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 23 22 39 503 1710 42 Future Vol,veh/h 23 22 39 503 1710 42 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 88 88 88 88 Heavy Vehicles,% 23 14 5 2 2 14 Mvmt Flow 29 28 44 572 1943 48 MW Conflicting Flow All 2317 972 1943 0 - 0 Stage 1 1943 - - - - - Stage 2 374 - - - - - Critical Hdwy 7.26 7.18 4.2 - - - Critical Hdwy Stg 1 6.26 - - - - - Critical Hdwy Stg 2 6.26 - - - - - Follow-up Hdwy 3.73 3.44 2.25 - - - Pet Cap-1 Maneuver -24 231 286 - - - Stage 1 76 - - - - - Stage 2 608 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver -20 231 286 - - - Mov Cap-2 Maneuver -20 - - - - - Stage 1 64 - - - - - Stage 2 608 - - - - - N ffim HCM Control Delay,s$337.5 1.4 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 286 - 20 231 - - HCM Lane V/C Ratio 0.155 - 1.438 0.119 - - HCM Control Delay(s) 19.9 $638.6 227 - - HCM Lane LOS C - F C - - HCM 95th%tile Q(veh) 0.5 - 3.9 04 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 4 454 231 364 668 6 237 9 292 6 12 1 Future Volume(vph) 4 454 231 364 668 6 237 9 292 6 12 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.994 FIt Protected 0.950 0.954 0.984 Satd. Flow(prot) 0 1801 1531 1728 1798 0 0 1795 1599 0 1843 0 FIt Permitted 0.994 0.267 0.716 0.888 Satd. Flow(perm) 0 1790 1531 486 1798 0 0 1347 1599 0 1663 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 162 1 328 1 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.87 0.87 0.87 0.93 0.93 0.93 0.89 0.89 0.89 0.80 0.80 0.80 Heavy Vehicles 0% 2% 2% 1% 2% 6% 1% 0% 1% 0% 13% 67% Adj. Flow(vph) 5 522 266 391 718 6 266 10 328 8 15 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 527 266 391 724 0 0 276 328 0 24 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 30.3 30.3 40.5 45.5 18.3 18.3 18.3 Actuated g/C Ratio 0.41 0.41 0.55 0.61 0.25 0.25 0.25 v/c Ratio 0.72 0.37 0.90 0.65 0.83 0.51 0.06 Control Delay 24.8 7.7 36.3 12.8 50.6 6.3 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 7.7 36.3 12.8 50.6 6.3 22.6 LOS C A D B D A C North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Approach Delay 19.1 21.0 26.5 22.6 Approach LOS B C C C Queue Length 50th(ft) 202 30 84 202 130 0 9 Queue Length 95th(ft) 297 73 #238 314 #254 58 24 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 862 821 436 1238 370 677 458 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.32 0.90 0.58 0.75 0.48 0.05 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:74 Natural Cycle:70 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.90 Intersection Signal Delay:21.7 Intersection LOS:C Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Main Street/North Main Street&Sutton Street I 'A TOO T "2- 0 O 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations +T T+ Traffic Volume(vph) 272 30 40 296 303 322 Future Volume(vph) 272 30 40 296 303 322 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.930 FIt Protected 0.950 0.994 Satd. Flow(prot) 1770 1568 0 2039 1848 0 FIt Permitted 0.950 0.994 Satd. Flow(perm) 1770 1568 0 2039 1848 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.90 0.90 0.97 0.97 0.95 0.95 Heavy Vehicles 2% 3% 1% 2% 2% 2% Adj. Flow(vph) 302 33 41 305 319 339 Shared Lane Traffic(%) Lane Group Flow(vph) 302 33 0 346 658 0 Sign Control Stop Free Free (IN#19110" �ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111111IIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 21 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T T+ Traffic Vol,veh/h 272 30 40 296 303 322 Future Vol,veh/h 272 30 40 296 303 322 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 90 90 97 97 95 95 Heavy Vehicles,% 2 3 1 2 2 2 Mvmt Flow 302 33 41 305 319 339 MW Conflicting Flow All 876 489 658 0 - 0 Stage 1 489 - - - - - Stage 2 387 - - - - - Critical Hdwy 6.42 6.23 4.11 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.209 - - - Pet Cap-1 Maneuver 319 577 935 - - - Stage 1 616 - - - - - Stage 2 686 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —302 577 935 - - - Mov Cap-2 Maneuver —302 - - - - - Stage 1 583 - - - - - Stage 2 686 - - - - - N ffim HCM Control Delay,s 82.6 1.1 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 935 - 302 577 - - HCM Lane V/C Ratio 0.044 - 1.001 0.058 - - HCM Control Delay(s) 9 0 90.4 116 - - HCM Lane LOS A A F B - - HCM 95th%tile Q(veh) 0.1 - 10.7 02 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 1 3 6 1 0 156 1 351 1 352 609 0 Future Volume(vph) 1 3 6 1 0 156 1 351 1 352 609 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.921 0.866 Flt Protected 0.996 0.982 Satd. Flow(prot) 0 1801 0 0 1605 0 0 1906 0 0 1883 0 Flt Permitted 0.996 0.982 Satd. Flow(perm) 0 1801 0 0 1605 0 0 1906 0 0 1883 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.83 0.83 0.83 0.94 0.94 0.94 0.80 0.80 0.80 0.86 0.86 0.86 Heavy Vehicles 0% 0% 0% 0% 0% 6% 0% 3% 0% 3% 2% 0% Adj. Flow(vph) 1 4 7 1 0 166 1 439 1 409 708 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 12 0 0 167 0 0 441 0 0 1117 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 4.5 II a II �I I �Jlll i i u i W" 1111il NJ WIffir 1111111W WN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 1 3 6 1 0 156 1 351 1 352 609 0 Future Vol,veh/h 1 3 6 1 0 156 1 351 1 352 609 0 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 94 94 94 80 80 80 86 86 86 Heavy Vehicles,% 0 0 0 0 0 6 0 3 0 3 2 0 Mvmt Flow 1 4 7 1 0 166 1 439 1 409 708 0 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2051 1968 708 1974 1968 440 708 0 0 440 0 0 Stage 1 1526 1526 - 442 442 - - - - - - - Stage 2 525 442 - 1532 1526 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.26 4.1 - - 4.13 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.354 2.2 - - 2.227 - - Pet Cap-1 Maneuver 42 63 438 47 63 609 900 - - 1115 - - Stage 1 149 182 - 598 580 - - - - - - - Stage 2 540 580 - 148 182 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver 16 25 438 22 25 609 900 - - 1115 - - Mov Cap-2 Maneuver 16 25 - 22 25 - - - - - - - Stage 1 149 72 - 597 579 - - - - - - Stage 2 392 579 - 55 72 - - - - - - - N ffim HCM Control Delay,s 96.2 15.1 0 3.7 HCM LOS F C II WjjI W/ 14001111W � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 900 - - 51 521 1115 - - HCM Lane V/C Ratio 0.001 - - 0.236 0.321 0.367 - - HCM Control Delay(s) 9 0 - 96.2 15.1 10.1 ; 0 - HCM Lane LOS A A - F C B A - HCM 95th%tile Q(veh) 0 - - 0.8 1.4 1.7 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 0 515 0 133 900 0 0 7 50 0 0 1 Future Volume(vph) 0 515 0 133 900 0 0 7 50 0 0 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.882 0.865 Flt Protected 0.994 Satd. Flow(prot) 0 2111 0 0 1932 0 0 1788 0 0 1479 0 Flt Permitted 0.994 Satd. Flow(perm) 0 2111 0 0 1932 0 0 1788 0 0 1479 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.81 0.81 0.81 0.91 0.91 0.91 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 2% 0% 1% 1% 2% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 636 0 146 989 0 0 9 63 0 0 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 636 0 0 1135 0 0 72 0 0 1 0 Sign Control Free Free Stop Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 1.9 II a II al �Jlll i i u i 1111111110 W" 1111il a ii WIffir 111111MINKI Mr, i i i i i y ui y i ui Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 515 0 1`33 900 0 0 7 50 0 0 1 Future Vol,veh/h 0 515 0 133 900 0 0 7 50 0 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 91 91 91 80 80 80 80 80 80 Heavy Vehicles,% 0 2 0 1 1 2 0 0 0 0 0 0 Mvmt Flow 0 636 0 146 989 0 0 9 63 0 0 1 Conflicting Flow All 989 0 - 636 0 0 1918 1917 636 1953 1917 989 Stage 1 - - - - - - 636 636 - 1281 1281 - Stage 2 - - - - - - 1282 1281 - 672 636 - Critical Hdwy 4.1 - - 411 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pet Cap-1 Maneuver 707 - 0 952 - - 52 68 481 49 68 302 Stage 1 - - 0 - - - 469 475 - 205 238 - Stage 2 - - 0 - - - 205 238 - 449 475 - Platoon blocked,% - - - Mov Cap-1 Maneuver 707 - - 952 - - 38 45 481 27 45 302 Mov Cap-2 Maneuver - - - - - - 38 45 - 27 45 - Stage 1 - - - - - - 469 475 - 205 157 Stage 2 - - - - - - 135 157 - 383 475 - N ffim HCM Control Delay,s 0 1.2 29 17 HCM LOS D C i Capacity(veh/h) 220 707 - 952 - - 302 HCM Lane V/C Ratio 0.324 - - 0.154 - - 0.004 HCM Control Delay(s) 29 0 - 95 0 - 17 HCM Lane LOS D A - A A - C HCM 95th%tile Q(veh) 1.3 0 - 05 - - 0 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 0 32 81 10 53 3 30 54 3 2 131 0 Future Volume(vph) 0 32 81 10 53 3 30 54 3 2 131 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.904 0.993 0.995 Flt Protected 0.992 0.983 0.999 Satd. Flow(prot) 0 1889 0 0 2121 0 0 2106 0 0 1880 0 Flt Permitted 0.992 0.983 0.999 Satd. Flow(perm) 0 1889 0 0 2121 0 0 2106 0 0 1880 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.81 0.81 0.81 0.80 0.80 0.80 0.80 0.80 0.80 0.91 0.91 0.91 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% Adj. Flow(vph) 0 40 100 13 66 4 38 68 4 2 144 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 140 0 0 83 0 0 110 0 0 146 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 No-Build(Roadway Peak)AM 111111101 Intersection Delay,s/veh 8.3 Intersection LOS A M��01�01�� *11 1!,W1, Lane Configurations Traffic Vol,veh/h 0 32 81 10 53 3 30 54 3 2 131 0 Future Vol,veh/h 0 32 81 10 53 3 30 54 3 2 131 0 Peak Hour Factor 0.81 0.81 081 0.80 0.80 0.80 0.80 0.80 0.80 0.91 0.91 0.91 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 1 0 Mvmt Flow 0 40 100 13 66 4 38 68 4 2 144 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8.2 8.4 8.6 HCM LOS A A A A Vol Left,% 34% 0% 15% 2% Vol Thru,% 62% 28% 80% 98% Vol Right,% 3% 72% 5% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 87 113 66 133 LT Vol 30 0 10 2 Through Vol 54 32 53 131 RT Vol 3 81 3 0 Lane Flow Rate 109 140 82 146 Geometry Grp 1 1 1 1 Degree of Util(X) 0.139 0.161 0.107 0.184 Departure Headway(Hd) 4.61 4.163 4.651 4.522 Convergence,Y/N Yes Yes Yes Yes Cap 778 862 771 794 Service Time 2.64 2.189 2.679 2.551 HCM Lane V/C Ratio 0.14 0.162 0.106 0.184 HCM Control Delay 8.4 8 8.2 8.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.6 0.4 0.7 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM i Lane Configurations ' Traffic Volume(vph) 515 113 0 901 83 0 Future Volume(vph) 515 113 0 901 83 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 At Protected 0.950 Satd. Flow(prot) 1824 0 0 1881 1805 0 Flt Permitted 0.950 Satd. Flow(perm) 1824 0 0 1881 1805 0 Link Speed(mph) 30 30 30 Link Distance(ft) 1208 243 255 Travel Time(s) 27.5 5.5 5.8 Peak Hour Factor 0.81 0.81 091 0.91 0.80 0.80 Heavy Vehicles(%) 2% 0% 0% 1% 0% 0% Adj. Flow(vph) 636 140 0 990 104 0 Shared Lane Traffic(%) Lane Group Flow(vph) 776 0 0 990 104 0 Sign Control Free Free Stop 11111 Will W11111 Area Type: Other Control Type: Unsignalzed Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 9.3 II u Lane Configurations ' Traffic Vol,veh/h 515 113 0 901 83 0 Future Vol,veh/h 515 113 0 901 83 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 81 81 91 91 80 80 Heavy Vehicles,% 2 0 0 1 0 0 Mvmt Flow 636 140 0 990 104 0 Conflicting Flow All 0 0 776 0 1696 706 Stage 1 - - - - 706 - Stage 2 - - - - 990 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 849 - - 103 439 Stage 1 - - - - 493 - Stage 2 - - - - 363 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 849 - - 103 439 Mov Cap-2 Maneuver - - - - - 103 - Stage 1 - - - - 493 - Stage 2 - - - - 363 - N ffim HCM Control Delay,s 0 0 1675 HCM LOS F M 1 J1 yll U I 111101111 I'� IllyI V � � �� i��u� � Capacity(veh/h) 103 - - 849 - HCM Lane V/C Ratio 1.007 - - - - HCM Control Delay(s) 167.5 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 6.3 - - 0 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 30 449 30 7 1981 1 4 5 50 91 1 16 Future Volume(vph) 30 449 30 7 1981 1 4 5 50 91 1 16 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.0© 1.00 1.00 Frt 0.991 0.886 0.979 Flt Protected 0.997 0.992 0.960 Satd. Flow(prot) 0 3237 0 0 3419 0 0 1780 0 1910 0 0 Flt Permitted 0.997 0.992 0.960 Satd. Flow(perm) 0 3237 0 0 3419 0 0 1780 0 1910 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.92 0.92 0.92 0.87 0.87 0.87 0.82 0.82 0.82 0.90 0.90 0.90 Heavy Vehicles 4% 7% 2% 24% 2% 0% 0% 8% 3% 3% 0% 2% Adj. Flow(vph) 33 488 33 8 2277 1 5 6 61 101 1 18 Shared Lane Traffic(%) Lane Group Flow(vph) 0 554 0 0 2286 0 0 72 0 120 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 101.9 II II a r�al �Jlll �� i i i i WN/11111/1" u Lane Configurations + +M Y Y Traffic Vol,veh/h 30 449 30 7 1981 1 5 50 91 1 Future Vol,veh/h 30 449 30 7 1981 1 5 50 91 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 92 92 92 87 87 87 82 82 90 90 Heavy Vehicles,% 4 7 2 24 2 0 8 3 3 0 Mvmt Flow 33 488 33 8 2277 1 6 61 101 1 Conflicting Flow All 2278 0 0 521 0 0 2605 1139 1729 261 Stage 1 - - - - - - 2294 - 571 - Stage 2 - - - - - - 311 - 1158 - Critical Hdwy 4.18 - - 458 - - 7.5 6.96 7.56 6.94 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.56 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.56 - Follow-up Hdwy 2.24 - - 2.44 - - 3.5 3.33 3.53 3.32 Pet Cap-1 Maneuver 213 - - 903 - - 12 193 -56 738 Stage 1 - - - - - - 41 - 471 - Stage 2 - - - - - - 680 - 207 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 213 - - 903 - - 9 193 - 19 738 Mov Cap-2 Maneuver - - - - - - 9 - - 19 - Stage 1 - - - - - - 32 - 36' Stage 2 - - - - - - 517 - 129 - N ffim HCM Control Delay,s 3.6 0 $372.4 $2334.2 HCM LOS F F II 111 Ull � I 11111011111 I�� II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 213 - - 53 903 - - 22 HCM Lane V/C Ratio 0.153 - - 1.358 0.009 - - 5.404 HCM Control Delay(s) 24.9 2.4 $372.4 9 0 $2334.2 HCM Lane LOS C A - F A A - F HCM 95th%tile Q(veh) 0.5 - - 65 0 - - 15.1 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM t Lane Configurations Y 0 Traffic Volume(vph) 13 72 437 2 27 2096 Future Volume(vph) 13 72 437 2 27 2096 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.885 0.999 Flt Protected 0.993 0.999 Satd. Flow(prot) 1806 0 3170 0 0 3385 Flt Permitted 0.993 0.999 Satd. Flow(perm) 1806 0 3170 0 0 3385 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.92 0.92 0.88 0.88 Heavy Vehicles 0% 2% 10% 0% 2% 3% Adj. Flow(vph) 16 90 475 2 31 2382 Shared Lane Traffic(%) Lane Group Flow(vph) 106 0 477 0 0 2413 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 No-Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 0.8 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 13 72 437 2 27 2096 Future Vol,veh/h 13 72 437 2 27 2096 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 92 92 88 88 Heavy Vehicles,% 0 2 10 0 2 3 Mvmt Flow 16 90 475 2 31 2382 I Conflicting Flow All 1729 239 0 0 477 0 Stage 1 476 - - - - - Stage 2 1253 - - - - - Critical Hdwy 6.8 6.94 - - 4.14 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.22 - Pot Cap-1 Maneuver 81 762 - - 1082 - Stage 1 597 - - - - - Stage 2 236 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 81 762 - - 1082 - Mov Cap-2 Maneuver 81 - - - - - Stage 1 597 - - - - - Stage 2 236 - - - - - HCM Control Delay,s 20.8 0 01 HCM LOS C M 1 Jl yll U I 111101111 I'� Ill I� ' °�' a �"�' Capacity(veh/h) - - 333 1082 - HCM Lane V/C Ratio - - 0.319 0.028 - HCM Control Delay(s) - - 20.8 84 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 1.3 0.1 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM t Lane Configurations Traffic Volume(vph) 62 35 404 9 18 2090 Future Volume(vph) 62 35 404 9 18 2090 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.951 0.997 Flt Protected 0.969 Satd. Flow(prot) 1926 0 3169 0 0 3386 Flt Permitted 0.969 Satd. Flow(perm) 1926 0 3169 0 0 3386 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.94 0.94 0.91 0.91 Heavy Vehicles 0% 0% 10% 0% 10% 3% Adj. Flow(vph) 78 44 430 10 20 2297 Shared Lane Traffic(%) Lane Group Flow(vph) 122 0 440 0 0 2317 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 No-Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 4.6 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 62 35 404 9 18 2090 Future Vol,veh/h 62 35 404 9 18 2090 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 94 94 91 91 Heavy Vehicles,% 0 0 10 0 10 3 Mvmt Flow 78 44 430 10 20 2297 I Conflicting Flow All 1624 220 0 0 440 0 Stage 1 435 - - - - - Stage 2 1189 - - - - - Critical Hdwy 6.8 6.9 - - 4.3 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.3 - Pot Cap-1 Maneuver 95 790 - - 1062 - Stage 1 626 - - - - - Stage 2 256 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 95 790 - - 1062 - Mov Cap-2 Maneuver 95 - - - - - Stage 1 626 - - - - - Stage 2 256 - - - - - HCM Control Delay,s 107 0 01 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 139 1062 - HCM Lane V/C Ratio - - 0.872 0.019 - HCM Control Delay(s) - - 107 85 0 HCM Lane LOS - - F A A HCM 95th%tile Q(veh) - - 5.7 0.1 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)AM t Lane Configurations 0 Traffic Volume(vph) 349 11 162 1990 17 63 Future Volume(vph) 349 11 162 1990 17 63 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.995 0.894 Flt Protected 0.996 0.989 Satd. Flow(prot) 3210 0 0 3413 1833 0 Flt Permitted 0.996 0.989 Satd. Flow(perm) 3210 0 0 3413 1833 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.94 0.94 0.89 0.89 0.85 0.85 Heavy Vehicles 8% 13% 0% 2% 0% 1% Adj. Flow(vph) 371 12 182 2236 20 74 Shared Lane Traffic(%) Lane Group Flow(vph) 383 0 0 2418 94 0 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 84.5% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 No-Build(Roadway Peak)AM 1111111 Int Delay,s/veh 1.5 M�Wx� Lane Configurations 0 Traffic Vol,veh/h 349 11 162 1990 17 63 Future Vol,veh/h 349 11 162 1990 17 63 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 94 94 89 89 85 85 Heavy Vehicles,% 8 13 0 2 0 1 Mvmt Flow 371 12 182 2236 20 74 Conflicting Flow All 0 0 383 0 1859 192 Stage 1 - - - - 377 - Stage 2 - - - - 1482 - Critical Hdwy - - 4.1 - 68 6.92 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.31 Pet Cap-1 Maneuver - 1187 - 66 820 Stage 1 - - - - 669 - Stage 2 - - - - 178 - Platoon blocked,% - - - Mov Cap-1 Maneuver - 1187 - 66 820 Mov Cap-2 Maneuver - - - - 66 - Stage 1 - - - - 669 - Stage 2 - - - - 178 - N ffim I»,»»iy�� HCM Control Delay,s 0 0.6 295 HCM LOS D M 1 Jl�11 U I 111101111 1111mil WjjI W Capacity(veh/h) - - 239 1187 - HCM Lane V/C Ratio - - 0.394 0.153 - HCM Control Delay(s) - - 29.5 86 0 HCM Lane LOS - - D A A HCM 95th%tile Q(veh) - - 1.8 0.5 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Roadway Peak).syn Page 40 2026 No-Build P.M. (Roadway Peak-Hour) LA/VuA , V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM f Lane Configurations ' ' Traffic Volume(vph) 71 1523 74 153 858 64 334 4 82 132 16 0 Future Volume(vph) 71 1523 74 153 858 64 334 4 82 132 16 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.954 0.957 Satd. Flow(prot) 1770 3574 1553 1752 3539 1583 1698 1702 1583 0 1783 0 Flt Permitted 0.950 0.950 0.950 0.954 0.957 Satd. Flow(perm) 1770 3574 1553 1752 3539 1583 1698 1702 1583 0 1783 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.87 0.87 0.87 0.80 0.80 0.80 Heavy Vehicles(%) 2°% 1% 4% 3°% 2% 2% 1% 8°% 2°% 2% 2% 2% Adj. Flow(vph) 78 1674 81 159 894 67 384 5 94 165 20 0 Shared Lane Traffic(%) 49% Lane Group Flow(vph) 78 1674 81 159 894 67 196 193 94 0 185 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 35.0 17.0 35.0 22.0 22.0 16.0 16.0 Total Split(°%) 18.9%4 38.9°% 18.9% 38.9% 24.4% 24.4% 17.8°% 17.8% Maximum Green(s) 10.0 28.0 10.0 28.0 16.0 16.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 9.2 28.0 88.1 9.9 31.5 88.1 14.1 14.1 88.1 ; 10.0 Actuated g/C Ratio 0.10 0.32 1.00 0.11 0.36 1.00 0.16 0.16 1.00 0.11 v/c Ratio 0.42 1.47 005 0.81 0.74 0.04 0.72 0.71 0.06 0.92 Control Delay 44.6 244.2 0.1 70.1 30.1 0.0 51.0 49.9 0.1 85.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.6 244.2 0.1 70.1 30.1 0.0 51.0 49.9 0.1 85.9 LOS D F A E C A D D A F Approach Delay 224.9 33.9 40.7 85.9 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM t Approach LOS F C D F Queue Length 50th(ft) 42 -702 0 90 244 0 110 108 0 106 Queue Length 95th(ft) 86 #838 0 #196 320 0 180 176 0 #195 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 202 1137 1553 198 1266 1583 308 309 1583 202 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 1.47 0.05 0.80 0.71 0.04 0.64 0.62 0.06 0.92 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:88.1 Natural Cycle: 110 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.47 Intersection Signal Delay: 134.2 Intersection LOS: F Intersection Capacity Utilization 82.1% ICU Level of Service E Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 02, 1 /*0"3 04 �00 5 t06 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 43 1028 1607 3 1 60 Future Volume(vph) 43 1028 1607 3 1 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.867 FIt Protected 0.950 0.999 Satd. Flow(prot) 1805 3574 3574 1723 1865 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1805 3574 3574 1723 1865 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 3 75 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.80 0.80 Heavy Vehicles 0% 1% 1% 0% 0% 0% Adj. Flow(vph) 48 1155 1806 3 1 75 Shared Lane Traffic(%) Lane Group Flow(vph) 48 1155 1806 3 76 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 12.0 69.0 57.0 21.0 Total Split(%) 13.3% 76.7% 63.3% 23.3% Maximum Green(s) 6.0 61.0 49.0 15.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None C-Min C-Min None Act Effct Green(s) 6.0 72.4 65.2 78.0 8.0 Actuated g/C Ratio 0.07 0.80 0.72 0.87 0.09 v/c Ratio 0.40 0.40 0.70 0.00 0.32 Control Delay 50.6 3.9 23.6 4.0 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 3.9 23.6 4.0 14.1 LOS D A C A B North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Approach Delay 5.8 23.6 14.1 Approach LOS A C B Queue Length 50th(ft) 27 100 433 0 1 Queue Length 95th(ft) 62 126 m536 ml 32 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 120 2874 2588 1493 373 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.40 0.70 0.00 0.20 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:88(98%), Referenced to phase 2:SET and 6:NWT,Start of Green Natural Cycle:75 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.70 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1123 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 02 4L C4 05 V10 6 1 11111111mn North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM t Lane Configurations Traffic Volume(vph) 1109 0 283 511 589 452 Future Volume(vph) 1109 0 283 511 589 452 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3467 0 3574 1583 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3467 0 3574 1583 3433 1568 Right Turn on Red Yes Yes Satd. Flow(RTOR) 562 486 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.96 0.96 0.91 0.91 0.93 0.93 Heavy Vehicles 1% 0% 1% 2% 2% 3% Adj. Flow(vph) 1155 0 311 562 633 486 Shared Lane Traffic(%) Lane Group Flow(vph) 1155 0 311 562 633 486 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 36.0 21.0 33.0 Total Split(%) 40.0% 23.3% 36.7% Maximum Green(s) 30.0 15.0 27.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min C-Min Act Effct Green(s) 30.0 12.7 90.0 29.3 90.0 Actuated g/C Ratio 0.33 0.14 1.00 0.33 1.00 v/c Ratio 1.00 0.62 0.36 0.57 0.31 Control Delay 53.2 41.8 0.6 24.2 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 53.2 41.8 0.6 24.2 0.5 LOS D D A C A Approach Delay 53.2 15.3 13.9 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Approach LOS D B B Queue Length 50th(ft) 336 88 0 98 0 Queue Length 95th(ft) #484 128 0 214 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1155 595 1583 1119 1568 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 1.00 0.52 0.36 0.57 0.31 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:0(0%), Referenced to phase 8:SEL, Start of Green, Master Intersection Natural Cycle:65 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay:28.7 Intersection LOS:C Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0667 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 8 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 33 23 13 1676 543 13 Future Volume(vph) 33 23 13 1676 543 13 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 1.00 Frt 0.944 0.850 Flt Protected 0.972 Satd. Flow(prot) 1664 0 0 3447 3388 1290 Flt Permitted 0.972 Satd. Flow(perm) 1664 0 0 3447 3388 1290 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.80 0.80 0.93 0.93 0.97 0.97 Heavy Vehicles 6% 3% 32% 1% 3% 21% Adj. Flow(vph) 41 29 14 1802 560 13 Shared Lane Traffic(%) Lane Group Flow(vph) 70 0 0 1816 560 13 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 1.2 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ tt r Traffic Vol,veh/h 33 23 13 1676 543 13 Future Vol,veh/h 33 23 13 1676 543 13 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 - - - - 0 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 93 93 97 97 Heavy Vehicles,% 6 3 32 1 3 21 Mvmt Flow 41 29 14 1802 560 13 MW Conflicting Flow All 1489 280 573 0 - 0 Stage 1 560 - - - - - Stage 2 929 - - - - - Critical Hdwy 6.92 6.96 4.74 - - - Critical Hdwy Stg 1 5.92 - - - - - Critical Hdwy Stg 2 5.92 - - - - - Follow-up Hdwy 3.56 3.33 2.52 - - - Pet Cap-1 Maneuver 110 714 816 - - - Stage 1 524 - - - - - Stage 2 336 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 110 714 816 - - - Mov Cap-2 Maneuver 110 - - - - - Stage 1 524 - - - - - Stage 2 336 - - - - - N ffim HCM Control Delay,s 40.6 0.1 0 HCM LOS E MWjjI i �Ii Capacity(veh/h) 816 - 169 - - HCM Lane V/C Ratio 0.017 - 0.414 - - HCM Control Delay(s) 9.5 0 40.6 - - HCM Lane LOS A A E - - HCM 95th%tile Q(veh) 0.1 - 1.8 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 8 5: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- [8Des Volumes, Timings 2O20 No-Build(Roadway Peak)PM \ -�/0- - 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP 011 Lane Configurations +T *1� +TT+ *T+ r Frt 0.850 0.904 0.987 0.850 Flow Flow Right Turn on Red Yes Yes Yes Yes 8atd Flow Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.80 0.86 0.88 0.86 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 O 2 2 Detector Phase 3 3 3 3 3 1 O 2 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min C-Min Control Delay 474 62 38 01 41 02 Total Delay 474 02 38 61 41 02 DelayApproach 28 38 01 4.0 Queue Length 50th(ft) 39 O O 107 105 O North Andover Redevelopment'RJS Langan 140182701 '2026 No-Build PM (Roadway Peok).eyn Page 9 5: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP I011 Queue Length 95th(ft) 68 14 5 305 134 m0 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 687 880 978 2619 2601 1039 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.07 0.05 0.63 0.31 0.02 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.63 Intersection Signal Delay: 6.5 Intersection LOS:A Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID: 1168 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway ,2F� � t06(R North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 10 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations ' 4 +T r Traffic Volume(vph) 14 1529 348 93 901 4 267 1 101 4 0 5 Future Volume(vph) 14 1529 348 93 901 4 267 1 101 4 0 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.926 Flt Protected 0.995 0.953 0.978 Satd. Flow(prot) 0 3455 1812 0 3438 0 0 2052 1794 0 1950 0 Flt Permitted 0.940 0.542 0.719 0.849 Satd. Flow(perm) 0 3248 1812 0 1873 0 0 1548 1794 0 1693 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 136 1 136 45 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.93 0.93 093 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 0% 2% 0% 0% 0% Adj. Flow(vph) 15 1644 374 101 979 4 334 1 126 5 0 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1659 374 0 1084 0 0 335 126 0 11 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 35.2 65.7 35.2 18.4 65.7 18.4 Actuated g/C Ratio 0.54 1.00 0.54 0.28 1.00 0.28 v/c Ratio 0.95 0.21 1.08 0.77 0.07 0.02 Control Delay 30.8 0.3 72.5 34.2 0.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 0.3 72.5 34.2 0.1 0.1 LOS C A E C A A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 11 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Approach Delay 25.2 72.5 24.9 0.1 Approach LOS C E C A Queue Length 50th(ft) 308 0 -266 122 0 0 Queue Length 95th(ft) #562 0 #435 174 0 0 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1739 1812 1004 592 1794 675 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.21 1.08 0.57 0.07 0.02 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:65.7 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay:39.4 Intersection LOS: D Intersection Capacity Utilization 106.9% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) '00.2, ''04 06 t08 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 12 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 896 51 47 1063 561 654 Future Volume(vph) 896 51 47 1063 561 654 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.998 Satd. Flow(prot) 3351 1830 0 3450 3574 1830 FIt Permitted 0.950 0.902 Satd. Flow(perm) 3351 1830 0 3118 3574 1830 Right Turn on Red Yes Yes Satd. Flow(RTOR) 57 667 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.92 0.92 0.98 0.98 Heavy Vehicles 1% 0% 0% 1% 1% 0% Adj. Flow(vph) 996 57 51 1155 572 667 Shared Lane Traffic(%) Lane Group Flow(vph) 996 57 0 1206 572 667 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.© 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 22.8 62.8 27.9 27.9 62.8 Actuated g/C Ratio 0.36 1.00 0.44 0.44 1.00 v/c Ratio 0.82 0.03 0.87 0.36 0.36 Control Delay 25.3 0.0 24.9 12.6 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 0.0 24.9 12.6 0.6 LOS C A C B A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 13 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Approach Delay 23.9 24.9 6.1 Approach LOS C C A Queue Length 50th(ft) 182 0 223 77 0 Queue Length 95th(ft) 253 0 #352 112 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1349 1830 1506 1726 1830 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.74 0.03 0.80 0.33 0.36 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:62.8 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.87 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 142 57 11 1523 551 13 Future Volume(vph) 142 57 11 1523 551 13 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.962 0.997 Flt Protected 0.965 Satd. Flow(prot) 1688 0 0 3446 3514 0 Flt Permitted 0.965 Satd. Flow(perm) 1688 0 0 3446 3514 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.91 0.91 0.92 0.92 Heavy Vehicles 1% 1% 39% 1% 2% 21% Adj. Flow(vph) 178 71 12 1674 599 14 Shared Lane Traffic(%) Lane Group Flow(vph) 249 0 0 1686 613 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 53.4 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T+ 0 Traffic Vol,veh/h 142 57 11 1523 551 13 Future Vol,veh/h 142 57 11 1523 551 13 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 91 91 92 92 Heavy Vehicles,% 1 1 39 1 2 21 Mvmt Flow 178 71 12 1674 599 14 MW Conflicting Flow All 1467 307 613 0 - 0 Stage 1 606 - - - - - Stage 2 861 - - - - - Critical Hdwy 6.82 6.92 4.88 - - - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 2.59 - - - Pet Cap-1 Maneuver 120 692 749 - - - Stage 1 510 - - - - - Stage 2 377 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver -93 692 749 - - - Mov Cap-2 Maneuver -93 - - - - - Stage 1 394 - - - - - Stage 2 377 - - - - - N ffim HCM Control Delay,s$538.7 1.2 0 HCM LOS F MWJJI i �Ii Capacity(veh/h) 749 - 124 - - HCM Lane V/C Ratio 0.016 - 2.006 - - HCM Control Delay(s) 9.9 1.1$538.7 - - HCM Lane LOS A A F - - HCM 95th%tile Q(veh) 0 - 20.2 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 27 116 29 1490 605 8 Future Volume(vph) 27 116 29 1490 605 8 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.891 0.998 Flt Protected 0.991 0.999 Satd. Flow(prot) 1901 0 0 3452 3403 0 Flt Permitted 0.991 0.999 Satd. Flow(perm) 1901 0 0 3452 3403 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.95 0.95 Heavy Vehicles 0% 0% 0% 1% 2% 30% Adj. Flow(vph) 34 145 33 1674 637 8 Shared Lane Traffic(%) Lane Group Flow(vph) 179 0 0 1707 645 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 6.7 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 27 116 29 1490 605 8 Future Vol,veh/h 27 116 29 1490 605 8 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 95 95 Heavy Vehicles,% 0 0 0 1 2 30 Mvmt Flow 34 145 33 1674 637 8 MW Conflicting Flow All 1544 323 645 0 - 0 Stage 1 641 - - - - - Stage 2 903 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 108 679 950 - - - Stage 1 492 - - - - - Stage 2 361 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 54 679 950 - - - Mov Cap-2 Maneuver 54 - - - - - Stage 1 247 - - - - - Stage 2 361 - - - - - N ffim HCM Control Delay,s 73.4 2.2 0 HCM LOS F MWjjI i �Ii Capacity(veh/h) 950 - 213 - - HCM Lane V/C Ratio 0.034 - 0.839 - - HCM Control Delay(s) 8.9 2.1 73.4 - - HCM Lane LOS A A F - - HCM 95th%tile Q(veh) 0.1 - 6.3 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM t i Lane Configurations Traffic Volume(vph) 40 45 14 1425 760 17 Future Volume(vph) 40 45 14 1425 760 17 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prot) 2046 1553 1743 3574 3490 1538 FIt Permitted 0.950 0.950 Satd. Flow(perm) 2046 1553 1743 3574 3490 1538 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Peak Hour Factor 0.86 0.86 0.91 0.91 0.82 0.82 Heavy Vehicles 0% 4% 7% 1% 0% 19% Adj. Flow(vph) 47 52 15 1566 927 21 Shared Lane Traffic(%) Lane Group Flow(vph) 47 52 15 1566 927 21 Sign Control Stop Free Free MEN Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 2.1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 40 45 14 1425 760 17 Future Vol,veh/h 40 45 14 1425 760 17 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 86 86 91 91 82 82 Heavy Vehicles,% 0 4 7 1 0 19 Mvmt Flow 47 52 15 1566 927 21 MW Conflicting Flow All 1740 464 927 0 - 0 Stage 1 927 - - - - - Stage 2 813 - - - - - Critical Hdwy 6.8 6.98 4.24 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.34 2.27 - - - Pet Cap-1 Maneuver 80 539 703 - - - Stage 1 351 - - - - - Stage 2 402 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 78 539 703 - - - Mov Cap-2 Maneuver 78 - - - - - Stage 1 344 - - - - - Stage 2 402 - - - - - N ffim HCM Control Delay,s 55.5 0.1 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 703 - 78 539 - - HCM Lane V/C Ratio 0.022 - 0.596 0.097 - - HCM Control Delay(s) 10.2 - 104 124 - - HCM Lane LOS B - F B - - HCM 95th%tile Q(veh) 0.1 - 2.6 03 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 3 654 290 315 582 9 260 6 425 11 15 5 Future Volume(vph) 3 654 290 315 582 9 260 6 425 11 15 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.979 FIt Protected 0.950 0.953 0.982 Satd. Flow(prot) 0 1835 1546 1745 1815 0 0 1774 1615 0 2009 0 FIt Permitted 0.998 0.117 0.703 0.859 Satd. Flow(perm) 0 1832 1546 215 1815 0 0 1309 1615 0 1758 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 141 2 342 6 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.92 0.92 0.92 0.82 0.82 0.82 0.91 0.91 0.91 0.80 0.80 0.80 Heavy Vehicles 17% 0% 1% 0% 1% 0% 2% 4% 0% 0% 0% 0% Adj. Flow(vph) 3 711 315 384 710 11 286 7 467 14 19 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 714 315 384 721 0 0 293 467 0 39 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 34.1 34.1 44.1 49.1 19.3 19.3 19.3 Actuated g/C Ratio 0.43 0.43 0.56 0.63 0.25 0.25 0.25 v/c Ratio 0.90 0.42 1.22 0.63 0.91 0.71 0.09 Control Delay 37.2 10.1 144.9 12.4 63.5 14.6 21.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.2 10.1 144.9 12.4 63.5 14.6 21.1 LOS D B F B E B C North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Approach Delay 28.9 58.4 33.5 21.1 Approach LOS C E C C Queue Length 50th(ft) 317 53 -190 199 142 51 13 Queue Length 95th(ft) #536 115 #308 256 #286 158 31 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 819 769 316 1160 334 667 454 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.41 1.22 0.62 0.88 0.70 0.09 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:78.4 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.22 Intersection Signal Delay:41.1 Intersection LOS: D Intersection Capacity Utilization 99.6% ICU Level of Service F Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Main Street/North Main Street&Sutton Street TO 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations +T 1� Traffic Volume(vph) 344 78 66 351 345 257 Future Volume(vph) 344 78 66 351 345 257 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.942 FIt Protected 0.950 0.992 Satd. Flow(prot) 1787 1615 0 2053 1890 0 FIt Permitted 0.950 0.992 Satd. Flow(perm) 1787 1615 0 2053 1890 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.85 0.85 0.89 0.89 0.89 0.89 Heavy Vehicles 1% 0% 1% 1% 1% 1% Adj. Flow(vph) 405 92 74 394 388 289 Shared Lane Traffic(%) Lane Group Flow(vph) 405 92 0 468 677 0 Sign Control Stop Free Free (IN#19110" �ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111111IIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 108.7 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T Traffic Vol,veh/h 344 78 66 351 345 257 Future Vol,veh/h 344 78 66 351 345 257 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 85 85 89 89 89 89 Heavy Vehicles,% 1 0 1 1 1 1 Mvmt Flow 405 92 74 394 388 289 MW Conflicting Flow All 1075 533 677 0 - 0 Stage 1 533 - - - - - Stage 2 542 - - - - - Critical Hdwy 6.41 6.2 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.209 - - - Pet Cap-1 Maneuver —244 551 919 - - - Stage 1 590 - - - - - Stage 2 585 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —219 551 919 - - - Mov Cap-2 Maneuver —219 - - - - - Stage 1 529 - - - - - Stage 2 585 - - - - - N ffim HCM Control Delay,s$357.8 1.5 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 919 - 219 551 - - HCM Lane V/C Ratio 0.081 - 1.848 0.167 - - HCM Control Delay(s) 9.3 0 $436 128 - - HCM Lane LOS A A F B - - HCM 95th%tile Q(veh) 0.3 - 28.5 06 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 0 2 3 2 5 348 3 981 1 200 451 1 Future Volume(vph) 0 2 3 2 5 348 3 981 1 200 451 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.923 0.867 Flt Protected 0.985 Satd. Flow(prot) 0 1812 0 0 1702 0 0 1944 0 0 1921 0 Flt Permitted 0.985 Satd. Flow(perm) 0 1812 0 0 1702 0 0 1944 0 0 1921 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.80 0.80 0.80 0.81 0.81 0.81 0.97 0.97 0.97 0.95 0.95 0.95 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Adj. Flow(vph) 0 3 4 2 6 430 3 1011 1 211 475 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 7 0 0 438 0 0 1015 0 0 687 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 120.4% ICU Level of Service H Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 75.6 II a II �I I �Jlll i i u i W" 1111il NJ WIffir 1111111W WN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 0 2 3 2 5 348 3 981 1 200 451 1 Future Vol,veh/h 0 2 3 2 5 348 3 981 1 200 451 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 81 81 81 97 97 97 95 95 95 Heavy Vehicles,% 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 3 4 2 6 430 3 1011 1 211 475 1 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2134 1916 476 1919 1916 1012 476 0 0 1012 0 0 Stage 1 898 898 - 1018 1018 - - - - - - - Stage 2 1236 1018 - 901 898 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.2 4.1 - - 4.1 - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pet Cap-1 Maneuver 36 68 593 52 68 -293 1097 - - 693 - - Stage 1 337 361 - 289 317 - - - - - - - Stage 2 218 317 - 335 361 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver - 40 593 33 40 -293 1097 - - 693 - - Mov Cap-2 Maneuver - 40 - 33 40 - - - - - - - Stage 1 335 212 - 287 315 - - - - - - Stage 2 - 315 - 193 212 - - - - - - - N ffim HCM Control Delay,s $364.3 0 3.8 HCM LOS - F II 111 U 11 � I 11111 01111161111mil WJJI X/1111110 W/ 1401 � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 1097 - - - 258 693 - - HCM Lane V/C Ratio 0.003 - - - 1.699 0.304 - - HCM Control Delay(s) 8.3 0 - $364.3 12.4 0 - HCM Lane LOS A A - - F B A - HCM 95th%tile Q(veh) 0 - - - 28.3 1.3 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 0 928 0 70 649 1 0 7 154 0 1 0 Future Volume(vph) 0 928 0 70 649 1 0 7 154 0 1 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 Flt Protected 0.995 Satd. Flow(prot) 0 2153 0 0 1954 0 0 1765 0 0 1710 0 Flt Permitted 0.995 Satd. Flow(perm) 0 2153 0 0 1954 0 0 1765 0 0 1710 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 1009 0 88 811 1 0 9 193 0 1 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1009 0 0 900 0 0 202 0 0 1 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 No-Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 7 II a II �I I �Jlll i i u i 1111111110 W" 1111il NJ WIffir 1111111W WN Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 928 0 70 649 1 0 7 154 0 1 0 Future Vol,veh/h 0 928 0 70 649 1 0 7 154 0 1 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 80 80 80 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1009 0 88 811 1 0 9 193 0 1 0 Conflicting Flow All 812 0 - 1009 0 0 1997 1997 1009 2098 1997 812 Stage 1 - - - - - - 1009 1009 - 988 988 - Stage 2 - - - - - - 988 988 - 1110 1009 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pet Cap-1 Maneuver 823 - 0 695 - - 45 61 294 38 61 382 Stage 1 - - 0 - - - 292 320 - 300 328 - Stage 2 - - 0 - - - 300 328 - 256 320 - Platoon blocked,% - - - Mov Cap-1 Maneuver 823 - - 695 - - 36 47 294 9 47 382 Mov Cap-2 Maneuver - - - - - - 36 47 - 9 47 - Stage 1 - - - - - - 292 320 - 300 252 - Stage 2 - - - - - - 230 252 - 86 320 - N ffim HCM Control Delay,s 0 1.1 68 83.7 HCM LOS F F i Capacity(veh/h) 239 823 - 695 - - 47 HCM Lane V/C Ratio 0.842 - - 0.126 - - 0.027 HCM Control Delay(s) 68 0 - 109 0 - 83.7 HCM Lane LOS F A - B A - F HCM 95th%tile Q(veh) 6.6 0 - 0.4 - - 0.1 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 0 64 54 8 36 6 83 155 3 1 70 0 Future Volume(vph) 0 64 54 8 36 6 83 155 3 1 70 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.938 0.984 0.998 Flt Protected 0.992 0.983 0.999 Satd. Flow(prot) 0 1960 0 0 2102 0 0 2112 0 0 1898 0 Flt Permitted 0.992 0.983 0.999 Satd. Flow(perm) 0 1960 0 0 2102 0 0 2112 0 0 1898 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.92 0.92 0.92 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 70 59 10 43 7 104 194 4 1 88 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 129 0 0 60 0 0 302 0 0 89 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 No-Build(Roadway Peak)PM 11111111Mr, Intersection Delay,s/veh 9.4 Intersection LOS A M��01�01 Wi I!,W1, Lane Configurations *T+ Traffic Vol,veh/h 0 64 54 8 36 6 83 155 3 1 70 0 Future Vol,veh/h 0 64 54 8 36 6 83 155 3 1 70 0 Peak Hour Factor 0.92 0.92 092 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 70 59 10 43 7 104 194 4 1 88 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.6 8.4 10.3 8.4 HCM LOS A A B A Vol Left,% 34% 0% 16% 1% Vol Thru,% 64% 54% 72% 99% Vol Right,% 1% 46% 12% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 241 118 50 71 LT Vol 83 0 8 1 Through Vol 155 64 36 70 RT Vol 3 54 6 0 Lane Flow Rate 301 128 60 89 Geometry Grp 1 1 1 1 Degree of Util(X) 0.378 0.164 0.082 0.116 Departure Headway(Hd) 4.512 4.609 4.93 4.694 Convergence,Y/N Yes Yes Yes Yes Cap 795 776 724 761 Service Time 2.545 2.65 2.976 2.736 HCM Lane V/C Ratio 0.379 0.165 0.083 0.117 HCM Control Delay 10.3 8.6 8.4 8.4 HCM Lane LOS B A A A HCM 95th-tile Q 1.8 0.6 0.3 0.4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM i Lane Configurations ' Traffic Volume(vph) 928 118 0 649 119 0 Future Volume(vph) 928 118 0 649 119 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 At Protected 0.950 Satd. Flow(prot) 1872 0 0 1900 1805 0 Flt Permitted 0.950 Satd. Flow(perm) 1872 0 0 1900 1805 0 Link Speed(mph) 30 30 30 Link Distance(ft) 1208 243 255 Travel Time(s) 27.5 5.5 5.8 Peak Hour Factor 0.92 0.92 080 0.80 0.80 0.80 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 1009 128 0 811 149 0 Shared Lane Traffic(%) Lane Group Flow(vph) 1137 0 0 811 149 0 Sign Control Free Free Stop 11111 Will W11111 Area Type: Other Control Type: Unsignalzed Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 No-Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 37.5 II u Lane Configurations ' Traffic Vol,veh/h 928 118 0 649 119 0 Future Vol,veh/h 928 118 0 649 119 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 92 92 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 1009 128 0 811 149 0 Conflicting Flow All 0 0 1137 0 1884 1073 Stage 1 - - - - 1073 - Stage 2 - - - - 811 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 622 - -79 270 Stage 1 - - - - 331 - Stage 2 - - - - 440 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 622 - -79 270 Mov Cap-2 Maneuver - - - - -79 - Stage 1 - - - - 331 - Stage 2 - - - - 440 - N ffim HCM Control Delay,s 0 0 $528.6 HCM LOS F M 1 J1 yll U I 111101111 I'� IllyI V � � �� i��u� � Capacity(veh/h) 79 - - 622 - HCM Lane V/C Ratio 1.883 - - - - HCM Control Delay(s) $528.6 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 13 - - 0 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 50 1636 114 6 582 2 4 8 47 23 4 14 Future Volume(vph) 50 1636 114 6 582 2 4 8 47 23 4 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.0© 1.00 1.00 Frt 0.990 0.892 0.940 Flt Protected 0.999 0.999 0.990 0.973 Satd. Flow(prot) 0 3420 0 0 3419 0 0 1831 0 1912 0 0 Flt Permitted 0.999 0.999 0.990 0.973 Satd. Flow(perm) 0 3420 0 0 3419 0 0 1831 0 1912 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 1% 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% Adj. Flow(vph) 56 1818 127 7 647 2 5 10 59 29 5 18 Shared Lane Traffic(%) Lane Group Flow(vph) 0 2001 0 0 656 0 0 74 0 52 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 25.8 M�! Wx� �I I �Jlll �� i i i i i �� ll i Lane Configurations + +M Y Y Traffic Vol,veh/h 50 1636 114 6 582 2 8 47 23 4 Future Vol,veh/h 50 1636 114 6 582 2 8 47 23 4 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 80 80 80 80 Heavy Vehicles,% 0 1 0 0 2 0 0 1 0 0 Mvmt Flow 56 1818 127 7 647 2 10 59 29 5 Conflicting Flow All 649 0 0 1945 0 0 1686 325 2337 973 Stage 1 - - - - - - 662 - 1994 - Stage 2 - - - - - - 1024 - 343 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.92 7.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.5 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 3.31 3.5 3.3 Pet Cap-1 Maneuver 947 - - 305 - - 62 674 -20 255 Stage 1 - - - - - - 422 - 64 - Stage 2 - - - - - - 256 - 651 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 947 - - 305 - - 46 674 - 11 255 Mov Cap-2 Maneuver - - - - - - 46 - - 11 - Stage 1 - - - - - - 422 - 64 - Stage 2 - - - - - - 227 - 560 - N ffim HCM Control Delay,s 0.3 0.5 94.3 $ 1243.5 HCM LOS F F II 111 Ull � I 11111011111011101' II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 947 - - 106 305 - - 17 HCM Lane V/C Ratio 0.059 - - 0.696 0.022 - - 2.721 HCM Control Delay(s) 9 0 - 943 17.1 0.3 $1243.5 HCM Lane LOS A A - F C A - F HCM 95th%tile Q(veh) 0.2 - - 36 0.1 - - 6.4 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 8 32 1767 19 55 597 Future Volume(vph) 8 32 1767 19 55 597 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.892 0.998 Flt Protected 0.990 0.996 Satd. Flow(prot) 1817 0 3449 0 0 3410 Flt Permitted 0.990 0.996 Satd. Flow(perm) 1817 0 3449 0 0 3410 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.89 0.89 0.87 0.87 Heavy Vehicles 0% 2% 1% 0% 1% 2% Adj. Flow(vph) 10 40 1985 21 63 686 Shared Lane Traffic(%) Lane Group Flow(vph) 50 0 2006 0 0 749 Sign Control Stop Free Free 1111101,111, Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 No-Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 4 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 8 32 1767 19 55 597 Future Vol,veh/h 8 32 1767 19 55 597 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 89 89 87 87 Heavy Vehicles,% 0 2 1 0 1 2 Mvmt Flow 10 40 1985 21 63 686 I Conflicting Flow All 2465 1003 0 0 2006 0 Stage 1 1996 - - - - - Stage 2 469 - - - - - Critical Hdwy 6.8 6.94 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.21 - Pet Cap-1 Maneuver 26 240 - - 285 - Stage 1 94 - - - - - Stage 2 602 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 17 240 - - 285 - Mov Cap-2 Maneuver 17 - - - - - Stage 1 60 - - - - - Stage 2 602 - - - - - HCM Control Delay,s 151.9 0 47 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 66 285 - HCM Lane V/C Ratio - - 0.758 0.222 - HCM Control Delay(s) - - 151.9 212 3.2 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 3.4 08 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 No-Build(Roadway Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 19 27 1760 62 32 572 Future Volume(vph) 19 27 1760 62 32 572 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.921 0.995 Flt Protected 0.980 0.997 Satd. Flow(prot) 1886 0 3439 0 0 3413 Flt Permitted 0.980 0.997 Satd. Flow(perm) 1886 0 3439 0 0 3413 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.88 0.88 0.90 0.90 Heavy Vehicles 0% 0% 1% 0% 1% 2% Adj. Flow(vph) 24 34 2000 70 36 636 Shared Lane Traffic(%) Lane Group Flow(vph) 58 0 2070 0 0 672 Sign Control Stop Free Free 1111101,111, Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 No-Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 8.3 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 19 27 1760 62 32 572 Future Vol,veh/h 19 27 1760 62 32 572 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 88 88 90 90 Heavy Vehicles,% 0 0 1 0 1 2 Mvmt Flow 24 34 2000 70 36 636 I Conflicting Flow All 2425 1035 0 0 2070 0 Stage 1 2035 - - - - - Stage 2 390 - - - - - Critical Hdwy 6.8 6.9 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.21 - Pet Cap-1 Maneuver 27 232 - - 269 - Stage 1 89 - - - - - Stage 2 659 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver -21 232 - - 269 - Mov Cap-2 Maneuver -21 - - - - - Stage 1 71 - - - - - Stage 2 659 - - - - - HCM Control Delay,s$370.9 0 29 HCM LOS F M 1 Jl yll U I 11111011111011101' Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 45 269 - HCM Lane V/C Ratio - - 1.278 0.132 - HCM Control Delay(s) - $370.9 204 1.9 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 5.5 05 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 38 20: Osgood Street (Route 125 n Road (Route 125\ & Bradford Street Lanes, Volumes, Timings 2U20 No-Build(Roadway Peak)PM t Lane Configurations 0 Frt 0.998 0.872 Flow Flow Peak Hour Factor 0.84 0.84 0.87 0.87 0.83 0.83 Shared Lane Traffic(%) Lane Group Flow Sign Control Free Free Stop Area Type: Other Control md Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 No-Build PM (Roadway Peok).syn Pogo 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 No-Build(Roadway Peak)PM 1111111 Int Delay,s/veh 14.9 M�Wx� Lane Configurations 0 Traffic Vol,veh/h 1669 27 46 545 8 153 Future Vol,veh/h 1669 27 46 545 8 153 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 84 84 87 87 83 83 Heavy Vehicles,% 1 0 0 2 0 0 Mvmt Flow 1987 32 53 626 10 184 Conflicting Flow All 0 0 2019 0 2422 1010 Stage 1 - - - - 2003 - Stage 2 - - - - 419 - Critical Hdwy - - 4.1 - 68 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 286 - 28 241 Stage 1 - - - - 93 - Stage 2 - - - - 638 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 286 - 20 241 Mov Cap-2 Maneuver - - - - 20 - Stage 1 - - - - 57 - Stage 2 - - - - 638 - N ffim HCM Control Delay,s 0 3.9 209 HCM LOS F M W Capacity(veh/h) - - 156 286 - HCM Lane V/C Ratio - - 1.243 0.185 - HCM Control Delay(s) - - 209 20.4 2.5 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 11.2 0.7 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Roadway Peak).syn Page 40 2026 No-Build A.M. (Generator Peak-Hour) LA/VfiA /V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM f Lane Configurations ' ' Traffic Volume(vph) 23 928 99 370 929 149 73 53 15 39 2 0 Future Volume(vph) 23 928 99 370 929 149 73 53 15 39 2 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.991 0.955 Satd. Flow(prot) 1787 3505 1599 1736 3539 1568 1603 1767 1538 0 1751 0 Flt Permitted 0.950 0.950 0.950 0.991 0.955 Satd. Flow(perm) 1787 3505 1599 1736 3539 1568 1603 1767 1538 0 1751 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.86 0.86 0.86 0.80 0.80 0.80 Heavy Vehicles(%) 1%0 3% 1% 4% 2% 3% 7% 0% 5% 3% 14% 2% Adj. Flow(vph) 24 957 102 385 968 155 85 62 17 49 3 0 Shared Lane Traffic(%) 15% Lane Group Flow(vph) 24 957 102 385 968 155 72 75 17 0 52 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 26.0 32.0 41.0 16.0 16.0 16.0 16.0 Total Split(%) 18.9%4 28.9% 35.6% 45.6% 17.8% 17.8% 17.8% 17.8% Maximum Green(s) 10.0 19.0 25.0 34.0 10.0 10.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 7.9 20.4 75.1 20.8 45.4 75.1 8.7 8.7 75.1 8.1 Actuated g/C Ratio 0.11 0.27 1.00 0.28 0.60 1.00 0.12 0.12 1.00 0.11 v/c Ratio 0.13 1.00 006 0.80 0.45 0.10 0.39 0.37 0.01 ; 0.28 Control Delay 37.7 64.2 0.1 41.9 16.1 0.1 42.5 41.3 0.0 40.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 64.2 0.1 41.9 16.1 0.1 42.5 41.3 0.0 40.2 LOS D E A D B A D D A D Approach Delay 57.5 21.0 37.5 40.2 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM f Approach LOS E C D D Queue Length 50th(ft) 13 -352 0 194 148 0 40 41 0 27 Queue Length 95th(ft) 36 #491 0 #345 316 0 82 83 0 56 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 256 954 1599 622 2139 1568 229 253 1538 250 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 1.00 0.06 0.62 0.45 0.10 0.31 0.30 0.01 0.21 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:75.1 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay:36.4 Intersection LOS: D Intersection Capacity Utilization71.7% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 2; '0 04 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 29 925 986 4 1 61 Future Volume(vph) 29 925 986 4 1 61 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.867 FIt Protected 0.950 0.999 Satd. Flow(prot) 1787 3539 3505 1723 1847 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1787 3539 3505 1723 1847 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 4 76 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.96 0.96 0.95 0.95 0.80 0.80 Heavy Vehicles 1% 2% 3% 0% 1% 1% Adj. Flow(vph) 30 964 1038 4 1 76 Shared Lane Traffic(%) Lane Group Flow(vph) 30 964 1038 4 77 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 16.0 64.0 48.0 26.0 Total Split(%) 17.8% 71.1% 53.3% 28.9% Maximum Green(s) 10.0 56.0 40.0 20.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None Min Min None Act Effct Green(s) 8.5 36.9 32.4 46.1 8.5 Actuated g/C Ratio 0.16 0.69 0.61 0.86 0.16 v/c Ratio 0.10 0.39 0.49 0.00 0.21 Control Delay 25.4 5.6 10.9 2.5 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 5.6 10.9 2.5 9.6 LOS C A B A A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Approach Delay 6.2 10.8 9.6 Approach LOS A B A Queue Length 50th(ft) 7 77 86 0 0 Queue Length 95th(ft) 34 106 221 2 28 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 357 3334 2658 1489 785 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.08 0.29 0.39 0.00 0.10 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:53.3 Natural Cycle:55 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.49 Intersection Signal Delay:8.6 Intersection LOS:A Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID: 1123 Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 0"2 05 fn 6 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM t Lane Configurations Traffic Volume(vph) 358 0 584 644 243 715 Future Volume(vph) 358 0 584 644 243 715 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3335 0 3574 1583 3400 1583 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3335 0 3574 1583 3400 1583 Right Turn on Red Yes Yes Satd. Flow(RTOR) 732 647 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.82 0.82 0.88 0.88 0.95 0.95 Heavy Vehicles 5% 3% 1% 2% 3% 2% Adj. Flow(vph) 437 0 664 732 256 753 Shared Lane Traffic(%) Lane Group Flow(vph) 437 0 664 732 256 753 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 27.0 38.0 25.0 Total Split(%) 30.0% 42.2% 27.8% Maximum Green(s) 21.0 32.0 19.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min None Act Effct Green(s) 13.5 16.9 60.2 11.4 60.2 Actuated g/C Ratio 0.22 0.28 1.00 0.19 1.00 v/c Ratio 0.59 0.66 0.46 0.40 0.48 Control Delay 25.3 23.0 1.0 25.1 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.3 23.0 1.0 25.1 1.0 LOS C C A C A Approach Delay 25.3 11.5 7.1 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Approach LOS C B A Queue Length 50th(ft) 69 105 0 40 0 Queue Length 95th(ft) 121 182 0 88 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1191 1945 1583 1098 1583 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 0.37 0.34 0.46 0.23 0.48 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:60.2 Natural Cycle:50 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.66 Intersection Signal Delay: 12.0 Intersection LOS: B Intersection Capacity Utilization48.0% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID:0667 Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 08 P North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 11 13 20 286 1265 40 Future Volume(vph) 11 13 20 286 1265 40 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 1.00 Frt 0.928 0.850 Flt Protected 0.977 0.997 Satd. Flow(prot) 1502 0 0 3210 3455 1516 Flt Permitted 0.977 0.997 Satd. Flow(perm) 1502 0 0 3210 3455 1516 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.80 0.80 0.96 0.96 0.92 0.92 Heavy Vehicles 28% 3% 28% 7% 1% 3% Adj. Flow(vph) 14 16 21 298 1375 43 Shared Lane Traffic(%) Lane Group Flow(vph) 30 0 0 319 1375 43 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 H C M 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ tt r Traffic Vol,veh/h 11 13 20 286 1265 40 Future Vol,veh/h 11 13 20 286 1265 40 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 - - - - 0 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 96 96 92 92 Heavy Vehicles,% 28 3 28 7 1 3 Mvmt Flow 14 16 21 298 1375 43 MW Conflicting Flow All 1566 688 1418 0 - 0 Stage 1 1375 - - - - - Stage 2 191 - - - - - Critical Hdwy 7.36 6.96 4.66 - - - Critical Hdwy Stg 1 6.36 - - - - - Critical Hdwy Stg 2 6.36 - - - - - Follow-up Hdwy 3.78 3.33 2.48 - - - Pot Cap-1 Maneuver 79 386 363 - - - Stage 1 159 - - - - - Stage 2 750 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 74 386 363 - - - Mov Cap-2 Maneuver 74 - - - - - Stage 1 148 - - - - - Stage 2 750 - - - - - N ffim HCM Control Delay,s 40.1 1.5 0 HCM LOS E MWjjI i �Ii Capacity(veh/h) 363 - 132 - - HCM Lane V/C Ratio 0.057 - 0.227 - - HCM Control Delay(s) 15.5 0.5 40.1 - - HCM Lane LOS C A E - - HCM 95th%tile Q(veh) 0.2 - 0.8 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 8 5: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- [8Des Volumes, Timings 2O20 No-Build(Generator Peak)AN 12,9'fig"1"M99'"A'" 209"'M' UP 011 Lane Configurations *1� 4M *T+ r Frt 0.850 0.957 0.988 0.850 Flow Flow Right Turn on Red Yes Yes Yes Yes 8atd Flow Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.80 0.85 0.85 0.85 Shared Lane Traffic Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 O 2 2 Detector Phase 3 3 3 3 3 1 O 2 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min C-Min Control Delay 447 12 31.3 1.9 29 03 Total Delay 447 1.2 31.3 1.9 29 03 DelayApproach 240 31.3 1.9 28 Queue Length 50th(ft) 11 O 7 23 98 O North Andover Redevelopment'RJS Langan 140182701 '2026 No-Build AM (Generator Pook).oyn Page 9 5: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM 12,9'fig"1"M99'"A'" 209"'M, UP I011 Queue Length 95th(ft) 30 0 24 37 126 3 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 291 398 503 2249 2857 1287 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.05 0.04 0.20 0.47 0.05 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green, Master Intersection Natural Cycle:55 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.47 Intersection Signal Delay:3.3 Intersection LOS:A Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1168 Splits and Phases: 5:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway t06 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 10 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations ' 4 +T r Traffic Volume(vph) 0 501 223 41 1173 0 353 0 53 0 0 0 Future Volume(vph) 0 501 223 41 1173 0 353 0 53 0 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.998 0.950 Satd. Flow(prot) 0 3421 1794 0 3412 0 0 2046 1760 0 2153 0 Flt Permitted 0.915 0.757 Satd. Flow(perm) 0 3421 1794 0 3128 0 0 1630 1760 0 2153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 228 136 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1318 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.91 0.91 091 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 4% 2% 0% 0% 0% 4% 0% 0% 0% Adj. Flow(vph) 0 551 245 45 1275 0 441 0 66 0 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 551 245 0 1320 0 0 441 66 0 0 0 Turn Type NA Free Perm NA Perm NA Free Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 31.3 65.0 31.3 21.4 65.0 Actuated g/C Ratio 0.48 1.00 0.48 033 1.00 v/c Ratio 0.33 0.14 0.88 0.82 0.04 Control Delay 11.4 0.2 23.9 35.6 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 0.2 23.9 35.6 0.0 LOS B A C D A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 11 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Approach Delay 8.0 23.9 31.0 Approach LOS A C C Queue Length 50th(ft) 73 © 255 172 0 Queue Length 95th(ft) 107 0 #402 235 0 Internal Link Dist(ft) 1344 1588 1238 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1889 1794 1727 642 1760 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.14 0.76 0.69 0.04 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:65 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.88 Intersection Signal Delay:20.4 Intersection LOS:C Intersection Capacity Utilization 82.0% ICU Level of Service E Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) 06 to's North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 12 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 425 64 38 318 915 601 Future Volume(vph) 425 64 38 318 915 601 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.995 Satd. Flow(prot) 3351 1794 0 3353 3539 1812 FIt Permitted 0.950 0.796 Satd. Flow(perm) 3351 1794 0 2682 3539 1812 Right Turn on Red Yes Yes Satd. Flow(RTOR) 71 403 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.87 0.87 0.95 0.95 Heavy Vehicles 1% 2% 0% 4% 2% 1% Adj. Flow(vph) 472 71 44 366 963 633 Shared Lane Traffic(%) Lane Group Flow(vph) 472 71 0 410 963 633 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 12.1 42.9 18.3 18.3 42.9 Actuated g/C Ratio 0.28 1.00 0.43 0.43 1.00 v/c Ratio 0.50 0.04 0.36 0.64 0.35 Control Delay 15.7 0.0 9.4 12.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.7 0.0 9.4 12.0 0.5 LOS B A A B A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 13 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Approach Delay 13.6 9.4 7.4 Approach LOS B A A Queue Length 50th(ft) 46 0 31 85 0 Queue Length 95th(ft) 102 0 65 164 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 2031 1794 1951 2574 1812 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.23 0.04 0.21 0.37 0.35 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:42.9 Natural Cycle:40 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.64 Intersection Signal Delay:9.1 Intersection LOS:A Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 7:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 8 19 46 289 1206 56 Future Volume(vph) 8 19 46 289 1206 56 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.905 0.993 Flt Protected 0.986 0.993 Satd. Flow(prot) 1135 0 0 3221 3551 0 Flt Permitted 0.986 0.993 Satd. Flow(perm) 1135 0 0 3221 3551 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.90 0.90 0.89 0.89 Heavy Vehicles 26% 52% 5% 8% 1% 0% Adj. Flow(vph) 10 24 51 321 1355 63 Shared Lane Traffic(%) Lane Group Flow(vph) 34 0 0 372 1418 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 1.3 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 8 19 46 289 1206 56 Future Vol,veh/h 8 19 46 289 1206 56 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 90 90 89 89 Heavy Vehicles,% 26 52 5 8 1 0 Mvmt Flow 10 24 51 321 1355 63 MW Conflicting Flow All 1650 709 1418 0 - 0 Stage 1 1387 - - - - - Stage 2 263 - - - - - Critical Hdwy 7.32 7.94 4.2 - - - Critical Hdwy Stg 1 6.32 - - - - - Critical Hdwy Stg 2 6.32 - - - - - Follow-up Hdwy 3.76 3.82 2.25 - - - Pot Cap-1 Maneuver 70 281 461 - - - Stage 1 159 - - - - - Stage 2 690 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 61 281 461 - - - Mov Cap-2 Maneuver 61 - - - - - Stage 1 138 - - - - - Stage 2 690 - - - - - N ffim HCM Control Delay,s 40 2.5 0 HCM LOS E MWjjI i �Ii Capacity(veh/h) 461 - 136 - - HCM Lane V/C Ratio 0.111 - 0.248 - - HCM Control Delay(s) 13.8 0.7 40 - - HCM Lane LOS B A E - - HCM 95th%tile Q(veh) 0.4 - 0.9 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 1 3 34 350 1185 20 Future Volume(vph) 1 3 34 350 1185 20 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.892 0.998 Flt Protected 0.990 0.996 Satd. Flow(prot) 1902 0 0 3239 3413 0 Flt Permitted 0.990 0.996 Satd. Flow(perm) 1902 0 0 3239 3413 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.86 0.86 Heavy Vehicles 0% 0% 0% 8% 2% 5% Adj. Flow(vph) 1 4 38 393 1378 23 Shared Lane Traffic(%) Lane Group Flow(vph) 5 0 0 431 1401 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 0.4 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 1 3 34 350 1185 20 Future Vol,veh/h 1 3 34 350 1185 20 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 86 86 Heavy Vehicles,% 0 0 0 8 2 5 Mvmt Flow 1 4 38 393 1378 23 MW Conflicting Flow All 1663 701 1401 0 - 0 Stage 1 1390 - - - - - Stage 2 273 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 90 386 494 - - - Stage 1 200 - - - - - Stage 2 754 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 81 386 494 - - - Mov Cap-2 Maneuver 81 - - - - - Stage 1 180 - - - - - Stage 2 754 - - - - - N ffim HCM Control Delay,s 23.6 1.6 0 HCM LOS C M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 494 - 199 - - HCM Lane V/C Ratio 0.077 - 0.025 - - HCM Control Delay(s) 12.9 0.5 23.6 - - HCM Lane LOS B A C - - HCM 95th%tile Q(veh) 0.2 - 0.1 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM t i Lane Configurations Traffic Volume(vph) 44 30 54 379 1074 62 Future Volume(vph) 44 30 54 379 1074 62 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prot) 1663 1417 1776 3539 3421 1606 FIt Permitted 0.950 0.950 Satd. Flow(perm) 1663 1417 1776 3539 3421 1606 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Peak Hour Factor 0.80 0.80 0.88 0.88 0.88 0.88 Heavy Vehicles 23% 14% 5% 2% 2% 14% Adj. Flow(vph) 55 38 61 431 1220 70 Shared Lane Traffic(%) Lane Group Flow(vph) 55 38 61 431 1220 70 Sign Control Stop Free Free MEN Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 4.6 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 44 30 54 379 1074 62 Future Vol,veh/h 44 30 54 379 1074 62 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 88 88 88 88 Heavy Vehicles,% 23 14 5 2 2 14 Mvmt Flow 55 38 61 431 1220 70 MW Conflicting Flow All 1558 610 1220 0 - 0 Stage 1 1220 - - - - - Stage 2 338 - - - - - Critical Hdwy 7.26 7.18 4.2 - - - Critical Hdwy Stg 1 6.26 - - - - - Critical Hdwy Stg 2 6.26 - - - - - Follow-up Hdwy 3.73 3.44 2.25 - - - Pot Cap-1 Maneuver 84 409 551 - - - Stage 1 204 - - - - - Stage 2 636 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 75 409 551 - - - Mov Cap-2 Maneuver 75 - - - - - Stage 1 181 - - - - - Stage 2 636 - - - - - N ffim HCM Control Delay,s 84.7 1.5 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 551 - 75 409 - - HCM Lane V/C Ratio 0.111 - 0.733 0.092 - - HCM Control Delay(s) 12.4 - 132.4 147 - - HCM Lane LOS B - F B - - HCM 95th%tile Q(veh) 0.4 - 3.5 03 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations ' ' Traffic Volume(vph) 1 433 205 237 515 5 169 12 206 4 5 2 Future Volume(vph) 1 433 205 237 515 5 169 12 206 4 5 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.971 Flt Protected 0.950 0.955 0.982 Satd. Flow(prot) 0 1801 1531 1728 1798 0 0 1798 1599 0 1662 0 Flt Permitted 0.999 0.329 0.730 0.897 Satd. Flow(perm) 0 1799 1531 598 1798 0 0 1374 1599 0 1518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 151 1 229 3 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.93 0.93 093 0.80 0.80 0.80 0.90 0.90 0.90 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 1% 2% 6% 1% 0% 1% 0% 13% 67% Adj. Flow(vph) 1 466 220 296 644 6 188 13 229 5 6 3 Shared Lane Traffic(%) Lane Group Flow(vph) 0 467 220 296 650 0 0 201 229 0 14 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 27.0 27.0 37.4 42.6 14.7 14.7 14.7 Actuated g/C Ratio 0.40 040 0.55 0.63 0.22 0.22 0.22 v/c Ratio 0.65 0.31 0.59 0.57 0.67 0.43 0.04 Control Delay 21.5 6.4 11.8 10.3 37.7 6.7 20.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.5 6.4 11.8 10.3 37.7 6.7 20.7 LOS C A B B D A C North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Approach Delay 16.7 10.8 21.2 20.7 Approach LOS B B C C Queue Length 50th(ft) 151 17 48 138 80 0 4 Queue Length 95th(ft) 266 61 84 212 157 52 16 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 964 890 503 1366 420 648 467 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.25 0.59 0.48 0.48 0.35 0.03 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:67.7 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.67 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 11: Main Street/North Main Street&Sutton Street TO 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 22 12: M8in Street & Waverly Road Lanes, Volumes, Timings 2U20 No-Build(Generator Peak)AM Lane Configurations +T 1� Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1I0 FItPmteoted 0.950 0.985 FIt Permitted 0.850 0.985 Heavy Vehicles Shared Lane Traffic Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49 7Y6 ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 No-Build AM (GoneratorPooN.oyn Pogo 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 No-Build(Generator Peak)AM Int Delay,s/veh 5.6 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +' Traffic Vol,veh/h 198 28 24 229 222 217 Future Vol,veh/h 198 28 24 229 222 217 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 93 93 89 89 80 80 Heavy Vehicles,% 2 3 1 2 2 2 Mvmt Flow 213 30 27 257 278 271 MW Conflicting Flow All 725 414 549 0 - 0 Stage 1 414 - - - - - Stage 2 311 - - - - - Critical Hdwy 6.42 6.23 4.11 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.209 - - - Pot Cap-1 Maneuver 392 636 1026 - - - Stage 1 667 - - - - - Stage 2 743 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 380 636 1026 - - - Mov Cap-2 Maneuver 380 - - - - - Stage 1 646 - - - - - Stage 2 743 - - - - - N ffim HCM Control Delay,s 24 0.8 0 HCM LOS C M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 1026 - 380 636 - - HCM Lane V/C Ratio 0.026 - 0.56 0.047 - - HCM Control Delay(s) 8.6 0 25.9 109 - - HCM Lane LOS A A D B - - HCM 95th%tile Q(veh) 0.1 - 3.3 01 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 0 5 6 0 0 104 4 235 0 378 651 1 Future Volume(vph) 0 5 6 0 0 104 4 235 0 378 651 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.923 0.865 Flt Protected 0.999 0.982 Satd. Flow(prot) 0 1812 0 0 1602 0 0 1905 0 0 1883 0 Flt Permitted 0.999 0.982 Satd. Flow(perm) 0 1812 0 0 1602 0 0 1905 0 0 1883 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.93 0.93 0.93 Heavy Vehicles 0% 0% 0% 0% 0% 6% 0% 3% 0% 3% 2% 0% Adj. Flow(vph) 0 6 8 0 0 130 5 294 0 406 700 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 14 0 0 130 0 0 299 0 0 1107 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 4 II a II �I I �Jlll i i u i W" 1111il NJ WIffir 1111111W WN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 0 5 6 0 0 104 4 235 0 378 651 1 Future Vol,veh/h 0 5 6 0 0 104 4 235 0 378 651 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 93 93 93 Heavy Vehicles,% 0 0 0 0 0 6 0 3 0 3 2 0 Mvmt Flow 0 6 8 0 0 130 5 294 0 406 700 1 M ���1 Ill 0� NI,' �INN Conflicting Flow All 1882 1817 701 1824 1817 294 701 0 0 294 0 0 Stage 1 1513 1513 - 304 304 - - - - - - - Stage 2 369 304 - 1520 1513 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.26 4.1 - - 4.13 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.354 2.2 - - 2.227 - - Pot Cap-1 Maneuver 55 79 442 60 79 736 905 - - 1262 - - Stage 1 151 184 - 710 667 - - - - - - - Stage 2 655 667 - 150 184 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver 26 37 442 30 37 736 905 - - 1262 - - Mov Cap-2 Maneuver 26 37 - 30 37 - - - - - - - Stage 1 150 87 - 705 662 - - - - - - Stage 2 536 662 - 65 87 - - - - - - - N ffim HCM Control Delay,s 64.4 10.9 0.2 3.4 HCM LOS F B II 111 U 11 � I 11111 01111161111mil WjjI X/1111110 W/ 1401 � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 905 - - 74 736 1262 - - HCM Lane V/C Ratio 0.006 - - 0.186 0.177 0.322 - - HCM Control Delay(s) 9 0 - 644 10.9 9.2 0 - HCM Lane LOS A A - F B A A - HCM 95th%tile Q(veh) 0 - - 0.6 0.6 1.4 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations ' Traffic Volume(vph) 1 451 0 71 627 0 0 6 41 1 1 1 Future Volume(vph) 1 451 0 71 627 0 0 6 41 1 1 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.883 0.955 Flt Protected 0.995 0.984 Satd. Flow(prot) 0 2111 0 0 1934 0 0 1790 0 0 1607 0 Flt Permitted 0.995 0.984 Satd. Flow(perm) 0 2111 0 0 1934 0 0 1790 0 0 1607 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.93 0.93 0.93 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 0% 1% 1% 2% 0% 0% 0% 0°l0 0% 0% Adj. Flow(vph) 1 485 0 89 784 0 0 8 51 1 1 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 486 0 0 873 0 0 59 0 0 3 0 Sign Control Free Free Stop Stop Area Type Other Control Type: Unsignalized Intersection Capacity Utilization74.1% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 No-Build(Generator Peak)AM Int Delay,s/veh 1.3 II a II al �Jlll i i u i 1111111110 W" 1111il a ii WIffir IIIIIIW WN Mr, i i i i i y ui y i ui Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 1 451 0 71 627 0 0 6 41 1 1 1 Future Vol,veh/h 1 451 0 71 627 0 0 6 41 1 1 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 80 80 80 80 80 80 80 80 80 Heavy Vehicles,% 0 2 0 1 1 2 0 0 0 0 0 0 Mvmt Flow 1 485 0 89 784 0 0 8 51 1 1 1 Conflicting Flow All 784 0 - 485 0 0 1450 1449 485 1479 1449 784 Stage 1 - - - - - - 487 487 - 962 962 - Stage 2 - - - - - - 963 962 - 517 487 - Critical Hdwy 4.1 - - 411 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 843 - 0 1083 - - 110 132 586 105 132 396 Stage 1 - - 0 - - - 566 554 - 310 337 - Stage 2 - - 0 - - - 310 337 - 545 554 - Platoon blocked,% - - - Mov Cap-1 Maneuver 843 - - 1083 - - 96 112 586 81 112 396 Mov Cap-2 Maneuver - - - - - - 96 112 - 81 112 - Stage 1 - - - - - - 565 553 - 309 288 Stage 2 - - - - - - 263 288 - 490 553 - N ffim HCM Control Delay,s 0 0.9 16.2 34.4 HCM LOS C D i Capacity(veh/h) 380 843 - 1083 - - 126 HCM Lane V/C Ratio 0.155 0.001 - 0.082 - - 0.03 HCM Control Delay(s) 16.2 9.3 0 86 0 - 34.4 HCM Lane LOS C A A A A - D HCM 95th%tile Q(veh) 0.5 0 - 03 - - 0.1 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 0 58 57 4 34 1 40 46 5 0 72 0 Future Volume(vph) 0 58 57 4 34 1 40 46 5 0 72 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.933 0.997 0.993 Flt Protected 0.995 0.979 Satd. Flow(prot) 0 1950 0 0 2136 0 0 2093 0 0 1881 0 Flt Permitted 0.995 0.979 Satd. Flow(perm) 0 1950 0 0 2136 0 0 2093 0 0 1881 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.93 0.93 0.93 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% Adj. Flow(vph) 0 62 61 5 43 1 50 58 6 0 90 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 123 0 0 49 0 0 114 0 0 90 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 No-Build(Generator Peak)AM Intersection Delay,s/veh 8 Intersection LOS A M��01�01�� *11 1!,W1, Lane Configurations Traffic Vol,veh/h 0 58 57 4 34 1 40 46 5 0 72 0 Future Vol,veh/h 0 58 57 4 34 1 40 46 5 0 72 0 Peak Hour Factor 0.93 0.93 093 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 1 0 Mvmt Flow 0 62 61 5 43 1 50 58 6 0 90 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 601110 u I i Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 7.8 8.2 8 HCM LOS A A A A Vol Left,% 44% 0% 10% 0% Vol Thru,% 51% 50% 87% 100% Vol Right,% 5% 50% 3% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 91 115 39 72 LT Vol 40 0 4 0 Through Vol 46 58 34 72 RT Vol 5 57 1 0 Lane Flow Rate 114 124 49 90 Geometry Grp 1 1 1 1 Degree of Util(X) 0.14 0.142 0.061 0.111 Departure Headway(Hd) 4.434 4.127 4.506 4.422 Convergence,Y/N Yes Yes Yes Yes Cap 811 872 797 813 Service Time 2.45 2.141 2.522 2.439 HCM Lane V/C Ratio 0.141 0.142 0.061 0.111 HCM Control Delay 8.2 7.8 7.8 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.5 0.2 0.4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2U20 No-Build(Generator Peak)AM Lane Configurations Lane UUiFactor 1.00 1.00 1.00 1.00 1.00 1.00 At Protected 0.950 F|tPennittad 0.850 Travel Shared Lane Traffic Sign Control Free Free Stop 11111 Will W11111 Control Type: Unsignalized Intersection Capacity Utilization 43.8% ICU Level ofS i A Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 No-Build AM (Generator PooN.oyn Pogo31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 No-Build(Generator Peak)AM Int Delay,s/veh 3 II u Lane Configurations ' Traffic Vol,veh/h 452 115 0 628 74 0 Future Vol,veh/h 452 115 0 628 74 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 93 93 80 80 80 80 Heavy Vehicles,% 2 0 0 1 0 0 Mvmt Flow 486 124 0 785 93 0 Conflicting Flow All 0 0 610 0 1333 548 Stage 1 - - - - 548 - Stage 2 - - - - 785 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 979 - 172 540 Stage 1 - - - - 583 - Stage 2 - - - - 453 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 979 - 172 540 Mov Cap-2 Maneuver - - - - 172 - Stage 1 - - - - 583 - Stage 2 - - - - 453 - N ffim HCM Control Delay,s 0 0 48 HCM LOS E M W'110'01 i �Ii Capacity(veh/h) 172 - - 979 - HCM Lane V/C Ratio 0.538 - - - - HCM Control Delay(s) 48 - - 0 - HCM Lane LOS E - - A - HCM 95th%tile Q(veh) 2.7 - - 0 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 17 363 34 5 1191 1 3 5 52 101 3 18 Future Volume(vph) 17 363 34 5 1191 1 3 5 52 101 3 18 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.0© 1.00 1.00 Frt 0.988 0.883 0.976 Flt Protected 0.998 0.993 0.960 Satd. Flow(prot) 0 3232 0 0 3418 0 0 1775 0 1905 0 0 Flt Permitted 0.998 0.993 0.960 Satd. Flow(perm) 0 3232 0 0 3418 0 0 1775 0 1905 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.87 0.87 0.87 0.82 0.82 0.82 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 4% 7% 2% 24% 2% 0% 0% 8% 3% 3% 0% 2% Adj. Flow(vph) 20 417 39 6 1452 1 4 6 65 126 4 23 Shared Lane Traffic(%) Lane Group Flow(vph) 0 476 0 0 1459 0 0 75 0 153 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 21.9 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations + +M Y Y Traffic Vol,veh/h 17 363 34 5 1191 1 5 52 101 3 Future Vol,veh/h 17 363 34 5 1191 1 5 52 101 3 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 87 87 87 82 82 82 80 80 80 80 Heavy Vehicles,% 4 7 2 24 2 0 8 3 3 0 Mvmt Flow 20 417 39 6 1452 1 6 65 126 4 Conflicting Flow All 1453 0 0 456 0 0 1716 727 1218 228 Stage 1 - - - - - - 1465 - 477 - Stage 2 - - - - - - 251 - 741 - Critical Hdwy 4.18 - - 458 - - 7.5 6.96 7.56 6.94 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.56 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.56 - Follow-up Hdwy 2.24 - - 2.44 - - 3.5 3.33 3.53 3.32 Pet Cap-1 Maneuver 452 - - 960 - - 59 364 135 775 Stage 1 - - - - - - 137 - 535 - Stage 2 - - - - - - 737 - 372 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 452 - - 960 - - 51 364 -94 775 Mov Cap-2 Maneuver - - - - - - 51 - -94 - Stage 1 - - - - - - 129 - 503 - Stage 2 - - - - - - 668 - 285 - N ffim HCM Control Delay,s 0.9 0.1 32.8 290.2 HCM LOS D F II 111 Ull � I 11111011111011101' II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 452 - - 203 960 - - 108 HCM Lane V/C Ratio 0.043 - - 0.369 0.006 - - 1.377 HCM Control Delay(s) 13.3 0.4 - 328 8.8 0.1 ; - 290.2 HCM Lane LOS B A - D A A - F HCM 95th%tile Q(veh) 0.1 - - 16 0 - - 10.4 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM t Lane Configurations Traffic Volume(vph) 33 67 348 4 12 1332 Future Volume(vph) 33 67 348 4 12 1332 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.909 0.998 Flt Protected 0.984 Satd. Flow(prot) 1845 0 3169 0 0 3388 Flt Permitted 0.984 Satd. Flow(perm) 1845 0 3169 0 0 3388 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.80 0.80 0.89 0.89 Heavy Vehicles 0% 2% 10% 0% 2% 3% Adj. Flow(vph) 41 84 435 5 13 1497 Shared Lane Traffic(%) Lane Group Flow(vph) 125 0 440 0 0 1510 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 No-Build(Generator Peak)AM Int Delay,s/veh 1.6 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 33 67 348 4 12 1332 Future Vol,veh/h 33 67 348 4 12 1332 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 89 89 Heavy Vehicles,% 0 2 10 0 2 3 Mvmt Flow 41 84 435 5 13 1497 I Conflicting Flow All 1213 220 0 0 440 0 Stage 1 438 - - - - - Stage 2 775 - - - - - Critical Hdwy 6.8 6.94 - - 4.14 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.22 - Pot Cap-1 Maneuver 177 784 - - 1116 - Stage 1 624 - - - - - Stage 2 420 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 165 784 - - 1116 - Mov Cap-2 Maneuver 165 - - - - - Stage 1 581 - - - - - Stage 2 420 - - - - - HCM Control Delay,s 20.9 0 04 HCM LOS C M 1 Jl yll U I 111101111 I'� Ill I� ' °�' a �"�' Capacity(veh/h) - - 350 1116 - HCM Lane V/C Ratio - - 0.357 0.012 - HCM Control Delay(s) - - 20.9 83 0.3 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 1.6 0 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM t Lane Configurations Y 0 Traffic Volume(vph) 48 39 313 5 17 1348 Future Volume(vph) 48 39 313 5 17 1348 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.939 0.998 Flt Protected 0.973 0.999 Satd. Flow(prot) 1910 0 3170 0 0 3382 Flt Permitted 0.973 0.999 Satd. Flow(perm) 1910 0 3170 0 0 3382 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.80 0.80 0.88 0.88 Heavy Vehicles 0% 0% 10% 0% 10% 3% Adj. Flow(vph) 60 49 391 6 19 1532 Shared Lane Traffic(%) Lane Group Flow(vph) 109 0 397 0 0 1551 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 No-Build(Generator Peak)AM Int Delay,s/veh 2 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 48 39 313 5 17 1348 Future Vol,veh/h 48 39 313 5 17 1348 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 88 88 Heavy Vehicles,% 0 0 10 0 10 3 Mvmt Flow 60 49 391 6 19 1532 I Conflicting Flow All 1198 199 0 0 397 0 Stage 1 394 - - - - - Stage 2 804 - - - - - Critical Hdwy 6.8 6.9 - - 4.3 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.3 - Pot Cap-1 Maneuver 181 815 - - 1103 - Stage 1 656 - - - - - Stage 2 406 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 160 815 - - 1103 - Mov Cap-2 Maneuver 160 - - - - - Stage 1 580 - - - - - Stage 2 406 - - - - - HCM Control Delay,s 30 0 06 HCM LOS D M 1 Jl yll U I 11111011111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 250 1103 - HCM Lane V/C Ratio - - 0.435 0.018 - HCM Control Delay(s) - - 30 83 0.5 HCM Lane LOS - - D A A HCM 95th%tile Q(veh) - - 2.1 0.1 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)AM t Lane Configurations 0 Traffic Volume(vph) 292 3 119 1277 19 27 Future Volume(vph) 292 3 119 1277 19 27 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.998 0.921 Flt Protected 0.996 0.980 Satd. Flow(prot) 3223 0 0 3413 1875 0 Flt Permitted 0.996 0.980 Satd. Flow(perm) 3223 0 0 3413 1875 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.80 0.80 0.88 0.88 0.80 0.80 Heavy Vehicles 8% 13% 0% 2% 0% 1% Adj. Flow(vph) 365 4 135 1451 24 34 Shared Lane Traffic(%) Lane Group Flow(vph) 369 0 0 1586 58 0 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 No-Build(Generator Peak)AM 1111111 Int Delay,s/veh 3.5 M��u Lane Configurations 0 Traffic Vol,veh/h 292 3 119 1277 19 27 Future Vol,veh/h 292 3 119 1277 19 27 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 80 80 88 88 80 80 Heavy Vehicles,% 8 13 0 2 0 1 Mvmt Flow 365 4 135 1451 24 34 Conflicting Flow All 0 0 369 0 1363 185 Stage 1 - - - - 367 - Stage 2 - - - - 996 - Critical Hdwy - - 4.1 - 68 6.92 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.31 Pot Cap-1 Maneuver - 1201 - 141 829 Stage 1 - - - - 677 - Stage 2 - - - - 323 - Platoon blocked,% - - - Mov Cap-1 Maneuver - 1201 - 59 829 Mov Cap-2 Maneuver - - - - 59 - Stage 1 - - - - 284 - Stage 2 - - - - 323 - N ffim HCM Control Delay,s 0 2.5 53 HCM LOS F M W Capacity(veh/h) - - 130 1201 - HCM Lane V/C Ratio - - 0.442 0.113 - HCM Control Delay(s) - - 53 84 2 HCM Lane LOS - - F A A HCM 95th%tile Q(veh) - - 2 0.4 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build AM (Generator Peak).syn Page 40 2026 No-Build P.M. (Generator Peak-Hour) LA/VuA , V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM f Lane Configurations ' ' Traffic Volume(vph) 54 1258 49 104 800 47 146 14 56 83 18 0 Future Volume(vph) 54 1258 49 104 800 47 146 14 56 83 18 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.960 0.961 Satd. Flow(prot) 1770 3574 1553 1752 3539 1583 1698 1695 1583 0 1790 0 Flt Permitted 0.950 0.950 0.950 0.960 0.961 Satd. Flow(perm) 1770 3574 1553 1752 3539 1583 1698 1695 1583 0 1790 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.87 0.87 0.87 0.80 0.80 0.80 Heavy Vehicles(%) 2°% 1% 4% 3°% 2% 2% 1% 8°% 2°% 2% 2% 2% Adj. Flow(vph) 59 1382 54 108 833 49 168 16 64 104 23 0 Shared Lane Traffic(%) 45% Lane Group Flow(vph) 59 1382 54 108 833 49 92 92 64 0 127 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 35.0 17.0 35.0 22.0 22.0 16.0 16.0 Total Split(°%) 18.9%4 38.9°% 18.9% 38.9% 24.4% 24.4% 17.8°% 17.8% Maximum Green(s) 10.0 28.0 10.0 28.0 16.0 16.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 8.7 36.1 77.7 9.1 39.1 77.7 10.1 10.1 77.7 9.4 Actuated g/C Ratio 0.11 0.46 1.00 0.12 0.50 1.00 0.13 0.13 1.00 0.12 v/c Ratio 0.30 0.83 003 0.53 0.47 0.03 0.42 0.42 0.04 0.59 Control Delay 39.4 34.5 0.0 46.0 21.6 0.0 40.0 40.1 0.1 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.4 34.5 0.0 46.0 21.6 0.0 40.0 40.1 0.1 48.4 LOS D C A D C A D D A Approach Delay 33.4 23.2 29.7 48.4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM f Approach LOS C C C D Queue Length 50th(ft) 29 -461 0 54 201 0 48 48 0 65 Queue Length 95th(ft) 68 #634 0 110 285 0 92 92 0 111 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 240 1660 1553 236 1782 1583 366 366 1583 241 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.83 0.03 0.46 0.47 0.03 0.25 0.25 0.04 0.53 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:77.7 Natural Cycle:75 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.83 Intersection Signal Delay:30.2 Intersection LOS:C Intersection Capacity Utilization69.4% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) , 3 0 5 t06 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 41 900 1307 4 1 40 Future Volume(vph) 41 900 1307 4 1 40 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.868 FIt Protected 0.950 0.999 Satd. Flow(prot) 1805 3574 3574 1723 1867 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1805 3574 3574 1723 1867 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 4 50 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.80 0.80 Heavy Vehicles 0% 1% 1% 0% 0% 0% Adj. Flow(vph) 46 1011 1469 4 1 50 Shared Lane Traffic(%) Lane Group Flow(vph) 46 1011 1469 4 51 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 12.0 69.0 57.0 21.0 Total Split(%) 13.3% 76.7% 63.3% 23.3% Maximum Green(s) 6.0 61.0 49.0 15.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None C-Min C-Min None Act Effct Green(s) 6.0 76.8 69.6 78.0 8.0 Actuated g/C Ratio 0.07 0.85 0.77 0.87 0.09 v/c Ratio 0.38 0.33 0.53 0.00 0.24 Control Delay 49.9 3.0 19.2 3.8 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 49.9 3.0 19.2 3.8 15.1 LOS D A B A B North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Approach Delay 5.0 19.2 15.1 Approach LOS A B B Queue Length 50th(ft) 26 82 421 0 1 Queue Length 95th(ft) 60 104 451 ml 27 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 120 3050 2763 1494 352 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.33 0.53 0.00 0.14 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:88(98%), Referenced to phase 2:SET and 6:NWT,Start of Green Natural Cycle:65 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.53 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID: 1123 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 02 4L C4 05 V10 6 1 11111111mn North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM t Lane Configurations Traffic Volume(vph) 873 0 244 432 536 380 Future Volume(vph) 873 0 244 432 536 380 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3467 0 3574 1583 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3467 0 3574 1583 3433 1568 Right Turn on Red Yes Yes Satd. Flow(RTOR) 475 409 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.96 0.96 0.91 0.91 0.93 0.93 Heavy Vehicles 1% 0% 1% 2% 2% 3% Adj. Flow(vph) 909 0 268 475 576 409 Shared Lane Traffic(%) Lane Group Flow(vph) 909 0 268 475 576 409 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 36.0 21.0 33.0 Total Split(%) 40.0% 23.3% 36.7% Maximum Green(s) 30.0 15.0 27.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min C-Min Act Effct Green(s) 27.6 12.0 90.0 32.4 90.0 Actuated g/C Ratio 0.31 0.13 1.00 0.36 1.00 v/c Ratio 0.86 0.56 0.30 0.47 0.26 Control Delay 35.0 41.0 0.5 22.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 41.0 0.5 22.0 0.4 LOS C D A C A Approach Delay 35.0 15.1 13.0 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Approach LOS C B B Queue Length 50th(ft) 245 76 0 102 0 Queue Length 95th(ft) 314 ill 0 193 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1155 595 1583 1235 1568 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 0.79 0.45 0.30 0.47 0.26 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:0(0%), Referenced to phase 8:SEL, Start of Green, Master Intersection Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.86 Intersection Signal Delay:21.2 Intersection LOS:C Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID:0667 Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 8 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 17 7 8 1328 413 10 Future Volume(vph) 17 7 8 1328 413 10 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 1.00 Frt 0.959 0.850 Flt Protected 0.966 Satd. Flow(prot) 1675 0 0 3448 3388 1290 Flt Permitted 0.966 Satd. Flow(perm) 1675 0 0 3448 3388 1290 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.80 0.80 0.93 0.93 0.97 0.97 Heavy Vehicles 6% 3% 32% 1% 3% 21% Adj. Flow(vph) 21 9 9 1428 426 10 Shared Lane Traffic(%) Lane Group Flow(vph) 30 0 0 1437 426 10 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 0.6 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ tt r Traffic Vol,veh/h 17 7 8 1328 413 10 Future Vol,veh/h 17 7 8 1328 413 10 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 - - - - 0 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 93 93 97 97 Heavy Vehicles,% 6 3 32 1 3 21 Mvmt Flow 21 9 9 1428 426 10 MW Conflicting Flow All 1158 213 436 0 - 0 Stage 1 426 - - - - - Stage 2 732 - - - - - Critical Hdwy 6.92 6.96 4.74 - - - Critical Hdwy Stg 1 5.92 - - - - - Critical Hdwy Stg 2 5.92 - - - - - Follow-up Hdwy 3.56 3.33 2.52 - - - Pot Cap-1 Maneuver 183 789 934 - - - Stage 1 615 - - - - - Stage 2 426 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 174 789 934 - - - Mov Cap-2 Maneuver 174 - - - - - Stage 1 586 - - - - - Stage 2 426 - - - - - N ffim HCM Control Delay,s 23.4 0.3 0 HCM LOS C M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 934 - 225 - - HCM Lane V/C Ratio 0.009 - 0.133 - - HCM Control Delay(s) 8.9 0.2 23.4 - - HCM Lane LOS A A C - - HCM 95th%tile Q(veh) 0 - 0.5 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 8 5: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- [8Des Volumes, Timings 2O20 No-Build(Generator Peak)PM 12,9'fig"1"M99'"A'" 209"'M' UP 011 Lane Configurations *1� 4M *T+ r Frt 0.850 0.919 0.988 0.850 Flow Flow Right Turn on Red Yes Yes Yes Yes 8atd Flow Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.80 0.86 0.88 0.86 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 O 2 2 Detector Phase 3 3 3 3 3 1 O 2 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min C-Min Control Delay 442 09 302 39 31 OO Total Delay 442 OS 302 39 31 OO Approach D | 254 303 38 30 Queue Length 50h(ft) 10 O 14 113 68 O North Andover Redevelopment'RJS Langan 140182701 '2026 No-Build PM (Generator Pook).oyn Page 9 5: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM 12,9'fig"1"M99'"A'" 209"'M, UP I011 Queue Length 95th(ft) 38 0 35 174 31 m0 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 641 880 936 2709 2715 1067 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.03 0.03 0.53 0.22 0.01 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.53 Intersection Signal Delay:4.6 Intersection LOS:A Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID: 1168 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway 014\ 0 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 10 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations 4M +T r 41� Traffic Volume(vph) 15 1375 321 93 690 6 254 1 100 9 4 9 Future Volume(vph) 15 1375 321 93 690 6 254 1 100 9 4 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.945 FIt Protected 0.999 0.994 0.953 0.980 Satd. Flow(prot) 0 3452 1812 0 3435 0 0 2052 1794 0 1994 0 FIt Permitted 0.942 0.561 0.707 0.837 Satd. Flow(perm) 0 3255 1812 0 1939 0 0 1522 1794 0 1703 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 136 2 136 11 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.93 0.93 0.93 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 1% 1% 0% 1% 0% 0% 0% 2% 0% 0% 0% Adj. Flow(vph) 16 1478 345 101 750 7 318 1 125 11 5 11 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1494 345 0 858 0 0 319 125 0 27 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 33.6 63.7 33.6 17.9 63.7 17.9 Actuated g/C Ratio 0.53 1.00 0.53 0.28 1.00 0.28 v/c Ratio 0.87 0.19 0.87dl 0.75 0.07 0.06 Control Delay 21.8 0.2 23.9 32.5 0.1 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.8 0.2 23.9 32.5 0.1 12.3 LOS C A C C A B North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 11 6: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Approach Delay 17.8 23.9 23.4 12.3 Approach LOS B C C B Queue Length 50th(ft) 246 © 136 115 0 5 Queue Length 95th(ft) #476 0 #303 166 0 17 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1818 1812 1084 607 1794 686 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.82 019 0.79 0.53 0.07 0.04 111111 Area Type Other Cycle Length:72 Actuated Cycle Length:63.7 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.87 Intersection Signal Delay:20.2 Intersection LOS:C Intersection Capacity Utilization 96.2% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane. Splits and Phases: 6:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) 0 .. .......................................... North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 12 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 767 34 61 979 457 499 Future Volume(vph) 767 34 61 979 457 499 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.997 Satd. Flow(prot) 3351 1830 0 3447 3574 1830 FIt Permitted 0.950 0.891 Satd. Flow(perm) 3351 1830 0 3080 3574 1830 Right Turn on Red Yes Yes Satd. Flow(RTOR) 38 509 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.92 0.92 0.98 0.98 Heavy Vehicles 1% 0% 0% 1% 1% 0% Adj. Flow(vph) 852 38 66 1064 466 509 Shared Lane Traffic(%) Lane Group Flow(vph) 852 38 0 1130 466 509 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 20.4 59.0 26.3 26.3 59.0 Actuated g/C Ratio 0.35 1.00 0.45 0.45 1.00 v/c Ratio 0.74 0.02 0.82 0.29 0.28 Control Delay 21.7 0.0 21.3 11.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 21.7 0.0 21.3 11.5 0.4 LOS C A C B A North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 13 7: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Approach Delay 20.8 21.3 5.7 Approach LOS C C A Queue Length 50th(ft) 147 0 181 54 0 Queue Length 95th(ft) 206 0 #285 90 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1462 1830 1613 1871 1830 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.58 0.02 0.70 0.25 0.28 111111 Area Type Other Cycle Length:67 Actuated Cycle Length:59 Natural Cycle:55 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.82 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 78.3% ICU Level of Service D Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 7:Osgood Street(Route 125)&Sutton Street 'to"2 0 7 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 58 28 20 1269 411 2 Future Volume(vph) 58 28 20 1269 411 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.956 0.999 Flt Protected 0.967 0.999 Satd. Flow(prot) 1681 0 0 3432 3533 0 Flt Permitted 0.967 0.999 Satd. Flow(perm) 1681 0 0 3432 3533 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.91 0.91 0.92 0.92 Heavy Vehicles 1% 1% 39% 1% 2% 21% Adj. Flow(vph) 73 35 22 1395 447 2 Shared Lane Traffic(%) Lane Group Flow(vph) 108 0 0 1417 449 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 2.4 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 58 28 20 1269 411 2 Future Vol,veh/h 58 28 20 1269 411 2 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 91 91 92 92 Heavy Vehicles,% 1 1 39 1 2 21 Mvmt Flow 73 35 22 1395 447 2 MW Conflicting Flow All 1190 225 449 0 - 0 Stage 1 448 - - - - - Stage 2 742 - - - - - Critical Hdwy 6.82 6.92 4.88 - - - Critical Hdwy Stg 1 5.82 - - - - - Critical Hdwy Stg 2 5.82 - - - - - Follow-up Hdwy 3.51 3.31 2.59 - - - Pot Cap-1 Maneuver 182 781 885 - - - Stage 1 614 - - - - - Stage 2 434 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 162 781 885 - - - Mov Cap-2 Maneuver 162 - - - - - Stage 1 546 - - - - - Stage 2 434 - - - - - N ffim HCM Control Delay,s 36.6 0.6 0 HCM LOS E M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 885 - 218 - - HCM Lane V/C Ratio 0.025 - 0.493 - - HCM Control Delay(s) 9.2 0.5 36.6 - - HCM Lane LOS A A E - - HCM 95th%tile Q(veh) 0.1 - 2.5 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 13 81 11 1285 444 3 Future Volume(vph) 13 81 11 1285 444 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.883 0.999 Flt Protected 0.993 Satd. Flow(prot) 1888 0 0 3455 3412 0 Flt Permitted 0.993 Satd. Flow(perm) 1888 0 0 3455 3412 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.95 0.95 Heavy Vehicles 0% 0% 0% 1% 2% 30% Adj. Flow(vph) 16 101 12 1444 467 3 Shared Lane Traffic(%) Lane Group Flow(vph) 117 0 0 1456 470 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 13 81 11 1285 444 3 Future Vol,veh/h 13 81 11 1285 444 3 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 95 95 Heavy Vehicles,% 0 0 0 1 2 30 Mvmt Flow 16 101 12 1444 467 3 MW Conflicting Flow All 1215 235 470 0 - 0 Stage 1 469 - - - - - Stage 2 746 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 177 773 1102 - - - Stage 1 602 - - - - - Stage 2 435 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 167 773 1102 - - - Mov Cap-2 Maneuver 167 - - - - - Stage 1 569 - - - - - Stage 2 435 - - - - - N ffim HCM Control Delay,s 14 0.3 0 HCM LOS B MWjjI i �Ii Capacity(veh/h) 1102 - 515 - - HCM Lane V/C Ratio 0.011 - 0.228 - - HCM Control Delay(s) 8.3 0.2 14 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.9 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 18 25 5 1273 532 4 Future Volume(vph) 18 25 5 1273 532 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prot) 2046 1553 1743 3574 3490 1538 FIt Permitted 0.950 0.950 Satd. Flow(perm) 2046 1553 1743 3574 3490 1538 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Peak Hour Factor 0.86 0.86 0.91 0.91 0.82 0.82 Heavy Vehicles 0% 4% 7% 1% 0% 19% Adj. Flow(vph) 21 29 5 1399 649 5 Shared Lane Traffic(%) Lane Group Flow(vph) 21 29 5 1399 649 5 Sign Control Stop Free Free �I�NO I 1611)1" NMI�ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 0.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 18 25 5 1273 532 4 Future Vol,veh/h 18 25 5 1273 532 4 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 86 86 91 91 82 82 Heavy Vehicles,% 0 4 7 1 0 19 Mvmt Flow 21 29 5 1399 649 5 MW Conflicting Flow All 1359 325 649 0 - 0 Stage 1 649 - - - - - Stage 2 710 - - - - - Critical Hdwy 6.8 6.98 4.24 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.34 2.27 - - - Pot Cap-1 Maneuver 142 665 900 - - - Stage 1 487 - - - - - Stage 2 454 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 141 665 900 - - - Mov Cap-2 Maneuver 141 - - - - - Stage 1 484 - - - - - Stage 2 454 - - - - - N ffim HCM Control Delay,s 20.8 0 0 HCM LOS C M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 900 - 141 665 - - HCM Lane V/C Ratio 0.006 - 0.148 0.044 - - HCM Control Delay(s) 9 - 34.9 107 - - HCM Lane LOS A - D B - - HCM 95th%tile Q(veh) 0 - 0.5 01 - - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 1 557 244 256 550 4 252 8 436 6 5 0 Future Volume(vph) 1 557 244 256 550 4 252 8 436 6 5 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 FIt Protected 0.950 0.954 0.972 Satd. Flow(prot) 0 1836 1546 1745 1817 0 0 1776 1615 0 2031 0 FIt Permitted 0.999 0.168 0.724 0.837 Satd. Flow(perm) 0 1834 1546 309 1817 0 0 1348 1615 0 1749 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 140 1 363 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.86 0.86 0.86 0.87 0.87 0.87 0.97 0.97 0.97 0.92 0.92 0.92 Heavy Vehicles 17% 0% 1% 0% 1% 0% 2% 4% 0% 0% 0% 0% Adj. Flow(vph) 1 648 284 294 632 5 260 8 449 7 5 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 649 284 294 637 0 0 268 449 0 12 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 32.4 32.4 42.5 47.6 18.2 18.2 18.2 Actuated g/C Ratio 0.43 0.43 0.56 0.63 0.24 0.24 0.24 v/c Ratio 0.83 0.38 0.81 0.56 0.83 0.68 0.03 Control Delay 30.5 9.2 31.8 10.7 51.3 11.9 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.5 9.2 31.8 10.7 51.3 11.9 23.0 LOS C A C B D B C North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Approach Delay 24.0 17.4 26.6 23.0 Approach LOS C B C C Queue Length 50th(ft) 272 43 65 163 125 34 5 Queue Length 95th(ft) 385 89 #184 237 #249 128 17 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 856 796 364 1213 360 697 467 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.36 0.81 0.53 0.74 0.64 0.03 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:75.9 Natural Cycle:70 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.83 Intersection Signal Delay:22.3 Intersection LOS:C Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Main Street/North Main Street&Sutton Street I 'A TOO T "2- 0 O 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations +T 1� Traffic Volume(vph) 385 79 53 311 299 212 Future Volume(vph) 385 79 53 311 299 212 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.944 FIt Protected 0.950 0.993 Satd. Flow(prot) 1787 1615 0 2055 1894 0 FIt Permitted 0.950 0.993 Satd. Flow(perm) 1787 1615 0 2055 1894 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.94 0.94 0.92 0.92 0.88 0.88 Heavy Vehicles 1% 0% 1% 1% 1% 1% Adj. Flow(vph) 410 84 58 338 340 241 Shared Lane Traffic(%) Lane Group Flow(vph) 410 84 0 396 581 0 Sign Control Stop Free Free �I�NO I 1611)1" NMI�ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 72.4 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T Traffic Vol,veh/h 385 79 53 311 299 212 Future Vol,veh/h 385 79 53 311 299 212 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 94 94 92 92 88 88 Heavy Vehicles,% 1 0 1 1 1 1 Mvmt Flow 410 84 58 338 340 241 MW Conflicting Flow All 915 461 581 0 - 0 Stage 1 461 - - - - - Stage 2 454 - - - - - Critical Hdwy 6.41 6.2 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.209 - - - Pet Cap-1 Maneuver —394 605 998 - - - Stage 1 637 - - - - - Stage 2 642 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —282 605 998 - - - Mov Cap-2 Maneuver —282 - - - - - Stage 1 591 - - - - - Stage 2 642 - - - - - N ffim HCM Control Delay,s 214.7 1.3 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 998 - 282 605 - - HCM Lane V/C Ratio 0.058 - 1.452 0.139 - - HCM Control Delay(s) 8.8 0 256.3 119 - - HCM Lane LOS A A F B - - HCM 95th%tile Q(veh) 0.2 - 22.7 05 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 2 4 2 5 275 1 846 1 178 423 2 Future Volume(vph) 0 2 4 2 5 275 1 846 1 178 423 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.916 0.868 Flt Protected 0.985 Satd. Flow(prot) 0 1798 0 0 1704 0 0 1944 0 0 1920 0 Flt Permitted 0.985 Satd. Flow(perm) 0 1798 0 0 1704 0 0 1944 0 0 1920 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.90 0.90 0.81 0.81 0.81 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0°l0 1% 0% Adj. Flow(vph) 0 3 5 3 6 344 1 940 1 220 522 2 Shared Lane Traffic(%) Lane Group Flow(vph) 0 8 0 0 353 0 0 942 0 0 744 0 Sign Control Stop Stop Free Free Area Type Other Control Type: Unsignalized Intersection Capacity Utilization 106.0% ICU Level of Service G Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 35.2 II a II �I I �Jlll i i u i W" 1111il NJ WIffir 1111111W WN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 0 2 4 2 5 275 1 846 1 178 423 2 Future Vol,veh/h 0 2 4 2 5 275 1 846 1 178 423 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 90 90 90 81 81 81 Heavy Vehicles,% 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 3 5 3 6 344 1 940 1 220 522 2 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2081 1906 523 1910 1907 941 524 0 0 941 0 0 Stage 1 963 963 - 943 943 - - - - - - - Stage 2 1118 943 - 967 964 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.2 4.1 - - 4.1 - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pet Cap-1 Maneuver 40 69 558 52 69 -322 1053 - - 737 - - Stage 1 310 337 - 318 344 - - - - - - - Stage 2 254 344 - 308 336 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver - 40 558 33 40 -322 1053 - - 737 - - Mov Cap-2 Maneuver - 40 - 33 40 - - - - - - - Stage 1 309 195 - 317 343 - - - - - - Stage 2 - 343 - 174 195 - - - - - - - N ffig HCM Control Delay,s 197.1 0 3.5 HCM LOS - F II 111 U 11 � I 11111 01111161111mil WJJI X/1111110 W/ 1401 � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 1053 - - - 271 737 - - HCM Lane V/C Ratio 0.001 - - - 1.301 0.298 - - HCM Control Delay(s) 8.4 0 - - 197.1 11.9 0 - HCM Lane LOS A A - - F B A - HCM 95th%tile Q(veh) 0 - - - 17.7 1.2 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 836 0 60 506 1 0 7 86 0 3 0 Future Volume(vph) 0 836 0 60 506 1 0 7 86 0 3 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.875 Flt Protected 0.995 Satd. Flow(prot) 0 2153 0 0 1954 0 0 1773 0 0 1710 0 Flt Permitted 0.995 Satd. Flow(perm) 0 2153 0 0 1954 0 0 1773 0 0 1710 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 950 0 71 602 1 0 9 108 0 4 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 950 0 0 674 0 0 117 0 0 4 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 89.3% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 2.5 II a II �I I �Jlll i i u i 1111111110 W" 1111il a ii WIffir IIIIIIW WN Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 836 0 60 506 1 0 7 86 0 3 0 Future Vol,veh/h 0 836 0 60 506 1 0 7 86 0 3 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 84 84 84 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 950 0 71 602 1 0 9 108 0 4 0 Conflicting Flow All 603 0 - 950 0 0 1697 1695 950 1754 1695 603 Stage 1 - - - - - - 950 950 - 745 745 - Stage 2 - - - - - - 747 745 - 1009 950 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 984 - 0 731 - - 74 94 318 67 94 503 Stage 1 - - 0 - - - 315 341 - 409 424 - Stage 2 - - 0 - - - 408 424 - 292 341 - Platoon blocked,% - - - Mov Cap-1 Maneuver 984 - - 731 - - 63 80 318 36 80 503 Mov Cap-2 Maneuver - - - - - - 63 80 - 36 80 - Stage 1 - - - - - - 315 341 - 409 362 Stage 2 - - - - - - 345 362 - 188 341 - N ffim HCM Control Delay,s 0 1.1 29.6 52.2 HCM LOS D F i Capacity(veh/h) 260 984 - 731 - - 80 HCM Lane V/C Ratio 0.447 - - 0.098 - - 0.047 HCM Control Delay(s) 29.6 0 - 105 0 - 52.2 HCM Lane LOS D A - B A - F HCM 95th%tile Q(veh) 2.2 0 - 03 - - 0.1 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 51 55 8 38 3 61 90 6 2 61 0 Future Volume(vph) 0 51 55 8 38 3 61 90 6 2 61 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.930 0.991 0.995 Flt Protected 0.992 0.981 0.999 Satd. Flow(prot) 0 1944 0 0 2117 0 0 2102 0 0 1898 0 Flt Permitted 0.992 0.981 0.999 Satd. Flow(perm) 0 1944 0 0 2117 0 0 2102 0 0 1898 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 0.84 0.84 0.84 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 55 60 10 48 4 76 113 8 2 73 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 115 0 0 62 0 0 197 0 0 75 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 No-Build(Generator Peak)PM Intersection Delay,s/veh 8.4 Intersection LOS A M��01�01 Wi I!,W1, Lane Configurations Traffic Vol,veh/h 0 51 55 8 38 3 61 90 6 2 61 0 Future Vol,veh/h 0 51 55 8 38 3 61 90 6 2 61 0 Peak Hour Factor 0.92 0.92 092 0.80 0.80 0.80 0.80 0.80 0.80 0.84 0.84 0.84 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 55 60 10 48 4 76 113 8 2 73 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8.1 8.9 8 HCM LOS A A A A Vol Left,% 39% 0% 16% 3% Vol Thru,% 57% 48% 78% 97% Vol Right,% 4% 52% 6% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 157 106 49 63 LT Vol 61 0 8 2 Through Vol 90 51 38 61 RT Vol 6 55 3 0 Lane Flow Rate 196 115 61 75 Geometry Grp 1 1 1 1 Degree of Util(X) 0.242 0.137 0.079 0.094 Departure Headway(Hd) 4.439 4.287 4.65 4.524 Convergence,Y/N Yes Yes Yes Yes Cap 811 838 771 793 Service Time 2.459 2.309 2.676 2.549 HCM Lane V/C Ratio 0.242 0.137 0.079 0.095 HCM Control Delay 8.9 8 8.1 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.9 0.5 0.3 0.3 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2U20 No-Build(Generator Peak)PM Lane Configurations Lane UUiFactor 1.00 1.00 1.00 1.00 1.00 1.00 At Protected 0.950 F|tPennittad 0.850 Travel Shared Lane Traffic Sign Control Free Free Stop 11111 Will W11111 Control Type: Unsignalized Intersection Capacity Utilization 628Y6 ICU Level ofS i B Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 No-Build PM (Generator PooN.oyn Pogo31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 13.1 II u Lane Configurations ' Traffic Vol,veh/h 836 106 0 506 99 0 Future Vol,veh/h 836 106 0 506 99 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 88 88 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 950 120 0 633 124 0 Conflicting Flow All 0 0 1070 0 1643 1010 Stage 1 - - - - 1010 - Stage 2 - - - - 633 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 659 - - 111 294 Stage 1 - - - - 355 - Stage 2 - - - - 533 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 659 - - 111 294 Mov Cap-2 Maneuver - - - - - 111 - Stage 1 - - - - 355 - Stage 2 - - - - 533 - N ffim HCM Control Delay,s 0 0 1934 HCM LOS F M W'110'01 i �Ii Capacity(veh/h) 111 - - 659 - HCM Lane V/C Ratio 1.115 - - - - HCM Control Delay(s) 193.4 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 7.7 - - 0 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 43 1250 106 15 452 0 4 3 25 38 2 8 Future Volume(vph) 43 1250 106 15 452 0 4 3 25 38 2 8 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.989 0.895 0.973 Flt Protected 0.998 0.998 0.989 0.961 Satd. Flow(prot) 0 3414 0 0 3417 0 0 1836 0 1954 0 0 Flt Permitted 0.998 0.998 0.989 0.961 Satd. Flow(perm) 0 3414 0 0 3417 0 0 1836 0 1954 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.83 0.83 0.83 0.81 0.81 0.81 0.80 0.80 0.80 0.85 0.85 0.92 Heavy Vehicles 0% 1% 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% Adj. Flow(vph) 52 1506 128 19 558 0 5 4 31 45 2 9 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1686 0 0 577 0 0 40 0 56 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 43 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations ' ' Traffic Vol,veh/h 43 1250 106 15 452 0 3 25 38 2 Future Vol,veh/h 43 1250 106 15 452 0 3 25 38 2 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 83 83 83 81 81 81 80 80 85 85 Heavy Vehicles,% 0 1 0 0 2 0 0 1 0 0 Mvmt Flow 52 1506 128 19 558 0 4 31 45 2 Conflicting Flow All 558 0 0 1634 0 0 1454 279 1993 817 Stage 1 - - - - - - 596 - 1674 - Stage 2 - - - - - - 858 - 319 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.92 7.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.5 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 3.31 3.5 3.3 Pet Cap-1 Maneuver 1023 - - 402 - - 93 721 -37 324 Stage 1 - - - - - - 462 - 101 - Stage 2 - - - - - - 322 - 673 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 1023 - - 402 - - 36 721 - 13' 324 Mov Cap-2 Maneuver - - - - - - 36 - - 13 - Stage 1 - - - - - - 162 - -35 Stage 2 - - - - - - 105 - 595 - N ffim HCM Control Delay,s 2.6 0.9 86.7 $ 1667.4 HCM LOS F F II 111 Ull � I 11111011111 I�� II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 1023 - - 81 402 - - 15 HCM Lane V/C Ratio 0.051 - - 0.494 0.046 - - 3.56 HCM Control Delay(s) 8.7 2.6 - 867 14.4 0.5 $1667.4 HCM Lane LOS A A - F B A - F HCM 95th%tile Q(veh) 0.2 - - 21 0.1 - - 7.5 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 5 34 1365 27 52 463 Future Volume(vph) 5 34 1365 27 52 463 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.882 0.997 Flt Protected 0.994 0.995 Satd. Flow(prot) 1801 0 3445 0 0 3408 Flt Permitted 0.994 0.995 Satd. Flow(perm) 1801 0 3445 0 0 3408 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.83 0.83 0.83 0.83 Heavy Vehicles 0% 2% 1% 0% 1% 2% Adj. Flow(vph) 6 43 1645 33 63 558 Shared Lane Traffic(%) Lane Group Flow(vph) 49 0 1678 0 0 621 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 1.6 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 5 34 1365 27 52 463 Future Vol,veh/h 5 34 1365 27 52 463 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 83 83 83 83 Heavy Vehicles,% 0 2 1 0 1 2 Mvmt Flow 6 43 1645 33 63 558 I Conflicting Flow All 2067 839 0 0 1678 0 Stage 1 1662 - - - - - Stage 2 405 - - - - - Critical Hdwy 6.8 6.94 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.21 - Pot Cap-1 Maneuver 48 309 - - 382 - Stage 1 143 - - - - - Stage 2 648 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 37 309 - - 382 - Mov Cap-2 Maneuver 37 - - - - - Stage 1 109 - - - - - Stage 2 648 - - - - - HCM Control Delay,s 37.4 0 31 HCM LOS E M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 159 382 - HCM Lane V/C Ratio - - 0.307 0.164 - HCM Control Delay(s) - - 37.4 163 1.6 HCM Lane LOS - - E C A HCM 95th%tile Q(veh) - - 1.2 0.6 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 8 18 1374 56 27 442 Future Volume(vph) 8 18 1374 56 27 442 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.906 0.994 Flt Protected 0.985 0.997 Satd. Flow(prot) 1865 0 3436 0 0 3413 Flt Permitted 0.985 0.997 Satd. Flow(perm) 1865 0 3436 0 0 3413 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.82 0.82 0.80 0.80 Heavy Vehicles 0% 0% 1% 0% 1% 2% Adj. Flow(vph) 10 23 1676 68 34 553 Shared Lane Traffic(%) Lane Group Flow(vph) 33 0 1744 0 0 587 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 1.2 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 8 18 1374 56 27 442 Future Vol,veh/h 8 18 1374 56 27 442 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 82 82 80 80 Heavy Vehicles,% 0 0 1 0 1 2 Mvmt Flow 10 23 1676 68 34 553 I Conflicting Flow All 2055 872 0 0 1744 0 Stage 1 1710 - - - - - Stage 2 345 - - - - - Critical Hdwy 6.8 6.9 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.21 - Pot Cap-1 Maneuver 49 298 - - 361 - Stage 1 134 - - - - - Stage 2 694 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 42 298 - - 361 - Mov Cap-2 Maneuver 42 - - - - - Stage 1 116 - - - - - Stage 2 694 - - - - - HCM Control Delay,s 54.6 0 19 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 104 361 - HCM Lane V/C Ratio - - 0.313 0.093 - HCM Control Delay(s) - - 54.6 16 1 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 1.2 03 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings 2026 No-Build(Generator Peak)PM t Lane Configurations 0 Traffic Volume(vph) 1319 15 37 413 8 110 Future Volume(vph) 1319 15 37 413 8 110 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.998 0.874 Flt Protected 0.996 0.997 Satd. Flow(prot) 3449 0 0 3413 1821 0 Flt Permitted 0.996 0.997 Satd. Flow(perm) 3449 0 0 3413 1821 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.83 0.83 0.81 0.81 0.80 0.80 Heavy Vehicles 1% 0% 0% 2% 0% 0% Adj. Flow(vph) 1589 18 46 510 10 138 Shared Lane Traffic(%) Lane Group Flow(vph) 1607 0 0 556 148 0 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 No-Build(Generator Peak)PM Int Delay,s/veh 3.2 M��u Lane Configurations 0 Traffic Vol,veh/h 1319 15 37 413 8 110 Future Vol,veh/h 1319 15 37 413 8 110 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 83 83 81 81 80 80 Heavy Vehicles,% 1 0 0 2 0 0 Mvmt Flow 1589 18 46 510 10 138 Conflicting Flow All 0 0 1607 0 1945 804 Stage 1 - - - - 1598 - Stage 2 - - - - 347 - Critical Hdwy - - 4.1 - 68 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 412 - 58 330 Stage 1 - - - - 154 - Stage 2 - - - - 693 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 412 - 49 330 Mov Cap-2 Maneuver - - - - 49 - Stage 1 - - - - 130 - Stage 2 - - - - 693 - N ffim HCM Control Delay,s 0 2.1 42 HCM LOS E M Capacity(veh/h) - - 238 412 - HCM Lane V/C Ratio - - 0.62 0.111 - HCM Control Delay(s) - - 42 148 1 HCM Lane LOS - - E B A HCM 95th%tile Q(veh) - - 3.7 0.4 - North Andover Redevelopment-RJS Langan 140182701 -2026 No-Build PM (Generator Peak).syn Page 40 Appendix E Capacity Analysis - 2026 Build Traffic Conditions LA/VfiA /V 2026 Build A.M. (Roadway Peak-Hour) LA/VfiA /V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM f Lane Configurations ' ' Traffic Volume(vph) 50 900 162 421 1457 135 75 17 30 74 8 0 Future Volume(vph) 50 900 162 421 1457 135 75 17 30 74 8 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.969 0.957 Satd. Flow(prot) 1787 3505 1599 1736 3539 1568 1603 1675 1538 0 1747 0 Flt Permitted 0.950 0.950 0.950 0.969 0.957 Satd. Flow(perm) 1787 3505 1599 1736 3539 1568 1603 1675 1538 0 1747 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.86 0.86 0.86 0.80 0.80 0.80 Heavy Vehicles(%) 1%0 3% 1% 4% 2% 3% 7% 0% 5% 3% 14% 2% Adj. Flow(vph) 52 928 167 439 1518 141 87 20 35 93 10 0 Shared Lane Traffic(%) 39% Lane Group Flow(vph) 52 928 167 439 1518 141 53 54 35 0 103 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 26.0 32.0 41.0 16.0 16.0 16.0 16.0 Total Split(%) 18.9% 28.9% 35.6% 45.6% 17.8% 17.8% 17.8% 17.8% Maximum Green(s) 10.0 19.0 25.0 34.0 10.0 10.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 8.7 20.1 80.6 23.4 44.1 80.6 8.5 8.5 80.6 9.1 Actuated g/C Ratio 0.11 0.25 1.00 0.29 0.55 1.00 0.11 0.11 1.00 0.11 v/c Ratio 0.27 1.06 010 0.87 0.78 0.09 0.32 0.31 0.02 0.53 Control Delay 40.6 82.4 0.1 49.9 28.2 0.1 42.5 42.1 0.0 48.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 82.4 0.1 49.9 28.2 0.1 42.5 42.1 0.0 48.0 LOS D F A D C A D D A D Approach Delay 68.5 30.8 31.9 48.0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM f Approach LOS E C C D Queue Length 50th(ft) 27 -341 0 235 -518 0 29 30 0 55 Queue Length 95th(ft) 63 #472 0 #418 #668 0 64 65 0 95 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 235 876 1599 570 1934 1568 210 220 1538 230 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 1.06 0.10 0.77 0.78 0.09 0.25 0.25 0.02 0.45 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:80.6 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay:43.8 Intersection LOS: D Intersection Capacity Utilization76.1% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 2; '0 04 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 27 1516 1039 5 1 60 Future Volume(vph) 27 1516 1039 5 1 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.867 FIt Protected 0.950 0.999 Satd. Flow(prot) 1787 3539 3505 1723 1847 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1787 3539 3505 1723 1847 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 5 75 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.96 0.96 0.95 0.95 0.80 0.80 Heavy Vehicles 1% 2% 3% 0% 1% 1% Adj. Flow(vph) 28 1579 1094 5 1 75 Shared Lane Traffic(%) Lane Group Flow(vph) 28 1579 1094 5 76 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 16.0 64.0 48.0 26.0 Total Split(%) 17.8% 71.1% 53.3% 28.9% Maximum Green(s) 10.0 56.0 40.0 20.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None Min Min None Act Effct Green(s) 8.4 56.6 51.4 64.6 8.4 Actuated g/C Ratio 0.12 0.78 0.71 0.89 0.12 v/c Ratio 0.14 0.57 0.44 0.00 0.27 Control Delay 34.1 5.9 8.6 2.0 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 5.9 8.6 2.0 11.8 LOS C A A A B North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM I , Approach Delay 6.4 8.6 11.8 Approach LOS A A B Queue Length 50th(ft) 14 166 93 0 1 Queue Length 95th(ft) 36 220 231 2 29 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 256 2753 2375 1480 584 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.11 0.57 0.46 0.00 0.13 111111 Area Type Other Cycle Length:90 Actuated Cycle Length:72.8 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.57 Intersection Signal Delay:7.4 Intersection LOS:A Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1123 Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park r 05 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM t Lane Configurations Traffic Volume(vph) 436 0 678 626 302 1235 Future Volume(vph) 436 0 678 626 302 1235 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3335 0 3574 1583 3400 1583 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3335 0 3574 1583 3400 1583 Right Turn on Red Yes Yes Satd. Flow(RTOR) 711 633 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.82 0.82 0.88 0.88 0.95 0.95 Heavy Vehicles 5% 3% 1% 2% 3% 2% Adj. Flow(vph) 532 0 770 711 318 1300 Shared Lane Traffic(%) Lane Group Flow(vph) 532 0 770 711 318 1300 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 27.0 38.0 25.0 Total Split(%) 30.0% 42.2% 27.8% Maximum Green(s) 21.0 32.0 19.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min None Act Effct Green(s) 15.7 20.4 67.6 12.8 67.6 Actuated g/C Ratio 0.23 0.30 1.00 0.19 1.00 v/c Ratio 0.69 0.71 0.45 0.49 0.82 Control Delay 29.9 25.5 0.9 29.1 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.9 25.5 0.9 29.1 5.1 LOS C C A C A Approach Delay 29.9 13.7 9.8 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Approach LOS C B A Queue Length 50th(ft) 101 144 0 60 0 Queue Length 95th(ft) 167 233 0 119 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1069 1747 1583 987 1583 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 0.50 0.44 0.45 0.32 0.82 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:67.6 Natural Cycle:55 Control Type:Actuated-Uncoordinated Maximum u/c Ratio:0.82 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization53.1% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID:0667 Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 08 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 6 4: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- [8Des Volumes, Timings 2U28 Build(Roadway Peak)AN \ -�/0- - 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP 011 Lane Configurations +T *1� 1� *T+ r Frt 0.850 0.947 0.987 0.850 Flow Flow Right Turn on Red Yes Yes Yes Yes 8atd Flow Peak Hour Factor 0.42 042 0.42 0.80 0.80 0.80 0.85 0.95 0.85 0.85 0.85 0.85 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 O 2 2 Detector Phase 3 3 3 3 3 1 O 2 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min C-Min Control Delay 387 142 09 43 31 58 OO Total Delay 397 142 09 43 31 58 OO DelayApproach 17.6 08 32 5.8 Queue Length 50th(ft) S O O 3 57 100 O North Andover Redevelopment'RJS Langan 140182701 '2026 Build AM(Roadway PooN.oyn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP I011 Queue Length 95th(ft) 13 0 0 10 1,00 124 m0 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 408 545 539 341 1445 2500 1260 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.20 0.04 0.11 0.34 0.74 0.01 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green, Master Intersection Natural Cycle:65 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 Intersection Signal Delay:5.8 Intersection LOS:A Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID: 1168 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway t06 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 8 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations ' 4 +T r Traffic Volume(vph) 2 616 291 127 1733 0 437 1 75 1 0 0 Future Volume(vph) 2 616 291 127 1733 0 437 1 75 1 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.997 0.952 0.950 Satd. Flow(prot) 0 3421 1794 0 3406 0 0 2050 1760 0 2046 0 Flt Permitted 0.827 0.778 0.727 0.193 Satd. Flow(perm) 0 2830 1794 0 2658 0 0 1565 1760 0 416 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 242 136 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.91 0.91 091 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 4% 2% 0% 0% 0% 4% 0% 0% 0% Adj. Flow(vph) 2 677 320 138 1884 0 546 1 94 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 679 320 0 2022 0 0 547 94 0 1 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 35.0 72.0 35.0 25.0 72.0 25.0 Actuated g/C Ratio 0.49 1.00 0.49 035 1.00 0.35 v/c Ratio 0.49 0.18 1.57 1.01 0.05 0.01 Control Delay 14.1 0.2 279.4 67.1 0.1 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 0.2 279.4 67.1 0.1 16.0 LOS B A F E A B North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 9 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Approach Delay 9.6 279.4 57.3 16.0 Approach LOS A F E B Queue Length 50th(ft) 101 0 -684 -242 0 0 Queue Length 95th(ft) 145 0 #818 #362 0 3 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1375 1794 1292 543 1760 144 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.18 1.57 1.01 0.05 0.01 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:72 Natural Cycle: 150 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.57 Intersection Signal Delay: 166.9 Intersection LOS: F Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) '00.2, '04 06 t08 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 10 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 526 34 60 449 1019 1084 Future Volume(vph) 526 34 60 449 1019 1084 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.994 Satd. Flow(prot) 3351 1794 0 3351 3539 1812 FIt Permitted 0.950 0.701 Satd. Flow(perm) 3351 1794 0 2363 3539 1812 Right Turn on Red Yes Yes Satd. Flow(RTOR) 38 651 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.87 0.87 0.95 0.95 Heavy Vehicles 1% 2% 0% 4% 2% 1% Adj. Flow(vph) 584 38 69 516 1073 1141 Shared Lane Traffic(%) Lane Group Flow(vph) 584 38 0 585 1073 1141 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 14.4 48.0 21.1 21.1 48.0 Actuated g/C Ratio 0.30 1.00 0.44 0.44 1.00 v/c Ratio 0.58 0.02 0.56 0.69 0.63 Control Delay 17.5 0.0 12.8 13.8 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.5 0.0 12.8 13.8 1.7 LOS B A B B A North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 11 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Approach Delay 16.4 12.8 7.6 Approach LOS B B A Queue Length 50th(ft) 66 0 56 111 0 Queue Length 95th(ft) 135 0 112 210 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1819 1794 1539 2306 1812 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.32 0.02 0.38 0.47 0.63 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:48 Natural Cycle:40 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.69 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 6:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 12 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 55 5 4 353 1953 38 Future Volume(vph) 55 5 4 353 1953 38 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.987 0.850 Flt Protected 0.956 0.999 Satd. Flow(prot) 2671 0 0 3260 3455 1020 Flt Permitted 0.956 0.932 Satd. Flow(perm) 2671 0 0 3042 3455 1020 Right Turn on Red Yes Yes Satd. Flow(RTOR) 10 33 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.42 0.42 0.96 0.96 0.92 0.92 Heavy Vehicles(%) 33% 0% 0% 7% 1% 53% Adj. Flow(vph) 131 12 4 368 2123 41 Shared Lane Traffic(%) Lane Group Flow(vph) 143 0 0 372 2123 41 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 27.0 12.0 63.0 51.0 51.0 Total Split(%) 30.0% 13.3% 70.0% 56.7% 56.7% Maximum Green(s) 22.0 7.0 58.0 46.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 9.5 70.5 70.5 70.5 Actuated g/C Ratio 0.11 0.78 0.78 0.78 v/c Ratio 0.49 0.16 0.78 0.05 Control Delay 41.0 2.6 8.5 1.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.0 2.6 8.5 1.3 LOS D A A A Approach Delay 41.0 2.6 8.4 Approach LOS D A A Queue Length 50th(ft) 37 19 261 1 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 13 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Queue Length 95th(ft) 27 35 432 8 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 660 2384 2708 806 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.22 0.16 0.78 0.05 1�OWNS Mr,I Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:62(69%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:75 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.78 Intersection Signal Delay:9.3 Intersection LOS:A Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0532 Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 u t06 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 4 11 33 339 1772 171 Future Volume(vph) 4 11 33 339 1772 171 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.901 0.987 Flt Protected 0.987 0.996 Satd. Flow(prot) 1633 0 0 3240 3531 0 Flt Permitted 0.987 0.996 Satd. Flow(perm) 1633 0 0 3240 3531 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.90 0.90 0.89 0.89 Heavy Vehicles 0% 0% 0% 8% 1% 0% Adj. Flow(vph) 5 14 37 377 1991 192 Shared Lane Traffic(%) Lane Group Flow(vph) 19 0 0 414 2183 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 Build(Roadway Peak)AM 1111111 Int Delay,s/veh 1.1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 4 11 33 339 1772 171 Future Vol,veh/h 4 11 33 339 1772 171 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 90 90 89 89 Heavy Vehicles,% 0 0 0 8 1 0 Mvmt Flow 5 14 37 377 1991 192 MW Conflicting Flow All 2350 1092 2183 0 - 0 Stage 1 2087 - - - - - Stage 2 263 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 31 213 247 - - - Stage 1 83 - - - - - Stage 2 763 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 25 213 247 - - - Mov Cap-2 Maneuver 25 - - - - - Stage 1 67 - - - - - Stage 2 763 - - - - - N ffim HCM Control Delay,s 73 3.5 0 HCM LOS F MWjjI i �Ii Capacity(veh/h) 247 - 71 - - HCM Lane V/C Ratio 0.148 - 0.264 - - HCM Control Delay(s) 22.1 1.7 73 - - HCM Lane LOS C A F - - HCM 95th%tile Q(veh) 0.5 - 0.9 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 11 26 87 379 1730 46 Future Volume(vph) 11 26 87 379 1730 46 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.905 0.996 Flt Protected 0.985 0.991 Satd. Flow(prot) 1920 0 0 3247 3409 0 Flt Permitted 0.985 0.991 Satd. Flow(perm) 1920 0 0 3247 3409 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.86 0.86 Heavy Vehicles 0% 0% 0% 8% 2% 0% Adj. Flow(vph) 14 33 98 426 2012 53 Shared Lane Traffic(%) Lane Group Flow(vph) 47 0 0 524 2065 0 Sign Control Stop Free Free 1111101,111, Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 Build(Roadway Peak)AM 1111111 Int Delay,s/veh 7.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T+ 0 Traffic Vol,veh/h 11 26 87 379 1730 46 Future Vol,veh/h 11 26 87 379 1730 46 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 86 86 Heavy Vehicles,% 0 0 0 8 2 0 Mvmt Flow 14 33 98 426 2012 53 MW Conflicting Flow All 2448 1033 2065 0 - 0 Stage 1 2039 - - - - - Stage 2 409 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 26 233 274 - - - Stage 1 89 - - - - - Stage 2 645 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 14 233 274 - - - Mov Cap-2 Maneuver 14 - - - - - Stage 1 47 - - - - - Stage 2 645 - - - - - N ffim HCM Control Delay,s$334.7 8 0 HCM LOS F MWJJI i �Ii Capacity(veh/h) 274 - 41 - - HCM Lane V/C Ratio 0.357 - 1.128 - - HCM Control Delay(s) 25.3 4.1$334.7 - - HCM Lane LOS D A F - - HCM 95th%tile Q(veh) 1.6 - 4.5 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 23 22 39 497 1735 42 Future Volume(vph) 23 22 39 497 1735 42 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 1663 1417 1776 3539 3421 1606 Flt Permitted 0.950 0.950 Satd. Flow(perm) 1663 1417 1776 3539 3421 1606 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Confl. Peds. (#/hr) 30 Peak Hour Factor 0.80 0.80 0.88 0.88 0.88 0.88 Heavy Vehicles 23% 14% 5% 2% 2% 14% Adj. Flow(vph) 29 28 44 565 1972 48 Shared Lane Traffic(%) Lane Group Flow(vph) 29 28 44 565 1972 48 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 Build(Roadway Peak)AM 1111111 Int Delay,s/veh 7.9 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 23 22 39 497 1735 42 Future Vol,veh/h 23 22 39 497 1735 42 Conflicting Peds,#/hr 30 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 88 88 88 88 Heavy Vehicles,% 23 14 5 2 2 14 Mvmt Flow 29 28 44 565 1972 48 MW Conflicting Flow All 2373 986 1972 0 - 0 Stage 1 1972 - - - - - Stage 2 401 - - - - - Critical Hdwy 7.26 7.18 4.2 - - - Critical Hdwy Stg 1 6.26 - - - - - Critical Hdwy Stg 2 6.26 - - - - - Follow-up Hdwy 3.73 3.44 2.25 - - - Pet Cap-1 Maneuver -22 226 279 - - - Stage 1 73 - - - - - Stage 2 587 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver - 19 226 279 - - - Mov Cap-2 Maneuver - 19 - - - - - Stage 1 61 - - - - - Stage 2 587 - - - - - N ffim HCM Control Delay,s$362.5 1.5 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 279 - 19 226 - - HCM Lane V/C Ratio 0.159 - 1.513 0.122 - - HCM Control Delay(s) 20.3 $687.2 231 - - HCM Lane LOS C - F C - - HCM 95th%tile Q(veh) 0.6 - 3.9 04 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 4 454 231 370 671 6 237 9 290 6 12 1 Future Volume(vph) 4 454 231 370 671 6 237 9 290 6 12 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.994 FIt Protected 0.950 0.954 0.984 Satd. Flow(prot) 0 1801 1531 1728 1798 0 0 1795 1599 0 1843 0 FIt Permitted 0.994 0.267 0.716 0.888 Satd. Flow(perm) 0 1790 1531 486 1798 0 0 1347 1599 0 1663 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 162 1 326 1 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.87 0.87 0.87 0.93 0.93 0.93 0.89 0.89 0.89 0.80 0.80 0.80 Heavy Vehicles 0% 2% 2% 1% 2% 6% 1% 0% 1% 0% 13% 67% Adj. Flow(vph) 5 522 266 398 722 6 266 10 326 8 15 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 527 266 398 728 0 0 276 326 0 24 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 30.3 30.3 40.5 45.5 18.3 18.3 18.3 Actuated g/C Ratio 0.41 0.41 0.55 0.61 0.25 0.25 0.25 v/c Ratio 0.72 0.37 0.91 0.66 0.83 0.51 0.06 Control Delay 24.8 7.7 38.9 12.9 50.6 6.3 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 7.7 38.9 12.9 50.6 6.3 22.6 LOS C A D B D A C North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Approach Delay 19.1 22.1 26.6 22.6 Approach LOS B C C C Queue Length 50th(ft) 202 30 86 204 130 0 9 Queue Length 95th(ft) 297 73 #246 316 #254 58 24 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 862 821 436 1238 370 676 458 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.32 0.91 0.59 0.75 0.48 0.05 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:74 Natural Cycle:65 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.91 Intersection Signal Delay:22.2 Intersection LOS:C Intersection Capacity Utilization 92.6% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Main Street/North Main Street&Sutton Street I 'A TOO T "2- 0 O 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations +T 1� Traffic Volume(vph) 271 30 40 295 304 327 Future Volume(vph) 271 30 40 295 304 327 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.930 FIt Protected 0.950 0.994 Satd. Flow(prot) 1770 1568 0 2039 1848 0 FIt Permitted 0.950 0.994 Satd. Flow(perm) 1770 1568 0 2039 1848 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.90 0.90 0.97 0.97 0.95 0.95 Heavy Vehicles 2% 3% 1% 2% 2% 2% Adj. Flow(vph) 301 33 41 304 320 344 Shared Lane Traffic(%) Lane Group Flow(vph) 301 33 0 345 664 0 Sign Control Stop Free Free �I�NO I 1611)1" NMI�ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 20.8 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T Traffic Vol,veh/h 271 30 40 295 304 327 Future Vol,veh/h 271 30 40 295 304 327 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 90 90 97 97 95 95 Heavy Vehicles,% 2 3 1 2 2 2 Mvmt Flow 301 33 41 304 320 344 MW Conflicting Flow All 878 492 664 0 - 0 Stage 1 492 - - - - - Stage 2 386 - - - - - Critical Hdwy 6.42 6.23 4.11 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.209 - - - Pet Cap-1 Maneuver 318 575 930 - - - Stage 1 615 - - - - - Stage 2 687 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —301 575 930 - - - Mov Cap-2 Maneuver —301 - - - - - Stage 1 582 - - - - - Stage 2 687 - - - - - N ffim HCM Control Delay,s 82.5 1.1 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 930 - 301 575 - - HCM Lane V/C Ratio 0.044 - 1 0.058 - - HCM Control Delay(s) 9.1 0 90.4 116 - - HCM Lane LOS A A F B - - HCM 95th%tile Q(veh) 0.1 - 10.6 02 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 1 3 6 1 0 155 1 350 1 354 615 0 Future Volume(vph) 1 3 6 1 0 155 1 350 1 354 615 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.921 0.866 Flt Protected 0.996 0.982 Satd. Flow(prot) 0 1801 0 0 1605 0 0 1906 0 0 1883 0 Flt Permitted 0.996 0.982 Satd. Flow(perm) 0 1801 0 0 1605 0 0 1906 0 0 1883 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.83 0.83 0.83 0.94 0.94 0.94 0.80 0.80 0.80 0.86 0.86 0.86 Heavy Vehicles 0% 0% 0% 0% 0% 6% 0% 3% 0% 3% 2% 0% Adj. Flow(vph) 1 4 7 1 0 165 1 438 1 412 715 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 12 0 0 166 0 0 440 0 0 1127 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 90.3% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 Build(Roadway Peak)AM 1111111 Int Delay,s/veh 4.5 II a II al �Jlll i i u i W" 1111il NJ WIffir IIIIIINVOWN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 1 3 6 1 0 155 1 350 1 354 615 0 Future Vol,veh/h 1 3 6 1 0 155 1 350 1 354 615 0 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 83 83 94 94 94 80 80 80 86 86 86 Heavy Vehicles,% 0 0 0 0 0 6 0 3 0 3 2 0 Mvmt Flow 1 4 7 1 0 165 1 438 1 412 715 0 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2062 1980 715 1986 1980 439 715 0 0 439 0 0 Stage 1 1539 1539 - 441 441 - - - - - - - Stage 2 523 441 - 1545 1539 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.26 4.1 - - 4.13 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.354 2.2 - - 2.227 - - Pot Cap-1 Maneuver 41 62 434 46 62 610 895 - - 1116 - - Stage 1 146 179 - 599 580 - - - - - - - Stage 2 541 580 - 145 179 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver 15 24 434 21 24 610 895 - - 1116 - - Mov Cap-2 Maneuver 15 24 - 21 24 - - - - - - - Stage 1 146 69 - 598 579 - - - - - - Stage 2 394 579 - 52 69 - - - - - - - N ffim HCM Control Delay,s 100.9 15.2 0 3.7 HCM LOS F C II WjjI W/ 14001111W � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 895 - - 49 517 1116 - - HCM Lane V/C Ratio 0.001 - - 0.246 0.321 0.369 - - HCM Control Delay(s) 9 0 - 100.9 15.2 10.1 ; 0 - HCM Lane LOS A A - F C B A - HCM 95th%tile Q(veh) 0 - - 0.8 1.4 1.7 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 0 513 0 135 909 0 0 7 49 0 0 1 Future Volume(vph) 0 513 0 135 909 0 0 7 49 0 0 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.882 0.865 Flt Protected 0.994 Satd. Flow(prot) 0 2111 0 0 1932 0 0 1788 0 0 1479 0 Flt Permitted 0.994 Satd. Flow(perm) 0 2111 0 0 1932 0 0 1788 0 0 1479 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.81 0.81 0.81 0.91 0.91 0.91 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 2% 0% 1% 1% 2% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 633 0 148 999 0 0 9 61 0 0 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 633 0 0 1147 0 0 70 0 0 1 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 95.7% ICU Level of Service F Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 1.9 II a II al �Jlll i i u i 1111111110 W" 1111il a ii WIffir IIIIIIW WN Mr, i i i i i y ui y i ui Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 513 0 1`35 909 0 0 7 49 0 0 1 Future Vol,veh/h 0 513 0 135 909 0 0 7 49 0 0 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 91 91 91 80 80 80 80 80 80 Heavy Vehicles,% 0 2 0 1 1 2 0 0 0 0 0 0 Mvmt Flow 0 633 0 148 999 0 0 9 61 0 0 1 Conflicting Flow All 999 0 - 633 0 0 1929 1928 633 1963 1928 999 Stage 1 - - - - - - 633 633 - 1295 1295 - Stage 2 - - - - - - 1296 1295 - 668 633 - Critical Hdwy 4.1 - - 411 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 701 - 0 955 - - 51 ; 67 483 48 67 298 Stage 1 - - 0 - - - 471 476 - 202 235 - Stage 2 - - 0 - - - 201 235 - 451 476 - Platoon blocked,% - - - Mov Cap-1 Maneuver 701 - - 955 - - 37 44 483 26 44 298 Mov Cap-2 Maneuver - - - - - - 37 44 - 26 44 - Stage 1 - - - - - - 471 476 - 202' 153 - Stage 2 - - - - - - 131 153 - 387 476 - N ffim HCM Control Delay,s 0 1.2 29.6 17.1 HCM LOS D C II WIWI i Capacity(veh/h) 215 701 - 955 - - 298 HCM Lane V/C Ratio 0.326 - - 0.155 - - 0.004 HCM Control Delay(s) 29.6 0 - 95 0 - 17.1 HCM Lane LOS D A - A A - C HCM 95th%tile Q(veh) 1.3 0 - 05 - - 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM Lane Configurations Traffic Volume(vph) 0 32 81 10 53 3 30 53 3 2 133 0 Future Volume(vph) 0 32 81 10 53 3 30 53 3 2 133 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.904 0.993 0.995 Flt Protected 0.992 0.983 0.999 Satd. Flow(prot) 0 1889 0 0 2121 0 0 2106 0 0 1880 0 Flt Permitted 0.992 0.983 0.999 Satd. Flow(perm) 0 1889 0 0 2121 0 0 2106 0 0 1880 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.81 0.81 0.81 0.80 0.80 0.80 0.80 0.80 0.80 0.91 0.91 0.91 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% Adj. Flow(vph) 0 40 100 13 66 4 38 66 4 2 146 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 140 0 0 83 0 0 108 0 0 148 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 Build(Roadway Peak)AM 11111111Mr, Intersection Delay,s/veh 8.3 Intersection LOS A M��01�01�� *11 1!,W1, Lane Configurations Traffic Vol,veh/h 0 32 81 10 53 3 30 53 3 2 133 0 Future Vol,veh/h 0 32 81 10 53 3 30 53 3 2 133 0 Peak Hour Factor 0.81 0.81 081 0.80 0.80 0.80 0.80 0.80 0.80 0.91 0.91 0.91 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 1 0 Mvmt Flow 0 40 100 13 66 4 38 66 4 2 146 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8.2 8.4 8.6 HCM LOS A A A A Vol Left,% 35% 0% 15% 1% Vol Thru,% 62% 28% 80% 99% Vol Right,% 3% 72% 5% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 86 113 66 135 LT Vol 30 0 10 2 Through Vol 53 32 53 133 RT Vol 3 81 3 0 Lane Flow Rate 108 140 82 148 Geometry Grp 1 1 1 1 Degree of Util(X) 0.138 0.161 0.107 0.186 Departure Headway(Hd) 4.613 4.165 4.653 4.521 Convergence,Y/N Yes Yes Yes Yes Cap 777 861 771 794 Service Time 2.642 2.191 2.681 2.55 HCM Lane V/C Ratio 0.139 0.163 0.106 0.186 HCM Control Delay 8.4 8 8.2 8.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.6 0.4 0.7 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM i Lane Configurations ' Traffic Volume(vph) 513 113 0 910 83 0 Future Volume(vph) 513 113 0 910 83 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 At Protected 0.950 Satd. Flow(prot) 1825 0 0 1881 1805 0 Flt Permitted 0.950 Satd. Flow(perm) 1825 0 0 1881 1805 0 Link Speed(mph) 30 30 30 Link Distance(ft) 1208 243 255 Travel Time(s) 27.5 5.5 5.8 Peak Hour Factor 0.81 0.81 091 0.91 0.80 0.80 Heavy Vehicles(%) 2% 0% 0% 1% 0% 0% Adj. Flow(vph) 633 140 0 1000 104 0 Shared Lane Traffic(%) Lane Group Flow(vph) 773 0 0 1000 104 0 Sign Control Free Free Stop 11111 Will W11111 Area Type: Other Control Type: Unsignalzed Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 9.5 II u Lane Configurations ' Traffic Vol,veh/h 513 113 0 910 83 0 Future Vol,veh/h 513 113 0 910 83 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 81 81 91 91 80 80 Heavy Vehicles,% 2 0 0 1 0 0 Mvmt Flow 633 140 0 1000 104 0 Conflicting Flow All 0 0 773 0 1703 703 Stage 1 - - - - 703 - Stage 2 - - - - 1000 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 851 - - 102 441 Stage 1 - - - - 495 - Stage 2 - - - - 359 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 851 - - 102 441 Mov Cap-2 Maneuver - - - - - 102 - Stage 1 - - - - 495 - Stage 2 - - - - 359 - N ffim HCM Control Delay,s 0 0 1713 HCM LOS F M W'110'01 i �Ii Capacity(veh/h) 102 - - 851 - HCM Lane V/C Ratio 1.017 - - - - HCM Control Delay(s) 171.3 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 6.3 - - 0 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 30 495 30 7 1950 1 4 5 50 91 1 16 Future Volume(vph) 30 495 30 7 1950 1 4 5 50 91 1 16 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.0© 1.00 1.00 Frt 0.992 0.886 0.979 Flt Protected 0.997 0.992 0.960 Satd. Flow(prot) 0 3239 0 0 3419 0 0 1780 0 1910 0 0 Flt Permitted 0.997 0.992 0.960 Satd. Flow(perm) 0 3239 0 0 3419 0 0 1780 0 1910 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.92 0.92 0.92 0.87 0.87 0.87 0.82 0.82 0.82 0.90 0.90 0.90 Heavy Vehicles 4% 7% 2% 24% 2% 0% 0% 8% 3% 3% 0% 2% Adj. Flow(vph) 33 538 33 8 2241 1 5 6 61 101 1 18 Shared Lane Traffic(%) Lane Group Flow(vph) 0 604 0 0 2250 0 0 72 0 120 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 Build(Roadway Peak)AM 1111111 Int Delay,s/veh 112.3 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations + +M Y Y Traffic Vol,veh/h 30 495 30 7 1950 1 5 50 91 1 Future Vol,veh/h 30 495 30 7 1950 1 5 50 91 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 92 92 92 87 87 87 82 82 90 90 Heavy Vehicles,% 4 7 2 24 2 0 8 3 3 0 Mvmt Flow 33 538 33 8 2241 1 6 61 101 1 Conflicting Flow All 2242 0 0 571 0 0 2594 1121 1761 286 Stage 1 - - - - - - 2258 - 621 - Stage 2 - - - - - - 336 - 1140 - Critical Hdwy 4.18 - - 458 - - 7.5 6.96 7.56 6.94 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.56 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.56 - Follow-up Hdwy 2.24 - - 2.44 - - 3.5 3.33 3.53 3.32 Pet Cap-1 Maneuver 221 - - 861 - - 13 199 -53 711 Stage 1 - - - - - - 43 - 439 - Stage 2 - - - - - - 657 - 212 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 221 - - 861 - - 10 199 - 17 711 Mov Cap-2 Maneuver - - - - - - 10 - - 17 - Stage 1 - - - - - - 34; - 342' Stage 2 - - - - - - 498 - 134 - N ffim HCM Control Delay,s 3.4 0 $372.4 $2608.7 HCM LOS F F II 111 Ull � I 11111011111 I�� II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 221 - - 53 861 - - 20 HCM Lane V/C Ratio 0.148 - - 1.358 0.009 - - 5.944 HCM Control Delay(s) 24.1 2.4 $372.4 9.2 0 $2608.7 HCM Lane LOS C A - F A A - F HCM 95th%tile Q(veh) 0.5 - - 65 0 - - 15.3 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM t Lane Configurations Y 0 Traffic Volume(vph) 13 72 483 2 27 2065 Future Volume(vph) 13 72 483 2 27 2065 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.885 0.999 Flt Protected 0.993 0.999 Satd. Flow(prot) 1806 0 3170 0 0 3385 Flt Permitted 0.993 0.999 Satd. Flow(perm) 1806 0 3170 0 0 3385 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.92 0.92 0.88 0.88 Heavy Vehicles 0% 2% 10% 0% 2% 3% Adj. Flow(vph) 16 90 525 2 31 2347 Shared Lane Traffic(%) Lane Group Flow(vph) 106 0 527 0 0 2378 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 0.9 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 13 72 483 2 27 2065 Future Vol,veh/h 13 72 483 2 27 2065 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 92 92 88 88 Heavy Vehicles,% 0 2 10 0 2 3 Mvmt Flow 16 90 525 2 31 2347 I Conflicting Flow All 1762 264 0 0 527 0 Stage 1 526 - - - - - Stage 2 1236 - - - - - Critical Hdwy 6.8 6.94 - - 4.14 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.22 - Pot Cap-1 Maneuver 77 734 - - 1036 - Stage 1 563 - - - - - Stage 2 241 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 77 734 - - 1036 - Mov Cap-2 Maneuver 77 - - - - - Stage 1 563 - - - - - Stage 2 241 - - - - - HCM Control Delay,s 21.9 0 01 HCM LOS C M 1 Jl yll U I 111101111 I'� Ill I� ' °�' a �"�' Capacity(veh/h) - - 318 1036 - HCM Lane V/C Ratio - - 0.334 0.03 - HCM Control Delay(s) - - 21.9 86 0 HCM Lane LOS - - C A A HCM 95th%tile Q(veh) - - 1.4 0.1 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM t Lane Configurations Traffic Volume(vph) 62 35 450 9 18 2056 Future Volume(vph) 62 35 450 9 18 2056 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.951 0.997 Flt Protected 0.969 Satd. Flow(prot) 1926 0 3169 0 0 3386 Flt Permitted 0.969 Satd. Flow(perm) 1926 0 3169 0 0 3386 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.94 0.94 0.91 0.91 Heavy Vehicles 0% 0% 10% 0% 10% 3% Adj. Flow(vph) 78 44 479 10 20 2259 Shared Lane Traffic(%) Lane Group Flow(vph) 122 0 489 0 0 2279 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 Build(Roadway Peak)AM 11111111Mr, Int Delay,s/veh 5.1 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 62 35 450 9 18 2056 Future Vol,veh/h 62 35 450 9 18 2056 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 94 94 91 91 Heavy Vehicles,% 0 0 10 0 10 3 Mvmt Flow 78 44 479 10 20 2259 I Conflicting Flow All 1654 245 0 0 489 0 Stage 1 484 - - - - - Stage 2 1170 - - - - - Critical Hdwy 6.8 6.9 - - 4.3 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.3 - Pot Cap-1 Maneuver 91 762 - - 1016 - Stage 1 591 - - - - - Stage 2 261 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 91 762 - - 1016 - Mov Cap-2 Maneuver 91 - - - - - Stage 1 591 - - - - - Stage 2 261 - - - - - HCM Control Delay,s 119.4 0 01 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 133 1016 - HCM Lane V/C Ratio - - 0.912 0.019 - HCM Control Delay(s) - - 119.4 86 0 HCM Lane LOS - - F A A HCM 95th%tile Q(veh) - - 6 0.1 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)AM t Lane Configurations 0 Traffic Volume(vph) 395 11 162 1959 17 63 Future Volume(vph) 395 11 162 1959 17 63 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.996 0.894 Flt Protected 0.996 0.989 Satd. Flow(prot) 3214 0 0 3413 1833 0 Flt Permitted 0.996 0.989 Satd. Flow(perm) 3214 0 0 3413 1833 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.94 0.94 0.89 0.89 0.85 0.85 Heavy Vehicles 8% 13% 0% 2% 0% 1% Adj. Flow(vph) 420 12 182 2201 20 74 Shared Lane Traffic(%) Lane Group Flow(vph) 432 0 0 2383 94 0 Sign Control Free Free Stop 1111101,111, Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 Build(Roadway Peak)AM 1111111 Int Delay,s/veh 1.6 M�Wx� Lane Configurations 0 Traffic Vol,veh/h 395 11 162 1959 17 63 Future Vol,veh/h 395 11 162 1959 17 63 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 94 94 89 89 85 85 Heavy Vehicles,% 8 13 0 2 0 1 Mvmt Flow 420 12 182 2201 20 74 Conflicting Flow All 0 0 432 0 1891 216 Stage 1 - - - - 426 - Stage 2 - - - - 1465 - Critical Hdwy - - 4.1 - 68 6.92 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.31 Pot Cap-1 Maneuver - 1138 - 63 792 Stage 1 - - - - 632 - Stage 2 - - - - 182 - Platoon blocked,% - - - Mov Cap-1 Maneuver - 1138 - 63 792 Mov Cap-2 Maneuver - - - - 63 - Stage 1 - - - - 632 - Stage 2 - - - - 182 - N ffim I»,»»iy�� HCM Control Delay,s 0 0.7 313 HCM LOS D M W Capacity(veh/h) - - 229 1138 - HCM Lane V/C Ratio - - 0.411 0.16 - HCM Control Delay(s) - - 31.3 88 0 HCM Lane LOS - - D A A HCM 95th%tile Q(veh) - - 1.9 0.6 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Roadway Peak).syn Page 40 2026 Build P.M. (Roadway Peak-Hour) LA/VuA , V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM f Lane Configurations ' ' Traffic Volume(vph) 71 1496 74 153 893 64 334 4 82 132 16 0 Future Volume(vph) 71 1496 74 153 893 64 334 4 82 132 16 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.954 0.957 Satd. Flow(prot) 1770 3574 1553 1752 3539 1583 1698 1702 1583 0 1783 0 Flt Permitted 0.950 0.950 0.950 0.954 0.957 Satd. Flow(perm) 1770 3574 1553 1752 3539 1583 1698 1702 1583 0 1783 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.87 0.87 0.87 0.80 0.80 0.80 Heavy Vehicles(%) 2°% 1% 4% 3°% 2% 2% 1% 8°% 2°% 2% 2% 2% Adj. Flow(vph) 78 1644 81 159 930 67 384 5 94 165 20 0 Shared Lane Traffic(%) 49% Lane Group Flow(vph) 78 1644 81 159 930 67 196 193 94 0 185 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 35.0 17.0 35.0 22.0 22.0 16.0 16.0 Total Split(°%) 18.9%4 38.9°% 18.9% 38.9% 24.4% 24.4% 17.8°% 17.8% Maximum Green(s) 10.0 28.0 10.0 28.0 16.0 16.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 9.2 28.0 88.1 9.9 31.5 88.1 14.1 14.1 88.1 ; 10.0 Actuated g/C Ratio 0.10 0.32 1.00 0.11 0.36 1.00 0.16 0.16 1.00 0.11 v/c Ratio 0.43 1.45 005 0.81 0.73 0.04 0.72 0.71 0.06 0.92 Control Delay 44.8 232.8 0.1 70.1 30.9 0.0 51.0 49.9 0.1 85.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.8 232.8 0.1 70.1 30.9 0.0 51.0 49.9 0.1 85.9 LOS D F A E C A D D A F Approach Delay 214.2 34.5 40.7 85.9 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM t Approach LOS F C D F Queue Length 50th(ft) 42 -683 0 90 257 0 110 108 0 106 Queue Length 95th(ft) 86 #819 0 #196 #345 0 180 176 0 #195 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 200 1137 1553 198 1266 1583 308 309 1583 202 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 1.45 0.05 0.80 0.73 0.04 0.64 0.62 0.06 0.92 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:88.1 Natural Cycle: 100 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.45 Intersection Signal Delay: 127.3 Intersection LOS: F Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 02, 1 /*0"3 04 �00 5 t06 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 43 1063 1580 3 1 60 Future Volume(vph) 43 1063 1580 3 1 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.867 FIt Protected 0.950 0.999 Satd. Flow(prot) 1805 3574 3574 1723 1865 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1805 3574 3574 1723 1865 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 3 75 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.80 0.80 Heavy Vehicles 0% 1% 1% 0% 0% 0% Adj. Flow(vph) 48 1194 1775 3 1 75 Shared Lane Traffic(%) Lane Group Flow(vph) 48 1194 1775 3 76 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 12.0 69.0 57.0 21.0 Total Split(%) 13.3% 76.7% 63.3% 23.3% Maximum Green(s) 6.0 61.0 49.0 15.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None C-Min C-Min None Act Effct Green(s) 6.0 72.4 65.2 78.0 8.0 Actuated g/C Ratio 0.07 0.80 0.72 0.87 0.09 v/c Ratio 0.40 0.42 0.69 0.00 0.32 Control Delay 50.6 4.0 23.4 4.0 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 4.0 23.4 4.0 14.1 LOS D A C A B North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Approach Delay 5.8 23.4 14.1 Approach LOS A C B Queue Length 50th(ft) 27 104 421 0 1 Queue Length 95th(ft) 62 133 m535 ml 32 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 120 2874 2588 1493 373 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.42 0.69 0.00 0.20 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:88(98%), Referenced to phase 2:SET and 6:NWT,Start of Green Natural Cycle:75 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.69 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1123 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 02 4L C4 05 V10 6 1 11111111mn North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM t Lane Configurations Traffic Volume(vph) 1082 0 286 511 589 487 Future Volume(vph) 1082 0 286 511 589 487 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3467 0 3574 1583 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3467 0 3574 1583 3433 1568 Right Turn on Red Yes Yes Satd. Flow(RTOR) 562 524 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.96 0.96 0.91 0.91 0.93 0.93 Heavy Vehicles 1% 0% 1% 2% 2% 3% Adj. Flow(vph) 1127 0 314 562 633 524 Shared Lane Traffic(%) Lane Group Flow(vph) 1127 0 314 562 633 524 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 36.0 21.0 33.0 Total Split(%) 40.0% 23.3% 36.7% Maximum Green(s) 30.0 15.0 27.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min C-Min Act Effct Green(s) 30.0 12.7 90.0 29.3 90.0 Actuated g/C Ratio 0.33 0.14 1.00 0.33 1.00 v/c Ratio 0.98 0.62 0.36 0.57 0.33 Control Delay 47.1 41.9 0.6 24.2 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.1 41.9 0.6 24.2 0.7 LOS D D A C A Approach Delay 47.1 15.4 13.5 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Approach LOS D B B Queue Length 50th(ft) 312 89 0 98 0 Queue Length 95th(ft) #461 128 0 209 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1155 595 1583 1117 1568 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 0.98 0.53 0.36 0.57 0.33 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:0(0%), Referenced to phase 8:SEL, Start of Green, Master Intersection Natural Cycle:65 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.98 Intersection Signal Delay:26.0 Intersection LOS:C Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0667 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 8 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM 011 Lane Configurations +T + r Traffic Volume(vph) 12 0 42 11 0 27 53 1422 26 9 677 10 Future Volume(vph) 12 0 42 11 0 27 53 1422 26 9 677 10 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 16 16 16 11 11 11 11 11 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 F rt 0.850 0.904 0.997 0.850 Flt Protected 0.950 0.986 0.950 0.999 Satd. Flow(prot) 0 1745 1561 0 1919 0 1745 1813 0 0 3452 1615 Flt Permitted 0.967 0.895 0.340 0.786 Satd. Flow(perm) 0 1776 1561 0 1742 0 624 1813 0 0 2716 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 85 85 1 85 Link Speed(mph) 25 25 40 40 Link Distance(ft) 537 334 1171 254 Travel Time(s) 14.6 9.1 20.0 4.3 Peak Hour Factor 0.68 0.68 0.68 0.80 0.80 0.80 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Adj. Flow(vph) 18 0 62 14 0 34 56 1497 27 9 713 11 Shared Lane Traffic(%) Lane Group Flow(vph) 0 18 62 0 48 0 56 1524 0 0 722 11 Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 6 2 2 Permitted Phases 3 3 6 2 Detector Phase 3 3 3 3 3 1 6 2 2 2 Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 13.0 13.0 13.0 9.0 13.0 13.0 13.0 13.0 Total Split(s) 54.0 54.0 54.0 54.0 54.0 17.0 36.0 19.0 19.0 19.0 Total Split(%) 60.0% 60.0% 60.0% 60.0% 60.0% 18.9% 40.0% 21.1% 21.1% 21.1% Maximum Green(s) 49.0 49.0 49.0 49.0 49.0 12.0 31.0 14.0 14.0 14.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Min C-Min C-Min C-Min Act Effct Green(s) 8.0 8.0 8.0 74.6 75.6 67.4 67.4 Actuated g/C Ratio 0.09 0.09 0.09 0.83 0.84 0.75 0.75 v/c Ratio 0.11 0.29 0.21 0.10 1.00 0.35 0.01 Control Delay 39.7 8.7 4.9 2.2 35.1 9.6 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.7 8.7 4.9 2.2 35.1 9.6 0.0 LOS D A A A D A A Approach Delay 15.7 4.9 33.9 9.4 Approach LOS B A C A Queue Length 50th(ft) 10 0 0 5 -957 110 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP I011 Queue Length 95th(ft) 23 7 6 11 #1217 178 1 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 966 888 987 666 1523 2035 1231 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.07 0.05 0.08 1.00 0.35 0.01 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset: 17(19%),Referenced to phase 2:SBTL and 6:NBTL,Start of Green Natural Cycle: 100 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay:25.4 Intersection LOS:C Intersection Capacity Utilization 102.2% ICU Level of Service G Analysis Period(min) 15 Description: MassDOT ID: 1168 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4:Osgood Street(Route 125)& 1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway 014\ 0 ,2�F� " t06 lRr ) North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 8 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations ' 4 +T r Traffic Volume(vph) 14 1550 348 88 881 4 267 1 106 4 0 5 Future Volume(vph) 14 1550 348 88 881 4 267 1 106 4 0 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.926 Flt Protected 0.995 0.953 0.978 Satd. Flow(prot) 0 3455 1812 0 3438 0 0 2052 1794 0 1950 0 Flt Permitted 0.941 0.546 0.719 0.849 Satd. Flow(perm) 0 3252 1812 0 1886 0 0 1548 1794 0 1693 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 136 1 136 45 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.93 0.93 093 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 0% 2% 0% 0% 0% Adj. Flow(vph) 15 1667 374 96 958 4 334 1 133 5 0 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1682 374 0 1058 0 0 335 133 0 11 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 35.2 65.7 35.2 18.4 65.7 18.4 Actuated g/C Ratio 0.54 1.00 0.54 0.28 1.00 0.28 v/c Ratio 0.97 0.21 1.05 0.77 0.07 0.02 Control Delay 32.8 0.3 61.3 34.2 0.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 0.3 61.3 34.2 0.1 0.1 LOS C A E C A A North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 9 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Approach Delay 26.9 61.3 24.5 0.1 Approach LOS C E C A Queue Length 50th(ft) 317 0 -253 122 0 0 Queue Length 95th(ft) #573 0 #420 174 0 0 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1742 1812 1010 592 1794 675 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.21 1.05 0.57 0.07 0.02 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:65.7 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay:36.6 Intersection LOS: D Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) '00.2, ''04 06 t08 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 10 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 908 51 47 1072 552 643 Future Volume(vph) 908 51 47 1072 552 643 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.998 Satd. Flow(prot) 3351 1830 0 3450 3574 1830 FIt Permitted 0.950 0.903 Satd. Flow(perm) 3351 1830 0 3121 3574 1830 Right Turn on Red Yes Yes Satd. Flow(RTOR) 57 656 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.92 0.92 0.98 0.98 Heavy Vehicles 1% 0% 0% 1% 1% 0% Adj. Flow(vph) 1009 57 51 1165 563 656 Shared Lane Traffic(%) Lane Group Flow(vph) 1009 57 0 1216 563 656 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 23.0 63.4 28.3 28.3 63.4 Actuated g/C Ratio 0.36 1.00 0.45 0.45 1.00 v/c Ratio 0.83 0.03 0.87 0.35 0.36 Control Delay 26.0 0.0 25.2 12.6 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.0 0.0 25.2 12.6 0.5 LOS C A C B A North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 11 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Approach Delay 24.6 25.2 6.1 Approach LOS C C A Queue Length 50th(ft) 186 0 225 75 0 Queue Length 95th(ft) #259 0 #356 110 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1335 1830 1492 1708 1830 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.76 0.03 0.82 0.33 0.36 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:63.4 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.87 Intersection Signal Delay: 18.4 Intersection LOS: B Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 12 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 44 4 6 1634 532 62 Future Volume(vph) 44 4 6 1634 532 62 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.987 0.850 Flt Protected 0.956 Satd. Flow(prot) 2729 0 0 3455 3388 1290 Flt Permitted 0.956 0.954 Satd. Flow(perm) 2729 0 0 3296 3388 1290 Right Turn on Red Yes Yes Satd. Flow(RTOR) 6 64 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.68 0.68 0.93 0.93 0.97 0.97 Heavy Vehicles(%) 30% 0% 0% 1% 3% 21% Adj. Flow(vph) 65 6 6 1757 548 64 Shared Lane Traffic(%) Lane Group Flow(vph) 71 0 0 1763 548 64 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 54.0 11.0 36.0 25.0 25.0 Total Split(%) 60.0% 12.2% 40.0% 27.8% 27.8% Maximum Green(s) 49.0 6.0 31.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 8.2 75.4 75.4 75.4 Actuated g/C Ratio 0.09 0.84 0.84 0.84 v/c Ratio 0.28 0.64 0.19 0.06 Control Delay 38.2 2.1 1.4 0.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 38.2 2.1 1.4 0.2 LOS D A A A Approach Delay 38.3 2.1 1.3 Approach LOS D A A Queue Length 50th(ft) 18 51 16 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 13 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Queue Length 95th(ft) 28 m73 24 m2 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 1488 2762 2840 1091 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.05 0.64 0.19 0.06 1�OWNS Mr,I Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:48(53%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:55 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.64 Intersection Signal Delay:3.0 Intersection LOS:A Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0532 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 02 W. �, L06iij Ij North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 142 57 11 1474 521 13 Future Volume(vph) 142 57 11 1474 521 13 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.962 0.996 Flt Protected 0.965 Satd. Flow(prot) 1705 0 0 3455 3527 0 Flt Permitted 0.965 Satd. Flow(perm) 1705 0 0 3455 3527 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.91 0.91 0.92 0.92 Heavy Vehicles 0% 0% 0% 1% 2% 0% Adj. Flow(vph) 178 71 12 1620 566 14 Shared Lane Traffic(%) Lane Group Flow(vph) 249 0 0 1632 580 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 Build(Roadway Peak)PM 1111111 Int Delay,s/veh 37 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T+ 0 Traffic Vol,veh/h 142 57 11 1474 521 13 Future Vol,veh/h 142 57 11 1474 521 13 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 91 91 92 92 Heavy Vehicles,% 0 0 0 1 2 0 Mvmt Flow 178 71 12 1620 566 14 MW Conflicting Flow All 1407 290 580 0 - 0 Stage 1 573 - - - - - Stage 2 834 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver —132 713 1004 - - - Stage 1 533 - - - - - Stage 2 392 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —116 713 1004 - - - Mov Cap-2 Maneuver — 116 - - - - - Stage 1 470 - - - - - Stage 2 392 - - - - - N ffim HCM Control Delay,s$361.8 0.6 0 HCM LOS F M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 1004 - 153 - - HCM Lane V/C Ratio 0.012 - 1.626 - - HCM Control Delay(s) 8.6 0.5$361.8 - - HCM Lane LOS A A F - - HCM 95th%tile Q(veh) 0 - 17.3 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 27 116 29 1441 575 8 Future Volume(vph) 27 116 29 1441 575 8 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.891 0.998 Flt Protected 0.991 0.999 Satd. Flow(prot) 1901 0 0 3452 3415 0 Flt Permitted 0.991 0.999 Satd. Flow(perm) 1901 0 0 3452 3415 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.95 0.95 Heavy Vehicles 0% 0% 0% 1% 2% 0% Adj. Flow(vph) 34 145 33 1619 605 8 Shared Lane Traffic(%) Lane Group Flow(vph) 179 0 0 1652 613 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 Build(Roadway Peak)PM 1111111 Int Delay,s/veh 3.8 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 27 116 29 1441 575 8 Future Vol,veh/h 27 116 29 1441 575 8 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 95 95 Heavy Vehicles,% 0 0 0 1 2 0 Mvmt Flow 34 145 33 1619 605 8 MW Conflicting Flow All 1485 307 613 0 - 0 Stage 1 609 - - - - - Stage 2 876 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 118 695 976 - - - Stage 1 511 - - - - - Stage 2 373 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 78 695 976 - - - Mov Cap-2 Maneuver 78 - - - - - Stage 1 339 - - - - - Stage 2 373 - - - - - N ffim HCM Control Delay,s 38.3 1.5 0 HCM LOS E MWjjI i �Ii Capacity(veh/h) 976 - 279 - - HCM Lane V/C Ratio 0.033 - 0.641 - - HCM Control Delay(s) 8.8 1.4 38.3 - - HCM Lane LOS A A E - - HCM 95th%tile Q(veh) 0.1 - 4 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 40 45 14 1451 735 17 Future Volume(vph) 40 45 14 1451 735 17 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prot) 2046 1553 1743 3574 3490 1538 FIt Permitted 0.950 0.950 Satd. Flow(perm) 2046 1553 1743 3574 3490 1538 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Peak Hour Factor 0.86 0.86 0.91 0.91 0.82 0.82 Heavy Vehicles 0% 4% 7% 1% 0% 19% Adj. Flow(vph) 47 52 15 1595 896 21 Shared Lane Traffic(%) Lane Group Flow(vph) 47 52 15 1595 896 21 Sign Control Stop Free Free �I�NO I 1611)1" NMI�ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 Build(Roadway Peak)PM 1111111 Int Delay,s/veh 2.1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 40 45 14 1451 735 17 Future Vol,veh/h 40 45 14 1451 735 17 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 86 86 91 91 82 82 Heavy Vehicles,% 0 4 7 1 0 19 Mvmt Flow 47 52 15 1595 896 21 MW Conflicting Flow All 1724 448 896 0 - 0 Stage 1 896 - - - - - Stage 2 828 - - - - - Critical Hdwy 6.8 6.98 4.24 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.34 2.27 - - - Pot Cap-1 Maneuver 82 553 723 - - - Stage 1 364 - - - - - Stage 2 394 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 80 553 723 - - - Mov Cap-2 Maneuver 80 - - - - - Stage 1 356 - - - - - Stage 2 394 - - - - - N ffim HCM Control Delay,s 53.3 0.1 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 723 - 80 553 - - HCM Lane V/C Ratio 0.021 - 0.581 0.095 - - HCM Control Delay(s) 10.1 - 99.5 122 - - HCM Lane LOS B - F B - - HCM 95th%tile Q(veh) 0.1 - 2.6 03 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 3 657 290 308 581 9 260 6 432 11 15 5 Future Volume(vph) 3 657 290 308 581 9 260 6 432 11 15 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.979 FIt Protected 0.950 0.953 0.982 Satd. Flow(prot) 0 1835 1546 1745 1815 0 0 1774 1615 0 2009 0 FIt Permitted 0.998 0.117 0.703 0.859 Satd. Flow(perm) 0 1832 1546 215 1815 0 0 1309 1615 0 1758 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 141 2 341 6 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.92 0.92 0.92 0.82 0.82 0.82 0.91 0.91 0.91 0.80 0.80 0.80 Heavy Vehicles 17% 0% 1% 0% 1% 0% 2% 4% 0% 0% 0% 0% Adj. Flow(vph) 3 714 315 376 709 11 286 7 475 14 19 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 717 315 376 720 0 0 293 475 0 39 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 34.1 34.1 44.1 49.1 19.3 19.3 19.3 Actuated g/C Ratio 0.43 0.43 0.56 0.63 0.25 0.25 0.25 v/c Ratio 0.90 0.42 1.19 0.63 0.91 0.73 0.09 Control Delay 37.6 10.1 135.2 12.3 63.7 15.4 21.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.6 10.1 135.2 12.3 63.7 15.4 21.1 LOS D B F B E B C North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Approach Delay 29.2 54.5 33.8 21.1 Approach LOS C D C C Queue Length 50th(ft) 319 53 -182 198 142 55 13 Queue Length 95th(ft) #539 115 #299 256 #286 165 31 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 819 769 316 1160 334 666 453 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.41 1.19 0.62 0.88 0.71 0.09 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:78.4 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.19 Intersection Signal Delay:39.8 Intersection LOS: D Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Main Street/North Main Street&Sutton Street TO 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations +T T+ Traffic Volume(vph) 345 78 66 353 343 252 Future Volume(vph) 345 78 66 353 343 252 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.943 FIt Protected 0.950 0.992 Satd. Flow(prot) 1787 1615 0 2053 1892 0 FIt Permitted 0.950 0.992 Satd. Flow(perm) 1787 1615 0 2053 1892 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.85 0.85 0.89 0.89 0.89 0.89 Heavy Vehicles 1% 0% 1% 1% 1% 1% Adj. Flow(vph) 406 92 74 397 385 283 Shared Lane Traffic(%) Lane Group Flow(vph) 406 92 0 471 668 0 Sign Control Stop Free Free �I�NO I 1611)1" NMI�ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 108.9 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T T+ Traffic Vol,veh/h 345 78 66 353 343 252 Future Vol,veh/h 345 78 66 353 343 252 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 85 85 89 89 89 89 Heavy Vehicles,% 1 0 1 1 1 1 Mvmt Flow 406 92 74 397 385 283 MW Conflicting Flow All 1072 527 668 0 - 0 Stage 1 527 - - - - - Stage 2 545 - - - - - Critical Hdwy 6.41 6.2 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.209 - - - Pet Cap-1 Maneuver —245 555 927 - - - Stage 1 594 - - - - - Stage 2 583 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —220 555 927 - - - Mov Cap-2 Maneuver —220 - - - - - Stage 1 533 - - - - - Stage 2 583 - - - - - N ffim HCM Control Delay,s$356.7 1.5 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 927 - 220 555 - - HCM Lane V/C Ratio 0.08 - 1.845 0.165 - - HCM Control Delay(s) 9.2 0$434.5 128 - - HCM Lane LOS A A F B - - HCM 95th%tile Q(veh) 0.3 - 28.6 06 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 0 2 3 2 5 351 3 987 1 196 446 1 Future Volume(vph) 0 2 3 2 5 351 3 987 1 196 446 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.923 0.867 Flt Protected 0.985 Satd. Flow(prot) 0 1812 0 0 1702 0 0 1944 0 0 1921 0 Flt Permitted 0.985 Satd. Flow(perm) 0 1812 0 0 1702 0 0 1944 0 0 1921 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.80 0.80 0.80 0.81 0.81 0.81 0.97 0.97 0.97 0.95 0.95 0.95 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Adj. Flow(vph) 0 3 4 2 6 433 3 1018 1 206 469 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 7 0 0 441 0 0 1022 0 0 676 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 120.4% ICU Level of Service H Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 Build(Roadway Peak)PM 1111111 Int Delay,s/veh 78.1 II a II al �Jlll i i u i W" 1111il a ii WIffir 111111MINKI Mr, i i i i i y ui y i ui Lane Configurations 4� 4� 4� Traffic Vol,veh/h 0 2 3 2 5 351 3 987 1 196 446 1 Future Vol,veh/h 0 2 3 2 5 351 3 987 1 196 446 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 81 81 81 97 97 97 95 95 95 Heavy Vehicles,% 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 3 4 2 6 433 3 1018 1 206 469 1 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2126 1907 470 1910 1907 1019 470 0 0 1019 0 0 Stage 1 882 882 - 1025 1025 - - - - - - - Stage 2 1244 1025 - 885 882 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.2 4.1 - - 4.1 - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pet Cap-1 Maneuver 37 69 598 52 69 -290 1102 - - 689 - - Stage 1 344 367 - 286 315 - - - - - - - Stage 2 215 315 - 342 367 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver - 41 598 34 41 -290 1102 - - 689 - - Mov Cap-2 Maneuver - 41 - 34 41 - - - - - - - Stage 1 342 218 - 284 313 - - - - - - Stage 2 - 313 - 200 218 - - - - - - - N ffim HCM Control Delay,s $373.5 0 3.8 HCM LOS - F II 111 U 11 � I 11111 01111161111mil WJJI X/1111110 W/ 1401 � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 1102 - - - 257 689 - - HCM Lane V/C Ratio 0.003 - - - 1.72 0.299 - - HCM Control Delay(s) 8.3 0 - $373.5 12.4 0 - HCM Lane LOS A A - - F B A - HCM 95th%tile Q(veh) 0 - - - 28.9 1.3 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 0 938 0 67 641 1 0 7 156 0 1 0 Future Volume(vph) 0 938 0 67 641 1 0 7 156 0 1 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 Flt Protected 0.995 Satd. Flow(prot) 0 2153 0 0 1954 0 0 1765 0 0 1710 0 Flt Permitted 0.995 Satd. Flow(perm) 0 2153 0 0 1954 0 0 1765 0 0 1710 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 1020 0 84 801 1 0 9 195 0 1 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1020 0 0 886 0 0 204 0 0 1 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 106.3% ICU Level of Service G Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 7.3 II a II al �Jlll i i u i 1111111110 W" 1111il a ii WIffir 1111111W WN Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 938 0 67 641 1 0 7 156 0 1 0 Future Vol,veh/h 0 938 0 67 641 1 0 7 156 0 1 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 80 80 80 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1020 0 84 801 1 0 9 195 0 1 0 Conflicting Flow All 802 0 - 1020 0 0 1990 1990 1020 2092 1990 802 Stage 1 - - - - - - 1020 1020 - 970 970 - Stage 2 - - - - - - 970 970 - 1122 1020 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 830 - 0 688 - - 46 61 290 39 61 387 Stage 1 - - 0 - - - 288 317 - 307 334 - Stage 2 - - 0 - - - 307 334 - 252 317 - Platoon blocked,% - - - Mov Cap-1 Maneuver 830 - - 688 - - 37 48 290 9 48 387 Mov Cap-2 Maneuver - - - - - - 37 48 - 9 48 - Stage 1 - - - - - - 288 317 - 307 261 - Stage 2 - - - - - - 238 261 - 80 317 - N ffim HCM Control Delay,s 0 1 70.7 82 HCM LOS F F i Capacity(veh/h) 238 830 - 688 - - 4$ HCM Lane V/C Ratio 0.856 - - 0.122 - - 0.026 HCM Control Delay(s) 70.7 0 - 11 0 - 82 HCM Lane LOS F A - B A - F HCM 95th%tile Q(veh) 6.9 0 - 04 - - 0.1 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM Lane Configurations Traffic Volume(vph) 0 64 54 8 36 6 83 157 3 1 67 0 Future Volume(vph) 0 64 54 8 36 6 83 157 3 1 67 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.938 0.984 0.998 Flt Protected 0.992 0.983 0.999 Satd. Flow(prot) 0 1960 0 0 2102 0 0 2112 0 0 1898 0 Flt Permitted 0.992 0.983 0.999 Satd. Flow(perm) 0 1960 0 0 2102 0 0 2112 0 0 1898 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.92 0.92 0.92 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 70 59 10 43 7 104 196 4 1 84 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 129 0 0 60 0 0 304 0 0 85 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 Build(Roadway Peak)PM 11111111Mr, Intersection Delay,s/veh 9.4 Intersection LOS A M��01�01 Wi I!,W1, Lane Configurations *T+ Traffic Vol,veh/h 0 64 54 8 36 6 83 157 3 1 67 0 Future Vol,veh/h 0 64 54 8 36 6 83 157 3 1 67 0 Peak Hour Factor 0.92 0.92 092 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 70 59 10 43 7 104 196 4 1 84 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.6 8.4 10.3 8.3 HCM LOS A A B A Vol Left,% 34% 0% 16% 1% Vol Thru,% 65% 54% 72% 99% Vol Right,% 1% 46% 12% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 243 118 50 68 LT Vol 83 0 8 1 Through Vol 157 64 36 67 RT Vol 3 54 6 0 Lane Flow Rate 304 128 60 85 Geometry Grp 1 1 1 1 Degree of Util(X) 0.38 0.164 0.081 0.111 Departure Headway(Hd) 4.508 4.606 4.927 4.696 Convergence,Y/N Yes Yes Yes Yes Cap 799 777 725 762 Service Time 2.538 2.644 2.971 2.736 HCM Lane V/C Ratio 0.38 0.165 0.083 0.112 HCM Control Delay 10.3 8.6 8.4 8.3 HCM Lane LOS B A A A HCM 95th-tile Q 1.8 0.6 0.3 0.4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2O20 Build(Roadway Peak)PM Lane Configurations Lane UUiFactor 1.00 1.00 1.00 1.00 1.00 1.00 At Protected 0.950 F|tPennittad 0.850 Travel Shared Lane Traffic Sign Control Free Free Stop 11111 Will W11111 Control Type: Unsignalized Intersection Capacity Utilization 698Y6 ICU Level ofS i C Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 Build PM(Roadway Pook).oyn Pogo 31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 37.5 II u Lane Configurations ' Traffic Vol,veh/h 938 118 0 641 119 0 Future Vol,veh/h 938 118 0 641 119 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 92 92 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 1020 128 0 801 149 0 Conflicting Flow All 0 0 1148 0 1885 1084 Stage 1 - - - - 1084 - Stage 2 - - - - 801 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 616 - -79 266 Stage 1 - - - - 327 - Stage 2 - - - - 445 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 616 - -79 266 Mov Cap-2 Maneuver - - - - -79 - Stage 1 - - - - 327 - Stage 2 - - - - 445 - N ffim HCM Control Delay,s 0 0 $528.6 HCM LOS F M 1 J1 yll U I 111101111 I'� IllyI V � � �� i��u� � Capacity(veh/h) 79 - - 616 - HCM Lane V/C Ratio 1.883 - - - - HCM Control Delay(s) $528.6 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 13 - - 0 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 50 1605 114 6 620 2 4 8 47 23 4 14 Future Volume(vph) 50 1605 114 6 620 2 4 8 47 23 4 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.0© 1.00 1.00 Frt 0.990 0.892 0.940 Flt Protected 0.999 0.999 0.990 0.973 Satd. Flow(prot) 0 3420 0 0 3419 0 0 1831 0 1912 0 0 Flt Permitted 0.999 0.999 0.990 0.973 Satd. Flow(perm) 0 3420 0 0 3419 0 0 1831 0 1912 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 1% 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% Adj. Flow(vph) 56 1783 127 7 689 2 5 10 59 29 5 18 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1966 0 0 698 0 0 74 0 52 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 Build(Roadway Peak)PM 1111111 Int Delay,s/veh 25.7 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations ' ' Traffic Vol,veh/h 50 1605 114 6 620 2 8 47 23 4 Future Vol,veh/h 50 1605 114 6 620 2 8 47 23 4 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 80 80 80 80 Heavy Vehicles,% 0 1 0 0 2 0 0 1 0 0 Mvmt Flow 56 1783 127 7 689 2 10 59 29 5 Conflicting Flow All 691 0 0 1910 0 0 1710 346 2323 955 Stage 1 - - - - - - 704 - 1959' - Stage 2 - - - - - - 1006 - 364 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.92 7.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.5 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 3.31 3.5 3.3 Pet Cap-1 Maneuver 913 - - 315 - - 60 653 -21 263 Stage 1 - - - - - - 398 - 67 - Stage 2 - - - - - - 262 - 633 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 913 - - 315 - - 45 653 - 11 263 Mov Cap-2 Maneuver - - - - - - 45 - - 11 - Stage 1 - - - - - - 398 - 67 Stage 2 - - - - - - 234 - 542 - N ffim HCM Control Delay,s 0.3 0.5 96.1 $ 1243.5 HCM LOS F F II 111 Ull � I 11111011111011101' II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 913 - - 105 315 - - 17 HCM Lane V/C Ratio 0.061 - - 0.702 0.021 - - 2.721 HCM Control Delay(s) 9.2 0 - 961 16.7 0.3 $1243.5 HCM Lane LOS A A - F C A - F HCM 95th%tile Q(veh) 0.2 - - 37 0.1 - - 6.4 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 8 32 1736 19 55 635 Future Volume(vph) 8 32 1736 19 55 635 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.892 0.998 Flt Protected 0.990 0.996 Satd. Flow(prot) 1817 0 3449 0 0 3410 Flt Permitted 0.990 0.996 Satd. Flow(perm) 1817 0 3449 0 0 3410 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.89 0.89 0.87 0.87 Heavy Vehicles 0% 2% 1% 0% 1% 2% Adj. Flow(vph) 10 40 1951 21 63 730 Shared Lane Traffic(%) Lane Group Flow(vph) 50 0 1972 0 0 793 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 3.9 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 8 32 1736 19 55 635 Future Vol,veh/h 8 32 1736 19 55 635 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 89 89 87 87 Heavy Vehicles,% 0 2 1 0 1 2 Mvmt Flow 10 40 1951 21 63 730 I Conflicting Flow All 2453 986 0 0 1972 0 Stage 1 1962 - - - - - Stage 2 491 - - - - - Critical Hdwy 6.8 6.94 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.21 - Pot Cap-1 Maneuver 26 247 - - 294 - Stage 1 98 - - - - - Stage 2 586 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 17 247 - - 294 - Mov Cap-2 Maneuver 17 - - - - - Stage 1 63 - - - - - Stage 2 586 - - - - - HCM Control Delay,s 147.6 0 46 HCM LOS F M 1 Jl yll U I 11111011111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 67 294 - HCM Lane V/C Ratio - - 0.746 0.215 - HCM Control Delay(s) - - 147.6 206 3.2 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 3.4 0.8 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 Build(Roadway Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 19 27 1729 62 32 610 Future Volume(vph) 19 27 1729 62 32 610 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.921 0.995 Flt Protected 0.980 0.997 Satd. Flow(prot) 1886 0 3439 0 0 3413 Flt Permitted 0.980 0.997 Satd. Flow(perm) 1886 0 3439 0 0 3413 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.88 0.88 0.90 0.90 Heavy Vehicles 0% 0% 1% 0% 1% 2% Adj. Flow(vph) 24 34 1965 70 36 678 Shared Lane Traffic(%) Lane Group Flow(vph) 58 0 2035 0 0 714 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 Build(Roadway Peak)PM 11111111Mr, Int Delay,s/veh 7.7 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 19 27 1729 62 32 610 Future Vol,veh/h 19 27 1729 62 32 610 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 88 88 90 90 Heavy Vehicles,% 0 0 1 0 1 2 Mvmt Flow 24 34 1965 70 36 678 I Conflicting Flow All 2411 1018 0 0 2035 0 Stage 1 2000 - - - - - Stage 2 411 - - - - - Critical Hdwy 6.8 6.9 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.21 - Pet Cap-1 Maneuver 28 238 - - 278 - Stage 1 93 - - - - - Stage 2 643 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver -22 238 - - 278 - Mov Cap-2 Maneuver -22 - - - - - Stage 1 74 - - - - - Stage 2 643 - - - - - HCM Control Delay,s$343.3 0 28 HCM LOS F M 1 Jl yll U I 11111011111011101' Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 47 278 - HCM Lane V/C Ratio - - 1.223 0.128 - HCM Control Delay(s) - $343.3 198 1.9 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 5.3 0.4 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 38 20: Osgood Street (Route 125 n Road (Route 125\ & Bradford Street Lanes, Volumes, Timings 2O20 Build(Roadway Peak)PM t Lane Configurations 0 Frt 0.998 0.872 Flow Flow Peak Hour Factor 0.84 0.84 0.87 0.87 0.83 0.83 Shared Lane Traffic(%) Lane Group Flow Sign Control Free Free Stop Area Type: Other Control md Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 Build PM(Roadway Pook).oyn Pogo 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 Build(Roadway Peak)PM 1111111 Int Delay,s/veh 14.5 M�Wx� Lane Configurations 0 Traffic Vol,veh/h 1638 27 46 583 8 153 Future Vol,veh/h 1638 27 46 583 8 153 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 84 84 87 87 83 83 Heavy Vehicles,% 1 0 0 2 0 0 Mvmt Flow 1950 32 53 670 10 184 Conflicting Flow All 0 0 1982 0 2407 991 Stage 1 - - - - 1966 - Stage 2 - - - - 441 - Critical Hdwy - - 4.1 - 68 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 295 - 28 248 Stage 1 - - - - 97 - Stage 2 - - - - 622 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 295 - 20 248 Mov Cap-2 Maneuver - - - - 20 - Stage 1 - - - - 69 - Stage 2 - - - - 622 - N ffim I»,»»iy�� HCM Control Delay,s 0 3.8 2024 HCM LOS F M W Capacity(veh/h) - - 158 295 - HCM Lane V/C Ratio - - 1.228 0.179 - HCM Control Delay(s) - - 202.4 19.8 2.5 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 11.1 0.6 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Roadway Peak).syn Page 40 2026 Build A.M. (Generator Peak-Hour) LA/VuA , V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM f Lane Configurations ' ' Traffic Volume(vph) 23 1162 99 370 1171 149 73 53 15 39 2 0 Future Volume(vph) 23 1162 99 370 1171 149 73 53 15 39 2 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.991 0.955 Satd. Flow(prot) 1787 3505 1599 1736 3539 1568 1603 1767 1538 0 1751 0 Flt Permitted 0.950 0.950 0.950 0.991 0.955 Satd. Flow(perm) 1787 3505 1599 1736 3539 1568 1603 1767 1538 0 1751 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.86 0.86 0.86 0.80 0.80 0.80 Heavy Vehicles(%) 1%0 3% 1% 4% 2% 3% 7% 0% 5% 3% 14% 2% Adj. Flow(vph) 24 1198 102 385 1220 155 85 62 17 49 3 0 Shared Lane Traffic(%) 15% Lane Group Flow(vph) 24 1198 102 385 1220 155 72 75 17 0 52 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 26.0 32.0 41.0 16.0 16.0 16.0 16.0 Total Split(%) 18.9%4 28.9% 35.6% 45.6% 17.8% 17.8% 17.8% 17.8% Maximum Green(s) 10.0 19.0 25.0 34.0 10.0 10.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 7.9 20.4 75.1 20.8 45.4 75.1 8.7 8.7 75.1 8.1 Actuated g/C Ratio 0.11 0.27 1.00 0.28 0.60 1.00 0.12 0.12 1.00 0.11 v/c Ratio 0.13 1.26 006 0.80 0.57 0.10 0.39 0.37 0.01 ; 0.28 Control Delay 37.7 153.2 0.1 41.9 18.4 0.1 42.5 41.3 0.0 40.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 153.2 0.1 41.9 18.4 0.1 42.5 41.3 0.0 40.2 LOS D F A D B A D D A D Approach Delay 139.3 22.0 37.5 40.2 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM f Approach LOS F C D D Queue Length 50th(ft) 13 -499 0 194 207 0 40 41 0 27 Queue Length 95th(ft) 36 #648 0 #345 #475 0 82 83 0 56 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 256 954 1599 622 2139 1568 229 253 1538 250 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 1.26 0.06 0.62 0.57 0.10 0.31 0.30 0.01 0.21 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:75.1 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.26 Intersection Signal Delay:70.1 Intersection LOS: E Intersection Capacity Utilization78.2% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 2; '0 04 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 29 1167 1220 4 1 61 Future Volume(vph) 29 1167 1220 4 1 61 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.867 FIt Protected 0.950 0.999 Satd. Flow(prot) 1787 3539 3505 1723 1847 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1787 3539 3505 1723 1847 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 4 76 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.96 0.96 0.95 0.95 0.80 0.80 Heavy Vehicles 1% 2% 3% 0% 1% 1% Adj. Flow(vph) 30 1216 1284 4 1 76 Shared Lane Traffic(%) Lane Group Flow(vph) 30 1216 1284 4 77 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 16.0 64.0 48.0 26.0 Total Split(%) 17.8% 71.1% 53.3% 28.9% Maximum Green(s) 10.0 56.0 40.0 20.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None Min Min None Act Effct Green(s) 8.6 45.1 40.5 54.1 8.6 Actuated g/C Ratio 0.14 0.74 0.66 0.88 0.14 v/c Ratio 0.12 0.47 0.55 0.00 0.24 Control Delay 30.1 5.5 10.7 2.2 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.1 5.5 10.7 2.2 10.9 LOS C A B A B North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Approach Delay 6.1 10.6 10.9 Approach LOS A B B Queue Length 50th(ft) 9 108 118 0 0 Queue Length 95th(ft) 38 143 294 2 29 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 312 3088 2385 1425 695 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.10 0.39 0.54 0.00 0.11 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:61.3 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.55 Intersection Signal Delay:8.5 Intersection LOS:A Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID: 1123 Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 0"2 05 fn 6 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM t Lane Configurations Traffic Volume(vph) 592 0 608 644 243 957 Future Volume(vph) 592 0 608 644 243 957 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3335 0 3574 1583 3400 1583 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3335 0 3574 1583 3400 1583 Right Turn on Red Yes Yes Satd. Flow(RTOR) 732 643 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.82 0.82 0.88 0.88 0.95 0.95 Heavy Vehicles 5% 3% 1% 2% 3% 2% Adj. Flow(vph) 722 0 691 732 256 1007 Shared Lane Traffic(%) Lane Group Flow(vph) 722 0 691 732 256 1007 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 27.0 38.0 25.0 Total Split(%) 30.0% 42.2% 27.8% Maximum Green(s) 21.0 32.0 19.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min None Act Effct Green(s) 19.5 18.6 68.0 11.6 68.0 Actuated g/C Ratio 0.29 0.27 1.00 0.17 1.00 v/c Ratio 0.76 0.71 0.46 0.44 0.64 Control Delay 29.2 26.8 1.0 29.2 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.2 26.8 1.0 29.2 2.0 LOS C C A C A Approach Delay 29.2 13.5 7.5 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Approach LOS C B A Queue Length 50th(ft) 138 137 0 51 0 Queue Length 95th(ft) 20$ 198 0 92 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1044 1705 1583 963 1583 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 0.69 0.41 0.46 0.27 0.64 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:68 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum u/c Ratio:0.76 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization55.4% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID:0667 Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 08 P North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Generator Peak)AM 011 Lane Configurations *T+ T+ *T+ r Traffic Volume(vph) 27 0 205 8 0 5 260 374 5 8 1136 40 Future Volume(vph) 27 0 205 8 0 5 260 374 5 8 1136 40 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 16 16 16 11 11 11 11 11 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 F rt 0.850 0.949 0.998 0.850 Flt Protected 0.950 0.970 0.950 Satd. Flow(prot) 0 1745 1561 0 1934 0 1745 1730 0 0 3422 1615 Flt Permitted 0.747 0.832 0.152 0.952 Satd. Flow(perm) 0 1372 1561 0 1659 0 279 1730 0 0 3257 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 307 85 1 85 Link Speed(mph) 25 25 40 40 Link Distance(ft) 537 334 1171 254 Travel Time(s) 14.6 9.1 20.0 4.3 Peak Hour Factor 0.60 0.60 0.60 0.80 0.80 0.80 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 0% 0% 4% 0% 0% 0% 6% 0% 0% 2% 0% Adj. Flow(vph) 45 0 342 10 0 6 274 394 5 8 1196 42 Shared Lane Traffic(%) Lane Group Flow(vph) 0 45 342 0 16 0 274 399 0 0 1204 42 Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 6 2 2 Permitted Phases 3 3 6 2 Detector Phase 3 3 3 3 3 1 6 2 2 2 Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 13.0 13.0 13.0 9.0 13.0 13.0 13.0 13.0 Total Split(s) 32.0 32.0 32.0 32.0 32.0 18.0 58.0 40.0 40.0 40.0 Total Split(%) 35.6% 35.6% 35.6% 35.6% 35.6% 20.0% 64.4% 44.4% 44.4% 44.4% Maximum Green(s) 27.0 27.0 27.0 27.0 27.0 13.0 53.0 35.0 35.0 35.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Min C-Min C-Min C-Min Act Effct Green(s) 10.6 10.6 10.6 69.4 69.4 52.9 52.9 Actuated g/C Ratio 0.12 0.12 0.12 0.77 0.77 0.59 0.59 v/c Ratio 0.28 0.75 0.06 0.68 0.30 0.63 0.04 Control Delay 38.9 17.5 0.4 16.9 4.2 8.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.9 17.5 0.4 16.9 4.2 8.8 0.1 LOS D B A B A A A Approach Delay 20.0 0.4 9.4 8.5 Approach LOS B A A A Queue Length 50th(ft) 25 19 0 27 43 74 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Generator Peak)AM 12,9'fig"1"M99'"A'" 209"'M, UP I011 Queue Length 95th(ft) 33 6 0 133 121 262 m0 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 411 683 557 426 1333 1913 983 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.50 0.03 0.64 0.30 0.63 0.04 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green, Master Intersection Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.75 Intersection Signal Delay: 10.6 Intersection LOS: B Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID: 1168 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway t06 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 8 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations ' ' ' Traffic Volume(vph) 0 684 223 86 1331 0 353 0 106 0 0 0 Future Volume(vph) 0 684 223 86 1331 0 353 0 106 0 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.997 0.950 Satd. Flow(prot) 0 3421 1794 0 3407 0 0 2046 1760 0 2153 0 Flt Permitted 0.829 0.757 Satd. Flow(perm) 0 3421 1794 0 2833 0 0 1630 1760 0 2153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 167 136 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.91 0.91 0.91 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 4% 2% 0% 0% 0% 4% 0% 0% 0% Adj. Flow(vph) 0 752 245 93 1447 0 441 0 133 0 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 752 245 0 1540 0 0 441 133 0 0 0 Turn Type NA Free Perm NA Perm NA Free Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 35.1 69.0 35.1 21.9 69.0 Actuated g/C Ratio 0.51 1.00 0.51 032 1.00 v/c Ratio 0.43 0.14 1.07 0.85 0.08 Control Delay 12.2 0.2 64.9 39.6 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.2 0.2 64.9 39.6 0.1 LOS B A E D A North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 9 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Approach Delay 9.3 64.9 30.5 Approach LOS A E C Queue Length 50th(ft) 107 0 -418 172 0 Queue Length 95th(ft) 152 0 #551 235 0 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1740 1794 1441 592 1760 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.43 0.14 1.07 0.74 0.08 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:69 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.07 Intersection Signal Delay:40.7 Intersection LOS: D Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) '00.2, ''04 06 t08 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 10 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 529 64 38 397 983 691 Future Volume(vph) 529 64 38 397 983 691 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.996 Satd. Flow(prot) 3351 1794 0 3353 3539 1812 FIt Permitted 0.950 0.804 Satd. Flow(perm) 3351 1794 0 2707 3539 1812 Right Turn on Red Yes Yes Satd. Flow(RTOR) 71 430 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.87 0.87 0.95 0.95 Heavy Vehicles 1% 2% 0% 4% 2% 1% Adj. Flow(vph) 588 71 44 456 1035 727 Shared Lane Traffic(%) Lane Group Flow(vph) 588 71 0 500 1035 727 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 14.4 47.5 20.6 20.6 47.5 Actuated g/C Ratio 0.30 1.00 0.43 0.43 1.00 v/c Ratio 0.58 0.04 0.43 0.67 0.40 Control Delay 17.3 0.0 10.9 13.5 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.3 0.0 10.9 13.5 0.7 LOS B A B B A North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 11 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Approach Delay 15.4 10.9 8.2 Approach LOS B B A Queue Length 50th(ft) 65 0 44 105 0 Queue Length 95th(ft) 135 0 88 200 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1843 1794 1786 2335 1812 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.32 0.04 0.28 0.44 0.40 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:47.5 Natural Cycle:40 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.67 Intersection Signal Delay: 10.3 Intersection LOS: B Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 6:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 12 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 256 26 32 299 1254 317 Future Volume(vph) 256 26 32 299 1254 317 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.986 0.850 Flt Protected 0.957 0.995 Satd. Flow(prot) 3356 0 0 3266 3455 1516 Flt Permitted 0.957 0.785 Satd. Flow(perm) 3356 0 0 2576 3455 1516 Right Turn on Red Yes Yes Satd. Flow(RTOR) 11 345 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.60 0.60 0.96 0.96 0.92 0.92 Heavy Vehicles(%) 4% 0% 0% 7% 1% 3% Adj. Flow(vph) 427 43 33 311 1363 345 Shared Lane Traffic(%) Lane Group Flow(vph) 470 0 0 344 1363 345 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 27.0 12.0 63.0 51.0 51.0 Total Split(%) 30.000 13.3% 70.0% 56.7% 56.7% Maximum Green(s) 22.0 7.0 58.0 46.0 46.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 16.6 63.4 63.4 63.4 Actuated g/C Ratio 0.18 0.70 0.70 0.70 v/c Ratio 0.75 0.19 0.56 0.30 Control Delay 41.3 4.8 8.1 1.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.3 4.8 8.1 1.4 LOS D A A A Approach Delay 41.3 4.8 6.7 Approach LOS D A A Queue Length 50th(ft) 128 26 170 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 13 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Queue Length 95th(ft) 104 48 265 27 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 828 1813 2432 1169 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.57 0.19 0.56 0.30 1�OWNS Mr,I Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:62(69%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.75 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID:0532 Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 0 02 03 t06 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 8 19 46 314 1208 56 Future Volume(vph) 8 19 46 314 1208 56 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.905 0.993 Flt Protected 0.986 0.994 Satd. Flow(prot) 1639 0 0 3242 3551 0 Flt Permitted 0.986 0.994 Satd. Flow(perm) 1639 0 0 3242 3551 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.90 0.90 0.89 0.89 Heavy Vehicles 0% 0% 0% 8% 1% 0% Adj. Flow(vph) 10 24 51 349 1357 63 Shared Lane Traffic(%) Lane Group Flow(vph) 34 0 0 400 1420 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 Build(Generator Peak)AM 1111111 Int Delay,s/veh 1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 8 19 46 314 1208 56 Future Vol,veh/h 8 19 46 314 1208 56 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 90 90 89 89 Heavy Vehicles,% 0 0 0 8 1 0 Mvmt Flow 10 24 51 349 1357 63 MW Conflicting Flow All 1666 710 1420 0 - 0 Stage 1 1389 - - - - - Stage 2 277 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 89 381 486 - - - Stage 1 200 - - - - - Stage 2 751 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 77 381 486 - - - Mov Cap-2 Maneuver 77 - - - - - Stage 1 174 - - - - - Stage 2 751 - - - - - N ffim HCM Control Delay,s 30.2 2.3 0 HCM LOS D MWjjI i �Ii Capacity(veh/h) 486 - 176 - - HCM Lane V/C Ratio 0.105 - 0.192 - - HCM Control Delay(s) 13.3 0.7 30.2 - - HCM Lane LOS B A D - - HCM 95th%tile Q(veh) 0.3 - 0.7 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations +'+ 0 Traffic Volume(vph) 1 3 34 375 1187 20 Future Volume(vph) 1 3 34 375 1187 20 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.892 0.998 Flt Protected 0.990 0.996 Satd. Flow(prot) 1902 0 0 3238 3415 0 Flt Permitted 0.990 0.996 Satd. Flow(perm) 1902 0 0 3238 3415 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.86 0.86 Heavy Vehicles 0% 0% 0% 8% 2% 0% Adj. Flow(vph) 1 4 38 421 1380 23 Shared Lane Traffic(%) Lane Group Flow(vph) 5 0 0 459 1403 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 0.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 1 3 34 375 1187 20 Future Vol,veh/h 1 3 34 375 1187 20 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 86 86 Heavy Vehicles,% 0 0 0 8 2 0 Mvmt Flow 1 4 38 421 1380 23 MW Conflicting Flow All 1679 702 1403 0 - 0 Stage 1 1392 - - - - - Stage 2 287 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 88 385 493 - - - Stage 1 199 - - - - - Stage 2 742 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 79 385 493 - - - Mov Cap-2 Maneuver 79 - - - - - Stage 1 179 - - - - - Stage 2 742 - - - - - N ffim HCM Control Delay,s 23.8 1.6 0 HCM LOS C M 1 Jl yll U I 111101111 I'� Ill I Capacity(veh/h) 493 - 196 - - HCM Lane V/C Ratio 0.077 - 0.026 - - HCM Control Delay(s) 12.9 0.6 23.8 - - HCM Lane LOS B A C - - HCM 95th%tile Q(veh) 0.3 - 0.1 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 44 30 54 615 1277 62 Future Volume(vph) 44 30 54 615 1277 62 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Ped Bike Factor Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 1663 1417 1776 3539 3421 1606 Flt Permitted 0.950 0.950 Satd. Flow(perm) 1663 1417 1776 3539 3421 1606 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Confl. Peds. (#/hr) 30 Peak Hour Factor 0.80 0.80 0.88 0.88 0.88 0.88 Heavy Vehicles 23% 14% 5% 2% 2% 14% Adj. Flow(vph) 55 38 61 699 1451 70 Shared Lane Traffic(%) Lane Group Flow(vph) 55 38 61 699 1451 70 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 11.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 44 30 54 615 1277 62 Future Vol,veh/h 44 30 54 615 1277 62 Conflicting Peds,#/hr 30 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 88 88 88 88 Heavy Vehicles,% 23 14 5 2 2 14 Mvmt Flow 55 38 61 699 1451 70 MW Conflicting Flow All 1953 726 1451 0 - 0 Stage 1 1451 - - - - - Stage 2 502 - - - - - Critical Hdwy 7.26 7.18 4.2 - - - Critical Hdwy Stg 1 6.26 - - - - - Critical Hdwy Stg 2 6.26 - - - - - Follow-up Hdwy 3.73 3.44 2.25 - - - Pet Cap-1 Maneuver -44 341 448 - - - Stage 1 150 - - - - - Stage 2 517 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver -38 341 448 - - - Mov Cap-2 Maneuver -38 - - - - - Stage 1 130 - - - - - Stage 2 517 - - - - - N ffim HCM Control Delay,s 285.4 1.2 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 448 - 38 341 - - HCM Lane V/C Ratio 0.137 - 1.447 0.11 - - HCM Control Delay(s) 14.3 $468.4 169 - - HCM Lane LOS B - F C - - HCM 95th%tile Q(veh) 0.5 - 5.7 0.4 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations ' ' Traffic Volume(vph) 1 454 205 291 533 5 169 12 269 4 5 2 Future Volume(vph) 1 454 205 291 533 5 169 12 269 4 5 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.971 Flt Protected 0.950 0.955 0.982 Satd. Flow(prot) 0 1801 1531 1728 1798 0 0 1798 1599 0 1662 0 Flt Permitted 0.999 0.309 0.730 0.898 Satd. Flow(perm) 0 1799 1531 562 1798 0 0 1374 1599 0 1520 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 144 1 299 3 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.93 0.93 093 0.80 0.80 0.80 0.90 0.90 0.90 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 1% 2% 6% 1% 0% 1% 0% 13% 67% Adj. Flow(vph) 1 488 220 364 666 6 188 13 299 5 6 3 Shared Lane Traffic(%) Lane Group Flow(vph) 0 489 220 364 672 0 0 201 299 0 14 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 27.8 27.8 38.1 43.3 15.0 15.0 15.0 Actuated g/C Ratio 0.40 040 0.55 0.63 0.22 0.22 0.22 v/c Ratio 0.67 0.31 0.75 0.59 0.67 0.51 0.04 Control Delay 22.3 6.8 19.4 10.7 37.8 6.8 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.3 6.8 19.4 10.7 37.8 6.8 20.8 LOS C A B B D A C North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Approach Delay 17.5 13.8 19.3 20.8 Approach LOS B B B C Queue Length 50th(ft) 168 20 67 155 84 0 4 Queue Length 95th(ft) 283 63 105 222 157 58 16 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 950 876 487 1349 414 691 461 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.25 0.75 0.50 0.49 0.43 0.03 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:68.7 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.75 Intersection Signal Delay: 16.2 Intersection LOS: B Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period(min) 15 Splits and Phases: 11: Main Street/North Main Street&Sutton Street TO 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations +T T+ Traffic Volume(vph) 250 28 24 240 232 261 Future Volume(vph) 250 28 24 240 232 261 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.929 FIt Protected 0.950 0.995 Satd. Flow(prot) 1770 1568 0 2041 1846 0 FIt Permitted 0.950 0.995 Satd. Flow(perm) 1770 1568 0 2041 1846 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.93 0.93 0.89 0.89 0.80 0.80 Heavy Vehicles 2% 3% 1% 2% 2% 2% Adj. Flow(vph) 269 30 27 270 290 326 Shared Lane Traffic(%) Lane Group Flow(vph) 269 30 0 297 616 0 Sign Control Stop Free Free �I�NO I 1611)1" NMI�ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111IIIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 Build(Generator Peak)AM 111111101 Int Delay,s/veh 9.7 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +' T+ Traffic Vol,veh/h 250 28 24 240 232 261 Future Vol,veh/h 250 28 24 240 232 261 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 93 93 89 89 80 80 Heavy Vehicles,% 2 3 1 2 2 2 Mvmt Flow 269 30 27 270 290 326 MW Conflicting Flow All 777 453 616 0 - 0 Stage 1 453 - - - - - Stage 2 324 - - - - - Critical Hdwy 6.42 6.23 4.11 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.209 - - - Pet Cap-1 Maneuver 365 605 969 - - - Stage 1 640 - - - - - Stage 2 733 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 353 605 969 - - - Mov Cap-2 Maneuver 353 - - - - - Stage 1 619 - - - - - Stage 2 733 - - - - - N ffim HCM Control Delay,s 38.4 0.8 0 HCM LOS E M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 969 - 353 605 - - HCM Lane V/C Ratio 0.028 - 0.762 0.05 - - HCM Control Delay(s) 8.8 0 41.4 113 - - HCM Lane LOS A A E B - - HCM 95th%tile Q(veh) 0.1 - 6.1 02 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 0 5 6 0 0 130 4 288 0 401 696 1 Future Volume(vph) 0 5 6 0 0 130 4 288 0 401 696 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.923 0.865 Flt Protected 0.999 0.982 Satd. Flow(prot) 0 1812 0 0 1602 0 0 1905 0 0 1883 0 Flt Permitted 0.999 0.982 Satd. Flow(perm) 0 1812 0 0 1602 0 0 1905 0 0 1883 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.93 0.93 0.93 Heavy Vehicles 0% 0% 0% 0% 0% 6% 0% 3% 0% 3% 2% 0% Adj. Flow(vph) 0 6 8 0 0 163 5 360 0 431 748 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 14 0 0 163 0 0 365 0 0 1180 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 92.3% ICU Level of Service F Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 4.4 II a II al �Jlll i i u i W" 1111il NJ WIffir IIIIIINVOWN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 0 5 6 0 0 130 4 288 0 401 696 1 Future Vol,veh/h 0 5 6 0 0 130 4 288 0 401 696 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 93 93 93 Heavy Vehicles,% 0 0 0 0 0 6 0 3 0 3 2 0 Mvmt Flow 0 6 8 0 0 163 5 360 0 431 748 1 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2063 1981 749 1988 1981 360 749 0 0 360 0 0 Stage 1 1611 1611 - 370 370 - - - - - - - Stage 2 452 370 - 1618 1611 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.26 4.1 - - 4.13 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.354 2.2 - - 2.227 - - Pet Cap-1 Maneuver 41 62 415 46 62 676 869 - - 1193 - - Stage 1 133 165 - 654 624 - - - - - - - Stage 2 591 624 - 132 165 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver 16 23 415 19 23 676 869 - - 1193' - - Mov Cap-2 Maneuver 16 23 - 19 23 - - - - - - - Stage 1 132 63 - 649 620 - - - - - - Stage 2 446 620 - 44 63 - - - - - - - N ffim HCM Control Delay,s 110.6 12 0.1 ; 3.5 HCM LOS F B II 111 U 11 � I 11111 01111161111mil WjjI X/1111110 W/ 1401 � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 869 - - 47 676 1193 - - HCM Lane V/C Ratio 0.006 - - 0.293 0.24 0.361 - - HCM Control Delay(s) 9.2 0 - 110.6 12 9.7 0 - HCM Lane LOS A A - F B A A - HCM 95th%tile Q(veh) 0 - - 1 0.9 1.7 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 1 535 0 89 699 0 0 6 61 1 1 1 Future Volume(vph) 1 535 0 89 699 0 0 6 61 1 1 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.878 0.955 Flt Protected 0.994 0.984 Satd. Flow(prot) 0 2111 0 0 1932 0 0 1779 0 0 1607 0 Flt Permitted 0.994 0.984 Satd. Flow(perm) 0 2111 0 0 1932 0 0 1779 0 0 1607 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.93 0.93 0.93 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 2% 0% 1% 1% 2% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 1 575 0 ill 874 0 0 8 76 1 1 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 576 0 0 985 0 0 84 0 0 3 0 Sign Control Free Free Stop Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 Build(Generator Peak)AM 1111111 Int Delay,s/veh 1.7 II a II al �Jlll i i u i 1111111110 W" 1111il a ii WIffir 111111MINKI Mr, i i i i i y ui y i ui Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 1 535 0 89 699 0 0 6 61 1 1 1 Future Vol,veh/h 1 535 0 89 699 0 0 6 61 1 1 1 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 80 80 80 80 80 80 80 80 80 Heavy Vehicles,% 0 2 0 1 1 2 0 0 0 0 0 0 Mvmt Flow 1 575 0 111 874 0 0 8 76 1 1 1 Conflicting Flow All 874 0 - 575 0 0 1674 1673 575 1715 1673 874 Stage 1 - - - - - - 577 577 - 1096 1096 - Stage 2 - - - - - - 1097 1096 - 619 577 - Critical Hdwy 4.1 - - 411 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.209 - - 3.5 4 3.3 3.5 4 3.3 Pet Cap-1 Maneuver 781 - 0 1003 - - 77 97 521 72 97 352 Stage 1 - - 0 - - - 506 505 - 261 292 - Stage 2 - - 0 - - - 261 292 - 480 505 - Platoon blocked,% - - - Mov Cap-1 Maneuver 781 - - 1003 - - 63 76 521 48 76 352 Mov Cap-2 Maneuver - - - - - - 63 76 - 48 76 - Stage 1 - - - - - - 505 504 - 260 229 - Stage 2 - - - - - - 203 229 - 403 504 - N ffim HCM Control Delay,s 0 1 18.9 51.6 HCM LOS C F i Capacity(veh/h) 342 781 - 1003 - - 81 HCM Lane V/C Ratio 0.245 0.001 - 0.111 - - 0.046 HCM Control Delay(s) 18.9 9.6 0 9 0 - 51.6 HCM Lane LOS C A A A A - F HCM 95th%tile Q(veh) 0.9 0 - 04 - - 0.1 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM Lane Configurations Traffic Volume(vph) 0 58 57 4 34 1 40 66 5 0 90 0 Future Volume(vph) 0 58 57 4 34 1 40 66 5 0 90 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.933 0.997 0.994 Flt Protected 0.995 0.982 Satd. Flow(prot) 0 1950 0 0 2136 0 0 2102 0 0 1881 0 Flt Permitted 0.995 0.982 Satd. Flow(perm) 0 1950 0 0 2136 0 0 2102 0 0 1881 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.93 0.93 0.93 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% Adj. Flow(vph) 0 62 61 5 43 1 50 83 6 0 113 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 123 0 0 49 0 0 139 0 0 113 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 Build(Generator Peak)AM 111111101 Intersection Delay,s/veh 8.2 Intersection LOS A M��01�01�� *11 1!,W1, Lane Configurations Traffic Vol,veh/h 0 58 57 4 34 1 40 66 5 0 90 0 Future Vol,veh/h 0 58 57 4 34 1 40 66 5 0 90 0 Peak Hour Factor 0.93 0.93 093 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 1 0 Mvmt Flow 0 62 61 5 43 1 50 83 6 0 113 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 601110 u I i Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8 8.4 8.2 HCM LOS A A A A Vol Left,% 36% 0% 10% 0% Vol Thru,% 59% 50% 87% 100% Vol Right,% 5% 50% 3% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 111 115 39 90 LT Vol 40 0 4 0 Through Vol 66 58 34 90 RT Vol 5 57 1 0 Lane Flow Rate 139 124 49 112 Geometry Grp 1 1 1 1 Degree of Util(X) 0.172 0.146 0.063 0.139 Departure Headway(Hd) 4.457 4.236 4.62 4.458 Convergence,Y/N Yes Yes Yes Yes Cap 806 848 776 806 Service Time 2.478 2.256 2.643 2.481 HCM Lane V/C Ratio 0.172 0.146 0.063 0.139 HCM Control Delay 8.4 8 8 8.2 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.5 0.2 0.5 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2O20 Build(Generator Peak)AN Lane Configurations Lane UUiFactor 1.00 1.00 1.00 1.00 1.00 1.00 At Protected 0.950 F|tPennittad 0.850 Travel Shared Lane Traffic Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.6% ICU Level ofS i A Analysis Period(min) 15 North Andover Redevelopment'RJS Langan 140182701 '2U28 Build AM(Generator Pook).oyn Pogo31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 Build(Generator Peak)AM 1111111 Int Delay,s/veh 4.3 II u Lane Configurations ' Traffic Vol,veh/h 536 115 0 700 74 0 Future Vol,veh/h 536 115 0 700 74 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 93 93 80 80 80 80 Heavy Vehicles,% 2 0 0 1 0 0 Mvmt Flow 576 124 0 875 93 0 Conflicting Flow All 0 0 700 0 1513 638 Stage 1 - - - - 638 - Stage 2 - - - - 875 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 906 - 133 480 Stage 1 - - - - 530 - Stage 2 - - - - 41'1 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 906 - 133 480 Mov Cap-2 Maneuver - - - - 133 - Stage 1 - - - - 530 - Stage 2 - - - - 411 - N ffim HCM Control Delay,s 0 0 783 HCM LOS F M W'110'01 i �Ii Capacity(veh/h) 133 - - 906 - HCM Lane V/C Ratio 0.695 - - - - HCM Control Delay(s) 78.3 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 3.9 - - 0 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 Build(Generator Peak)AM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 17 621 34 5 1457 1 3 5 52 101 3 18 Future Volume(vph) 17 621 34 5 1457 1 3 5 52 101 3 18 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.0© 1.00 1.00 Frt 0.992 0.883 0.976 Flt Protected 0.999 0.993 0.960 Satd. Flow(prot) 0 3242 0 0 3419 0 0 1775 0 1905 0 0 Flt Permitted 0.999 0.993 0.960 Satd. Flow(perm) 0 3242 0 0 3419 0 0 1775 0 1905 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.87 0.87 0.87 0.82 0.82 0.82 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 4% 7% 2% 24% 2% 0% 0% 8% 3% 3% 0% 2% Adj. Flow(vph) 20 714 39 6 1777 1 4 6 65 126 4 23 Shared Lane Traffic(%) Lane Group Flow(vph) 0 773 0 0 1784 0 0 75 0 153 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road H C M 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 18.2 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations + +M Y Y Traffic Vol,veh/h 17 621 34 5 1457 1 5 52 101 3 Future Vol,veh/h 17 621 34 5 1457 1 5 52 101 3 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 87 87 87 82 82 82 80 80 80 80 Heavy Vehicles,% 4 7 2 24 2 0 8 3 3 0 Mvmt Flow 20 714 39 6 1777 1 6 65 126 4 Conflicting Flow All 1778 0 0 753 0 0 2189 889 1678 377 Stage 1 - - - - - - 1790 - 774 - Stage 2 - - - - - - 399 - 904 - Critical Hdwy 4.18 - - 458 - - 7.5 6.96 7.56 6.94 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.56 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.56 - Follow-up Hdwy 2.24 - - 2.44 - - 3.5 3.33 3.53 3.32 Pet Cap-1 Maneuver 337 - - 723 - - 26 284 -61 621 Stage 1 - - - - - - 86 - 355 - Stage 2 - - - - - - 604 - 296 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 337 - - 723 - - 7 284 - 621 Mov Cap-2 Maneuver - - - - - - 7 - - - Stage 1 - - - - - - 77 - 318' Stage 2 - - - - - - 517 - -60 - N ffim HCM Control Delay,s 1.2 3.4 $583.9 HCM LOS F - II 111 Ull � I 11111011111011101' II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 337 - - 42 723 - - - HCM Lane V/C Ratio 0.058 - - 1.786 0.008 - - - HCM Control Delay(s) 16.3 0.8 $583.9 10 3.4 - - HCM Lane LOS C A - F B A - - HCM 95th%tile Q(veh) 0.2 - - 7.8 0 - - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM t Lane Configurations Traffic Volume(vph) 33 67 606 4 12 1598 Future Volume(vph) 33 67 606 4 12 1598 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.909 0.999 Flt Protected 0.984 Satd. Flow(prot) 1845 0 3171 0 0 3388 Flt Permitted 0.984 Satd. Flow(perm) 1845 0 3171 0 0 3388 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.80 0.80 0.89 0.89 Heavy Vehicles 0% 2% 10% 0% 2% 3% Adj. Flow(vph) 41 84 758 5 13 1796 Shared Lane Traffic(%) Lane Group Flow(vph) 125 0 763 0 0 1809 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 3.7 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 33 67 606 4 12 1598 Future Vol,veh/h 33 67 606 4 12 1598 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 89 89 Heavy Vehicles,% 0 2 10 0 2 3 Mvmt Flow 41 84 758 5 13 1796 I Conflicting Flow All 1685 382 0 0 763 0 Stage 1 761 - - - - - Stage 2 924 - - - - - Critical Hdwy 6.8 6.94 - - 4.14 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.22 - Pet Cap-1 Maneuver 87 616 - - 845 - Stage 1 427 - - - - - Stage 2 352 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 0 616 - - 845 - Mov Cap-2 Maneuver 0 - - - - - Stage 1 0 - - - - - Stage 2 352 - - - - - HCM Control Delay,s 12.3 0 46 HCM LOS B M 1 Jl yll U I 11111011111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 616 845 - HCM Lane V/C Ratio - - 0.203 0.016 - HCM Control Delay(s) - - 12.3 93 4.6 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.8 0 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 Build(Generator Peak)AM t Lane Configurations Y 0 Traffic Volume(vph) 48 39 571 5 17 1614 Future Volume(vph) 48 39 571 5 17 1614 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.939 0.999 Flt Protected 0.973 0.999 Satd. Flow(prot) 1910 0 3172 0 0 3382 Flt Permitted 0.973 0.999 Satd. Flow(perm) 1910 0 3172 0 0 3382 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.80 0.80 0.88 0.88 Heavy Vehicles 0% 0% 10% 0% 10% 3% Adj. Flow(vph) 60 49 714 6 19 1834 Shared Lane Traffic(%) Lane Group Flow(vph) 109 0 720 0 0 1853 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 3.4 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 48 39 571 5 17 1614 Future Vol,veh/h 48 39 571 5 17 1614 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 88 88 Heavy Vehicles,% 0 0 10 0 10 3 Mvmt Flow 60 49 714 6 19 1834 I Conflicting Flow All 1672 360 0 0 720 0 Stage 1 717 - - - - - Stage 2 955 - - - - - Critical Hdwy 6.8 6.9 - - 4.3 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.3 - Pet Cap-1 Maneuver 88 642 - - 826 - Stage 1 450 - - - - - Stage 2 339 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 88 642 - - 826 - Mov Cap-2 Maneuver 88 - - - - - Stage 1 450 - - - - - Stage 2 339 - - - - - HCM Control Delay,s 82.3 0 01 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 144 826 - HCM Lane V/C Ratio - - 0.755 0.023 - HCM Control Delay(s) - - 82.3 95 0 HCM Lane LOS - - F A A HCM 95th%tile Q(veh) - - 4.6 0.1 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings 2026 Build(Generator Peak)AM t Lane Configurations 0 Traffic Volume(vph) 550 3 119 1543 19 27 Future Volume(vph) 550 3 119 1543 19 27 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.999 0.921 Flt Protected 0.996 0.980 Satd. Flow(prot) 3227 0 0 3412 1875 0 Flt Permitted 0.996 0.980 Satd. Flow(perm) 3227 0 0 3412 1875 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.80 0.80 0.88 0.88 0.80 0.80 Heavy Vehicles 8% 13% 0% 2% 0% 1% Adj. Flow(vph) 688 4 135 1753 24 34 Shared Lane Traffic(%) Lane Group Flow(vph) 692 0 0 1888 58 0 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 Build(Generator Peak)AM Int Delay,s/veh 3.5 M��u Lane Configurations 0 Traffic Vol,veh/h 550 3 119 1543 19 27 Future Vol,veh/h 550 3 119 1543 19 27 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 80 80 88 88 80 80 Heavy Vehicles,% 8 13 0 2 0 1 Mvmt Flow 688 4 135 1753 24 34 Conflicting Flow All 0 0 692 0 1837 346 Stage 1 - - - - 690 - Stage 2 - - - - 1147 - Critical Hdwy - - 4.1 - 68 6.92 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.31 Pet Cap-1 Maneuver - - 912 - 69 653 Stage 1 - - - - 465 - Stage 2 - - - - 269 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 912 - 0 653 Mov Cap-2 Maneuver - - - - 0 - Stage 1 - - - - 0 - Stage 2 - - - - 269 - N ffim I»,»»iy�� HCM Control Delay,s 0 4.6 11 HCM LOS B M W Capacity(veh/h) - - 653 912 - HCM Lane V/C Ratio - - 0.088 0.148 - HCM Control Delay(s) - - 11 96 4.2 HCM Lane LOS - - B A A HCM 95th%tile Q(veh) - - 0.3 0.5 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build AM(Generator Peak).syn Page 40 2026 Build P.M. (Generator Peak-Hour) LA/VuA , V 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM f Lane Configurations ' ' Traffic Volume(vph) 54 1508 49 104 1063 47 146 14 56 83 18 0 Future Volume(vph) 54 1508 49 104 1063 47 146 14 56 83 18 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.960 0.961 Satd. Flow(prot) 1770 3574 1553 1752 3539 1583 1698 1695 1583 0 1790 0 Flt Permitted 0.950 0.950 0.950 0.960 0.961 Satd. Flow(perm) 1770 3574 1553 1752 3539 1583 1698 1695 1583 0 1790 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.91 0.91 0.91 0.96 0.96 0.96 0.87 0.87 0.87 0.80 0.80 0.80 Heavy Vehicles(%) 2°% 1% 4% 3°% 2% 2% 1% 8°% 2°% 2% 2% 2% Adj. Flow(vph) 59 1657 54 108 1107 49 168 16 64 104 23 0 Shared Lane Traffic(%) 45% Lane Group Flow(vph) 59 1657 54 108 1107 49 92 92 64 0 127 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 17.0 35.0 17.0 35.0 22.0 22.0 16.0 16.0 Total Split(°%) 18.9%4 38.9°% 18.9% 38.9% 24.4% 24.4% 17.8°% 17.8% Maximum Green(s) 10.0 28.0 10.0 28.0 16.0 16.0 10.0 10.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 9.0 36.1 77.7 9.1 36.1 77.7 10.1 10.1 77.7 9.4 Actuated g/C Ratio 0.12 0.46 1.00 0.12 0.46 1.00 0.13 0.13 1.00 0.12 v/c Ratio 0.29 1.00 003 0.53 0.67 0.03 0.42 0.42 0.04 0.59 Control Delay 39.0 54.5 0.0 46.0 28.0 0.0 40.0 40.1 0.1 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 54.5 0.0 46.0 28.0 0.0 40.0 40.1 0.1 48.4 LOS D D A D C A D D A Approach Delay 52.3 28.5 29.7 48.4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t Approach LOS D C C D Queue Length 50th(ft) 29 -622 0 54 295 0 48 48 0 65 Queue Length 95th(ft) 68 #807 0 110 #461 0 92 92 0 ill Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 238 1660 1553 236 1643 1583 366 366 1583 241 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 1.00 0.03 0.46 0.67 0.03 0.25 0.25 0.04 0.53 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:77.7 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay:41.7 Intersection LOS: D Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) 02, 1 /*0"3 04 �00 5 t06 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 2 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 41 1163 1557 4 1 40 Future Volume(vph) 41 1163 1557 4 1 40 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 14 16 16 Storage Length(ft) 250 175 0 0 Storage Lanes 1 1 1 0 Taper Length(ft) 100 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.850 0.868 FIt Protected 0.950 0.999 Satd. Flow(prot) 1805 3574 3574 1723 1867 0 FIt Permitted 0.950 0.999 Satd. Flow(perm) 1805 3574 3574 1723 1867 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 4 50 Link Speed(mph) 35 55 25 Link Distance(ft) 837 905 199 Travel Time(s) 16.3 11.2 5.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.80 0.80 Heavy Vehicles 0% 1% 1% 0% 0% 0% Adj. Flow(vph) 46 1307 1749 4 1 50 Shared Lane Traffic(%) Lane Group Flow(vph) 46 1307 1749 4 51 0 Turn Type Prot NA NA pt+ov Prot Protected Phases 5 2 6 64 4 Permitted Phases Detector Phase 5 2 6 6 4 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 8.0 Minimum Split(s) 14.0 18.0 18.0 14.0 Total Split(s) 12.0 69.0 57.0 21.0 Total Split(%) 13.3% 76.7% 63.3% 23.3% Maximum Green(s) 6.0 61.0 49.0 15.0 Yellow Time(s) 4.0 5.0 5.0 4.0 All-Red Time(s) 2.0 3.0 3.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 8.0 8.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 Recall Mode None C-Min C-Min None Act Effct Green(s) 6.0 76.8 69.6 78.0 8.0 Actuated g/C Ratio 0.07 0.85 0.77 0.87 0.09 v/c Ratio 0.38 0.43 0.63 0.00 0.24 Control Delay 49.9 3.5 19.8 3.5 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 49.9 3.5 19.8 3.5 15.1 LOS D A B A B North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 3 2: Industrial Avenue (Route 125 Connector) & Ward Hill Industrial Park Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Approach Delay 5.0 19.7 15.1 Approach LOS A B B Queue Length 50th(ft) 26 120 396 0 1 Queue Length 95th(ft) 60 151 m511 ml 27 Internal Link Dist(ft) 757 825 119 Turn Bay Length(ft) 250 175 Base Capacity(vph) 120 3050 2763 1494 352 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.43 0.63 0.00 0.14 111111 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:88(98%), Referenced to phase 2:SET and 6:NWT,Start of Green Natural Cycle:75 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.63 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1123 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Industrial Avenue(Route 125 Connector)&Ward Hill Industrial Park 02 4L C4 05 V10 6 1 11111111mn North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 4 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t Lane Configurations Traffic Volume(vph) 1123 0 270 432 536 643 Future Volume(vph) 1123 0 270 432 536 643 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 0 275 Storage Lanes 2 1 2 1 Taper Length(ft) 25 25 Lane Util. Factor 0.97 1.00 0.95 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3467 0 3574 1583 3433 1568 Flt Permitted 0.950 0.950 Satd. Flow(perm) 3467 0 3574 1583 3433 1568 Right Turn on Red Yes Yes Satd. Flow(RTOR) 475 691 Link Speed(mph) 35 35 35 Link Distance(ft) 2268 1445 905 Travel Time(s) 44.2 28.1 17.6 Peak Hour Factor 0.96 0.96 0.91 0.91 0.93 0.93 Heavy Vehicles 1% 0% 1% 2% 2% 3% Adj. Flow(vph) 1170 0 297 475 576 691 Shared Lane Traffic(%) Lane Group Flow(vph) 1170 0 297 475 576 691 Turn Type Prot NA Free Prot Free Protected Phases 6 2 8 Permitted Phases Free Free Detector Phase 6 2 8 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 Minimum Split(s) 16.0 16.0 16.0 Total Split(s) 36.0 21.0 33.0 Total Split(%) 40.0% 23.3% 36.7% Maximum Green(s) 30.0 15.0 27.0 Yellow Time(s) 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.5 3.5 3.5 Recall Mode None Min C-Min Act Effct Green(s) 30.0 12.4 90.0 29.6 90.0 Actuated g/C Ratio 0.33 0.14 1.00 0.33 1.00 v/c Ratio 1.01 0.60 0.30 0.51 0.44 Control Delay 54.5 41.6 0.5 23.7 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 54.5 41.6 0.5 23.7 1.5 LOS D D A C A Approach Delay 54.5 16.3 11.6 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 5 3: South Main Street (Route 125) & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Approach LOS D B B Queue Length 50th(ft) -296 84 0 92 0 Queue Length 95th(ft) #485 122 0 163 0 Internal Link Dist(ft) 2188 1365 825 Turn Bay Length(ft) 275 Base Capacity(vph) 1155 595 1583 1127 1568 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 Reduced v/c Ratio 1.01 0.50 0.30 0.51 0.44 11110 If Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:0(0%), Referenced to phase 8:SEL, Start of Green, Master Intersection Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay:28.4 Intersection LOS:C Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0667 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue maybe longer. Queue shown is maximum after two cycles. Splits and Phases: 3:South Main Street(Route 125)&Industrial Avenue(Route 125 Connector) ) 06 02 08 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 6 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Generator Peak)PM 111229111, 22"11"MEE M"' M 9"''M' UP 011 Lane Configurations ' + r Traffic Volume(vph) 33 0 231 9 0 14 227 1281 16 5 536 30 Future Volume(vph) 33 0 231 9 0 14 227 1281 16 5 536 30 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 16 16 16 11 11 11 11 11 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 F rt 0.850 0.916 0.998 0.850 Flt Protected 0.950 0.981 0.950 Satd. Flow(prot) 0 1745 1561 0 1935 0 1745 1815 0 0 3455 1615 Flt Permitted 0.738 0.881 0.388 0.919 Satd. Flow(perm) 0 1355 1561 0 1738 0 713 1815 0 0 3176 1615 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 367 85 1 85 Link Speed(mph) 25 25 40 40 Link Distance(ft) 537 334 1171 254 Travel Time(s) 14.6 9.1 20.0 4.3 Peak Hour Factor 0.63 0.63 0.63 0.80 0.80 0.80 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Adj. Flow(vph) 52 0 367 11 0 18 239 1348 17 5 564 32 Shared Lane Traffic(%) Lane Group Flow(vph) 0 52 367 0 29 0 239 1365 0 0 569 32 Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Prot Protected Phases 3 3 3 1 6 2 2 Permitted Phases 3 3 6 2 Detector Phase 3 3 3 3 3 1 6 2 2 2 Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 8.0 8.0 8.0 8.0 Minimum Split(s) 13.0 13.0 13.0 13.0 13.0 9.0 13.0 13.0 13.0 13.0 Total Split(s) 54.0 54.0 54.0 54.0 54.0 17.0 36.0 19.0 19.0 19.0 Total Split(%) 60.0% 60.0% 60.0% 60.0% 60.0% 18.9% 40.0% 21.1% 21.1% 21.1% Maximum Green(s) 49.0 49.0 49.0 49.0 49.0 12.0 31.0 14.0 14.0 14.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Min C-Min C-Min C-Min Act Effct Green(s) 10.1 10.1 10.1 69.9 69.9 55.3 55.3 Actuated g/C Ratio 0.11 0.11 0.11 0.78 0.78 0.61 0.61 v/c Ratio 0.34 0.73 0.11 0.36 0.97 0.29 0.03 Control Delay 42.0 13.4 0.8 4.6 29.2 16.7 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 13.4 0.8 4.6 29.2 16.7 4.4 LOS D B A A C B A Approach Delay 17.0 0.8 25.5 16.1 Approach LOS B A C B Queue Length 50th(ft) 29 0 0 23 459 118 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 7 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build(Generator Peak)PM 111229111, 22"11"MEE M"'"M 9"''M' UP I011 Queue Length 95th(ft) 40 0 0 65 #1126 184 10; Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 737 1017 984 692 1410 1949 1024 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.36 0.03 0.35 0.97 0.29 0.03 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset: 17(19%),Referenced to phase 2:SBTL and 6:NBTL,Start of Green Natural Cycle:90 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.97 Intersection Signal Delay:21.7 Intersection LOS:C Intersection Capacity Utilization 103.9% ICU Level of Service G Analysis Period(min) 15 Description: MassDOT ID: 1168 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4:Osgood Street(Route 125)& 1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway 014\ 0 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 8 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations ' 4 +T r Traffic Volume(vph) 15 1552 321 145 873 6 254 1 151 9 4 9 Future Volume(vph) 15 1552 321 145 873 6 254 1 151 9 4 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.945 Flt Protected 0.993 0.953 0.980 Satd. Flow(prot) 0 3455 1812 0 3433 0 0 2052 1794 0 1994 0 Flt Permitted 0.938 0.512 0.707 0.836 Satd. Flow(perm) 0 3241 1812 0 1770 0 0 1522 1794 0 1701 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 136 1 136 11 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.93 0.93 0.93 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 0% 2% 0% 0% 0% Adj. Flow(vph) 16 1669 345 158 949 7 318 1 189 11 5 11 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1685 345 0 1114 0 0 319 189 0 27 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 41.0 41.0 41.0 41.0 31.0 31.0 31.0 31.0 Total Split(%) 56.9% 56.9% 56.9% 56.9% 43.1% 43.1% 43.1% 43.1% Maximum Green(s) 35.0 35.0 35.0 35.0 25.0 25.0 25.0 25.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 35.2 65.3 35.2 18.0 65.3 18.0 Actuated g/C Ratio 0.54 1.00 0.54 0.28 1.00 0.28 v/c Ratio 0.96 0.19 1.40dl 0.76 0.11 0.06 Control Delay 32.4 0.2 106.5 33.9 0.1 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.4 0.2 106.5 33.9 0.1 12.3 LOS C A F C A B North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 9 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Approach Delay 26.9 106.5 21.3 12.3 Approach LOS C F C B Queue Length 50th(ft) 313 0 -290 115 0 5 Queue Length 95th(ft) #576 0 #465 166 0 17 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1747 1812 955 586 1794 662 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.96 0.19 1.17 0.54 0.11 0.04 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:65.3 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.17 Intersection Signal Delay:50.1 Intersection LOS: D Intersection Capacity Utilization 107.7% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) '00.2, ''04 06 t08 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 10 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 868 34 61 1055 536 603 Future Volume(vph) 868 34 61 1055 536 603 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 16 11 11 12 16 Storage Length(ft) 100 100 0 125 Storage Lanes 2 0 0 1 Taper Length(ft) 100 25 Lane Util. Factor 0.97 1.00 0.95 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.997 Satd. Flow(prot) 3351 1830 0 3447 3574 1830 FIt Permitted 0.950 0.884 Satd. Flow(perm) 3351 1830 0 3056 3574 1830 Right Turn on Red Yes Yes Satd. Flow(RTOR) 38 615 Link Speed(mph) 30 40 40 Link Distance(ft) 935 989 1424 Travel Time(s) 21.3 16.9 24.3 Peak Hour Factor 0.90 0.90 0.92 0.92 0.98 0.98 Heavy Vehicles 1% 0% 0% 1% 1% 0% Adj. Flow(vph) 964 38 66 1147 547 615 Shared Lane Traffic(%) Lane Group Flow(vph) 964 38 0 1213 547 615 Turn Type Prot Free Perm NA NA Free Protected Phases 7 2 6 Permitted Phases Free 2 Free Detector Phase 7 2 2 6 Switch Phase Minimum Initial(s) 8.0 10.0 10.0 10.0 Minimum Split(s) 14.0 16.0 16.0 16.0 Total Split(s) 31.0 36.0 36.0 36.0 Total Split(%) 46.3% 53.7% 53.7% 53.7% Maximum Green(s) 25.0 30.0 30.0 30.0 Yellow Time(s) 4.0 4.0 4.0 4.0 All-Red Time(s) 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 Recall Mode None Min Min Min Act Effct Green(s) 22.5 63.1 28.4 28.4 63.1 Actuated g/C Ratio 0.36 1.00 0.45 0.45 1.00 v/c Ratio 0.81 0.02 0.88 0.34 0.34 Control Delay 24.7 0.0 25.8 12.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 0.0 25.8 12.3 0.5 LOS C A C B A North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 11 6: Osgood Street (Route 125) & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Approach Delay 23.8 25.8 6.1 Approach LOS C C A Queue Length 50th(ft) 174 0 227 73 0 Queue Length 95th(ft) 242 0 #362 106 0 Internal Link Dist(ft) 855 909 1344 Turn Bay Length(ft) 100 100 125 Base Capacity(vph) 1342 1830 1469 1718 1830 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn © 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.72 0.02 0.83 0.32 0.34 111111 Area Type: Other Cycle Length:67 Actuated Cycle Length:63.1 Natural Cycle:60 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.88 Intersection Signal Delay: 18.4 Intersection LOS: B Intersection Capacity Utilization 85.5% ICU Level of Service E Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6:Osgood Street(Route 125)&Sutton Street 2 06 07 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 12 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 284 29 28 1337 432 280 Future Volume(vph) 284 29 28 1337 432 280 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.986 0.850 Flt Protected 0.957 0.999 Satd. Flow(prot) 3386 0 0 3452 3388 1516 Flt Permitted 0.957 0.939 Satd. Flow(perm) 3386 0 0 3245 3388 1516 Right Turn on Red Yes Yes Satd. Flow(RTOR) 19 289 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.63 0.63 0.93 0.93 0.97 0.97 Heavy Vehicles(%) 3% 0% 0% 1% 3% 3% Adj. Flow(vph) 451 46 30 1438 445 289 Shared Lane Traffic(%) Lane Group Flow(vph) 497 0 0 1468 445 289 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 54.0 11.0 36.0 25.0 25.0 Total Split(%) 60.000 12.2% 40.0% 27.8% 27.8% Maximum Green(s) 49.0 6.0 31.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 17.9 62.1 62.1 62.1 Actuated g/C Ratio 0.20 0.69 0.69 0.69 v/c Ratio 0.72 0.66 0.19 0.25 Control Delay 38.4 6.7 6.4 2.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 38.4 6.7 6.4 2.3 LOS D A A A Approach Delay 38.4 6.7 4.8 Approach LOS D A A Queue Length 50th(ft) 132 195 65 20 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 13 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Queue Length 95th(ft) 110 m214 81 29 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 1852 2240 2339 1136 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.27 0.66 0.19 0.25 1�OWNS Mr,I Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:48(53%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.72 Intersection Signal Delay: 12.0 Intersection LOS: B Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0532 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 0 02 W.0#1)D"3 L06iij Ij North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 14 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 58 28 20 1298 452 2 Future Volume(vph) 58 28 20 1298 452 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 12 12 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.956 0.999 Flt Protected 0.967 0.999 Satd. Flow(prot) 1698 0 0 3452 3536 0 Flt Permitted 0.967 0.999 Satd. Flow(perm) 1698 0 0 3452 3536 0 Link Speed(mph) 25 40 40 Link Distance(ft) 295 1159 381 Travel Time(s) 8.0 19.8 6.5 Peak Hour Factor 0.80 0.80 0.91 0.91 0.92 0.92 Heavy Vehicles 0% 0% 0% 1% 2% 0% Adj. Flow(vph) 73 35 22 1426 491 2 Shared Lane Traffic(%) Lane Group Flow(vph) 108 0 0 1448 493 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 15 8: Osgood Street (Route 125) & 1600 Osgood St North Driveway 2 H C M 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 2.5 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 58 28 20 1298 452 2 Future Vol,veh/h 58 28 20 1298 452 2 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 91 91 92 92 Heavy Vehicles,% 0 0 0 1 2 0 Mvmt Flow 73 35 22 1426 491 2 MW Conflicting Flow All 1249 247 493 0 - 0 Stage 1 492 - - - - - Stage 2 757 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 168 759 1081 - - - Stage 1 586 - - - - - Stage 2 429 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 152 759 1081 - - - Mov Cap-2 Maneuver 152 - - - - - Stage 1 529 - - - - - Stage 2 429 - - - - - N ffim HCM Control Delay,s 40.1 0.5 0 HCM LOS E MWjjI i �Ii Capacity(veh/h) 1081 - 206 - - HCM Lane V/C Ratio 0.02 - 0.522 - - HCM Control Delay(s) 8.4 0.4 40.1 - - HCM Lane LOS A A E - - HCM 95th%tile Q(veh) 0.1 - 2.7 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 16 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations +'+ 0 Traffic Volume(vph) 13 81 11 1314 485 3 Future Volume(vph) 13 81 11 1314 485 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.883 0.999 Flt Protected 0.993 Satd. Flow(prot) 1888 0 0 3455 3418 0 Flt Permitted 0.993 Satd. Flow(perm) 1888 0 0 3455 3418 0 Link Speed(mph) 25 40 40 Link Distance(ft) 329 254 1159 Travel Time(s) 9.0 4.3 19.8 Peak Hour Factor 0.80 0.80 0.89 0.89 0.95 0.95 Heavy Vehicles 0% 0% 0% 1% 2% 0% Adj. Flow(vph) 16 101 12 1476 511 3 Shared Lane Traffic(%) Lane Group Flow(vph) 117 0 0 1488 514 0 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 17 9: Osgood Street (Route 125) & 1600 Osgood St South Driveway 1 H C M 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 1.1 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +'+ 0 Traffic Vol,veh/h 13 81 11 1314 485 3 Future Vol,veh/h 13 81 11 1314 485 3 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 - - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 80 80 89 89 95 95 Heavy Vehicles,% 0 0 0 1 2 0 Mvmt Flow 16 101 12 1476 511 3 MW Conflicting Flow All 1275 257 514 0 - 0 Stage 1 513 - - - - - Stage 2 762 - - - - - Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pet Cap-1 Maneuver 161 748 1062 - - - Stage 1 572 - - - - - Stage 2 427 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 151 748 1062 - - - Mov Cap-2 Maneuver 151 - - - - - Stage 1 536 - - - - - Stage 2 427 - - - - - N ffim HCM Control Delay,s 14.8 0.4 0 HCM LOS B MWjjI i �Ii Capacity(veh/h) 1062 - 484 - - HCM Lane V/C Ratio 0.012 - 0.243 - - HCM Control Delay(s) 8.4 0.3 14.8 - - HCM Lane LOS A A B - - HCM 95th%tile Q(veh) 0 - 0.9 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 18 10: Osgood Street (Route 125) & Holt Road Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t i Lane Configurations Traffic Volume(vph) 18 25 5 1501 767 4 Future Volume(vph) 18 25 5 1501 767 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 12 13 12 11 16 Storage Length(ft) 0 0 220 450 Storage Lanes 1 1 1 1 Taper Length(ft) 25 50 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd. Flow(prot) 2046 1553 1743 3574 3490 1538 FIt Permitted 0.950 0.950 Satd. Flow(perm) 2046 1553 1743 3574 3490 1538 Link Speed(mph) 35 40 40 Link Distance(ft) 2904 613 1171 Travel Time(s) 56.6 10.4 20.0 Peak Hour Factor 0.86 0.86 0.91 0.91 0.82 0.82 Heavy Vehicles 0% 4% 7% 1% 0% 19% Adj. Flow(vph) 21 29 5 1649 935 5 Shared Lane Traffic(%) Lane Group Flow(vph) 21 29 5 1649 935 5 Sign Control Stop Free Free MEN Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 19 10: Osgood Street (Route 125) & Holt Road H C M 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 0.7 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations r ft tt r Traffic Vol,veh/h 18 25 5 1501 767 4 Future Vol,veh/h 18 25 5 1501 767 4 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield - None - Yield Storage Length 0 0 220 - - 450 Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 86 86 91 91 82 82 Heavy Vehicles,% 0 4 7 1 0 19 Mvmt Flow 21 29 5 1649 935 5 MW Conflicting Flow All 1770 468 935 0 - 0 Stage 1 935 - - - - - Stage 2 835 - - - - - Critical Hdwy 6.8 6.98 4.24 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.34 2.27 - - - Pet Cap-1 Maneuver 76 536 698 - - - Stage 1 347 - - - - - Stage 2 391 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 75 536 698 - - - Mov Cap-2 Maneuver 75 - - - - - Stage 1 345 - - - - - Stage 2 391 - - - - - N ffim HCM Control Delay,s 36.6 0 0 HCM LOS E M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 698 - 75 536 - - HCM Lane V/C Ratio 0.008 - 0.279 0.054 - - HCM Control Delay(s) 10.2 - 70.6 121 - - HCM Lane LOS B - F B - - HCM 95th%tile Q(veh) 0 - 1 02 - - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 20 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 1 577 244 320 570 4 252 8 497 6 5 0 Future Volume(vph) 1 577 244 320 570 4 252 8 497 6 5 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 FIt Protected 0.950 0.954 0.972 Satd. Flow(prot) 0 1836 1546 1745 1817 0 0 1776 1615 0 2031 0 FIt Permitted 0.999 0.149 0.724 0.838 Satd. Flow(perm) 0 1834 1546 274 1817 0 0 1348 1615 0 1751 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 135 1 355 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.86 0.86 0.86 0.87 0.87 0.87 0.97 0.97 0.97 0.92 0.92 0.92 Heavy Vehicles 17% 0% 1% 0% 1% 0% 2% 4% 0% 0% 0% 0% Adj. Flow(vph) 1 671 284 368 655 5 260 8 512 7 5 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 672 284 368 660 0 0 268 512 0 12 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 40.0 40.0 40.0 15.0 25.0 25.0 25.0 25.0 25.0 Total Split(%) 50.0% 50.0% 50.0% 18.8% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 35.0 35.0 35.0 10.0 20.0 20.0 20.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 32.9 32.9 43.0 48.0 18.4 18.4 18.4 Actuated g/C Ratio 0.43 0.43 0.56 0.63 0.24 0.24 0.24 v/c Ratio 0.85 0.38 1.06 0.58 0.83 0.78 0.03 Control Delay 32.4 9.4 85.5 11.1 51.1 18.4 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.4 9.4 85.5 11.1 51.1 18.4 23.0 LOS C A F B D B C North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 21 11: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Approach Delay 25.6 37.7 29.6 23.0 Approach LOS C D C C Queue Length 50th(ft) 288 45 -144 172 125 65 5 Queue Length 95th(ft) #447 91 #293 249 #249 #206 17 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 847 787 348 1199 356 688 462 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.36 1.06 0.55 0.75 0.74 0.03 111111 Area Type: Other Cycle Length:80 Actuated Cycle Length:76.5 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay:31.2 Intersection LOS:C Intersection Capacity Utilization 94.2% ICU Level of Service F Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Main Street/North Main Street&Sutton Street TO 1111 4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 22 12: Main Street & Waverly Road Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations +T 1� Traffic Volume(vph) 436 79 53 321 310 265 Future Volume(vph) 436 79 53 321 310 265 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 15 15 14 14 Storage Length(ft) 0 33 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.938 FIt Protected 0.950 0.993 Satd. Flow(prot) 1787 1615 0 2055 1882 0 FIt Permitted 0.950 0.993 Satd. Flow(perm) 1787 1615 0 2055 1882 0 Link Speed(mph) 30 30 30 Link Distance(ft) 468 615 726 Travel Time(s) 10.6 14.0 16.5 Peak Hour Factor 0.94 0.94 0.92 0.92 0.88 0.88 Heavy Vehicles 1% 0% 1% 1% 1% 1% Adj. Flow(vph) 464 84 58 349 352 301 Shared Lane Traffic(%) Lane Group Flow(vph) 464 84 0 407 653 0 Sign Control Stop Free Free (IN#19110" �ifi�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111111IIIIIIIIIIIIIIIIIIIII1111111" Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 23 12: Main Street & Waverly Road H C M 6th TWSC 2026 Build(Generator Peak)PM 111111101 Int Delay,s/veh 115.7 II a II �I I �Jlll i i u i i i � i i III i ui Lane Configurations +T Traffic Vol,veh/h 436 79 53 321 310 265 Future Vol,veh/h 436 79 53 321 310 265 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 33 - - - - Veh in Median Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 94 94 92 92 88 88 Heavy Vehicles,% 1 0 1 1 1 1 Mvmt Flow 464 84 58 349 352 301 MW Conflicting Flow All 968 503 653 0 - 0 Stage 1 503 - - - - - Stage 2 465 - - - - - Critical Hdwy 6.41 6.2 4.11 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.209 - - - Pet Cap-1 Maneuver —283 573 939 - - - Stage 1 609 - - - - - Stage 2 634 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver —261 573 939 - - - Mov Cap-2 Maneuver —261 - - - - - Stage 1 562 - - - - - Stage 2 634 - - - - - N ffim HCM Control Delay,s$338.5 1.3 0 HCM LOS F M 1 Jl yll U I 111101111 11 I'� Ill I� ' � �' 1 ui 10' II III � �' �� �' Capacity(veh/h) 939 - 261 573 - - HCM Lane V/C Ratio 0.061 - 1.777 0.147 - - HCM Control Delay(s) 9.1 0$397.6 124 - - HCM Lane LOS A A F B - - HCM 95th%tile Q(veh) 0.2 - 31 05 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 24 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 2 4 2 5 300 1 897 1 205 475 2 Future Volume(vph) 0 2 4 2 5 300 1 897 1 205 475 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 13 13 13 13 13 13 13 13 13 13 13 13 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.916 0.868 Flt Protected 0.985 Satd. Flow(prot) 0 1798 0 0 1704 0 0 1944 0 0 1921 0 Flt Permitted 0.985 Satd. Flow(perm) 0 1798 0 0 1704 0 0 1944 0 0 1921 0 Link Speed(mph) 30 40 30 40 Link Distance(ft) 536 579 500 605 Travel Time(s) 12.2 9.9 11.4 10.3 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.90 0.90 0.81 0.81 0.81 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Adj. Flow(vph) 0 3 5 3 6 375 1 997 1 253 586 2 Shared Lane Traffic(%) Lane Group Flow(vph) 0 8 0 0 384 0 0 999 0 0 841 0 Sign Control Stop Stop Free Free �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 114.5% ICU Level of Service H Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 25 13: Chickering Road (Route 125)/Osgood Street (Route 125) & Colgate Drive/Osgood Street H C M 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 60 II a II al �Jlll i i u i W" 1111il a ii WIffir 1111111W WN Lane Configurations 4� 4� 4� Traffic Vol,veh/h 0 2 4 2 5 300 1 897 1 205 475 2 Future Vol,veh/h 0 2 4 2 5 300 1 897 1 205 475 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 - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 90 90 90 81 81 81 Heavy Vehicles,% 0 0 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 0 3 5 3 6 375 1 997 1 253 586 2 M ���1 Ill 0� NI,' �INN Conflicting Flow All 2283 2093 587 2097 2094 998 588 0 0 998 0 0 Stage 1 1093 1093 - 1000 1000 - - - - - - - Stage 2 1190 1000 - 1097 1094 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 65 6.2 4.1 - - 4.1 - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 55 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pet Cap-1 Maneuver 28 53 513 39 53 -299 997 - - 701 - - Stage 1 262 293 - 295 324 - - - - - - - Stage 2 231 324 - 261 292 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver - 24 513 21 24 -299 997 - - 701 - - Mov Cap-2 Maneuver - 24 - 21 24 - - - - - - - Stage 1 261 136 - 294 323 - - - - - - Stage 2 - 323 - 117 135 - - - - - - - N ffig HCM Control Delay,s $340.3 0 3.9 HCM LOS - F II 111 U 11 � I 11111 01111161111mil WJJI X/1111110 W/ 1401 � Maui y ii �iui ii i y i 1111 Capacity(veh/h) 997 - - - 235 701 - - HCM Lane V/C Ratio 0.001 - - - 1.633 0.361 - - HCM Control Delay(s) 8.6 0 - $340.3 13 0 - HCM Lane LOS A A - - F B A - HCM 95th%tile Q(veh) 0 - - - 24.5 1.6 - - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 26 14: High Street/Poor Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 917 0 80 590 1 0 7 106 0 3 0 Future Volume(vph) 0 917 0 80 590 1 0 7 106 0 3 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 16 16 16 13 13 13 14 14 14 9 9 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.874 Flt Protected 0.994 Satd. Flow(prot) 0 2153 0 0 1952 0 0 1771 0 0 1710 0 Flt Permitted 0.994 Satd. Flow(perm) 0 2153 0 0 1952 0 0 1771 0 0 1710 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 243 509 91 330 Travel Time(s) 5.5 11.6 2.1 7.5 Peak Hour Factor 0.88 0.88 0.88 0.84 0.84 0.84 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 1042 0 95 702 1 0 9 133 0 4 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1042 0 0 798 0 0 142 0 0 4 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 100.7% ICU Level of Service G Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 27 14: High Street/Poor Street & Sutton Street HCM 6th TWSC 2026 Build(Generator Peak)PM 1111111 Int Delay,s/veh 4 II a II al �Jlll i i u i 1111111110 W" 1111il NJ WIffir IIIIIINVOWN Lane Configurations +' 4� 4� 4� Traffic Vol,veh/h 0 917 0 80 590 1 0 7 106 0 3 0 Future Vol,veh/h 0 917 0 80 590 1 0 7 106 0 3 0 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 84 84 84 80 80 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 1042 0 95 702 1 0 9 133 0 4 0 Conflicting Flow All 703 0 - 1042 0 0 1937 1935 1042 2006 1935 703 Stage 1 - - - - - - 1042 1042 - 893 893 - Stage 2 - - - - - - 895 893 - 1113 1042 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 ; 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pet Cap-1 Maneuver 904 - 0 675 - - 50 67 281 45 67 441 Stage 1 - - 0 - - - 280 309 - 339 363 - Stage 2 - - 0 - - - 338 363 - 255 309 - Platoon blocked,% - - - Mov Cap-1 Maneuver 904 - - 675 - - 39 52 281 17 52 441 Mov Cap-2 Maneuver - - - - - - 39 52 - 17 52 - Stage 1 - - - - - - 280 309 - 339 279 Stage 2 - - - - - - 256 279 - 131 309 - N ffim HCM Control Delay,s 0 1.3 46.3 79.5 HCM LOS E F i Capacity(veh/h) 221 904 - 675 - - 52 HCM Lane V/C Ratio 0.639 - - 0.141 - - 0.072 HCM Control Delay(s) 46.3 0 - 112 0 - 79.5 HCM Lane LOS E A - B A - F HCM 95th%tile Q(veh) 3.8 0 - 05 - - 0.2 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 28 15: High Street & Chadwick Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations Traffic Volume(vph) 0 51 55 8 38 3 61 110 6 2 81 0 Future Volume(vph) 0 51 55 8 38 3 61 110 6 2 81 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 15 16 16 16 16 16 16 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.930 0.991 0.995 Flt Protected 0.992 0.983 0.999 Satd. Flow(prot) 0 1944 0 0 2117 0 0 2106 0 0 1898 0 Flt Permitted 0.992 0.983 0.999 Satd. Flow(perm) 0 1944 0 0 2117 0 0 2106 0 0 1898 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 255 496 276 91 Travel Time(s) 5.8 11.3 6.3 2.1 Peak Hour Factor 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 0.84 0.84 0.84 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 0 55 60 10 48 4 76 138 8 2 96 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 115 0 0 62 0 0 222 0 0 98 0 Sign Control Stop Stop Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 29 15: High Street & Chadwick Street HCM 6th AWSC 2026 Build(Generator Peak)PM 111111101 Intersection Delay,s/veh 8.6 Intersection LOS A M��01�01 Wi I!,W1, Lane Configurations Traffic Vol,veh/h 0 51 55 8 38 3 61 110 6 2 81 0 Future Vol,veh/h 0 51 55 8 38 3 61 110 6 2 81 0 Peak Hour Factor 0.92 0.92 092 0.80 0.80 0.80 0.80 0.80 0.80 0.84 0.84 0.84 Heavy Vehicles,% 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 0 55 60 10 48 4 76 138 8 2 96 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 N 111)111J)J111 J1NJ� 11 i i ui I J i i uiii Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.2 8.2 9.2 8.2 HCM LOS A A A A Vol Left,% 34% 0% 16% 2% Vol Thru,% 62% 48% 78% 98% Vol Right,% 3% 52% 6% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 177 106 49 83 LT Vol 61 0 8 2 Through Vol 110 51 38 81 RT Vol 6 55 3 0 Lane Flow Rate 221 115 61 99 Geometry Grp 1 1 1 1 Degree of Util(X) 0.275 0.141 0.081 0.125 Departure Headway(Hd) 4.467 4.4 4.769 4.56 Convergence,Y/N Yes Yes Yes Yes Cap 805 815 750 786 Service Time 2.494 2.431 2.803 2.591 HCM Lane V/C Ratio 0.275 0.141 0.081 0.126 HCM Control Delay 9.2 8.2 8.2 8.2 HCM Lane LOS A A A A HCM 95th-tile Q 1.1 0.5 0.3 0.4 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 30 16: Chadwick Street & Sutton Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM Lane Configurations ' Traffic Volume(vph) 917 106 0 590 99 0 Future Volume(vph) 917 106 0 590 99 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.986 At Protected 0.950 Satd. Flow(prot) 1873 0 0 1900 1805 0 Flt Permitted 0.950 Satd. Flow(perm) 1873 0 0 1900 1805 0 Link Speed(mph) 30 30 30 Link Distance(ft) 1208 243 255 Travel Time(s) 27.5 5.5 5.8 Peak Hour Factor 0.88 0.88 080 0.80 0.80 0.80 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% Adj. Flow(vph) 1042 120 0 738 124 0 Shared Lane Traffic(%) Lane Group Flow(vph) 1162 0 0 738 124 0 Sign Control Free Free Stop 11111 Will W11111 Area Type: Other Control Type: Unsignalzed Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 31 16: Chadwick Street & Sutton Street H C M 6th TWSC 2026 Build(Generator Peak)PM 1111111 Int Delay,s/veh 21.6 II ull �I I �Jlll i u iui i u� i p 11111111N u Lane Configurations +T Traffic Vol,veh/h 917 106 0 590 99 0 Future Vol,veh/h 917 106 0 590 99 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 88 88 80 80 80 80 Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Flow 1042 120 0 738 124 0 Conflicting Flow All 0 0 1162 0 1840 1102 Stage 1 - - - - 1102 - Stage 2 - - - - 738 - Critical Hdwy - - 4.1 - 64 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 54 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 608 - -84 260 Stage 1 - - - - 321 - Stage 2 - - - - 476 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 608 - -84 260 Mov Cap-2 Maneuver - - - - -84 - Stage 1 - - - - 321 - Stage 2 - - - - 476 - N ffim HCM Control Delay,s 0 0 $353.7 HCM LOS F M W'110'01 i �Ii Capacity(veh/h) 84 - - 608 - HCM Lane V/C Ratio 1.473 - - - - HCM Control Delay(s) $353.7 - - 0 - HCM Lane LOS F - - A - HCM 95th%tile Q(veh) 9.7 - - 0 - Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 32 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t 4r Lane Configurations 4M 4M Traffic Volume(vph) 43 1526 106 15 741 0 4 3 25 38 2 8 Future Volume(vph) 43 1526 106 15 741 0 4 3 25 38 2 8 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 15 15 15 15 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.990 0.895 0.973 Flt Protected 0.999 0.999 0.989 0.961 Satd. Flow(prot) 0 3420 0 0 3419 0 0 1836 0 1954 0 0 Flt Permitted 0.999 0.999 0.989 0.961 Satd. Flow(perm) 0 3420 0 0 3419 0 0 1836 0 1954 0 0 Link Speed(mph) 35 35 30 30 Link Distance(ft) 680 910 593 719 Travel Time(s) 13.2 17.7 13.5 16.3 Peak Hour Factor 0.83 0.83 0.83 0.81 0.81 0.81 0.80 0.80 0.80 0.85 0.85 0.92 Heavy Vehicles 0% 1% 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% Adj. Flow(vph) 52 1839 128 19 915 0 5 4 31 45 2 9 Shared Lane Traffic(%) Lane Group Flow(vph) 0 2019 0 0 934 0 0 40 0 56 0 0 Sign Control Free Free Stop Stop �I��6111111,I�III IN#NMI Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 33 17: Boston Road (Route 125)/Knipe Road (Route 125) & Cross Road & Boston Road HCM 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 46.2 II II a r�al �Jlll �� i i i i WNIIIIII u Lane Configurations ' ' Traffic Vol,veh/h 43 1526 106 15 741 0 3 25 38 2 Future Vol,veh/h 43 1526 106 15 741 0 3 25 38 2 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized None - None - None Storage Length - - - - - - 0 - 0 - Veh in Median Storage,# - 0 - - 0 - 0 - 0 - Grade,% - 0 - - 0 - 0 - 0 - Peak Hour Factor 83 83 83 81 81 81 80 80 85 85 Heavy Vehicles,% 0 1 0 0 2 0 0 1 0 0 Mvmt Flow 52 1839 128 19 915 0 4 31 45 2 Conflicting Flow All 915 0 0 1967 0 0 1978 458 2505 984 Stage 1 - - - - - - 953 - 2007 - Stage 2 - - - - - - 1025 - 498 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.92 7.5 6.9 Critical Hdwy Stg 1 - - - - - - 6.5 - 6.5 - Critical Hdwy Stg 2 - - - - - - 6.5 - 6.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 3.31 3.5 3.3 Pet Cap-1 Maneuver 754 - - 299 - - 38 553 - 15 251 Stage 1 - - - - - - 282 - 62 - Stage 2 - - - - - - 255 - 528 - Platoon blocked,% - - - - Mov Cap-1 Maneuver 754 - - 299 - - 29 553 -9 251 Mov Cap-2 Maneuver - - - - - - 29 - ~9 - Stage 1 - - - - - - 282 - 62 Stage 2 - - - - - - 241 - 428 - N ffim HCM Control Delay,s 0.3 1.4 110.1 $2410.8 HCM LOS F F II 111 Ull � I 11111011111011101' II)I� i i �i � uu ii i uiJ� I ��� 1i�IIIIIIN Capacity(veh/h) 754 - - 70 299 - - 11 HCM Lane V/C Ratio 0.069 - - 0.571 0.062 - - 4.855 HCM Control Delay(s) 10.1 0 - 110.1 17.8 1.1 $2410.8 HCM Lane LOS B A - F C A - F HCM 95th%tile Q(veh) 0.2 - - 24 0.2 - - 7.9 Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 34 18: Boston Road (Route 125) & Farrwood Drive (North) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 5 34 1641 27 52 752 Future Volume(vph) 5 34 1641 27 52 752 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.882 0.998 Flt Protected 0.994 0.997 Satd. Flow(prot) 1801 0 3449 0 0 3413 Flt Permitted 0.994 0.997 Satd. Flow(perm) 1801 0 3449 0 0 3413 Link Speed(mph) 30 35 35 Link Distance(ft) 512 1354 680 Travel Time(s) 11.6 26.4 13.2 Peak Hour Factor 0.80 0.80 0.83 0.83 0.83 0.83 Heavy Vehicles 0% 2% 1% 0% 1% 2% Adj. Flow(vph) 6 43 1977 33 63 906 Shared Lane Traffic(%) Lane Group Flow(vph) 49 0 2010 0 0 969 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 35 18: Boston Road (Route 125) & Farrwood Drive (North) HCM 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 3.8 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 5 34 1641 27 52 752 Future Vol,veh/h 5 34 1641 27 52 752 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 83 83 83 83 Heavy Vehicles,% 0 2 1 0 1 2 Mvmt Flow 6 43 1977 33 63 906 I Conflicting Flow All 2573 1005 0 0 2010 0 Stage 1 1994 - - - - - Stage 2 579 - - - - - Critical Hdwy 6.8 6.94 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.32 - - 2.21 - Pet Cap-1 Maneuver 22 240 - - 284 - Stage 1 94 - - - - - Stage 2 529 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 12 240 - - 284 - Mov Cap-2 Maneuver 12 - - - - - Stage 1 52 - - - - - Stage 2 529 - - - - - HCM Control Delay,s 132.3 0 53 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 70 284 - HCM Lane V/C Ratio - - 0.696 0.221 - HCM Control Delay(s) - - 132.3 212 4.2 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 3.1 08 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 36 19: Boston Road (Route 125) & Farrwood Drive (South) Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t Lane Configurations Y 0 Traffic Volume(vph) 8 18 1650 56 27 731 Future Volume(vph) 8 18 1650 56 27 731 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 15 15 11 11 11 11 Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95 Frt 0.906 0.995 Flt Protected 0.985 0.998 Satd. Flow(prot) 1865 0 3439 0 0 3416 Flt Permitted 0.985 0.998 Satd. Flow(perm) 1865 0 3439 0 0 3416 Link Speed(mph) 30 35 35 Link Distance(ft) 1050 202 1354 Travel Time(s) 23.9 3.9 26.4 Peak Hour Factor 0.80 0.80 0.82 0.82 0.80 0.80 Heavy Vehicles 0% 0% 1% 0% 1% 2% Adj. Flow(vph) 10 23 2012 68 34 914 Shared Lane Traffic(%) Lane Group Flow(vph) 33 0 2080 0 0 948 Sign Control Stop Free Free 1111101,111, Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 37 19: Boston Road (Route 125) & Farrwood Drive (South) HCM 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 3 II WN 11111111 ll> u Lane Configurations Y 0 Traffic Vol,veh/h 8 18 1650 56 27 731 Future Vol,veh/h 8 18 1650 56 27 731 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 - - - - - Veh in Median Storage,# 0 - 0 - - 0 Grade,% 0 - 0 - - 0 Peak Hour Factor 80 80 82 82 80 80 Heavy Vehicles,% 0 0 1 0 1 2 Mvmt Flow 10 23 2012 68 34 914 I Conflicting Flow All 2571 1040 0 0 2080 0 Stage 1 2046 - - - - - Stage 2 525 - - - - - Critical Hdwy 6.8 6.9 - - 4.12 - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.21 - Pet Cap-1 Maneuver 22 231 - - 267 - Stage 1 88 - - - - - Stage 2 564 - - - - - Platoon blocked,% - - - Mov Cap-1 Maneuver 16 231 - - 267 - Mov Cap-2 Maneuver 16 - - - - - Stage 1 65 - - - - - Stage 2 564 - - - - - HCM Control Delay,s 195.4 0 31 HCM LOS F M 1 Jl yll U I 11111 ����111 I'� Ill I� ' °�' a �"�' II I+� 111111111 Capacity(veh/h) - - 45 267 - HCM Lane V/C Ratio - - 0.722 0.126 - HCM Control Delay(s) - - 195.4 204 2.5 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 2.8 0.4 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 38 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street Lanes, Volumes, Timings 2026 Build(Generator Peak)PM t Lane Configurations 0 + Y Traffic Volume(vph) 1595 15 37 702 8 110 Future Volume(vph) 1595 15 37 702 8 110 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 15 15 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.999 0.874 Flt Protected 0.997 0.997 Satd. Flow(prot) 3452 0 0 3414 1821 0 Flt Permitted 0.997 0.997 Satd. Flow(perm) 3452 0 0 3414 1821 0 Link Speed(mph) 35 40 30 Link Distance(ft) 650 202 1063 Travel Time(s) 12.7 3.4 24.2 Peak Hour Factor 0.83 0.83 0.81 0.81 0.80 0.80 Heavy Vehicles 1% 0% 0% 2% 0% 0% Adj. Flow(vph) 1922 18 46 867 10 138 Shared Lane Traffic(%) Lane Group Flow(vph) 1940 0 0 913 148 0 Sign Control Free Free Stop Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period(min) 15 North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 39 20: Osgood Street (Route 125)/Boston Road (Route 125) & Bradford Street HCM 6th TWSC 2026 Build(Generator Peak)PM Int Delay,s/veh 9.3 M��u Lane Configurations 0 Traffic Vol,veh/h 1595 15 37 702 8 110 Future Vol,veh/h 1595 15 37 702 8 110 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 83 83 81 81 80 80 Heavy Vehicles,% 1 0 0 2 0 0 Mvmt Flow 1922 18 46 867 10 138 Conflicting Flow All 0 0 1940 0 2457 970 Stage 1 - - - - 1931 - Stage 2 - - - - 526 - Critical Hdwy - - 4.1 - 68 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 58 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pet Cap-1 Maneuver - - 307 - 26 257 Stage 1 - - - - 102 - Stage 2 - - - - 563 - Platoon blocked,% - - - Mov Cap-1 Maneuver - - 307 - 18 257 Mov Cap-2 Maneuver - - - - 18 - Stage 1 - - - - 73 - Stage 2 - - - - 563 - N ffim HCM Control Delay,s 0 3.3 168.9 HCM LOS F M 1 Jl�11 U I 111101111 1111mil WjjI W Capacity(veh/h) - - 135 307 - HCM Lane V/C Ratio - - 1.093 0.149 - HCM Control Delay(s) - - 168.9 188 2.5 HCM Lane LOS - - F C A HCM 95th%tile Q(veh) - - 8.3 0.5 - North Andover Redevelopment-RJS Langan 140182701 -2026 Build PM(Generator Peak).syn Page 40 Appendix F Capacity Analysis - 2026 Build with Improvements Traffic Conditions LA/VfiA /V 2026 Build with Improvements A.M. (Roadway Peak-Hour) LA/VfjAN 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM f Lane Configurations ' ' Traffic Volume(vph) 50 900 162 421 1457 135 75 17 30 74 8 0 Future Volume(vph) 50 900 162 421 1457 135 75 17 30 74 8 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.969 0.957 Satd. Flow(prot) 1787 3505 1599 1736 3539 1568 1603 1675 1538 0 1747 0 Flt Permitted 0.950 0.950 0.950 0.969 0.957 Satd. Flow(perm) 1787 3505 1599 1736 3539 1568 1603 1675 1538 0 1747 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.86 0.86 0.86 0.80 0.80 0.80 Heavy Vehicles(%) 1%0 3% 1% 4°% 2% 3% 7% 0°% 5°% 3% 14% 2% Adj. Flow(vph) 52 928 167 439 1518 141 87 20 35 93 10 0 Shared Lane Traffic(%) 39% Lane Group Flow(vph) 52 928 167 439 1518 141 53 54 35 0 103 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 21.0 32.0 30.0 41.0 13.0 13.0 15.0 15.0 Total Split(°%) 23.3% 35.6°% 33.3% 45.6% 14.4% 14.4% 16.7°% 16.7% Maximum Green(s) 14.0 25.0 23.0 34.0 7.0 7.0 9.0 9.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 10.8 24.8 83.6 23.6 45.9 83.6 6.9 6.9 83.6 8.5 Actuated g/C Ratio 0.13 0.30 1.00 0.28 0.55 1.00 0.08 0.08 1.00 0.10 v/c Ratio 0.23 0.89 010 0.90 0.78 0.09 0.40 0.39 0.02 0.58 Control Delay 36.5 42.8 0.1 55.6 28.1 0.1 49.2 48.3 0.0 53.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.5 42.8 0.1 55.6 28.1 0.1 49.2 48.3 0.0 53.1 LOS D D A E C A D D A Approach Delay 36.3 32.0 36.7 53.1 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM f Approach LOS D C D D Queue Length 50th(ft) 26 272 0 249 -534 0 30 31 0 57 Queue Length 95th(ft) 50 #398 0 #441 #668 0 67 67 0 96 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 308 1080 1599 492 1942 1568 138 144 1538 193 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.86 0.10 0.89 0.78 0.09 0.38 0.38 0.02 0.53 111 Oil Area Type: Other Cycle Length:90 Actuated Cycle Length:83.6 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.90 Intersection Signal Delay:34.2 Intersection LOS:C Intersection Capacity Utilization76.1% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) ,0 0 1005 t06 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 2 4: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- LaDes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP 011 Lane Configurations +T *1� 0 4M Frt 0.850 0.947 0.987 0.989 Satd. Flow Flow Right Turn on Red Yes Yes Yes Yes Satd. Flow Peak Hour Factor 0.42 042 0.42 0.80 0.80 0.80 0.85 0.95 0.85 0.85 0.85 0.85 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Protected Phases 3 3 3 1 O 2 Detector Phase 3 3 3 3 3 1 O 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min Control Delay 387 142 09 43 21 58 Total Delay 397 142 09 43 21 50 DelayApproach 17.6 08 23 5.6 Queue Length 50th(ft) S O O 3 25 81 North Andover Development'CJM Langan 140182701 '2026 Build AN with Improvements(Roadway PeoN.uyn Page 3 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP I011 Queue Length 95th(ft) 13 0 0 10 41 93 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 378 513 506 376 2747 2497 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.21 0.05 0.10 0.18 0.74 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green, Master Intersection Natural Cycle:65 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 Intersection Signal Delay:5.5 Intersection LOS:A Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID: 1168 Splits and Phases: 4:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway 0 t06 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 4 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM Lane Configurations 4+ 4M +T r 41� Traffic Volume(vph) 2 616 291 127 1733 0 437 1 75 1 0 0 Future Volume(vph) 2 616 291 127 1733 0 437 1 75 1 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.997 0.952 0.950 Satd. Flow(prot) 0 3421 1794 0 3406 0 0 2050 1760 0 2046 0 Flt Permitted 0.832 0.784 0.727 0.174 Satd. Flow(perm) 0 2847 1794 0 2679 0 0 1565 1760 0 375 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 242 136 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.91 0.91 091 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 4% 2% 0% 0% 0% 4% 0% 0% 0% Adj. Flow(vph) 2 677 320 138 1884 0 546 1 94 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 679 320 0 2022 0 0 547 94 0 1 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 43.0 43.0 43.0 43.0 29.0 29.0 29.0 29.0 Total Split(%) 59.7% 59.7% 59.7% 59.7% 40.3% 40.3% 40.3% 40.3% Maximum Green(s) 37.0 37.0 37.0 37.0 23.0 23.0 23.0 23.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 37.0 72.0 37.0 23.0 72.0 23.0 Actuated g/C Ratio 0.51 1.00 0.51 032 1.00 0.32 v/c Ratio 0.46 0.18 1.47 1.10 0.05 0.01 Control Delay 12.5 0.2 236.4 96.1 0.1 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 0.2 236.4 96.1 0.1 17.0 LOS B A F F A B North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 5 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM Approach Delay 8.6 236.4 82.0 17.0 Approach LOS A F F B Queue Length 50th(ft) 94 0 -663 -281 0 0 Queue Length 95th(ft) 135 0 #797 #383 0 3 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1463 1794 1376 499 1760 119 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.46 018 1.47 1.10 0.05 0.01 111111 Area Type Other Cycle Length:72 Actuated Cycle Length:72 Natural Cycle: 150 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.47 Intersection Signal Delay: 147.2 Intersection LOS: F Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) 0 t08 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 6 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM Lane Configurations + Traffic Volume(vph) 55 5 4 353 1953 38 Future Volume(vph) 55 5 4 353 1953 38 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.987 0.850 Flt Protected 0.956 0.999 Satd. Flow(prot) 2671 0 0 3260 3455 1020 Flt Permitted 0.956 0.932 Satd. Flow(perm) 2671 0 0 3042 3455 1020 Right Turn on Red Yes Yes Satd. Flow(RTOR) 11 31 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.42 0.42 0.96 0.96 0.92 0.92 Heavy Vehicles(%) 33% 0% 0% 7% 1% 53% Adj. Flow(vph) 131 12 4 368 2123 41 Shared Lane Traffic(%) Lane Group Flow(vph) 143 0 0 372 2123 41 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 30.0 12.0 60.0 48.0 48.0 Total Split(%) 33.3% 13.3% 66.7% 53.3% 53.3% Maximum Green(s) 25.0 7.0 55.0 43.0 43.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 9.4 70.6 70.6 70.6 Actuated g/C Ratio 0.10 0.78 0.78 0.78 v/c Ratio 0.49 0.16 0.78 0.05 Control Delay 40.7 2.6 8.5 1.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 40.7 2.6 8.5 1.4 LOS D A A A Approach Delay 40.7 2.6 8.3 Approach LOS D A A Queue Length 50th(ft) 37 19 261 1 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 7 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)AM Queue Length 95th(ft) 26 35 430 8 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 749 2385 2708 806 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.19 0.16 0.78 0.05 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:62(69%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:75 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.78 Intersection Signal Delay:9.3 Intersection LOS:A Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0532 Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 0 02 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Roadway Peak).syn Page 8 2026 Build with Improvements P.M. (Roadway Peak-Hour) LA/VfjAN 4: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- LaDes, Volumes, Timings 2026 Build Improvements(Roadway Peak)pM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP 011 Lane Configurations +T *1� 0 4M Frt 0.850 0.904 0.987 0.988 Satd. Flow Flow Right Turn on Red Yes Yes Yes Yes Satd. Flow Peak Hour Factor 0.08 0.08 0.08 0.80 0.80 0.80 0.85 0.95 0.85 0.85 0.85 0.85 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Protected Phases 3 3 3 1 O 2 Detector Phase 3 3 3 3 3 1 O 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min Control Delay 387 87 49 22 38 65 Total Delay 39.7 8.7 4.9 2.2 3.6 6.5 Approach D | 157 48 35 85 Queue Length 50h(ft) 10 O O 5 120 104 North Andover Development'CJM Langan 140182701 '2026 Build PM with Improvements(Roadway PeoN.uyn Page 1 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM 611"92 IN,9'Elm"1"M ffa'''K'" 29'9",M' UP I011 Queue Length 95th(ft) 23 7 6 11 1,53 134 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 966 888 987 662 2894 2409 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.07 0.05 0.08 0.53 0.30 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.53 Intersection Signal Delay:4.8 Intersection LOS:A Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period(min) 15 Description: MassDOT ID: 1168 Splits and Phases: 4:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Roadway Peak).syn Page 2 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM Lane Configurations 4+ 4M +T r 41� Traffic Volume(vph) 14 1550 348 88 881 4 267 1 106 4 0 5 Future Volume(vph) 14 1550 348 88 881 4 267 1 106 4 0 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.926 Flt Protected 0.995 0.953 0.978 Satd. Flow(prot) 0 3455 1812 0 3438 0 0 2052 1794 0 1950 0 Flt Permitted 0.941 0.565 0.719 0.840 Satd. Flow(perm) 0 3252 1812 0 1952 0 0 1548 1794 0 1675 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 136 1 136 45 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.93 0.93 093 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 0% 2% 0% 0% 0% Adj. Flow(vph) 15 1667 374 96 958 4 334 1 133 5 0 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1682 374 0 1058 0 0 335 133 0 11 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 48.0 48.0 48.0 48.0 24.0 24.0 24.0 24.0 Total Split(%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 42.0 42.0 42.0 42.0 18.0 18.0 18.0 18.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 39.6 68.8 39.6 17.0 68.8 17.0 Actuated g/C Ratio 0.58 1.00 0.58 0.25 1.00 0.25 v/c Ratio 0.90 0.21 0.94 0.87 0.07 0.02 Control Delay 21.1 0.3 31.4 51.3 0.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.1 0.3 31.4 51.3 0.1 0.1 LOS C A C D A A North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Roadway Peak).syn Page 3 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM t Approach Delay 17.3 31.4 36.7 0.1 Approach LOS B C D A Queue Length 50th(ft) 306 0 202 143 0 0 Queue Length 95th(ft) #450 0 #361 #231 0 0 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 2006 1812 1204 409 1794 475 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.21 0.88 0.82 0.07 0.02 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:68.8 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.94 Intersection Signal Delay:24.0 Intersection LOS:C Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) `002, 06 t08 North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Roadway Peak).syn Page 4 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM Lane Configurations + Traffic Volume(vph) 44 4 6 1634 532 62 Future Volume(vph) 44 4 6 1634 532 62 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.987 0.850 Flt Protected 0.956 Satd. Flow(prot) 2729 0 0 3455 3388 1290 Flt Permitted 0.956 0.954 Satd. Flow(perm) 2729 0 0 3296 3388 1290 Right Turn on Red Yes Yes Satd. Flow(RTOR) 6 64 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.68 0.68 0.93 0.93 0.97 0.97 Heavy Vehicles(%) 30% 0% 0% 1% 3% 21% Adj. Flow(vph) 65 6 6 1757 548 64 Shared Lane Traffic(%) Lane Group Flow(vph) 71 0 0 1763 548 64 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 54.0 11.0 36.0 25.0 25.0 Total Split(%) 60.0% 12.2% 40.0% 27.8% 27.8% Maximum Green(s) 49.0 6.0 31.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 8.2 75.4 75.4 75.4 Actuated g/C Ratio 0.09 0.84 0.84 0.84 v/c Ratio 0.28 0.64 0.19 0.06 Control Delay 38.2 4.7 1.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 38.2 4.7 1.3 0.2 LOS D A A A Approach Delay 38.3 4.7 1.2 Approach LOS D A A Queue Length 50th(ft) 18 237 16 0 North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Roadway Peak).syn Page 5 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM Queue Length 95th(ft) 28 323 24 m2 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 1488 2762 2840 1091 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.05 0.64 0.19 0.06 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:31 (34%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:55 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.64 Intersection Signal Delay:4.8 Intersection LOS:A Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0532 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 0 02, WA 0311 106 North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Roadway Peak).syn Page 6 34: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM Lane Configurations ' ' Traffic Volume(vph) 3 657 290 308 581 9 260 6 432 11 15 5 Future Volume(vph) 3 657 290 308 581 9 260 6 432 11 15 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.979 Flt Protected 0.950 0.953 0.982 Satd. Flow(prot) 0 1835 1546 1745 1815 0 0 1774 1615 0 2009 0 Flt Permitted 0.998 0.125 0.703 0.857 Satd. Flow(perm) 0 1832 1546 230 1815 0 0 1309 1615 0 1754 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 132 2 403 6 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.92 0.92 092 0.82 0.82 0.82 0.91 0.91 0.91 0.80 0.80 0.80 Heavy Vehicles(%) 17% 0% 1% 0% 1% 0% 2% 4% 0% 0% 0% 0% Adj. Flow(vph) 3 714 315 376 709 11 286 7 475 14 19 6 Shared Lane Traffic(%) Lane Group Flow(vph) 0 717 315 376 720 0 0 293 475 0 39 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 37.0 37.0 37.0 19.0 24.0 24.0 24.0 24.0 24.0 Total Split(%) 46.3% 46.3% 46.3% 23.8% 30.0% 30.0% 30.0% 30.0% 30.0% Maximum Green(s) 32.0 32.0 32.0 14.0 19.0 19.0 19.0 19.0 19.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 32.0 32.0 46.0 51.0 19.0 19.0 19.0 Actuated g/C Ratio 0.40 040 0.58 0.64 0.24 0.24 0.24 v/c Ratio 0.98 0.45 0.95 0.62 0.95 0.69 0.09 Control Delay 54.5 12.3 56.2 11.7 72.1 11.2 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.5 12.3 56.2 11.7 72.1 11.2 21.8 LOS D B E B E B C North Andover Redevelopment-RJS Langan 140182701 -2026 Build with Improvements PM (Roadway Peak).syn Page 1 34: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build Improvements(Roadway Peak)PM Approach Delay 41.6 26.9 34.4 21.8 Approach LOS D C C C Queue Length 50th(ft) 344 61 135 190 144 29 13 Queue Length 95th(ft) #575 128 #253 245 #294 125 32 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 732 697 397 1157 310 690 421 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.98 0.45 0.95 0.62 0.95 0.69 0.09 111111 Area Type Other Cycle Length:80 Actuated Cycle Length:80 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.98 Intersection Signal Delay:34.0 Intersection LOS:C Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 34: Main Street/North Main Street&Sutton Street O �� North Andover Redevelopment-RJS Langan 140182701 -2026 Build with Improvements PM (Roadway Peak).syn Page 2 2026 Build with Improvements A.M. (Generator Peak-Hour) LA/VfjAN 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM f Lane Configurations ' ' Traffic Volume(vph) 23 1162 99 370 1171 149 73 53 15 39 2 0 Future Volume(vph) 23 1162 99 370 1171 149 73 53 15 39 2 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 300 600 275 425 0 275 0 0 Storage Lanes 1 1 1 2 1 1 0 0 Taper Length(ft) 100 75 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.991 0.955 Satd. Flow(prot) 1787 3505 1599 1736 3539 1568 1603 1767 1538 0 1751 0 Flt Permitted 0.950 0.950 0.950 0.991 0.955 Satd. Flow(perm) 1787 3505 1599 1736 3539 1568 1603 1767 1538 0 1751 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 364 364 364 Link Speed(mph) 55 55 30 30 Link Distance(ft) 1096 1082 437 665 Travel Time(s) 13.6 13.4 9.9 15.1 Peak Hour Factor 0.97 0.97 0.97 0.96 0.96 0.96 0.86 0.86 0.86 0.80 0.80 0.80 Heavy Vehicles(%) 1%0 3% 1% 4°% 2% 3% 7% 0°% 5°% 3% 14% 2% Adj. Flow(vph) 24 1198 102 385 1220 155 85 62 17 49 3 0 Shared Lane Traffic(%) 15% Lane Group Flow(vph) 24 1198 102 385 1220 155 72 75 17 0 52 0 Turn Type Prot NA Free Prot NA Free Split NA Free Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases Free Free Free Detector Phase 1 6 5 2 3 3 4 4 Switch Phase Minimum Initial(s) 6.0 12.0 6.0 12.0 6.0 6.0 6.0 6.0 Minimum Split(s) 13.0 19.0 13.0 19.0 12.0 12.0 12.0 12.0 Total Split(s) 21.0 32.0 30.0 41.0 13.0 13.0 15.0 15.0 Total Split(°%) 23.3%4 35.6°% 33.3% 45.6% 14.4% 14.4% 16.7°% 16.7% Maximum Green(s) 14.0 25.0 23.0 34.0 7.0 7.0 9.0 9.0 Yellow Time(s) 5.0 5.0 5.0 5.0 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 7.0 7.0 7.0 7.0 6.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Min None Min None None None None Act Effct Green(s) 9.2 26.1 78.8 20.7 48.8 78.8 7.0 7.0 78.8 7.8 Actuated g/C Ratio 0.12 0.33 1.00 0.26 0.62 1.00 0.09 0.09 1.00 0.10 v/c Ratio 0.12 1.03 006 0.85 0.56 0.10 0.50 0.48 0.01 ; 0.30 Control Delay 35.1 66.5 0.1 48.5 17.9 0.1 52.7 49.9 0.0 42.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.1 66.5 0.1 48.5 17.9 0.1 52.7 49.9 0.0 42.0 LOS D E A D B A D D A D Approach Delay 60.8 23.0 45.9 42.0 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 1 1: Shelley Road/Ward Hill Avenue & Industrial Avenue (Route 125 Connector) Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM f Approach LOS E C D D Queue Length 50th(ft) 13 -438 0 206 190 0 42 43 0 28 Queue Length 95th(ft) 34 #575 0 #368 #475 0 #94 #92 0 56 Internal Link Dist(ft) 1016 1002 357 585 Turn Bay Length(ft) 300 600 275 425 275 Base Capacity(vph) 331 1160 1599 528 2191 1568 148 163 1538 208 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn © 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 1.03 0.06 0.73 0.56 0.10 0.49 0.46 0.01 0.25 111 Oil Area Type: Other Cycle Length:90 Actuated Cycle Length:78.8 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay:39.6 Intersection LOS: D Intersection Capacity Utilization78.2% ICU Level of Service D Analysis Period(min) 15 Description: MassDOT ID:0859 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Shelley RoadMard Hill Avenue&Industrial Avenue(Route 125 Connector) ,0 0 1005 t06 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 2 4: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- L8Des Volumes, Timings 2020 Build Improvements(Generator Peak)AM 111226119' s ff",9" E' Em'', 92 M"''M' UP 011 Lane Configurations +T *T+ +T+ +TT+ Frt 0.850 0.949 0.988 0.985 Satd. Flow Flow Right Turn on Red Yes Yes Yes Yes Satd. Flow Peak Hour Factor 0.00 0.80 0.00 0.80 0.80 0.80 0.85 0.95 0.85 0.85 0.85 0.85 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Protected Phases 3 3 3 1 O 2 Detector Phase 3 3 3 3 3 1 O 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min Control Delay 412 140 05 174 29 HO Total Delay 41.2 140 05 174 29 80 DelayApproach 17.2 O 88 QO Queue Length 50th(ft) 25 2 O 32 20 63 North Andover Development'CJM Langan 140182701 '2026 Build AM with Improvements(Generator PoaN.oyn Page 3 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM 111226119' s ff",9" E' Em'', 92 M"''M' UP I011 Queue Length 95th(ft) 34 0 0 133 47 385 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 381 678 517 452 2565 1920 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.50 0.03 0.61 0.16 0.65 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green, Master Intersection Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.73 Intersection Signal Delay: 10.3 Intersection LOS: B Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID: 1168 Splits and Phases: 4:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway 0 t06 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 4 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM Lane Configurations 4+ *T +T Traffic Volume(vph) 0 684 223 86 1331 0 353 0 106 0 0 0 Future Volume(vph) 0 684 223 86 1331 0 353 0 106 0 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.997 0.950 Satd. Flow(prot) 0 3421 1794 0 3407 0 0 2046 1760 0 2153 0 Flt Permitted 0.833 0.757 Satd. Flow(perm) 0 3421 1794 0 2847 0 0 1630 1760 0 2153 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 167 136 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.91 0.91 091 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 2% 2% 4% 2% 0% 0% 0% 4% 0% 0% 0% Adj. Flow(vph) 0 752 245 93 1447 0 441 0 133 0 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 752 245 0 1540 0 0 441 133 0 0 0 Turn Type NA Free Perm NA Perm NA Free Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 43.0 43.0 43.0 43.0 29.0 29.0 29.0 29.0 Total Split(%) 59.7% 59.7% 59.7% 59.7% 40.3% 40.3% 40.3% 40.3% Maximum Green(s) 37.0 37.0 37.0 37.0 23.0 23.0 23.0 23.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 37.0 70.5 37.0 21.4 70.5 Actuated g/C Ratio 0.52 1.00 0.52 030 1.00 v/c Ratio 0.42 0.14 1.03 0.89 0.08 Control Delay 11.4 0.2 50.8 45.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 0.2 50.8 45.9 0.1 LOS B A D D A North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 5 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM Approach Delay 8.6 50.8 35.3 Approach LOS A D D Queue Length 50th(ft) 102 0 -402 181 0 Queue Length 95th(ft) 142 0 #529 #272 0 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1797 1794 1496 532 1760 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.42 0.14 1.03 0.83 0.08 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:70.5 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay:34.4 Intersection LOS:C Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) +02, 04 06 t08 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 6 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM Lane Configurations + Traffic Volume(vph) 256 26 32 299 1254 317 Future Volume(vph) 256 26 32 299 1254 317 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.986 0.850 Flt Protected 0.957 0.995 Satd. Flow(prot) 3356 0 0 3266 3455 1516 Flt Permitted 0.957 0.785 Satd. Flow(perm) 3356 0 0 2576 3455 1516 Right Turn on Red Yes Yes Satd. Flow(RTOR) 12 345 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.60 0.60 0.96 0.96 0.92 0.92 Heavy Vehicles(%) 4% 0% 0% 7% 1% 3% Adj. Flow(vph) 427 43 33 311 1363 345 Shared Lane Traffic(%) Lane Group Flow(vph) 470 0 0 344 1363 345 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 30.0 12.0 60.0 48.0 48.0 Total Split(%) 33.3% 13.3% 66.7% 53.3% 53.3% Maximum Green(s) 25.0 7.0 55.0 43.0 43.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 16.7 63.3 63.3 63.3 Actuated g/C Ratio 0.19 0.70 0.70 0.70 v/c Ratio 0.74 0.19 0.56 0.30 Control Delay 41.0 4.8 8.1 1.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.0 4.8 8.1 1.4 LOS D A A A Approach Delay 41.0 4.8 6.8 Approach LOS D A A Queue Length 50th(ft) 127 27 170 0 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 7 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)AM Queue Length 95th(ft) 103 48 267 27 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 940 1811 2430 1168 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.50 0.19 0.56 0.30 1�6111101111 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:62(69%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period(min) 15 Description: MassDOT ID:0532 Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 0 0.2, 0,31 North Andover Development-CJM Langan 140182701 -2026 Build AM with Improvements(Generator Peak).syn Page 8 2026 Build with Improvements P.M. (Generator Peak-Hour) LA/VfjAN 4: Osgood Street (Route 125\ & 1600 Osgood St South D Convenience Store Drivewc- L8Des Volumes, Timings 2020 Build Improvements(Generator Peak)pM 1219'Elm"1"M99'"A'" 209"'M' Lane Configurations +T *1� +T+ Frt 0.850 0.918 0.988 0.982 Satd. Flow Flow Right Turn on Red Yes Yes Yes Yes Satd. Flow Peak Hour Factor 0.03 0.03 0.83 0.80 0.80 0.80 0.85 0.95 0.85 0.85 0.85 0.85 Shared Lane Traffic(%) Lane Group Flow Turn Type Perm NA Prot Perm NA pm+pt NA Perm NA Protected Phases 3 3 3 1 O 2 Detector Phase 3 3 3 3 3 1 O 2 2 Switch Phase Minimum Initial SplitTotal GreenMaximum All-Red Total Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None None None None None None [-Min C-Min C-Min Control Delay 420 134 08 47 49 151 Total Delay 420 134 08 47 49 151 DelayApproach 17.0 08 4.9 15.1 Queue Length 50th(ft) 29 O O 23 98 SH North Andover Development'CJM Langan 140182701 '2026 Build PM with Improvements(Generator PoaN.syn Page 1 4: Osgood Street (Route 125) & 1600 Osgood St South Driveway 2/Raceway Convenience Store Drivewc- Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM 1219'Elm"1"M99'"A'" 209"'M, I ` Queue Length 95th(ft) 40 0 0 65 218 177 Internal Link Dist(ft) 457 254 1091 174 Turn Bay Length(ft) Base Capacity(vph) 737 1017 984 672 2680 1991 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.36 0.03 0.36 0.51 0.30 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset;0(0%), Referenced to phase 2:SBTLand 6:NBTL Start of Green Natural Cycle:45 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.73 Intersection Signal Delay: 9.1 Intersection LOS:A Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID: 1168 Splits and Phases: 4:Osgood Street(Route 125)&1600 Osgood St South Driveway 2/Raceway Convenience Store Driveway North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Generator Peak).syn Page 2 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM Lane Configurations 4+ *T +T Traffic Volume(vph) 15 1552 321 145 873 6 254 1 151 9 4 9 Future Volume(vph) 15 1552 321 145 873 6 254 1 151 9 4 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 16 11 11 11 16 16 16 16 16 16 Storage Length(ft) 0 110 0 0 0 75 0 0 Storage Lanes 0 1 0 0 0 1 0 0 Taper Length(ft) 25 25 25 100 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 0.945 Flt Protected 0.993 0.953 0.980 Satd. Flow(prot) 0 3455 1812 0 3433 0 0 2052 1794 0 1994 0 Flt Permitted 0.939 0.503 0.707 0.828 Satd. Flow(perm) 0 3245 1812 0 1739 0 0 1522 1794 0 1685 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 136 1 136 11 Link Speed(mph) 40 40 30 25 Link Distance(ft) 1424 1668 1320 365 Travel Time(s) 24.3 28.4 30.0 10.0 Peak Hour Factor 0.93 0.93 093 0.92 0.92 0.92 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles(%) 0% 1% 1% 0% 1% 0% 0% 0% 2% 0% 0% 0% Adj. Flow(vph) 16 1669 345 158 949 7 318 1 189 11 5 11 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1685 345 0 1114 0 0 319 189 0 27 0 Turn Type Perm NA Free Perm NA Perm NA Free Perm NA Protected Phases 2 6 8 4 Permitted Phases 2 Free 6 8 Free 4 Detector Phase 2 2 6 6 8 8 4 4 Switch Phase Minimum Initial(s) 10.0 10.0 10.0 10.0 5.0 5.0 5.0 5.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 11.0 11.0 11.0 Total Split(s) 48.0 48.0 48.0 48.0 24.0 24.0 24.0 24.0 Total Split(%) 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 42.0 42.0 42.0 42.0 18.0 18.0 18.0 18.0 Yellow Time(s) 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 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min Min None None None None Act Effct Green(s) 42.0 71.1 42.0 17.1 71.1 17.1 Actuated g/C Ratio 0.59 1.00 0.59 0.24 1.00 0.24 v/c Ratio 0.88 0.19 1.55dl 0.87 0.11 0.07 Control Delay 19.8 0.2 72.2 52.1 0.1 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.8 0.2 72.2 52.1 0.1 15.6 LOS B A E D A B North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Generator Peak).syn Page 3 5: Great Pond Road (Route 133)/Casa Blanca Driveway & Osgood Street (Route 125) Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM Approach Delay 16.5 72.2 32.8 15.6 Approach LOS B E C B Queue Length 50th(ft) 308 0 -303 135 0 5 Queue Length 95th(ft) #457 0 #424 #219 0 20 Internal Link Dist(ft) 1344 1588 1240 285 Turn Bay Length(ft) 110 75 Base Capacity(vph) 1917 1812 1027 385 1794 434 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.19 1.08 0.83 0.11 0.06 111111 Area Type: Other Cycle Length:72 Actuated Cycle Length:71.1 Natural Cycle:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay:35.6 Intersection LOS: D Intersection Capacity Utilization 107.7% ICU Level of Service G Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane. Splits and Phases: 5:Great Pond Road(Route 133)/Casa Blanca Driveway&Osgood Street(Route 125) `402, 06 t08 North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Generator Peak).syn Page 4 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM Lane Configurations + Traffic Volume(vph) 284 29 28 1337 432 280 Future Volume(vph) 284 29 28 1337 432 280 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 11 11 11 11 Lane Util. Factor 0.97 0.95 0.95 0.95 0.95 1.00 Frt 0.986 0.850 Flt Protected 0.957 0.999 Satd. Flow(prot) 3386 0 0 3452 3388 1516 Flt Permitted 0.957 0.939 Satd. Flow(perm) 3386 0 0 3245 3388 1516 Right Turn on Red Yes Yes Satd. Flow(RTOR) 19 289 Link Speed(mph) 25 40 40 Link Distance(ft) 1470 381 1704 Travel Time(s) 40.1 6.5 29.0 Peak Hour Factor 0.63 0.63 0.93 0.93 0.97 0.97 Heavy Vehicles(%) 3% 0% 0% 1% 3% 3% Adj. Flow(vph) 451 46 30 1438 445 289 Shared Lane Traffic(%) Lane Group Flow(vph) 497 0 0 1468 445 289 Turn Type Prot pm+pt NA NA Prot Protected Phases 3 1 6 2 2 Permitted Phases 6 Detector Phase 3 1 6 2 2 Switch Phase Minimum Initial(s) 8.0 4.0 8.0 8.0 8.0 Minimum Split(s) 13.0 9.0 13.0 13.0 13.0 Total Split(s) 54.0 11.0 36.0 25.0 25.0 Total Split(%) 60.000 12.2% 40.0% 27.8% 27.8% Maximum Green(s) 49.0 6.0 31.0 20.0 20.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None C-Min C-Min C-Min Act Effct Green(s) 17.9 62.1 62.1 62.1 Actuated g/C Ratio 0.20 0.69 0.69 0.69 v/c Ratio 0.72 0.66 0.19 0.25 Control Delay 38.4 10.7 3.8 0.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 38.4 10.7 3.8 0.5 LOS D B A A Approach Delay 38.4 10.7 2.5 Approach LOS D B A Queue Length 50th(ft) 132 269 27 0 North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Generator Peak).syn Page 5 7: Osgood Street (Route 125) & 1600 Osgood St North Driveway 1 Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM Queue Length 95th(ft) 110 421 47 1 Internal Link Dist(ft) 1390 301 1624 Turn Bay Length(ft) Base Capacity(vph) 1852 2240 2339 1136 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.27 0.66 0.19 0.25 1�6111101111 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Offset:31 (34%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.72 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period(min) 15 Description: MassDOT ID:0532 Splits and Phases: 7:Osgood Street(Route 125)&1600 Osgood St North Driveway 1 0 0.2, 0311 t06 ii(R) 9 North Andover Development-CJM Langan 140182701 -2026 Build PM with Improvements(Generator Peak).syn Page 6 34: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM Lane Configurations ' ' Traffic Volume(vph) 1 577 244 320 570 4 252 8 497 6 5 0 Future Volume(vph) 1 577 244 320 570 4 252 8 497 6 5 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 11 11 11 11 11 11 12 12 12 15 15 15 Storage Length(ft) 0 75 100 0 0 100 0 0 Storage Lanes 0 1 1 0 0 1 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 0.850 Flt Protected 0.950 0.954 0.972 Satd. Flow(prot) 0 1836 1546 1745 1817 0 0 1776 1615 0 2031 0 Flt Permitted 0.999 0.127 0.724 0.835 Satd. Flow(perm) 0 1834 1546 233 1817 0 0 1348 1615 0 1745 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 127 1 415 Link Speed(mph) 30 30 30 30 Link Distance(ft) 400 519 726 320 Travel Time(s) 9.1 11.8 16.5 7.3 Peak Hour Factor 0.86 0.86 086 0.87 0.87 0.87 0.97 0.97 0.97 0.92 0.92 0.92 Heavy Vehicles(%) 17% 0% 1% 0% 1% 0% 2% 4% 0% 0% 0% 0% Adj. Flow(vph) 1 671 284 368 655 5 260 8 512 7 5 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 672 284 368 660 0 0 268 512 0 12 0 Turn Type Perm NA Prot D.P+P NA Perm NA Prot Perm NA Protected Phases 2 2 1 12 4 4 4 Permitted Phases 2 2 4 4 Detector Phase 2 2 2 1 12 4 4 4 4 4 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split(s) 9.0 9.0 9.0 15.0 9.0 9.0 9.0 9.0 9.0 Total Split(s) 37.0 37.0 37.0 19.0 24.0 24.0 24.0 24.0 24.0 Total Split(%) 46.3% 46.3% 46.3% 23.8% 30.0% 30.0% 30.0% 30.0% 30.0% Maximum Green(s) 32.0 32.0 32.0 14.0 19.0 19.0 19.0 19.0 19.0 Yellow Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Min Min Min None None None None None None Act Effct Green(s) 31.4 31.4 45.4 50.4 17.9 17.9 17.9 Actuated g/C Ratio 0.40 040 0.58 0.64 0.23 0.23 0.23 v/c Ratio 0.92 0.41 0.91 0.56 0.87 0.74 0.03 Control Delay 42.4 11.2 48.5 10.4 58.0 13.7 23.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 11.2 48.5 10.4 58.0 13.7 23.8 LOS D B D B E B C North Andover Redevelopment-RJS Langan 140182701 -2026 Build with Improvements PM (Generator Peak).syn Page 1 34: Main Street/North Main Street & Sutton Street Lanes, Volumes, Timings 2026 Build Improvements(Generator Peak)PM Approach Delay 33.1 24.0 28.9 23.8 Approach LOS C C C C Queue Length 50th(ft) 310 51 129 165 128 39 5 Queue Length 95th(ft) #483 102 #274 239 #258 150 18 Internal Link Dist(ft) 320 439 646 240 Turn Bay Length(ft) 75 100 100 Base Capacity(vph) 749 707 405 1184 327 706 423 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.40 0.91 0.56 0.82 0.73 0.03 111111 Area Type Other Cycle Length:80 Actuated Cycle Length:78.4 Natural Cycle:80 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.92 Intersection Signal Delay:28.5 Intersection LOS:C Intersection Capacity Utilization 94.2% ICU Level of Service F Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 34: Main Street/North Main Street&Sutton Street O �� North Andover Redevelopment-RJS Langan 140182701 -2026 Build with Improvements PM (Generator Peak).syn Page 2 Appendix G Study Intersection Crash Rate Worksheets LA/VfiA /V Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Industrial Avenue (Route 125 Connector) MINOR STREET(S) : Shelley Road Ward Hill Avenue J�v INTERSECTION North DIAGRAM (Label Approaches) PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB WB Approach Volume PEAK HOURLY 388 486 937 1448 3259 VOLUMES (Awe): I I I I K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 36211 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 72 YEARS : 5 CRASHES PER YEAR 14.4 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 1.09] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: Road Safety Audit, 02/05/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Industrial Avenue (Route 125 Connector) MINOR STREET(S) : Ward Hill Industrial Park INTERSECTION North DIAGRAM (Label Approaches) PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : SB WB EB Approach Volume PEAK HOURLY 56 1395 934 2385 VOLUMES (Am(& : K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 26500 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 12 YEARS : 5 CRASHES PER YEAR 2.4 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.25:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Industrial Avenue (Route 125 Connector) MINOR STREET(S) : South Main Street (Route 125) INTERSECTION North CO DIAGRAM (Label Approaches) use CO PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : SEB NEB SWB Approach Volume PEAK HOURLY 906 1479 727 3112 VOLUMES (AM4& K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 34578 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 38 YEARS : 5 CRASHES PER YEAR 7.6 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.60:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : 1600 Osgood Street North Driveway INTERSECTION North UJ DIAGRAM UJ 1600 OSGOOD STY o( NORTH DRIVEWA. Label Approaches) 0 0 U) 0 PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB Approach Volume PEAK HOURLY 1458 453 56 1967 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 21856 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 1 YEARS : 5 CRASHES PER YEAR 0.2 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.03:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : 1600 Osgood Street North Central Driveway INTERSECTION North UJ DIAGRAM UJ 1600 OSGOOD ST. NORTH CENTRAL (Label Approaches) DRIVEWAYW --., 0iz) 0 0 PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB Approach Volume PEAK HOURLY 1355 460 132 1947 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 21633 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 1 YEARS : 5 CRASHES PER YEAR 0.2 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.03:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : 1600 Osgood Street South Central Driveway INTERSECTION North DIAGRAM o(Label Approaches) 0 1600 OSGOOD ST. CD W SOUTH CENTRAL 0 DRIVEWAY PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB Approach Volume PEAK HOURLY 1340 492 95 1927 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 21411 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 0 YEARS : 5 CRASHES PER YEAR 0 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : 0 RATE (A*1,000,000 F :1 ( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado ve TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : 1600 Osgood Street South Driveway North Andover Raceway Driveway UJ UJ INTERSECTION North 0 0 DIAGRAM 0 (Label Approaches) 1600 OSGOOD ST. NORTH ANDOVER RACEWAY SOUTH DRIVEWAY I DRIVEWAY PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB WB Approach Volume PEAK HOURLY 1304 565 100 38 2007 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 22300 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 3 YEARS : 5 CRASHES PER YEAR 0.6 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.07:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : Holt Road UJ UJ INTERSECTION North 0 0 DIAGRAM 0 (Label Approaches) HOLT ROAD PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB Approach Volume PEAK HOURLY 1267 610 79 1956 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 21733 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 1 YEARS : 5 CRASHES PER YEAR 0.2 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.03:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : Casa Blanca Driveway Great Pond Road (Route 133) INTERSECTION North o��' ������ GO 0 DIAGRAM 01�; (Label Approaches) GREAT POND ROAD (ROUTE 133) 0 ObG PEAK HOUR VOLUMES IAPPROACH : 1 2 3 4 5 Total Peak I I I Hourly DIRECTION : NEB SWB SEB WB Approach Volume PEAK HOURLY 1636 772 9 320 2737 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 30411 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 25 YEARS : 5 CRASHES PER YEAR 5.0 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.45:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : Sutton Street INTERSECTION North DIAGRAM (Label Approaches) SUTTON STREET U) 0 0 0 W 0 PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB Approach Volume PEAK HOURLY 971 998 817 2786 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 30956 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 25 YEARS : 5 CRASHES PER YEAR 5.0 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.44:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust,,fts,Fcpt vviirrd Ifyi INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Chickering Road MINOR STREET(S) : Osgood Street -Colgate Drive Co,cn �0 0 M 0 M INTERSECTION North 0 DIAGRAM COLGATE DRIVE (Label Approaches) 0 00 rn '0 �0 0 PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB NWB EB Approach Volume PEAK HOURLY 877 541 311 5 1734 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 19267 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 10 YEARS : 5 CRASHES PER YEAR 2 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.28:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Sutton Street MINOR STREET(S) : Chadwick Street High Street Poor Street UJ Cn INTERSECTION North o 0 DIAGRAM (Label Approaches) SUTTON STREET x'C LU L'i Ix- co Lu L''z CHADWICK C STREET H STREET I STREET TLu _7 LU LU PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : EB SB SWB WB NB Approach Volume PEAK HOURLY 906 1 590 47 202 1746 VOLUMES (AMe) K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 19400 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 11 YEARS : 5 CRASHES PER YEAR 2.2 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.31:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Sutton Street MINOR STREET(S) : Main Street North Main Street INTERSECTION North DIAGRAM SOTTO STREET (Label Approaches) 0TV014 STREET S- cf) --I 70 M M PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : EB WB NB SB Approach Volume PEAK HOURLY 856 784 594 29 2263 VOLUMES (AMe) I I I K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 25144 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 24 YEARS : 5 CRASHES PER YEAR 4.8 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.52:] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: 1600 Osgood Street, 02/18/2020 Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Main Street MINOR STREET(S) : Waverly Road z INTERSECTION North DIAGRAM (Label Approaches) Tk PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB NEB Approach Volume PEAK HOURLY 377 512 355 1244 VOLUMES (AMe) I I I K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 13822 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 5 YEARS : 5 CRASHES PER YEAR 1.0 I I A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.20] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 0,Tul INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Knipe Road/Boston Road MINOR STREET(S) : Boston Road Cross Road LU 0 <C\1 INTERSECTION North 0 DIAGRAM z Q ly 0Pq 0 0 0 100s (Label Approaches) 1 <-L0 0 z LU 0D U)0 0 Of Im PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB WB Approach Volume PEAK HOURLY VOLUMES (AMe 1575 488 55 38 2156 K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 23956 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 17 YEARS : 5 CRASHES PER YEAR 3.4 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.39 RATE (A*1,000,000:1 ( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 0,Tul INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Boston Road MINOR STREET(S) : Farrwood Drive (North) INTERSECTION North DIAGRAM < 0 FARRWOOD DRIVE Q� (Label Approaches) z (NORTH) 0 U) 0 M PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB WB Approach Volume PEAK HOURLY VOLUMES (AMe 1563 545 37 2145 K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 23833 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 8 YEARS : 5 CRASHES PER YEAR 1.6 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.18 RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 0,Tul INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Boston Road MINOR STREET(S) : Farrwood Drive (South) INTERSECTION North DIAGRAM < 0 FARRWOOD DRIVE Q� (Label Approaches) z (SOUTH) 0 U) 0 M PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB WB Approach Volume PEAK HOURLY VOLUMES (A Ma) 1596 501 43 2140 K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 23778 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 7 YEARS : 5 CRASHES PER YEAR 1.4 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.16 RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 0,Tul INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : North Andover COUNT DATE : 09/26/2019 DISTRICT : 4 UNSIGNALIZED : X SIGNALIZED : ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Osgood Street MINOR STREET(S) : Bradford Street INTERSECTION No h F- DIAGRAM U) 0 (Label Approaches) 0 0 (D U) Sr 0 PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB WB Approach Volume PEAK HOURLY 1478 489 150 2117 VOLUMES (AM ey K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 23522 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 13 5 CRASHES PER YEAR 2.6 YEARS : 1 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 0.30] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.57, State Average: 0.57 Project Title & Date: 1600 Osgood Street, 02/18/2020 Appendix H MassDOT ADT Trip Generation Memo LA/VfiA /V Ilry � nIIIIIIIn IIII�'1I.���4�III ll�"i.ryV al n"rI"nl,c n.�lI� lIiI I"IVIlIu I"I I1��II v I. o�ldII'<-�1 I1��WIIl,I�IIP�I�VrU II<A.�lIl U1�4�nJrvdOu uI RC1I1�1 I 1IIUIq�)"I!III�kI��t��I�u II!ryI"�IY I�IrrI'IYYI�;„m�1��w.�I���pIIWIf�"Vn!Vn����F I wkY"�IrvI.'�Yli I I!IV hf I I, I �" �I III%VIIIIII I Ir I�I% �l�l+�h''rI�l)l u���UgU�l tt�UUl January 31, 2020 Douglas L. Landry,A.I P Langan:engineering and:environmental Services, Inc. 888 Boylston Street, Suite 510 Boston, MA. 0 199 .e: ADT Trip Generation Methodology Amazon Fulfillment-Center North Andover Bear Mr. Landry: The District has reviewed the January 23, 2020 memorandum you submitted regarding the trip generation methodology and average daily traffic(ADT) associated with an Amazon Fulfillment Center proposed at the site of the former Lucent Technologies facility on route 12.E in North Andover. The methodology outlined in the memorandum supplements,relines and expands o the data and in.forrn.ation previously provided during the extensive review process undertaken since July 2019. This review process has involved a significant amount of technical review meetings involving the District and various MassDOT Sections. Based on the lack of a suitable ITE Land Use Mode,empirical data has been used to form the basis of the trip generation methodology. The empirical data includes traffic data collection efforts involving four similar type facilities operated across the United Mates by Amazon., including one facility in Fall River. The resultant trip generation rate is based on the number of employees. rased on the type of facility proposed and our review of the operational overview you provided, we believe this is the best indicator of estimated trip generation. The trip rate i based on a weighted average of the four sites, three of which use data collected during pear operational times. To ensure a conservative approach, no adjustments have been made for the data for those three sites. Based on the information provided both in your submissions and ding our meetings to discuss the matter,the District concurs with the trip generation methodology and believes it provides a sound base for estimating the trips associated with the proposed facility in North Andover. Although 1, 00 employees have been projected for the facility, the analysis uses 1, 00 employees as a conservative approach and to allow for potential employment increases over time. Using the empirically derived trip,rate and incorporating the projected truck trips Yields an estimated AI T of 4,843 trips per day. Accounting for the '' ,97 existing daily trips associated with the current uses that the new facility will replace results in a calculated 1,868 new vehicle trips per day. II ul ul Illn w WIIII 'IIIIII I�n„�I� I� ICI ul wl°I�`�I�ICI ILL N''°,Ilia II IC Wlnw IV V a ulllll'IOIw„ w"IIIIII�WIuI�Wil�dll IIa�wll a VIIIIII1 1 (11111")I� IlluwwIIII' �5 '"''I III IIII m III�IIInP�il ���w Iw "IVII�IV�IIII ��"Mlww I V As discussed,the project will require permits from Massl T for the anticipated traffic improvements at and around the site driveways. As part of the permit application process, the proponent will need to certify that the project ect dares not meet or exceed any review thresholds under 301 CMR 11.00 MEPA.Regulations. This letter may be used by you in the event you seek an.Advisory Opinion from the Executive Office of Energy and Environmental Affairs pursuant to Section 1.1.4 1 a of the Regulations. Si m 'l°e fi �I d 0 MiJ fir; h rv. Paul D. Stedman. District Highway Director cc: I Lionel Lucien,Manager,MassT T Public/Private Development Unit. Neil Boudreau,Assistant A,.d -�nistrator for Traffic and Safety,MassDOT-Highway Division AIVEiA /V Memorandum 888 Boylston Street,Suite 510 Boston,MA 02199 T:617.824.9100 To: Neil Boudreau/MassDOT Paul Stedman/MassDOT District 4 From: John D Plante, PE Luke Mauro, PTO E Info: Doug Landry/Langan Mac Utsey/Hillwood Date: January 23, 2020 Re: ADT Trip Generation Amazon Fulfillment Center North Andover, MA Langan Project No.:140182701 Introduction Hillwood proposes to develop an Amazon Fulfillment Center at 1600 Osgood Street in North Andover, Massachusetts. The site was formerly used by Lucent Industries, which was estimated to employee 12,000 to 13,000 people during its peak operations. The redevelopment of Osgood Landing includes the elimination and demolition of the industrial/manufacturing uses and buildings. In its place the redevelopment proposes to construct an Amazon Fulfillment Center and the existing office building will remain. The fulfillment center includes multiple floors of automation that is used, in conjunction with the employees, to sort packages and assign them for delivery. To evaluate the net new average daily trips, we determined the amount of existing traffic that will be eliminated due to the removal of the industrial/manufacturing uses and added the anticipated volumes created by the proposed Amazon Fulfillment Center. The volume of trips to be eliminated from the site, due to the demolition of the industrial/manufacturing uses, is based on traffic counts conducted September/October 2018 by Langan at the site driveways. The difference in these volumes will indicate the net new average daily trips. Based on a series of conversations with MassDOT it has been agreed upon to evaluate the fulfillment center employee average daily trip (ADT) generation based on empirical data from other similar Amazon facilities with the independent variable being number of employees. Empirical Data Langan arranged traffic counts at four similar fulfillment centers to record entering and existing vehicles by vehicle type (i.e. cars and trucks) for a 24-hour period. The following indicates the locations of these facilities and when the counts were conducted: Fall River, MA August 2019 Tracy, CA December 2016 Fort Worth, TX December 2016 Ruskin, FL December 2016 ADT Trip Generation MEMO Amazon Fulfillment Center North Andover, MA Langan Project No.:140182701 January 23, 2020- Page 2 of 3 It is important to note that the counts at these facilities observed in December 2016 represent peak season operations. Peak season employee numbers and operations are different, and are not indicative, of non-peak season operations. During peak season these facilities increase hiring, interviewing, and implement variable shift lengths that create traffic volumes and characteristics that inflate the employee trip generation volumes and ratios. The Fall River, MA facility counts were conducted in August 2019 during non-peak season operations. This is the same period to be evaluated in determining the anticipated ADT for the proposed North Andover facility. The Fall River facility has similar non-peak season operational characteristics as the other three facilities counted and the proposed facility in North Andover; however, it handles larger packages, less automation, and requires less employees. The three non-Massachusetts facilities are in locations where mass transit is not readily available, which is reflected in the elevated volumes of cars counted as compared to the Fall River facility where mass transit options are available. Even though that is the case, we are utilizing the three non-Massachusetts data sets in the creation of a weighted average, or blended, rate to determine the anticipated ADT for the proposed facility in North Andover. Fulfillment Center Weighted Average Rate The following table illustrates the passenger car volumes observed and the number of employees at each of the facilities. The ratios for each of these facilities are added together and divided by four to provide a weighted average, or a blended rate. Table 1 Amazon Fulfillment Centers Empirical Average Daily Trips &Weighted Average Trip Rate Description Fall River, MA Tracy, A Ft. 1North,T Ruskin,FL ADT Volumes Enter 984 3,208 3,649 3,204 Ca rs Exit 949 3,275 3,553 3,231 Total 11933 6,483 7,202 6,435 Employee Counts Employees 1,300 2,602 2,596 2,604 Trip Rate calculations Trip Rate (Car trips/employee)1 1.49 2.49 2.77 2.47 Weighted Average Trip Rate 2 2.42 Trip Rate is the total car volume divided by the employee count(day shift+night shift) 2 Weighted Average Trip Rate is calculated by dividing the individual employee count at each location by the total number of employees at all locations,then multiplying that result by the trip rate at that location and summing the four locations together The weighted average rate (ratio) above is combined with the independent variable -the number of employees -to determine the anticipated ADT for the proposed North Andover fulfillment center. ADT Trip Generation MEMO Amazon Fulfillment Center North Andover, MA Langan Project No.:140182701 January 23, 2020- Page 3 of 3 Proposed Fulfilment Center ADT Amazon has announced publicly that they expect to employ at least 1,500 staff at the North Andover facility. Utilizing a larger number of employees to over-estimate the publicly announced number of employees, would result in a larger ADT volume. This approach, along with using the conservative weighted average rate from Table 1 results in the car volumes indicated in Table 2. This volume, combined with the anticipated tractor trailer truck ADT specific to the operations of this proposed fulfillment center, will result in the anticipated ADT for the proposed Amazon fulfillment center in North Andover. Table 2 North Andover Amazon Fulfillment Center Anticipated Average Daily Traffic 1/ehicle.Type ENTER ECIT TOTAL Cars 1 21178 21178 4,359 Trucks 2 242 242 484 Total 2,420 2,420 4,843 1 Car volumes shown are based on 1,800 employees during non-peak season operations multiplied by the weighted average trip rate of 2.42 trips/employee developed in Table 1 2 Truck volumes shown are based on Amazon specific truck operations for the North Andover facility Redevelopment Net New ADT Previously provided to MassDOT was a description of data collection resulting in the average daily trips removed from the redevelopment associated with the elimination of the industrial/manufacturing uses present on the site. Accordingly, the ADT volume eliminated from the site is 2,975 trips. Subtracting this volume from the anticipated ADT of the Amazon fulfillment center results in the net new ADT generated by the development. Table 3 Illustrates this. Table 3 Anticipated Net New Average Daily Trips Use- ADT FpNet osed Amazon Fulfillment Center 4,843 ng Industrial/Manufacturing Uses Removed 2,975 New ADT 11868 Table 3 indicates that the proposed redevelopment of Osgood Landing in North Andover will result in a net increase in average daily traffic of 1,868 vehicles. \\langan.com\data\NHV\data7\140182701\Project Data\Correspondence\Comment Response Letters\2020-01-23 Final NET ADT Memo to MassDOT\2020-1-23 Net ADT Final DOT.docx LA/VEA/V Amazon Fulfillment Center Fall River, Massachusetts Raw Count Data L A/V v RT Ln 0 r�i � l0 LA N � M N L1] L1'1 N M 00 M Ln N tG r ii cn Ln � -e �� ri r�i W O n cn M r q Ol Ol Oq e q 00 Ql n n rMi r q Cl t0 cn�O r q rOi r l r^i M R* N r l N � r l r l r l r l r l r l Rr N N r l r^i N N � Ln O ri O N r q � rNi r�i r l n r l � r�i r�i r�i r l � � � � Gq � � N O N ri ri ri ri N ri N 0) U LD ll O I l0 N 6 r-j Lf M Lf Lf M M N I 00 I 00 l I I Lf O L7 LP f l O cM C O C f Lf OLr) O � Ln Ln l f LD 1:3- LD r- O 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ri O ri ri O ri N N O ri O O ri ri M N r-I N N M ri It ri N ri M O M N N N ri N r-I O N ri ri M N N Ln ri M ri -;t M N O N ci N N M N M ri N ri N ri N N N N �t �t N ri M ri N O N ri ri ri ri O N O ri O ri R* C ri LLI M *' 0 Ln M -4 N N -4 N M r-I r-I tD r I qT r I 111 0Ln^0 In O M rN-I -4 r^i 1011 O I-- Oat N O� � � Ln O� In � t0 �00 Cl In M � In 00 r-I r-I r-I M M Ql �00 � 00 Ln tC lD tD Ql � rr-I rOi O_1 r_i r_i N R* Ln O 1-4 O O N O ll1 f� f� � � Ln N rOi rNi Ol Ln M M N N t0 r-I rM-I N ^ cn O r-I ri ri ri N r-I H L Wl M N N c N N O r N cI O LD cI LN c N c M cI cI cI cI L cI cI M lfl LLn p L M Ln Lp p 00 t N N N N � � N N N r1 W 00 LD N M N O O N 61 N LD ^ M N a i L > N I, M ri O O O ri ri ri O ri O O ri ri N 61 ro M O0 Ln M n w 00 M N � � M Ln M� M N M N N M w m N N Ln N N N M M �M ri N M Ln Ln Ln m r�i w M M M N N M ri O0 A M M O ri N N � M H N ri 0000 W Q1 cu LL c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c c 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An O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 3 O 3 ri 00 M r-I l0 N�00 N O O r-I r-I-t m N N M N N O'c-I N c-1 O N m r-I N m M ri M M N r�-I N l0 Ln M� L0 I,n m N LD lD Ol t Ln LO m 00 rNi n, l0 I-��n LD I LD L0�LO Ln Ln l0 Ln ri N M N lfl�M I�M ri Ln't't m ri N N't O- ri H i F' Ln n M N l0 L!'I L!'I W I�n Ln l0 Ln r-I ri O ri ri lD M N N r-I r-I�r-I Ol 00 rNi m Ln I�lD rri 00 1p �ri It ri-11 N ri ri N O N r-I rri M N r-I r-I M rri m N m Ln N 4 Ln N O N ri�--I 1.f'1 00 Ln Ln Ol lO m I�Ol ri ri m 00 O 00 r-I 1J"1 M,tko r-I0 J O O-1-1 0 0 C)C)C)0 0 0 0 0 C)0 0 0 ri ri O O O O O O O O r-I O O N r-I O r-1 O O N O r-1 r-1 0 0 0 0 0 r-1 O N O r-1 O O O O O O O O O O O N O O O O O O O O O O O O O O O O O O O O O O O O O O r-1 O O O O O O O N O O N H O 0 0J 7 m O O ri r-I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-I O O O O O O O O r-I O O r-I r-I O r-I O O N O O O O O O O O ri O ri O r-I O O O O O O O O O O O r-I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-1 0 0 0 0 0 0-e C Ln r� O Y a+ u u O ~ J O O O O O O O O O O O O O O O O O O r 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 r r 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t0 Ln s w J lD Ill m�t�t 00 I,00 O-t m r-I LD N LD I,LD N M I,�t LD N 1p O m m m I,n O n m m-;t 00 m N m r-I Il m r-I 00 Il N m c-I-;t M r,ri I,'zt O M'zt l0 r-I O M M r-1 M LD N M O'tt LD'zt Q1'zt N O N O lD M 0)Q1 I,00 00 00 M Ol Ol 00 I,M Ln Ln Ql Ln lfl Ln c-I ci N r-I r-I r-I I,Ln N r-I N ri r-I r-I m r-I m r-I r-I c-I r-I ri.-I.-I r-I r-I r-I N r-I ri ri ri ri N N M ri N.-I M M M O N r-I r-I r-I N N N r-I N ri On Ln rI N O cn H O Ln 07 7 m M C to c-I qT h c-I c-I lD N'T I�c-I O O r-I r-I :T N N M c-I N O T c-I N c-I O N 00 r-I N M N ri N M N 61 N lD Ln M O lD I-lfl Ln ri lD Ln Ql IZT Ln lD 61 00 r1i I--1 lD I-M I�lD-i Ln lD qT lD Ln Ln lD Ln c-I N M N lfl M r-M IZT r-I Ln M�T lD c-I N N M O�T� C) v M m 0, f0 i u o LO r N M M N LO�t M M M r LO r N M It O O(0 N O M LO M N LO ti M(D M�t M N N LO f--M f--M N N I-00=M M CO M N N N M M It�t(D��t M f-(D M M M O N LO M N M It M(D M=M M r M M'r LSD't N It O I r N M M(D M N M r N r r(p Ltd N r r N M r r r N r r r M It N O r r r r N tN r N e�-1 OA J -zT ri-zT M N N O�t Ln Ln 1l-q r-1-q M Dl I;T O Ln O N M M 1,S O N 00 00 r-1 mt Ql N r-I O O M O N M N M l0 O LO LO O t0 c-I c-I c-I N c-I M lD-q LD N r-I r-I r-I Ol m r-I N 0 CA O n H O Ln tD Ln rl 7 N m M N0 0 0 r-I O O O O ri r-I 0 0 0 0 0 ri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ri O O O O O O O O O O O r-I O O O O t0 u 7 N H O -r V N N(N O V'IT'IT Il-'tT r'tT M OD'IT O LO O(N M M I-It O N 00'IT 00 r M M N r O O M O N M N M LC)O Co(D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u r r r�N r (D N co(N r r r Jr � J ri E N O Ln O 0)N N r-I M M ri N O I,LD N�lzT mI:t O N n N m N r-I O O In zT A M ri O ri M M N m It N O N It N 00 LD ri N m It LO O r-I O m 00 LO LO O It N N Ln r-I 6l Ln LD 00 00 LO Ln':T 00 M r-I N M r-I�T�t N r-I m'ZT Ln LD N Ln I�M lD M 00 It r-I ri ri 00 00 Ln�t N I:t N r-I r-I r-I ri ri ri ri ri ri ri N ri ri N ri m ri N N N It 00 r-I N M Ol LO N r-I r-I M r-I N ri N 00 c-I c-I c-I n 00 N m 'I N O 01 _ rn 7 tD CO r'I O N N O O O O O O O O O O O O O ri 0 0 0 0 0 0 0 0 0 0 ri O O O O O r-I 0 0 0 0 0 0 0 0 0 0 ci O O ci O O ri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ci 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ci O ci O O O ci O O O N �V Ln Y 3 O H it J r N O Ln O M N N r M M r r O I-(D ti��t M�t O N(D N M N r O M M��t M r O r Ln M N N�t I,-M I,-�t r 00(D r N M�t(. 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In 00�10CD O 00 l0 O N 1n M m m m N lD.-1 Ln M m M.--1 O In 10 M M a--I M N N-1 M M-1 -1N M.--I --Iri M�--I rl ri In N�--I r-I r-I r-I M -1N M-1r-I r-I M 1-1 M M N�--I N i--I N N i--I N Ln Amazon Fulfillment Center Ruskin, Florida Raw Count Data L A/V v Date: 12/13/2016 Location: 3350 Laurel Ridge Ave-Ruskin,FL Time: 12:00 AM to 12:00 AM Counter: Quality Counts Location 1 Laurel Ridge Location 2 Clover Ridge Total Time Lights Trucks Buses Total Lights Trucks Buses Total Lights Trucks Buses Total, 12:00 AM 8 0 0 8 0 0 0 0 8 0 0 8 12:15AM 0 1 0 1 0 3 0 3 0 4 0 4 12:30 AM 2 0 0 2 1 1 0 2 3 1 0 4 12:45 AM 0 0 0 0 0 5 0 5 0 5 0 5 1:00 AM 0 0 0 0 0 4 0 4 0 4 0 4 1:15AM 0 0 0 0 2 6 0 8 2 6 0 8 1:30 AM 0 0 0 0 0 5 0 5 0 5 0 5 1:45 AM 1 0 0 1 0 3 0 3 1 3 0 4 2:00 AM 3 0 0 3 1 2 0 3 4 2 0 6 2:15AM 2 0 0 2 0 1 0 1 2 1 0 3 2:30 AM 5 1 0 6 0 5 0 5 5 6 0 11 2:45 AM 1 0 0 1 0 1 0 1 1 1 0 2 3:00 AM 0 0 0 0 2 1 0 3 2 1 0 3 3:15AM 1 0 0 1 0 3 0 3 1 3 0 4 3:30 AM 1 0 0 1 1 3 0 4 2 3 0 5 3:45 AM 2 0 0 2 1 4 0 5 3 4 0 7 4:00 AM 6 0 0 6 3 2 0 5 9 2 0 11 4:15AM 5 1 0 6 4 3 0 7 9 4 0 13 4:30 AM 4 0 0 4 0 0 0 0 4 0 0 4 4:45 AM 5 0 0 5 4 2 0 6 9 2 0 11 5:00 AM 14 1 0 15 15 3 0 18 29 4 0 33 5:15 AM 45 0 0 45 30 1 0 31 75 1 0 76 5:30 AM 93 0 0 93 76 4 0 80 169 4 0 173 5:45 AM 170 0 0 170 116 2 0 118 286 2 0 288 6:00 AM 194 1 0 195 118 1 0 119 312 2 0 314 6:15 AM 228 0 0 228 116 0 0 116 344 0 0 344 6:30 AM 42 0 0 42 31 1 0 32 73 1 0 74 6:45 AM 20 0 0 20 11 2 0 13 31 2 0 33 7:00 AM 6 0 0 6 6 1 0 7 12 1 0 13 7:15AM 11 0 0 11 4 3 0 7 15 3 0 18 7:30 AM 4 0 0 4 3 0 0 3 7 0 0 7 7:45 AM 8 0 0 8 2 5 0 7 10 5 0 15 8:00 AM 7 0 0 7 6 3 0 9 13 3 0 16 8:15AM 5 0 0 5 5 6 0 11 10 6 0 16 8:30 AM 4 0 0 4 3 4 0 7 7 4 0 11 8:45 AM 5 0 0 5 3 5 0 8 8 5 0 13 9:00 AM 4 0 0 4 1 7 0 8 5 7 0 12 9:15AM 3 0 0 3 2 4 0 6 5 4 0 9 9:30 AM 1 0 0 1 1 1 0 2 2 1 0 3 9:45 AM 2 1 0 3 1 1 0 2 3 2 0 5 10:00 AM 3 0 0 3 3 4 0 7 6 4 0 10 10:15AM 3 1 0 4 0 6 0 6 3 7 0 10 10:30 AM 4 0 0 4 0 8 0 8 4 8 0 12 10:45 AM 1 0 0 1 1 7 0 8 2 7 0 9 11:00 AM 1 0 0 1 1 7 0 8 2 7 0 9 11:15AM 11 0 0 11 2 5 0 7 13 5 0 18 11:30 AM 8 0 0 8 14 2 0 16 22 2 0 24 11:45 AM 11 0 0 11 4 5 0 9 15 5 0 20 12:00 PM 8 0 0 8 5 4 0 9 13 4 0 17 12:15 PM 27 0 0 27 23 4 0 27 50 4 0 54 12:30 PM 8 1 0 9 6 4 0 10 14; 5 0 19 12:45PM 9 0 0 9 1 3 0 4 10 3 0 13 1:00PM 5 0 0 5 3 9 0 12 8 9 0 17 1:15P M 4 0 0 4 3 4 0 7 7 4 0 11 1:30 PM 7 0 0 7 4 4 0 8 11 4 0 15 1:45PM 5 0 0 5 4 3 0 7 9 3 0 12 2:00PM 2 0 0 2 2 6 0 8 4 6 0 10 2:15P M 4 0 0 4 4 6 0 10 8 6 0 14 2:30 PM 2 0 0 2 0 6 0 6 2 6 0 8 2:45PM 6 0 0 6 0 3 0 3 6 3 0 9 3:00PM 5 1 0 6 2 4 0 6 7 5 0 12 3:15P M 1 0 0 1 4 9 0 13 5 9 0 14 3:30 PM 4 0 0 4 2 7 0 9 6 7 0 13 3:45PM 4 0 0 4 7 6 0 13 11 6 0 17 4:00PM 5 0 0 5 2 7 0 9 7 7 0 14 4:15P M 10 1 0 11 4 2 0 6 14 3 0 17 4:30 PM 12 0 0 12 6 9 0 15 18 9 0 27 4:45 PM 21 1 0 22 15 0 0 15 36 1 0 37 5:00 PM 27 0 0 27 26 4 0 30 53 4 0 57 5:15 PM 59 0 0 59 52 5 0 57 111 5 0 116 5:30 PM 121 0 0 121 73 4 0 77 194 4 0 198 5:45 PM 146 0 0 146 91 0 0 91 237 0 0 237 6:00 PM 176 0 0 176 97 3 0 100 273 3 0 276 6:15 PM 207 0 0 207 95 5 0 100 302 5 0 307 6:30 PM 24 0 0 24 13 5 0 18 37 5 0 42 6:45PM 5 0 0 5 5 2 0 7 10! 2 0 12 7:00PM 5 1 0 6 0 1 0 1 5 2 0 7 7:15 PM 8 0 0 8 1 2 0 3 9 2 0,' 11 7:30 PM 1 0 0 1 0 0 0 0 1 0 0 1 7:45PM 2 0 0 2 4 5 0 9 6 5 0 11 8:00PM 5 0 0 5 1 5 0 6 6 5 0 11 8:15P M 2 0 0 2 3 3 0 6 5 3 0 8 8:30 PM 5 0 0 5 1 1 0 2 6 1 0 7 8:45P M 4 0 0 4 0 6 0 6 4 6 0 10 9:00PM 5 0 0 5 1 2 0 3 6 2 0 8 9:15P M 4 0 0 4 1 0 0 1 5 0 0 5 9:30 PM 6 2 0 8 1 3 0 4 7 5 0 12 9:45PM 3 0 0 3 0 5 0 5 3 5 0 8 10:00PM 2 0 0 2 2 3 0 5 4 3 0 7 10:15P M 3 0 0 3 1 4 0 5 4 4 0 8 10:30PM 8 0 0 8 2 4 0 6 10' 4 0 i 14 10:45PM 12 1 0 13 4 2 0 6 16' 3 0 19 11:00 PM 9 1 0 10 11 3 0 14 20 4 0 24 11:15P M 6 0 0 6 3 0 0 3 9 0 0 9 11:30 PM 9 0 0 9 7 3 0 10 16` 3 0 19 11:45 PM 28 0 0 28 23 0 0 23 51 0 0 51 1995 16 0 2011 1209 332 0 1541 3204 348 0 3552i 2011 1541 3552 3204 348 0 3552 M 00 'yO c-I c-I c-I ri ri ri LM N O r14 O 00 CO L D O 1 O 0 rI rr) L1 cI cI cI ( N ai LA N ri lD O-1�lD 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M 00 00 4 00 +n ri l0 00 N M M��N t0 O N m N O m�m ri m l00 ri LD Ln M r- m r,M Ln M m Ln m N(0-;tfV M l0 O 00(0 Ln m m 00 N-,tm l0 Ln Ln N c-I co Ln m c-I N-1 Q1 M r-I m 00 Ln Ln 00 m lD lD�LD O Ln-,tl0 N 0 ri ri r-I r-I N r-Iri ri N r-I Ln ri r-I r-Ir-M �N N r-Ir-I f0V O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O H N H 3 m N r-O N r-O M r-N O N O O O r-N Cl r-O O r-(D r-O r-r-(D r-r-O"t r-N't O N O r-N r-O N N r-O"t M r-r-r-�t O O O N r-O O r-N O N r-N N r-O O r-r-C'M CO M O M N r-r-N N r-r-O M N O N O N r-r-O r---n a Y N O co U y O ~ J O N M M N M O O r-M N a7 M 00 M M O r-O CD't M r-n N M M M M M N M N N ;I-N 't M M M 0 0't(D LO M I-N O N(O M M't 0 M II-r-'t�t r-M LO W O I-(D r-O N r- N r- M(0 O't N N Ln N M r- 0) s .-I 00 J O O Ln m N N N m 00 Rt rl't Cfl m�m N m Ln r,N(D N a)-1-1 M ri-1 CD r-ilD M N LD N M n LD n Ln N 00 rLn 0 �-I Lf1 N -1 LD O�n n r-I 00 r-I 41 r-I Ol O-1-1 O-1-1 �A n 4 0)00 M r-I r-I 00�r-I M 61(14 0-1-1 Ln M�M N�r-I-1 LO�Ln N� �Ln O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Ln 0) H 7 m r-N O N N O r-N(D Mlzr N M M N N N M r-N N N M O O O O O O N N O N r 0 LO N M Mlzr M O M LO N N(D M M'IT O CO M O t` MItT(D 0(D Ln N M LO r-O O O O O M N O O M CD r-O N T O r-r-N LO N O R M N O N � Y U U O 3 J F- M M l r-O N N M N M O N O O M M O LA V O N V f-f-M O LO N N V M NzT zT zT 0 N N O N CD M!l-M MItT LO 0ItT N NItT 0 O N N OIZT N O O LSD O O CO M r-CO(fl 00�lzr M N N N M O CO N(M M LD Ln (A r- (0(14 D) (M N r tiItT O 00 M r- r- N n s ri UD J Appendix Road Safety Audit - Intersection of Industrial Avenue (Route 125 Connector) at Shelley Road/Ward Hill Avenue LA/VfiA /V ROAD SAFETY AUDIT Intersection of Industrial Avenue (Route 125 Connector) at Shelley Road/Ward Hill Avenue City of Haverhill March 30, 2020 Prepared For: MassIDOT mra �sSDOT Highway Division City of Haverhill, Massachusetts �,v r-.HrLL j 00 G 69p/NSTITUSEOp Prepared By: Langan Engineering & Environmental Services, Inc. 888 Boylston Street, Suite 510 Boston, MA 02199 L ANG A N Road Safety Audit—Industrial Avenue at Shelley Road/Ward Hill Avenue- Haverhill, MA Prepared by Langan Engineering Table of Contents Contents Background.................................................................................................................................1 Project Data....** Project Location and Description******************* 2 Audit Observations and Potential Safety Enhancements....... 5 Summaryof Road Safety Audit...............................................................................................12 List of Appendices Appendix A. RSA Meeting Agenda Appendix B. RSA Audit Team Contact List Appendix C. Detailed Crash Data Appendix D. Additional Information Appendix E. Road Safety Audit References List of Figures Figure1: Locus Map..................................................................................................................................3 Figure 2: Peak-Hour Traffic Volumes.......................................................................................................4 Figure 3: Opposing Left-Turns Vehicle Templates................................................................................... 8 Figure 4: Industrial Avenue eastbound left-turn lane storage.................................................................. 11 List of Tables Table 1: Participating Audit Team Members............................................................................................. 1 Table 2: Estimated Time Frame and Costs Breakdown........................................................................... 12 Table 3: Potential Safety Enhancement Summary................................................................................... 13 Road Safety Audit—Industrial Avenue at Shelley Road/Ward Hill Avenue- Haverhill, MA Prepared by Langan Engineering Background The Federal Highway Administration defines a Road Safety Audit(RSA)as the formal safety examination of an existing or future road or intersections by an independent,multidisciplinary team. The purpose of an RSA is to identify potential safety issues and possible opportunities for safety improvements considering all roadway users. The Massachusetts Department of Transportation (MassDOT) Top High Crash Intersection Locations GIS Map,indicates that the intersection of Industrial Avenue(Route 125 Connector) at Shelley Road/Ward Hill Avenue ranks within the top 200 high crash locations in the Commonwealth based on crash data from 2014 to 2016. This intersection falls within the top 5 percent of crash clusters in the Merrimack Valley Planning Commission (MVPQ region, based on data from 2012-2014, 2013-2015 and 2014-2016, which snakes it eligible for funding under the Highway Safety Improvement Program (HSIP). This RSA was initiated due to a state highway access permit process in support of the redevelopment of 1600 Osgood Street, known as Osgood Landing, in North Andover. This intersection is within the study area of the Transportation Impact Assessment(TIA)being prepared for the project and the access permit. Project Data The Road Safety Audit was conducted on February 18, 2020 for the signalized intersection of Industrial Avenue/Ward Hill Avenue/Shelley Road in the city of Haverhill, Massachusetts. The audit team consisted of state,regional and local agencies, including engineers,planners, and law enforcement(see Table 1). Table 1 : Participating Audit Team Members Audit Team Member Agency/Affiliation John Gregg MassDOT District 4 Traffic Engineer Angel Cortes Merrimack Valley Regional Transit Authority(MVRTA) Ana Fill MassDOT Traffic Safety Michelle Deng MassDOT Traffic Safety Sgt Kevin Lynch Haverhill Police Department Lt Sean Hodgdon Massachusetts State Police John Pettis Haverhill City Engineer James Terlizzi Merrimack Valley Planning Commission John Plante Langan Engineering (Consultant) Doug Landry Langan Engineering (Consultant) Luke Mauro Langan Engineering (Consultant) A pre-meeting was held at Haverhill City Hall. Langan provided an introduction to the RSA process and an overview of the context that initiated the RSA. Langan reviewed the crash data, intersection operations, intersection geometry, lane arrangements, signal phasing, signage and posted speed limits with the audit team. This was followed by a discussion of the safety issues at the intersection by the members of the audit team. Page 1 Road Safety Audit—Industrial Avenue at Shelley Road/Ward Hill Avenue- Haverhill, MA Prepared by Langan Engineering A site visit was conducted immediately following the pre-meeting discussion at which time audit participants offered observations on safety issues and concerns. Subsequent to the site visit the audit team returned to city hall to discuss the observations and potential improvements, considering both short and long-term improvements for each issue. The meeting agenda is included in Appendix A and contact information for participating audit team members is included in Appendix B. Project Location and Description Industrial Avenue (Route 125 Connector) is a four-lane principal arterial under MassDOT jurisdiction. Industrial Avenue provides two 12-foot-wide travel lanes with variable widths shoulder in each direction with a 50-foot-wide median and turn lanes provided at intersections. Industrial Avenue is a high-traffic- volume arterial that connects state Route 125 to Interstate 495 (I-495). The posted speed limit is 55 MPH from the I-495 ramps to about midway between the intersection with Shelley Road/Ward Hill Avenue and the intersection with Ferry Road/Ward Hill Industrial Park,where the speed limit is reduced to 35 MPH all the way to South Main Street. There are no sidewalks or bicycle facilities located along Industrial Avenue. Shelley Road is atwo-lane local road with an unposted speed limit of 30 MPH(City of Haverhill citywide speed limit)under the jurisdiction of the city of Haverhill. Shelley Road provides one variable width travel lane with a 1 to 2-foot-wide shoulder in each direction and an 8-foot wide median and turn lanes provided at intersections. Shelley Road becomes Ward Hill Avenue north of the intersection with Industrial Avenue, with an unposted speed limit of 30 MPH. There are no sidewalks or bicycle facilities located along Shelley Road or Ward Hill Avenue. Industrial Avenue forms afour-way signalized intersection with Shelley Road and Ward Hill Avenue with the following geometry: • Industrial Avenue westbound provides aleft-turn lane with approximately 300 feet of storage,two through lanes, and an off-ramp for right turn movements with approximately 575 feet of storage. • Industrial Avenue eastbound provides cleft-turn lane with approximately 300 feet of storage, two through lanes, and an off-ramp for right turn movements with approximately 500 feet of storage. • Shelley Road northbound provides an exclusive left-turn lane with approximately 200 feet of storage, a shared left-turn/through lane and an off-ramp for right turn movements with approximately 750 feet of storage. • Ward Hill Avenue southbound provides a shared left-turn/through lane and an off-ramp for right turn movements with approximately 800 feet of storage. Land uses in the vicinity of the intersection include commercial/industrial buildings on Shelley Road and Ward Hill Avenue.These uses are serviced by the Merrimack Valley Regional Transit Authority(MVRTA) Bus Route 14. MVRTA Bus Route 14 runs from the Washington Square transit station in downtown Haverhill, down Route 125 and Industrial Avenue to the uses along Shelley Road/Ward Hill Avenue, and then further down Route 125 to the Osgood Landing site before proceeding back north to Washington Square. A locus map showing the intersection of Industrial Avenue and Shelley Road/Ward Hill Avenue is provided in Figure 1. Peak-hour turning movement count data, collected in September 2018 as part of the TIA for the 1600 Osgood Street redevelopment project,is illustrated in Figure 2. Page 2 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering Iu II �Iltl�llf'I IM�I�i I Ilia ! I r� it I ��✓1/ / I 'III / J t i r � J I' I! w� YY I ! �If1f11J/lii !11/'" / 4, I IYI ,II ff�-r YI I" n u N III r IIVII , I I 1 e / J VI Y o r J I i / / Figure 1 : Locus Map Page 3 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering > rr, z 1C: X M > rlo N) 3 4.9 7 (15) SHE LEA (12 2 'WARD HILL ROAD :Z 9, AVENUE z 0qu), 16 28 (76) 4h, r.LEGEND T TRAFFIC SIGNAL RAFFI(D P EA�e,—�H 0 P UR VOLUMES AM (PM) Q'IR E IA6, AFF1 C DIRECTION aF TR I Figure 2: Peak-Hour Traffic Volumes Page 4 Road Safety Audit—Industrial Avenue at Shelley Road/Ward Hill Avenue- Haverhill, MA Prepared by Langan Engineering Crash reports were provided by the Haverhill Police Department and MassDOT for the intersection of Industrial Avenue and Shelley Road/Ward Hill Avenue in order to prepare detailed crash data materials provided in Appendix C.The crash data indicates that there were a total of 72 crashes for afive-year period from January 2014 to December 2018. Based on the data, the majority of crashes are rear end collisions (approximately 54%); indicative of distracted driving and lack of awareness of the driver's surroundings for the speed being traveled among other factors discussed in detail in the next section of the report. This intersection is located on an arterial roadway built for high speeds, currently signed for 55 mph. The intersection is the first intersection off of Interstate 495 (I-495) for vehicles traveling eastbound on Industrial Avenue. Lesser crash trends include angle collisions within the intersection(approximately 25%), sideswipes in the same direction(approximately 13%) and single vehicle crashes (approximately 8%)which include drivers losing control, collisions with deer and collisions with fixed objects. A review of the crash data also indicates that the majority of crashes occurred during daylight hours and in non-adverse weather conditions, when the weather was clear and the roadway surface was dry. Of the 72 reported crashes, 18 crashes(25%) resulted in injuries and there were no fatalities reported. The intersection experiences a crash rate of 1.09 crashes-per-million entering vehicles, which is higher than the statewide average crash rate (0.78) and the District 4 average crash rate(0.73) for signalized intersections. The Equivalent Property Damage Only(EPDO)index is a metric used to evaluate crash experience/severity at a location for a three year period and weighs all fatal and injury crashes with a factor of 21 and all property damage only (PDO) crashes with a factor of 1. The EPDO for the intersection was 287 for the 2014-2016 period, 285 for the 2015-2017 period and 222 for the 2016-2018 period. These are all higher than the MVPC EPDO threshold of 114 to determine high crash locations. Audit Observations and Potential Safety Enhancements The RSA team held apre-audit meeting at Haverhill City Hall and discussed the existing safety issues at the intersection of Industrial Avenue and Shelley Road/Ward Hill Avenue before visiting the intersection. During the site visit, there were some additional issues raised. After the site visit, apost-audit meeting provided the audit team with an opportunity to discuss site observations and potential safety improvements to address various issues.A summary of the safety issues identified and potential improvements in outlined below. Note that some of the issues/improvements discussed,require further evaluation by the RSA team. Summary of Safety Concerns The RSA team identified the following safety issues/concerns at the intersection of Industrial Avenue and Shelley Road/Ward Hill Avenue before, during and after the field visit: • Speed • Signal Timing/Phasing Page 5 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering • Signage • Signal Visibility • Eastbound Heavy Vehicle Usage • Pavement Markings Safety Issue#1: Speed The RSA team identified vehicle travel speeds as one of the main safety concerns at the intersection.As discussed, this intersection is located on an arterial roadway designedr for high speeds and currently signed for 55 mph. It is also the first intersection off of I-495 for vehicles traveling eastbound on Industrial Avenue. The roadway geometry J includes two 12-foot wide travel lanes in each direction, 10 to 12-foot wide shoulders on the right-side and a 50- foot wide landscaped median. The Industrial Avenue alignment in the vicinity of the intersection is generally straight with minimal curvature. There is also overhead Image 1: Speed limit sign and overhead highway guide signage posted along Industrial Avenue in guide signage on Industrial Avenue advance of the signalized intersections,advising drivers of eastbound. Image Source: Google Earth the upcoming intersections. The combination of these image dated 10/2018 factors gives drivers the impression that they are driving on a highway;therefore justifying high travel speeds. There is also a mixed fleet of vehicles traveling along the roadway causing speed differentials, as large trucks take longer than passenger vehicles to accelerate and decelerate as they approach and proceed through the intersection. These travel speeds along with an assumed portion of distracted drivers are likely the cause of a significant number of rear-ends at the intersection approaches on Industrial Avenue. The angle collisions experienced at this intersection may be attributed to drivers running red lights due to high travel speeds along with distracted driving. It was also noted that the downgrade on Industrial Avenue westbound might be causing vehicles to pick up speed as they approach the intersection. Potential Safety Enhancements 1. Investigate the potential to install a"(RED) SIGNAL AHEAD"advance warning sign with flashers to warn drivers of the upcoming traffic signal and indicate when the light is about to turn red. This should help encourage drivers to slow down and be prepared to stop. Note that further evaluation is required to determine the potential location of the warning signage and electrical considerations to power the "RED"LED lights and flashers. 2. Consider the installation of rumble strips across the Industrial Avenue approaches to alert drivers of the need to reduce their speeds and pay attention to the upcoming traffic signal. Consideration should be given to potential noise concerns associated with the proximity of the residential areas on Ferry Road and South Riverview Street and also maintenance problems with frequent winter Page 6 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering snowplowing on Industrial Avenue. Further evaluation is required to determine the feasibility of installing rumble strips and the exact location of rumble strip placement in proximity to the intersection. 3. In lieu of the installation of rumble strips across Industrial Avenue, consideration should be given to providing other traffic calming measures such as transverse pavement markings. Further design is required to implement this safety enhancement and the Lowell Connector was provided as an example of a location where this has been implemented. 4. It was noted during the post-audit meeting that the new hands free law that went into effect on February 23, 2020 aims to help reduce distracted driving and may help to reduce the crash frequency at this intersection. 5. Consider increasing speed enforcement along Industrial Avenue. 6. Consider conducting a speed study in the future if traffic calming measures are implemented at this intersection to evaluate the potential to reduce the speed limits along Industrial Avenue. Safety Issue#2: Signal Timing/Phasing The RSA team identified the existing signal timing and phasing as �� � III I II fInY11161iV iiVi Yii i iid 1�il'Itt�I I ill IYllll ulliouu IVI \ If n(qq m uu i ' another possible contributor to crashes at the intersection. It was discussed that the intersection has a long cycle length which increases wait time for the left-turn phases and side street phases.Local and state w ; police noted that many drivers likely don't slow down on a yellow light but may maintain or increases speed in order to to travel through the y p try g intersection and beat the light before it turns red, which may be the cause of some of the rear-end and angle collisions at the intersection. A review of the signal timing/phasinglan indicates that the signal 1� gp g r provides a lead left-turn phase for Industrial Avenue eastbound and a lagging left-turn phase for Industrial Avenue westbound, with the Image 2: View inside the traffic concurrent through movements phase occurring between the mainline controller cabinet indicating left-turn phases. Additionally, the side streets are split phased and equipment is working properly occur one after the other and not concurrently. The RSA team discussed that this is not the most efficient phasing scheme and is causing a required overall increase in the overall cycle length and increased waiting time for the left-turn and side street phases.The combination of the issues outlined above,may be the cause of the angle crashes reported at this intersection, as drivers become impatient waiting for the light to turn green and potentially proceed through the intersection on yellow and red lights(for example, crashes# 11, 12, 15, 16, 211 29) 48, 51, 58, 591 65 and 67). It could also contribute to rear-ends as a following vehicle may be planning on proceeding on yellow or red lights but the vehicle in front stops. It was discussed that the existing video detection equipment may be older and the lenses may be dirty or the wiring might be faulty; therefore causing errors in calling the correct phasing. During the field visit, upon inspecting the traffic controller cabinet, it appears that the video detection equipment is working properly and receiving the correct phase calls as vehicles approach the intersection. Page 7 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering There may also be potential issues with the yellow and red clearance intervals if actual vehicle travel speeds are higher than the posted speed limits. This may be the cause of some of the rear-end crashes reported at this intersection(for example crashes# 1,2, 6, 8, 14, 17, 20,23-25, 28, 30-33, 35-38,42,44-47, 52-54, 56, 60, 61 and 70). Potential Safety Enhancements 1. Evaluate the potential of re-phasing/re-timing the traffic signal to increase efficiency. Evaluate a change from lead/lag left-turn phases on Industrial Avenue to a coincidental lead left-turn phase and optimize the signal timings accordingly.Based on the vehicle turning templates associated with simultaneously left-turns on Industrial Avenue, the intersection geometry would need to be modified to allow for safe concurrent turning movements. See Figure 3 below. 2. Confirm the yellow and red clearance intervals are adequate based on the intersection geometry and driver speeds. / o Figure 3: Opposing Left-Turns Vehicle Templates Safety Issue#3: Signage The RSA team identified that there is a lack of lane use designation signage on the Industrial Avenue approaches to the intersection. While there is advance overhead guide signage along Industrial Avenue indicating the upcoming intersections and which way to turn for a specific street, there is no lane use designation signage at the intersection indicating which lanes for drivers to position themselves in to make a left or right-turn or to go straight. There is also no lane use signage on the Ward Hill Avenue approach Page 8 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering indicating it is a single shared left-turn/through lane andJ� therefore vehicles sometimes stack side by side to form two approach lanes. These may be the cause of some of the sideswipes occurring at the Intersection as drivers may attempt to switch lanes in close proximity to the signal and sideswipe a vehicle in the adjacent lane(for example, crashes#71 411 64, 66 and 68). The RSA team also noted that at all approaches there were r ' existing "To request green, wait on line" sign designated Image 3: No lane use designation signage at q g g g Industrial Avenue approaches. Verified for cyclists to wait at the stop line even though no bicycle during field visit. Image Source: Goo le facilities are resent and there does not appear to be an g g g p pp y Earth image dated 10/2016 bicycle traffic within the area due to the highway feel of the area. Lastly, it appears that there may be a missing yield sign on the right-turn ramp to Ward Hill Avenue. Potential Safety Enhancements 1. Install lane use designation signage at the Industrial Avenue and Ward Hill Avenue approaches to the intersection. 2. Evaluate the need for the"To request green, wait on line"bike signs and remove if not necessary. 3. Install/replace yield sign on the right-turn ramp to Ward Hill Avenue. Safety Issue#4: Signal Visibility The RSA team identified that when passenger cars approach the intersection, the presence of large trucks may block the drivers ability to see the overhead mast-arm mounted signal heads. With the signal heads blocked by large trucks,passenger cars may begin to proceed into the intersection behind these trucks and then find themselves in the middle of the intersection during the yellow and red signal phases, especially due to the longer start up times that truck require. This may also be the cause of the some of the angle crashes that occurred within the intersection. It was also discussed that there is a crest on Industrial Avenue westbound approximately 1,200 feet east of the intersection and, although the signal heads are visible from that location, if there are long vehicles queues on this approach then drivers may not be able to see the back of the queue due to the vertical curvature of the roadway. This could cause rear-ends at the intersection. Potential Safety Enhancements 1. Evaluate the potential to install auxiliary signal heads on the right side of the road at the intersection approaches. 2. Install retroreflective backplates on all signal heads to increase visibility. Page 9 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering Safety Issue#5: Eastbound Heavy Vehicle Usage li The RSA team identified that there are a significant number of garbage trucks and full size tractor trailers making a U-Turn on Industrial Avenue eastbound. These trucks appear to be headed to the Covanta waste facility/incinerator located just north of I-495. Trucks traveling on I-495 northbound,can only exit onto Industrial Avenue eastbound, and therefore must make a U-Turn at the intersection to get to Industrial Avenue westbound and the waste ;un` „✓r;A ,<., .1, „"alr,"',,% facility/incinerator. MassDOT mentioned that there was a former Image 4: Garbage truck executing a small jug-handle provided at this intersection to get vehicles from U-Turn from Industrial Avenue Industrial Avenue eastbound to Shelley Road northbound in order eastbound left-turn lane to execute a left-turn maneuver back on to Industrial Avenue � westbound. Based on historic aerial imagery, this jug-handle was removed around the time the BF s Wholesale Club was constructed ' f in 2006/2007. g During the field visit,it was observed that trucks making left-turns (or U-turns) utilize a good portion of the associated green phase time for the Industrial Avenue eastbound left-turn. The loss of green time for other drivers may result in aggressive behaviors by drivers who proceed through the intersection on yellow/red lights l. and may cause some angle crashes at this location. It also appears Image 5: Former jug-handle aerial that the U-Turn bulb-out is not large enough to accommodate truck image.Image Source: Google Earth movements as there is evidence that trucks drive off the pavement image dated 3/31/2005 when executing U-Turn movements. It was also observed that during several light cycles, more than one truck would queue up within the eastbound left-turn lane, further reducing the amount of available storage for other vehicles and occasionally blocking the eastbound �N g Y g A left-most through lane. Extensive queuing within the left-turn lane, , can spill back into the eastbound through lane and potentially be the cause of some of the rear ends experienced at this intersection. Potential Safety Enhancements. r , 1. Evaluate the potential to revise the intersection geometry ° !' p g ry so that trucks traveling eastbound on Industrial Avenue do Image 6: Trucks queuing in not need to make a U-Turn to get back to Industrial Avenue Industrial Avenue eastbound left- westbound. A potential alternative may be a"reverse"jug- turn lane handle that allows trucks to take a left onto Ward Hill Avenue and then another left onto the channelized right-turn lane from Ward Hill Avenue onto Industrial Avenue westbound. Further evaluation and detailed design is required to determine if this is a feasible option. 2. Evaluate the potential to lengthen the eastbound left-turn storage lane to provide room for additional vehicle queuing. See Figure 4 below. Page 10 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering y a Figure 4: Industrial Avenue eastbound left-turn lane storage Safety Issue#6: Pavement Markings I iVi Y�Y 4,'Wrrl uii ,,, The RSA team identified that some of the existing pavement markings at the intersection are beginning to fade away over time °t '= and due to constant vehicular traffic driving over them. This may cause the inability of some drivers to determine lane limits and stop bar locations and may be contributing to some of the ` sideswipes that are occurring at this intersection. It was also mentioned that it might be appropriate to install dotted extension lines for the northbound double left-turn lane on Shelley Road. Image 7: Faded pavement markings at intersection Potential Safety Enhancements 1. Re-stripe the pavement markings at the intersection to increase visibility. 2. Stripe dotted extension lines for double left-turn lane on Shelley Road northbound. Page 11 Road Safety Audit—Industrial Avenue at Shelley Road/Ward Hill Avenue- Haverhill, MA Prepared by Langan Engineering Summary of Road Safety Audit All of the safety issues and their potential safety enhancements discussed in the previous section have been summarized in Table 3. The recommendations are categorized based on their potential safety payoff, in addition to their time frame, cost, and jurisdiction. Safety payoff estimates are subjective and maybe based on the relative percent of crashes that maybe reduced by the enhancement. Estimated time frame and cost breakdown categories are presented in Table 2 below. Table 2: Estimated Time Frame and Costs Breakdown Time Frame Costs Short-Term <1 Year Low <$10,000 Mid-Term 1-3 Years Medium $10,001-$50,000 Long-Term >3 Years High >$50,000 Page 12 Road Safety Audit—Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering Table 3: Potential Safety Enhancement Summary Safety Issue Potential Safety Enhancement Safety Payoff Time Frame Cost Jurisdiction Install a "(RED) SIGNAL AHEAD" advance warning sign with flashers Medium to to warn drivers of the upcoming Medium Mid-Term High MassDOT traffic signal and indicate when the light is about to turn red. Install rumble strips across the Mid-Term Industrial Avenue approaches to depending on Medium to alert drivers of the need to reduce High timing of High MassDOT their speeds and pay attention to roadway the upcoming traffic signal. resurfacing In lieu of the installation of rumble strips across Industrial Avenue, consideration should be given to Medium Short-Term Low MassDOT Speed providing other traffic calming measures such as transverse pavement markings New Hands Free Law in effect as Commonwealth of of February 23, 2020 to discourage Medium to High In Effect Low Massachusetts distracted driving Increase speed enforcement on Medium Short-Term Medium to MassDOT Industrial Avenue High Conduct a speed study in the Short-Term to future if traffic calming measures Mid-Term are implemented to evaluate the Low to Medium depending on Low MassDOT potential to reduce the speed limits traffic calming along Industrial Avenue implementation Evaluate the potential of re- phasing/re-timing the traffic signal High Short-Term Low MassDOT to increase efficiency. Signal Timing/Phasing Confirm the yellow and red clearance intervals are adequate Medium Short-Term Low MassDOT based on the intersection geometry and driver speeds. Page 13 Road Safety Audit Industrial Avenue at Shelley Road/Ward Hill Avenue - Haverhill, MA Prepared by Langan Engineering Safety Issue Potential Safety Enhancement Safety Payoff Time Frame Cost Jurisdiction Install lane use designation signage at the Industrial Avenue Medium Short-Term Low MassDOT/City of and Ward Hill Avenue approaches Haverhill to the intersection. Si na a Evaluate the need for the "To g g request green, wait on line" bike Low Short-Term Low MassDOT signs and remove if not necessary. Install/replace yield sign on the MassDOT/City of right-turn ramp to Ward Hill Medium Short-Term Low y Haverhill Avenue Install auxiliary signal heads on the Medium to right side of the road at the Medium Mid-Term High MassDOT Signal Visibility intersection approaches. g Install retroreflective backplates on all signal heads to increase Medium Short-Term Low MassDOT visibility. Evaluate the potential to revise the intersection geometry so that trucks traveling eastbound on Medium Mid-Term High MassDOT/City of Industrial Avenue do not need to Haverhill Eastbound Heavy Vehicle make a U-Turn to get back to Usage Industrial Avenue westbound. Lengthen the eastbound left-turn Mid-Term to storage lane to provide room for High Long-Term High MassDOT additional vehicle queuing. g Re-stripe the pavement markings Low Short-Term Low MassDOT/City of at the intersection. Haverhill Pavement Markings Stripe dotted extension lines for double left-turn lane on ShelleyMedium Short-Term Low MassDOT/City City of Haverhill Road northbound. Page 14 Appendix A. RSA Meeting Agenda Road Safety Audit Intersection of Industrial Avenue at Shelley Road/ Ward Hill Avenue, Haverhill Meeting Location: Haverhill City Hall, Room 301 n 4 Summer Street, Haverhill, MA 01830 Tuesday, February Februa 18 2020 9:00 AM— 11:00 AM Type of meeting: High Crash Location — Road Safety Audit Attendees: Invited Participants to Comprise a Multidisciplinary Team Please bring: Thoughts and Enthusiasm!! 9:00 AM Welcome and Introductions 9:15 AM Review of Site Specific Material • Crash, Speed &Volume Summaries • Existing Geometries and Conditions 10:00 AM Visit the Site • Drive to the intersection • As a group, identify areas for improvement 10:30 AM Post Visit Discussion / Completion of RSA • Discuss observations and finalize findings • Discuss potential improvements and finalize recommendations 11:00 AM Adjourn for the Day— but the RSA has not ended Instructions for Particiaants: • Before attending the RSA on February 18th, participants are encouraged to drive through the intersection and complete/consider elements on the RSA Prompt List with a focus on safety. • All participants will be actively involved in the process throughout. Participants are encouraged to come with thoughts and ideas, but are reminded that the synergy that develops and respect for others' opinions are key elements to the success of the overall RSA process. • After the RSA meeting, participants will be asked to comment and respond to the document materials to assure it is reflective of the RSA completed by the multidisciplinary team. Appendix B. RSA Audit Team Contact List Participating Audit Team Members Date: February 18, 2020 Location: Haverhill, MA Audit Team Members Agency/Affiliation Email Address John Gregg MassDOT District 4 Traffic Engineer John.Gregg@dot.state.ma.us Angel Cortes Merrimack Valley Regional Transit ACortes@MVRTA.com Authority(MVRTA) Ana Fill MassDOT Traffic Safety Ana.Fill@state.ma.us Michelle Deng MassDOT Traffic Safety Michelle.Deng@state.ma.us Sgt. Kevin Lynch Haverhill Police Department KLynch@haverhillpolice.com Lt. Sean Hudgdon Massachusetts State Police Sean.Hodgdon@pol.state.ma.us John Pettis Haverhill City Engineer JPettis@cityofhaverhill.com James Terlizzi Merrimack Valley Planning Commission JTerlizzi@MVPC.org John Plante Langan Engineering (Consultant) JPlante@langan.com Doug Landry Langan Engineering (Consultant) DLandry@langan.com Luke Mauro Langan Engineering (Consultant) LMauro@langan.com Appendix C. Detailed Crash Data 1 2 3 4 63 O O A 39 36 60 56 52 10 O 44 19 34 W Z '.' 17 68 ❑ 9 66 26 14 41 7 3 gill B Q Z SH ELLEY ROAD 11 29 5158 1O5 �C 64 49 12 59 WARD HILL AVENUE oI»»»J�JJ�N 65 C (oil a �n 57 50 40 SYMBOLS TYPE OF CRASH 71 MOVING HEAD ON VEHICLE Ila REAR END 20 D ANIMAL 3 69 ANGLE FIXED 31 ❑ TURNING 32 OBJECT MOVEMENT 3335 O INJURY 38 �C SIDESWIPE 45 goo(r OUT OF TIME PERIOD ANALYZED: CONTROL 47 2014-2018 53 5 NIGHT TIME 54 © 22 CRASH 61 SOURCE:MASSDOT 70 IMPACT CRASH PORTAL Project Drawing Title Project No. Drawing No. LAIVEiAIV INDUSTRIAL AVE 140182701 Langan Engineering and COLLISION Date 12 19 2019 Environmental Services,Inc. SHELLEY ROAD & 555 Long Wharf Drive Drawn By CD�l New Haven CT 06511 D I AG R,AM LSR J WARD HILL AVE `0 Checked By °° T:203.562.5771 F:203.789.6142 www.langan.com HAVERHILL MASSACHUSETTS LAM Sheet 1 of 1 0 Filename:\\langan.com\data\NHV\data7\140182701\Project Data\CAD\01\SheetFiles\Traffic\Industrial Ave at Shelly Road&Ward Hill Collision Diagram.dwg Date:2/4/2020 Time:16:48 User:bwillsey Style Table:Langan.stb Layout:FIG.1 Crash Data Summary Table Crash Age of Driver- Age of Driver- Weather Diagram Crash Date Crash Time Crash Severity Manner of Collision Road Surface Ambient Light Comments Ref# Youngest Known Oldest Known Condition 1 1/10/2014 7:29 PM Property damage only(none injured) Rear-end 21-24 21-24 Wet Dark-lighted roadway Cloudy WB vehicle was stopped at red light and was struck from behind when signal turned green. 2 1/20/2014 5:04 PM Property damage only(none injured) Rear-end 35-44 55-64 Dry Dark-lighted roadway Cloudy WB vehicle was stopped at red light and was struck from behind. EB vehicle operator realized he was in a left turn lane and tried to 3 2/20/2014 4:18 PM Property damage only(none injured) Angle 16-20 35-44 Dry Daylight Cloudy move to the adjcent right lane,at which point he collided with a vehicle traveling in the lane. 4 3/2/2014 12:53 AM Property damage only(none injured) Sideswipe,same direction 25-34 25-34 Dry Dark-lighted roadway Clear NB vehicle was stopped at red light and was struck from behind. 5 3/5/2014 3:32 PM Non-fatal injury Rear-end 45-54 45-54 Wet Daylight Cloudy SB vehicle was stopped at red light and was struck from behind. 6 3/8/2014 2:54 PM Non-fatal injury Rear-end 21-24 45-54 Dry Daylight Clear WB vehicle was stopped at red light and was struck from behind. 7 4/2/2014 12:30 PM Property damage only(none injured) Sideswipe,same direction 35-44 35-44 Dry Daylight Clear EB vehicles collided when there was crossover between from the left to center lane. 8 4/5/2014 11:14 PM Property damage only(none injured) Rear-end 16-20 16-20 Dry Dark-lighted roadway Clear WB vehicle hit vehicle in front of it that was slowed due to traffic, causing a chain reaction that affected another 2 vehicles. 9 4/15/2014 6:20 PM Property damage only(none injured) Single vehicle crash 16-20 16-20 Wet Daylight Rain SB vehicle lost traction after coming into contact with wet cardboard and hit a sign post. 10 6/5/2014 12:17 PM Non-fatal injury Single vehicle crash 55-64 55-64 Not reported Daylight Rain WB vehicle spun out of control and rolled over into median. 11 10/9/2014 12:41 PM Property damage only(none injured) Angle 45-54 55-64 Dry Daylight Clear SB vehicle ran a red light and struck another vehicle traveling EB through the intersection. 12 10/21/2014 11:46 AM Property damage only(none injured) Angle 45-54 55-64 Dry Daylight Clear WB vehicle ran a red light and struck another vehicle traveling SB through the intersection. 13 11/17/2014 4:31 AM Not Reported Single vehicle crash 55-64 55-64 Wet Dark-lighted roadway Rain WB vehicle hit deer that ran in front of it. 14 1/9/2015 2:27 PM Property damage only(none injured) Rear-end 16-20 45-54 Wet Daylight Clear EB vehicle was stopped at red light and was struck from behind. 15 1/10/2015 5:48 PM Non-fatal injury Angle 25-34 45-54 Dry Dark-lighted roadway Clear EB vehicle ran a red light and struck another vehicle traveling NB through the intersection. SB vehicle took left turn when signal was red,and was struck by a EB 16 1/23/2015 6:55 PM Non-fatal injury Angle 55-64 55-64 Dry Dark-lighted roadway Cloudy vehicle traveling with right of way.The impact sent the struck vehicle over a median and into another WB vehicle,which was stopped at a light. 17 3/3/2015 9:08 AM Property damage only(none injured) Rear-end 45-54 55-64 Dry Daylight Clear EB vehicle was stopped at red light and was struck from behind. Vehicles collided when one was turning left going SB while the other 18 5/22/2015 11:47 AM Property damage only(none injured) Angle 45-54 65-74 Dry Daylight Clear was traveling through intersection going WB.Both believed they had the green light. 19 6/22/2015 3:28 PM Non-fatal injury Rear-end 35-44 35-44 Dry Daylight Clear WB vehicle was stopped at stop sign and was struck from behind. 20 7/27/2015 3:31 PM Property damage only(none injured) Rear-end 55-64 55-64 Wet Daylight Clear WB vehicle was stopped at intersection and was struck from behind. SB vehicle took left turn when signal was red after signal did not 21 7/28/2015 8:48 PM Non-fatal injury Angle Unknown Unknown Dry Dark-roadway not lighted Clear change for multiple cycles,and was struck by a EB vehicle traveling with right of way. 22 8/10/2015 5:48 PM Property damage only(none injured) Single vehicle crash 35-44 35-44 Dry Daylight Clear WB vehicle swerved to avoid a vehicle that had stopped quickly in front,and ended up in a ditch. 23 9/10/2015 5:25 PM Non-fatal injury Rear-end 55-64 55-64 Wet Daylight Rain WB vehicle hit vehicle in front of it that was stopped due to traffic, causing a chain reaction that affected another vehicle. Crash Data Summary Table Crash Age of Driver- Age of Driver- Weather Diagram Crash Date Crash Time Crash Severity Manner of Collision Road Surface Ambient Light Comments Ref# Youngest Known Oldest Known Condition 24 9/19/2015 2:56 PM Property damage only(none injured) Rear-end 21-24 35-44 Dry Daylight Clear EB vehicle was stopped at red light and was struck from behind. 25 10/12/2015 7:37 PM Property damage only(none injured) Rear-end 25-34 45-54 Dry Dark-lighted roadway Clear EB vehicle was stopped at red light and was struck from behind. 26 11/6/2015 11:56 AM Property damage only(none injured) Rear-end 35-44 65-74 Dry Daylight Cloudy EB vehicle was rear ended while waiting to turn left. 27 11/16/2015 1:51 AM Property damage only(none injured) Rear-end 25-34 35-44 Dry Dark-lighted roadway Clear SB vehicle was stopped at red light and was struck from behind when signal turned green. 28 11/28/2015 5:28 PM Property damage only(none injured) Rear-end 35-44 55-64 Wet Dark-lighted roadway Cloudy WB vehicle was stopped at red light and was struck from behind when signal turned green. WB vehicle made a left-turn through a red light and struck a EB 29 12/10/2015 4:07 PM Non-fatal injury Angle 45-54 65-74 Dry Daylight Clear vehicle traveling through the intersection,which then slid into another NB vehicle.The vehicle that ran the light then crashed into a different NB vehicle. 30 12/20/2015 4:52 AM Property damage only(none injured) Rear-end 25-34 35-44 Dry Dark-roadway not lighted Clear EB vehicle was stopped at red light and was struck from behind. 31 2/16/2016 12:58 PM Property damage only(none injured) Rear-end 21-24 25-34 Wet Daylight Rain WB vehicle was rear ended at the intersection. 32 4/12/2016 5:21 PM Property damage only(none injured) Rear-end 21-24 35-44 Dry Daylight Clear WB vehicle was stopped at red light and was struck from behind. 33 4/13/2016 6:04 PM Property damage only(none injured) Rear-end 16-20 45-54 Dry Daylight Clear WB vehicle was stopped at intersection and was struck from behind. 34 5/9/2016 5:46 PM Property damage only(none injured) Rear-end 25-34 35-44 Dry Daylight Not Reported WB vehicle was rear ended while slowing for traffic. 35 5/12/2016 1:46 PM Property damage only(none injured) Rear-end 25-34 45-54 Dry Daylight Clear WB vehicle was stopped at red light and was struck from behind. 36 5/18/2016 8:42 AM Property damage only(none injured) Rear-end 25-34 35-44 Dry Daylight Not Reported EB vehicle rear ended another vehicle at an intersection at the light change,causing that vehicle to hit another in front of it. 37 5/21/2016 10:54 PM Non-fatal injury Rear-end 35-44 45-54 Dry DaDark-lighted roadway Cloudy EB vehicle rear ended another vehicle at an intersection while the signal was red,causing that vehicle to hit another in front of it. 38 6/1/2016 6:57 AM Property damage only(none injured) Rear-end 35-44 35-44 Dry Daylight Clear WB vehicle was stopped at red light and was struck from behind. 39 6/14/2016 4:57 AM Property damage only(none injured) Single vehicle crash 45-54 45-54 Dry Dawn Clear EB vehicle hit deer that ran in front of it. 40 6/17/2016 3:59 PM Property damage only(none injured) Sideswipe,same direction 16-20 25-34 Dry Daylight Clear EB vehicle merged into the left lane,where it was struck by another vehicle traveling above the speed limit. 41 9/2/2016 11:31 AM Property damage only(none injured) Sideswipe,same direction 25-34 25-34 Dry Daylight Clear EB vehicle was merging into a lane and did not see vehicle traveling in lane.The vehicles collided. 42 9/18/2016 9:51 AM Non-fatal injury Rear-end 45-54 75-84 Wet Daylight Rain WB vehicle rear ended another vehicle at an intersection while the signal was red,causing that vehicle to hit another in front of it. 43 11/4/2016 7:27 PM Non-fatal injury Angle 35-44 35-44 Dry Dark-lighted roadway Clear NB vehicle was turning left and collided with a vehicle heading SB. 44 11/9/2016 9:00 AM Property damage only(none injured) Rear-end 45-54 55-64 Dry Daylight Clear EB vehicle was stopped at red light and was struck from behind,due to alleged break failure. 45 11/10/2016 3:47 PM Property damage only(none injured) Rear-end 25-34 55-64 Dry Daylight Clear WB vehicle was stopped at a red light and was struck from behind. 46 11/10/2016 5:36 PM Property damage only(none injured) Rear-end 35-44 45-54 Dry Dark-roadway not lighted Clear WB vehicle was stopped at red light and was struck from behind. 47 11/16/2016 7:00 AM Property damage only(none injured) Rear-end 25-34 55-64 Wet Daylight Rain WB vehicle was stopped at red light and was struck from behind,due to alleged break failure. 48 1/4/2017 9:53 PM Not reported Angle 35-44 35-44 Dry Dark-lighted roadway Clear EB vehicle traveling with right of way was struck by a vehicle traveling that took a left turn when signal was red. Crash Data Summary Table Crash Age of Driver- Age of Driver- Weather Diagram Crash Date Crash Time Crash Severity Manner of Collision Road Surface Ambient Light Comments Ref# Youngest Known Oldest Known Condition 49 2/9/2017 11:32 AM Property damage only(none injured) Rear-end 21-24 45-54 Snow Daylight Snow NB vehicles attempting to turn left in snowy conditions collided when one vehicle applied breaks. 50 5/19/2017 12:07 PM Property damage only(none injured) Sideswipe,same direction 45-54 65-74 Dry Daylight Clear EB vehicles collided when one merged into the lane another was traveling in. 51 6/1/2017 10:09 AM Non-fatal injury Angle 16-20 55-64 Dry Daylight Clear SB and EB vehicles collided when passing through the intersection. 52 6/13/2017 2:53 PM Property damage only(none injured) Rear-end 25-34 25-34 Dry Daylight Clear EB vehicle was stopped at red light and was struck from behind. WB vehicle stopped in traffic and a vehicle went into the emergency 53 7/18/2017 5:23 PM Non-fatal injury Rear-end 16-20 75-84 Wet Daylight Clear lane to avoid hitting it.Both these vehicles were then hit by another vehicle.This caused a chain reaction that led to 3 other vehicles being rear ended. 54 7/19/2017 10:57 AM Property damage only(none injured) Rear-end 16-20 21-24 Dry Daylight Clear WB vehicle was stopped at red light and was struck from behind. 55 9/5/2017 4:02 PM Non-fatal injury Rear-end 55-64 55-64 Dry Daylight Clear WB vehicle was struck from behind,causing it to go into another vehicle. 56 9/12/2017 8:02 AM Property damage only(none injured) Rear-end 25-34 25-34 Dry Daylight Clear EB vehicle was struck from behind when traffic began to move and then stopped. Traffic lights were not functioning,and to avoid oncoming vehicles, 57 10/30/2017 8:15 AM Property damage only(none injured) Rear-end 35-44 35-44 Wet Daylight Rain vehicle 1(heading WB)braked.WB vehicle 2 could not break fast enough,causing a collision. 58 12/24/2017 11:57 AM Property damage only(none injured) Angle 45-54 45-54 Wet Daylight Cloudy SB vehicle turned left in front of oncoming traffic,colliding with EBvehicle. 59 1/1/2018 2:43 PM Property damage only(none injured) Angle 16-20 16-20 Dry Daylight Clear Vehicle ran a red light and collided witha vehicle taking a left through the intersection. 60 1/12/2018 8:18 AM Property damage only(none injured) Rear-end 21-24 21-24 Wet Daylight Rain EB vehicle was stopped at red light and was struck from behind. 61 3/28/2018 3:29 PM Property damage only(none injured) Rear-end 25-34 25-34 Dry Daylight Clear WB vehicle was stopped at red light and was struck from behind. 62 3/31/2018 4:28 AM Non-fatal injury Angle 21-24 65-74 Dry Dark-lighted roadway Clear NB vehicle made an improper U-turn across traffic and collided with EB vehicle. 63 4/20/2018 11:56 AM Property damage only(none injured) Single vehicle crash Unknown Unknown Dry Daylight Clear EB vehicle's tire blew out,causing vehicle to swerve and hit a hospital sign and guardrail. 64 5/15/2018 9:30 AM Property damage only(none injured) Sideswipe,same direction 35-44 35-44 Dry Daylight Clear SB vehicle made a right turn in front of a vehicle waiting at a light, colliding with it. 65 5/31/2018 11:37 AM Property damage only(none injured) Angle 55-64 55-64 Dry Daylight Clear WB vehicle ran a red light and collided with an NB vehicle in the intersection that had right of way. 66 5/31/2018 2:35 PM Property damage only(none injured) Sideswipe,same direction 25-34 35-44 Dry Daylight Clear EB vehicle merged into left hand turn lane and collided with the vehicle traveling in it. 67 9/1/2018 2:54 PM Non-fatal injury Angle 45-54 45-54 Dry Daylight Cloudy WB vehicle ran a red light and collided with an NB vehicle in the intersection that had right of way. 68 9/17/2018 8:28 AM Property damage only(none injured) Sideswipe,same direction 21-24 21-24 Dry Daylight Clear EB vehicles collided when one changed lanes while the other was passing. 69 10/12/2018 4:30 PM Property damage only(none injured) Angle 25-34 35-44 Dry Daylight Clear WB vehicles collided in the same lane.Cause is unclear. 70 10/25/2018 4:00 PM Property damage only(none injured) Rear-end 21-24 25-34 Dry Daylight Clear WB vehicle hit vehicle in front of it that was stopped due to traffic. 71 11/23/2018 3:17 PM Non-fatal injury Angle 65-74 65-74 Dry Daylight Clear SB vehicle crossed in front of another WB vehicle while making left turn 72 12/22/2018 10:25 PM Property damage only(none injured) Sideswipe,same direction 45-54 45-54 Dry Dark-lighted roadway Clear WB vehicle was driving fast and recklessly and hit two vehicles as it drove down the road. Count of Month Count of Ambient Light Crash Month Crash Light Condition 1.2 80% 74% 1.0 70% 60% 8 50% 6 40% 30% 21% 4 20% 0% M1000001 Dark lighted Roadway IDaid< roadwaynot Dawn 1Dayligl~opt Alp, Jan V=elj IM a i, Jun Oct IN ov IMay Jul Aug Selo Dec lighted Month Ambient Light Count of Crash Day of Week Count of Weather Condition Crash Day of Week Crash Weatheir Condition 20% 17% 18% 18% 80% 69% 15% 70% 1.5% 14% 13% 60% 50% 1.0% 40% 6% 30% 5% 20% 14% 13% 1.0% ��������� 3% 1% 0% .............. .............. 0% inininininininininm S 1'.1 n Vion Tue Wed I..11 U Il ri Sat Clear Cloudy INot Reported Ralin Snow Crash Day of Week Weather Condition Count of Crash Hour Count of Road Surface C ira s Ih Tfl me of Day Grash IRoad SUirface 1.4% 13% 1.00% 1.2% 11% 10%10% 80% 76% 1.0% 8% 7% 7% 7% 60% 6 % 6% 4%4% 40% 21% 1%1% 1%1% 3% 1%1%3% 21% 2% 20% 41- 41 41 :1k �Ik 41 41 0, . C� E)ry Not reported S n ow Wet <-k )"<5P ee<,5,�<,5)� C� �p 0 1) O�0 O�0 0 0 0 0 0 0 0 0 110 1,-0 -10 -10 0 �9 0 �,o �,o 0 -,0 �10 Road Surface \1�1 10 �,,91e 9e Crash Hour Countof Manner,ofCollision Count of Age of Driver-Youngest Known Crasll-i Mannerof Colfisior� Crash Driver Ages Youirigest 54% 25% 22% 20% 18% 18% '..1.5% 14% 14% 10% 3 255a 1.0% 13 5% 1% 3% i.0 1111111 0% mininininin "a 1.6-20 21-24 25 3/1 35 114 45-54 55 64 65 711 U I'l k I'l ow I'l Ang fiE PiEBr-end S 1-1 e5N i�3e:,S71�711 E' 5,ri E'V IE[11",C e C E.1-1,11 di�EK1.�IDII Age of Driver-Youngest Known Manner,of Co,,Iiljsjan Count of Age of Driver-Oldest Known Grash Diriveir Ages Udest Kiriowin 25% 24% 22% 9 20% '..1.5% 11% .1..0% 8% 5% 4% 6% 3% 3% 0% 111! INININININII HHHHH1 11111 11111 11111 1.6-20 21-24 25 34 35 44 45-54 55-621 65 74 75 8/1 Unknown Age of Driver-Oldest Known Industrial Avenue Ward Hill Avenue/Shelley Road Road Safety Audit Crashes 2014-2018 LANGAN Ado vw TgMas sachust-fts,Fcpt vviirrd Ifyi -,Y INTERSECTION CRASH RATE WORKSHEET CITY/TOWN : Haverhill COUNT DATE : 09/06/2018 DISTRICT : 4 UNSIGNALIZED : SIGNALIZED : x ~ INTERSECTION DATA ~ ............................................................................................................................................................................................................................................................. MAJOR STREET : Industrial Avenue (Route 125 Connector) MINOR STREET(S) : Shelley Road Ward Hill Avenue J�v INTERSECTION North DIAGRAM (Label Approaches) PEAK HOUR VOLUMES APPROACH : 1 2 3 4 5 Total Peak Hourly DIRECTION : NB SB EB WB Approach Volume PEAK HOURLY 388 486 937 1448 3259 VOLUMES (Awe): I I I I K" FACTOR : 0.09 INTERSECTION ADT ( V ) = TOTAL DAILY 36211 APPROACH VOLUME : #OF AVERAGE#OF TOTAL#OF CRASHES : 72 YEARS : 5 CRASHES PER YEAR 14.4 1 1 A) : ............................................................................................................................................................................................................................................................. CRASH RATE CALCULATION : F 1.09] RATE (A*1,000,000( V *365) Comments : District 4 Average: 0.73, State Average: 0.78 Project Title & Date: Road Safety Audit, 02/05/2020 Appendix D. Additional Information SEQUENCE AND TIMING CHART WELT _EB NB SB EBLT WB PHASE 1 LAG PHASE 2 PHASE 3 PHASE 4 PHASE LEAD PHASE PHASME 7 PHASE 8 PHASE ROUTE 125 CONNECTOR WARDHILL AVENUE/ T RAMPROUTE 125 gONNggLOR NOT NOT NOT F HAVERHILL. MA USED USED USED SEQUENCE AND TIMING APPROACH [IEB ECTION FACE R CL1 CL2 R W CL1 CL2 R CL1 CL2 R CLI CL2 R C1.1 CL2 R CL1 CL2 R CL1 C�2 R C�1 CL2 R C�1 CL2 ROUTE 125 CONNECTOR L 8 E!4 EG- fY- fR- 'fR- fR- fR- fR- M- fR- fR- W fR- 'fR- fR- fR- OZ- O- 'fR- FRA ROUTE 125 CONNECTOR CID 2 R R R G Y R R R R R R R R R R R R R FY ROUTE 125 CONNECTOR EBLT F 5 #R� -fR fR- 'ER- fR- fR- fR- fR- fly- f t- flt�- fR- (G- fY fR- fR- (R- fR- FRA ROUTE 125 CONNECTOR WS G H 4 R R R R R R R R R R R R R R G Y R FY WEST RAMP NS J K 3 R R R R R EGG Y R R R R R R R R R R_ FR WARDHILL AVENUE SB L R R R R R R R R EGG Y R R R R R R R FR WARDHILL AVENUE SB R R R R R R R R G Y R R R R R R R FR TIMING IN SECONDS MINIMUM GREEN g 1 g g g mmmft�VEHICLE INTERVAL 3 3 3 3 3 3 MAXIMUM GREET[!.FREE OPERATION 30 50 30 30 30 50 [+MAXIMUM GREEN 11 TIMING PLAN OPERATION 30 51 30 30 34 42 YELLOW C_LEAR 5 5 4 4 5 3 ALL RED CLEAR 2 2 2 2 2 WALK INTERVAL PED.CLEARANCE DETECTOR NON—LOCK NON—LOCK NON—LOCK NON—LOCK NON—LOCK{ NON—LOCK RECALL OFF MIN OFF OFF OFF MIN TIMING PLAN OFFSET PH -ASE TIMING- -: SEC SEC REFERENCE SEC. SEC. SEC. SEC. SEC. SEC. SEC. SEC. SEC. 1 M—F 6AM--I�A�1 1-7 r 2 M—F 3PM-7PM 3 SAT 7AM-7PM I i8 t-7 NOTES:FLASHING OPERATION PER M.U.T.C.D.SECTION 4D.12 SIGNAL PLAN (10 r� t; SCALE.COMMONWEALTH OF MASSACHUSETTS TOWN: HAVERHILL x N.T.S. LOCATION:PCOMMONWEALT 7ASSA H 7SE DRAWN BY: GL BOSTO ,:. DATE: RFRKAIT Klr) _ -I mo_, HASE SEQUENCE 12+0 /2FMa /1+ME /3 /4 PROPOSED SIGNAL HEAD DATA RO ANY PFIl15E OR PHASE COMA710N NOT CALLED SHALL BE STOPPED O O PLAN NOTE-. VEHICLE TURNING MOVEMENTS NOT SUPPORTED BY AN ARROW INDICATION SHOWN AS DASHED ARROW ON PUN. O O U Ir LED.w/V aAarnu7E EMERGENCY VENCLE PRFE1�710N OPFR�710N: RECEIVER RECOVER RECOVER RECEIVER PREE]NT 1 PREEMPT 2 PREEMPT 3 PREEMPT 4 06 � � 05 03 04 01 C 02 SIGNAL PLAN COMMONWEALTH OF MASSACHUSETfS [DATE. WN: HAVERHILL sca�E: N.T.S. DEPARTMENT OF PUBLIC WORKS caTioN: ROUTE 125 CONNECTOR DRAWN BY: C,L WEST RAMP AND SHE��EY ROAD 10 PARK PLAZA BOST�f� MA. OrJ�O2�O7 PERMIT N0. APPROVED: AJQ 4903SIGPERMv1 A se \ I.VWE3 DE7_ TO ACMA00,KFE 55 MPH APPROACH SPEM ON RnI25 CON lux to 35 i E e a -f 1 VU V- - - - o� : � �- - c-M74 Ak a3,smigo Pw Cmaj-, VmLT = s - - � _ _` _ - - ac { r _ - _ ZONE p _. W- - _ Q _a _6 _ ga op-mow PRmFVw RggcrT NMI-- a—VIV-7 _- _ _ ,Z MV 7 # g - j AND ' tit =`- �' ` HH = _' Ft `f xlaw mom-1c Somm tv­\ ¢ z VI # E f r F i3 h # } U_I1 i t Ufa m «e qq'� SIGNAL PLAN SCALE: =50 COMMONWEALc - ! '€ HAVERHILL DRAWN B fWES I RAMPSHE U ROAD PARK `02/07 �_T NO_ AJ , III ' Appendix E. Road Safety Audit References Road Safety Audit References FHWA Office of Safety-Proven Safety Countermeasures, U.S. Department of Transportation, Federal Highway Administration https://safety.fhwa.dot.gov/provencountermeasures/. Road Safety Audits,A Synthesis of Highway Practice. NCHRP Synthesis 336. Transportation Research Board,National Cooperative Highway Research Program, 2004. Road Safety Audits. U.S. Department of Transportation,Federal Highway Administration, https://safetv.fhwa.dot. ovg /rsa/ FHWA Road Safety Audit Guidelines. U.S. Department of Transportation, Federal Highway Administration, 2006. Road Safety Audit, 2"d edition. Austroads, 2000. Road Safety Audits. ITE Technical Council Committee 45-7. Institute of Transportation Engineers, February 1995. Appendix J Signal Warrant Analyses LA/VfiA /V 1600 Osgood Street, North Andover, MA North Driveway Warrant Summary Warrant 1, Warrant 1, Warrant 2, 2018 Existing 2026 No-Build Eight-Hour Eight-Hour 2018 Build Major Four-Hour Warrant 3, Major Street Major Street Minor Street Vehicular Vehicular Street Volumes Vehicular Peak Hour Volumes(Osgood Volumes(Osgood Volumes(North Volume Volume (West Avenue NB Volume(70% (70%Factor) Street NB&SB Street NB&SB Exit Driveway) (Condition A (Condition B &SB Approaches) Factor) Satisfied Approaches) Approaches) 70%Factor) 70%Factor) Satisfied Satisfied Satisfied 12:00 AM 44 48 56 9 1:00 21 23 34 15 2:00 26 28 35 10 3:00 39 42 55 13 4:00 105 114 129 17 5:00 375 406 434 29 6:00 992 1074 1306 95 X X 7:00 1754 1899 2162 246 X X X X 8:00 1441 1560 1583 15 9:00 878 951 974 21 10:00 767 831 851 15 11:00 858 929 960 27 12:00 PM 968 1048 1063 16 1:00 909 984 997 11 2:00 979 1060 1073 17 3:00 1367 1480 1503 23 4:00 1613 1747 1779 21 5:00 1703 1844 2041 130 X X X 6:00 1104 1195 1434 288 X X X X 7:00 712 771 787 21 8:00 500 541 553 11 9:00 375 406 420 12 10:00 236 256 274 17 11:00 116 126 133 8 Numbers of Hours Warrant Thresholds Exceeded: 2 4 4 3 Notes: 1)Existing Osgood Street traffic volumes taken from tube counts collected adjacent to the site by Accurate Counts in September 2018.A growth rate of 1%per year was applied to the 2018 existing volumes on Osgood Street to project them into 2026.Volumes associated with the reoccupancy of the 1600 Osgood Street office building and the proposed mixed-use development at 1210 Osgood Street are not included in the 2026 No-Build Major Street Volumes shown above;inclusion of these background volumes will not trigger any additional hourly warrant thresholds to be met. 2)Volumes entering the development at the north site driveway and volumes entering and exiting the development at the south driveway that pass-by the north site driveway were added to the 2026 No-Build Major Street Volumes on Osgood Street to obtain the 2026 Build Major Street Volumes on Osgood Street.A total of 60%of the hourly entering volume and 5%of the hourly exiting volume is anticipated on Osgood Street at the intersection with the north site driveway. 3)A total of 55%of the hourly exiting volume associated with the Amazon facility is anticipated to exit via the north site driveway.These volumes are depicted under the Minor Street Volumes column above. 4)See attached MUTCD traffic signal warrant information. Proposed Development- 1600 Osgood Street, North Andover, MA Signal Warrant Summary- Boston Road (Route 125) and Farrwood Drive (South) 2026 Warrant 1 Warrant 1 2020 Existing Trip Generation Trip Generation 2026 Build 2026 Warrant 1, Warrant 1, , Background 2020 Existing 2026 Build Warrant 2, Major Street Entering Exiting Volumes Major Street Background Eight-Hour Eight-Hour Eight-Hour Eight-Hour Major Street Minor Street Volumes Volumes(Added (Added to Volumes Minor Street Minor Street Vehicular Vehicular Vehicular Vehicular Four-Hour Warrant 3, Vehicular Peak Hour Time (Boston Road Volumes to Boston Road Boston Road (Boston Road Volumes Volumes Volumes Volume Volume Volume Volume ( ) (Boston Road ( ) ( ) ) (Farrwood ( (Farrwood ( ( ( ( Volume(70% (70%Factor) Route 125 Route 125 NB Route 125 NB Route 125 Farrwood Condition A Condition B Condition A Condition B (Route 125)NB Drive(South) Drive(South) Factor) Satisfied NB&SB &SB &SB NB&SB Drive(South) 70%Factor) 70%Factor) 56%Factor) 56%Factor) &SB WB Approach) WB Approach) Satisfied Approaches) Approaches) Approaches) Approaches) WB Approach) Satisfied Satisfied Satisfied Satisfied Approaches) 12:00 AM 33 35 12 15 62 1 1 1 1:00 15 16 17 18 51 5 5 5 2:00 6 6 11 18 35 3 3 3 3:00 17 18 19 24 61 7 7 7 4:00 60 64 22 32 118 9 10 10 5:00 312 331 43 52 426 33 35 35 6:00 739 784 373 172 1329 60 64 64 X X X 7:00 1275 1353 402 446 2201 94 100 100 X X X X X 8:00 1185 1258 35 28 1321 62 66 66 X X X 9:00 812 862 36 30 928 41 44 44 X 10:00 746 792 30 27 849 40 42 42 X 11:00 872 926 48 50 1024 29 31 31 12:00 PM 967 1026 23 29 1078 35 37 37 1:00 905 961 20 21 1002 35 37 37 2:00 980 1040 18 31 1089 44 47 47 X 3:00 1227 1302 35 42 1379 29 31 31 4:00 1512 1605 50 39 1694 35 37 37 5:00 1576 1673 309 235 2217 38 40 40 6:00 957 1016 354 524 1894 28 30 30 7:00 658 698 24 39 761 18 19 19 8:00 458 486 18 18 522 20 21 21 9:00 318 338 22 22 382 10 11 11 10:00 169 179 27 30 236 9 10 10 11:00 104 110 10 23 143 5 5 5 Numbers of Hours Warrant Thresholds Exceeded: 1 0 1 3 1 1 1 3 1 3 1 1 Notes: 1)Existing volumes taken from tube counts collected by Accurate Counts from 3/10/2020&3/11/2020. The average weekday volumes were utilized for this signal warrant analysis.A growth rate of 1%per year was applied to the existing volumes to project them into 2026. 2)Tthe posted speed limit of Route 125 is 40 MPH and the 85th percentile speeds are above 40 MPH,therefore the 70%and 56%columns were used for this analysis. 3)Trip Generation Entering Volumes were added to the 2020 Background Major Street Volumes to obtain the 2020 Build Major Street Volumes. 4)Trip Generation Exiting Volumes were added to the 2020 Background Major Street Volumes to obtain the 2020 Build Major Street Volumes. 5)As shown in the table above,the traffic volumes don't satisfy the traffic signal warrants 1-2 outlined in the MUTCD guidelines and only satisfy one hour of warrant 3(peak hour);therefore a traffic signal is not proposed at this location. Signal Warrant Farrwood South Page 1 of 2 \\langan.com\data\NHV\data7\140182701\Project Data\_Discipline\Traffic\Signal Warrant Analysis\Signal Warrant Analysis-Farrwood Drive.xlsx LAN&A IV Proposed Development- 1600 Osgood Street, North Andover, MA Signal Warrant Summary- Boston Road (Route 125) and Farrwood Drive (North) 2026 Warrant 1 Warrant 1 2020 Existing Trip Generation Trip Generation 2026 Build 2026 Warrant 1, Warrant 1, , Background 2020 Existing 2026 Build Warrant 2, Major Street Entering Exiting Volumes Major Street Background Eight-Hour Eight-Hour Eight-Hour Eight-Hour Major Street Volumes Volumes(Added (Added to Volumes Minor Street Minor Street Minor Street Vehicular Vehicular Vehicular Vehicular Four-Hour Warrant 3, Vehicular Peak Hour Time (Boston Road Volumes to Boston Road Boston Road (Boston Road Volumes Volumes Volumes Volume Volume Volume Volume ( ) (Boston Road ( ) ( ) ) (Farrwood ( (Farrwood ( ( ( ( Volume(70% (70%Factor) Route 125 Route 125 NB Route 125 NB Route 125 Farrwood Condition A Condition B Condition A Condition B (Route 125)NB Drive(North) Drive(North) Factor) Satisfied NB&SB &SB &SB NB&SB Drive(North) 70%Factor) 70%Factor) 56%Factor) 56%Factor) &SB WB Approach) WB Approach) Satisfied Approaches) Approaches) Approaches) Approaches) WB Approach) Satisfied Satisfied Satisfied Satisfied Approaches) 12:00 AM 33 35 12 15 62 2 2 2 1:00 15 16 17 18 51 2 2 2 2:00 6 6 11 18 35 2 2 2 3:00 17 18 19 24 61 3 3 3 4:00 60 64 22 32 118 17 18 18 5:00 312 331 43 52 426 31 33 33 6:00 739 784 373 172 1329 58 62 62 X X X 7:00 1275 1353 402 446 2201 82 87 87 X X X X X 8:00 1185 1258 35 28 1321 62 66 66 X X X 9:00 812 862 36 30 928 50 53 53 X X 10:00 746 792 30 27 849 34 36 36 11:00 872 926 48 50 1024 42 45 45 X 12:00 PM 967 1026 23 29 1078 38 40 40 1:00 905 961 20 21 1002 41 44 44 X 2:00 980 1040 18 31 1089 37 39 39 3:00 1227 1302 35 42 1379 35 37 37 4:00 1512 1605 50 39 1694 43 46 46 X 5:00 1576 1673 309 235 2217 36 38 38 6:00 957 1016 354 524 1894 40 42 42 X 7:00 658 698 24 39 761 29 31 31 8:00 458 486 18 18 522 15 16 16 9:00 318 338 22 22 382 12 13 13 10:00 169 179 27 30 236 12 13 13 11:00 104 110 10 23 143 6 6 6 Numbers of Hours Warrant Thresholds Exceeded: 1 0 1 4 1 1 1 4 1 3 1 1 Notes: 1)Existing volumes taken from tube counts collected by Accurate Counts from 3/10/2020&3/11/2020. The average weekday volumes were utilized for this signal warrant analysis.A growth rate of 1%per year was applied to the existing volumes to project them into 2026. 2)Tthe posted speed limit of Route 125 is 40 MPH and the 85th percentile speeds are above 40 MPH,therefore the 70%and 56%columns were used for this analysis. 3)Trip Generation Entering Volumes were added to the 2020 Background Major Street Volumes to obtain the 2020 Build Major Street Volumes. 4)Trip Generation Exiting Volumes were added to the 2020 Background Major Street Volumes to obtain the 2020 Build Major Street Volumes. 5)As shown in the table above,the traffic volumes don't satisfy the traffic signal warrants 1-2 outlined in the MUTCD guidelines and only satisfy one hour of warrant 3(peak hour);therefore a traffic signal is not proposed at this location. Signal Warrant Farrwood North Page 2 of 2 \\langan.com\data\NHV\data7\140182701\Project Data\_Discipline\Traffic\Signal Warrant Analysis\Signal Warrant Analysis-Farrwood Drive.xlsx LAN&A IV