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Home My WebLink About1989-12-04 Traffic Impact Study SPR 1 } E nima HAYES ENGINEERING, INC. 603 SALEM STREET WAKEFIELD, MA 01880 (617) 246-2800 REFER TO FILE # NOA-0035 FAX # 246-7596 September 27 , 1988 Secretary of Environmental Affairs 100 Cambridge Street - 20th Floor Boston, MA 02202 Attn: MEPA Unit RE: Riparian Industrial Park, North Andover , MA Dear sir : As per the requirements of the Town of North Andover Zoning By Law, Section 8. 34, 4, 18; as follows: 18. TRAFFIC IMPACT STUDY Identification of existing traffic levels , along with the expected traffic impacts to occur based upon the proposed project. Projects which access state highways, a traffic impact study shall be filed with MEPA concurrently with the Planning Board review. A copy of the MEPA study shall be filed with the application to the Planning Board. Therefore, we are supplying your office with a copy of the following report for your use. Traffic Study; Riparian Industrial Park; North Andover, MA; dated September 1988; by Hayes Engineering, Inc. Very truly yours, William R. Bergeron, E. Project Engineer WRB/dab Enclosures r 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:11-12-1988 TIME:13:15:40 RIPARIAN INDUSTRIAL PARK - PROPOSED A.M. RTE. 114 AT SITE DRIVE LAST DATASETS LOADED OR SAVED VOLUME=ridnoa GEOMETRICS=ridnoag KEY: A- -D C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: YIELD PREVAILING SPEED: 50 MPH MAIN STREET N OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: Y MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: YES SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 8: Rte 114 C: SITE DRIVE LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 8: Rte 114 C: SITE DRIVE LT TN RT LT TH RT LT TH RT VOLUME 0 1035 42 42 0 0 10 0 10 PHF 1.00 1.00 1.00 ADJ VOLUME 0 1035 42 42 0 0 10 0 10 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 45 11 0 11 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 1035 CRITICAL GAPS 4.4 CAPACITY 533 ACTUAL CAPACITY 533 STEP 2 LEFT TURNS FROM H:Rte 114 CONFLICTING FLOWS 1035 CRITICAL GAPS 5.4 CAPACITY 349 CAPACITY USED 13% IMPEDANCE FACTOR 0.91 ACTUAL CAPACITY 349 ii I 1985 NCM CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:11-12-1988 TIME:13:15:40 RIPARIAN INDUSTRIAL PARK - PROPOSED P.M. RTE. 114 AT SITE DRIVE STEP 3 LEFT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 1098 CRITICAL GAPS 7.7 CAPACITY 134 ACTUAL CAPACITY 122 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM 9: 46 349 303 a 11.88 0.15 LT FROM C: 11 122 111 D 32.34 0.42 RT FROM C: 11 533 522 A 5.90 0.02 1985 HCM - CHAPTER 10 UNSIGNALiZED - 3 APPROACHES (PAGE 1 of 2) DATE:11-12-1988 TIME:13:13:10 RIPARIAN INDUSTRIAL PARK - PROPOSED P.M. RTE. 114 AT SITE DRIVE LAST DATASETS LOADED OR SAVED VOLUME=rsdnoa GEOMETRICS=ridnoag KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: YIELD PREVAILING SPEED: 50 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: Y MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: YES SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: SITE DRIVE LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: SITE DRIVE LT TH RT LT TH RT LT TH RT VOLUME 0 881 11 11 0 0 50 0 50 PHF 1.00 1.00 1.00 ADJ VOLUME 0 881 11 11 0 0 50 0 50 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 12 55 0 55 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 881 CRITICAL GAPS 4.4 CAPACITY 615 ACTUAL CAPACITY 615 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 881 CRITICAL GAPS 5.4 CAPACITY 416 CAPACITY USED 3% IMPEDANCE FACTOR 0.99 ACTUAL CAPACITY 416 } 1985 RCM - CHAPTER 10 UNSIGNALIZED 3 APPROACHES (PAGE 2 of 2) DATE:11-12-1988 TIME:13:13:10 RIPARIAN INDUSTRIAL PARK - PROPOSED P.M. RTE. 114 AT SITE DRIVE STEP 3 LEFT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 898 CRITICAL GAPS 7.7 CAPACITY 185 ACTUAL CAPACITY 183 SUMMARY OF LEVEL OF SERVICE RY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM 6: 12 416 404 A 8.91 0.03 LT FROM C: 55 183 128 D 28.19 0.09 RT FROM C: 55 615 560 A 6.43 0.10 1 F 1985 HCM - CHAPTER 10 UNSIGNALI2ED - 3 APPROACHES (PAGE 1 of 2) DATE-11-12-1988 TIME:13:26:1E3 RIPARIAN INDUSTRIAL PARK -PROPOSED A.M. IMPACT AT BERRY ST. AND RTE. 114 LAST DATASETS LOADED OR SAVED VOLUME=ridnoa GEOMETRICS=ridnoag KEY: A- -B I C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000. NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 50 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: BERRY STREET SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: BERRY STREE LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: BERRY STREE LT TH RT LT TH RT LT TH RT VOLUME 0 1045 2 46 0 0 0 0 47 PHF 1.00 1.00 1.00 AD,I VOLUME 0 1045 2 46 0 0 0 0 47 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 51 0 0 52 STEP 1 RIGHT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 1046 CRITICAL GAPS 4.8 CAPACITY 443 ACTUAL CAPACITY 443 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 1047 CRITICAL GAPS 5.4 CAPACITY 344 CAPACITY USED 15% IMPEDANCE FACTOR 0.90 ACTUAL CAPACITY 344 1 J 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:11-12-1988 7IME:13:25:i3 RIPARIAN INDUSTRIAL PARK -PROPOSED A.M. IMPACT AT BERRY ST. AND RTE. 114 STEP 3 LEFT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 1092 CRITICAL GAPS 7.7 CAPACITY 135 ACTUAL CAPACITY 122 SUMMARY OF LEVEL Of SERVICE BY 14OVEMEHT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B. 51 344 294 C 12.25 0.17 RT FROM C: 52 443 391 B 9.21 0.00 j i 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:11-12-1988 TIME:13:28:29 RIPARIAN INDUSTRIAL PARK - PROPOSED P.M. IMPACT AT BERRY ST. AND RTE. 114 LAST OATASETS LOADED OR SAVED VOLUME=ridnoa GEOMETRICS=ridnoag KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 50 MPH MAIN STREET # of LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: BERRY STREET SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 S: Rte 114 C. BERRY STREE LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: BERRY $TREE LT TH RT LT TH RT LT TH RT VOLUME 0 931 9 37 0 0 2 0 60 PRF 1.00 1.00 1.00 ADJ VOLUME 0 931 9 37 0 0 2 0 60 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 41 2 0 66 STEP 1 RIGHT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 936 CRITICAL GAPS 4.8 CAPACITY 495 ACTUAL CAPACITY 495 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 940 - CRITICAL GAPS 5.4 CAPACITY 389 CAPACITY USED 10% IMPEDANCE FACTOR 0.94 ACTUAL CAPACITY 389 1 1985 HCM CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:11-12-1988 TIME:13:28:29 RIPARIAN INDUSTRIAL PARK - PROPOSED P.M. IMPACT AT BERRY ST. AND RTE. 114 STEP 3 LEFT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 973 CRITICAL GAPS 7.7 CAPACITY 164 ACTUAL CAPACITY 153 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 41 389 348 B 10.34 0.12 LT FROM C: 2 153 151 D 23.80 0.27 RT FROM C; 66 495 429 A 8.39 0.01 i 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:11-12-1988 TIME:13:45:45 RIPARIAN INDUSTRIAL PARK - ALT. (NO CONNECTOR RD.) PROPOSED A.M. AT BERRY ST. AN D RTE. 114 LAST DATASETS LOADED OR SAVED VOLUME=ridnoa GEOMETRICS=ridnoag KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 50 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: BERRY STREET SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: BERRY STREE LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: BERRY STREE LT TH RT LT TH RT LT TH RT VOLUME 0 1043 28 54 0 0 6 0 49 PHF 1.00 1.00 1.00 ADJ VOLUME 0 1043 28 54 0 0 6 0 49 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 59 7 0 54 STEP 1 RIGHT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 1057 CRITICAL GAPS 4.8 CAPACITY 438 ACTUAL CAPACITY 438 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 1071 CRITICAL GAPS 5.4 CAPACITY 335 CAPACITY USED 18% IMPEDANCE FACTOR 0.88 ACTUAL CAPACITY 335 1 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:11-12-1988 TIME:13:45:45 RIPARIAN INDUSTRIAL PARK - ALT. (NO CONNECTOR RD.) PROPOSED A.M. AT BE ST. AN D RTE. 114 STEP 3 LEFT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 1111 CRITICAL GAPS 7.7 CAPACITY 131 ACTUAL CAPACITY 115 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 59 335 276 C 13.06 0.22 LT FROM C: 7 115 108 0 33.20 0.55 RT FROM C: 54 438 384 B 9.38 0.02 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:11-12-1988 TIME:13:43:15 RIPARIAN INDUSTRIAL PARK - ALT. (NO CONNECTOR RD.)PROPOSED P.M. AT BERRY ST. AND RTE. 114 LAST DATASETS LOADED OR SAVED VOLUME=ridnoa GEOMETRICS=ridnoag KEY: A- -B I C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 50 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: BERRY STREET SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: BERRY STREE LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: BERRY STREE LT TH RT LT TH RT LT TH RT VOLUME 0 911 7 38 0 0 26 0 55 PHF 1.00 1.00 1.00 ADJ VOLUME 0 911 7 38 0 0 26 0 55 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 42 29 0 61 STEP 1 RIGHT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 915 CRITICAL GAPS 4.8 CAPACITY 506 ACTUAL CAPACITY 506 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 918 CRITICAL GAPS 5.4 CAPACITY 399 CAPACITY USED 10% IMPEDANCE FACTOR 0.94 ACTUAL CAPACITY 349 r 1 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:11-12-1988 TIME:13:43:15 RIPARIAN INDUSTRIAL PARK ALT. (NO CONNECTOR RD.)PROPDSED P.M. AT BERRY ST. AND RTE. 114 STEP 3 LEFT TURNS FROM C:BERRY STREET CONFLICTING FLOWS 953 CRITICAL GAPS 7.7 CAPACITY 169 ACTUAL CAPACITY 158 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVE14ENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 42 399 357 B 1G.OB 0.12 LT FROM C: 29 158 130 D 27.72 0.32 RT FROM C: 61 506 445 A 8.08 0.06 f 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE: 11-14-1988 TTME: 09:42 :08 RIPARIAN INDUSTRIAL PARK _ ALT. (NO CONNECTOR RD. ) PROPOSED A.M. AT SITE DRIVE AN D RTE. 114 LAST DATASETS LOADED OR SAVED VOLUME=RIDNOA GEOMETRICS=RIDNOAG KEY: A-- -B j C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250, 000: NO CONTROLS : FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 50 MPH MAIN STREET # OF LANES : 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: Y MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: YES SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: OSITOE DRIVE LEFTS 0 . 00 0.00 THRUS 0 . 00 0. 00 0 . 00 RIGHTS 0. 00 0.00 0. 00 APPROACH A: Rte 114 B: Rte 114 C: SITE DRIVE LT TH RT LT TH RT LT To RT 8 VOLUME 0 1061 17 33 0 0 4 PHF 1. 00 1.00 1. 00 ADJ VOLUME 0 1061 17 33 0 0 4 0 8 PERCENT GRADE 0 . 00 0.00 0. 00 PASS CAR/HR 0 36 4 0 9 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 061 CRITICAL GAPS 5. 3 353 CAPACITY 353 ACTUAL CAPACITY STEP 2 LEFT TURNS FROM B:Rte 114 1061 CONFLICTING FLOWS 5. 4 CRITICAL GAPS 339 CAPACITY 110 CAPACITY USED 0.93 IMPEDANCE FACTOR 339 ACTUAL CAPACITY 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE: 11-14-1988 TIME: 09:42 : 08 RIPARIAN INDUSTRIAL PARK - ALT. (NO CONNECTOR RD. ) PROPOSED A.M. AT SITE DRIVE AN D RTE. 114 STEP 3 LEFT TURNS FROM C:SITE DRIVE1103 CONFLICTING FLOWS 103 CRITICAL GAPS 7 . 7 CAPACITY 1 133 3 ACTUAL CAPACITY 24 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVGOQUEUE LT FROM B% 36 339 303 B 11. 90 . 12 4 124 120 D 30. 10 0. 30 LT FROM C: RT FROM C: 9 353 344 B 10. 45 0 . 01 } i 1985 HCM - CHAPTER 10 UNSIGNALIZED43.29APPROACHES (PAGE 1 of 2) DATE: 11-14-1988 TIME: 09. RIPARIAN INDUSTRIAL PARK - ALT. (NO CONNECTOR RD. ) PROPOSED A.M. AT SITE DRIVE AN D RTE. 11.4 LAST DATASETS LOADED OR SAVED VOLUME=RIDNOA GEOMETRICS=RIDNOAG KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250, 000: NO CONTROLS : FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 50 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: Y MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: YES SIGHT DISTANCE RESTRICTIONS (in seconds) SITE APPROACH A: Rte 114 B: Rte 114 C. 0 . 00 DRIVE LEFTS 0 . 00 0. 00 THRUS 0. 00 0. 00 0. 00 RIGHTS 0. 00 0. 00 0. 00 APPROACH A: T RT Rte 114 B: Rte T RT LT TH 114 C SITE DRIVE LT RT VOLUME 0 888 6 8 0 0 16 0 30 PHF 1. 00 1. 00 1. 00 ADJ VOLUME 0 888 6 8 0 0 10.00 0 30 PERCENT GRADE 0. 00 0 . 00 PASS CAR/HR 0 9 18 0 33 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS CRITICAL GAPS 5. 3 CAPACITY 429 ACTUAL CAPACITY 429 STEP 2 LEFT TURNS FROM B:Rte 114 888 CONFLICTING FLOWS 5. 4 CRITICAL GAPS 413 CAPACITY 413 CAPACITY USED 2° 0`9 IMPEDANCE FACTOR ACTUAL CAPACITY 413 f 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 Of 2) DATE: 11-14-1988 TIME: 09 : 43 : 29 RIPARIAN INDUSTRIAL PARK - ALT. (NO CONNECTOR RD. ) PROPOSED A.M. AT SITE DRIVE AN D RTE. 114 STEP 3 LEFT TURNS FROM C: SITE DRIVE CONFLICTING FLOWS 899 CRITICAL GAPS 7 . 7 CAPACITY 185 ACTUAL CAPACITY 183 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 9 413 404 A 8 . 91 0. 02 LT FROM C• 18 183 165 D 21. 76 0 . 05 RT FROM C: 33 429 396 B 9 . 10 0. 04 ' y 1 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE: 11-14-1988 TIME: 09 : 55: 43 RIPARIAN INDUSTRIAL PARK PROPOSED A.M. AT SITE DRIVE ON BERRY STREET. LAST DATASETS LOADED OR SAVED VOLUME=RIDNOA GEOMETRICS=RIDNOAG KEY: A-- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250, 000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 30 MPH MAIN STREET # OF LANES : 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LEFTS 0. 00 0. 00 0. 00 THRUS 0. 00 0 . 00 0. 00 RIGHTS 0. 00 0. 00 0. 00 APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LT TH RT IT TH RT LT TH RT VOLUME 0 6 42 0 37 0 10 0 0 PHF 1. 00 1. 00 1. 00 ADJ VOLUME 0 6 42 0 37 0 100. 00 0 0 PERCENT GRADE 0. 00 0• 00 11 0 0 PASS CAR/HR 0 0 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 4 . 5 27 CRITICAL GAPS CAPACITY 1328 28 ACTUAL CAPACITY 1328 STEP 2 LEFT TURNS FROM B:BERRY STREET CONFLICTING FLOWS 48 CRITICAL GAPS 5. 0 - CAPACITY 1166 CAPACITY USED 0° IMPEDANCE FACTOR 1. 00 ACTUAL CAPACITY 1166 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE: 11-14-1988 TIME: 09: 55:43 RIPARIAN INDUSTRIAL PARK PROPOSED A.M. AT SITE DRIVE ON BERRY STREET. STEP 3 LEFT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 6. 5 64 CRITICAL GAPS 864 CAPACITY 864 ACTUAL CAPACITY 864 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE ALL MOVES FROM C: 11 864 853 A 4 . 22 0. 01 } J I 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 0f 2) DATE: 11-14--1988 TIME: 09: 57 : 06 RIPARIAN INDUSTRIAL PARK PROPOSED }M. AT SITE DRIVE ON BERRY STREET. LAST DATASETS LOADED OR SAVED VOLUME=RIDNOA GEOMETRICS=RIDNOAG KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250, 000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 30 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LEFTS 0. 00 0. 00 0 . 00 THRUS 0. 00 0. 00 0. 00 RIGHTS 0.00 0. 00 0. 00 APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LT TH RT LT TH RT LT TH RT VOLUME 0 34 12 0 13 0 49 0 0 PHF 1. 00 1. 00 1. 00 ADJ VOLUME 0 34 12 0 13 0 49 0 0 PERCENT GRADE 0. 00 0. 00 0. 00 PASS CAR/HR 0 0 54 0 0 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 40 CRITICAL GAPS 4.5 CAPACITY 1312 ACTUAL CAPACITY 1312 STEP 2 LEFT TURNS FROM B:BERRY STREET CONFLICTING FLOWS 46 CRITICAL GAPS 5. 0 CAPACITY - 1168 CAPACITY USED 0° IMPEDANCE FACTOR 1.00 ACTUAL CAPACITY 1168 { kk I 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE: 11-14-1988 TIME: 09: 57 : 06 RIPARIAN INDUSTRIAL PARK PROPOSED A.M. AT SITE DRIVE ON BERRY STREET. STEP 3 LEFT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS a3 CRITICAL GAPS 6` 5 CAPACITY 877 ACTUAL CAPACITY 877 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE ALL MOVES FROM C: 54 877 823 A 4 . 37 0. 07 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE: 11-14-1988 TIME: 10: 00:06 RIPARIAN INDUSTRIAL PARK --ALT. (NO CONNECTOR RD) PROPOSED A.M. AT SITE DRIVE AT B ERRY STREET. LAST DATASETS LOADED OR SAVED VOLUME=RIDNOA GEOMETRICS=RIDNOAG KEY: A- -B i c GENERAL CHARACTERISTICS POPULATION GREATER THAN 250, 000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 30 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A -- EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LEFTS 0. 00 0 . 00 0 . 00 THRUS 0 . 00 0.00 0. 00 RIGHTS 0.00 0 . 00 0 . 00 APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LT TH RT LT TH RT LT TH RT VOLUME 0 6 76 0 37 0 18 0 0 PHF 1. 00 1. 00 1. 00 ADJ VOLUME 0 6 76 0 37 0 18 0 0 PERCENT GRADE 0. 00 0. 00 0. 00 PASS CAR/HR 0 0 20 0 0 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 4 .5 44 CRITICAL GAPS CAPACITY 1307 07 ACTUAL CAPACITY 1307 STEP 2 LEFT TURNS FROM B:BERRY STREET CONFLICTING FLOWS 82 CRITICAL GAPS 5. 0 CAPACITY 1125 CAPACITY USED 0° IMPEDANCE FACTOR 1. 00 ACTUAL CAPACITY 1125 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE` 11-14-1988 TIME: 10: 00: 06 RIPARIAN INDUSTRIAL PARK -ALT. (NO CONNECTOR RD) PROPOSED A.M. AT SITE DRIVE AT B ERRY STREET. STEP 3 LEFT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 81 CRITICAL GAPS 6. 5 CAPACITY 844 ACTUAL CAPACITY 844 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL( SEC} AVG QUEUE ALL MOVES FROM C: 20 844 824 A 4 . 37 0 . 02 t i 1 1 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE: 11-14--1988 TIME: 09 : 52 : 38 F RIPARIAN INDUSTRIAL PARK --ALT. (NO CONNECTOR RD. ) PROPOSED A.M. AT SITE DRIVE ON BERRY STREET. LAST DATASETS LOADED OR SAVED VOLUME=RIDNOA GEOMETRICS=RIDNOAG KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250, 000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 30 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: SITE DRIVE SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LEFTS 0. 00 0. 00 0. 00 THRUS 0. 00 0. 00 0. 00 RIGHTS 0. 00 0. 00 0. 00 APPROACH A: BERRY STREE B: BERRY STREE C: SITE DRIVE LT TH RT IT TH RT LT TH RT VOLUME 0 34 20 0 13 0 69 0 0 PHF 1. 00 1. 00 1. 00 ADJ VOLUME 0 34 20 0 13 0 69 0 0 PERCENT GRADE 0 . 00 0 . 00 0. 00 PASS CAR/HR 0 0 76 0 0 STEP 1 RIGHT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 44 CRITICAL GAPS 4 .5 CAPACITY 1307 ACTUAL CAPACITY 1307 STEP 2 LEFT TURNS FROM B: BERRY STREET CONFLICTING FLOWS 54 CRITICAL GAPS 5. 0 CAPACITY 1158 CAPACITY USED 0% IMPEDANCE FACTOR 1. 00 ACTUAL CAPACITY 1158 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE: 11-14-1988 TIME: 09 : 52 : 38 P \ RIPARIAN INDUSTRIAL PARK -ALT. (NO CONNECTOR RD. ) PROPOSED K.M. AT SITE DRI, . BERRY STREET. STEP 3 LEFT TURNS FROM C:SITE DRIVE CONFLICTING FLOWS 57 CRITICAL GAPS 6. 5 CAPACITY 872 ACTUAL CAPACITY 872 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE ALL MOVES FROM C: 76 872 796 A 4 . 52 0 . 10 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MA SUMMARY OF TRAFFIC STUDY November 15 , 1988 Original Revised Alternate Use (No Connector) Vehicle 'Trips Per Day 857 955 955 A.M. Peals Hour (7 : 30-8 : 30) 102 156 156 P . M. Peak Hour (4 : 30--5 : 30) 109 149 149 Direction of Traffic 2/3 from the north 1/3 from the south A.M. Level of Service Rte . 114 at Site Drive Southbound Rte . 114 B B B Left turn onto Rte . 114 D D D Right turn onto Rte. 114 A A B P.M. Level. of Service Rte. 114 at Site Drive Southbound Rte. 114 A A A Left turn onto Rte. 114 D D D Right turn onto Rte . 114 A A B Existing Original Revised Alternate A.M. Level of Service Use (No Connector) Berry St. & Rte. 114 Southbound Rte. 114 B B C C Left turn onto Rte . 114 - - - D Right turn onto Rte . 114 A A B B P.M. Level of Service Berry Street & Rte. 114 Southbound Rte. 114 A B B B Left turn onto Rte . 114 D D D D Right turn onto Rte. 114 A A A A 1 RIPARIAN INDUSTRIAL PARK NORTH ANDOVRR, MA SUMMARY OF TRAFFIC STUDY November 15 , 1988 Original Revised Alternate Use (No Connector) Vehicle Trips Per Day 857 955 955 A.M. Peak Hour (7 :30-8 :30) 102 156 156 P.M. Peak Hour (4 : 30--5 : 30) 109 149 149 Direction of Traffic 2/3 from the north 1/3 from the south A.M. Level of Service Rte. 114 at Site Drive Southbound Rte. 114 B B B Left turn onto Rte. 114 D D r-2 Right turn onto Rte. 114 A A , A P.M. Level of Service Rte. 114 at Site Drive Southbound Rte . 114 A A A /4 Left turn onto Rte. 114 D D 0 Right turn onto Rte. 114 A A ; lB A Existing Original Revised Alternate A.M. Level of Service Use (No Connector) Berry St. & Rte . 114 Southbound Rte . 114 B B C C Left turn onto Rte. 114 - - - c Right turn onto Rte. 114 A A B P.M. Level of Service Berry Street & Rte . 114 Southbound Rte . 114 A B B B Left turn onto Rte. 114 D D D D Right turn onto Rte. 114 A A A A owner." Rip arian Realty Trust Reading,, Massachusetts TRAFFIC S TUD Y R.IPAR..Z-IUDIAN US TRIAD PARK North Andover, Massachusetts Sep t ember 198B HA YES ENGINEERING, INC. Cj vj I En_qJneers N L and sup veyors 603 Salem street, Wakefield, mass- 01880 TRAFFIC- STUDY RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MA September 21, 1988 INTRODUCTION i. The purpose of this study is to identify the traffic impacts of the proposed Riparian Industrial Park , located on the easterly side of the Salem Turnpike (Route 114) , between the two sections of Berry Street in North Andover , Massachusetts , as shown on Figure 1. The existing site consists of approximately 14 . 7+ acres of Industrial 1 District (I-1) zoned land. This report analyzes the impact of the traffic generated by the proposed construction of approximately 122 , 400 square feet of buildings for industrial park use. The proposed park will be serviced by a new driveway entrance onto Route 114 , and a new driveway entrance onto Berry Street. EXISTING TRAFFIC CONDITIONS There are two proposed Riparian Industrial Park site driveways. The primary driveway is located on the easterly side of the Salem Turnpike (Route 114) . The Salem Turnpike runs in approximately a northwesterly direction through North Andover . This section of the Salem Turnpike consists of an 80 ' -wide public layout, with approximately 37 feet of paved surface area. The pavement is marked with one moving lane in each direction, and a center lane for turning movements. This section of the road is posted for 45 MPH in both directions , and carries approximately 18 ,900 vehicles per day, according to the 1987 traffic count data obtained from . the Massachusetts Department of Public Works . The alignment to the southeast is basically straight. The alignment to the north has a slight curve to the right. There is a portion of an existing acceleration lane that has been constructed part-way through the subject property from the existing Elm Square driveway. The proposed driveway is located approximately 300 feet northeasterly of the existing Elm Square Drive. The existing site has a graded gravel shoulder and a guardrail for the majority of the frontage along Route 114 . The secondary driveway access proposed for the site is on the southerly sideline of Berry Street, approximately 240 feet southwesterly of the intersection of Berry Street and Ash Street. Berry Street is a public , variable-width layout, with approximately 18 to 20 feet of pavement width. The alignment is straight to the intersection of Ash Street to the northeast from the proposed drive. The alignment southeasterly of the proposed drive is straight for approximately 400 feet, and then there is a curve to the right. Berry Street is lined with stone walls and trees. 40 kQ 9 - r'' ) r I •� �s. fl t . -0 01 ..;.t t41�J/r rr' ;j;r � ` -; .;•J. O •� .a .u- �.__ ._ ° sue. .:J. o'_ l EST �r p f0 O ON -�••`- 4)`'Sr r ._\�\( ��• !~ t �4{'�`�•0' � Q"' �Fi. S-; i { � .`,!.. k~ -. � 11'ju.-'�' .ar-^ -'' i." 0 31 l` O -llJJh�� lll( `� .,•• •• �J `\l i� �� /4,,,-w r \''J,e1.��ll\��JJ�»��I }l \�'- �, t Jam. _ r \-..y� 11 - �i �.. ,'• �• S �'�J r ' .1 C7Li � O� ... ��i_ �\F .u._`'- `',�_,�w • ` .".3 J.t '.; _ .,�^'(l � t frti � �\ �- '__ �J'�r `\� �"�`��. V'- �:• r'j��....y� - ;};.j,,._u,sr.�L �31 119 ' - `i3A" j - 5 �\ •ems �.. ;��` ` . 1 J t try 3 6, •�� `N �`�• i6� •5' Sg� o7s O 4 ..� r�-�,. 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Figure Locus Map i Traffic Study Riparian Industrial Park , North Andover , MA September 21 , 1988 In order to estimate the impacts of the proposed Riparian Industrial Park on the existing levels of service, existing peak hour traffic volumes were taken on September 20 , 1988 at the intersections of Route 114 and Berry Street, and at the Elm Square site drive. TRAFFIC GENERATION Estimated traffic volumes generated by the proposed Riparian Industrial Park were developed using the technical information available in "Trip Generation" , by the Institute of Transportation Engineers , 1976 , with periodic updates. The "Trip Generation" report provides several trip rates for different types of development. The potential use of the site is most closely represented by the Industrial Park category , as described in "Trip Generation" . "Industrial Parks are areas containing a number of industrial or related facilities. They are characterized by a mix of manufacturing, service and warehouse facilities, with a wide variation in the proportion of each type of use from one location to another . Many industrial parks contain highly diversified facilities - some with a large number of small businesses, and others with one or two dominant industries. " Therefore, the proposed site use could generate the following range of average daily trips, as shown in Table I . TABLE I ESTIMATE OF TRAFFIC GENERATED BY THE PROPOSED RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MA Statistical Basis -- I .T.E. Land Use Code 130 - Industrial Park Gross Building Area - 122 , 400 Square Feet A.M. Peak Hour in 0 . 71/1, 000 S.F. x 122 , 400 S.F. = 87 out 0. 12/1, 000 S.F. x 122 , 400 S.F. = 15 Sub-total A.M. Peak Hour 102 P.M. Peak Hour - in 0 . 33/1,000 S.F. x 122 , 400 S.F. = 40 out 0. 56/1,000 S.F. x 122 , 400 S.F. = 69 Sub-total P.M. Peak Hour 109 Average Weekday Vehicle Trip Ends - 7 . 0/1 ,000 S.F. x 122 , 400 S.F. = 857 .................. ...................... �i r, 0 0 •� -- rh ch .. Ln � 1 - nt .00 y Mm � 0 M CN (6 ) Z H (L88) 5£OL (068) L£OL F66) (SZ ) fii (OLO 896) £68 L68 £68 V L L aqno-a PROPOSED Route 114 c 00 r M m O1 M 00 7 E31) 5 (22) Site Drive � n j 00 ti tn 00 CN a 7:30 - 8:30 A.M. (4:30 - 5:30 P.M.) Route 114 FIGURE 3 PROPOSED To Route 114 Berry Street i \/ W a 1.0 N Site Drive 3 (16) 0 { 0) O M r O M Berry Street 7:30 - 8.30 A.M. (4:30 - 5.30.P.M.) r FIGURE 4 i Route 114 932 (986) 23 ( 34) 1042 (912) 3 ( 9) o W O N W d1 Ln co ao ro � ct Traffic Study Riparian Industrial Park , North Andover , MA September 21 , 1988 Based upon the factors in the "Trip Generation" report, morning and evening peak hour traffic was estimated to be 102 and 109 vehicles respectively. The traffic will be comprised of vehicles entering and exiting the site with the following approximate directional split. Thus , in the morning peak hour , a total of 102 vehicles will use the proposed access driveways. Of this total, it is estimated that 87 would be entering the site, and 15 would be exiting the site. In the evening peak hour , the total number of vehicles would be 109 , with 40 entering and 69 exiting the new access driveways. TRAFFIC ASSIGNMENT Traffic generated by the new development will add directly to the traffic on the existing street system. In the trip distribution phase of the traffic analysis, the information obtained from the field counts, as well as a review of the existing roadway network , was used to project the probable future traffic patterns . The results of the review indicate that approximately 66% of the traffic would come from the north on Route 114 to the proposed site. The remaining 33% of the traffic would come from the south on Route 114 . Based upon the trip generation rates for the proposed project , and the above directional distribution of traffic flow, the post-development directional distributions for the proposed intersection of Route 114 and Berry Street (existing and proposed) , the site drive and Route 114 , and the proposed site drive on Berry Street, are shown on Figures 2 , 3 , 4 and 5 for the A.M. and P.M. peak hours. CAPACITY ANALYSIS The term "capacity" is a function of the prevailing conditions . These conditions are those that are determined by the physical features of the roadway, and those that are dependent upon the traffic using the roadway. The "capacity" may be defined as the maximum number of vehicles which has a reasonable expectation of passing over a given section of roadway during a given time period, under prevailing roadway and traffic conditions . "Level of service" (LOS) is a term which denotes any of an infinite number of differing combinations of operating conditions which can occur on a given lane or roadway, when it is accommodating various traffic volumes. Traffic Study Riparian industrial Park, North Andover , MA September 21, 1988 Service level A through F, as shown in Table II , define the full range of driving conditions from the best to the worst in that order . These levels of service qualitatively measure the affect of such factors as travel time, speed, cost, and freedom to maneuver , which, in combination with other factors , determine the type of service that any given facility provides to the user under stated conditions . Level A represents free flow at low densities, with no restrictions due to traffic conditions. Level B, the lower limit of which is often used for the design of rural highways, is the zone of stable flow with some slight restriction of driver freedom. Level C denotes the zone of stable flow, with more marked restrictions on the driver ' s selection of speed. LEVEL OF SERVICE CRITERIA FOR CNSIGNALIZED INTERSECTIONS TABLE II Level of Expected Delay to Reserve Capacity Service Minor Street Traffic 4Q0 A Little or no delay 300 _ 399 B Short traffic delays 200 - 299 C Average traffic delays 100 - 199 D Long traffic delays 0 - 99 E Very long traffic delays 0 F Severe Congestion Source: Highway Capacity Manual , Special Report 209 , Transportation Research Board (TRB) , National Research Council, 1985. Traffic Study Riparian industrial Park, North Andover , MA September 21, 1988 The conditions of level D reflect little freedom for driver maneuverability, and, while the operating speeds are still tolerable, this region approaches the condition of unstable flow. Low operating speeds and volumes near or at capacity indicate level of service E, which is the area of unstable flow. Level E is the level of service provided by the familiar traffic jam, with frequent interruptions and breakdown of flow, as well as volumes below capacity, coupled with low operating speeds. An intersection capacity analysis was performed for the morning and evening peak hours at the proposed site access drives. The capacity analysis procedure used was published by the Transportation Research Board (Special Report 209 , "Highway Capacity Manual" , 1985) . It involves calculations for unsignalized intersections , with the results being presented as Levels of Service. Each Level of Service corresponds to a certain level of traffic congestion, as outlined in Table II . The analysis procedure was developed for unsignalized intersections that are controlled by two-way stop signs, or by yield signs. The capacity or maximum flow of vehicles in passenger car equivalents is calculated for each minor approach movement. These values are then compared to the existing demand for each movement, and the probable delay and level of service is estimated. The assumption is made that major street traffic is not affected by the minor street movements. Left turns from the major street to the minor street are influenced only by the opposing major street through flow. Manor street flows, however , are impeded by all other conflicting movements. The procedure includes adjustments for mutual interference to the minor street traffic streams, such as the additional adverse effect of main street vehicles waiting to make left turns. In addition, the method takes into account the lane configuration on the minor street, and includes appropriate adjustments for movements that use the same lane. The calculations are based upon maximum hourly flows using the intersection at a given time. The proposed site access drive on Route 114 would operate at level of service "B" for the morning turning movements for the southbound turns from Route 114 into the site . The proposed site access drive will operate at a level of service "D" for left turns out of the project site, and at level of service "A" for right turns out of the project site. The proposed access drive would operate at level of service "A" for evening turning movements into the site from Route 114 . The proposed site access drive will operate at level of service "D" for the left turn out of the project site, and at level of service "A" for the right turn out of the project site. Traffic Study Riparian Industrial Park, North Andover , MA September 21, 1988 The proposed secondary access driveway on Berry Street will operate at level of service A for all turning movements during the morning and evening peak hours. The impact of the proposed traffic on the intersection of Berry Street and Route 114 will result in no change in the morning peak hour traffic turning movement levels of service. The evening peak hour level of service for the left turn into the site from southbound traffic on Route 114 changes from level of service A to level of service B. All other levels of service remain the same. SAFETY ANALYSIS Stopping Sight Distance considerations are divided into two criteria: (1) approach SSD, and (2) exiting SSD. Approach SSD is the distance required for an approaching vehicle to perceive and react accordingly to a driveway exiting vehicle or object. Stopping sight distances used for design is the sum of two distances: (1) the distance a vehicle travels after the driver sees an object and begins breaking, and (2) the distance it travels during breaking, as calculated for wet level pavement. Exiting SSD is based upon a perception and reaction time , and time required to complete the desired exiting maneuver after the decision to do so has been made. Values for exiting SSD represent time required to (1) turn left or right, to accelerate to the operating speed of the street without causing approaching vehicles to reduce speed by more than 10 miles per hour ; and, (2) upon turning left, to clear the near half of the street without conflicting with vehicles approaching from the left. Approach SSD is far more important, as it represents the minimum distance required for safe stopping, while the exiting SSD criteria is based only upon acceptable speed reductions to the approaching traffic stream. The proposed site access roadway will be designed to enter onto Cabot Street on a relatively straight section of roadway. The placement of the new access point, after some minor brush removal along the right of way, will provide good visability for both directions of traffic flow. The following Table III illustrates the required and available SSD north and south of the proposed access drive on Cabot Street. Traffic Study Riparian Industrial Park, North Andover , MA September 21, 1988 i TABLE III STOPPING SIGHT DISTANCE Available Required SSD * Required SSD Approaching for 45 mph for 55 mph SSD i Site Access Drive on Route 114 Northbound 1, 200 ft.+ 325 - 400 ft. 450 - 550 ft. Southbound 2 , 500 ft.+ 325 - 400 ft. 450 - 550 ft. Intersection of Berry Street & Route 114 Northbound 700 ft.+ 325 -- 400 ft. 450 - 550 ft. Southbound 1, 200 ft.+ 325 - 400 ft. 450 - 550 ft. Required SSD * Required SSD for 30 mph for 40 mph Site Access Drive on Berry Street Westbound 500 ft.+ ** 200 ft. 275 - 325 ft. Eastbound 275 ft.+ ** 200 ft. 275 - 325 ft. * Minimum stopping sight distance (wet pavement) from AASHTO ** Sight distances available after required removal of brush and selected tree cutting and trimming It is apparent that the design of the new site access drives, and the existing roadway, will exceed the recommended sight distance requirements for safe stopping. The access drives will also have leveling areas and stop signs at the intersections to provide stopping areas for vehicles leaving the site. i Traffic Study Riparian Industrial Park, North Andover , MA September 21, 1988 CONCLUSIONS The proposed development of the Riparian Industrial Park is anticipated to have the following impacts : * The proposed traffic into the site will maintain at least a , level of service "B" at the new access drive and the existing Berry Street intersections with Route 114 . * The proposed two new site access drives , and the existing Berry Street and Route 114 intersection, all provide safe stopping sight distances for both directions of traffic flow. The proposed site access drives will also be proposed to have stop signs located at the intersections for vehicles leaving the site . * The proposed new access drive will experience some degree of level of service "D" for the minor left turn out of the site access drive onto Route 114 during the peak hours. The delays , if experienced, will not impact the flow of traffic on Route 114 , but will be contained on the subject property. All other turning movements will operate at level of service "A" or "B" * The proposed main access drive on Route 114 will be equipped with an acceleration and deceleration lane. This work will require the existing guardrail to be reset to increase the clearance from the existing pavement edge. This proposed work should allow for safe and convenient use of the primary access, with little disruption to the existing traffic flow on Route 114 . 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:09-21-1988 TIME:14:04:20 Riparian Industrial Park - EXISTING A.M. LAST DATASETS LOADED OR SAVED VOLUME=ridvol GEOMETRICS=ridg KEY: A- --B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 45 MPH MAIN STREET # OF LANES: 2 LANES ` MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: Berry Street SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LT TH RT IT TH RT LT TH RT VOLUME 0 1035 2 4 0 0 0 0 37 PHF 1.00 1.00 1.00 ADJ VOLUME 0 1035 2 4 0 0 0 0 37 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 4 0 0 41 STEP 1 RIGHT TURNS FROM C:Berry Street CONFLICTING FLOWS 1036 CRITICAL GAPS 4.6 CAPACITY 4$8 ACTUAL CAPACITY 4$8 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 1037 CRITICAL GAPS 5.3 CAPACITY 363 CAPACITY USED 1� IMPEDANCE FACTOR 1.00 ACTUAL CAPACITY 363 1985 HCM - CHAPTER 10 UNSIGNALIZED - .3 APPROACHES (PAGE 2 of 2) DATE:09-21-1988 TIME:14 :04:20 Riparian industrial. Park STEP 3 LEFT TURNS FROM C:Berry Street CONFLICTING FLOWS 1040 CRITICAL GAPS 7.4 CAPACITY 163 ACTUAL CAPACITY 163 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 4 363 356 B 10. 05 0.01 RT FROM C: 41 488 447 A 8.06 0.00 II 1985 HCM - CHAPTER 10 UNSIGNALYZED - 3 APPROACHES (PAGE 1 of 2) DATE:09-21--1988 TIME:14:05:1.5 Riparian Industrial Park - EXISTING P.M. LAST DATASETS LOADED OR SAVED VOLUME=ridvol GEOMETRICS=ridg KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250F000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 45 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: Berry Street SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LT TH RT IT TH RT LT TH RT VOLUME 0 881 9 25 0 0 2 0 11 PHF 1.00 1.00 1.00 ADJ VOLUME 0 881 9 25 0 0 2 0 11 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 28 2 0 12 STEP 1 RIGHT TURNS FROM C:Berry Street CONFLICTING FLOWS 886 CRITICAL GAPS 4.6 CAPACITY 564 ACTUAL CAPACITY 564 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 890 CRITICAL GAPS 5.3 CAPACITY 428 CAPACITY USED 6% IMPEDANCE FACTOR 0.96 ACTUAL CAPACITY 428 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:09-21-1988 TIME: 14:05: 15 Riparian Industrial Park STEP 3 LEFT TURNS FROM C:Berry Street CONFLICTING FLOWS 911 CRITICAL GAPS 7.4 CAPACITY 200 ACTUAL CAPACITY 193 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 28 428 400 A 9.00 0.07 LT FROM C: 2 193 191 D 18.89 0. 14 RT FROM C: 12 564 552 A 6.52 0.00 i 1 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:09-21-1988 TIME:14:02:27 Riparian Industrial Park - PROPOSED A.M. LAST DATASETS LOADED OR SAVED VOLUME=ridvol. GEOMETRICS=ridg KEY: A-- -B I C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 45 MPH , MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A— EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: Berry Street SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LT TH RT LT TH RT LT TH RT VOLUME 0 1042 3 23 0 0 0 0 40 PHF 1.00 1.00 1.00 ADJ VOLUME 0 1042 3 23 0 0 0 0 40 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 25 0 0 44 STEP 1 RIGHT TURNS FROM C:Berry Street CONFLICTING FLOWS 1044 CRITICAL GAPS . 4.6 CAPACITY 484 ACTUAL CAPACITY 484 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 1045 CRITICAL GAPS 5.3 CAPACITY 360 CAPACITY USED 7% IMPEDANCE FACTOR 0.96 ACTUAL CAPACITY 360 i 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:09-21--1988 TIME:14:02:27 Riparian Industrial Park STEP 3 LEFT TURNS FROM C:Berry Street CONFLICTING PLOWS 1067 CRITICAL GAPS 7.4 CAPACITY 157 ACTUAL CAPACITY 150 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 25 360 334 B 10.77 0.08 RT FROM C: 44 484 440 A 8.18 0. 00 1985 HCM -- CHAPTER 10 : UNSIGNALIZED -- 3 APPROACHES (PAGE 1 of 2) DATE:09-21--1988 TIME: 14:07:57 Riparian industrial Park - PROPOSED P.M_ LAST DATASETS LOADED OR SAVED VOLUME=ridvol GEOMETRICS=ridg KEY: A- --B C - GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: STOP PREVAILING SPEED: 45 MPH MAIN STREET # OF LANES: 2 LANES ` MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N MINOR STREET LANES APPROACH: C: Berry Street SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: YES RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: Berry Stree LT TH RT LT TH RT LT TH RT VOLUME 0 912 9 34 0 0 3 0 26 PHF 1.00 1.00 1.00 ADJ VOLUME 0 912 9 34 0 0 3 0 26 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 37 3 0 29 STEP 1 RIGHT TURNS FROM C:Berry Street CONFLICTING FLOWS 917 CRITICAL GAPS 4.6 CAPACITY 548 ACTUAL CAPACITY 548 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 921 CRITICAL GAPS 5.3 CAPACITY 413 CAPACITY USED 9% IMPEDANCE FACTOR 0.95 ACTUAL CAPACITY 413 1985 HCM -- CHAPTER 10 : UNSIGNALYZED -- 3 APPROACHES PAGE 2 of 2 DATE:09-21-1988 TIME:14:07:57 Riparian Industrial Park STEP 3 LEFT TURNS FROM C:Berry Street CONFLICTING FLOWS 951 CRITICAL GAPS 7 .4 CAPACITY 188 ACTUAL CAPACITY 178 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 37 413 376 B 9.58 0. 10 LT FROM C: 3 178 174 D 20.65 0.21 RT FROM C: 29 548 519 A 6,94 0.01 i 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:09--21-1.988 TIME:13:57:24 Riparian Industrial Park -- PROPOSED A.M. Rte. 114 at Site Drive LAST DATASETS LOADED OR SAVE D VOLUME-ridvol GEOMETRICS=ridg KEY: A- -B GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: YIELD PREVAILING SPEED: 45 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: Y MINOR STREET LANES APPROACH: C: Site Drive at SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: YES SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 1.14 C: Site Drive LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0. 00 0.00 APPROACH A: Rte 114 B: Rte 114 C: Site Drive LT TH RT LT TH RT LT TH RT VOLUME 0 1035 28 39 0 0 5 0 7 PHF 1.00 1.00 1.00 ADJ VOLUME 0 1035 28 39 0 0 5 0 7 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 43 6 0 8 STEP 1 RIGHT TURNS FROM C:Site Drive at CONFLICTING FLOWS 1035 CRITICAL GAPS 3.8 CAPACITY 704 ACTUAL CAPACITY 704 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 1035 CRITICAL GAPS 5.3 CAPACITY 364 CAPACITY USED 12% IMPEDANCE FACTOR 0.93 ACTUAL CAPACITY 364 1985 HCM - CHAPTER 10 UNSIGNALIZED -- 3 APPROACHES (PAGE 2 of 2) DATE:09-21-1988 TIME:1.3 :57:24 Riparian Industrial. Park STEP 3 LEFT TURNS FROM C:Site Drive at CONFLICTING FLOWS 1088 CRITICAL GAPS 7.4 CAPACITY 152 ACTUAL CAPACITY 140 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 43 364 321 B 11.23 0.13 LT FROM C: 6 140 135 D 26.71 0.32 RT FROM C: 8 704 696 A 5. 17 0.01 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:09-21-1988 TIME:13:55:06 ' Riparian Industrial Park - PROPOSED P.M_ Rte. 114 LAST DATASETS LOADED OR SAVED VOLUME=ridvol GEOMETRICS=ridq KEY: A- -B I c GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP FROM C RT LANE: YIELD PREVAILING SPEED: 45 MPH MAIN STREET # OF LANES: 2 LANES ` MAIN STREET APPROACH A -- EXCLUSIVE RIGHT TURN LANE: Y MINOR STREET LANES APPROACH: C: Site Drive at SHARED LEFT AND RIGHT TURN LANE: NO LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: YES SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Rte 114 B: Rte 114 C: Site Drive LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Rte 114 B: Rte 114 C: Site Drive LT TH RT LT TH RT IT TH RT VOLUME 0 881 13 18 0 0 22 0 31 PHF 1.00 1.00 1.00 ADJ VOLUME 0 881 13 18 0 0 . 22 0 31 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 20 24 0 34 STEP 1 RIGHT TURNS FROM C:Si.te Drive at CONFLICTING FLOWS 881 CRITICAL GAPS 3.8 CAPACITY 796 ACTUAL CAPACITY 796 STEP 2 LEFT TURNS FROM B:Rte 114 CONFLICTING FLOWS 881 CRITICAL GAPS 5.3 CAPACITY 432 CAPACITY USED 5% IMPEDANCE FACTOR 0.98 ACTUAL CAPACITY 432 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:09-21-1988 TIME:13:55:06 Riparian industrial Park STEP 3 LEFT TURNS FROM C:Site Drive at CONFLICTING FLOWS 906 CRITICAL GAPS 7.4 CAPACITY 201 ACTUAL CAPACITY 197 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM B: 20 432 412 A 8.74 0. 05 LT FROM C: 24 197 172 D 20.87 0. 11 RT FROM C: 34 796 762 A 4.72 0.03 1985 HCM -- CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:09-21-1988 TIME:14: 10:55 Riparian Industrial Park - PROPOSED A.M. Site Drive on Berry Street LAST DATASETS LOADED OR SAVED VOLUME=ridvol GEOMETRICS=ridg KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 30 MPH MAIN STREET' W OF LANES: 2 LANES MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LANE: N " MINOR STREET LANES APPROACH: C: Site Drive 2 SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Berry Stree B: Berry Stree C: Site Drive LEFTS 0.00 0.00 0.00 THRUS 0.00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Berry Stree B: Berry Stree C: Site Drive LT TH RT LT TH RT IT TH RT VOLUME 0 6 20 0 37 0 3 0 0 PHF 1.00 1.00 1.00 ADJ VOLUME 0 6 20 0 37 0 3 0 0 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 0 3 0 0 STEP 1 RIGHT TURNS FROM C:Site Drive 2 CONFLICTING FLOWS 16 CRITICAL GAPS 4.0 CAPACITY 1512 ACTUAL CAPACITY 1512 STEP 2 LEFT TURNS FROM B:Berry Street CONFLICTING FLOWS 26 CRITICAL GAPS 5.0 CAPACITY 1193 CAPACITY USED 0% IMPEDANCE FACTOR 1.00 ACTUAL CAPACITY 1193 1985 HCM - CHAPTER 10 : UNSIGNALIZED - 3 APPROACHES (PAGE 2 of 2) DATE:09-21-1988 TIME: 14: 10:55 Riparian Industrial Park STEP 3 LEFT TURNS FROM C:Site Drive 2 CONFLICTING FLOWS 53 CRITICAL GAPS 6.5 CAPACITY 877 ACTUAL CAPACITY 877 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE ALL MOVES FROM C: 3 877 874 A 4. 12 0.00 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 1 of 2) DATE:09-21-1988 TIME:14:12:01 Riparian Industrial Park - PROPOSED P.M. Site Drive on Berry Street LAST DATASETS LOADED OR SAVED VOLUME=ridvol GEOMETRICS=ridg KEY: A- -B C GENERAL CHARACTERISTICS POPULATION GREATER THAN 250,000: NO CONTROLS: FROM C: STOP PREVAILING SPEED: 30 MPH MAIN STREET # OF LANES: 2 LANES MAIN STREET APPROACH A -- EXCLUSIVE RIGHT TURN LANE: N ` MINOR STREET LANES APPROACH: C: Site Drive 2 SHARED LEFT AND RIGHT TURN LANE: YES LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO SIGHT DISTANCE RESTRICTIONS (in seconds) APPROACH A: Berry Stree B: Berry Stree C: Site Drive LEFTS 0.0,0 0.00 0.00 THRUS 0. 00 0.00 0.00 RIGHTS 0.00 0.00 0.00 APPROACH A: Berry Stree B: Berry Stree C: Site Drive LT TH RT LT TH RT LT TH RT VOLUME 0 34 9 0 13 0 16 0 0 PHF 1.00 1.00 1.00 ADJ VOLUME 0 34 9 0 13 0 16 0 0 PERCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 0 0 18 0 0 STEP 1 RIGHT TURNS FROM C:Site Drive 2 . CONFLICTING FLOWS 39 CRITICAL GAPS 4.0 CAPACITY 1484 ACTUAL CAPACITY 1484 STEP 2 LEFT TURNS FROM B:Berry Street CONFLICTING FLAWS 43 CRITICAL GAPS 5.0 CAPACITY 1172 CAPACITY USED 0%, IMPEDANCE FACTOR 1.00 ACTUAL CAPACITY 1172 1985 HCM - CHAPTER 10 UNSIGNALIZED - 3 APPROACHES (PAGE 2 Of 2) DATE:09-21-1988 TIME: 14:12:01 Riparian Industrial Park STEP 3 LEFT TURNS FROM C:Site Drive 2 CONFLICTING FLOWS 52 CRITICAL GAPS 6. 5 CAPACITY 879 ACTUAL CAPACITY 879 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE ALL MOVES FROM C: 18 ' 879 861 A 4. 18 0.02