Attachment 2 - Traffic Report · MCU13/0251

APPENDIX B: PAGE 5 OF 5: JOINT EXPERT REPORT FROM PREVIOUS APPROVAL




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[OCR of page images]
HEH T CHE

HOLLAND TRAFFIC CONSULTING [2

APPENDIX B: PAGE 5 OF 5: JOINT EXPERT REPORT FROM PREVIOUS APPROVAL

TABLE 1 :
TRAFFIC VOLUMES AT SITE ACCESS INTERSECTION ON DAVID LOW WAY
(counts and future estimates)

Design Scenario Peak Traffic Volume (vph)

Period Through Right Through Left Left Right
from Turn from Turn Turn Turn

North = from South from from from

North South West West

Count - Thursday 3 May 2007

7.45 —8.45am AM 649 9 565 9 8 12
4.30 — 5.30pm PM 539 2 528 2 4 8

Counts — 27" to 30" January 2009 (total flows south of Heron Street roundabout)

Weekday AM Peak Hourly Flows 597 547
(all 8.00 — 9.00am) 612 548
598 594
567 556
Weekday PM Peak Hourly Flows 645 581
(mostly 3.00 — 4.00pm) 689 553
656 561
544 587

Estimates Used in Mr Holland’s Assessments

2009 background flows AM 598 5 594 5 4 6
PM 645 1 581 1 2 - 4
2020 at 3 % pa growth AM 795 5 790 5 4 6
(through flows only) PM 858 1 773 ‘4 2 4
Design generations’ AM 18 17 20 20
PM 30 30 25 25
2020 with development AM 795 23 790 22 24 26
PM 858 31. 773 31 27 29
Estimates Used in Mr Beard’s Assessments
2009 background flows AM 598 5 594 5 5 5
PM 656 5 581 5 5 5
2020 at 3 % pa growth AM 795 7 790 v 7 7
PM 872 7 773 7 7 ¥
Design generations’ AM 18 17. 20.—-20
PM 27 27 28 28
2020 with development AM 795 25 790 24 27 27
PM 872 34 =773 34 35 35

1. Mr Holland notes that his design traffic generations do not take account of “self containment” of
trips generated by different development components. Mr Beard’s estimates take account of
all factors he considers to be relevant.

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