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T.P.D.M.V.2.3 GJVE WAY UNE o 4U «4 O u < § UI Kj TERMINAL LINE INDICATION... OF PATTERN OF LINES ON ONE OR BOTH SIDES OF A CROSSING INDICATING ZEBRA CONTROLLED AREA. EACH ZIG-ZAG LINE NEED NOT CONTAIN THE SAME NUMBER OF MARKS. NQTE. DIMENSIONS TO BE IN ACCORDANCE WITH REFM8. DIAGRAM 3 .7.3.2
T.P.D.M.V.2.3 (Al/2001) 3.7.3.6 In rural areas in the New Territories, and in some urban areas, conditions sometimes exist where the criteria mentioned in paragraph 3.7.3.5 could not be obtained, because of the low level of pedestrian use. However for safety reasons an uncontrolled cautionary crossing would not he appropriate and therefore in these locations the criteria given in Table 3.7.3.1 may be used. Care however should be exercised in the use of the table, and it should be established that there is a genuine need for a zebra crossing. Proliferation of zebra crossings particularly where pedestrian flows are light may lead to a debasement of the value of the crossing generally. The possible accident effect as mentioned in paragraph 3.7.3.7 should also be taken into account. Table 3.7.3.1 Criteria for Zebra Crossings in Rural Areas Peak hour vehicular volume Without With Peak Hour XT * - T Pedestrian Pedestrian Pedestrian Number of Lanes _ - _ ~ ., t Refuge Refuge Volume 2 lanes 1000 — 70 3 lanes 600 — 70 4 or more lanes 400 1000 70 3.7.3.7 Accident statistics may also be taken into account when considering the introduction of a zebra crossing or the change of a zebra crossing to another form of crossing. If detailed analysis of the accident pattern indicates that inadequate pedestrian crossing, facilities is one of the contributory factors of the accidents, then these may be used to justify the need for a crossing, or a change of crossing type even though the conditions in paragraph 3.7.3.5 may not be entirely satisfied. However, research findings in 'The Overall Effect on Accidents at Sites where Zebra Crossings were Installed 5 of theTJ.K. have indicated that, "the installation of a zebra crossing can achieve a significant reductions in accidents only if the accident rate, prior to installation, is at or above the average. In fact there is a danger that the installation will have a serious effect, particularly on pedestrians, if there is no definable problem before the crossing is installed." Territory conditions are not always the same as those in the U.K. but it would seem worth taking these findings into consideration when deciding the merits or otherwise of installing a zebra crossing. 3.7.3.8 Where vehicular flows averaged over the 6 hours exceed 1000 v.p.h., other forms of crossings i.e. light controlled or grade separated may be more appropriate particularly in terms of safety and causing less disruption. 3.7.3.9 For existing zebra crossings where peak hour flows are equal to or exceed 1700 v.p.h. consideration should be given to changing the crossing to a light controlled one, or where appropriate to a grade separated crossing. 3.7.3.10 Appropriate widths for zebra crossings are indicated in Table 3.7.2.1.
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§ • abc (*H#28572048 SHU ' 1999/
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Transport Planning & Design Manual
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T.P.D.M.V.2.1 - ' »1 PURPOSE 1 -1
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VOLUME1jTUNNELS Chapters 1. Introdu
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T.P.D.M.V.2.2 (Al/2001) Section Con
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T.P.D.M.V.2.2 (Al/2001) 2.1 Referen
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T.P.D.M.V.2.2 (Al/2001) Table 2.2.1
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T.P.D.M.V.2.2 (Al/2001) Table 2.2.1
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T.P.D.M.V.2.2 (Al/2001) Distance be
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T.P.D.M.V.2.2 (Al/2001) Table 2.2.2
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T P.D.M.V.2.2 (Al/2001) Table 2.2.2
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T.P.D.M.V.2.2 (Al/2001) Table 2.2.2
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MINIMUM KERB TO KERB CLEARANCE MINI
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MINIMUM KERB CLEARANCE TO KERB MINI
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MINIMUM WALL TO WALL CLEARANCE MINI
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T.P.D.M.V.2.2 BUS DAIMLER FL££TUN
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T P n Twf V 7 T.P.D.M.V.2.2 (Al/20
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T.P.D.M.V.2.2 T.P.D.M.V.2.2 (Al/200
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T.P.D.M.V.2.2 (Al/2001) 2.4 Design
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T.P.D.M.V.2.2 (A 1/2001) 2.4.2 Esti
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T.P.D.M.V.2.2 2.4.3 Peak Hourly Flo
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Revised in December 2001 TRANSPORT
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T.P.D.M.V.2.3 (Al/2001) 3.7 Pedestr
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T.P.D.M.V.2.3 (Al/2001) Diagrams 3.
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T.PD.M.V.2.3 (Al/2001) 22. Providin
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T.PD.M.V.2.3 (Al/2001) 33 Road Alig
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T.P.D.M.V.2.3 (Al/2001) 33.2 Design
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T.P.D.M.V.2.3 (Al/2001) For Radii b
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T.P.D.M.V.2.3 (Al/2001) Table 3.3.4
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T.P.D.M.V.2.3 (Al/2001) (b) For 80
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T.PJD.M.V.2.3 (Al/2001) 3.3.7 Verti
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T.P.D.M.V.2.3 (Al/2001) 33.8 Climbi
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tft D.M,V. 2.J 10Q1 'Read Arrows'tr
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T,R0,H*V. 23 mOoubit contiimqys whi
Page 71 and 72: T.P.D.M.V.2.3 0 10,000 20,000 3WJQO
Page 73 and 74: T.P.D.M.V.23 (Al/2001) 3.4. The Roa
Page 75 and 76: T.P.D.M.V.2.3 (Al/2001) 3.4.2.7 The
Page 77 and 78: T.P.D.M.V.2.3 (Al/2001) 3.4.4 Widen
Page 80 and 81: TYPE A TYPE FOR LIGHT AND MEDIUM GO
Page 82 and 83: T.P.D.M.V.2.3 (Al/2001) 3.4.7 Centr
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Page 88 and 89: T.P.D.M.V.2.3 (Al/2001) 3.4.9 Verge
Page 90 and 91: T.P.D.M.V.2.3 (Al/2001) (vi) there
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Page 97 and 98: T.P.D.M.V.2.3 (A1/2001) 7SO OR 1Q O
Page 100 and 101: T.RD.M.V. rwwi¥f«%i ** SE6 SEOTtQ
Page 102 and 103: T.RD.M.V, 2,3 (A1/2001) oaa, VIR6E
Page 104 and 105: T.P.D.M.V.2.3 3.5 Highway Clearance
Page 106 and 107: T.PD.M.V.2.3 (Al/2001) 3.5.2 Horizo
Page 108 and 109: T.PD.M.V.2.3 (Al/2001) 3.6.2 Locati
Page 110 and 111: T.RD.M.V.2.3 LOT BOUNDARY PRIVATE E
Page 113 and 114: T.P.D.M.V.2.3 t N X X X «. I B VIS
Page 115 and 116: T.P.D.M.V.2.3 (Al/2001) (c) (d) Nee
Page 117: T.P.D.M.V.2.3 (Al/2001) 3.7.2 At-Gr
Page 120 and 121: T.PD.M.V.2.3 (Al/2001) 3.7.3 Zebra
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Page 129 and 130: T.P.D.M.V.2.3 (Al/2001) 3.7.6 Uncon
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Page 135 and 136: T.P.D.M.V.2.3 (Al/2001) Table 3.7.7
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Page 158 and 159: T.P.D.M. V.2.3 (Al/2001) 3.10.2 Roa
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Page 170 and 171: Revised in December 2001 TRANSPORT
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T.P.D.M.V.2.4 4.5.13 Roundabout Exi
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T.P.D.M.V.2.4 4.6.9.5 Diverging Lan
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T.P.D.M.V.2.4 4.2 Junction Design -
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T.P.D.M.V.2.4 (Al/2001) Mrnor Road
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T.P.D.M.V.2.4 4.2.5 Delay 4.2.5.1 O
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T.P.D.M.V.2.4 4.2.7 Economic Consid
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T.P.D.M.V.2.4 (Al/2001) 4.2.9 Choic
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T.P.D.M.V.2.4 (Al/2001) 4,2.10 Spac
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T.P.D.M.V.2.4 4.3.2 Types of Priori
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4*3*3 Siting of Priority Junctions
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4.3.5 Pedestrian Facilities at Prio
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T.P.DJM.V.2.4 4,3.6*6 The predictiv
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T.P.D.M*V.2.4 4.3.8 Visibility Spla
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A1/88 FOR VEHICLE WAITING TO TURN R
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T.P.O.M V.2.4. FRONT KERB FRONT KER
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T.P.D.M.V.2.4 4.3.9.4 For shadow is
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T.P.D.M.V.2.4 4*3»10 Left TurningL
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T.P.D.M.V.2.4 ^•3*12 Traffic Isla
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T.P.D.M.V.2.4 4.3.14 Corner Badil 4
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T.P.D.M.V.2.4 4,3*16 Recommended La
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T.P.D.M.V.2.4 Diagram No. 4.3.16.8
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T*P.D*M.V.2.4 (v) For left hand spl
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T. P.D M V 24 3.65 CE=E 3.65- 1s25t
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T. P.D.M V.2.4 Keep Leff sign Keep
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T. P D M V 24 Compound curve for di
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T. P. D.M V.2 4 ^ —-• — —"
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T. P.D.M.V 24 1:20 taper RIGHT/LEFT
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T. P.D.M.V.2.4 1*25 taper 1 Diagram
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T P D M V 24 125 taper •UphiU gra
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T.P.D.M*V*2.4 Signal Controlled Jun
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4.5.2 Normal Roundabouts 4.5.2.1 No
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NORMAL ROUNDABOUT T.P.O.M.V. 2.4. T
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T.P.O.M.V. 2.4. CONTIGUOUS DOUBLE R
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T.P.D.M.V.2.4. TWO BRIDGE ROUNDABOU
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TP.D.M.V 2.4. STRAIGHT SECTION PROV
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T.P.D«M.V*2.4 4*5.8 Pedestrian t C
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T.P.D.M.7.2JI 4*5.9*** The predicti
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T.P.D.M.V.2.4 4.5.11 Visibility 4.5
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DESIRABLE/MINIMUM VISIBILITY DISTAN
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T.P.O.M.V. 2 .4. HALF LANE WIDTH DI
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T.RD.M.V.2.4. MINIMUM AREA OVER WHI
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T.P.D.M.V.2.4 in the entry as shown
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.P.O.M.V.2>. ENTRY DEFLECTION ACHIE
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T.P.D.M.V.2.4 4.5*13 Roundabout Exi
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T.P.D.M.V.2.4 4*5.15 Inscribed Circ
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T.P.D.M.V.2.4 4.5.16 Segregated Lef
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Note:- This is not a recommendation
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T.P.D.M.V.2.4 4.5.17 Superelevation
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(b) DIVIDING CIRCULATORY CARRIAGEWA
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T.P.DJM.V.2.4 4.5.18 Signing and Li
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T.P.B.M.7.2.4 4.6 Grade Separated J
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T.P.D.M.7.2.4 4.6.2.7 The Partial C
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4*6*3 Siting of Grade Separated Jun
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4,6.5 General Layout Requirements 4
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T.P.D.M.V.2.4 ^6* 7 Slip Roads 4.6.
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T.P.D.M.V.2.4 4*6.7.12 The width of
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T.P.O.M.V.2.4. FIG. A 100 EDGE LINE
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T.P.D.M.V.2.4 4.6.8.7 The method of
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T.P.D.M.V.2.4 downstream. The layou
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DIRECT ENTRY MERGING UN£ (TYPES 2
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T.P.D.H.V. 2.4 TO SUIT SITE ADDITIO
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T*P*D.M.V.2.4 4.6.9*7 The design fl
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I.P.O.M.V.2.
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T,P*D.M*V.2*4 4.6.10 Weaving Sectio
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44-
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T.P.D.M.V.2.4 APPENDIX 1 ! Calculat
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T.P.D.M.V.2.4 If right and left tur
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T.P.D.M.V.2.4 4» Applying the stre
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T.P.D.M.V.2.4 The toui parts of dmw
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T.P.D.M.V.2.4 APPENDIX 2 Calculatio
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T.P.D.M.V.2.4 D=the inscribed circl
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T.P.D.M.V.2.H (v) The vehicle proce
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T.P.D.M.V.2.4 4. Using these design
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T.P.D.M.V.2.4 APPENDIX 3 Examples o
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T*P*D*M.V.2.4 The average gradient
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Revised in March 2002 TRANSPORT PLA
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T.P.D.M. V.2.5 5.1 References 1. Ch
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T.P.D.M. V.2.5 (Al/2002) 5.3 Petrol
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T.P.D.M. V.2.5 (Al/2002) 53.2 Layou
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T.P.D.M. V.2.5 5.4 Additional Speed
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T.P.D.M. V.2.5 (Al/2002) 5.43 Road
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T.P.D.M. V.2.5 (Al/2002) (vii) With
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1 R D. M, V. 2.5 Edge of Carriagewa
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T.P.D.M. V.2.5 (Al/2002) 5.4.4 Tran
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T.P.D.M. V.2.5 (Al/2002) 5.4.5.8 Us
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T.P.D.M. V.2.5 5.4.6.11 As with rum
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T.P.D.M. V.2.5 (Al/2002) 5.5.2 Gene
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T.P.D.M. V.2.5 (Al/2002) 5.6.2 Aspe
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T.P.D.M. V.2.5 (Al/2002) 5.6.2.12 W
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T.P.D.M. V.2.5 (Al/2002) 5.6.3.3 Tr
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Revised in March 2002 TRANSPORT PLA
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T.P.DJVLV.2.6 (Al/2002) Diagrams 6.
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T.RD.M.V.2.6 (Al/2002) 6.2 Introduc
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T.RD.M.V.2.6 (Al/2002) 63 Expresswa
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T.RD.M.V.2.6 (Al/2002) 63.2 Horizon
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NOTES 1. FOR DETAILS OF ROAD STUDS
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1. FOR DETAILS OF ROAD STUDS AND MA
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T.P.D.M.V.2.6 (A1/2002) CENTRAL RES
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T.P.D.M.V.2.6 (A1/2002) •FACE OF
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10&Q BOUMQA8Y FENCE 1 38UNQARY FENC
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T.RD.M.V.2.6 (Al/2002) v) earth mou
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T.RD.M.V.2.6 (Al/2002) 6.3,4 Draina
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T.RD.M. V.2.6 (Al/2002) 63.6 Juncti
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T.P.D.M.V.2.6 (A172002) DIRECT ENTR
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MIN. LANE WIDTH 3.7m ISLAND WIDTH 2
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T.P.D.M.V.2.6 (A172002) 70 NOSE DIR
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T.P.D.M.V.2.6 (A1/2002) 130 70 NOSE
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T.RD.M.V.2.6 6.4 Permanent Signs an
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T.P.D.M.V.2.6 (Al/2002) i l FOR 2 L
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T.RD.M.V.2.6 (Al/2002) 6.4.1.10 Det
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T.PD.M.V.2.6 (Al/2002) 6.4.2 Direct
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T.P.D.M.V.2.6 (Al/2002) (a) Layout
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T.P.D.M.V.2.6 (Al/2002) 6.43 Chaina
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TJP.D.M.V.2.6 (Al/2002) 6.4.4.7 In
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T.P.D.MV.2.6 (Al/2002) 6.6 Maintena
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T.P.D.M.V.2.6 (A1/2002) BEARS MINOR
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T.P.D.M.V.2.6 (Al/2002) 6.7.2.9 Whe
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T.P.D.M. V.2.6 (Al/2002) 6,8.2 Acti
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