vertical alignment (handout).ppt - rudy setiawan's blog · sta.4 200 sta.4 300 sta.4 400 sta.4...

TS4447 Highway GeometricTS4447 Highway GeometricTS4447 Highway GeometricTS4447 Highway Geometric

Vertical AlignmentVertical AlignmentVertical AlignmentVertical Alignment

H i t l Ali tHorizontal Alignment

Vertical Alignment

Bad Combinations of Bad Combinations of H i t l d V ti l C tH i t l d V ti l C tHorizontal and Vertical CurvatureHorizontal and Vertical Curvature

Vertical AlignmentVertical AlignmentVertical AlignmentVertical Alignment

• Maximum Grade• Critical Length of Climbing LaneCritical Length of Climbing Lane• Property of Simple Parabolic Curve• Vertical Curve

• Crest• Crest • Sag

• Minimum Length of Vertical Curve

Typical MassTypical Mass--Haul DiagramHaul DiagramTypical MassTypical Mass Haul DiagramHaul Diagram

Existing Ground ProfileExisting Ground Profile

45,0045,00


40,0040,00

30 00

35,00

30 00

35,00

25,00

30,00

25,00

30,00

STA.4+200 STA.4+300 STA.4+400 STA.4+500 STA.4+600 STA.4+700

20,0020,00

STA.4 200 STA.4 300 STA.4 400 STA.4 500 STA.4 600 STA.4 700

Gambar 2 Profil Elevasi Tanah


45,0045,00


40,0040,00

30 00

35,00

30 00

35,00

25,00

30,00

25,00

30,00


20,0020,00




45,0045,00


40,0040,00

30 00

35,00

30 00

35,00

25,00

30,00

25,00

30,00


20,0020,00



MAXIMUM GRADE (G)MAXIMUM GRADE (G)MAXIMUM GRADE (G)MAXIMUM GRADE (G)

ααGG HH

ααLL

Grade (%) = ( H / L )Grade (%) = ( H / L ) x 100x 100Slope Ratio = H : LSlope Ratio = H : L

TanTan α α ((oo) = H / L) = H / LTan Tan α α (( ) = H / L) = H / L

Design Speed MaximumRSNI 2004 Table 19 p. 41

Design Speed (km/h)

Maximum Grade (%)

100 5

90 5

80 6

70 670 6

60 760 7

50 850 8

MAXIMUM CRITICAL LENGTH OF MAXIMUM CRITICAL LENGTH OF GRADE WITHOUT CLIMBING LANEGRADE WITHOUT CLIMBING LANE

G %

Critical Length of Up Grade Slope

Properties of ParabolaProperties of ParabolaProperties of ParabolaProperties of Parabola

1 Th li j i i th id i t C f h d AB f1. The line joining the midpoint C of a chord AB of a parabola with the intersection D of the tangents at the ends of the chordsof the tangents at the ends of the chords is bisected by the parabola it self at E. Thus DE = ECThus DE EC.

2. Offsets from the tangent to the parabola vary as the square of the distance from the point ofas the square of the distance from the point of tangency.

3 The rate of change of curvature of the parabola3. The rate of change of curvature of the parabola varies directly as the distance.

Source: Barry, B. Austin (1988)

11STST Property of ParabolaProperty of Parabola11STST Property of ParabolaProperty of Parabola

A

DD

E

D E C

E

CA

CB

B

Source: Barry, B. Austin (1988)

22ndnd Property of ParabolaProperty of Parabola22 Property of ParabolaProperty of Parabola

Tangent to ParabolaParabola

10 0010.00

(2/3)2 10.00 = 4.44

(1/3)2 10.00 = 1.11

1/3 T1/3 T2/3 T

T

33rdrd Property of ParabolaProperty of Parabola33rdrd Property of ParabolaProperty of Parabola

The initial gradient changes uniformly with the distance: the rate of change of gradient g gin percent per station (r) is constant between the initial gradient (g1) and the final gradientthe initial gradient (g1) and the final gradient (g2):

ggr 12 −L

ggr 12=L

33rdrd Property of Parabola Property of Parabola 33rdrd Property of Parabola Property of Parabola (cont’d)(cont’d)

For,g1 = -2 00%g1 2.00%g2 = +4.00%L = 6 Sta.

r = (-2.00% - (+4.00%))/6 Sta.= -1.00%/Sta.

33rdrd Property of Parabola Property of Parabola 33rdrd Property of Parabola Property of Parabola (cont’d)(cont’d)

The initial gradient = + 4.00% will run out to 0% at this constant rate in four stations, thus ,giving the high point at Sta. 61:

g1 + r(n’) = 0%;n’ = -g1/r

= 4 00%/ 1 00%= -4.00%/-1.00% = 4.00 Sta. From PVC

A Simple Computation of Parabolic A Simple Computation of Parabolic Vertical CurveVertical Curve

El 100 00D

96

100

g2 = - 2.00%

El. 100.00D

E

Parabolic Vertical Curve Following Tangent

92

96

F R

OU

TE g1 = + 4.00%

E

C

B

El. 94.00Forward Tangent

88

LEV

ATI

ON

O

A

El. 88.00

El. = 1/2 (100+91) = 95.50

El. = 1/2 (94+88) = 91.00

84

EL

PV

C

PV

I

PV

T

8055 56 57 58 59 60 61 62 63 64 65

STATIONING OF ROUTE

Tangent Elevation Curve Elevation Chord Elevation

Finding offsets at any point Finding offsets at any point Finding offsets at any point Finding offsets at any point for a vertical parabolic curvefor a vertical parabolic curve

Offset at Sta. 58 = offset at Sta. 62= (1/3)2 4 50 = 0 50 (1/3) 4.50 0.50

Offset at Sta. 59 = offset at Sta. 61= (2/3)2 4.50 = 2.00

Standard Minimum Crest Vertical Curve Standard Minimum Crest Vertical Curve Length for Stopping Sight DistanceLength for Stopping Sight Distance

RSNI 2004 p 41 & Table 20 p 42

L = ( A x SL = ( A x S22 ) / 658) / 658 S < LS < L

RSNI 2004 p.41 & Table 20 p.42

L ( A x SL ( A x S ) / 658 ) / 658 S < LS < LL = 2S L = 2S –– ( 658 / A )( 658 / A ) S > LS > L

L crest curve length (m)L crest curve length (m)A algebraic difference in grade (%)S stopping sight distance (m)

S < L or S > L ?S < L or S > L ?S < L or S > L ?S < L or S > L ?

Z = AS / 800Z = AS / 800

A algebraic difference in grade (%)A algebraic difference in grade (%)S stopping sight distance (m)

Z > h1Z > h1 S < LS < LZ > h1 Z > h1 S < LS < LZ < h1 Z < h1 S > LS > L




Standard Minimum Sag Vertical Curve Length Standard Minimum Sag Vertical Curve Length for Stopping Sight Distancefor Stopping Sight Distance

RSNI 2004 p 42 & Table 21 p 43

L = ( A x SL = ( A x S22 ) / (120 + 3,5S)) / (120 + 3,5S) S < LS < L

RSNI 2004 p.42 & Table 21 p.43

L ( A x SL ( A x S ) / (120 + 3,5S)) / (120 + 3,5S) S < LS < LL = 2S L = 2S –– [ (120 + 3,5S) / A ][ (120 + 3,5S) / A ] S > LS > L

L sag curve length (m)L sag curve length (m)A algebraic difference in grade (%)S stopping sight distance (m)

Standard Minimum Sag Vertical Standard Minimum Sag Vertical Curve Length for Stopping SightCurve Length for Stopping SightCurve Length for Stopping Sight Curve Length for Stopping Sight

DistanceDistance

STOPPING SIGHT DISTANCESTOPPING SIGHT DISTANCESTOPPING SIGHT DISTANCESTOPPING SIGHT DISTANCE

2

( )fVVDSSD ±

+=254

7,02

( )gfSS ±254

PASSING SIGHT DISTANCEPASSING SIGHT DISTANCEPASSING SIGHT DISTANCEPASSING SIGHT DISTANCE

ddddD 2 dddD4321 ddddDPSD +++= 432min 32 dddDPSD ++=

[SSGDUR 1992 p.33 or p.123-125]

Calculated Stopping Sight DistanceCalculated Stopping Sight Distancepp g gpp g g

VVSSD +2

0039406940 ( )gfVSSD

++= 00394.0694.0

V = running speed (kph)V running speed (kph)f = friction coefficientg = grade (%)g = grade (%)

Source:Standar Specification for Geometric Design of Urban Roads, 1992

Calculated Stopping Sight Distance Calculated Stopping Sight Distance (cont’d)(cont’d)pp g gpp g g ( )( )

Design Speed Design Speed (kph)(kph)

Running SpeedRunning Speed(kph)(kph)

Friction Friction CoefficientCoefficient

120120 102102 0.290.29100100 8585 0.300.308080 6868 0.310.316060 5454 0.330.335050 4545 0.350.354040 3636 0.380.383030 3030 0.440.442020 2020 0.440.442020 2020 0.440.44

Source:Standar Specification for Geometric Design of Urban Roads, 1992

STOPPING SIGHT DISTANCE CHART FOR DESIGN SPEED 20 - 50 kph

60

70e

(m)

V=50kph

40

50

ht D

ista

nc

V=40kph

20

30

oppi

ng S

igh

V=30kph

V=20kph

10

20

10 9 8 7 6 5 4 3 2 1 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10

Grade (%)

Sto

Grade (%)

( )VVSSD +=

2

0039406940 ( )gfVSSD

++ 00394.0694.0

V = running speed (kph)V running speed (kph)f = friction coefficientg = grade

STOPPING SIGHT DISTANCE CHART FOR DESIGN SPEED 60 - 100 kph

250

300

e (m

)

V=120kph

200

ht D

ista

nce

V=100kph

100

150

oppi

ng S

igh

V=80kph

5010 9 8 7 6 5 4 3 2 1 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10

Grade (%)

Sto

V=60kph

Grade (%)

( )VVSSD +=

2

0039406940 ( )gfVSSD

++ 00394.0694.0

V = running speed (kph)V running speed (kph)f = friction coefficientg = grade

Standard Minimum Sag Vertical Curve Standard Minimum Sag Vertical Curve Length for Underpass Sight DistanceLength for Underpass Sight Distance

RSNI 2004 p 43 & Table 21 p 43

L = ( A x SL = ( A x S22 ) / [ 800 (C) / [ 800 (C--1,5) ] 1,5) ] S < LS < L

RSNI 2004 p.43 & Table 21 p.43

(( ) [ () [ ( , ) ], ) ]L = 2S L = 2S –– [ 800 (C[ 800 (C--1,5) / A ] 1,5) / A ] S > LS > L

L sag curve length (m)A algebraic difference in grade (%)S stopping sight distance (m)S stopping sight distance (m)C vertical clearance (m)

Standard Minimum Sag Vertical Standard Minimum Sag Vertical Curve Length for Underpass SightCurve Length for Underpass SightCurve Length for Underpass Sight Curve Length for Underpass Sight

DistanceDistance

Standard Minimum Vertical Curve Length Standard Minimum Vertical Curve Length for Kfor K--ValueValue

RSNI 2004 Table 20 p 42 & Table 21 p 43

L = K x AL = K x A

RSNI 2004 Table 20 p.42 & Table 21 p.43

L K x A L K x A

K Crest Curve Table 20 page 42Sag Curve Table 21 page 43Sag Curve Table 21 page 43

L crest curve length (m)A algebraic difference in grade (%)

xm

ym

Tugas Minggu DepanTugas Minggu DepanTugas Minggu DepanTugas Minggu Depan

Dikumpulkan 3 Mei 2010 1. Elevasi rencana2 Maximum Grade

Dikumpulkan 3 Mei 2010 sebelum jam 12:00wib

(via email & CDRW)2. Maximum Grade3. Lengkung Vertikal

(via email & CDRW)

vertical alignment (handout).ppt - rudy setiawan's blog · sta.4 200 sta.4 300 sta.4 400 sta.4...

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