vertical alignment (handout).ppt - rudy setiawan's blog · sta.4 200 sta.4 300 sta.4 400 sta.4...
Post on 15-Mar-2020
12 Views
Preview:
TRANSCRIPT
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
Existing Ground ProfileExisting Ground Profile
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
Existing Ground ProfileExisting Ground Profile
45,0045,00
Existing Ground ProfileExisting Ground Profile
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
Existing Ground ProfileExisting Ground Profile
45,0045,00
Existing Ground ProfileExisting Ground Profile
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
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 Crest Vertical Curve Standard Minimum Crest Vertical Curve Length for Stopping Sight DistanceLength for Stopping Sight Distance
Standard Minimum Crest Vertical Curve Standard Minimum Crest Vertical Curve Length for Stopping Sight DistanceLength for Stopping Sight Distance
Standard Minimum Crest Vertical Curve Standard Minimum Crest Vertical Curve Length for Stopping Sight DistanceLength for Stopping Sight Distance
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)
top related