400 CROSS SECTIONS CHAPTER - gov.bc.ca · The following list is included as an example of the type of information typically needed to identify the ... RAU ≤ 450 DHV 5 3.6 2.0 70‐90

BC MoTI SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE MoTI Section 400 TAC Section Not Applicable

April, 2019 Page 400-i

400 CROSS SECTIONS CHAPTER

410 CROSS SECTIONS ........................................................................................................... 410‐1

430 CROSS SECTION ELEMENTS ........................................................................................... 430‐1

440 TYPICAL RURAL SECTIONS FOR BC ................................................................................. 440‐1

450 TYPICAL URBAN SECTIONS FOR BC ................................................................................ 450‐1

400 CROSS SECTION CHAPTER TABLES

430.A Cross Section Elements ..................................................................................................... 430‐1

430.B Design Widths for Shoulder Bikeways .............................................................................. 430‐1

400 CROSS SECTION CHAPTER FIGURES

440.A Typical Section – Rural Local Undivided ........................................................................... 440‐1

440.B Typical Section – Rural Collector and Arterial .................................................................. 440‐2

440.C Typical Section – Rural Freeway/Expressway ‐ No Development to 6 Lanes ................... 440‐3

440.D Typical Section – Rural Freeway/Expressway ‐ With Development to 6 Lanes ................ 440‐4

440.E Alternate Shoulder Detail – Pavement Depth Reduction ................................................. 440‐5

440.F Shoulder Detail with Roadside Barrier or Drainage Curb ................................................. 440‐6

440.G Typical Wall Sections ........................................................................................................ 440‐7

440.H Solid Rock Cut Sections ..................................................................................................... 440‐8

440.I Disposal of Waste Excavation .......................................................................................... 440‐9

450.A Typical Urban Fill Section .................................................................................................. 450‐1

450.B Typical Urban Cut Section ................................................................................................. 450‐2

SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE BC MoTI MoTI Section 400 TAC Section Not Applicable

Page 400-ii April, 2019

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BC MoTI SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE MoTI Section 410 TAC Section Not Applicable

April, 2019 Page 410-1

410 CROSS SECTIONS

410.01 INTRODUCTION The following deals with the production of cross sections, which form part of the information for construction contracts. Because of the variety of designs, universal statements about the content of cross sections are difficult; therefore, this is a general discussion.

Cross sections provide a third dimension to plan and profile that ties the horizontal and vertical alignment to the ground. They are used for such purposes as:

• Identifying areas of conflict due to the interaction of the design template and the existing ground.

• Helping to identify R/W requirements.

• Determining embankment and excavation project quantities.

• Determining various roadway design features such as drainage curbs, roadside barrier, ditching and cross culvert locations, etc.

• Assisting Construction supervisors to better understand the designer’s intent for such things as driveways, structures and drainage.

• Assisting contractors in the bidding process for evaluating station to station quantities, cut and fill slopes, and potential construction problems.

410.02 FORMAT Cross sections may be plotted on roll stock or D size sheets. On roll stock, each end of the roll will have the same information as shown on the title or key page of the contract drawings. Each L‐line shall start a new stack.

On D size cut sheets, there shall be a title page with the same information as above. Each page shall identify the L‐line and/or road name or structure that the sections represent. Each L‐line shall start with a new stack.

Submissions for the purpose of design reviews are often provided as half size copies on 11” x 17” sheets. Adobe PDF files are also convenient for review. Contact the appropriate regional Senior Highway Design Engineer to verify what format will be acceptable for design reviews.

For rural projects, use a natural scale of 1:100 or 1:250 for both horizontal and vertical.

Urban projects usually require the larger horizontal scale of 1:100. The vertical scale may be exaggerated and is normally 1:50. A scale of 1:25 is optional where needed.

The major grid shall typically be at 5 m intervals, although 10 m may be used on mountainous projects.

The control line of the cross sections should align with a major grid line.

Rural spacing for plotted cross sections shall be no greater than 20 m on tangents and curves, with 10 m spacing for rock sections and 5 m spacing at retaining walls and other critical areas. Cross sections at horizontal alignment curve and spiral transition stations should also be included. The design cross section spacing requirements specified in Section 1280.10.05.01.02 of the Civil 3D Terms of Reference Project Data Format and Workflow Requirements must be followed. This may result in significantly more closely spaced cross sections for design purposes; however, the final plotted cross sections do not necessarily have to include all of the design cross sections.

Urban spacing shall be 10 m for both tangents and curves with 5 m spacing at retaining walls. Cross sections at accesses and other critical areas may be needed to provide additional information.

The cross sections are plotted with the chainage increasing from the bottom of the page to the top for each stack.


Page 410-2 April, 2019

410.03 CONTENT

Existing Features:

The following list is included as an example of the type of information typically needed to identify the existing features. The uniqueness of each project will determine what information needs to be shown.

• Existing ground line with features identified.

• Original ground elevation at the control line.

• Station of each cross section.

• Existing R/W boundaries.

• Existing utilities and drainage (e.g. access and cross culverts).

• Structures (e.g., retaining walls, endwall, fences, buildings, etc.).

• All accesses – a cross section at each centreline.

• Side roads – a cross section at each centreline. Identify the road.

Proposed Features:

The following list is included as an example of the type of information typically needed to transmit the intent of the design. The uniqueness of each design will determine exactly what information needs to be shown.

• Finished grade line and cross fall with proposed elevation at centreline or control line.

• Complete roadway structure and subgrade cross fall if different from finished grade.

• Elevations of toe of fill slope and lowest ditch point.

• Proposed R/W boundaries.

• Stratum lines and stripping.

• Drainage and utility locations, except utility pole lines.

• Show typical location of utility poles once per stack, if generally parallel.

• Clear zone limit, where applicable.

• Indicate the foreslope, backslope and fill slope values once per stack and each time the slopes change.

• Structures (e.g., retaining walls, endwall, fences, buildings, etc.) within the proposed R/W.

• Provide necessary information on the composition and staging of embankments (e.g., lightweight core, surcharge, etc.).

• Sound berms with slopes and elevation.

• Drainage information (e.g., drainage arrows to indicate flow direction).

• Curb and gutter.

• Roadside and median barrier.

Special Sections:

• Special sections shall be interspersed as required to pick up other features such as ground breaks and changes in ground type (i.e., change from Type A to Type D material as defined in Standard Specification 201.11) and accesses, etc.

• Cross sections at creek crossings, existing large culverts with drainage channels, etc.

• Cross sections at critical control points.

Optional Useful Information:

• Areas and volumes (cut and fill) for each type of material, excluding pavement and gravels, should be shown on the cross sections. This data can assist the contractors in preparing their bid.

• Properties Branch may request cross sections at property boundaries.

BC MoTI SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE MoTI Section 430 TAC Section 4 and 5.3.2.5


430 CROSS SECTION ELEMENTS

Table 430.A summarizes the cross section elements for BC highways according to Design Speed, Classification and Design Volumes. (Also refer to Figures 440.A through 440.H). See Section 620 for Clear Zone discussion.

Table 430.A Cross Section Elements

Road Class

Total Design Volume

Lane Width (m)

Paved Shoulder

Width 1

(m)

Design

Speed 2

(km/h)

Normal X‐Fall

Fill Slope

(desirable)

LVR 3 ≤ 200 ADT Refer to

Section

510 3

0.5 Gravel 30‐90 Refer to Section

510 3

2 to 1

RLU 3.6 1.0 4 50‐80 4 to 1

≤ 450 DHV 5 1.5 50‐80

RCU 3.6 4 to 1 > 450 DHV

5 1.5 60‐90

RCD 3.6 2.5 60‐90 4 or 5 to 1

< 200 DHV 5 3.6 1.5 70‐90 0.02 m/m

RAU ≤ 450 DHV 5 3.6 2.0 70‐90 4 or 5 to 1

> 450 DHV 5 3.6 2.5 80‐100

RAD 3.7 3.0 80‐100 4 or 5 to 1

RED 3.7 3.0 80‐120 4 or 5 to 1

RFD 3.7 3.0 80‐120 4 or 5 to 1

1 Minimum width is 1.5 m for Shoulder Bikeway when applicable. See Table 430.B below.

2 Justification is required where less than the maximum design speed for each classification is selected, except for RED and RFD where justification is required for a design speed less than 110 km/h.

3 See Section 510 for Low‐volume Roads details.

4 Typical minimum shoulder width required to nearest edge of roadside barrier is 1.3 m.

5 On a typical rural highway, the DHV is about 15% of the ADT.

Table 430.B Design Widths for Shoulder Bikeways

Controlling Condition Minimum Design Width (m)

For Most Cases, except as below 1.5

For Design Speed ≥ 70 km/h and SADT > 5,000 2.0

For Design Speed > 80 km/h and SADT > 10,000 2.5

All Freeways and Expressways 3.0

The travel lane(s) next to a shoulder bikeway should be at least 3.6 m wide

SADT = Summer Average Daily Traffic (July and August).

SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE BC MoTI MoTI Section 430 TAC Section 4 and 5.3.2.5

Page 430-2 April, 2019

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Sh

ou

ld

erin

g

1.0

V

aria

ble

d

ep

th

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P (N

ote

7

)

3.6

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an

e

1

.

5

:

1

30

0 m

m m

in

.

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in

t

Ou

tsid

e D

itch

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k

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l

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e

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:

1

3.0

m

in

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yp

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50

m

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f 2

5 m

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BC

T

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ith

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m, 5

0 m

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r 2

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m C

BC

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an

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L.E.

L.E.

20:1

1.0

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:

1

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P.E.

EA

RT

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EC

TIO

N

Note 4

If p

ossib

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la

ce

p

ole

s o

n cu

t b

ackslo

pe

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In

fill, m

axim

ize

o

ffse

t fo

r sa

fe

ty.

-0.02 m

/m

in T

angent

Note 1

N

o

t

e

8

Parallel to F

inished G

rade (N

ote 2)

W

Gra

ve

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ou

ld

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Note 4

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P

ave

me

nt S

tru

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esig

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uid

elin

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ak

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in

t

}

4

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SB

3

00

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m M

in

im

um

in

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oil (S

et a

t ℄)

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1

50

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m M

in

im

um

in

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ock (S

et a

t ℄)

℄1

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ar Z

on

e W

id

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a

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id

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wh

en

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(c)

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)

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RT

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ILL S

EC

TIO

N

No

te

1

1

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ve

l S

ho

uld

er

W =

4 x (D

epth of A

P)

Min. W

=

0.5

}

Te

rm

s:

Notes:

1. S

ee T

able 430.A

for lane and shoulder w

idths.

2. T

angent subgrade m

ay be increased to -0.03 or -0.04 m

/m

in earth to facilitate drainage,

but only w

hen directed by G

eotechnical S

taff.

3. F

or rock ditch details, see F

igure 440.H

4. F

or roadside barrier, 1.3 m

is required to the nearest edge of barrier.

5. T

hese are typical gravel depths to be used in the absence of a specific geotechnical recom

mendation.

6. D

esign S

peeds 50 - 80 km

/h.

7. T

ype "B

", 100,000 to 20,000,000 E

SA

Ls, use 75 m

m to 150 m

m of A

P;

or T

ype "C

", <

100,000 E

SA

Ls, use 50 m

m to 75 m

m of A

P.

8. F

ill slopes should be as flat as possible and no steeper than 1.5:1. G

eotechnical recom

mendations m

ay

specify a m

axim

um

slope flatter than 2:1. D

esirable is 4:1 or flatter.

9. R

ounding or "sm

oothing" at B

reak P

oint to be done during construction.

10. C

lear Z

one is a function of S

peed and T

raffic V

olum

e. C

lear Z

one W

idth to be in accordance w

ith the

requirem

ents in S

ection 620. U

tilities should be located outside of the C

lear Z

one. T

he desirable location of

utility poles shall be, in order of preference: (a) m

in. 2 m

beyond top of cut, (b) m

in. 3 m

beyond low

est ditch

point, (c) m

in. 3 m

beyond toe of fill. S

ee the current edition of the M

inistry's U

tility P

olicy M

anual for

additional placem

ent guidelines.

11. T

he 3:1 ditch slope is not m

andatory. A

single backslope m

ay be used starting at the low

point of the ditch.

Achieving clear zone w

idth is desirable, but if the backslope is relatively sm

ooth and obstacle-free, it m

ay not

be a significant hazard, regardless of its distance from

the roadw

ay.

AP

Asp

ha

lt P

ave

me

nt

CB

CC

ru

sh

ed

B

ase

C

ou

rse

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SB

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le

ct G

ra

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la

r S

ub

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ase

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.L

an

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dg

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.P

ave

me

nt E

dg

e

ES

AL

Eq

uiva

le

nt S

in

gle

A

xle

L

oa

d

BC MoTI SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE

MoTI Section TAC Section Figure 4.13.2440


Figure 440.A Typical Section - Rural Local Undivided

N.T.S.

Term

s:

Notes:

1. S

ee T

able 430.A

for Lane and S

houlder W

idths.

2. R

ounding or "sm

oothing" at B

reak P


3. C

lear Z

one is a function of S

peed and T

raffic V

olum

e. C

lear Z

one W

idth to be in accordance w

ith the requirem

ents in S

ection 620. U

tilities

should be located outside of the C

lear Z

one. T

he desirable location of utility poles shall be, in order of preference: (a) m

in. 2 m

beyond top

of cut, (b) m

in. 3 m

beyond low

est ditch point, (c) m

in. 3 m

beyond toe of fill. S

ee the current edition of the M

inistry's U

tility P

olicy M

anual for

additional placem

ent guidelines.

4. M

inim

um

half-w

idth is 1.3 m

from

Lane E

dge to C

entreline. C

heck for S

SD

along m

edian barrier on curves. M

edian barrier m

ay not be

required on 4-Lane C

ollectors or A

rterials w

ith low

volum

es and is not generally used on 2-Lane C

ollectors or A

rterials.

5. T

angent subgrade m


/m

in earth to facilitate drainage, but only w

hen directed by G

eotechnical S

taff.

6. S

ee F

igure 440.F

through 440.H

for B

arrier/D

rainage C

urb, R

etaining W

all and R

ock D

itch D

etails.

7. T

hese are "typical" gravel depths to be used in the absence of a specific G

eotechnical recom

mendation.

8. T

ype "A

", ≥

20,000,000 E

SA

Ls, use m

in. 150 m

m of A

P; or T

ype "B

", 100,000 to 20,000,000 E

SA

Ls, use 75 m

m to 150 m

m of A

P. W

here

pavem

ent is ≥

100 m

m, full depth extends only 0.6 m

into the paved shoulder, depending on shoulder w

idth. S

ee F

igure 440.E

for this

Alternate S

houlder D

etail.

9. D

itch slopes and fill slopes steeper than 4:1 m

ust be evaluated for barrier need.

Asphalt P

avem

ent

Crushed B

ase C

ourse

Select G

ranular S

ub B

ase

Lane E

dge

Pavem

ent E

dge

Equivalent S

ingle A

xle Load

AP

CB

C

SG

SB

L.E

.

P.E

.

ES

AL

10.

The 3:1 ditch slope is not m

andatory. A

single backslope m


point of the ditch. A

chieving clear zone w

idth is desirable,

but if the backslope is relatively sm


ay not be a significant hazard, regardless of its distance from

the roadw

ay.

L.E.

1

.

5

:

1

-0.02 m

/m

20:1

3

:

1

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tsid

e D

itch

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in

t

B

a

c

k

s

l

o

p

e

P.E.

No

te

1

P.E.

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ve

l S

ho

uld

er

4

:1

N

o

te

9

L.E.

L.E.

L.E.

RO

CK

D

IT

CH

DIV

ID

ED

C

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LE

CT

OR

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R A

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ER

IA

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UN

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LE

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e D

itch

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1.3

No

te

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.6

W

1.0

1.0

30

0 m

m m

in

.

Utility S

etb

ack, N

ote

3

(c)

Utility S

etb

ack, N

ote

3

(c)

Sh

ou

ld

er

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te

1

-0.02 m

/m

Sh

ou

ld

er

La

ne

EA

RT

H C

UT

S

EC

TIO

N

Typ

ica

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50

m

m o

f e

ith

er 7

5 m

m, 5

0 m

m o

r 2

5 m

m C

BC

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ica

lly 1

50

m

m o

f 2

5 m

m C

BC

Sh

ou

ld

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g

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gre

ga

te

Utility S

etb

ack, N

ote

3

(a

),(b

)

*

0.9

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ou

ld

er

(R

efe

r to

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ave

me

nt S

tru

ctu

re

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esig

n G

uid

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es T

-0

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5)

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inished G

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ote 5)

Parallel to F

inished G

rade (N

ote 5)

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ria

ble

d

ep

th

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P (N

ote

8

)

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te

1

No

te

4

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ne

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te

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l

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ou

ld

er

La

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te

1

La

ne

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te

1

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ne

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te

1

La

ne

No

te

1

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ou

ld

er

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te

1

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lly 1

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m

m o

f e

ith

er 7

5 m

m, 5

0 m

m o

r 2

5 m

m C

BC

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lly 1

50

m

m o

f 2

5 m

m C

BC

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:1

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r F

la

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ld

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te

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00

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im

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oil (S

et a

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ock (S

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ar Z

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id

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, N

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ak

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ar Z

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ote

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.

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1

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r F

la

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r

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0 m

m m

in

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℄

℄

*

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pe

sh

ou

ld

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e fla

tte

ne

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r

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id

en

ed

w

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re

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ee

de

d

to

e

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re

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at O

utsid

e D

itch

Po

in

t is ≥

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le

ar Z

on

e.

No

te

2

Wh

ere

m

ate

ria

l is

ap

pro

pria

te

, 2

0:1

d

itch

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pe

is e

xte

nd

ed

to

acco

mp

lish

sid

e b

orro

w

wh

en

re

qu

ire

d.

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e o

f F

ill

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.

3.0

Min

.

No

te

3

(c)

No

te

3

(b

)

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.

No

te

3

(a

)

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p

tio

n

a

l

1

.

5

:

1

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p

tio

n

a

l

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ak

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in

t

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te

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≥ C

le

ar Z

on

e W

id

th

, N

ote

1

0

}

(R

efe

r to

P

ave

me

nt S

tru

ctu

re

D

esig

n G

uid

elin

es T

-0

1/1

5)

SG

SB

3

00

m

m M

in

im

um

in

S

oil (S

et a

t ℄)

SG

SB

1

50

m

m M

in

im

um

in

R

ock (S

et a

t ℄)}

N

o

te

9

N

o

te

9

N

o

t

e

1

0

Va

ria

ble

d

ep

th

A

P (N

ote

8

)

(N

ote

7

)

(N

ote

7

)

M

a

x

.

M

a

x

.

EA

RT

H F

IL

L S

EC

TIO

N

*

WW

=

4

x (D

ep

th

o

f A

P)

Min

. W

=

0

.5

}

Gra

ve

l S

ho

uld

er

W =

4

x (D

ep

th

o

f A

P)

Min

. W

=

0

.5

}

SUPPLEMENT TO TAC GEOMETRIC DESIGN GUIDE BC MoTI

MoTI Section TAC Section Figures 4.13.4, 6, 8 & 10440

April, 2019Page 440-2

Figure 440.B Typical Section - Rural Collector and Arterial

N.T.S.

4 LA

NE

D

EP

RE

SS

ED

M

ED

IA

N

ME

DIA

N B

AR

RIE

R P

LA

CE

ME

NT

4 LA

NE

N

AR

RO

W M

ED

IA

N

1.3

Pro

file

C

arrie

d o

n F

in

ish

ed

G

ra

de

P

oin

t

Sh

ou

ld

erin

g A

gg

.

L.E.

Ditch

P

oin

t

EA

RT

H C

UT

S

EC

TIO

N

Su

bg

ra

de

H

in

ge

P

oin

t

DIT

CH

G

RA

DE

P

OIN

T -

No

te

4

1.3

L.E.

In

sid

e D

itch

P

oin

t

30

0 m

m m

in

.

Ba

ckslo

pe

Ou

tsid

e

(m

in

. d

ep

th

1

50

m

m)

Sh

ou

ld

erin

g

Asp

ha

lt

1

5

0

m

m

Utility S

etb

ack, N

ote

3

-0.02 m

/m

Sh

ou

ld

er

Pa

ve

d

3.0

3.7

L.E.

P.E.

L.E.

0.7

3.7

2.2

L.E.

1

.

5

:

1

6.5

4.3

-0.02 m

/m

6.5

1

.

5

:

1

4

:1

to

5

:1

Typ

e D

4.3

1.5

2.2

1.3

L.E.

3.7

L.E.

3.7

W

3.0

L.E.

Utility S

etb

ack, N

ote

3

1.0

1.0

20:1

3

:

1

P.E.

Cle

ar Z

on

e W

id

th

Sh

ou

ld

erin

g

Ag

gre

ga

te

Sh

ou

ld

erin

g

Ag

gre

ga

te

Parallel to F

inished G

rade (N

ote 5)

Parallel to F

inished G

rade (N

ote 5)

Ag

gre

ga

te

To

p S

oil

(m

in

. d

ep

th

1

50

m

m)

To

p S

oil

Typ

e D

Typ

ica

lly 1

50

m

m o

f e

ith

er 7

5 m

m, 5

0 m

m o

r 2

5 m

m C

BC

Typ

ica

lly 1

50

m

m o

f 2

5 m

m C

BC

(N

ote

7

)

(R

efe

r to

P

ave

me

nt S

tru

ctu

re

D

esig

n G

uid

elin

es T

-0

1/1

5)

Bre

ak

Po

in

t

1

.

5

:

1

≥ C

le

ar Z

on

e W

id

th

, N

ote

1

0

* S

lo

pe

sh

ou

ld

b

e

fla

tte

ne

d w

he

re

n

ee

de

d to

en

su

re

th

at O

utsid

e D

itch

Po

in

t is ≥ C

le

ar Z

on

e.

N

o

te

9

Wh

ere

m

ate

ria

l is a

pp

ro

pria

te

,

20

:1

d

itch

slo

pe

is e

xte

nd

ed

to

a

cco

mp

lish

sid

e b

orro

w

wh

en

re

qu

ire

d

va

ria

ble

to

a

llo

w fo

r la

te

ra

l a

nd

lo

ng

itu

din

al d

ra

in

ag

e. M

in

im

um

m

ed

ia

n

lo

ng

itu

din

al d

itch

g

ra

de

is 0

.5

%.

SG

SB

3

00

m

m M

in

im

um

in

S

oil (S

et a

t ℄)

SG

SB

1

50

m

m M

in

im

um

in

R

ock (S

et a

t ℄)}

1.0

Sh

ou

ld

er

Pa

ve

d

℄

℄

O

p

tio

n

a

l

No

te

2

No

te

1

No

te

1

4

:1

o

r F

la

tte

rN

o

te

9

N

o

t

e

1

0

Va

ria

ble

d

ep

th

A

P (N

ote

8

)

EA

RT

H F

ILL S

EC

TIO

N

M

a

x

.

4

:1

o

r

F

la

tte

r

*

0.7

W

W =

4

x (D

ep

th

o

f A

P)

Min

. W

=

0

.5

Pro

file

C

arrie

d o

n

Fin

ish

ed

G

ra

de

P

oin

t

Notes:

1. S

houlder W

idths are typically 3.0 m

. E

xceptions perm

itted w

ith sign-off by C

hief E

ngineer.

See F

ig. 440.E

for A

lternate S

houlder D

etail using 50 m

m or 75 m

m of A

P.

2. R

ounding or "sm

oothing" at B

reak P


3. C

le

ar Z

on

e is a

fu

nctio

n o

f S

pe

ed

a

nd

T

ra

ffic V

olu

me

. C

le

ar Z

on

e W

id

th

to

b

e in

a

cco

rd

an

ce

w

ith

th

e re

qu

ire

me

nts in

S

ectio

n 6

20

.

Utilitie

s sh

ou

ld

b

e lo

ca

te

d o

utsid

e o

f th

e C

le

ar Z

on

e. T

he

d

esira

ble

lo

ca

tio

n o

f u

tility p

ole

s sh

all b

e, in

o

rd

er o

f p

re

fe

re

nce

: (a

) m

in

. 2

m

be

yo

nd

to

p o

f cu

t, (b

) m

in

. 3

m

b

eyo

nd

lo

we

st d

itch

p

oin

t, (c) m

in

. 3

m

b

eyo

nd

to

e o

f fill. S

ee

th

e cu

rre

nt e

ditio

n o

f th

e M

in

istry's U

tility

Po

licy M

an

ua

l fo

r a

dd

itio

na

l p

la

ce

me

nt g

uid

elin

es.

4. M

in

im

um

h

alf-w

id

th

is 1

.3

m

fro

m L

an

e e

dg

e to

C

en

tre

lin

e. C

he

ck fo

r S

SD

a

lo

ng

m

ed

ia

n b

arrie

r o

n cu

rve

s. M

ed

ia

n B

arrie

r m

ay n

ot b

e

re

qu

ire

d o

n E

xp

re

ssw

ays o

r F

re

ew

ays in

itia

lly; a

llo

wa

nce

is m

ad

e fo

r p

la

ce

me

nt a

t la

te

r tim

e. C

en

tre

lin

e ra

diu

s a

nd

/o

r m

ed

ia

n w

id

th

s

fo

r u

ltim

ate

p

la

ce

me

nt o

f b

arrie

r a

re

to

b

e ch

ecke

d fo

r S

SD

.

5. T

an

ge

nt S

ub

gra

de

m

ay b

e in

cre

ase

d to

-0

.0

3 o

r -0

.0

4 m

/m

in

e

arth

to

fa

cilita

te

d

ra

in

ag

e, b

ut o

nly w

he

n d

ire

cte

d b

y G

eo

te

ch

nica

l S

ta

ff.

6. S

ee

F

ig

ure

4

40

.F

th

ro

ug

h 4

40

.H

fo

r B

arrie

r/D

ra

in

ag

e C

urb

, R

eta

in

in

g W

all a

nd

R

ock D

itch

D

eta

ils.

7. T


eotechnical recom

mendation.

8. T

ype "A

", ≥

20,000,000 E

SA

Ls, use m

in. 150 m

m of A

P; or T

ype "B

", 100,000 to 20,000,000 E

SA

Ls, use 75 m

m to 150 m

m of

AP

. W

here pavem

ent is ≥

100 m



idth.

9. D



Term

s:

Asphalt P

avem

ent

Crushed B

ase C

ourse

Select G

ranular S

ub B

ase

Lane E

dge

Pavem

ent E

dge

Equivalent S

ingle A

xle Load

Earth E

mbankm

ent

material per S

S 201.37

AP

CB

C

SG

SB

L.E

.

P.E

.

ES

AL

Type D

10.


andatory. A

single backslope m




idth is desirable,




the roadw

ay.




Figure 440.C Rural Freeway/Expressway - No Development to 6 Lanes

N.T.S.

Pro

file

C

arrie

d o

n ℄

6 LA

NE

D

EV

ELO

PM

EN

T

ME

DIA

N B

AR

RIE

R P

LA

CE

ME

NT

Shouldering A

gg.

L.E.

2.5

3.7

L.E.

2.8

2.5

No

te

4

2.8

L.E.

3.7

L.E.

Ditch

P

oin

t

EA

RT

H C

UT

S

EC

TIO

N

Su

bg

ra

de

H

in

ge

P

oin

t

DIT

CH

G

RA

DE

P

OIN

T -

In

sid

e D

itch

P

oin

t

30

0 m

m m

in

.

Ba

ckslo

pe

Ou

tsid

e

(m

in

. d

ep

th

1

50

m

m)

Utility S

etb

ack, N

ote

3

-0.02 m

/m

Sh

ou

ld

er

Pa

ve

d

3.0

3.7

L.E.

P.E.

L.E.

3.7

2.2

L.E.

1

.

5

:

1

6.5

0.7

4.3

-0.02 m

/m

6.5

1

.

5

:

1

Typ

e D

4.3

1.5

2.2

1.3

L.E.

3.7

L.E.

3.7

W

3.0

L.E.

Utility S

etb

ack, N

ote

3

1.0

1.0

20:1

3

:

1

P.E.

Cle

ar Z

on

e W

id

th

Sh

ou

ld

erin

g

Ag

gre

ga

te

Sh

ou

ld

erin

g

Ag

gre

ga

te

Parallel to F

inished G

rade (N

ote 5)

Parallel to F

inished G

rade (N

ote 5)

To

p S

oil

(m

in

. d

ep

th

1

50

m

m)

To

p S

oil

Typ

e D

Typ

ica

lly 1

50

m

m o

f e

ith

er 7

5 m

m, 5

0 m

m o

r 2

5 m

m C

BC

Typ

ica

lly 1

50

m

m o

f 2

5 m

m C

BC

(N

ote

7

)

(R

efe

r to

P

ave

me

nt S

tru

ctu

re

D

esig

n G

uid

elin

es T

-0

1/1

5)

Bre

ak

Po

in

t

1

.

5

:

1

≥ C

le

ar Z

on

e W

id

th

, N

ote

1

0

* S

id

e slo

pe

sh

ou

ld

b

e

fla

tte

ne

d w

he

re

n

ee

de

d to

en

su

re

th

at O

utsid

e D

itch

Po

in

t is ≥ C

le

ar Z

on

e.

N

o

te

9

Wh

ere

m

ate

ria

l is a

pp

ro

pria

te

,

20

:1

d

itch

slo

pe

is e

xte

nd

ed

to

acco

mp

lish

sid

e b

orro

w w

he

n re

qu

ire

d

va

ria

ble

to

a

llo

w fo

r la

te

ra

l a

nd

lo

ng

itu

din

al d

ra

in

ag

e.

Min

im

um

m

ed

ia

n lo

ng

itu

din

al d

itch

g

ra

de

is 0

.5

%.

SG

SB

3

00

m

m M

in

im

um

in

S

oil (S

et a

t ℄)

SG

SB

1

50

m

m M

in

im

um

in

R

ock (S

et a

t ℄)}

1.0

Sh

ou

ld

er

Pa

ve

d

℄

O

p

tio

n

a

l

No

te

2

No

te

1

No

te

1

℄

Pro

file

C

arrie

d o

n ℄

4

:1

o

r F

la

tte

rN

o

te

9

N

o

t

e

1

0

Va

ria

ble

d

ep

th

A

P (N

ote

8

)

4

:1

o

r

F

la

tte

r

*

M

a

x

.

EA

RT

H F

ILL S

EC

TIO

N

W

W =

4

x (D

ep

th

o

f A

P)

Min

. W

=

0

.5

4

:1

to

5

:1

N

o

s

te

e

p

e

r th

a

n

4

:1

N

o

te

1

1

N

o

te

1

1

SU

PE

RE

LE

VA

TE

D S

EC

TIO

N

1.5

L.E.

0.65

0.5

Profile

Carried on ℄

6.5

℄

Shouldering A

gg.

Concrete

Median B

arrier

S

te

e

p

e

r

th

a

n

4

:1

P.E.

N

o

te

1

1

2.2

L.E.

6.5

4.3

℄

1.5

De

pth

V

arie

s

Term

s:

Asphalt P

avem

ent

Crushed B

ase C

ourse

Select G

ranular S

ub B

ase

Lane E

dge

Pavem

ent E

dge

Equivalent S

ingle A

xle Load

Earth E

mbankm

ent

material per S

S 201.37

AP

CB

C

SG

SB

L.E

.

P.E

.

ES

AL

Type D

Notes:

1. S

houlder W

idths are typically 3.0 m

. E

xceptions perm

itted w

ith sign-off by C

hief E

ngineer.

See F

ig. 440.E

for A

lternate S

houlder D

etail using 50 m

m or 75 m

m of A

P.

2. R

ou

nd

in

g o

r "sm

oo

th

in

g" a

t B

re

ak P

oin

t to

b

e d

on

e d

urin

g co

nstru

ctio

n.

3. C

le

ar Z

on

e is a

fu

nctio

n o

f S

pe

ed

a

nd

T

ra

ffic V

olu

me

. C

le

ar Z

on

e W

id

th

to

b

e in

a

cco

rd

an

ce

w

ith

th

e re

qu

ire

me

nts in

S

ectio

n 6

20

. U

tilitie

s sh

ou

ld

b

e

lo

ca

te

d o

utsid

e o

f th

e C

le

ar Z

on

e. T

he

d

esira

ble

lo

ca

tio

n o

f u

tility p

ole

s sh

all b

e, in

o

rd

er o

f p

re

fe

re

nce

: (a

) m

in

. 2

m

b

eyo

nd

to

p o

f cu

t, (b

) m

in

. 3

m

be

yo

nd

lo

we

st d

itch

p

oin

t, (c) m

in

. 3

m

b

eyo

nd

to

e o

f fill. S

ee

th

e cu

rre

nt e

ditio

n o

f th

e M

in

istry's U

tility P

olicy M

an

ua

l fo

r a

dd

itio

na

l p

la

ce

me

nt g

uid

elin

es.

4. M

in

im

um

h

alf-w

id

th

is 2

.8

m

fro

m L

an

e e

dg

e to

C

en

tre

lin

e. C

he

ck fo

r S

SD

a

lo

ng

m

ed

ia

n b

arrie

r o

n cu

rve

s. M

ed

ia

n B

arrie

r m

ay n

ot b

e re

qu

ire

d o

n

Exp

re

ssw

ays o

r F

re

ew

ays in

itia

lly; a

llo

wa

nce

is m

ad

e fo

r p

la

ce

me

nt a

t la

te

r tim

e. C

en

tre

lin

e ra

diu

s a

nd

/o

r m

ed

ia

n w

id

th

s fo

r u

ltim

ate

p

la

ce

me

nt o

f b

arrie

r

are

to

b

e ch

ecke

d fo

r S

SD

.

5. T

angent S

ubgrade m


/m

in earth to facilitate drainage, but only w

hen directed by G

eotechnical S

taff.

6. S

ee F

igure 440.F

through 440.H

for B

arrier/D

rainage C

urb, R

etaining W

all and R

ock D

itch D

etails.

7. T


eotechnical recom

mendation.

8. T

ype "A

", ≥

20,000,000 E

SA

Ls, use m

in. 150 m

m of A

P; or T

ype "B

", 100,000 to 20,000,000 E

SA

Ls, use 75 m

m to 150 m

m of A

P.

Where pavem

ent is ≥

100 m



idth.

9. D



10.


andatory. A

single backslope m




idth is desirable,




the roadw

ay.

11. T

he depressed m

edian ditch slope m

ay vary betw

een 5:1 and 4:1 on tangent sections to achieve m

inim

um

ditch grade. O

n superelevated sections, the

finished m

edian slopes (i.e. w

ith topsoil placed) should be constructed such that the slope on the high side of the road is no steeper than 4:1. If a slope

steeper than 4:1 is needed to m

aintain adequate ditch grade, w

iden the paved shoulder and install C

oncrete M

edian B

arrier per the S

uperelevated

Section detail above left. B

arrier is not needed on the low

side of the road since the m

edian slope w

ill typically be flatter than 4:1.




Figure 440.D Rural Freeway/Expressway - With Development to 6 Lanes

N.T.S.

Lane E

dge

Variable

50 mm or 75 mm AP - Top Lift (See Note 3)

Equal to Design Shoulder Width

W

0.6

50 mm or 75 mm AP - Bottom Lift

25 mm CBC - Typical Depth is 150 mm

75 mm, 50 mm or 25 mm CBC - Typical Depth is 150 mm

SGSB - Variable Depth

Pavem

ent E

dge

Shouldering Aggregate

Granular Levelling Course -

Match Depth of AP Bottom Lift

Notes:

1. Pavement depth reduction may not be appropriate for shoulders that are less than

2.5 m wide; consider using full depth pavement for the entire shoulder.

2. Levelling material may be 19 mm Shouldering Aggregate or 25 mm CBC, subject

to the ability to properly compact the material.

3. Pavement depths of 150 mm may also be constructed in three 50 mm thick lifts.

4. Gravel shoulder width 'W' to be the greater of:

(a) 0.5 m, or

(b) 4 x (Full Depth AP)

See Note 4

Full Depth AP

N.T.S.


MoTI Section TAC Section Not Applicable440


Figure 440.E Alternate Shoulder Detail - Pavement Depth Reduction

La

ne

E

dg

eL

an

e E

dg

e

Integral Asphalt Curb

C.R.B. SP941-01 drawing series

Variable AP Depth

Variable

Equal to Design Paved Shoulder Width without Drainage Curb

SP504-01

Y0.3

Varies

Variable

Variable AP Depth

Equal to Design Paved Shoulder Width without Barrier

0.3

0.9

0.6

Variable

La

ne

E

dg

e

C.R.B. SP941-01 drawing series


Variable

Equal to Design Paved Shoulder Width without Barrier

W0.6

N

o

t

S

t

e

e

p

e

r

T

h

a

n

1

.

5

:

1

V

a

r

i

a

b

l

e

S

l

o

p

e

TYPICAL FOR NEW ROADWAY CONSTRUCTION

TYPICAL FOR WIDENING AN EXISTING ROADWAY

0.5

Original Gravel Shoulder

Pavement Widening



TYPICAL FOR NEW ROADWAY CONSTRUCTION

T

y

p

ic

a

lly

4

:1

o

r fla

tte

r

Existing

Breakpoint

N

o

t

S

t

e

e

p

e

r

T

h

a

n

1

.

5

:

1

C.M.B. SP941-02 drawing series

0.65C.M.B.

C.R.B.

Variable AP Depth

See Note 3

50 mm A.P.

Width Varies

Pavement Cut Line

Existin

g

EP

See Note 4

Notes:

1. Barrier and/or curbing on truck lanes should match the existing shoulder width; however,

the width may be up to 1.0 m less than the normal shoulder width, but must be at least

1.5 m wide where cyclists are present or 1.3 m wide where there are no cyclists.

2. Curbing shall not be used behind roadside barrier.

3. Gravel shoulder width 'W' to be the greater of:

(a) 0.3 m, or

(b) 3 x (Depth of AP)

4. Gravel shoulder width 'Y' to be:

4 x (Depth of AP + 0.075 m)

N.T.S.




Figure 440.F Shoulder Detail with Roadside Barrier or Drainage Curb

Increase lateral clearance to accomplish SSD.

centre of inner lane

1.5 min.

NOTE:

R

L.E

.

*

'C'

centre of inner lane

(refer to Standard Specification Dwg. SP941-02.01.05 to 941-02.01.07 for CPB details)

R

NOTE:

1.8 min.

L.E

.

'C'

*

C = R (1-cos (28.65 ))

R = Radius at centre of inner lane

SSD

R

Use this formula for solving 'C'

Ensure adequate Stopping Sight

Distance on inside curves. See

TAC Section 3.2.6

The addition of Concrete Pier Barrier (CPB) should be considered

when designing a Breast Wall. If CPB is used, the 'C' distance

shall be measured to a point 0.3 m from the wall.

BREAST WALL

RETAINING WALL

* Desirable width is the same as the paved

shoulder. This drawing is for lateral clearance

only. Consult other sources for wall designs.

Lateral clearance for Stopping

Sight Distances (SSD)

CPB

'C' if CPB used 0.3

Pedestrian or

cyclist height

fence, if warranted

D

BARRIER SETBACK

ON WALL SECTION

CRB or CMB

Recommended setback from wall for

non-anchored barrier:

D = 0.5 m for ≤ 80 km/h design speed

D = 1.0 m for > 80 km/h design speed

Barrier must be anchored per

SP941-04.02.01 where a road

or railway is located below.

H

Pedestrian or

cyclist height

fence,

if warranted

Configuration as per

CRB (refer to Std Spec.

Dwg. SP941-01.02.02)

Use CMB where:

· H ≥ 2 m or

· a road or railway is

located below

Consider anchoring barrier where D < 0.5 m.

N.T.S.




Figure 440.G Typical Wall Sections

See Note 6

-0.03 m/m (on tangent)

S.G.S.B.

2

:

1

0.6

Subgrade

C.B.C.

0.9"B"

S

e

e

N

o

t

e

4

1

.

5

:

1

0.6

*

Aggregate

Shouldering

20:1

L.E

.

0.9

0.6

**

min.

3.0

See Note 5

Overburden

LVR

C.B.C.

SGSB

Same

as detail

at left

3.0

min.

S

e

e

N

o

t

e

7

Catchment Width

Shouldering

Aggregate

"C"

Overburden

See Note 5

ALTERNATE

CONCEPTUAL AND PRELIMINARY DESIGN FOR

LOCAL, COLLECTOR, ARTERIAL,

EXPRESSWAY AND FREEWAY

L.E

.

Catchment

Width "C"

Slope

Height

(m)

(m)

0 - 8

8 - 16

> 16

3

4

5

Requirement

Stabilization

Remediation

Yes

Above 10 m

No

4

:

1

Note 8

See

CONCEPTUAL AND PRELIMINARY DESIGN FOR

LOCAL, COLLECTOR, ARTERIAL,

EXPRESSWAY AND FREEWAY

SGSB

C.B.C.

0.3 min.

Subgrade

Minimum

Minimum

0.3 min.

Slope

Height

Shoulder width as

per the Project

Design Criteria.

0.3 min.

Shoulder width as

per the Project

Design Criteria.

(See Note 9)

Ditch Bottom Width: "B"

1.25 m - cut height less than 8 m;

1.25 m - cut height up to 10 m for less than 100 m along alignment;

2.75 m - cut height of 8 m or more except as stated above.

Cut height greater than 8 m requires a Geotechnical site specific design.

Ditch widths > 2.75 m may be recommended for very high rock cut sections.

* Use CLB on inside curve only. See Standard Specification SP941-01.01 drawing series.

** Use CRB on outside curve or tangent. See Standard Specification SP941-01.02 drawing series.

See Note 6

N.T.S.




Figure 440.H Solid Rock Cut Sections

Notes:

1. Rock cut height is measured from the outside ditch point to the top of the rock face, excluding overburden.

2. All cuts to be excavated to subgrade line.

3. A geotechnical investigation is to be carried out for all cuts greater than 8 m and for all cuts where geohazards

may exist (i.e. within or beyond construction cross section limits).

4. Use a vertical backslope unless a flatter slope is recommended in the geotechnical report.

5. Overburden slope is normally 1.5:1, but may vary depending upon the type of material.

6. Increase the ditch bottom width dimension to ensure lateral clearance for SSD in curves.

7. For the 'Alternate' detail, use 0.25:1 backslope unless a different slope is recommended in the geotechnical report.

8. Barrier, clear zone and drainage requirements will be reviewed during the detailed design phase.

9. Remediation/slope stabilization design involves potentially the application of mesh on slope heights > 10 m,

pattern bolt installation, shotcrete application and/or catch fence/barrier.

Notes:

1. Material considered unsuitable for embankment construction may be disposed within the

right-of-way as shown in the diagram.

2. The unsuitable material shall be deposited below the base of the select granular subbase

(SGSB) so that SGSB drainage is not compromised.

3. In the case of rock fill embankment, adequate drainage shall be provided through the

unsuitable material so that no pore pressure can build up within the rock embankment.

4. The unsuitable material placed on the embankment slope must be stable against

sloughing.

C.B.C.

S.G.S.B.

2.0%

Asphalt

M

i

n

i

m

u

m

S

l

o

p

e

1

.

5

:

1

Embankment

2.0%

Original Ground

C

L

2.0%2.0%

Unsuitable material for embankment

(May be simultaneously constructed

with embankment)

Adequate drainage

at the base must

be provided.

N.T.S.


MoT Section TAC Section Not Applicable440


Figure 440.I Disposal of Waste Excavation


Page 440-10 April, 2019

This page is intentionally left blank

3.6

or obtain R

/W

required to control slope as follow

s:

2:1 w

hen cut/fill is 0.0 m

to 3.5 m

above/below

top of curb

1.5:1 w

hen cut/fill is over 3.5 m

above/below

top of curb

150 m

m depth on slopes 3:1 or flatter

100 m

m depth on slopes steeper than 3:1

Topsoil all cuts and fills:

----

Easem

ent

Slope

Approved T

opsoil

100 m

m S

houldering

When slope easem

ents cannot be obtained, construct w

all

4

:1

Aggregate

3.6

1

.

5

:

1

0.3

+2%

0.3

0.7

1.8

0.6

Note 2 &

5

-0.020 m

/m

R/W

ALLO

WA

NC

E

WIT

HO

UT

S

ID

EW

ALK

select granular sub-base

(variable depth)

Grade C

ontrol

Asphalt pavem

ent

25 m

m crushed

base course

Curb E

dge

Variable Lane

0.6

25 m

m

fill

-2%

Sidew

alk A

llow

ance

in cut

+2%

*

SP

582-01.01 (S

ee Inset)

-0.020 m

/m

3.6

or S

P582-01.02

Note 2 &

5

3.6

0.6

Slope

4

:1

min.

1.0

0.3

Easem

ent

4

:1

(3

:1

m

a

x

.)

-2%

1

.

5

:

1

1.8

* S

idew

alk

Topsoil

R/W

LA

NE

D

ET

AILS

SLO

PE

D

ET

AILS

(S

ee N

ote B

elow

)

Minim

um

20.0 m

R

/W

1.8

0.3

Width

Variable Lane

Width

IN

SE

T

FIL

L S

EC

TIO

N

1. T

wo w

ay left turn lane:

- used w

hen design speed is 60 km

/h or less

- m

inim

um

w

idth 3.6 m

2. Increase outside curb lane to 3.8 m

w

hen design speed is 70 km

/h

3. Increase inside lane to 4.0 m

w

hen adjacent to raised m

edian

4. P

arking lane 2.5 m

5. R

efer to T

AC

G

eom

etric D

esign G

uide for shared bikew

ay lane w

idths

6. M

inim

um

sidew

alk w

idth is 1.8 m

. R

efer to T

AC

G

eom

etric D

esign

Guide for situations that require greater sidew

alk w

idths.

℄A

llow

ance

Note 6

Note 6


MoTI Section TAC Section 4.13450


Figure 450.A Typical Urban Fill Section

N.T.S.

Existin

g P

ave

me

nt

7.2

Min

im

um

2

0.0

m

R

/W

Sh

ou

ld

erin

g A

gg

re

ga

te

(W

HE

RE

E

XIS

TIN

G S

TR

EN

GT

H P

ER

MIT

S)

No

te

s:

40

m

m

Min

.

20

0 m

m

Slo

pe

E

ase

me

nt

(3

:1

m

a

x

.)

4

:1

Co

ncre

te

C

urb

&

G

utte

r

Co

ncre

te

S

id

ew

alk

0.3

To

pso

il

0.7

0.3

0.6

1.8

R/W

(re

fe

r to

S

P3

03

-0

6)

Su

b-D

ra

in

a

s re

qu

ire

d

Cru

sh

ed

B

ase

C

ou

rse

25

m

m

7.2

0.3

0.6

Sp

ecia

l S

lo

pe

Slo

pe

E

ase

me

nt

(re

fe

r to

S

P2

01

-0

1)

To

pso

il

Tre

atm

en

t

4

:1

Cu

rb

E

dg

e

R/W

select granular sub-base

(variable depth)

Gra

de

C

on

tro

l

Asphalt pavem

ent

25 m

m crushed

base course

Va

ria

ble

L

an

e

0.6

25

m

m

fill

-2%

Sid

ew

alk A

llo

wa

nce

in

cu

t

+2%

Wid

th

Va

ria

ble

L

an

e

Wid

th

CU

T S

EC

TIO

N

PA

VE

ME

NT

O

VE

RL

AY

℄

1.

Mill p

ave

me

nt w

he

re

a

pp

lica

ble

.

2.

Min

im

um

re

sid

ua

l p

ave

me

nt 3

5 m

m th

ick.

3.

Min

im

um

o

ve

rla

y th

ickn

ess 4

0 m

m.

4.

If a

sp

ha

lt le

ve

llin

g co

urse

e

xce

ed

s 2

00

m

m, co

nsid

er m

illin

g e

xistin

g p

ave

me

nt a

nd

re

co

nstru

ctin

g w

ith

cru

sh

ed

b

ase

co

urse

.

5.

If th

e in

te

rse

ctio

n o

f p

ave

me

nts ca

use

w

ate

r e

ntra

pm

en

t, re

mo

ve

e

no

ug

h e

xistin

g

pa

ve

me

nt to

p

ro

vid

e d

ra

in

ag

e.

6.

Re

fe

r to

T

AC

G

eo

me

tric D

esig

n G

uid

e fo

r sh

are

d b

ike

wa

y la

ne

w

id

th

s.

7.

Min

im

um

sid

ew

alk w

id

th

is 1

.8

m

. R

efe

r to

T

AC

G

eo

me

tric D

esig

n G

uid

e fo

r

situ

atio

ns th

at re

qu

ire

g

re

ate

r sid

ew

alk w

id

th

s.

IN

SE

T

Asp

ha

lt L

eve

llin

g C

ou

rse

Se

e N

ote

4

No

te

6

No

te

7

No

te

6


MoTI Section TAC Section 4.13450


Figure 450.B Typical Urban Cut Section

N.T.S.

400 CROSS SECTIONS CHAPTER - gov.bc.ca · The following list is included as an example of the type of information typically needed to identify the ... RAU ≤ 450 DHV 5 3.6 2.0 70‐90

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