mta-dot236-2_WinifredNorth_plans.pdf

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PROJECT

NUMBER

SHEET

B.1

MT FLAP DOT 236(2)

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A

M a y

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PROJECT

B.2

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M a y

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PROJECT

B.3

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M a y

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P A

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W in if r e d

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PROJECT

B.4

:1

M a y

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PROJECT

B.5

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M a y

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PROJECT

B.6

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M a y

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PROJECT

B.7

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PROJECT

B.8

Travel lane Travel lane

[2] :4

Existing Slope

[1]

5% Crown ± 1% [1]5% Crown ± 1%

Existing ground

LC

li m it s

C o n s tr u c ti o n

(9-INCH AGGREGATE SURFACE)

TYPICAL SECTION NO. 1

9-inch compacted depth, placed in two lifts

Aggregate surface course (grading H), Existing Slope

1' min.

FOOTNOTE:

NOTE:

roadbed material to ensure room for new surfacing. See Sheet C.6.

maximum surfacing slope. For further restricted areas, remove existing

In areas of narrow existing roadbed width (less than 27 feet), use a 1:3[2]

See Sheet C.5 and the superelevations noted in Section D for guidance.

Re-establish superelevation on curves during roadway reconditioning. [1] disturbed during culvert installation.

3. Conserve topsoil and re-establish vegetation along all slopes

See Section D for existing right-of-way references.

2. Limit disturbances to within the existing right-of-way limits.

1. See Section D for quantities.

11' 11'

Existing roadbed

[2]

:4 1 li m it s

C o n s tr u c ti o n

Roadway reconditioning (type 1)

Finished grade

NO SCALE

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SHEET 1 of 3

TYPICAL SECTIONS

PROJECT

C.1

Existing Slope

5% Crown ± 1% [1]5% Crown ± 1%

Existing ground

LC

Existing Slope

NOTE:

Do not remove existing posts or terminal sections unless directed.

3. Protect and maintain existing guardrail in the same location.

See Section D for existing right-of-way references.

2. Limit disturbances to within the existing right-of-way limits.

1. See Section D for quantities.

between widths.

Adjust to match existing aggregate surface width. Taper at a rate of 25:1[5]

Adjust to match existing aggregate surface width between guardrail.[4]

See Sheet C.6.

Remove and dispose of accumulated material behind existing guardrail. [3] guardrail widening.

Ensure a maximum 1:10 slope extends out to the limit of existing[2]

See Sheet C.5 and the superelevations noted in Section D for guidance.

Re-establish superelevation on curves during roadway reconditioning.[1]

Travel lane Travel lane

[4]12' min. - 15' max. [4]12' min. - 15' max.

Finished grade

[3] where present (typ.)

to remain in place, Existing guardrail shoulder (typ.)

Edge of existing

Travel lane Travel lane

:41

Existing Slope

5% Crown ± 1% [1]5% Crown ± 1%

Existing ground li m it s

C o n s tr u c ti o n

-INCH AGGREGATE SURFACE)2

(2

TYPICAL SECTION NO. 2

-inch compacted depth2

Aggregate surface course (grading H), Existing Slope

18" min.

[5]12' min. - 15' max. [5]12' min. - 15' max.

Existing aggregate surface

:41 li m it s

C o n s tr u c ti o n

Roadway reconditioning (type 2)

Finished grade

Roadway reconditioning (type 3) li m it s

C o n s tr u c ti o n li m it s

C o n s tr u c ti o n

-inch compacted depth2

Aggregate surface course (grading H), Existing aggregate surface

-INCH AGGREGATE SURFACE WITH GUARDRAIL)2

(2

TYPICAL SECTION NO. 3

FOOTNOTE:

NO SCALE

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SHEET 2 of 3

TYPICAL SECTIONS

PROJECT

C.2

NO SCALE

FOOTNOTE:

NOTE:

11' allowed.

placement, pugmill mixing according to Section 311 will be

If Option is awarded concurrently with new aggregate aggregate. Typicals assume new aggregate is in-place.

2. Option for calcium chloride stabilization of new surface course

1. See Section D for quantities.

weight of new surface course aggregate.

Estimated calcium chloride quantities based on 1.85% by dry[3] for requirements.

Match new lane widths and foreslopes. See Sheets C.1 - C.2[2] the superelevations noted in Section D for guidance.

Match new superelevation on curves. See Sheet C.5 and[1]

Travel lane

Existing Slope

Existing Slope

[1]

5% Crown ± 1/2% [1]5% Crown ± 1/2%

11'

Existing ground

[2]

1:

4 [2]

1:4

Travel lane

4-inch depth calcium chloride, in-place aggregate, Stabilized aggregate surface course, (4-INCH AGGREGATE STABILIZATION WITH CALCIUM CHLORIDE)

TYPICAL SECTION NO. 4

Finished grade

LC

aggregate, 9-inch depth

In-place surface course

Travel lane

Existing Slope

Existing Slope

[1]

5% Crown ± 1/2% [1]5% Crown ± 1/2%

[2]12' min. - 15' max.

Existing ground

[2]

1:

4 [2]

1:4

Travel lane

-inch depth2 calcium chloride, in-place aggregate, Stabilized aggregate surface course, -INCH AGGREGATE STABILIZATION WITH CALCIUM CHLORIDE)2

(2

TYPICAL SECTION NO. 5

Finished grade

LC

-inch depth2 aggregate, 2

In-place surface course

[2]12' min. - 15' max.

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SHEET 3 of 3

TYPICAL SECTIONS

PROJECT

C.3MT FLAP DOT 236(2)

PROFILE

340' min. (9-inch surfacing change) -inch surfacing change)2

250' min. (6

-inch surfacing change)2

100' min. (2

Cattle Guard

New or Reset

PROFILE

150' min. - 300' max.

Finished grade line Existing road grade

Finished grade

[1] depth section new typical orgrade line

Existing roadImported surface aggregate

Imported surface aggregate

AT CATTLE GUARDS

TYPICAL CONNECTION TREATMENT

d e p th c h a n g e

B e g in /E n d s u r f a c in g

FOOTNOTE:

TYPICAL CONNECTION TREATMENT

Do not allow surface runoff to flow off turnout into existing slump.

existing riprap drainage slope in place, unless otherwise directed.

Re-establish positive drainage by directing surface runoff to

Recondition turnout during roadway reconditioning and as shown.[6] where noted.

Match superelevation of the adjacent road section, except[5]

See Sheets C.1 - C.2 for locations and depths.

Match aggregate depth of the adjacent typical section.[4] private, and farm field approaches, unless otherwise directed.

Match existing dimensions at connections to existing public,[3] disturb existing guardrail posts.

removal of existing gravel berm behind guardrail. Do not

Remove and reset existing W-beam rail sections to complete[2] dispose of existing gravel material where required.

to the depth required. Remove and from existing grade

Excavate existing gravel surfacing and taper finished grade[1] c o n s tr u c ti o n

E n d o f a p p r o a c h

Length (L)

TYPICAL CONNECTION TO EXISTING APPROACH ROAD

[4] Roadway aggregate, method 2

Variable

Edge of traveled way

C of approachL

C L

W

R

TYPICAL APPROACH ROAD CONNECTION LIMITS

[3

[3

R

L

' Extents of approach work

Length (L) = 30' typ.

6% max.

LC

grade line

Existing approach way

Edge of traveled

C L

OPTION W

M.P. 44.8 to M.P 45.0 RT

CONNECTION DETAIL

HISTORICAL MARKER TURNOUT

Extents of turnout work width Match existing

[4] aggregate

Imported surface to be used in place

Existing guardrail Do not disturb Existing historical marker

PLAN

[5]

1% min.

[6] Drainage flow

8" max.

4" min.

10% grade

Do not disturb Existing riprap slope

Do not disturb installation culvert Existing double

NO SCALE

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SHEET 1 of 3

TYPICAL DETAILS

PROJECT

C.4

NOTE:

ranges.

to help cross slope transitions stay within acceptable lengths shown for information only and are intended

Section D or as directed. Superelevation transition during roadway reconditioning to the rates noted in

1. Re-establish superelevation on existing curves

Superelevation = 4% min. - 8% max.

TYPICAL SUPERELEVATION TREATMENT

Existing Slope

Original ground

TYPICAL SUPERELEVATION TRANSITIONS

Edges of roadway

F u ll s u p e re le v a ti o n se ct io n

Nor m al

[1 tra ns iti on

Su pe re le va tio n

LC

TYPICAL ALIGNMENT SHIFT TREATMENT

Existing Slope

Existing Slope

LC

Original ground e le v a ti o n

F u ll s u p r-

[1 tra ns iti on

Su pe re le va tio n se ct io n

Nor al tr a n s it io n

R e v e r s e c u r v e runoff length

Next curve minimum runoff length

Previous curve minimum

Ex ist in g

Sl op e either into ditch or onto fill slope

Existing curve migration on inside of curve, for estimated shift distance during superelevation work, see Table

Shift center away from inside of curve

Existing Slope

FOOTNOTE:

transition rate of 25 feet per 1% of slope difference.

4% superelevation between curves. Provide a minimum between the superelevations noted or transition to hold

For two curves in the same direction, uniformly transition [4] crown in between curves, where length allows.

Provide full superelevation transition lengths and normal to normal crown is not possible between curves.

rate to check reverse curve transitions where transition back road section. Use minimum lengths for each superelevation

Minimum transition from full superelevation to level [2] superelevation.

Transition between required normal crown and full [1]

Superelevation = 4% min. - 8% max.

LC

ExistingNew

NO SCALE

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SHEET 2 of 3

TYPICAL DETAILS

PROJECT

PROJECT

C.5

Existing Slope

Original ground

LC

TYPICAL RESTRICTED WIDTH TREATMENT

Existing Slope

1' min.

NOTE:

Adjust lengths to match field conditions as approved.

(waste). See Section D for estimated quantities.

1. Locations estimated for material removal and disposal

6" - 8" (typ.)

Existing material removal, 1:3 1:3

Original ground

LC

TYPICAL GUARDRAIL AGGREGATE REMOVAL

Existing Slope

Existing gravel berm (typ.)

maintained (typ.)

Existing W-beam guardrail to be as needed during material removal (typ.)

Remove and reset, rail section, NO SCALE

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SHEET 3 of 3

TYPICAL DETAILS

PROJECT

C.6

Existing centerline

FOOTNOTE:

NOTE:

Original ground

1:

21:2

S U

B E

X C

A V

A T

IO

N

M

IL

E P

O S

T

SUBEXCAVATION PROFILE

Ex ist ing S lop e

Ex ist in g

Sl op section

Surfacing

12-inch compacted depth

Unclassified borrow, 12-inch compacted depth

Unclassified borrow, Subexcavation, 12-inch depth

[1]Surfacing section

[4]Varies

[1] Cross slope

[1]Cross slope

[4]Varies for approval prior to starting work.

2. Stake locations and lengths of subexcavation in field

1. See Sheet D.3 for estimated locations and quantities.

grade

Finished

FULL-WIDTH

SUBEXCAVATION

S u b e x c a v a ti o n in c h d e p th

[3] [3]

13.5 feet minimum to support new surfacing.[4] ditch bottom. 0.5% minimum slope.

Daylight to drain as approved. Do not excavate beyond existing[3]

Mirror details about centerline as appropriate.[2]

See Sheets C.1 - C.2 for new surfacing details.[1]

LC

Existing centerline

Original ground

Ex ist ing S lop e

Ex ist in g

Sl op e

12-inch compacted depth

Unclassified borrow, [1]Surfacing section [1] Cross slope

[1]Cross slope

[4]Varies

HALF-WIDTH

SUBEXCAVATION

S u b e x c a v a ti o n in c h d e p th

[3]

1:2

LC

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SUBEXCAVATION DETAILS

PROJECT

C.7 of the two points.

divide the computed distance by a mean combined factor on the ground, inverse the state plane coordinates and

1. To precisely check distances between points as measured

DATE OF FINAL ADJUSTMENT: July 2023

DATE OF FIELD WORK: July 2023

PROJECT: Winifred North

VERTICAL DATUM: Orthometric Elevations based on NAVD88 GEOID18

EPOCH DATE: 2010.0000

COORDINATE SYSTEM: Montana SPCS NAD83 2011

PROJECT UNITS: International Foot

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d g n

SURVEY CONTROL

PROJECT

D.1

See Sheets G.1 - G.3 for replacement cattle guard details.

[6] the CO.

Section C for details. Additional locations may be directed by

For material removal during roadway reconditioning. See [5] locations may be directed by the CO.

on culvert replacement and ditch stabilization areas. Additional

For re-establishing vegetation at disturbed areas. Locations based [4] or terminal sections.

aggregate placement. Do not disturb existing guardrail posts removal of the accumulated gravel behind the guardrail and new

Remove and reset existing W-beam rail sections to complete [3]

Includes 250 TON for the historical marker turnout surfacing.

[2]

3. 5 TON/approach at farm field approaches.

2. 25 TON/approach at public approaches.

1. 10 TON/approach at private approaches.

Approach quantities based on the following for Typical Section No. 2:

3. 20 TON/approach at farm field approaches.

2. 90 TON/approach at public approaches.

1. 30 TON/approach at private approaches.

Approach quantities based on the following for Typical Section No. 1:

Includes approach quantities. See Section C for typical details.

[1]

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SHEET 1 of 2

PLAN QUANTITIES

TABULATION OF

PROJECT

D.2 work. See Sheet C.7 for details.

are to be determined in the field during Section 301 and 303 observations and subsurface investigation. Final locations

The locations of subexcavation are estimated based on field [1]

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SHEET 2 of 2

PLAN QUANTITIES

TABULATION OF

PROJECT

D.3

BH

BH

BH

.0

.0

.5

N

Superelevation = 6%

Superelevation = 8%

END PROJECT

M.P. 45.76

Private Appr. RT

M.P. 45.77

Farm Field Appr. LT

M.P. 45.82

Public Appr. LT

M.P. 45.92

Farm Field Appr. RT

M.P. 46.43

Farm Field Appr. RT

M.P. 46.43

Farm Field Appr. LT

END OPTIONS W & Z

M.P. 46.69

47°44'14" N

109°37'34" W M.P. 46.52 - 46.69

Remove and Reset, Rail Sections RT

M.P. 46.60 - 46.69

Remove and Reset, Rail Sections LT :3

M a y

M

T S e c o n d a r y

H ig h w a y la n

P la n

S h e e t o f

R

P A

H

L N

\S h a r e d \h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d N o r th

\D G

N \P la n a n d P r o f il e \m t-a d o t2

P la n P la n .d g n

SHEET 9 of 9

PLAN - PLAN

MT SECONDARY HIGHWAY 236

PROJECT

D.12

W etland or Stream

W e tla n d o r S tre a m

Install fiber rolls [1]

Install fiber rolls [1]

F il l o r D it c h C a tc h ty p

F il l o r D it c h C a tc h ty p

FIBER ROLL PLACEMENT

TYPICAL

NOTE:

field.

approximate. Final locations are to be determined in the

1. The location of soil erosion control devices shown are

FOOTNOTE:

Culvert

Sheet E.2 for details.

Use to stabilize ditches during construction. See[3]

See Sheet E.3 for details.

Place fiber rolls along slopes adjacent to wetlands or streams.[2] wetlands or streams. See Sheet E.3 for details.

Ensure rolls extend across any ditches intersecting with

Place fiber rolls around culverts at wetlands or streams.[1]

W e tl a n d o r S tr e a m

Install fiber rolls [2]

Install fiber rolls [2]

NO SCALE

:5 p r il

U n ti tl

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\S h a r e d

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W in if r e d

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N \E r o s io n C o n tr o l\ m t-a d o t2 e a .d g n

EROSION CONTROL PLAN

PROJECT

E.1

EROSION CONTROL PRODUCT

CHECK DAM WITH ROLLED

m in

"6 m in

"6

3.

2.

1.

PROFILE VIEW

V-DITCH

CROSS SECTION

FLAT-BOTTOM DITCH

CROSS SECTION

(G)

GRADE

DITCH

≥10%

8% and 9%

7%

Rolled erosion control product

1:

(t yp

Rolled erosion control product Rolled erosion control product

NOTE:

Adjust check dam spacing based on site-specific conditions.

Install check dams in ditches perpendicular to the flowline.

to installation.

Repair all rills or gullies and properly compact prior

Filter rock

Filter rock

Ponded water

(See Note 3)

CHECK DAM SPACING

FILTER ROCK

Filter rock

SPACING (S)

MAX. CHECK DAM

ROLLED EROSION CONTROL PRODUCT

FILTER ROCK CHECK DAM WITH

(FT)

Check Dam spacing (S)

Ditch Grad e (G)

WFLHD DETAIL

DETAIL APPROVED FOR USE 7/2016

157-16W

REVISED:

:4 p ri l

D e t W

-1 rp a -h ln -0

\s h a re d \h ig h w a y s \F

H W

A \2 m t-a -d o t2

W in if re d N o rt h \D

G N

\E ro s io n C o n tr o l\ m t-a -d o t-e d .d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

PROJECT

E.2 length requirements culverts table for

See Fiber rolls at around culvert outlet

Install fiber rolls end section with flared

Culvert outlet uphill side of fiber roll

Place excavated material on

Fill slope on uphill side of fiber roll

Place excavated material Wood stakes

Fiber roll

Slope

Fill or cut slope uphill side of fiber roll

Place excavated material on

Fiber roll roll 2" min.

Trench fiber

Stagger joints (typ.)

along contours

Install fiber rolls flared end section

Culvert inlet with table for length requirements

See Fiber rolls at culverts around culvert inlet

Install fiber rolls

See note 6 control runoff culvert as needed to

Install fiber rolls below

Fiber roll

A A

151V:2H and steeper

30Between 1V:3H and 1V:2H

45Between 1V:4H and 1V:3H

601V:4H or flatter spacing (ft)

Fiber Roll Maximum �9" Slope Gradient

FIBER ROLL SPACING TABLE*

site-specific conditions.

*Approximate spacing shown. Adjust spacing as needed due to specific conditions.

Adjust length as needed due to site-across the top of the culvert inlet only.

*Approximate length shown for rolls

3054" or larger

2030" to 48"

1024" or smaller

Fiber Roll length (ft)�9" Culvert Size

FIBER ROLL AT CULVERTS*

NO SCALE

AT CULVERT OUTLET

FIBER ROLL

AT CULVERT INLET

FIBER ROLL

FIBER ROLL JOINT DETAIL

FIBER ROLL LAPPING DETAIL

FIBER ROLL SLOPE LAYOUT

INSTALLATION DETAIL

FIBER ROLL AS PERIMETER CONTROL STAKE DETAIL

SECTION A-A

Flow m in .Trench 2" min.

L im it C le a ri n g

S ta k e

S lo p

Flow irection of ru n off

Pay lim its

Pay lim its ove rlap12" mi n.

m in

Flow

Trench 2" min.

Flow

Flow

See fiber roll spacing table Flow

Se e n ote

Se e n ote culvert is crossing the disturbance.

on both the road and around the culvert and all water entering the

6. Place fiber rolls all the way around the inlet when the disturbance is water is forced to flow through fiber roll rather than under it.

Tamp soil backfill against upstream side of fiber roll to ensure storm Place fiber rolls in continuous contact with trench bottom and sides.

5. For fiber rolls on bare soil, construct trenches parallel to the contour.

stakes 2 inches above top of fiber roll.

4. Drive stakes into undisturbed soil at least 12 inches deep. Expose max. at culverts. Stake fiber rolls 6 inches from each end.

stakes. Space stakes 4-foot o.c. max. on slopes and 2-foot o.c.

3. Stake fiber rolls in place with 1-inch x 1-inch or 1-inch Ø wood level.

fiber roll, do not allow the fiber roll to vary more than 5% from

2. Install fiber rolls along slope contours. For any 20-foot section of

1. Repair all rills and gullies and properly compact before installation.

NOTE:

:4 a y

D e t

C

-5

R

P A

-H L

N -0

\S h a re d

\h ig h w a y s \F

H W

A \2 m t-a -d o t2

W in if re d N o rt h \D

G N

\E ro s io n C o n tr o l\ m t-a

-d o t-e c .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USEFIBER ROLL

C157-55

FP-24, FP-14

DRAFT: 06/2024

CFLHD DETAIL

PROJECT

E.3

:3

A p r il

F

R

P A

H

L N

\S h a r e d \h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d N o r th

\D G

N \D r a in a g e \m t-a d o t2 f a .d g n

PROJECT

F.1

N

Scale in feet

5 0 5 1510

-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70

3,305 3,305

3,310 3,310

° L

T

Existing stream flowlineExisting stream flowline

Existing road grade

Proposed road grade arch with end sections New 54-inch equivalent diameter

Proposed culvert invert to drain Recondition outlet channel

Recondition inlet channel to drain centerline Existing road centerline culvert New

HEADWALL: CLASS 2 RIPRAP

OUTLETPIPE INLET

BURIAL DEPTH: N/A BURIAL DEPTH: N/A

LENGTH: 58 FT

TYPE: CONCRETE PIPE ARCH SPAN: 65 IN RISE: 40 IN

PIPE SLOPE: 0.007 FT/FT FLOWLINE SLOPE: 0.015 FT/FT

INV N/E/EL: 1220750.47 / 1969938.04 / 3307.09 INV N/E/EL: 1220769.75 / 1969992.74 / 3306.66 HW : 3,308.83 FT

HW : 3,311.27 FT WALL THICKNESS: 5.5 IN

UPPER/LOWER BEVEL HEIGHT: N/A

BEVEL: N/A BEVEL: N/A

UPPER/LOWER BEVEL HEIGHT: N/A

HEADWALL: CLASS 2 RIPRAP

BANKFULL CHANNEL WIDTH: 15 FT

Q : 197 CFS 50

Q : 66.3 CFS

HYDRAULIC INFORMATION

FOOTNOTE:

See Sheet F.4.[1]

:2

:1 .5

[1]Placed riprap, method A, class 2 (riprap headwall) (typ.)

[1]class 2 (riprap headwall) (typ.)

Placed riprap, method A, CP

23103 23101

CP

23102

CP

See Sheet F.3

:1 .5

:2 r/ w r/ w

F e n c e

F e n c e culvert in place Existing 48-inchFlow

Flow

Q50

Q25

Q100

SHEET 1 of 2

CULVERT REPLACEMENT DETAIL

M.P. 31.64

:4

M a y

M

P

.6

P la n

M P

.6

C u lv e rt -1

S h e t]

R

P A

-H L

N -0

\S h a re d

\h ig h w a y s \F

H W

A \2 m t-a -d o t2

W in if re d N o rt h \D

G N

\D ra in a g e

\m t-a -d o t2 g c .d g n

PROJECT

F.2

Scale in feet

5 0 5 1510

-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70

3,305 3,305

3,310 3,310

° L

T

Existing stream flowline

Existing stream flowline

Existing road grade

Proposed road grade with end sections diameter arch New 54-inch equivalent

Proposed culvert invert to drain Recondition outlet channel

Recondition inlet channel to drain centerline Existing road centerline culvert New

HEADWALL: CLASS 2 RIPRAP

OUTLETPIPE INLET

BURIAL DEPTH: N/A BURIAL DEPTH: N/A

LENGTH: 58 FT

TYPE: CONCRETE PIPE ARCH SPAN: 65 IN RISE: 40 IN

PIPE SLOPE: 0.008 FT/FT FLOWLINE SLOPE: 0.015 FT/FT

INV N/E/EL: 1220762.76 / 1969937.90 / 3307.04 INV N/E/EL: 1220782.06 / 1969992.60 / 3306.59 HW : 3,308.83 FT

HW : 3,311.27 FT WALL THICKNESS: 5.5 IN

UPPER/LOWER BEVEL HEIGHT: N/A

BEVEL: N/A BEVEL: N/A

UPPER/LOWER BEVEL HEIGHT: N/A

HEADWALL: CLASS 2 RIPRAP

HYDRAULIC INFORMATION

Q : 197 CFS 50

Q : 66.3 CFS

BANKFULL CHANNEL WIDTH: 15 FT

:2

:2

[1]class 2 (riprap headwall) (typ.)

Placed riprap, method A, [1]Placed riprap, method A, class 2 (riprap headwall) (typ.)

23103

CP CP

23101

CP

23102FOOTNOTE:

See Sheet F.4.[1]

:1 .5

:1 .5

See Sheet F.2 r/ w

F e n c e

F e n c er/ w culvert in place Existing 48-inch

Flow

Flow

Q25

Q50

Q100

:4

M a y

M

P

.6

P la n

M P

.6

C u lv e rt -2

S h e t]

R

P A

-H L

N -0

\S h a re d

\h ig h w a y s \F

H W

A \2 m t-a -d o t2

W in if re d N o rt h \D

G N

\D ra in a g e

\m t-a -d o t2 g c .d g n

SHEET 2 of 2

CULVERT REPLACEMENT DETAIL

M.P. 31.64

PROJECT

F.3

1.

Slope to match roadway embankment.[1]

See Sheet F.1 for estimated quantities.

24" standard, 12" if headwall extends above subgrade.[2] for new pipe installations.

pipes or minimum pipe spacing as shown on Sheets F.5 - F.12

Existing spacing for headwall installations at existing [3]

SKEW ANGLE DIAGRAM

c e n te r li n e

R o a d w a y

Cu lv er t ce nt er lin e

BOP

EOP

A

A

ELEVATION - DOUBLE PIPE

S S

R

V a r ia b le

[3]X [4]W [4]W class 2 (riprap headwall)

Placed riprap, method A, ½ diameter, ½ span, or 24" minimum.[4]

A

A

ELEVATION - SINGLE PIPE

V a r ia

[4]W [4]W class 2 (riprap headwall)

Placed riprap, method A, S

R

W = Width

S = Span

R = Rise

D = Diameter

Abbreviations:

RIPRAP HEADWALL DETAILS

SECTION A-A

Pipe culvert

V a r ia type C (nonwoven) geotextile, class 1, Separation-stabilization

[1] class 2 (riprap headwall)

Placed riprap, method A, Pipe culvert

18" (min.)

(m in

(min.)

18"

(min.)

12"

(min.)

CUT

FILL

of roadway ditch

Flowline at end

Existing ground

Slope variable cut limits Existing to fit field condition

Flowline waterway ditch End of roadway shoulder

Subgrade toe of fill

Existing

Flowline original ground

Variable slope m in roadway ditch Existing flowline

1:

1:2

(energy dissipator) method A, class 2

Placed riprap,type C (nonwoven) geotextile, class 1, Separation-stabilization

PLAN

SECTION A-A

ELEVATION

ENERGY DISSIPATOR BETWEEN CUT AND FILL

NOTE:

1.

channel as approved.

Adjust dimensions for existing scour

See Sheet F.1 for estimated quantity.

2.

NO SCALE

Skew angle

10' (min.)

40"±24"±24"24"±40"±

20'

:5 a y

U n ti tl h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d

N o r th

\D G

N \D r a in a g e \m t-a d o t2 f b

.d g n

DETAILS

RIPRAP STABILIZATION

PROJECT

F.4 compaction shown on Standard 602-3.

5.

4.

3.

2.

1.

install the pipe culvert according to the limits of pipe

Where unyielding or unstable material is encountered, shall be the walls of the trench.

For pipe installation in a trench, the compaction limits and rigid pavements.

pipe to the top of the pavement for both flexible

Measure maximum fill height from the top of the to the top of the pavement for rigid pavements.

culvert to the subgrade for flexible pavements, and

Measure minimum cover from the top of the pipe of camber or increase the pipe culvert gradient.

the elevation of the inlet invert, reduce the amount elevation on the parabolic curve as designed exceeds

Develop camber on a parabolic curve. If the midpoint ordinate amount equal to 1% of the pipe length.

a chord through the inlet and outlet inverts an

When directed, camber pipe culverts upwards from

AASHTO Standard Specifications for Highway Bridges.

structural pipe designs meeting the criteria of may be increased on approval of site-specific

Maximum fill heights for pipe culvert installations

INCHES

SPAN

> 54"

12" TO 54"

6"

4"

OVER 96"

36"-96"

12"-36"

72"

72"

2H

MULTIPLE ARCH PIPE INSTALLATION

TRENCH INSTALLATION

CONCRETE PIPE ARCH CULVERT

BEDDING DEPTH

PIPE SIZE

MINIMUM SPACING

TRENCHDIAMETER

DEPTHPIPE SIZE (H)

CLASS IVCLASS III

Bedding (See table) before trench excavation embankment height

Finished subgrade or to springline backfill

Compacted

LEGEND:

(uncompacted).

Bedding material with Section 614 concrete backfill in accordance lean 6" compacted depth, or not exceeding placed in layers

Compacted backfill material exceeding 6" compacted depth.

not placed in layers

Embankment material

INCHES

RISE

INCHES

DIAMETER

EQUIVALENT

CLASS III

CLASS IV

INCHES

FILL HEIGHT

MINIMUM

INCHES

FILL HEIGHT

MAXIMUM

INCHES

T*

INCHES

X

INCHES

B

21 84

INCHES

C

INCHES

D

INCHES

E

INCHES

R

RISE:RUN

SLOPE

1:2

1:2

1:3

1:3

1:3

1:3

1:3

1:3

1:3

1:3

TRENCH INSTALLATION

DIMENSIONS

END SECTIONS FOR ARCH PIPE CULVERT

NO SCALE

* Wall "B" thickness

Slope holes

Tie bolt

120°

R

CONCRETE PIPE ARCH END SECTION

PLAN VIEW

LONGITUDINAL SECTION END VIEW

Galvanized eye bolt **

Galvanized bolt **

1" bolt for 60" to 84" equivalent diameter size.

" bolt for 18" to 54" equivalent diameter size.4

2" max. (typ.)

TIE BOLT DETAIL

1'-0" (min.)

H

(See table)

Minimum spacing

H

H H

H

C B

X

R is e T

T

T

D

T T

S p a n

E

Span

T

E TT

" min.)2

32" (adjust ± 1

NOTE:

:5 p r il

D e s ig n I n tl t r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d N o r th

\D G

N \D r a in a g e \m t-a d o t2 g d .d g n

CONCRETE PIPE ARCH DETAILS

PROJECT

F.5

COVER

MINIMUM

DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

COVER

MINIMUM

COVER

MINIMUM

COVER

MINIMUM

DIAMETER

VALENT

EQUI-

RADIUS

CORNER

MINIMUM

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET) MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET) MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

INCHES INCHES

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

INCHES INCHES INCHES INCHES

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

INCHES INCHES

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.060/160.075/140.105/120.135/100.060/160.075/140.105/120.135/10

INCHESINCHES INCHES INCHES

NO SCALE

NOTE:

of camber or increase the pipe culvert gradient.

elevation of the inlet invert, reduce the amount parabolic curve as designed exceeds the curve. If the midpoint elevation on the pipe length. Develop camber on a parabolic inverts an ordinate amount equal to 1% of the from a chord through the inlet and outlet

When directed, camber pipe culverts upward

4.

3.

2.

1.

culvert to the top of the pavement.

maximum fill height from the top of the pipe

For all roadway surface types, measure pipe culvert to the top of the pavement.

measure minimum cover from the top of the roadway subgrade. For rigid pavements, top of the pipe culvert to the bottom of the roadways, measure minimum cover from the

For flexible pavement and aggregate surface corrugation pipe.

Obtain approval before furnishing annular of helical lockseam and welded seam pipe.

corrugations are more restrictive than those

Fill heights for culvert pipe with annular lockseam and welded seam pipe only.

The fill heights in the table are for helical special analysis by the CO.

METAL ROUND PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

Fill heights exceeding 100 feet require

STEEL ALUMINUM

DIAMETER

SIZE

PIPE

SPAN x RISE

SIZE

PIPE ARCH

ALUMINUMSTEEL

DIAMETER

SIZE

PIPE

SPAN x RISE

SIZE

PIPE ARCH

" CORRUGATIONS2

" x 3

2 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE) METAL THICKNESS (INCH/GAGE)

" CORRUGATIONS2

" x 3

2 3" x 1" CORRUGATIONS

" CORRUGATIONS2

" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS " CORRUGATIONS2

" x 3

2 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

3.5

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

3.5

METAL PIPE CULVERT

602-1

8/2024

FLH STANDARD

:4 a y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d N o r th

\D G

N \D r a in a g e \m t-a d o t2 f d .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

F.6

Band Band

Band Band

Band BoltsBolts corrugation in pipe end with second annular around band meshes

Continuous corrugation heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Pipe Pipe

Pipe

Band

BandBand

Bolts Bolts

Angle Angle strap connector

Bolt, bar andof corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest

Wedge

W

W W W

NO SCALE

NOTE:

1.

used.

Bridges, Division II Section 26 may be

Standard specifications for Highway joint performance criteria of AASHTO fastening devices that comply with the

Other types of coupling bands or

SMOOTH SLEEVE BAND FLAT BAND

ANNULAR BAND HELICAL BAND

SEMI-CORRUGATED BAND

STANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW

END VIEWEND VIEW

Band Angle

Bar & Strap

Oval Lug

Integral Flange Wedge and Strap

END VIEW

SIDE VIEW

Stab type joint

Smoother sleeve with center stop.

COUPLING BANDS FOR METAL PIPE CULVERT

the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

Use annular corrugated bands with pipes having annular corrugations or with helical pipe dimension of the end corrugation in the pipe.

For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the corrugations on rerolled pipe ends.

Use helical corrugated bands with pipes having helically corrugated ends.

[4]

"2

" × 3

The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2 rerolled with 3" × 1" pipe corrugations.

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on

" corrugations. A 12 inch band is acceptable on pipe ends 2

" × 3 pipe ends rerolled with 2 diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

DIAMETER

ROUND PIPE

SPAN × RISE

PIPE ARCHCORRUGATION

CORRUGATED

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

SEMI-

BANDS

[4]

BANDS

BANDS

SIZE

underline

INCHESINCHESINCHES

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

10.5

10.5

10.5

10.5

10.5

10.5

10.5

MINIMUM BAND WIDTH (INCHES)

× 2

× 3

3 × 1

5 × 1

COUPLING BAND

METAL PIPE CULVERT

602-2

1/2024

:4 a y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d N o r th

\D G

N \D r a in a g e \m t-a d o t2 f e .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

F.7

Roadway embankment Roadway embankment

Natural ground

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

Finished subgrade Finished subgrade

Natural ground

Finished subgrade before trench excavation embankment height

Finished subgrade or

Original natural ground surface

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations depth table

See bedding excavation in trench

Half diameter or whichever is less section

Metal endMetal end section or 36" (max.) for embankment installations

> 54"

12" to 54"

6"

4"

18" (min.)

* Reduce to 18" for

UP to 48"

48" and UP

24" span or 36", 12" (min.), 24" (max.)

"/foot of cover,2

H

Width

H H

H H

H H

H H

H

H

H

H

HH

H

(see table)

Minimum spacing or Span

Diameter or Span

Diameter

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)

2H or 12' (max.)2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.)

minimum

1'-0"

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

1.

2.

3.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

LEGEND:

Bedding material (uncompacted)

Impermeable backfill material.

BEDDING DEPTH

MINIMUM SPACING

Toe plate Toe plate

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug

A

A

Embankment material placed in layers

Compacted backfill material placed in layers not backfill according to Section 614.

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

NO SCALE

NOTE:

not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

6" in uncompacted depth.

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

PIPE CULVERT BEDDING

METAL AND PLASTIC

602-3

FP-14

:4 a y

S td r p a h ln

\s h a r e d \h ig h w a y s \F

H W

A \2 m t-a d o t2

W in if r e d N o r th

\D G

N \D r a in a g e \m t-a d o t2 f f .d g n

OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

F.8

Slope

Toe plateToe plate

A (min) B (max) H (min) W (max)

SLOPE

Approx.

A (min) B (max) H (min) W (max)

SLOPE

Approx.

Toe plate extension

(min. width A+W)

Toe plate extension

Corner plate

(min. width A+W)

Toe plate extension

Corner plate

Reinforced edge

Expander lug End section steel or aluminum pipe

Smooth galvanized

Bolted or welded

Threaded rod

Rod holder connector

Flat strap Pipe culvert Pipe culvert

End section End section

Strap bolt

Pivot bolt

" bolts8 3spacing for

35" × 24" thru 66" × 51" pipe arch

For 30" thru 60" round pipe and

17" × 13" thru 28" × 20" pipe arch

For 12" thru 24" round pipe and

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.079

0.079

0.064

0.064

0.064

0.064

0.064

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.075

0.075

0.060

0.060

0.060

0.060

0.060

112 × 75

103 × 71

95 × 67

87 × 63

83 × 57

81 × 59

77 × 52

73 × 55

71 × 47

66 × 51

64 × 43

60 × 46

57 × 38

49 × 33

42 × 29

35 × 24

28 × 20

24 × 18

21 × 15

17 × 13

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.109

0.079

0.079

0.064

0.064

0.064

0.064

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.105

0.075

0.075

0.060

0.060

0.060

0.060

INCHES

SPAN × RISE

PIPE SIZE METAL THICKNESS

STEEL ALUMINUM

INCHES GAGE INCHES GAGE

INCHES

DIMENSIONS

L (±2")(INCHES)

DIAM.

VALENT

EQUI-

INCHES

DIAMETER

PIPE SIZE

STEEL

METAL THICKNESS

INCHES GAGE

ALUMINUM

INCHES GAGE

INCHES

DIMENSIONS

L (±2")

13" for 30" dia. and over.

culvert less than 30" dia.

7" for concrete pipe

" bolts8 3spacing for diameter

Span or

B

L

AWA

End Section

SpanR is e

Di am et er

H H in

12" (max.) hole lap after expansion

1" Minimum m in

12" (max.) hole edge

Reinforced

Pay Limit

Pipe Culvert

1.

2.

3.

4.

6.

7.

8.

ROUND OR PIPE ARCH CULVERT

PIPE ARCH CULVERTROUND PIPE CULVERT

DESIGN C

CONNECTION TO

METAL PIPE OR

OUTLET END OF

CONCRETE PIPE

SECTION A-APLAN

ELEVATION ELEVATION

riveted or welded connection

For all sizes of round pipe and pipe arch

END SECTIONS FOR ROUND PIPE CULVERT

END SECTIONS FOR PIPE ARCH CULVERT

A

A

DESIGN B

CONNECTION TO CONCRETE

PIPE INLET END

DESIGN A

CONNECTION TO ANNULAR

CORRUGATED METAL PIPE

Pipe coupling band shop bolted to

End section

Pipe culvert reinforcement bolted or riveted under the center panel seam.

Supplement the reinforced edges of end sections for

Variations in design and dimensions are permitted to allow for manufacturer's standards.

Fabricate the diameter of the end section of Design B to match the inside diameter of the concrete pipe culvert.

Design C may be used in lieu of design A for all metal pipe culvert sizes. Coupling bands may be any acceptable type for the pipe culvert specified.

Fabricate multiple piece bodies with lap seams tightly joined attached with bolts or rivets.

Fabricate connector section, corner plate and toe plate extensions from the same metal thickness as the panel body.

Use toe plate extension where shown on the plans.

Warp embankment slopes to match the slope of the flared end sections.

NOTE:

NO SCALE

60" and larger diameter pipe and 66" and larger at 6" centers (max.) or equivalent

" angle4

" × 2

" × 22 equivalent pipe arch provide 2

" bolts8 flared end section with

" rivets or bolts. Fabricate end section center panels 8 by

On end section center panels for 66" and larger from 0.138 inch steel or 0.135 inch aluminum.

for 60" and larger diameter pipe and equivalent pipe arch

" stiffener angles 4

" × 2

" × 22 equivalent pipe arch with 2

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OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USEMETAL END SECTIONS

602-4

PROJECT

F.9 o r m a l d it c h l in e

S u b g r a d e s h o u ld e r

Pipe culvert

E n d o f p ip e

FLOW

Flat b ottom di tch a t culv ert in let

FLOW

Tape r at 1

0:1 r atio

Taper a t 10:1 ratio

FLOW

2D or

FLOW

Taper at 10

:1 rat io

2D or

N o r m a l d it c h l in e subgrade elevation

Maximum 2D or

S u b g r a d e s h o u ld e r o r e n d s e c ti o n

E n d o f p ip e b e v e l

Flat b ottom ditc h at c ulvert inlet section

End

Original ground in mountainous terrain flat terrain. Taper at 5:1

Taper at 10:1 in rolling or 5:1 in mountainous terrain.

or flat terrain. Taper at

Taper at 10:1 in rolling

Normal ditch line

Pipe culvert

Original ground cut slope

Normal

Subgrade shoulder Normal ditch lineSubgrade shoulder

Pavement surface

Berm

Pavement surface

Subgrade

End section

Berm pipe as staked

Slope at ditch at end section

Flow line of pipe as staked

Slope at cut slope

Normal in lieu of 45° pipe elbow

30° pipe elbows may be required

At skewed pipe locations, 22.5° or

Standard 45° pipe elbow.

slope

1:3 max ditch line

Normal maximum slope

1:1.5

Cut Slope slope

1:3 max maximum slope

1:1.5

Cut Slope ditch line

Normal

Subgrade

30"

24"

18"

7'

6'

5'

(See table)

Ditch widening

B e rm

D

D B e rm

1'

1'

(min.)

4' d ip a t c e n te r

(Min.)

4' dimension of all pipe arch culverts.

D equals the diameter of all round pipe or the rise 1.

TYPE II

TYPE I

SECTION B-B

SECTION A-A

DITCH WIDENING

A

A

B

B

PLAN PLAN

NOTE:

NO SCALE

PIPE SIZE (D) WIDENING

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET

602-6

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OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

F.10

MULTIPLE ROUND PIPE INSTALLATION SUPPLEMENTAL CONCRETE PIPE TIE

PIPING PLUG

TRENCH INSTALLATIONEMBANKMENT INSTALLATION

CONCRETE ROUND PIPE CULVERT LEGEND:

Bedding material (uncompacted)

Embankment material placed in layers

Impermeable backfill material

FILL HEIGHT AND PIPE CLASS TABLE

BEDDING DEPTH

PIPE

SIZE

MINIMUM SPACING

EMBANKMENT TRENCHDIAMETER

DEPTHPIPE SIZE (H)

CLASS VCLASS IVCLASS IIICLASS II

TRENCH

CLASS VCLASS IVCLASS IIICLASS II

EMBANKMENT

Roadway embankment

Limits of pipe compaction

SECTION A-A

A

A

Compacted backfill material placed in layers lean concrete backfill according to Section 614

Bedding (See table)Bedding (See table)

Finished subgrade before trench excavation embankment height

Finished subgrade or to springline backfill

Compacted

Piping plug end treatment

Culvert

Embankment slope

High water elevation

Pipe culvert holes (typ.)

Concrete pipe tie when precast permitted

Tapered holes over pipe joint

Do not install fastener

O Ring if required

INCHES

DIAMETER

INCHES

COVER

MINIMUM

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE IN FEET

> 54"

12" TO 54"

6"

4"

OVER 96"

36"-96"

12"-36"

48"

0.5H

15"

72"

72"

2H

" min.2 12'-6 not exceeding 6" compacted depth.

not exceeding 6" compacted depth, or

" dia. hole for4

1" dia. Joint tie

H

Width

° 60°

H

H

H

H

(See table)

Minimum spacing

H

H H

2H2H

H H1

1'-0" (min.)

" max.2

2'-9 ty p ic a l m a x

1'-0"±

1'-3" min.

1'-5" max.

1.

2.

3.

4.

5.

6.

Construct a piping plug of impermeable backfill material at the pipe inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

When directed, camber pipe culverts upwards from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length.

Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

For flexible pavement and aggregate surface roadways, measure minimum cover from the top of the pipe culvert to the bottom of the roadway subgrade.

For rigid pavements, measure minimum cover from the top of the pipe culvert to the top of the pavement. For all roadway surface types, measure maximum fill height from the top of the pipe culvert to the top of the pavement.

Pipe compaction limits shown are for pipe installation in an embankment. For pipe installation in a trench, the compaction limits are the walls of the trench.

Where unyielding or unstable material is encountered, install the pipe culvert according to the limits of pipe compaction shown on

Maximum fill heights for pipe culvert installations may be increased on approval of site-specific structural pipe designs meeting the criteria of

AASHTO Standard Specifications for Highway Bridges.

Use Supplemental Concrete Pipe Tie when specified in the contract documents.

NOTE:

NO SCALE

Standard 602-3.

602-7

8/2024

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OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

INSTALLATION

CONCRETE PIPE CULVERT

PROJECT

F.11

BC

T D ia m e te r T

F

A

TWT

R

TWT

R

TDiameterT TDiameterT

TWT

TWT

BC

L

T D ia m e te r T

F

A

R

T

T

NO SCALE

NOTE:

3.

2.

1.

flared end section.

Warp embankment slopes to match the slope of the the inlet end section with a tongue end.

Fabricate the outlet end section with a groove end and allow for manufacturer's standards.

Variations in design and dimensions are permitted to

A

PLAN

ELEVATION

SECTION A-A

PLAN

ELEVATION

SECTION A-A

A B

B

PIPE SIZE

END SECTIONS FOR ROUND PIPE CULVERT

T A B C L W F R1 R2 R3inch DIAMETER inch

DIMENSIONS

"2

-- 2

FOR ROUND PIPE

CONCRETE END SECTION

602-8

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OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

F.12 timber (S4S)

See Detail A

A3 tie Bars

Lateral support

Rails drain pipe treated timber (S4S) flat washer w/nut and hex bolt

Timber sill bars to angle iron guard angles

See Detail C flat washer w/nut and hex bolt flat washer w/nut and hex bolt

See Detail F aluminum tubing to provide for crown cut vertical leg only leg only. Field saw centers in vertical

Base plate

See Detail E

(typ.) welded to

(See Detail)

End support

10d galvanized nails

See Detail DSee Detail B

(equal spacing)

A2 tie Bars

A4 BarsA1 Bars

A1 Bars wing guard only with wood

Timber sill-use

A5 Bars after fabrication weld. Galvanize each assembly angle with full penetration butt treated timber post (S4S)treated timber post (S4S) post (S4S) or approved alternate

(2 each/base plate) w/flat washer and nut sill (S4S)

Treated timber

Toenail with 16d galvanized nails

Bond pad to concrete (typ.)

elastomeric bearing cut weld

Saddle

I & II rail

ASCE 40 rail guard angles

Face of end support w/nut and flat washer steel rod threaded

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

Slope to drain

"4 110" x 5" x

" x 16" 4 33" radius hook -

72" treated

2" x 6" x

6" x 6" x 96"

" dia.2 1Weld

30" treated

2" x 6" x 84"

6" x 6" x 96"

2" x 8" x 96"

" dia. x 7"2

" dia. x 6"8

" dia. x 7"8

"4

6" x 6" x 96" treated timber

12" for

"8 12" OD x

"8 3L 3" x 3" x

" dia. holes at 48"±16 and 8" leg anchors. Weld to centers alternating 6" leg

" x 6" hex bolt8

"8 3L 3" x 3" x

"8 3L 3" x 3" x

6" min.

"8 37" x 8" x

" x 8" stud2

"8 1L 1" x 1" x

" anchors at 12"2 1Space

"8

L 3" x 3" x

" for type2 pad under W8 x 18.

guard as shown in the

Nominal width of cattle

(See Details)

Standard grid unit types

Pay Limits, cattle guard

3"

2"

" max.4

4" min.

2" 4" max.

3" min.

"16

3"

"4

6"

"8

"8

18"

9"9"

9"12

9"

4"

12" R

12"

18"

24"

3"

12"

12"

12"

12"

12"

"8

"8

"8

"8

3"

48"

6"

20"20"20"

6"6"

21"21"21"21"

6"

"8

"4

71 "4

"8

8'-0" grid

Grid Type B

6'-0" grid

Grid Type A ty p ty p at 24" increments

12" thru 42"

42"42"

12"

31"

36"

NOTE:

(4 required per cattle guard)

GUARD ANGLE DETAIL

TYPE I TYPE II

SECTION VIEW

DETAIL A DETAIL B

PLAN

DETAIL C DETAIL D

DETAIL E DETAIL F

ALUMINUM TUBING WING GUARD

END SUPPORT DETAIL

STANDARD GRID UNIT TYPES

ACCEPTABLE ALTERNATE RAIL

WOOD WING GUARD ANGLE IRON WING GUARD

guard angle corner. See Note 10

Object marker each timber braces (S4S)

A5 Bars

ASCE 40 CRANE RAIL

" x 74"4

L 2" x 2" x

W 8 x 18 beams

(10" centers)

" x 87"4

L 2" x 2" x bid schedule steel conforms to AASHTO ASTM A36 and is painted.

galvanize the alternate sections. All other structural steel does not contain a minimum of 0.2 percent copper, Grade B, Copper Steel or ASTM A 618, Grade 2. If the steel for alternate sections conforming to ASTM A 500, requirements for ASCE 40 crane rail. Provide structural

STRUCTURAL STEEL: Provide rails conforming to the finish.

shown. Give all concrete surfaces a Class 1 otherwise

Place one object marker at each corner of the cattle roadway grade and template.

Construct the cattle guard to conform with the finished

Galvanize all hardware according to AASHTO M 111.

AASHTO M 133.

timber with chromated copper arsenate according to

Provide timber conforming to AASHTO M 168. Treat tubing.

Use aluminum alloy 6061-T6 or 6063-T6 for aluminum

555.

beams at each intersection. Weld according to Section

Install channels and wood blocking on cattle guards the paint system during installation.

Standard 595B, Gray, 36231. Repair any damage to

Section 555 and color the top coat according to Federal

Requirements, shop apply paint system 2 according to

Unless otherwise shown in the Special Contract drain pipe with cattle guard unless otherwise shown.

Install drain pipe as shown where required. Include the elevation of the lateral support concrete.

(#4 Reinforcing Bars)

8"

6"

"4

" unless 4

CONCRETE: Chamfer exposed edges

" fillet shop welds. Weld rail 4

All welds are continuous or alternate sections on both sides to the W 8 x 18 bar unless otherwise shown. All bars are #4.

Provide 2" minimum concrete cover to the face of any details.

See Standard 619-3 for optional precast foundation on Standard 619-2.

wider than 16 feet to maintain grate spacing as shown

6'-0" posts with the reflector located 42" above guard as shown. Mount object markers on 4" x 4" x

LOADING: AASHTO HS20.

CATTLE GUARD

619-1

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OFFICE OF FEDERAL LANDS HIGHWAY

U.S. DEPARTMENT OF TRANSPORTATION, FHWA

SPECIFICATION

APPROVED FOR USE

PROJECT

G.1

DESCRIPTION

LENGTH

REMARKS

WOOD WING

GRID UNIT TYPE B

GRID UNIT TYPE A

No. 4

No. 5

No. 6

Post

None

None

None assembly anchor

Bottom assembly anchor

Top

NOMINAL CATTLE GUARD WIDTH

DESCRIPTION

PART

support

Middle supports diagonal

Outside

ANGLE IRON WING ALUMINUM TUBING WING

treated S4S treated S4S treated S4S treated S4S treated S4S galvanized steel bar galvanized steel bar galvanized steel bar galvanized steel bar galvanized steel bar treated S4S w/nut and flat washer galvanized hex bolt galvanized steel bar approved alternate treated S4S or hook in other end one end w/nut and steel rod…