G-Sheets.pdf

PDF 20 MB Posted Mar 15, 2016

Attached to: WY PRA YELL 10(19), Grand Loop Road, Norris to Golden Gate, Phase 2
Solicitation number: DTFH70-15-R-00015
Issued by: Department of Transportation Federal Highway Administration

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Q A_4-11-2016.pdf	PDF	Apr 11, 2016
A002_Norris.pdf	PDF	Apr 8, 2016
Q A_4-8-2016.pdf	PDF	Apr 8, 2016
A001.pdf	PDF	Apr 6, 2016
YELL_spreadsheet.xlsx	XLSX spreadsheet	Mar 23, 2016
K-Sheets.pdf	PDF	Mar 15, 2016
C-Sheets.pdf	PDF	Mar 15, 2016
Physical_Data_WY_PRA_YELL_10(19).pdf	PDF	Mar 15, 2016
T-Sheets_-_Final.pdf	PDF	Mar 15, 2016
D-Sheets.pdf	PDF	Mar 15, 2016
P-sheets.pdf	PDF	Mar 15, 2016
X-Sheets_-_Final.pdf	PDF	Mar 15, 2016
S-Sheets_-_Final.pdf	PDF	Mar 15, 2016
H-Sheets.pdf	PDF	Mar 15, 2016
O-sheets.pdf	PDF	Mar 15, 2016
Plan_Request_for_WY_PRA_YELL_10(19).pdf	PDF	Mar 15, 2016
F-Sheets.pdf	PDF	Mar 15, 2016
RFP_Norris_reduced.pdf	PDF	Mar 15, 2016
V-Sheets_-_Final.pdf	PDF	Mar 15, 2016
W-Sheets_-_Final.pdf	PDF	Mar 15, 2016
M-Sheets.pdf	PDF	Mar 15, 2016
E-Sheets.pdf	PDF	Mar 15, 2016
L-sheets.pdf	PDF	Mar 15, 2016
U-Sheets_-_Final.pdf	PDF	Mar 15, 2016
B_-_SHEETS_-_Final.pdf	PDF	Mar 15, 2016
N-sheets.pdf	PDF	Mar 15, 2016
I-Sheets.pdf	PDF	Mar 15, 2016
J-Sheets.pdf	PDF	Mar 15, 2016
NorrisToGoldenGatePhase2-Plans-70_with_Canyon_Rim_sites.pdf	PDF	Sep 29, 2015
PROJECT_DESCRIPTION.pdf	PDF	Sep 29, 2015
Preliminary_Letter.pdf	PDF	Sep 29, 2015

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10.4 x 16 20301 -0300

20301 -1200

20301 -1400

20301 -1900

20426 -1000

20701 -0300

25101 -0100

25101 -0300

25801 -0000

55210 -0000

60201 -0400

60201 -0800

60201 -0900

60201 -1000

60220 -3150

60220 -4200

60404 -1000

60501 -0000

62001 -0000

62002 -1000

62011 -0500

62011 -0600

62011 -0700

Station

M A

D M

A X

U M

C O

U C

R A L

C A V A

O N

O V A L

O F

B O

X C

O V A L

O F

D W

O V A L

O F

O V A L

O F

C U

C H

C A V A

O N

(A po lli na ri s ch an ne l)

A R A

O N

-S

O N

S S

A C

R A P, M

H O

D A

S S

A C

R A P, M

H O

D A

S S

R C

O N

C R

E R

W A

(P re ca st w in g w al l )

A S T

U C

R A L

C O

N C R

E( Pr ec as t co nc re te fo ot in g)

-I

N C

H P

C U

-I

N C

H P

C U

-I

N C

H P

C U

-I

N C

H P

C U

A S T

R C

N C R

E B O

X C

A S T

N C R

E B O

X C

T ( ar ch

C A

H B

A S

H T

N D

A R D

U N

D R A

N E

M A S O

N R Y(

H ea dw al l re pa ir

S S B

M A S O

N R Y, R O

C K F

A C E

N E

M A S O

N R Y

D W

C H

E C

N E

M A S O

N R Y

D W

C H

E C

N E

M A S O

N R Y

D W

C H

E C

S K

A N

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

1V :n

REMARKS

See below for numbered notes

FEET CUYD EACH EACH EACH EACH CUYD SQYD CUYD CUYD SQFT CUYD LNFT LNFT LNFT LNFT LNFT LNFT EACH LNFT CUYD SQYD EACH EACH EACH Lt Rt

309+00 2 45 15 5 59 2 CLAY [1] [4]

312+78 5 55 1 48 2 18 CLAY [1]

315+29 5 55 1 51 2 CLAY [1]

321+03 2 34 2 1 41 2 4 CLAY [2]

324+50 3 37 44 2 CLAY [1]

326+05 4 40 2 1 47 2 4 CMP [2] [7]

329+00 4 26 45 2 CMP [1]

331+70 1 CMP [1]

333+50 5 26 72 2 CMP [1]

334+06 2 1 CMP [2]

338+78 1 7 CMP [1]

341+17 1 1 CMP [1] [8]

342+00 10 94 15 5 86 1 1 CMP [1] [4]

344+06 11 44 1 1 15 5 71 1 1 7 CMP [2] [4] [7]

346+00 11 33 15 5 70 1 1 CMP [1] [4]

350+13 1 1 8 CMP [2] [7]

353+00 4 51 15 5 49 1 1 CMP [1] [4]

355+84 8 32 2 1 15 5 12 79 2 17 CMP [2] [4]

361+59 5 32 2 1 72 2 5 CMP [2]

366+50 1 16 40 2 CLAY [1]

371+13 2 1 5 [2]

372+50 4 17 59 2 CLAY [1]

378+25 1 22 41 2 CLAY [1]

384+50 7 73 2 1 67 2 9 CLAY [2]

387+50 9 45 15 5 70 2 CMP [1] [4]

394+00 5 38 15 5 50 2 CMP [1] [4]

397+51 4 45 2 1 54 2 16 CMP [2]

406+50 2 29 44 2 CMP [1]

410+90 1 53 1 1 15 5 49 2 5 CMP [2] [4] [7]

414+80 1 2 CMP [5] [6]

416+25 5 49 50 2 CMP [1]

417+63 1 1 10 CMP [2] [6]

420+50 5 52 50 2 CMP [1]

430+02 4 29 2 1 50 2 5 CMP [2]

432+50 1 32 39 2 CMP [1]

CUMULATIVE TOTAL 1104 0 22 1 19 0 135 45 12 0 0 0 1325 172 0 0 0 4 0 0 0 44 6 0

NOTE:

1. Steel pipe culvert minimum wall thickness is the thickness required by the Std. 602-1 fill height table. FOOTNOTE: Allowable Pipe Material

2. Aluminized steel pipe culvert minimum wall thickness is the thickness required by the [1] No existing headwalls [6] Culvert length to be field verified CAP Corrugated Aluminized Std. 602-1 fill height table. [2] Existing headwall at inlet and/or outlet [7] Existing inlet treatment unknown CMP Corrugated Metal

3. Aluminum pipe culvert minimum wall thickness is the thickness required by the [3] Riprap energy dissipator at inlet [8] Existing drop inlet Clay Vitrified Clay Std. 602-1 fill height table. [4] Riprap energy dissipator at outlet [9] Schedule B only CONC Concrete

4. Plastic pipe is not allowed when final installation is exposed. Furnish metal end sections for [5] Ditch length to be field verified [10] Cut bevel to match face of wall all plastic pipe including those specified with bevels. See Std. 602-5 for acceptable cell class. NPS PMIS No. 86308 & 2131522

5. See Std. 602-7 for acceptable concrete cell class. NPS Drwg. No. 101/130820

6. Project total is Schedule B total.

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

Note: The quantities shown hereon are approximate and are subject to field adjustments.

STATE PROJECT

G.1 c:

\m yf ile s\ pw

_p ro du ct io n\ d0

D ra in ag e_

S um m ar y_

.x ls x]

Sh ee t 1-

Fe b-

M C

S m it h

S te el e

D es ig ne d by

C he ck ed b y:

SHEET

NUMBER

PRA-YELL 10(19)WY

-0300

20301 -1200

20301 -1400

20301 -1900

20426 -1000

20701 -0300

25101 -0100

25101 -0300

25801 -0000

55210 -0000

60201 -0400

60201 -0800

60201 -0900

60201 -1000

60220 -3150

60220 -4200

60404 -1000

60501 -0000

62001 -0000

62002 -1000

62011 -0500

62011 -0600

62011 -0700

Station

M A

D M

A X

U M

C O

U C

R A L

C A V A

O N

O V A L

O F

B O

X C

O V A L

O F

D W

O V A L

O F

O V A L

O F

C U

C H

C A V A

O N

(A po lli na ri s ch an ne l)

A R A

O N

-S

S S

A C

R A P, M

H O

D A

S S

A C

R A P, M

H O

D A

S S

R C

O N

C R

E R

W A

(P re ca st w in g w al l )

A S T

U C

R A L

C O

N C R

E( Pr ec as t co nc in g)

-I

N C

H P

C U

-I

N C

H P

C U

-I

N C

H P

C U

-I

N C

H P

C U

A S T

N C R

E B O

X C

A S T

N C R

E B O

X C

T( ar ch

C A

H B

A S

H T

N D

A R D

U N

D R

N E

M A S O

N R Y(

H ea dw al l re pa ir

S S B

M A S O

N R Y, R O

C K F

A C E

N E

M A S O

N R Y

D W

C H

E C

N E

M A S O

N R Y

D W

C H

E C

N E

M A S O

N R Y

D W

C H

E C

S K

A N

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

1V :n

REMARKS

See below for numbered notes

FEET CUYD EACH EACH EACH EACH CUYD SQYD CUYD CUYD SQFT CUYD LNFT LNFT LNFT LNFT LNFT LNFT EACH LNFT CUYD SQYD EACH EACH EACH Lt Rt

PREVIOUS SHEET: 1104 22 1 19 135 45 12 1325 172 4 44 6

435+28 4 44 2 1 15 5 42 2 1 CMP [2] [4] [5]

435+20 - 438+50, RT 55 330 Standard Underdrain System 437+30 15 5 444+50 - 445+50, RT 33 150 Standard Underdrain System

444+16 1 19 1 1 37 2 13 CMP [2]

446+11 173 11 7 CONC Obsidian Cliff Culvert 450+20 2 1 4 [2] 451+37 15 5 452+18 2 1 3 [2] 455+15 2 1 2 [2]

456+00 25 35 1 1 CMP [1] [4]

457+00 6 1 457+60 6 1 [10] 460+14 2 1 [2] 460+17 15 5

461+00 1 CMP [10] [1]

461+00 to 465+62 40 12 457 465+36 6 1

465+62 5 26 2 1 15 5 33 1 3 CLAY [2] [4]

469+07 2 1 1 6 CMP [2] [6] [7]

469+07 to 473+00 73 390 469+25 6 1 471+70 6 1

473+00 3 1 15 5 35 1 CMP [1] [4]

474+01 2 1 [2] 475+10 6 1 476+90 15 5

478+25 6 34 15 5 55 2 CMP [1] [4]

479+55 2 1

487+00 1 7 41 2 CMP [1]

490+90 5 47 2 1 54 2 1 CMP [2] [6]

498+02 2 29 2 1 59 1 1 1 CONC [2]

511+75 1 1 171 110 48 508 8 56 57 CONC [9] Apollinaris Box Culvert 515+40 15 5 [9]

CUMULATIVE TOTAL 1538 1 45 1 31 171 416 96 245 508 8 0 2563 172 0 56 0 10 480 11 57 56 6 0

NOTE:

1. Steel pipe culvert minimum wall thickness is the thickness required by the Std. 602-1 fill height table. FOOTNOTE: Allowable Pipe Material

5. See Std. 602-7 for acceptable concrete cell class. NPS Drwg. No. 101/130820

6. Project total is Schedule B total.

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

Note: The quantities shown hereon are approximate and are subject to field adjustments.

STATE PROJECT

G.2 c:

\m yf ile s\ pw

_p ro du ct io n\ d0

D ra in ag e_

S um m ar y_

.x ls x]

Sh ee t ( 2)

1- Fe b-

A M

S m it h

S te el e

D es ig ne d by

C he ck ed b y:

SHEET

-0300

20301 -1200

20301 -1400

20301 -1900

20426 -1000

20701 -0300

25101 -0100

25101 -0300

25801 -0000

55210 -0000

60201 -0400

60201 -0800

60201 -0900

60201 -1000

60220 -3150

60220 -4200

60404 -1000

60501 -0000

62001 -0000

62002 -1000

62011 -0500

62011 -0600

62011 -0700

Station

M A

D M

A X

U M

C O

U C

R A L

C A V A

O N

O V A L

O F

B O

X C

O V A L

O F

D W

O V A L

O F

O V A L

O F

C U

C H

C A V A

O N

(A po lli na ri s ch an ne l)

A R A

O N

-S

S S

A C

R A P, M

H O

D A

S S

A C

R A P, M

H O

D A

S S

R C

O N

C R

E R

W A

(P re ca st w in g w al l )

A S T

U C

R A L

C O

N C R

E( Pr ec as t co nc in g)

-I

N C

H P

C U

-I

N C

H P

C U

-I

N C

H P

C U

-I

N C

H P

C U

A S T

N C R

E B O

X C

A S T

N C R

E B O

X C

T( ar ch

C A

H B

A S

H T

N D

A R D

U N

D R

N E

M A S O

N R Y(

H ea dw al l re pa ir

S S B

M A S O

N R Y, R O

C K F

A C E

N E

M A S O

N R Y

D W

C H

E C

N E

M A S O

N R Y

D W

C H

E C

N E

M A S O

N R Y

D W

C H

E C

S K

A N

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

1V :n

REMARKS

See below for numbered notes

FEET CUYD EACH EACH EACH EACH CUYD SQYD CUYD CUYD SQFT CUYD LNFT LNFT LNFT LNFT LNFT LNFT EACH LNFT CUYD SQYD EACH EACH EACH Lt Rt PREVIOUS SHEET: 1538 1 45 1 31 171 416 96 245 508 8 2563 172 56 10 480 11 57 56 6

518+75 - 519+90, RT 1 115 [9] Standard Underdrain System

520+02 5 41 2 1 51 2 2 CAP [2] [9]

523+25 to 524+90, R 165 [9] Standard Underdrain System

525+01 29 2 1 58 2 2 CONC [2] [9]

530+01 2 1 [2] [9]

531+00 17 43 2 CONC [9]

533+00 3 21 43 2 CONC [6] [9]

538+34 3 41 2 1 46 2 13 CMP [2] [9]

541+42 1 62 1 1 42 2 2 CMP [2] [9]

544+75 - 548+25 350 [9] Standard Underdrain System

545+00 53 15 5 49 2 CMP [1] [4] [6] [9]

546+50 6 38 2 1 15 5 50 2 5 CMP [2] [4] [9]

548+31 1 36 2 1 42 2 1 CMP [2] [9]

551+01 2 17 2 1 42 2 CONC [2] [5] [9]

552+50 2 26 43 2 CONC [6] [9]

553+51 2 27 2 1 45 2 3 CMP [2] [9]

Obsidian Cliff Parking Area 12

2000+73 94 1 1 CMP [1]

2001+17 109 1 CMP [1]

2002+37 81 1 1 CMP [1]

Mt Holmes Trailhead 10000+00 5 1 10001+20 5 1 Moose Exhibit Parking Area

4000+30 1 42 2 1 42 2 CMP [2] [9]

4001+65 86 15 1 CMP [1] [4] [6] [9]

4001+77 15 5 [4] [9] Glen Creek Box Culve 8004+36 220 151 8 36 57

PROJECT TOTAL 1989 1 64 1 41 171 471 113 477 659 16 86 3107 259 264 56 36 14 1110 11 114 68 10 12

NOTE:

1. Steel pipe culvert minimum wall thickness is the thickness required by the Std. 602-1 fill height table. FOOTNOTE: Allowable Pipe Material

5. See Std. 602-7 for acceptable concrete cell class. NPS Drwg. No. 101/130820

6. Project total is Schedule B total.

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

Note: The quantities shown hereon are approximate and are subject to field adjustments.

STATE PROJECT

G.3 c:

\m yf ile s\ pw

_p ro du ct io n\ d0

D ra in ag e_

S um m ar y_

.x ls x]

Sh ee t ( 3)

1- Fe b-

A M

S m it h

S te el e

D es ig ne d by

C he ck ed b y:

SHEET

DRAINAGE QUANTITIES

TABULATION OF

G.4

STATE PROJECT

SHEET

PRA YELL 10(19)

F e b r u a r y

S S u r ft

D c m y fi le s p w p r o d u c ti o n d y e ll u c .d g n

S J a c k s o n

S m it h

C h e c k e d b y

D e s ig n e d b y

FOOTNOTE:

1 See Sheet G.11 for design criteria.

NPS Drwg. No. 101/130820

NPS PMIS Nos. 86308 & 2131522

HEADWALL REPAIR

OBSIDIAN CLIFF CULVERT

ISOLATION OPTION

CULVERT HEADWALL REPAIR

OBSIDIAN CREEK

Headwall repair workHeadwall repair work

N approved by the CO

Dewater inlet to a location

Box Culvert

Flowline of

V a r ie s on solid ground bottom stones

Dig out base to set

V a r ie s

Class 3

Method A, Placed riprap, Varies

SECTION A-A

See C_Sheets section, Typical road

2' Depth

Method A, Class 3

Placed riprap, V a r ie s

Plastic Lining48-inch culvert pipe

60 lnft Temporary barrier, 40 LF

Sandbag flow diversion barrier, 40 LF

Sandbag flow diversion diversion barrier

Sandbag flow

NOTE:

2-inch depth topsoil, Placed conserved

G.5

STATE PROJECT

J a n u a r y

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u d .d g n

S J a c k s o n

S m it h

C h e c k e d b y

D e s ig n e d b y

See Section 620.

to be emulated during the construction of stone masonry headwalls.

of the Grand Loop Road, that illustrates the stone masonry pattern constructed headwalls, along the Norris to Golden Gate segment set by the CO in the field. The CO will identify one, two, or three

Provide a variable rock face finish that emulates the stone pattern or as directed by the CO.

color and texture of conserved stones, the surrounding terrain, Produce additional stone as needed from rock material matching immediate area where the stones were conserved.

incorporate conserved stones at a headwall constructed in the of conserved stones are sufficient for reuse. Where applicable, Utilize stones conserved from existing headwalls where the size

Construct headwalls according to Section 620.

Obsidian Cliff Culvert is located at approximate Sta. 446+00.

See Sheet C.8

Special rock embankment

446+25 to 447+75, Rt

See Section 620.

during the construction of stone masonry headwalls.

pattern, that illustrates the stone masonry pattern to be emulated set by the CO in the field. Match existing Obsidian Cliff masonry

Provide a variable rock face finish that emulates the stone pattern or as directed by the CO.

color and texture of conserved stones, the surrounding terrain, Produce additional stone as needed from rock material matching immediate area where the stones were conserved.

incorporate conserved stones at a headwall constructed in the of conserved stones are sufficient for reuse. Where applicable, Utilize stones conserved from existing headwalls where the size

Construct/reapair headwalls, in place, according to Section 620.

Obsidian Cliff Culvert is located at approximate Sta. 446+00.

stone masonry

Remove and reset

NPS Drwg. No. 101/130820

NPS PMIS Nos. 86308 & 2131522

INLET OUTLET

and topsoil. Plantings by others

Placed riprap, Method A, Class 3, and topsoil. Plantings by others

Placed riprap, Method A, Class 3, (headwall repair)

Stone masonry

(headwall repair)

Stone masonry

(headwall repair)

Stone masonry

(headwall repair)

Stone masonry

73307330

Scale in feet

0 1010 20 30

F lo w

HW = 4.7 FT

Q = 290 CFS

Q = 90 CFS

OHW = 2 FT

Hydraulic Information

G.6

STATE PROJECT

y e ll u e .d g n

S S u r ft

J a c k s o n h e c k e d b y

S m it e s ig n e d b y reinforced concrete box culvert

10' span, 8' rise precast

Removal of box culvert

Existing road bottom edge

New stream channel

Existing grade contour bank top

New stream

° ty p.

'-0

5' -0

New road

Construction limit

20'

Construction limit

'-0

Sta. 512+08.7

PLAN

BOX CULVERT & STREAM WORK

APOLLINARIS

'-0

5' -0

Toe of slope

2 5 wetland sod cover with conserved

Fill stream channel, New precast wingwalls obsidian creek channel

Existing stream

NOTE:

See F_Sheets for potential discharge areas.1.

Placed riprap, Method A, class 3 class 3

Method A, Placed riprap, E= 2456230.89 N= 1910777.98

E= 2456176.86 N= 1910792.72

E= 2456116.24 N= 1910810.28

E= 2456105.56 N= 1910844.19

E= 2456125.30 N= 1910884.38

See Profile Sheet G.6

New stream channel

Sandbag flow diversion

(t yp

FOOTNOTE:

IE 7323.0'

IE 7324.8'

Sta. 513+33.8

Sta. 513+26.8

4-sided with seal concrete

Construct coffer dam, See Sheet G.7 for details.

flow diversion channel, 10' x 56'.

Construct plastic-lined temporary

R=25'

LEGEND

Conserve and/or place wetland sod

Sandbag flow diversion

Flow

90 lnft each, slope 2% culvert pipe (2 total), SEC Temporary 48-inch installation.

Final location of cofferdam to be approved by CO prior to 1

Included in mainline embankment quantities.

2.See Sheet G.7 for Section AA.

Sandbag flow diversion

Mitigation, log weir

NOTE:

See Sheet G.12 for masonry facing detail.1.

70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180

NEW CULVERT & STREAM CHANNEL PROFILE

SECTION A-A

G.7

STATE PROJECT

y e ll u f.

d g n

S S u r ft

J a c k s e c k e d b y

S m s ig n e d b y

0 Ft/Ft 0.23% streambed material

Backfill with conserved

Riprap apron

FOOTNOTE:

Existing grade

MITIGATION, LOG WEIR DETAIL

New road embankment

SECTIONS & DETAILS

BOX CULVERT & STREAM WORK

APOLLINARIS

Wingwall

22'-0" 22'-0"45'-0"

New stream channel bottom

Mitigation, log weir

41'-0"

16'-2"

Existing ground surface channel bottom edge

New stream

10' channel bottom

New stream

5'-0" equal to stream bottom

Log weir, set top elev

5'10'5'

10' x 8' precast concrete box culvert

Existing road embankment

New road

Precast wingwall

New 10' x 8' precast concrete box culvert (L=54') streambed material

Backfill with conserved m in

Precast wingwalls footing Precast concrete

Existing grade

CULVERT INLET/OUTLET ELEVATION

NEW CULVERT PLAN

New road LC

New 10' x 8' precast concrete box culvert (L=54')

Precast wingwalls

LCNew culvert

Precast footing

5'-0" m in

Existing grade

DIVERSION CHANNEL

PLASTIC-LINED TEMPORARY FLOW

channelTemporary

Channel

Temporary 10' with plastic channel liner Cover entire excavation conserved wetland sod Conserve or place

5'-0" conserved wetland sod Conserve or place

LEGEND

(precast wing wall) pay limits

Reinforced concrete retaining wall

Elev 7330.2

2'-0"

Elev 7320.5

Elev 7317.5

Elev 7326.0

2.9 flow and field conditions.

Vary width and alignment as directed by the CO to accomodate for wetland sod conservation and placement detail.

as shown on the plan and as directed by the CO. See Sheet F.2 Conserve existing wetland sod, place conserved wetland sod

NPS Drwg. No. 101/130820

NPS PMIS Nos. 86308 & 2131522

20'

26'-7

27'-4

12'-0"

135°

Sta. 512+08.7

Outlet

Inlet

Precast headwall

'-0

Skewed end section

SCALE IN FEET

0 55 10 15

PLAN & PROFILE

GLEN CREEK BOX CULVERT

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

50HW = 4.5 FT

Q = 186 CFS

Q = 56 CFS

OHW = 1.5 FT

Hydraulic Information

Fl ow

New culvert

Remove existing bridge

Elev 7266.5'

New road edge

Existing top of bank grade contour

Existing

'-0

New road

New road embankment

New road

Elev 7274.3'

Elev 7261.6'

Elev 7272.6'

Elev 7265.5'

0.026 Ft/Ft

Match existing stream bottom Match existing stream bottom material

Conserved streambed

Flowline to existing stream channel shape and locate for smooth transition

New stream channel CL, 25 L.F., 5'-0"

Existing ground surface

Existing stream bottom embankment grade

New road min. new stream channel depth 18" to create smooth transition to existing grade, place conserved streambed material

Construct bank area, excavate or

New stream channel bottom edge

Existing trail transition to existing stream channel shape and locate for smooth

New stream channel CL, 30 L.F., (L=36') arch culvertconcrete

New 12' x 11' precast

(L-36') concrete arch culvert

New 12' x 11' precast

New precast wingwall

New precast concrete footing

Sta. 8004+35.6 locate as needed diversion barrier, Sandbag flow locate as needed diversion barrier, Sandbag flow locate as needed diversion barrier, Sandbag flow locate as needed diversion barrier, Sandbag flow class 3 Method A, Placed riprap, class 3 Method A, Placed riprap, Geotextile, Class 1, Type C

Separation-Stabilization

Geotextile, Class 1, Type C

Separation-Stabilization

Placed riprap, Method A, class 3

G.8

STATE PROJECT

NUMBER

SHEET

J a n u a r y

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u g .d g

WY PRA YELL 10(19)

J a c k s

S m

C h e c k e d b y

D e s ig n e d b y

4-sided with seal concrete

Construct coffer dam, FOOTNOTE:

installation.

Final location of cofferdam to be approved by CO prior to 1

90 lnft, slope 2%

48-inch culvert pipe, SEC Temporary

Flow

Existing ground surface

Existing stream bottom

Construct bank area, see note 1

New stream channel bottom edge

New grade

Existing streambed material

NOTE:

2'-6"

New stream channel See Sheet G.12 for masonry facing detail.

Place conserved topsoil over constructed bank areas.

new stream channel depth 18-inches.

material to create smooth transition to existing grade, min.

Construct bank area, excavate or place conserved streambed

New stream channel

9'-0"

G.9

STATE PROJECT

y e ll u g b .d g n

S S u r ft

J a c k s e c k e d b y

S m s ig n e d b y

CULVERT INLET/OUTLET ELEVATION

with conserved streambed material

Backfill existing stream channel

TYPICAL BANK AREA CONSTRUCTION

Conserved topsoil, 6" min.

12'-0"

2'-6"

ELEVATIONS

GLEN CREEK BOX CULVERT

I n le t

2'-0"12'-0"

1.9

O u tl e t

Placed riprap, Class 3

Elev 7261.6' footing

Precast concrete

Precast concrete headwall

"2 118'-5 "2

117'-6

NEW CULVERT PLAN

& channel

Culvert

LCNew road

New culvert LC

(L=36') concrete arch culvert

New 12' x 11' precast

Precast footing

Precast wingwalls

Precast headwall

Inlet

Outlet

Sta. 8004+35.6

'-0

Geotextile, Class 1, Type C

Separation-Stabilization

Measured along wing wall

2'-0" 2'-0"2'-6"

LEGEND

Reinforced concrete retaining wall (precast wing wall) pay limits streambed material

Backfill with conserved

Elev 7272.6'

Elev 7274.3'

(L=36') concrete arch culvert

New 12' x 11' precast Elev 7268.0' wingwalls @ 50° skew

Precast concrete

SECTION A-A

TYPICAL CULVERT & STREAM CHANNEL PROFILE

CULVERT INLET/OUTLET ELEVATION

Flow

TYPICAL CULVERT PLAN

5'-0"

'-0

Per plan

5'-0"

1 V a r ie s

ELEVATION

TYPICAL OUTSIDE WINGWALL FACE

ELEVATION

TYPICAL INSIDE WINGWALL FACE

5'-0"

Varies

Not to scale

Varies

5'-0"

Varies

Per plan

Varies

Per plan

5'-0"

Per plan

Varies

Placed riprap, class 3

CL culvert & stream

Existing stream bottom

Existing stream bottom bank top Stream bank top Stream bank top Stream bank top Stream

Proposed road grade

Proposed road grade bank top Stream

Box culvert headwall Box culvert headwall headwall Box culvert headwall Box culvert footing Wingwall

Wingwall footing

Wingwall footing footing Headwall

Wingwall

Wingwall top

A outside face Wingwall

Wingwall inside faceWingwall inside face

Stream bank toe

Stream bank toe wall Box culvert

NOTE:

for transition to existing bank top and toe.

1. Place conserved streambed material over riprap as neededGrade break

Grade break

G.10

STATE PROJECT

y e ll u g c .d g n

S S u r ft

J a c k s e c k e d b y

S m s ig n e d b y

Geotextile, Class 1, Type C Separation-Stabilization

Geotextile, Class 1, Type C Separation-StabilizationGeotextile, Class 1, Type C

Separation-Stabilization class 3 Method A, Placed riprap, class 3 Method A, Placed riprap, class 3 Method A, Placed riprap, class 3 Method A, Placed riprap, Method A, class 3 Placed riprap, class 3 Method A, Placed riprap, class 3 Method A, Placed riprap, Scaled graphics for riprap qty calcs

DETAILS

BOX CULVERT RIPRAP

plate assembly

Welded connection

GENERAL NOTES:Varies rope

1¼" mastic box culvert

Inside of box culvert

Outside of along slope both sides (typ.)

21#2" x 21#2" Bevel

(per manufacturer) wire mesh (typ.)

6"x6"xW1/4"2 connection plates (typ.)

Embedded Weep holes (typ.)

CONNECTION PLATE DETAIL

WATERTIGHT BOX JOINT SECTION

WINGWALL DETAIL

Bearing capacity: 2 ton/sq. ft.

Unit weight: 125 lbs/cu. ft.

SOIL:

Provide 2-inch minimum concrete cover to the face of any bar.

ASTM A1064.

(ASTM, A615) grade 60, or welded wire reinforcing conforming to

Furnish reinforcing steel bars conforming to AASHTO M31, deformed

REINFORCING STEEL:

Chamfer all exposed edges 3/4-inch.

compressive strength f'c=5000 psi.

Furnish structural concrete, class A(AE) with minimum 28-day design

CONCRETE:

HL-93.

LIVE LOAD:

Soil: 125 lb per cubic foot.

Concrete: 150 lb per cubic foot.

DEAD LOAD:

AASHTO LRFD Bridge Design Specifications, latest edition.

Design stem walls, headwalls, wingwalls, and footings in accordance with

Design precast culverts in accordance with Section 602.

DESIGN:

Install tie rods or connector plates per manufacturer between precast sections.

See section 104.

grades shown in the plans and provide shop drawings for review by the CO.

Provide precast concrete culverts conforming to the dimensions, lines, and of Roads and Bridges on Federal Highway Projects, FP-14 (U.S. Customary).

Federal Highway Administration Standard Specifications for Construction

Detail is for general information only.

CONSTRUCTION:

Precast footing

O Ring if required

1 1/4" dia. hole for 1" dia. joint tie over pipe joint

Do not install fastener 1'-3" min.

1'-5" max.

m a x ty p ic a l

2'-9 1/2" max.

2' -6 1/2" min.

precast permitted when

Tapered holes

SUPPLEMENTAL CONCRETE PIPE TIEHeaded Stud

4¼" Non-shrink grout

4½"

15° foam gasket

Closed cell

½" gap

V a r ie s

" ref.8 ref.

" 8 top and sides

(outside joint) on mastic joint wrap

Grout and 9" wide

G.11

STATE PROJECT

NUMBER

SHEET

WY PRA YELL 10(19)

J a n u a r y

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u g d .d g

J a c k s

S m

C h e c k e d b y

D e s ig n e d b y

TYPICAL STRUCTURAL DETAILS

AND WINGWALLS

PRECAST BOX CULVERT

(typ.)

(typ

NOTE:

DOVETAIL ANCHOR DETAIL

DOVETAIL ANCHOR AND SLOT DETAILS

Face of concrete across joint

Anchor center to the depth shown

Rake square and tool

6" min.

1" "8

Foam core

DOVETAIL ANCHOR DOVETAIL SLOT

(See Notes 4 and 5) see detail

Masonry support plate, MASONRY SUPPORT PLATE AND DETAILS

SECTION A-A

APOLLINARIS CULVERT

GLENN CREEK CULVERT

(See Note 4)

"Ø Threaded anchor bolt4

(See Note 4)

(typ.)

" Plate8

R=30'-6" A

"8 712'-1

Plate and culvertLC

1'-8" 1'-8"

Face of concrete

Precast concrete box culvert end section

rock face finish

Class B masonry, at 2'-0" max O.C., see detail

Precast masonry dovetail slots see detail at 2'-0" max O.C., dovetail slots

Precast masonry

Mortar steel dovetail slot Hot dipped galvanized

G.12

STATE PROJECT

NUMBER

SHEET

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u h .d g n

WY PRA YELL 10(19)

J a n u a r y

J a c k s

S m

C h e c k e d b y

D e s ig n e d b y

DETAILS

BOX CULVERT MASONRY

See Section 620.

be emulated during the construction of stone masonry headwalls.

masonry wing walls, that illustrates the stone masonry pattern to set by the CO in the field. Match pattern of the existing stone

Provide a variable rock face finish that emulates the stone pattern or as directed by the CO.

color and texture of conserved stones, the surrounding terrain, Produce additional stone as needed from rock material matching immediate area where the stones were conserved.

incorporate conserved stones at a headwall constructed in the of conserved stones are sufficient for reuse. Where applicable, Utilize stones conserved from existing headwalls where the size between edge of precast concrete and anchor bolt.

drilling into precast concrete. Provide 3" minimum clear distance manufacturer's recommendations. Verify hole locations before

Epoxy anchor threaded bolts into precast concrete. Follow

-inch threaded anchor bolt. 4 3-inch hole in plate for 16

13Drill

Provide steel plates conforming to ASTM A588, weathering steel.

Provide hot-dipped galvanized steel anchors.

Provide type D/A 101 dovetail anchors, or an approved equal.

concrete by providing a temporary foam core.

spacing no greater than 2-feet. Prevent slots from filling with

Set dovetail slots vertically into the concrete wall at a horizontal

Furnish 22 gage hot dipped galvanized steel dovetail slots.

Provide type D/A 100 dovetail slots, or an approved equal.

(Typ.)

MASONRY ANCHOR LAYOUT

(Glenn Creek Culvert layout shown, Apollinaris Culvert layout similar)

12" max 6" min to

Class B masonry, rock face finish pay limits

LEGEND

Plate and culvertLC

1'-8"1'-8"

(typ.)

" 8 111'-5

"4 1R=32-3

NO SCALE

FOR PIPE CULVERT

STONE MASONRY HEADWALL

ROUND PIPE

(cuyd)

Stone(in)

(ft)

0.37

0.61

0.72

1.41

2.52

4.35

12"

15"

18"

24"

30"

36" 2'-0"

1'-8"

1'-4"

1'-0"

1'-0" 1'-2"

1'-4"

1'-6"

1'-10"

2'-2"

2'-6"

3'-0"

3'-3"

3'-6"

4'-4"

5'-2"

6'-0"

3'-8"

4'-4"

5'-0"

6'-4"

7'-8"

9'-0"

SIDE ELEVATION

Concrete footing

Vari able

B e lo w g r o u n d p o r ti o n o f h e a d w a ll

0.28

0.29

0.40

0.76

1.28

2.00

0.36

0.37

0.46

0.66

0.90

1.17

(cuyd)

Concrete

(cuyd)

Bed Course

SINGLE PIPE (INFORMATION ONLY)

estimated quantities.

See Tabulation of Drainage Quantities Sheets for locations and

Modify headwalls as directed by the CO where pipes are skewed.

the headwall is less than 24-inches below shoulder grade.

Install headwalls parallel to the roadway line and grade where

See Section 620.

to be emulated during the construction of stone masonry headwalls.

of the Grand Loop Road, that illustrates the stone masonry pattern constructed headwalls, along the Norris to Golden Gate segment set by the CO in the field. The CO will identify one, two, or three

Provide a variable rock face finish that emulates the stone pattern or as directed by the CO.

color and texture of conserved stones, the surrounding terrain, Produce additional stone as needed from rock material matching immediate area where the stones were conserved.

incorporate conserved stones at a headwall constructed in the of conserved stones are sufficient for reuse. Where applicable, Utilize stones conserved from existing headwalls where the size

Construct headwalls according to Section 620.

7.9348" 2'-0" 3'-0" 7'-0" 12'-0" 2.50 1.90

Single Pipe

ROUND PIPE

FRONT ELEVATION

G.13

STATE PROJECT

y e ll u i.

d g n

S S u r ft

S J a c k s o n

C h e c k e d b y

S m it h

D e s ig n e d b y

M in

D A

CMP/PLASTIC CULVERT ISOMETRIC VIEW

4-inch compacted depth

Bedding material, typ., pipe

Culvert pipe

Culvert

Culvert pi pe

Va ria bl e

SECTION A-A

SECTION B-B

FOOTNOTE:

see Sheet G.5 for details

Stone masonry headwall, Stone masonry headwall

10'

Depress flowline

Flowline

2' (typ.)

TYPICAL PLAN

CULVERT INLETS AND OUTLETS WITH HEADWALLS

ENERGY DISSIPATOR INSTALLATION AT

CULVERT INLETS & OUTLETS

ENERGY DISSIPATOR AT

G.14

STATE PROJECT

y e ll u j.

d g n

S S u r ft

S J a c k s o n

C h e c k e d b y

S m it h

D e s ig n e d b y

Class 1 or 2

Method A, Placed riprap, Class 1 or 2

Method A, Placed riprap, geotextile, class 1, type C

Separation-stabilization geotextile, class 1, type C

Separation-stabilization at various locations.

See Sheets G.1-2 for designated riprap classes to be installed of all pipe arch culverts.

D equals the diameter of all round pipe or the rise dimension

Dimensions not labeled are in feet.

FOOTNOTE:

Approximately 3 CUYD each.

than 1:2. Extend riprap from ditch bottom to subgrade shoulder.

Place riprap adjacent to headwall on all ditch side slopes steeper

Flat bottom ditch at culvert inle t

FLOW B

e r m slope

1:3 maximum4' (min.)

2D or

V a r ie s

FLOW

PLAN

Cut slope

Placed riprap, class 2

N 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

SECTION A-A

TYPE I

as staked

Slope at pipe cut slope

Normal

Original ground

Subgrade

Pipe culvertBerm subgrade elevation

Maximum 2D or

CUT SLOPES

INLET TREATMENT IN

NO SCALE

12"

10:1 in mountainous terrain or flat terrain. Taper at

Taper at 20:1 in rolling

Subgrade shoulder ditch line

Normal maximum slope

1:1.5

Stone masonry headwall

Pavement surface

G.15

STATE PROJECT

y e ll u k .d g n

S S u r ft

S J a c k s o n

C h e c k e d b y

S m it h

D e s ig n e d b y

See Sheet G.13 Stone masonry headwall, 12"

12"

1:4, typ.

Var ies ove r d istu rbe d a rea s top soi l an d m ulc h

Pla ce con ser ved

DITCH LINING DETAIL

G.16

STATE PROJECT

D A

T E

A T

S J a c k s o n

C h e c k e d b y

S m it h

D e s ig n e d b y

Varies class 1

Method A, Riprap ditch, LC

NOTE:

FOOTNOTE:

Profile grade

Top of subgrade see Sheet C.1 for details

Pavement structure, Ditch lining

12', typ.

Shoulder subgrade

NO SCALE

staking report data listing and cross-sections for Grand Loop Road.

Minimum 6-foot width where cut slopes are 1V:1H or steeper. See

Construct slopes according to the staking report data listing.

shoulder subgrade.

Includes areas where the ditch lining does not connect to the

DETAIL

DITCH LINING

Place topsoil and mulch according to Sections 624 and 625.

See table on Sheet G.4 for ditch lining limits and quantities.

Asphalt pavement surface

FOOTNOTE:

NO SCALE

applicable guardwall where

Stone masonry

PLAN

Log or stone curb

Turnout or Parking Area turnout or parking area

Finish grade of

Back edge of curb

PLAN

Paved Shoulder

Edge of pavement

Shoulder subgrade

Va rie s ground

Existing

Shoulder subgrade

Edge of pavement structure

Pavement wingwall where applicable

Curb, or Stone masonry

2' curb cut opening, min.

EDGES AND DITCH DROP-OFFS

AT CURB CUTS, PAVEMENT

ENERGY DISSIPATORS

See Section A for typical section

SECTION A

SECTION B

See Section B for typical section

RIPRAP CLASS 1 OR 2, AT CURB CUTS)

DETAIL A (ENERGY DISSIPATOR,

AT PAVEMENT EDGES AND DITCH DROP-OFFS)

RIPRAP CLASS 1 OR 2,

DETAIL B (ENERGY DISSIPATOR,

6' where applicable

Stone masonry guardwall wingwall where applicable

Curb, or Stone masonry

B and riprap sizes.

See Energy Dissipator Quantities table for approximate locations excavation to embankment transitions.

shown centered within the ditchline where ditch drop-offs occur at

Installation shown at shoulder subgrade. Install at the dimensions such as rock outcroppings.

Adjust dimensions as needed to match existing natural features, listings.

Construct slopes according to the applicable staking report data stone curb

Top of log or class 1 or 2

Method A, Placed riprap, class 1 or 2

Method A, Placed riprap, geotextile, class 2, type D

Separation-stabilization geotextile, class 2, type D

Separation-stabilization

G.17

STATE PROJECT

WY PRA YELL 10(19)

J a n u a r y

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u m .d g n

S J a c k s o n

S m it h

C h e c k e d b y

D e s ig n e d b y resource impacts.

the field by the CO to maximize erosion protection and minimize approximate. Final locations and orientations are to be adjusted in

Locations shown in the Summary of Drainage Quantity Sheets are class(es), and approximate locations.

See Summary of Drainage Quantity Sheets for quantities, riprap, 2.

FOOTNOTE:

UNDERDRAIN SYSTEM

STANDARD

Ditch center line

Profile grade

Ditch center line

Top of subgrade

Finished slope

V ar ie s

Varies

Va rie s

Outlet pipe

Hose clamp

Wire mesh

P r o p o s e d e d g e o f p a v e m e n t

SECTION VIEW

OUTLET CROSSING ROAD DETAIL

STANDARD UNDERDRAIN SYSTEM

1 2

PLAN VIEW

OUTLET DAYLIGHT TO DITCH DETAIL

STANDARD UNDERDRAIN SYSTEM

ELEVATION VIEW

UNDERDRAIN OUTLET DETAILS

diameter and use stainless steel clamps.

Use galvanized steel, welded wire cloth, mesh count 4, 0.0625 wire listings.

Construct slopes according to the applicable staking report data ditch ahead or back on line where applicable.

Outlet crossing road shown. Outlet to catch basins, or daylight to

SECTION VIEW

STANDARD UNDERDRAIN SYSTEM TRENCH DETAIL

Cap beginning and end of each collector pipe run.

Mirror details to drain in opposite direction.

Extend outlet pipe to daylight as directed by the CO.

system.

Collector and outlet pipes are subsidiary to standard underdrain according to Sections 605 and 708.

Provide and install outlet pipes, and standard underdrain collectors approximate equal intervals based upon existing field conditions.

a minimum positive drainage slope of 1%. Space outlets at

Provide at least one outlet for every 200-feet of underdrain with

See Sheets G.1-3 for approximate locations and quantities.

G.18

STATE PROJECT

PRA YELL 10(17)

J a n u a r y

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u n .d g n

S J a c k s o n

S m it h

C h e c k e d b y

D e s ig n e d b y

NO SCALE

Granular backfill

8-inch outlet pipe

18" overlap

12"

Embankment

(a pp ro x.)

12" 12" h cti d f o e nil r et n e c r o e p ol s f o e o

T rodent guard, see detail this sheet

8-inch outlet pipe with

Placed riprap, class 1 or 2

Placed riprap, class 1 or 2 system, see detail this sheet

Standard underdrain see detail this sheet

Rodent guard, RODENT GUARD

8-inch collector pipe

12" min.

12" m in.

Rodent Guard, see detail this sheet

Perforated collector pipe geotextile, Class 1, Type C

Separation-stabilization

PLAN VIEW

Slope varies Grade to drain

SECTION A-A

INLET DETAILS

D ir e c ti o n o f fl o w m in

30"

12" spacing (typ.)

#5 bars @

GRATE DETAIL

ADA COMPLIANT

ty p

GRATE SECTION

ADA COMPLIANT

GRATE SECTION

ADA COMPLIANT

of flow

Direction of flow

Direction

GRATE SECTION

VANE

GRATE SECTION

VANE

FOOTNOTE:

To be use for roadside application.

To be use at pedistrian facilities, turnouts and parking areas.

B B

SECTION B-B

SECTION C-C

INLET FRAME DETAILS

ADA COMPLIANT

Slope

INLET FRAME DETAILS

ROADSIDE VANE

GRATE DETAIL

ROADSIDE VANE

cement concrete

Portland

"8 31 "2

30"

" (typ.)2

33"

"4 31 "4

4" m in

Pipe culvert

30"

6" (typ.)

12" (min.)pavement grade

Finished of concrete inlet

Outside edge

29"2" (typ.)

33" handling holes

(4) 1" dia

" min.2 1joint mortar bed 1

Set frame in a full reference point

Station and offset

Pipe culvert are permitted to allow manufacturers standards.

For frames and grates, minor variations in design and dimensions

For pipes on skew, adapt inlets as directed by the CO.

Construct inlets parallel to the roadway centerline and grade.

Cut ends of skewed culverts flush with inside face of inlet wall.

Chamfer all exposed edges and corners 3-inches.

Provide concrete that conforms to the requirements of Section 601.

Construct inlet to fit adjacent pavement slopes.

pouring the floor or placement of concrete inlet.

Foundation will be inspected and approved by the CO prior to

compacted depth

Bedding material, 6"

FLH TYPE 1

CATCH BASIN,

G.19

STATE PROJECT

J a n u a r y

S I n t2

D c m y fi le s p w p r o d u c ti o n d y e ll u s .d g n

S J a c k s o n

S m it h

C h e c k e d b y

D e s ig n e d b y

CLASS C TRENCH CLASS B TRENCH

CLASS CS TRENCH CLASS CLSM TRENCH

NOTE:

FOOTNOTE:

NO SCALE

TYPICAL PIPE PLACEMENT

Db d t

CLASS D TRENCH

TYPICAL TRENCH DIMENSIONS

LEGEND:

D b d t = Width of trench

= Trench depth

= Diameter pipe barrel m in

Db m in bb m in m in m in m in b b b b

CULVERT DETAILS

VITRIFIED CLAY PIPE

with embankment, or other suitable material approved by the CO.

When installing vitrified clay pipe under embankments, form trench according to Subsection 602.05A(a).

the proposed trench until the proposed trench is approved by the CO factor between 1 and 1.5 according to ASTM C12. Do not construct

At each culvert, excavate and backfill a trench that provides a safety project according to the dimensions defined in the Legend.

Compute trench loads for each vitrified clay pipe installed on the

G.20

STATE PROJECT

J a n u a r y

S S u r ft m y fi le s p w p r o d u c ti o n d y e ll u o .d g n

S J a c k s o n

S m it h

C h e c k e d b y

D e s ig n e d b y occur, do not fill CLSM above top of pipe.

Class CLSM Trench where expansive soils exist. Where installations

Controlled low strength material (CLSM) 50-300 psi. Do not install

18" 18" top of bedding

Trench grade or

Bottom of pipe barrel at each bell/coupling, typ.

Provide bell/coupling hole

Flow direction bedding material

Suitable

18" 18" bedding material

Suitable

18" 18" bedding material

Suitable

18"18"

Finish grade (top of pavement)

Subgrade

18" 18"

Pipe bells or couplings

D material (see Note 1)

Initial backfill

D m in

CLSM

bedding material

Suitable

D m in material (see Note 1)

Initial backfill typical, both sides to OSHA standards, Slope trench walls material (see Note 1)

Initial backfill material (see Note 1)

Initial backfill

D m in

D m in .required to construct grade course material where

Provide suitable levelling material (see Note 1)

Initial backfill min. min.

min. min.

min.

min. min.

min. min. min.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

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

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

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.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

Measure minimum cover from the top of the pipe culvert to the subgrade for flexible pavements, and to the top of the pavement for rigid pavements. Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavement.

NPS Drwg. No. 101/130820

NPS PMIS Nos. 86308 & 2131522

602-1

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

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

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

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

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

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

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

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

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

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

STATE PROJECT

NUMBER

SHEET

G.21

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

PRA-YELL 10(19)WY

J a n u a r y

U m y fi le s p w p r o d u c ti o n d y e ll u r .d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Smoother sleeve with center stop.

Stab type joint

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

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

Rivet, spot weld, or

Angle

Wedge

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

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

[2] For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

COUPLING BANDS FOR METAL PIPE CULVERT [1]

[3] Use annular corrugated bands with pipes having annular corrugations or with helical pipe the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

BoltsBand

NPS Drwg. No. 101/130820

NPS PMIS Nos. 86308 & 2131522

602-2

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

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

10.5

INCHESINCHESINCHES

rerolled with 3" × 1" pipe corrugations.

COUPLING BAND

METAL PIPE CULVERT

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 1" × 3

2pipe ends rerolled with 2 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 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.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 corrugations on rerolled pipe ends.

diameter, required above 42" diameter

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

Second angle connection optional to 42"

STATE PROJECT

NUMBER

SHEET

G.22

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

PRA-YELL 10(19)WY

J a n u a r y

U m y fi le s p w p r o d u c ti o n d y e ll u t.

d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

underdrain [6]

[4] Use helical corrugated bands with pipes having helically corrugated ends.

[5]

[6]

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

" for 21" round culvert (24" × 18" pipe arch) or more2

18" ±

18"± 18" ± not exceeding 6" compacted depth.

Embankment material placed in layers

2'-0" ±

1'-0" ±

PIPE CULVERT BEDDING

METAL AND PLASTIC

602-3 minimum

1'-0"

(min.)

6" trench excavations

Reduce to 18" for *

24"

36" whichever is less

Half diameter or span

> 54"

12" to 54"

48" and UP

UP to 48"

2H or 12' (max.)

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

2H or 12' (max.)

2H or 12' (max.)1 or 36" (max.) for embankment installations

Or lean concrete backfill in accordance with Section 614.

Soil classification: A-1, A-2-4, A-2-5, or A-3

"2 1 Plastic Pipe: Maximum particle size: 1

Soil classification: A-1, A-2, or A-3

Metal Pipe: Maximum particle size = 3" exceeding 6" compacted depth meeting the following:

Compacted backfill material placed in layers not

STANDARD NO SCALE

U.S. CUSTOMARY STANDARD

NUMBER

SHEET

FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STATE

G.23

PROJECT

y e ll u p .d g n

S C u s to m a r y

Roadway embankment

ABOVE NATURAL GROUND

Roadway embankment

Natural ground

ON NATURAL GROUND

Roadway embankment

Natural ground

NATURAL GROUND

ABOVE AND BELOW

Bedding material (uncompacted)

TRENCH EXCAVATION IN EMBANKMENT

BELOW NATURAL GROUND OR

Roadway excavation

ON UNSTABLE MATERIAL

Natural ground

Roadway embankment

ON UNYIELDING MATERIAL

Roadway embankment

Natural ground

H * H *

PIPE BEDDING

BEDDING DEPTH

PIPE SIZE (H) DEPTH

NOTE:

MULTIPLE PIPE INSTALLATION

MINIMUM SPACING

SPACING

or Span

Diameter

Toe plate

ELEVATION

or Span

Diameter

Toe plate

SECTION A-A

be adjusted to tie into impervious material.

granular material is used for backfill. Width may material at the pipe culvert inlet where

Construct piping plug of impermeable backfill

PIPING PLUG

A Width

(see table)

Minimum spacing dimension of all pipe arch culverts.

H equals the diameter of all round pipe culverts or the rise amount of camber or increase the pipe culvert gradient.

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

When directed, camber pipe culverts upward from a chord

H H

H H or SPAN

DIAMETER

Natural ground

Finished subgrade

Metal end section section Metal end

Piping plug depth table

See bedding excavation in trench

18" (min.)

12" (min.), 24" (max.)

"/foot of cover,2

6" in uncompacted depth.

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

Remove unyielding material

Finished subgrade

Bedding

Finished subgrade

Bedding

Finished subgrade

Bedding treatment

Culvert end Bedding before trench excavation embankment height

Finished subgrade or

Original natural ground surface fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Finished subgrade

Pipe culvert

Embankment slope

High water elevation not exceeding 6" compacted depth.

1" dia. Joint tie

" dia. hole for4

> 54"

12" TO 54"

OVER 96"

36"-96"

12"-36"

72"

48"

0.5H

15"

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE IN FEET

CULVERT INSTALLATION

CONCRETE PIPE

602-7

INCHES

DIAMETER

INCHES

COVER

MINIMUM

1'-0"±

1'-0" (min.)

" min.2 12'-6 ty p ic a l m a x

1'-3" min.

1'-5" max.

" max.2 12'-9

Maximum particle size = 3" exceeding 6" compacted depth meeting the following:

Standard 602-3.

STANDARD NO SCALE

U.S. CUSTOMARY STANDARD

NUMBER

SHEET

FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STATE

G.24

PROJECT

y e ll u q .d g n

S C u s to m a r y

STANDARD APPROVED FOR USE 12/1993

DRAFT: 9/2005

REVISED: 4/1994 6/2005

Impermeable backfill material.

LEGEND:

Roadway embankment

Limits of pipe compaction

Finished subgrade height before trench excavation

Finished subgrade or embankment springline backfill to

Compacted

TRENCH INSTALLATIONEMBANKMENT INSTALLATION

(See table)

Minimum spacing

MULTIPLE ROUND PIPE INSTALLATION SUPPLEMENTAL CONCRETE PIPE TIE

O Ring if required

° 60° holes (typ.)

Concrete pipe tie

PIPING PLUG

adjusted to tie into impervious material.

material is used for backfill. Width may be material at the pipe inlet where granular

Construct a piping plug of impermeable backfill

NOTE:

PIPE SIZE (H) DEPTH

BEDDING DEPTH

MINIMUM SPACING

DIAMETER EMBANKMENT TRENCH

CONCRETE ROUND PIPE CULVERT

FILL HEIGHT AND PIPE CLASS TABLE

EMBANKMENT TRENCH

CLASS III CLASS IV CLASS VCLASS II

Bedding material…

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File details come from the government source that posted it. Updated Nov 14, 2017.