id-ef-nezpr2019-1-1_Plans.pdf

BRENT L COE Digitally signed by BRENT L COE Date: 2023.05.09 15:08:26 -07'00'

STATE PROJECT

SHEET

NUMBER

ID

ERFO FS NEZPR117

A.2 2019-1(1)

SHEET INDEX

A. GENERAL INFORMATION

A.l TITLE SHEET

A.2 SHEET INDEX

A.3 PLAN SYMBOLS AND ABBREVIATIONS

A.4 VICINITY MAPS

B. SUMMARY OF QUANTITIES

B.l SUMMARY OF QUANTITIES

C. TYPICAL SECTIONS

C.1-6 TYPICAL SECTIONS

D. PLAN-PROF ILE

D.l TABULATION OF PLAN AND PAVEMENT QUANTITIES

D.2 EARTHWORK SUMMARY

D.3 CONNECTION DETAILS

D.4-6 PLAN AND PROFILE

D.7-9 PLAN

D.10 SURVEY CONTROL

E. TURNOUTS AND PULLOUTS

E.l TURNOUT LAYOUT FSR 354 MP 13.6

F. EROSION CONTROL

F.l TABULATION OF EROSION CONTROL QUANTITIES

F.2-7 EROSION CONTROL PLAN

F.8-9 STANDARD DETAILS

G. RETAINING WALLS

G.l

G.2

G.3

TABULATION OF WALL QUANTITIES

REINFORCED SOIL SLOPE WITH WELDED WIRE FORM

FACE DETAILS

CULVERT THROUGH REINFORCED SOIL SLOPE DETAILS

H.l

H.2-6

H.7

C

� 1.1 §I

1.2

H. DRAINAGE

TABULATION OF DRAINAGE QUANTITIES

STANDARD DRAWINGS AND DETAILS

RISER INLET DETAIL

I. TEMPORARY TRAFFIC CONTROL

TABULATION OF TEMPORARY TRAFFIC CONTROL

QUANTITIES

ROAD CLOSURE DETAILS

SHEET INDEX

N

0 11

SCALE IN MILES

0 11

SCALE IN MILES

0 11

SCALE IN MILES

0 11

SCALE IN MILES

N

0 11

SCALE IN MILES

0 11

SCALE IN MILES

0 11

SCALE IN MILES

0 11

SCALE IN MILES

FSR 5503 MP 1.28

FSR 470 MP 2.52

FSR 470 MP 2.36

FSR 469 MP 2.8

FSR 469 MP 0.8 FSR 354 MP 13.6

S la te

Creek

Sla te Creek

Rd

NEZ PERCE

NATIONAL

FOREST

N F

D

R d

South Fork

Clearwater River

M e d ic in e

Cr ee k Rd

C ougar

C re e k

NEZ PERCE

NATIONAL

FOREST

LOWELL

Middle Fork Clearwater

R iv er

R iver

Selway

Selway

Rd

Swi ftw ate r

Cre ek

Fo rk

Middle

Clearwater River

NEZ PERCE

NATIONAL

FOREST

SYRINGA

E lk C ity

, ID

m ile s to

Syringa, ID

8 miles t o

M is s o u la

M T m il e s t o

Kooskia, ID

12 m iles to

Slate Creek, ID

11 miles to

Grangeville, ID

20 miles to

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

ERFO FS NEZPR117

A.4

:2

A

M p ri l

S h e e t

.4 c p w

-w o rk

\d \i d -e f1 a d .d g n

VICINITY MAPS

Sheet and Description

SECTION D SECTION F SECTION G SECTION H SECTION I

PLAN-PROFILE EROSION

CONTROL

RETAINING

WALLS DRAINAGE

TEMPORARY

TRAFFIC

CONTROL

ALLOWANCE Bid Schedule

A0010 15101-0000 MOBILIZATION LPSM ALL

A0030 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0050 15301-0010 CONTRACTOR QUALITY CONTROL AND ASSURANCE LPSM ALL

A0070 15401-0000 CONTRACTOR TESTING LPSM ALL

A0090 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0110 15703-1500 SOIL EROSION CONTROL, TEMPORARY SOIL TACKIFIER ACRE 1.1 0.1 1.2

A0130 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 1,670 80 1,750

A0150 15705-1400 SOIL EROSION CONTROL, FIBER ROLL (AT INLET AND OUTLET) LNFT 50 10 60

A0170 15706-0200 SOIL EROSION CONTROL, CHECK DAM (FIBER ROLL) EACH 32 8 40

A0190 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

A0210 20101-0000 CLEARING AND GRUBBING ACRE 1.1 0.1 1.2

A0230 20401-0000 ROADWAY EXCAVATION CUYD 1,995 205 2,200

A0250 20411-0000 SELECT BORROW TON 55 5 60

A0270 20802-0000 FOUNDATION FILL CUYD 120 10 130

A0290 25101-0100 PLACED RIPRAP, METHOD A, CLASS 1 (RISER INLET FOUNDATION) CUYD 4 1 5

A0310 25101-0200 PLACED RIPRAP, METHOD A, CLASS 2 (PROTECTIVE APRON) CUYD 12 1 13

A0330 25201-1000 SPECIAL ROCK EMBANKMENT, MECHANICALLY-PLACED CUYD 242 640 48 930

A0350 25205-1000 ROCK BUTTRESS, MECHANICALLY-PLACED CUYD 86 5 91

A0370 25701-0600 CONTRACTOR FURNISHED REINFORCED SOIL SLOPE DESIGN LPSM All ALL

A0390 26102-0000 REINFORCED SOIL SLOPE, WELDED WIRE FACE (WITH GABION ROCK) LPSM All ALL

A0410 26110-0000 SELECT GRANULAR BACKFILL CUYD 5,600 300 5,900

A0430 30202-2100 ROADWAY AGGREGATE, METHOD 2, SURFACE COURSE TON 678 42 720

A0450 60201-0800 24-INCH PIPE CULVERT LNFT 79 6 85

A0470 60201-1000 36-INCH PIPE CULVERT (RISER INLET) LNFT 12 2 14

A0490 60510-1100 12-INCH COLLECTOR PIPE (PERFORATED CONCRETE PIPE) LNFT 67 3 70

A0510 60510-1200 12-INCH OUTLET PIPE LNFT 6 2 8

A0530 60704-0000 CLEANING CULVERT IN PLACE EACH 1 1

A0550 60706-0000 CLEANING DRAINAGE STRUCTURE (RISER INLET) EACH 1 1

A0570 62201-0300 DUMP TRUCK, 12 CUBIC YARD MINIMUM CAPACITY HOUR 60

A0590 62201-0850 WHEEL LOADER, 1 CUBIC YARD MINIMUM RATED CAPACITY HOUR 60

A0610 62201-2050 ROLLER HOUR 60

A0630 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM BLADE HOUR 60

A0650 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC YARD MINIMUM CAPACITY WITH THUMB ATTACHMENT HOUR 60

A0670 62201-3750 CHAIN SAW HOUR 15

A0690 62301-0000 GENERAL LABOR HOUR 60

A0710 62402-0300 FURNISHING AND PLACING TOPSOIL, 4-INCH DEPTH ACRE 1.1 0.1 1.2

A0730 62501-0000 TURF ESTABLISHMENT ACRE 1.1 0.1 1.2

A0750 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 (6 FOOT MINIMUM) EACH 24 2 26

A0770 63502-1700 TEMPORARY TRAFFIC CONTROL, WARNING LIGHT TYPE C EACH 24 2 26

A0790 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN SQFT 120 130 250

MileStone: 100% Date Completed: In Progress Report Date: 04/27/23

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES

-A pr

-2

:3

A M

Remarks and/or Determination of Estimated

Quantity Pay Item Description Unit

Estimated Quantities c:

\p w -w or k\ d0 id

-e f1

_b a.

xl sm ]S he et

STATE PROJECT

B.1ERFO FS NEZPR117

2019-1(1)ID

NUMBER

NO SCALE

.2

D

Profile grade

LC

5'

D

S lo p e s ta k e l im it

.2

DD

S lo p e s ta k e l im it topsoil, 4" depth

Furnishing and placing

Furnishing and placing topsoil, 4" depth

Rounding Detail

See Fill Slope

Turf establishment limits

Rounding Detail

See Cut Slope

13' turnout layout, Sheet E.1.

See turnout detail below and

99+00.00 to 100+00.00, RT at FSR 354 - MP 13.6, Widening for turnout

TURNOUT DETAIL

Varies 0 to 8' surface course, 6" compacted depth

Roadway aggregate method 2, Turf establishment limits surface course, 6" compacted depth

Roadway aggregate method 2, SHEET 1 of 6

ROUNDING DETAIL

CUT SLOPE

ROUNDING DETAIL

FILL SLOPE

3% 3%

V a ri e s (1 :1 t o :1

1:3

Va rie s (1 :1 .5 to :3

C o n s tr u c ti o n l im it

TYPICAL SECTION NO. 1

FSR 469, MP 2.8

FSR 469, MP 0.8

FSR 354, MP 13.6

200+40.00 to 200+80.00 and 201+40.00 to 202+09.55

150+00.00 to 150+67.00 and 151+40.00 to 152+37.87

99+00.00 to 101+20.00 and 101+80.00 to 102+39.99

1:3

6.5'6.5'

Traveled way

C o n s tr u c ti o n l im it

C o n s tr u c ti o n l im it

C o n s tr u c ti o n l im it

Varies 1:1.5 to 1:2 tr a v e le d w a y

E d g e o f

3% 1:3

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

C.1

:0

P

A p r il

S h e e t

C .1 p w w o r k

\d

\i d e f c a .d g

TYPICAL SECTIONS

Finished grade

Turf establishment limits

Furnishing and placing topsoil, 4" depth

Sheet C.1

Rounding Detail, See Fill Slope

Sheet C.1

Rounding Detail, See Cut Slope

13' surface course, 6" compacted depth

Roadway aggregate method 2, SHEET 2 of 6

3% 3%

V a ri e s (1 :1 t o :1

1:3

Va rie s (1 :1 .5 to :3

C o n s tr u c ti o n l im it

TYPICAL SECTION NO. 2

FSR 5503, MP 1.28

FSR 470, MP 2.52

FSR 470, MP 2.36

No survey available - no stationing

No survey available - no stationing

No survey available - no stationing

1:3

6.5'6.5'

Traveled way

C o n s tr u c ti o n l im it

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

C.2

A p r il

S h e e t

.2 p w w o r k \d

\i d e f c a a .d g

13'

5' (min.)

Rounding Detail

See Cut Slope

Select borrow

2% mechanically-placed

Special rock embankment, H

SHEET 3 of 6

NOTE:

been evaluated at these sites.

1. Temporary shoring requirements have not

FOOTNOTE:

H varies from 2.6' to 14.4' at FSR 469 MP 2.8 site.

[1] H varies from 1.7' to 6.3' at FSR 469 MP 0.8 site.

3% 3%

V a ri e s (1 :1 t o :1

1:3 o n s tr ic ti o n l im it

TYPICAL SECTION NO. 3

FSR 469, MP 2.8

FSR 469, MP 0.8

200+80.00 to 201+40.00

150+67.00 to 151+40.00

1:3

6.5'6.5'

Traveled way

C o n s tr u c ti o n l im it surface course, 6" compacted depth

Roadway aggregate, method 2, Class 1, Type A (non-woven)

Separation geotextile, :1

1:

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

C.3

:4

A p r il

S h e e t

.3 p w w o r k \d

\i d e f c b .d g

13' m in

V a ri e s

See Sheet G.2 for details.

Reinforced Soil Slope.

Mechanically-Placed (Leveling Course)

Special Rock Embankment, Sheet C.1

Rounding Detail, See Cut Slope max. 1

Type A (non-woven)

Separation geotextile, Class 1, 2%

Furnishing and placing topsoil, 4" depth

LC

SHEET 4 of 6

NOTE:

3%

V a ri e s (1 :1 .5 t o :1 n s tr u c ti o n l im it

TYPICAL SECTION NO. 4

FSR 470, MP 2.52

FSR 470, MP 2.36

Estimated length = 120'

Survey not available - no stationing

1:3

6.5' 6.5' surface course, 6" compacted depth

Roadway aggregate, method 2, 1:3

C o n s tr u c ti o n l im it structure excavation

Limit of

3%

Traveled way been evaluated for these sites.

1. Temporary shoring requirements have not

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

C.4

A p r il

S h e e t

.4 p w w o r k \d

\i d e f c c .d g

LC

13'

V a r ie s m in

H

Varies

See Sheet G.2 for details.

Reinforced Soil Slope.

Mechanically-Placed (base) Special Rock Embankment, max. 1 max. 2

Rounding Detail, See Cut Slope

Type A, non-woven

Separation geotextile, Class 1, Furnishing and placing topsoil, 4" depth

2%

SHEET 5 of 6

NOTE:

3%

V a ri e s (1 :1 .5 t o :1 n s tr u c ti o n l im it

TYPICAL SECTION NO. 5

FSR 5503, MP 1.28

Estimated length = 100'

Survey not available - no stationing

1:3

6.5' 6.5'

Traveled way surface course, 6" compacted depth

Roadway aggregate, method 2, 1:3

C o n s tr u c ti o n l im it

3% been evaluated for this site.

1. Temporary shoring requirements have not

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

C.5

:3

A p r il

S h e e t

.5 p w w o r k

\d

\i d e f c c a .d g

13' Turf establishment limits

Furnishing and placing

4'-0"

3' mechanically-placed Rock buttress, 4" depth

Sheet C.1 Rounding Detail See Cut Slope

Sheet C.1 Rounding Detail, See Fill Slope

Type A (non-woven) Separation geotextile, Class 1, 12-inch collector pipe type C (non-woven) Geotextile filter, class 2, backfill

Select granular

See collector detail.

COLLECTOR DETAIL

6" 6"

SHEET 6 of 6

Super %

1:3

C o n s tr u c ti o n l im it

TYPICAL SECTION NO. 6

FSR 354, MP 13.6 101+20.00 to 101+80.00

6.5' 6.5'

Traveled way

C o n s tr u c ti o n l im it surface course, 6" compacted depth

Roadway aggregate method 2, 1:3

Super %

:1 limits Turf establishment placing topsoil, Furnishing and

SHEET

ID

2019-1(1)

C.6

:4

A p r il

S h e e t

.6 p w w o r k \d

\i d e f c e .d g

FOOTNOTES:

estimate of 1.97 tons/cuyd.

method 2, surface course is based on an

[2] Quantity conversion for Roadway aggregate, on an estimate of 1.85 tons/cuyd.

[1] Quantity conversion for Select Borrow is based

:3

A p r il

T

A B

U L

A T

IO

N

O F

P L

A N

A N

D P

A V

E M

E N

T Q

U A

N T

IT

IE

S p w w o r k

\d

\i d e f d a .d g n

PAVEMENT QUANTITIES

TABULATION OF PLAN AND

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

D.1

EARTHWORK SUMMARY TABLE

CUT FILL TOTALS

:::::: C:a :::::: u: :c u: ,_ lil -

J?

"CJ .l:l C:

Q) ;:;;, :::i � -0 ,_ a -l2 J?t 2:l V}

...... V}

�� a C: lil < Q)

2:l - ::, .Q ::::::

Q) � :::::: a .!!! <::( lil QJ

Q) u:

<': ,_ C: � 3:: � C: ,_ Q) 2:l a ::,t lil � .la :c "CJ .Q Q) :::i �

<::( C: E: < VJ lil Q) Q) a '-..., (J ::, �� "CJ Q) -0 Q) lil Q)

� C: E: -0 \J ,_ V} Q) E: :!] a a � 2:l

� :c .l:l lil C: a lil lil <t:

·s

� a

<t: ::, ::, "CJ -0

-0 "CJ "CJ -0 <::( lil Q) V} 2:l Q) o \J Q. § V} 2:l � \J Q) -0 -0

...... lil Q. 2:l <' -� ::,.._ <' :::i <' lil lil ------ ::,.._ C: <' co <' -�

Q) <' ::,.._ <' .... B' Q) V} g >- - C: b C: a C: C: E:.Q'"-lc: Q) C: - C: .b <': C: :::i C: C:

9� lil a VJ a 2:l a lil a :..:; "CJ 2:l a � a lil a V} a "'.""-, a a § G'.)Eo 0

C: :::::: -0 "CJa J? '2; J? lil J? J? C: J? a J? ::::: � u: J? <::( QJ J? J?

E: c:i Cl :c V} < 'C lil :c a Vl E.s .s E: .s

.s ro -� QJ .s .s .s .; -

.s - "CJ .s .s ------ ti V} .l:l .Q ------ ti V} lil .l:l V} � <::( ,_ ------ Q. ,_ -... :c ,_ ,_ �"t)QJ ,_

,_ ,_ � �� 1 ,_ .l:l QJ ,_

LOCATION 2:l o a +"CJ J? -.:.._� -l2 -.:.._ iYl J? � J? � ��J? -l2 +"CJ -l2 � J? �� -l2 J? ...... f"'\j c:r:: -.....,<::( -.....,<::( ,-..... i-:: lil

UNITS CUYD CUYD CUYD CUYD CUYD CUYD CUYD CUYD CUYD CUYD CUYD CUYD

Surve'i.ed sites:

FSR 354 - MP 13.6 1,777 102 - - 1,878 2,104 16 - - 16 2,088

FSR 469 - MP 0.8 61 27 - - 88 78 4 - - 4 74

FSR 469 - MP 2.8 69 120 - - 190 169 - - - - 169

Sites with no surver information available (see

Note 4):

FSR 470 - MP 2.36 33 240 - - 273 254 - - - - 254

FSR 470 - MP 2.52 31 280 - - 311 290 - - - - 290

FSR 5503 - MP 1.28 24 653 - - 677 602 - - - - 602

TOTALS 1,995 1,422 - - 3,416 3,496 20 - - 20 3,476 3,476

NOTE:

1. All volumes are in-place cubic yards (i.e. in situ or compacted in place).

2. Additional excavation that is suitable for use in embankment construction (Section 209 Structural excavation for rock embankment, rock buttress, MSE wall, RSS, and Culvert installation).

3. Additional material needed for embankment construction (Structural backfill) will consist of select borrow, not common embankment material.

4. Quantities at sites without survey information were estimated from field measurements.

STATE

ID

PROJECT

ERFO FS NEZPR117

2019-1 1

EARTHWORK SUMMARY

SHEET

D.2 roadway surface

Match existing

25' as required, and compact.

Method 2, surface course

Add Roadway Aggregate, Scarify existing surfacing.

roadway surface

Match existing as required, and compact.

Method 2, surface course

Add Roadway Aggregate, Scarify existing surfacing.

25' m in

See Section C for Pavement Structure.

B E

G

IN

W O

R K

E N

D W

O R

K

ELEVATION VIEW

m in

NO SCALE

:1

A p r il

S h e e t p w w o r k \d

\i d e f d b .d g n

CONNECTION DETAILS

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

D.3 to remain

Existing cattle guard

Edge of gravel

Edge of gravelExisting scarp welded wire face (with gabion rock)

Construct Reinforced soil slope, SW

IF

TW

ATE

R

CREEK

ROAD

BEGIN CONSTRUCTION

END CONSTRUCTION

mechanically-placed (leveling course)

Construct Special Rock Embankment, 120'

NOTES:

will be determined in the field by the CO.

2. Begin Construction and End Construction points

1. Dimensions shown are approximate.

20'

FSR 470 - MP 2.36

PLAN1

:5

A p r il

S h e e t

.7 p w w o r k \d

\i d e f d g .d g n

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

D.7

SWIFTWATER CREEK ROAD

welded wire face (with gabion rock)

Construct reinforced soil slope, Edge of gravel

Edge of gravel

Existing scarp

NO SCALE

BEGIN CONSTRUCTION

END CONSTRUCTION

mechanically-placed (leveling course)

Construct Special Rock Embankment, will be determined in the field by the CO.

2. Begin Construction and End Constructions points

1. Dimensions shown are approximate.

NOTE:

190'

120'

:5

A p r il

S h e e t

.8 p w w o r k

\d

\i d e f d h .d g n

FSR 470 - MP 2.52

PLAN1

:5

A p r il

S h e e t p w w o r k

\d

\i d e f d h .d g n

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

ERFO FS NEZPR117

D.8

STATE PROJECT

Edge of gravel

Edge of gravel

Existing scarp

F lo w l in e through Reinforced Soil Slope.

See Sheet G.3 for opening

Install 24-inch pipe culvert.

to remain

Existing turnout for detail.

(riser inlet). See Sheet H.7

Install 36" pipe culvert welded wire face (with gabion rock)

Construct reinforced soil slope, SW

AN

C

REEK

RO

AD

mechanically-placed (base)

Construct Special Rock Embankment, NO SCALE

BEGIN CONSTRUCTION

END CONSTRUCTION

will be determined in the field by the CO.

2. Begin Construction and End Construction points

1. Dimensions shown are approximate.

NOTES:

200'

100'

FSR 5503 - MP 1.28

PLAN1

:3

A p r il

S h e e t

.9 p w w o r k \d

\i d e f d i.

d g n

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

D.9

POINT

NUMBER NORTH EAST ELEVATION DESCRIPTION

1 1516586.466 2608702.512 3216.209 JUB cap

2 1516278.491 2608561.410 3190.000 JUB cap

50 1526452.603 2610741.989 3691.918 JUB cap

51 1526108.854 2610740.054 3681.000 JUB cap

CP1 1444432.416 2546688.908 4129.000 JUB cap

CP2 1444633.363 2546586.520 4157.902 JUB cap

CP3 1444673.784 2546626.565 4163.340 JUB cap

Peasley FSR 469 mp.8

Peasley FSR 469 mp 2.8

Slate Creek FSR 354 mp 13.6

PROJECT :Nez Perce 2019 ERFO DATE OF FIELD WORK :Multiple entries

PROJECT UNITS : US survey foot COORDINATE SYSTEM : Assumed (scaled to resemble Idaho West State Plane) VERTICAL DATUM : Assumed

PROJECT COORDINATES

C

M yF ile s\

Pr oj ec ts

_2

3\ Id ah o\

N ez

_P er ce _E

R

FO

\c on tr ol

N ez _P er ce

_2

9_ er fo _c on tr ol sh ee t.

xl sx

]S he et

-A pr

-2

9:

A

M A

D es ig ne r

D

C he ck er

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.10

SHEET

NUMBER

ERFO FS NEZPR117

2019-1(1)ID

SURVEY CONTROL

NUMBER

ID

ERFO FS NEZPR117

F.1 2019-1(1)

TABULATION OF

EROSION CONTROL QUANTITIES

15703-1500 15705-1400 15705-1400 15706-0200

SOIL EROSION CONTROL, SOIL EROSION CONTROL, SOIL EROSION CONTROL, SOIL EROSION CONTROL, SITE TEMPORARY SOIL FIBER ROLL (AT INLET FIBER ROLL CHECK DAMS

TACKIFIER AND OUTLET) (FIBER ROLL)

(ACRE) (LNFT) (LNFT) (EACH)

FSR 354 MP 13. 6 0.3 20 380 12

FSR 469 MP 0. 8 0.1 --- 250 6

FSR 469 MP 2. 8 0.1 20 240 3

FSR 470 MP 2.36 0.2 --- 260 4

FSR 470 MP 2. 52 0.2 --- 220 3

FSR 5503 MP 1.28 0.2 10 320 4

TOTAL 1.1 50 1670 32

z z z z

TABULATION OF EROSION

CONTROL QUANTITIES

B T

W E

N D B

R O

K E

O F F

N

LEGEND:

Soil Erosion Control, Fiber Roll

(at inlet and outlet)

Soil Erosion Control, Fiber Roll

(Fiber Roll)

Soil Erosion Control, Check Dams

Edge of road

Edge of road

Slope stake limit

Slope stake limit

BEGIN CONSTRUCTION

END CONSTRUCTION

"354-13.6" 99+00.00

"354-13.6" 102+39.99

Rock buttress, mechanically-placed

:4

A p r il

E

R O

S

IO

N C

O N

T R

O L

P L

F

R

.6 p w w o r k \d

\i d e f f b .d g n

FSR 354 MP 13.6

EROSION CONTROL PLAN

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.2

N

LEGEND:

Soil Erosion Control, Fiber Roll

(at inlet and outlet)

Soil Erosion Control, Fiber Roll

(Fiber Roll)

Soil Erosion Control, Check Dams

Edge of road

Edge of road

Slope stake limit

Slope stake limit

BEGIN CONSTRUCTION

END CONSTRUCTION

"469-0.8" 150+00.00 "469-0.8" 152+37.87 mechanically-placed

Special rock embankment, :4

A p r il

E

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P p w w o r k \d

\i d e f f b a .d g n

FSR 469 MP 0.8

EROSION CONTROL PLAN

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.3

P5

J U

B C

A P

:LEGEND

Soil Erosion Control, Fiber Roll

(at inlet and outlet)

Soil Erosion Control, Fiber Roll

(Fiber Roll)

Soil Erosion Control, Check Dams

Edge of road

Edge of road

Slope stake limit

Slope stake limit

BEGIN CONSTRUCTION

END CONSTRUCTION

"469-2.8" 200+00.00

"469-2.8" 202+09.55 mechanically-placed

Special rock embankment, :4

A p r il

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FSR 469 MP 2.8

EROSION CONTROL PLAN

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.4

Edge of road

Slope stake limit

Slope stake limit

Soil Erosion Control, Fiber Roll

(at inlet and outlet)

Soil Erosion Control, Fiber Roll

(Fiber Roll)

Soil Erosion Control, Check Dams

Scarp wire face (with gabion rock)

Reinforced soil slope, welded

LEGEND:

BEGIN CONSTRUCTION

END CONSTRUCTION

mechanically-placed (leveling course)

Special Rock Embankment, FSR 470 MP 2.36

EROSION CONTROL PLAN 1

:4

A p r il

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\d

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STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.5

Edge of road

Edge of road

Scarp

Soil Erosion Control, Fiber Roll

(at inlet and outlet)

Soil Erosion Control, Fiber Roll

(Fiber Roll)

Soil Erosion Control, Check Dams welded wire face (with gabion rock)

Reinforced soil slope, LEGEND:

BEGIN CONSTRUCTION END CONSTRUCTION

mechanically-placed (leveling course)

Special Rock Embankment, FSR 470 MP 2.52

EROSION CONTROL PLAN 1

:3

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STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.6

Scarp

F lo w l in e

24-inch pipe culvert

Existing turnout

See detail on Sheet H.3.

36-inch pipe culvert (riser inlet).

welded wire face (with gabion rock)

Reinforced Soil Slope, mechanically-placed (base)

Special Rock Embankment, Soil Erosion Control, Fiber Roll

(at inlet and outlet)

Soil Erosion Control, Fiber Roll

(Fiber Roll)

Soil Erosion Control, Check Dams

LEGEND:

FSR 5503 MP 1.28

EROSION CONTROL PLAN 4

:3

A p r il

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STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.7

6%

5%

4%

3%

2%

NO SCALE

6%

5%

4%

3%

2%

5%

4%

3%

2%

7.

6.

5.

4.

3.

2.

1.

Adjust check dam spacing based on site-specific conditions.

around the ends of the fiber roll.

Provide sufficient length to prevent water from flowing

Drive stakes into undisturbed soil of trench bottom.

stakes. Drive stakes at each end of the fiber roll and at

Install check dams in ditches perpendicular to the flowline.

installation.

Repair all rills or gullies and properly compact prior to functional requirements of the check dam device.

gravel bags as approved by the CO, to meet the

Construct check dams from fiber rolls, filter rock, or

MODERATE GRADES

CHECK DAM

Se e N ote

Flow

F lo w m in m in

"6 m in m in .6

CROSS SECTION

V-DITCH

CROSS SECTION

FLAT-BOTTOM DTICH

CROSS SECTION

CROSS SECTION

STAKING DETAIL

FIBER ROLL

PLAN

are similar for flat-bottom ditches

Check dam installation details

V-ditch design shown.

Flow line

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

Gravel bag the ends. See Note 6 to prevent flow around

Curve ends upstream

Filter rock

Filter rock

FIBER ROLL CHECK DAM

GRAVEL BAG CHECK DAM

SPACING (max.)

CHECK DAM

See Note 5

NOTE:

GRADE

DITCH

SPACING (max.)

CHECK DAM

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

SPACING (max.)

CHECK DAM

FILTER ROCK CHECK DAM

uphill side of fiber roll trench material on

Place excavated on ditch grades steeper than 5%.

Do not use fiber roll check dams

* Spacing calculated based on on ditch grades steeper than 6%.

* Do not use gravel bag check dams

(FT)

(FT)

(FT)

Trench 2" (min.)

Fiber roll 9" Ø (min.)

Trench 2" (min.)

-inch wood 8 1-inch x 18

1Stake fiber rolls in place with 1

Expose stakes 2-inches (min.) above top of fiber roll.

2-foot (max.) spacing.

9" Ø minimum fiber roll.

:3 p r il

F

.8

D e t

W p w w o r k \d

\i d e f f e .d g n

DETAIL

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL APPROVED FOR USE --/----

7/2016 REVISED:

157-15W

WFLHD DETAIL

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

F.8 side of fiber roll material on uphill

Place excavated Wood stakes

Fiber roll

Slope

Fill slope uphill side of fiber roll

Place excavated material on uphill side of fiber roll

Place excavated material on

Fill or cut slope

Stagger joints (typ.)

along contours

Install fiber rolls roll 2" min.

Trench fiber

Fiber roll table for length requirements

See Fiber Rolls at Culverts around culvert inlet

Install fiber rolls flared end section

Culvert inlet with end section with flared

Culvert outlet length requirements

Culverts table for

See Fiber Rolls at around culvert outlet

Install fiber rolls

Fiber Roll

See note 6 control runoff culvert as needed to

Install fiber rolls below

Pay lim its

Pay lim its ove rlap12" m in.

m in m in spacing table See Fiber roll

Se e n ote

Se e n ote

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*

NOTE:

1. Repair all rills or gullies and properly compact prior to installation.

2. Install fiber rolls along slope contours. For any 20' section of fiber roll, do not allow the fiber roll to vary more than 5% from level.

3.Stake fiber rolls in place with 1 "x 1" or 1" � wood stakes. Space stakes 4' o.c. max. on slopes and 2' o.c. max. culverts. Stake fiber rolls 6-inches from each end.

4. Drive stakes into undisturbed soil at least 12" deep. Expose stakes 2" above top of fiber roll.

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

Place fiber rolls in continuous contact with trench bottom and sides.

Tamp soil backfill against upstream side of fiber roll to ensure storm water is forced to flow through fiber roll rather than under it.

6. Place fiber rolls all the way around the inlet when the disturbance is on both the road and around the culvert and all water entering the culvert is crossing the disturbance.

NO SCALE

FIBER ROLL JOINT DETAIL

D irection of ru n off

*Approximate spacing shown. Adjust spacing as needed dut to project-specific conditions.

FIBER ROLL LAPPING DETAIL

S lo p e

S ta k e

C le a ri n g L im it

Flow

Trench 2" min.

FIBER ROLL AS PERIMETER CONTROL

INSTALLATION DETAIL

Flow

Trench 2" min.

STAKE DETAIL

FIBER ROLL SLOPE LAYOUT

Flow

Flow

Flow

SECTION A-A

FIBER ROLL

AT CULVERT INLET

FIBER ROLL

AT CULVERT OUTLET

A A

Flow

*Approximate length shown for rolls across the top of the culvert inlet only.

Adjust length as needed due to project-specific conditions.

3054" or larger

2030" to 48"

1024" or smaller

Fiber Roll length (ft)�9" Culvert Size

FIBER ROLL AT CULVERTS*

FIBER ROLL

C157-55

:4

A p ri l

C

-5

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-w o rk

\d \i d -e f1 fg

.d g n

DETAIL

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CFLHD DETAIL

01/2011DETAIL APPROVED FOR USE

09/2020 12/2017REVISED:

STATE PROJECT

NUMBER

ID

F.92019-1(1)

N .,.

ro

Select granular backfill ct I See Section C for pavement structure

18" (min.)

9" (min.)

Welded wire form (typ.)

2:1 maximum slope

::r:

ESTIMATED REINFORCED SOIL SLOPE DATA

ESTIMATED ESTIMATED

SITE LENGTH AVERAGE ESTIMATED AREA OF

(FT) HEIGHT "H" FACE (SQFT)

(FT)

FSR 470 MP 2. 36 120 9 1080

FSR 470 MP 2. 52 120 10.5 1250

FSR 5503 MP 1.28 100 29.4 2940

STATE

ID

PROJECT

ERFO FS NEZPR117

2019-1 1

SHEET

NUMBER

G.2

7 2

See Forming and _ _ Connection Details, _ __,,.._,.....,__...,.....:!!!�µI ", this sheet

Note: Estimated area is derived from Forest Service damage report. Length and height were estimated by field observations.

Reinforcement geogrid, type III

Limit of structure excavation

6" (Z) Perforated collector pipe (typ.). Outlet at downstream end of reinforced fill. See Detail A

Foundation fill

Reinforcement length, L = 0.7H

REINFORCED SOIL SLOPE, WELDED WIRE

FORM FACE {WITH GABION ROCK)

Hardware cloth or permanent facing geogrid

5'-0" Finished grade

TYPICAL WALL END TREATMENT

ELEVATION

Reinforcement geogrid type III

4'-0" Return

2'-0"

Separation geotextile class 2, type A, non-woven

Tie transverse bars on facing and grid, 3 per panel (typ.)

TYPICAL CONNECTION DETAIL

Welded wire form facing

3" to 6"

6" Collector pipe

18"

NOTE: Grid length, "L" is bottom horizontal length only.

Add additional ~ 5. 5 feet length for wrapping at face (1.5 feet vertical+ 4 feet return wrap).

2'-0" 4'-0" Return

Welded wire form facing

-'1,..f;e---,-- Gabion rock

Select granular backfill at face 12" thickness at mid height of panel

GABION ROCK FACING DETAIL

Subgrade shoulder Retaining wall Foundation fill Geotextile filter, class 2, type C, (non-woven)

6" fl} Collector pipe underdrain system beneath wall

Granular backfill 6" fl} Rigid fll

Proposed ground at face of wall

6" Collector pipe

TYPICAL ELEVATION

Place edge of wire form inside of adjoining wire form for support

Galvanized support struts spaced 24" C to C or as needed

4" x 4" - W4 x W4 galvanized

WELDED WIRE FORM DETAIL

NO SCALE

oO

IO

outlet pipe drain.

(2) 45° Elbows

PERFORATED PIPE

UNDERDRAIN SYSTEM

DETAIL A

NOTE:

1. The details shown on this sheet are for information only. Heights and quantities are subject to field adjustment. Any increase in wall heights over those shown on the plans require investigation to determine that the safe bearing pressure is not exceeded.

FOOTNOTE:

r11 Locate end of outlet pipe a mimimum of 30-feet from toe of reinforced soil slope. Mark end of outlet pipe with 4-foot long post or other suitable marker. Cover end of outlet pipe with rodent screen.

REINFORCED SOIL SLOPE

WITH WELDED WIRE

FORM FACE DETAILS

24" Pipe culvert

Welded wire form

NO SCALE

GEOTEXTILE AT CULVERT

(ISOMETRIC VIEW)

SECTION

Cut geotextile for culvert geogrid, type III

Reinforcement geogrid, type III reinforcement

Primary

PLAN

AT CULVERT/WELDED WIRE FORM INTERSECTI0N

REINFORCEMENT GEOTEXTILE WRAP

geogrid, type III reinforcement, Primary geogrid, type III, 6" spacing

Intermediate reinforcement, Welded wire form (typ.)

gabion rock facing

24" Pipe culvert

2:1

24" Pipe culvert

Select granular backfill geogrid, type III, 6" spacing

Intermediate reinforcement, geotextile layers conflicts with continuous where pipe culvert type III layers at 6" spacing reinforcement geogrid, Place intermediate m in

1'

(min.)

1'

(min.)

m in mechanically-placed

Special rock embankment, 6' (min.) Lap 6' (min.) Lap m in

4" (max.) gap (typ.)

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

G.3

:5

A p r il

S h e e t

G p w w o r k \d

\i d e f q p .d g n

DETAILS

REINFORCED SOIL SLOPE

CULVERT THROUGH

10.4 x 16 25101 -0100

25101 -0200

60201 -0800

60201 -1000

60510 -1100

60510 -1200

60704 -0000

60706 -0000

Station

ES

TI

M A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

R

IS

ER

I

N

LE

T

FO

U N

D A

TI

O N

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

PR

O

TE

C

TI

V E

A

PR

O N

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T (R

IS

ER

IN

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T)

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EC

TO

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R A

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D C

O N

C R

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PI

PE

-I

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H O

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TL

ET

P

IP

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C

LE

A N

IN

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IN

P

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C E

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LE

A N

IN

G

D R A

IN

A G

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S K

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A N

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A llo w ab le P ip e

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

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD CUYD CUYD LNFT LNFT LNFT LNFT EACH EACH Lt Rt

FSR354-MP13.6

99+05 2 25 2 6 39 6 --- GS --- ---

101+17 to 101+83 LT 5 --- 67 6 --- GS 3 3 Str. Exc incid. to buttress.

FSR469-MP2.8

200+17 1 1

FSR5503-MP1.28

(no stationing) 2 25 2 6 40 6 --- GS Bevel TBD in field.

PROJECT TOTAL 50 4 12 79 12 67 6 1 1

Allowable Pipe Material

NOTE: A Aluminum

1. Steel pipe culvert minimum wall thickness is the thickness 4. Plastic pipe is not allowed when final installation is exposed. Furnish metal end sections for AS Aluminized steel required by the Std. 602-1 fill height table. all plastic pipe including those specified with bevels. See Std. 602-5 for acceptable cell class. C Concrete

2. Aluminized steel pipe culvert minimum wall thickness is the 5. See Std. 602-7 for acceptable concrete cell class. GS Galvanized steel thickness required by the Std. 602-1 fill height table (steel). 6. Structural excavation quantity based on material excavated inside the vertical planes located P Plastic

3. Aluminum pipe culvert minimum wall thickness is the 18 inches outside and parallel to the limits of footings or foundations. (blank) Any appropriate material thickness required by the Std. 602-1 fill height table. x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\p w

-w or k\ d0 id -e f1

_e a.

xl sx

]S he et

-A pr

-2

2:

P

M K Pa rk er

8/

D

C he ck er

/2

D es ig ne d by

C he ck ed b y:

STATE PROJECT

H.1

SHEET

NUMBER

ERFO FS NEZPR117

2019-1(1)ID

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

1.

2.

3.

4.

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

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

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

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

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

NOTE:

:5

S e p te m b e r

H

.2

S td p w w o r k \d

\i d e f e b .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

STANDARD APPROVED FOR USE 12/1993

6/2005 4/1994 REVISED:

602-1

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

H.2

1.

2.

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

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

10.5

10.5

10.5

10.5

10.5

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"

W

WWW

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

:2 o v e m b e r

H .3

S td p w w o r k \d

\i d e f e c .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

602-2

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

H.3

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

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

A

A

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench 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

Half diameter or whichever is less section

Metal endMetal end section or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

> 54"

12" to 54"

6"

4"

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

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"

NOTE:

:0

J u n e

H

.4

S td p w w o r k \d

\S td .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STANDARD APPROVED FOR USE 12/1993

10/2017 DRAFT:

6/2005 4/1994 REVISED:

602-3

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

H.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

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

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

PIPE SIZE (D) WIDENING

DITCH WIDENING

Flat b ottom ditc h at c ulvert inlet

A

A

B

B section

End

PLAN PLAN

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

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET 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'

NOTE:

:1

J u n e

H

.5

S td p w w o r k \d

\i d e f e e .d g n

FLH STANDARD

STANDARD

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

602-6

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

H.5

QUANTITY

RIPRAP

ESTIMATED

CLASS

RIPAP

QUANTITY

GEOTEXTILE

ESTIMATED

SECTION

END

WITH

SECTION

END

WITHOUT

D

SIZE

CULVERT

QUANTITY

RIPRAP

ESTIMATED

CLASS

RIPAP

QUANTITY

GEOTEXTILE

ESTIMATED

SECTION

END

WITH

SECTION

END

WITHOUT

D

SIZE

CULVERT

NO SCALE

FOR INFORMATION ONLY

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

OUTLET WITHOUT DITCH

FOR INFORMATION ONLY

PROTECTIVE APRON DIMENSIONS AND QUANTITIES

OUTLET WITH DITCH

or Span

Dia.

or Span

Dia.

or Span

Dia.

or Span

Dia.

L

LENGTH

APRON

H

DEPTH

APRON

L

LENGTH

APRON

H

DEPTH

APRON

REVISED: 8/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

(INCHES) (FEET) (CUYD) (SQYD)

(INCHES) (FEET) (CUYD) (SQYD)

CULVERT OUTLETS

PLACED RIPRAP AT

W251-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

H.6

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

2019-1(1)

ERFO FS NEZPR117

ID

U m y f il e s \p w p r o d u c ti o n

\d

\i d e f e m

.d g n

:5

J u ly

(INCHES)

(INCHES)

14.5

12.5

49.8

38.7

18.5

13.2

5.2

3.2

1.7

44.4

34.0

15.6

10.8

3.9

2.2

1.0

14.5

12.5

38.5

29.8

15.1

10.7

4.4

2.7

1.3

35.6

27.2

13.3

9.3

3.6

2.0

0.9

Variable slopeVariable slope m in

L

/2

/2

D it c h

D m in

D /2

4D m in

D /2 m in

H m in

H m in

D /2

/2

/2

D it c h

D

L

H ditch slope

Match existing ditch slope

Match existing m in

H

2' (min.)

2' (min.)

3.

2.

1.

SECTION A-A SECTION B-B

SECTION C-C SECTION D-D SECTION E-E

PROTECTIVE APRON AT CULVERT OUTLET WITH DITCH

PROTECTIVE APRON AT CULVERT OUTLET WITHOUT DITCH

END SECTION

CULVERT WITH STANDARD

PLAN VIEW

END SECTION

CULVERT WITHOUT STANDARD

PLAN VIEW

END SECTION

CULVERT WITH STANDARD

PLAN VIEW

END SECTION

CULVERT WITHOUT STANDARD

PLAN VIEW

NOTE:

A

1 1

A B B

C C DD

E

E

E

E b o tt o m w id th b o tt o m w id th for payment.

Do not measure riprap placement excavation

Furnish separation and stabilization geotextile.

less than 10%.

Use for aprons serving culverts with slopes or flatter

Sloped 1V:2H

Original ground

Geotextile ground

Original

Geotextile FlowlineGeotextile ground

Original

Geotextile ground

Original

Geotextile

Original ground

A p r il

T

A B

U L

A T

IO

N

O F

T E

M P

O R

A R

Y T

R A

F F

IC

C

O N

T R

O L

Q U

A N

T

IT

IE

p w w o r k

\d

\i d e f r a .d g n

TRAFFIC CONTROL QUANTITIES

TABULATION OF TEMPORARY

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

I.1

Construction zone

ROAD

CLOSED

Roads are to be closed at all work sites:

FSR 5503, MP 1.28

FSR 470, MP 2.32 and MP 2.56

FSR 469, MP 0.8 and MP 2.8

FSR 354, MP 13.6

ROAD CLOSED R11-2

[1]

FOOTNOTE:

distances from work zone to be determined by the CO.

Barricade locations are approximate. Exact locations and required at all road closure locations.

existing gate. Barricades and Road Closed signs are

FSR 5503 has been closed by the Forest Service with

Barricade, type 3 to Barricade, type 3

R11-2, attached

ROAD CLOSED,

Barricade, type 3 to Barricade, type 3

R11-2, attached

ROAD CLOSED,

Barricade, type 3

I n te r s e c ti n g r o a d

I n te r s e c ti n g r o a d

[2]

WORK SITE

[1]

[2] [2]

Warning light type C (typ.)

NO SCALE

Varies Varies

6' (min.) 6' (min.)

STATE PROJECT

NUMBER

SHEET

ID

2019-1(1)

I.2

:5

A p r il

S h e e t

I p w w o r k \d

\i d e f r e .d g n

DETAILS

ROAD CLOSURE