ak-13506-Signoff-Plans.pdf

INDEX TO SHEETS

INDEX TO SHEETS

INDEX TO SHEETS (CONTINUED)

M.24-26

M.18-23

M.17

M.16

M.15

M.14

M.13

M.12

M.11

M.10

M.9

M.8

M.7

M.6

M.5

M.4

M.3

M.2

M.1

L.1

K.15

K.14

K.12-13

K.11

K.6-10

K.3-5

K.1-2

J.4-15

J.3

J.2

J.1

I. SAFETY

H. DRAINAGE

G. PLANTING

F. EROSION CONTROL

E. ROAD APPROACH

D. PLAN & PROFILE

C. TYPICAL SECTION

B. SUMMARIES

A. GENERAL INFORMATION

REBAR LIST

BORING LOGS

STRUCTURE TRANSITION RAILING

STEEL BRIDGE RAILING

APPROACH SLAB

GIRDER DETAILS

GIRDERS

FRAMING PLAN AND TYPICAL SECTION

PIER 2 DETAILS

PIER 2

WINGWALLS

ABUTMENT DETAILS

ABUTMENT 3

ABUTMENT 1

RIPRAP DETAILS

RIPRAP LAYOUT

FOUNDATION PLAN

GENERAL NOTES AND ESTIMATE

GENERAL LAYOUT

UNDERGROUND UTILITY CONDUIT LOCATIONS

ALASKA DELINEATORS STANDARD DETAILS

PERMANENT REFERENCE SIGN DETAILS

MILLED RUMBLE STRIPS SHOULDER DETAILS

PERMANENT INLAY PAVEMENT MARKING DETAILS

PERMANENT SIGN DETAILS

PERMANENT TRAFFIC CONTROL PLAN

TABULATION OF PERMANENT TRAFFIC CONTROL QUANTITIES

STANDARD DRAWINGS

SUPPLEMENTAL DETAILS

TEMPORARY TRAFFIC CONTROL ADVANCE SIGNING

TEMPORARY TRAFFIC CONTROL MISCELLANEOUS SIGN DETAILS

TABULATION OF TEMPORARY TRAFFIC CONTROL QUANTITIES

M. BRIDGE

L. UTILITY

K. PERMANENT TRAFFIC CONTROL

J. TEMPORARY TRAFFIC CONTROL

TERMINAL AND GRADING

MGS W-BEAM GUARDRAIL TYPE TANGENT

MGS W-BEAM GUARDRAIL STEEL POSTS

TABULATION OF ROADSIDE BARRIER QUANTITIES

STANDARD DRAWINGS

DRAINAGE FLUME DETAILS

TABULATION OF DRAINAGE QUANTITIES

STANDARD DRAWING

PLANTING AREAS

MISCELLANEOUS DETAILS

CHECK DAM DETAILS

COMPOST SOCK DETAILS

TEMPORARY EROSION CONTROL PLAN

TABULATION OF EROSION CONTROL QUANTITIES

ROAD APPROACH DETAILS

SURVEY CONTROL

SPECIAL CLEARING AND GRUBBING LIMITS

PLAN AND PROFILE

TABULATION OF PLAN AND PROFILE QUANTITIES

SUBEXCAVATION DETAILS

PAVEMENT TRANSITION DETAILS

TYPICAL SECTION

SUMMARY OF QUANTITIES

VICINITY MAP

PLAN SYMBOLS AND ABBREVIATIONS

INDEX TO SHEETS

TITLE SHEET

I.3

I.2

I.1

H.3-8

H.2

H.1

G.2

G.1

F.10

F.9

F.7-8

F.3-6

F.1-2

E.1

D.8

D.7

D.2-6

D.1

C.3

C.2

C.1

B.1-5

A.4

A.3

A.2

A.1

A.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

D c p w w o r k d a k a b .d g n

AK DOT 135(6)

A

M

S e p te m b e r

K

H a r r is o n

N in h P h a

C h e c k e d b y

D e s ig n e d b y

Scale in miles

1 0.5 0 1 2 3

N

VICINITY MAP

PALMER

SUTTON

3395+00

AK DOT 135(6)

BEGIN PROJECT

3457+00

AK DOT 135(6)

END PROJECT

A.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k a d .d g n

AK DOT 135(6)

P

J a n u a r y

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

19.0 MILES NE OF PALMER)

(LOCATED APPROXIMATELY

KINGS RIVER BRIDGE

Sheet and Description

Section C Section D Section E Section F Section G Section H Section I Section J Section K Section L Section M -

Typical Section

Plan & Profile

Road Approach

Erosion Control

Planting Drainage Safety Temporary

Traffic Control

Permanent Traffic Control

Utility Bridge ALLOWANCE Bid

Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0060 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15702-2000 SOIL EROSION CONTROL,

TURBIDITY MONITORING LPSM All ALL

A0140 15702-3000 SOIL EROSION CONTROL,

SUPERVISOR LPSM All ALL

A0160 15702-5000 SOIL EROSION CONTROL,

TEMPORARY DIVERSION BERM LPSM All ALL

A0180 15703-1000 SOIL EROSION CONTROL, SOIL Contract Quantity

STABILIZATION (TEMPORARY) ACRE 12 12

A0200 15705-1500 SOIL EROSION CONTROL, COMPOST

SOCK (SLOPE PROTECTION) LNFT 6,685 815 7,500

A0220 15705-1500 SOIL EROSION CONTROL, COMPOST

SOCK (INLET PROTECTION) LNFT 300 300

A0240 15705-1500 SOIL EROSION CONTROL, COMPOST

SOCK (OUTLET PROTECTION) LNFT 300 300

A0260 15705-1600 SOIL EROSION CONTROL,

ABSORBENT BOOM LNFT 500 500

A0280 15706-0200 SOIL EROSION CONTROL, CHECK

DAM (TEMPORARY) EACH 80 10 90

A0300 15802-0000 WATERING FOR DUST CONTROL LPSM All ALL

A0320 20101-0000 CLEARING AND GRUBBING ACRE 17 17 Contract Quantity

A0340 20210-0000 SPECIAL CLEARING AND GRUBBING ACRE 17 17 Contract Quantity

A0360 20301-0700 REMOVAL OF DELINEATOR EACH 37 37

A0380 20301-1900 REMOVAL OF PIPE CULVERT EACH 1 1

A0400 20301-2400 REMOVAL OF SIGN EACH 19 19

A0420 20302-1200 REMOVAL OF GUARDRAIL LNFT 1,469 1,469 Contract Quantity

A0440 20304-2000 REMOVAL OF BRIDGE LPSM All ALL

A0460 20401-0000 ROADWAY EXCAVATION CUYD 124,104 12,396 136,500

A0480 20402-0000 SUBEXCAVATION CUYD 120 120

A0500 20411-0000 SELECT BORROW TON 75,931 7,569 83,500

A0520 20435-2000 BACKFILL, GRANULAR (POROUS Contract Quantity

BACKFILL) CUYD 520 520

A0540 20801-0000 STRUCTURE EXCAVATION CUYD 25 25 Contract Quantity

A0560 25101-0300 PLACED RIPRAP, METHOD A,

CLASS 3 (OUTLET PROTECTION) CUYD 95 95

MileStone: 100% PS&E(Final) Date Completed: 09/28/22 Report Date: 09/28/22

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES

-S ep -2

:0 A

M

Remarks and/or Determination of Estimated

Quantity Pay Item Description Unit

Estimated Quantities

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STATE PROJECT

B.1DOT 135(6)AK

SHEET

NUMBER

Section C Section D Section E Section F Section G Section H Section I Section J Section K Section L Section M -

Typical Section

Plan & Profile

Road Approach

Erosion Control

Planting Drainage Safety Temporary

Traffic Control

Permanent Traffic Control

Utility Bridge ALLOWANCE Bid

Schedule

A0580 25101-0300 PLACED RIPRAP, METHOD A,

CLASS 3 (DRAINAGE FLUME) CUYD 32 32

A0600 25101-0600 PLACED RIPRAP, METHOD A,

CLASS 6 CUYD 6,650 700 7,350

A0620 25120-0100 RIPRAP DITCH, METHOD A, CLASS

1 LNFT 990 60 1,050

A0640 30101-2000 AGGREGATE BASE GRADING D TON 12,150 1,350 13,500

A0680 40301-0100 ASPHALT CONCRETE PAVEMENT,

TYPE 1 TON 7,240 260 7,500

A0700 41201-0000 TACK COAT TON 12 12

A0720 55101-0200 CONCRETE FILLED STEEL PIPE

PILE, IN PLACE (36-INCH

DIAMETER, O.75-INCH) LNFT 351 351

A0740 55101-0200 CONCRETE FILLED STEEL PIPE

PILE, IN PLACE (24-INCH

DIAMETER, 0.50-INCH) LNFT 1,239 1,239

A0760 55104-1000 DYNAMIC PILE LOAD TEST EACH 3 3

A0780 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 250 250

A0800 55203-1000 STRUCTURAL CONCRETE, CLASS D Contract Quantity

(AE), FOR APPROACH SLABS,

TYPE 1 CUYD 56 56

A0820 55302-3700 PRECAST, PRESTRESSED CONCRETE Contract Quantity

DECKED BULB TEE GIRDER

(66-INCH) LNFT 2,030 2,030

A0840 55401-1000 REINFORCING STEEL LB 61,000 61,000 Contract Quantity

A0860 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 24,800 24,800

A0880 55601-1100 BRIDGE RAILING, STEEL, TWO Contract Quantity

RAIL (TUBE) LNFT 666 666

A0900 55901-0000 MEMBRANE WATERPROOFING Contract Quantity

(SPRAY-ON) SQYD 1,332 1,332

A0920 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 28 28 Contract Quantity

A0940 60201-0800 24-INCH PIPE CULVERT LNFT 210 210

A0960 60201-1000 36-INCH PIPE CULVERT LNFT 634 634

A0980 61701-4650 GUARDRAIL SYSTEM MGS, TYPE 2,

CLASS B STEEL POSTS (8-INCH

BLOCK) LNFT 875 875

A1000 61702-1500 TERMINAL SECTION, TYPE MGS

TANGENT EACH 6 6

-S ep -2

:0 A

M

MileStone: 100% PS&E(Final) Date Completed: 09/28/22 Report Date: 09/28/22

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SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

B.2DOT 135(6)AK

Section C Section D Section E Section F Section G Section H Section I Section J Section K Section L Section M -

Typical Section

Plan & Profile

Road Approach

Erosion Control

Planting Drainage Safety Temporary

Traffic Control

Permanent Traffic Control

Utility Bridge ALLOWANCE Bid

Schedule

A1020 61707-2000 STRUCTURE TRANSITION RAILING, Contract Quantity

SBT SYSTEM LNFT 74 74

A1040 62201-0300 DUMP TRUCK, 12 CUBIC YARD

MINIMUM CAPACITY HOUR 200 200

A1060 62201-0950 WHEEL LOADER, 3 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 120 120

A1080 62201-1350 BULLDOZER, 200HP MINIMUM

FLYWHEEL POWER HOUR 120 120

A1100 62201-2050 ROLLER HOUR 120 120

A1120 62201-2100 COMPACTOR HOUR 120 120

A1140 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 120 120

A1160 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 120 120

A1180 62202-2000 VACUUM SWEEPER LPSM ALL

A1200 62301-0000 GENERAL LABOR HOUR 200 200

A1220 62402-0500 FURNISHING AND PLACING Contract Quantity

TOPSOIL, 8-INCH DEPTH ACRE 2.5 2.5

A1240 62406-0300 PLACING CONSERVED TOPSOIL, Contract Quantity

4-INCH DEPTH ACRE 12 12

A1260 62501-0000 TURF ESTABLISHMENT ACRE 14 14 Contract Quantity

A1280 62515-2000 MULCHING, HYDRAULIC METHOD ACRE 15 15 Contract Quantity

A1300 62630-0350 PLANTINGS, TREES, BALLED AND

BURLAPPED (SITKA ALDER, 2

GALLON) EACH 225 225

A1320 62630-0350 PLANTINGS, TREES, BALLED AND

BURLAPPED (SITKA SPRUCE, 2

GALLON) EACH 50 50

A1340 62630-0350 PLANTINGS, TREES, BALLED AND

BURLAPPED (PAPER BIRCH, 2

GALLON) EACH 50 50

A1360 63302-0000 SIGN SYSTEM SQFT 334.50 334.50

A1380 63309-0000 DELINEATOR (TYPE A) EACH 11 11

A1400 63313-1000 RUMBLE STRIP, SHOULDER LNFT 9,433 9,433

A1420 63401-0000 PAVEMENT MARKINGS (TYPE M,

SOLID WHITE) LNFT 12,109 12,109

A1440 63401-0000 PAVEMENT MARKINGS (TYPE M,

SOLID YELLOW) LNFT 12,400 12,400

-S ep -2

:0 A

M

MileStone: 100% PS&E(Final) Date Completed: 09/28/22 Report Date: 09/28/22

C

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SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

B.3DOT 135(6)AK

Section C Section D Section E Section F Section G Section H Section I Section J Section K Section L Section M -

Typical Section

Plan & Profile

Road Approach

Erosion Control

Planting Drainage Safety Temporary

Traffic Control

Permanent Traffic Control

Utility Bridge ALLOWANCE Bid

Schedule

A1460 63401-0000 PAVEMENT MARKINGS (TYPE M,

BROKEN WHITE) LNFT 210 210

A1480 63501-1000 TEMPORARY TRAFFIC CONTROL,

TRAFFIC CONTROL SUPERVISOR LPSM All ALL

A1500 63501-2000 TEMPORARY TRAFFIC CONTROL,

TRAFFIC SIGNAL SYSTEM LPSM All ALL

A1520 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 (8 FT WIDE

MINIMUM) EACH 8 8

A1540 63502-1250 TEMPORARY TRAFFIC CONTROL,

TUBULAR MARKER, TYPE 42-INCH EACH 600 600

A1560 63502-1300 TEMPORARY TRAFFIC CONTROL,

DRUM EACH 100 100

A1580 63502-1500 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE A EACH 50 50

A1600 63502-1600 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE B EACH 10 10

A1620 63502-1700 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE C EACH 100 100

A1640 63502-2000 TEMPORARY TRAFFIC CONTROL,

PORTABLE CHANGEABLE MESSAGE

SIGN EACH 4 4

A1660 63503-0400 TEMPORARY TRAFFIC CONTROL,

CONCRETE BARRIER LNFT 1,000 1,000

A1680 63503-0700 TEMPORARY TRAFFIC CONTROL,

PAVEMENT MARKINGS LNFT 12,000 12,000

A1700 63503-1000 TEMPORARY TRAFFIC CONTROL,

PLASTIC FENCE (ORANGE) LNFT 2,000 2,000

A1720 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 1,151 1,151

A1740 63506-0500 TEMPORARY TRAFFIC CONTROL,

FLAGGER HOUR 4,800 4,800

A1760 63507-0600 TEMPORARY TRAFFIC CONTROL,

PILOT CAR DAY 150 150

A1780 63701-0000 FIELD OFFICE EACH 1 1

A1800 63704-0000 VEHICLE EACH 2 2

A1820 64707-1000 MITIGATION, ARCHAEOLOGICAL

SITE MONITORING (PRINCIPAL

INVESTIGATOR) HOUR 1,080

-S ep -2

:0 A

M

MileStone: 100% PS&E(Final) Date Completed: 09/28/22 Report Date: 09/28/22

C

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SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

B.4DOT 135(6)AK

Section C Section D Section E Section F Section G Section H Section I Section J Section K Section L Section M -

Typical Section

Plan & Profile

Road Approach

Erosion Control

Planting Drainage Safety Temporary

Traffic Control

Permanent Traffic Control

Utility Bridge ALLOWANCE Bid

Schedule

A1840 64707-1000 MITIGATION, ARCHAEOLOGICAL

SITE MONITORING (FIELD

TECHNICIAN) HOUR 4,320

A1860 64707-1000 MITIGATION, ARCHAEOLOGICAL

SITE MONITORING (TRIBAL

MONITOR) HOUR 4,320

-S ep -2

:0 A

M

MileStone: 100% PS&E(Final) Date Completed: 09/28/22 Report Date: 09/28/22

C

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SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number

Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

B.5DOT 135(6)AK

TYPICAL SECTION

[3] [3]

[2][2] [2]

[6]

C.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k c a .d g n

AK DOT 135(6)

u g u s t

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

NO SCALE

S lo p e s ta k e

C le a r in g l im it

FOOTNOTE:

Red top

Point available in survey notes

Tu rf es tab lis hmen t l im its See Safety Edge Detail

0.25 D

0.25 D

Existing ground

Slope stake

Existing ground

Pull aggregate base to cover safety edge

1:4

Profile grade

1:4

10'-0"

[4

Va ria ble

[4

Va

[1] 2% Crown

[4]

Va

CL

D

Traveled way

12'-0"

Traveled way

12'-0"

Shoulder

6'-0"

Shoulder

6'-0"

5'-0"10'-0"

ROUNDING DETAIL

FILL SLOPE

See pavement structure depths this sheet

Aggregate base grading D, 7-inch compacted depth

See Fill Slope Rounding Detail

C le a r in g l im it

C le a r in g l

[4]

Va

SAFETY EDGE

DETAIL

C le a r in g l conserved topsoil over all fills

Place 4" depth of

Existing ground

See Cut Slope

Rounding Detail

GLENN HIGHWAY MP 66.0 - MP 67.2

3395+00.00 to 3419+21.50 AND 3422+54.50 to 3457+00.00

B=5'-0"5'-0"

300 FT TYP.

R ig h t-o f-w a y

R ig h t-o f-w a y two equal lifts with tack coat between lifts

5-inch compacted depth, placed in

Asphalt concrete pavement, type 1, [8]

ROUNDING DETAIL

CUT SLOPE

Select borrow, 36-inch compacted depth

T y p special ditches as shown in the Staking Report.

See Sheet D.2-5 for special ditch locations. Construct[9] and road approaches. See Sheet C.2 and Section E.

Included quantities for traveled way and turnout widening, [8] guy wire anchors.

cut slope rounding to avoid impact to overhead power pole

See SCR Subsection 201.04 for areas that require reduced [7] proportionally.

dimension and reduce the front slope rounding distance

For cut heights less than "B" reduce "B" to the cut height [6] improvements. See Sheet D.7 for limits.

Special clearing and grubbing are required for safety[5]

Construct slopes as shown in the Staking Report.[4] and K.

accomodate milled rumble strips construction. See Section I

Where guardrail is required, the shoulder width is 6'-6" to[3]

See Sheet C.2 for widening locations.

[2] on the plan and profile curve data.

Superelevate roadway on curves at the rate 'e' as indicated [1] stimil tnemhssilbatse fruT

DETAILS

PAVEMENT TRANSITION

NO SCALE

TRAVELED WAY PAVEMENT

WIDTH WIDENING DETAIL

AT 3419+21.50 AND 3422+54.50

CONNECTION TO EXISTING

PAVEMENT DETAIL

1:35

CONNECTION TO BRIDGE

APPROACH SLABS DETAIL

C.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k c b .d g n

AK DOT 135(6)

F e b r u a r y

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

CONSTRUCTION TURNOUT

WIDTH WIDENING DETAIL

AT 3395+00.00 AND 3457+00.00

3395+00.00 LT - 3403+00.00 LT

3427+00.00 RT - 3433+00.00 RT

150'-0"300'-0"150'-0"

Sawcut and tack

Pavement Structure

See Sheet C.1 for

Existing pavement pavement Structure

See Sheet C.1 for slab approach structure

See Sheet M.15 for bridge

CL

1:2

-2.000%

1:2

-2.000%

DETAILS

SUBEXCAVATION

BRIDGE SUBEXCAVATION AREAS

DETAILS

TYPICAL SUBEXCAVATION SECTION

[2]

[3]

3418+91.50.00 TO 3419+21.50 and 3422+54.50 TO 3422+84.50

3418+91.50.00 TO 3419+21.50 and 3422+54.50 TO 3422+84.50

C.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k c c .d g n

AK DOT 135(6)

e p te m b e r

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

Subexcavation area

Subexcavation area

Aggregate base grading D, 7-inch compacted depth with tack coat between lifts compacted depth, placed in two equal lifts

Asphalt concrete pavement, type 1, 5-inch

[1

Va ria ble [1]

Variable

[1]

Vari able

FOOTNOTE:

NO SCALE

Existing ground

36'-0"

Profile grade

Begin bridge 3419+41.50

End bridge 3422+34.50

30'-0" 30'-0"

Backfill, granular (porous backfill)

Subexcavation

S e e f o o tn o te details.

edge and clearing limit details. See Section I for guardrail

See sheet C.1 for cut and fill slope rounding details, safety[3] and 3422+84.50 are 568.0 feet and 566.55 feet, respectively.

3418+91.50 and 3419+21.50, and between 3422+54.50

The bottom elevations of subexcavation areas between [2]

Construct slopes as shown in the Staking Report.[1]

Select borrow, 36-inch compacted depth

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

13102 203306.181 116086.292 564.782 61°44'04.388521" N 148°45'45.901514" W 622.244 0.99992331 5/8"IR W/FHWA ALUM CAP 1.

13103 203562.495 116758.866 576.247 61°44'06.785582" N 148°45'31.839818" W 633.716 0.99992309 5/8"IR W/FHWA ALUM CAP

13104 203686.664 117396.702 589.467 61°44'07.887925" N 148°45'18.551076" W 646.948 0.99992277 5/8"IR W/FHWA ALUM CAP

13105 203382.650 118086.918 584.551 61°44'04.764914" N 148°45'04.345457" W 642.052 0.99992334 5/8"IR W/FHWA ALUM CAP

13106 202627.909 118286.106 575.324 61°43'57.297469" N 148°45'00.512075" W 632.846 0.99992388 5/8"IR W/FHWA ALUM CAP

13107 201899.565 118320.532 571.846 61°43'50.121032" N 148°45'00.088075" W 629.385 0.99992406 5/8"IR W/FHWA ALUM CAP

13108 201134.652 118384.069 572.347 61°43'42.579095" N 148°44'59.074585" W 629.906 0.99992407 5/8"IR W/FHWA ALUM CAP

13109 200406.419 118691.919 587.086 61°43'35.351983" N 148°44'52.976880" W 644.667 0.99992352 1 1/2"DIA ALUM CAP DOT 90

13110 200107.704 119297.105 634.249 61°43'32.296561" N 148°44'40.538405" W 691.848 0.99992157 5/8"IR W/FHWA ALUM CAP

13111 200152.535 119773.789 660.617 61°43'32.647224" N 148°44'30.629133" W 718.224 0.99992054 5/8"IR W/FHWA ALUM CAP

13112 200325.736 120339.571 689.221 61°43'34.244364" N 148°44'18.819309" W 746.833 0.99991946 5/8"IR W/FHWA ALUM CAP

PROJECT : Kings River Section COORDINATE SYSTEM : MV-1, local system developed by ADOT VERTICAL DATUM : Differential levels holding beginning elevation at CP13101

PROJECT UNITS : US SURVEY FOOT

To convert the local coordinates to NAD83(CORS) State Plane U.S. Survey Foot coordinates, translate using +2,624,893.36529 N, +1,738,991.40294 E, and scale using 0.9999202167

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1:

P

M W

FL

H

D S ur ve y

W

FL

H

D S ur ve y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.8

SHEET

NUMBER

DOT 135(6)AK

SURVEY CONTROL

Basis of Coordinates:

The Basis of Coordinates is NGS Station PURIN, located near Milepost 91 of the Glenn Highway. Said station has MV‐1 coordinates of 231,730.0664 N, 232,079.1864 E.

Basis of Bearings:

The Basis of Bearings is a local plane bearing between NGS Station PURIN and NGS Station PAQB. NGS Station PAQB bears S 64º53’54”W a distance of 189,974.66 U.S.

Survey Feet from NGS Station PURIN. NGS Station PAQB has MV‐1 coordinates of 151,137.6479 N, 60,046.5335 E Basis of Vertical Control:

The Basis of Vertical Control is NAVD88 as determined by a series of level loops performed by DOT

ROAD APPROACH DETAILS

-4

-15% (max.)

15% ( max.

E.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k q a .d g n

AK DOT 135(6)

J u ly

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

3.

2.

1.

ROAD APPROACH SYMBOL

Mainline station

CL

Approach number

W

C L o f a p p r o a c h

Edge of shoulder

Edge of traveled way

Edge of shoulder

PLAN VIEW

E d g e o f s h o u ld e r of highwayCL

Profile grade

+/-2% max.

difference 8%

Maximum algebraic

VPI

Landing

L

R1 R2

L

PROFILE VIEW

90°

12' 12'

-inch4

3 2-inch

VERTICAL CURVE

MAXIMUM CREST

VERTICAL CURVE

MAXIMUM SAG

E d g e o f s h o u ld e r

E d g e o f tr a v e le d w a y

E n d p a v e m e n t

CONNECTION DETAIL

7"

5"

Select borrow

L1 L2

Landing

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

End road approach

Approach

Finish approach with 5-inch aggregate base.

Pave to the end of radius return unless otherwise indicated.

the roadway's clear zone. Perform work under Section 622.

Construct approach foreslopes 1H:6V or flatter slope within structure as shown for mainline. See Sheet C.1 for details.

Finish landing to mainline with the same pavement

Approach width of mainline road grade varied

Mainline road

Asphalt concrete pavement, type 1

Aggregate base grading D 5-inch aggregate base grading D

Approach grade

End pavement see Note 1

NOTE:

[3]

[4]

[2]

[2]

[2]

[2]

[2]

SHEET 1 OF 2

CONTROL QUANTITIES

TABULATION OF EROSION

[6]

F.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k g a .d g n

AK DOT 135(6)

u g u s t

H a r r is

P h

C h e c k e d b y

D e s ig n e d b y

[5]

FOOTNOTE:

NOTE:

4.

3.

2.

1.

flume details and quantities.

See Section H for culvert outlet riprap protection and drainage to accomodate permits and actual operations.

Contractor may modify the erosion control plans as necessary fit field conditions and as approved by the CO.

Final locations and spacings of devices may be changed to control devices shown are as symbols and not actual locations.

Erosion control plans as shown are approximate. Erosion areas of channel guide banks.

Apply only to special clearing area. Do not apply to the[6]

Apply only to the areas of channel guide banks.[5]

See SCR Section 158.[4]

Use as required and as directed by the CO.[3]

Contract quantity.

[2] channel guide banks. Estimated diversion length is 1600 FT.

Temporary diversion berm is required for construction of[1]

F.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k g a .d g n

AK DOT 135(6)

J u ly

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

SHEET 2 OF 2

CONTROL QUANTITIES

TABULATION OF EROSION

NOTE:

4.

3.

2.

1.

flume details and quantities.

See Section H for culvert outlet riprap protection and drainage to accomodate permits and actual operations.

Contractor may modify the erosion control plans as necessary fit field conditions and as approved by the CO.

Final locations and spacings of devices may be changed to control devices shown are as symbols and not actual locations.

Erosion control plans as shown are approximate. Erosion

DI

STURBED

AREA

PROTE

CTE

D

AREA

End treatment varies

DI

STURBED

AREA

PROTE

CTE

D

AREA

End treatment varies

Compost sock

Compost sock

F.8

STATE PROJECT

NUMBER

SHEET

I n t_ ft p w w o r k d a k g g .d g n

AK DOT 135(6)

e c e m b e r

H a r r is

W

F L

H D C

A

C h e c k e d b y

D r a w n b y

SHEET 2 OF 2

COMPOST SOCK DETAILS

CULVERT OUTLET PROTECTION

COMPOST SOCK

CULVERT INLET PROTECTION

COMPOST SOCK

NOTES:

6.

5.

4.

3.

2.

1.

and discarded.

Remove all stakes and rope, if used, from the project one-third of the sock height.

Remove accumulated sediment before it reaches

Repair or replace damaged or displace compost socks.

installed on slopes.

Use wood stakes to secure compost socks in place if toe of slopes to allow runoff to pool.

Place compost socks no closer than 5-feet from the

Install stakes per manufacturer's recommendations.

NO SCALE

socks 1'-6" to achieve a continuous run

Overlap end sections of compost

6''

12" (min.)

16" min

(ft)

(ft)

GRADE

DITCH

6%

5%

4%

3%

2% on ditch grades steeper than 6%

* Do not use gravel bag check dams

GRAVEL BAG CHECK DAM5%

4%

3%

2%

Gravel bag

(See Note 7)

CHECK DAM SPACING*

FIBER ROLL

(See Note 7)

CHECK DAM SPACING*

GRAVEL BAG

CROSS SECTION

FLAT-BOTTOM DITCH

SPACING (max.)

CHECK DAM

SPACING (max.)

CHECK DAM

SPACING (max.)

CHECK DAM

GRADE

DITCH

GRADE

DITCH

(See Note 7)

CHECK DAM SPACING

FILTER ROCK

PROFILE VIEW

7%-9%

6%

5%

4%

3%

2%

CHECK DAM DETAILS

NO SCALE

F.9

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k g h .d g n

AK DOT 135(6)

e c e m b e r

H a r r is h P h

C h e c k e d b y

D r a w n b y

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

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

Drive stakes into undisturbed soil of trench bottom.

2-foot (max.) spacing.

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

Stake fiber rolls in place with 11#8-inch x 11#8-inch wood

Install check dams in ditches perpendicular to the flowline.

installation.

Repair all rills or gullies and properly compact prior to gravel bags as directed by the CO.

Construct check dams from fiber rolls, filter rock, or

6"

(ft)

12'' (typ.)

6'' min

6" min.

Trench 2" min.

12" (min.)

9" Ø min.

Fiber roll

Trench 2" min.

dams on ditch grades steeper than 5%.

fiber roll. Do not use fiber roll check

* Spacing calculated based on 9" Ø min

CROSS SECTION

Flow

Se e

Not e

CROSS SECTION

CROSS SECTION

V-DITCH

See Note 6 the ends to prevent flow around

Curve ends upstream similar for flat-bottom ditches.

Check dam installation details are

V-ditch design shown.

See Note 5

Flow Line

STAKING DETAIL

FIBER ROLL

uphill side of fiber roll

Place excavated material on

FIBER ROLL CHECK DAM

Filter rock

Filter rock

FILTER ROCK CHECK DAM

" 6

Check dam spacing

Ponded water

Ditch grade

Flow See Note 6 the ends to prevent flow around

Curve ends upstream

PLAN VIEW

4"

NOTE:

:2 ty p

MISCELLANEOUS DETAILS

1:4

Riprap ditch, method A, class 1

1:2 - 1:4

F.10

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k g j.

d g n

AK DOT 135(6)

F e b r u a r y

C h e c k e d b y

D e s ig n e d b y

[1]

FOOTNOTE:

SWPPP NOTICE SIGN

project information. Install signs in accordance to Section 635.

panel from aluminum. Adjust text as needed for specific

Black border and text on white background. Fabricate sign

See SCR Subsection 107.01A(d) for installation locations.

RIPRAP DITCH

4'

.5

1:4 - 4'

1:3 - 3'

1:2 - 2'

3"

4"C

3"

2"C

2"

2"C

14"

"2

"B2

42"

"8

3" IN = 8

5" TH = 8

1BORDER R = 1

W626-1

REVISED:

DETAIL APPROVED FOR USE 12/2006

WESTERN FEDERAL LANDS HIGHWAY DIVISION

" dia. 12" long 2

DECIDUOUS TREES UNDER 12'

OVER 12' AND CONIFERS OVER 4'

PLANTING METHODS

TREES AND SHRUBS

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

G.2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

U S

C c p w w o r k d

W .d g n

A u g u s t thoroughly with water the ball of earth by soaking it

Settle the loose soil around or outside ball

2.

1.

BALLED AND BURLAPPED TREES AND SHRUBS

METHOD OF PLANTING CONTAINER OR

AND METHOD OF GUYING DECIDUOUS TREES

METHOD OF PLANTING BARE ROOT TREES AND SHRUBS

METHOD OF STAKING

or Pine stakes.

Provide construction grade, rough or dressed Douglas Fir hose and wire guying.

Approved commerical plant ties may be used in lieu of anchors driven firmly into the ground wood stakes or approved metal galvanized wire and scarify sides to prevent sealing

Roughen subsoil in bottom of hole as it stood in nursery level to the natural ground

Set plant in hole same the center point the tree and twisted at two-thirds the height of trunk at least equal to

Wire anchored from the marker conspicuous

Approved deciduous trees where required

Wrapping material on

Depression to collect water completely saturated and filled on top until all voids are the roots by pouring water roots. Soak the topsoil around

Work topsoil carefully around

Place roots in natural position.

and scarify sides to prevent sealing

Roughen subsoil in bottom of hole

Prune any broken roots prior to placing around roots conditioner and throughly mixed

Topsoil mixed with specified soil deciduous trees where required

Wrapping material on

Topsoil to collect water around plant on level ground or slope container or ball diameter

Make a depression twice the prior to placing around ball conditioner and throughly mixed

Topsoil mixed with specified soil down upper half of burlap

Cut bindings, and peel

Place mulch as directed

Trees and shrubs.

stood in nursery or container to the natural ground as it

Set plant in hole same level wrapping paper under hose plastic hose with tree, nylon, rubber or reinforced driven prior to backfilling with tree, wrapping paper under hose rubber or reinforced plastic hose the point at which ties are to be made ground and stapled or tied to the stake.

a point two-thirds the height of tree above approved plastic ties tied to the tree at b o u t tw o th ir d s t h e h e ig h t o f th e t r e e g u y c a b le s r e q u ir e d indicated by dotted lines. Do not cut leader

For bare root trees and shrubs, prune for nursery stock and3 1branches about for collected material as 2 1about

14 gage or heavier

Cut stake off about 12" above

" dia. x 12" long nylon, rubber2

Fasten wires to 2" x 4" x 24"

2" x 2" wood stake

14 gage or heavier galvanized wire or

12" max., 6" min.

(min.)

12"

(min.)

12" m a x

10.4 x 16 20301 -1900

25101 -0300

25101 -0300

60201 -0800

60201 -1000

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

R

EM

O V A L

O F

PI

PE

C U

LV

ER

T

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

O

U

TL

ET

P

R O

TE

C

TI

O N

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

D

R A

IN

A G

E

FL

U M

E)

-I

N C

H P

IP

E

C U

LV

ER

T

-I

N C

H P

IP

E

C U

LV

ER

T

S K

EW

A N

G

LE

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 EACH CUYD CUYD LNFT LNFT Lt Rt 3396+50 3 80 19 72 3403+12 4 20 70 Left Approach 3414+61 4 20 70 Left Approach 3414+61 4 20 1 70 Right Approach 3422+58 NA 4 32 Drainage Flumes 3429+25 20 1600 19 200 3437+00 10 360 19 88 3442+50 13 720 19 124 3448+50 10 250 19 78 3454+38 2 50 72 18°

PROJECT TOTAL 3124 1 95 32 210 634

Allowable Pipe Material

NOTE:

1. Steel pipe culvert minimum wall thickness is the larger of 0.109" or the thickness 3. HDPE pipe is not allowed when final installation is exposed. Furnish HDPE end sections for AS Aluminized steel required by the Std. 602-1 fill height table. all HDPE pipe. End section is part of HDPE pipe. See Std. 602-5 for acceptable cell class. GS Galvanized steel

2. Aluminized steel pipe culvert minimum wall thickness is the larger of 0.105" or the 4. Do not use aluminized steel material in abrasive conditions. HDPE High Density Polyethylene thickness required by the Std. 602-1 fill height table (steel). (blank) Any appropriate material

Except PVC plastic

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\p w

-w or k\ d0 ak -1

_e a.

xl sx

]S he et

-A ug

-2

3:

P

M N in h

Ph an

/2

K H ar ri so n

/2

D es ig ne d by

C he ck ed b y:

STATE PROJECT

H.1

SHEET

NUMBER

DOT 135(6)AK

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

H.2

NUMBER

SHEET

U

S S u r ft p w w o r k d a k e e .d g n

AK DOT 135(6)

J a n u a r y

H a r r is

J m e s N e ig h o r

C h e c k e d b y

D e s ig n e d b y

1V:2H or flatter slope

FLUME DETAILS

DRAINAGE

Placed riprap, method A, class 3

1.

2.

B

B

A

Existing ground Existing ground

SECTION A-A SECTION B-B

Existing ground

6'

NO SCALE

2' 2' 2'

NOTE:

DRAINAGE FLUME

PLAN VIEW

Guardrail

CROSS SECTION VIEW

pavement structure

See Sheet C.1 for

A

Placed riprap, method A, class 3

6'

Placed riprap, method A, class 3Placed riprap, method A, class 3

8'

Aggregate base

Slab

Bridge Approach

Finished grade

At 3422+58 the slope and place riprap.

with no abrupt deviations. Extend the drain beyound the toe of

Shape the channel to proper grade and cross-section as shown finished grade. Install flume perpendicular to slope contours.

Excavate to place riprap so that the top of flume sides are at

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

L

LENGTH

APRON

H

DEPTH

APRON

L

LENGTH

APRON

H

DEPTH

APRON

REVISED: 8/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

CULVERT OUTLETS

PLACED RIPRAP AT

W251-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

H.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

U S

C c p w w o r k d a k e f.

d g n

O c to b e r

Variable slopeVariable slope

D

4D m in

H m in

H

D

H ditch slope

Match existing ditch slope

Match existing

D or Span

Dia.

or Span

Dia.

or Span

Dia.

or Span

Dia.

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

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

2' (min.)

2' (min.)

(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

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 m in

H

L

D it c h

D ground

Original

Geotextile Flowline m in

D

Geotextile m in

D m in

D ground

Original

Geotextile

D it c h

D

L ground

Original

Geotextile m in

H Original ground

L L

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.

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

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

STATE PROJECT

NUMBER

SHEET

H.4

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

O c to b e r

U

C p w w o r k d a k e g .d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

3.

4.

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.

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

[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]

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

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

COUPLING BAND

METAL PIPE CULVERT

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 corrugations on rerolled pipe ends.

STATE PROJECT

NUMBER

SHEET

H.5

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

O c to b e r

U p w w o r k d a k e h .d g n

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

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

W

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

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

rerolled with 3" × 1" pipe corrugations.

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on 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 diameter, required above 42" diameter

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

Second angle connection optional to 42"

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

LEGEND:

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2017

REVISED: 4/1994 6/2005

> 54"

12" to 54"

6"

4"

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

STATE PROJECT

NUMBER

SHEET

H.6

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

U S

C c p w w o r k d a k e i.

d g n

A u g u s t

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

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

Bedding material (uncompacted)

Impermeable backfill material.

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H

Width

H H

H H

H H

H H

H

H

H

H

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

HH

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

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

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

exceeding 6" compacted depth; or lean concrete

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

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

"/foot of cover,2 minimum

1'-0"

NOTE:

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.)

POLYVINYL CHLORIDE (PVC) PLASTIC ROUND PIPE CULVERT

PIPE

SIZE

FILL HEIGHT TABLE AND MINIMUM CELL CLASSIFICATION NUMBER PER ASTM D 1784

SMOOTH WALL (SOLID WALL) RIBBED

PIPE

SIZE

MINIMUM

COVER

CELL CLASS.

NO. 12454

CELL CLASS.

NO. 12364

MINIMUM

COVER CELL CLASS.

NO. 12454C

CELL CLASS.

NO. 12364C

A B C D

END SECTION DIMENSIONS

FILL HEIGHT TABLE AND MINIMUM CELL CLASSIFICATION NUMBER PER ASTM D 3350

SMOOTH WALL (SOLID WALL) CORRUGATED RIBBED

PIPE

SIZE

PIPE

SIZE

PIPE

SIZE

CELL CLASSIFICATION

NUMBER 335434C

CELL CLASS.

NO. 435400C CELL CLASS.

NO. 335434C

MINIMUM

COVER CELL CLASS.

NO. 334433C

MINIMUM

COVER

MINIMUM

COVER

POLYETHYLENE (PE) PLASTIC ROUND PIPE CULVERT

PIPE SIZE

602-5

STANDARD APPROVED FOR USE 12/1993

DRAFT: 2/2009

REVISED: 4/1994 6/2005

PLASTIC PIPE CULVERT

12 57

INCHES

DIAMETER

INCHES MAXIMUM FILL HEIGHT (FEET)HEIGHT (FEET)

MAXIMUM FILL

INCHESINCHES

DIAMETER

MAXIMUM FILL HEIGHT (FEET)INCHESINCHES

DIAMETER 1.4771.2921.3851.1540.9230.8570.607

MINIMUM WALL THICKNESS (INCHES)

INCHES

DIAMETER

INCHES MAXIMUM FILL HEIGHT (FEET) INCHES

DIAMETER

INCHES MAXIMUM FILL HEIGHT (FEET)

MINIMUM WALL THICKNESS (INCHES)

0.358 0.438 0.358 0.438

66.5

63.5

45.5

24.5

14.5

INCHES

DIMENSIONS

INCHES

DIAMETER

STATE PROJECT

NUMBER

SHEET

H.7

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

U S

C c p w w o r k d S td

.d g n

J a n u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

PLASTIC PIPE END SECTION

SIDE

TOP

FRONT

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.

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.

A

D

C

B

PIPE SIZE (D) WIDENING

DITCH WIDENING

602-6

TREATMENT IN CUT SLOPES

PIPE CULVERT INLET 30"

24"

18"

7'

6'

5'

STATE PROJECT

NUMBER

SHEET

H.8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DOT 135(6) AK

U S

C c p w w o r k d a k e j.

d g n

J a n u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

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

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

(See table)

Ditch widening

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

D 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

D ditch line

Normal

Subgrade

1'

1'

NOTE:

B e r m

D

B e r m

D

(min.)

4' d ip a t c e n te r

(Min.)

4'

QUANTITIES

ROADSIDE BARRIER

TABULATION OF

I.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k s a .d g n

AK DOT 135(6)

A u g u s t

K

H a r r is o n

N

P h a n

C h e c k e d b y

D e s ig n e d b

STEEL POSTS

MGS W-BEAM GUARDRAIL

I.2

STATE PROJECT

NUMBER

SHEET

U p w w o r k d a k s b .d g n

AK DOT 135(6)

F e b r u a r y a r r is h P h

C h e c k e d b y

P r e p a r e d b y

8" or 12" block

6' Post

(one omitted post)

Unsupported span

" x 10" or 14" guardrail bolt8

Note 2

See

" plain round washer4

W6 x 9 or W6 x 8.5

"4

" dia.4

" dia. (typ.)4

Note 2

See

"4

"4

6"

N o te

S e e

6' POST, 8" OR 12" BLOCK

Post spacing 6'-3""2 13'-1

43'-9" (min.)

56'-3" (min.) Distance between omitted posts

(max.)

12'-6"

(t yp

6" ty p ty p

(typ.)

2'-0"

8" or 12" o r

8" or 12"

" recess nut8 fill slope

Variable

TOP symmetry ofCL

FRONTSIDE

BLOCK

steeper than fill slope

Variable slope but not shown on Typical Section

Aggregate base or as

W beam rail

(See Note 2)

Modified Block on terminal sections

All posts except those

DETAIL

POST AND BLOCK

4.

3.

2.

1.

SHAPE POST

STRUCTURAL

terminal sections approach and departure

Widening required for

Subgrade shoulder. 1V:10H or flatter slope

OMITTED POST DETAIL

Hinge point block (typ.)

Post and rail as applicable ground line at face of

Edge of pavement or

Traffic s t le n g th

P o s t le n g th

6" ending 100' after the P.T.

12.5' on curves starting 100' before the P.C. and

Install reflectors every 25' on tangents and every the location shown on typical guardrail elevation.

" recessed head nut and steel washer at8 5bolt with

" button head8 5Attach guardrail reflector using a and accepted manufacturing practices.

functioning of the part, including its appearance, intended to be those consistent with the proper

Dimensional tolerances not shown or implied are length of guardrail run.

material. Use consistent material throughout the

Modified block may be wood, plastic, or composite

Size of block shown elsewhere in the plans.

the hinge point.

distance between the back of the guardrail post and guardrail cross section includes a 2-foot minimum may be omitted in locations where the typical

When encountering impenetrable material, one post

(must be mid-span) reflector locations

Permissible guardrail bolts and nuts (8 per splice)

" guardrail splice4

" x 18 of traffic direction

Lap in splice, typ.

Mid-span

TYPICAL ELEVATION

TYPICAL CROSS SECTION

guardrail post bolt, typ.

" x 10" or 14"8

GUARDRAIL REFLECTOR

groundline at face of rail

Edge of pavement or

See Note 2

SIDE

TOP

PLAN VIEW

NOTES:

See Note 1

POST FACE

See Note 4

ZY

Y Z

X=End offset. See manufacturer's information for the range of acceptable end offsets for each MASH compliant terminal.

* This 20' x 75' area must be free fixed object hazards. Any signs or other highway appurtenances must be mounted on breakaway supports.

s id e s lo p e

A p p r o a c h in g

STANDARD GUARDRAIL TERMINAL WIDENING DETAIL

AB

B

A

SECTION B-B

5.

4.

3.

2.

1.

AND GRADING

TYPE TANGENT TERMINAL

MGS W-BEAM GUARDRAIL

SECTION A-A

I.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k s c .d g n

AK DOT 135(6)

A u g u s t

H a r r is

W F L C

A

C h e c k e d b y

D r a w n b y

Install a reflectorized object marker on the impact head.

the diagonally hatched area also.

do not pave the diagonally hatched area. If not present, pave approximate location show. If this post/anchor is present

Some terminal systems have an additional post/anchor at the

In the case, the slope may be steepened to 4:1.

approaching side slope except where is the flatter than 4:1.

From point to point make the side slope match the away from the road.

slope when the shoulder slopes toward the road as well as in the plans or when approved by the CO. Match the shoulder. The slope may be increased to 10:1 if identified

Construct the shaded area to match the slope of the adjacent to the manufacture's recommendations.

configuration and layout. Install tangent terminal according manufacturer's drawing for actual post, rail, strut, etc.

The terminal details shown are for illustration only. See

Front face of rail

Normal guardrail offset

X

Back of post

Pave shaded area

75'

Edge of traveled way Normal guardrail fence offset

Slope limits (approximate)

See Note 4

See Note 2

Hinge Point

See Note 3 x m in

42' (min.)

Hinge Point

See Note 3

See Note 3 for side slope

50' (typ.)

pay limit

Guardrail

(min.)

6'

(min.)

4'

2' (min.)

Varies

Edge of traveled way

Edge of traveled way

QUANTITIES

TEMPORARY TRAFFIC CONTROL

TABULATION OF

J.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k n a .d g n

AK DOT 135(6)

J u n e

H a r r is h P h

C h e c k e d b y

D e s ig n e d b

J.2

NUMBER

SHEET

U

S S u r ft p w w o r k d a k n p .d g n

AK DOT 135(6)

F e b r u a r y tt H in s d s w ti e C a r lo s

C h e c k e d b y

D e s ig n e d b y

MISCELANEOUS SIGN DETAILS

TEMPORARY TRAFFIC CONTROL

"4 33"8

570"4

"8

5" D

"4

5" D

"4

"8

4" D

3"

4" D

"8

60''

"2

4"D

"2

"8 13"4

353"8

"8

5"D

"8

4'D

"8

5"D

"8

"2 1255""2

4"

4"D

4"

REF-A

REF-C

REF-B

NOTE:

60"

78" installations. See SCR 107.03A for project information phone number.

The CO will mark the exact locations in the field for sign conference.

Distance "#" will be determined by the CO at the preconstruction

".2

". Indent = 04

", Thickness = 08

Radius = 1

Border dimensions of reference sign A-C are as follows:

3.

2.

1.

WORK

ZONE

SUPPLEMENTAL DETAILS

ADVANCE SIGNING

TEMPORARY TRAFFIC CONTROL

NO

CENTER

LINE

LOOSE

GRAVEL

MOTORCYCLES

USE EXTREME

CAUTION

PAVEMENT

ENDS

BEGIN

DOUBLE

TRAFFIC

FINES

WORK

ZONE

R2-6aP

FINES

DOUBLE

SPEED

LIMIT

AHEAD

SPEED ZONE

25 MPH

LIMIT

SPEED

END

DOUBLE

TRAFFIC

FINES

SPEED

LIMIT

DOT R16-100

DOT R16-101

J.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft p w w o r k d a k n b .d g n

AK DOT 135(6)

A u g u s t

H a r r is h P h

C h e c k e d b y

D e s ig n e d b y

Traffic

Traffic

Work zone as determined by the CO

Work zone Area of Influence

100' 100' 100' 100'

Work…