Plans_IVARS.pdf

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

L low water left length of spiral lump sum longitudinal linear foot (feet) latitude lamination length of curve

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve rte.

rt. or RT reqd.

reinf.

rdwy.

R/W

R.

R route right required reinforcement roadway right-of-way range radius typ.

Ts

TS

thd.

TBM

T.

T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance

VPI

vph

V vertical point of intersection vehicles per hour design speed yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

S symmetrical point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south

CUYD

culv.

CUFT

cubic yard(s) culvert cubic foot (feet) mon.

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material P

M

M a y

U

S C c m y fi le s p w p r o d u c ti o n d a k t-fo r t1 a b .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.2 IRR FORT 1002(1) AK

BH

CP GPS

JH

TP

DI

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

N

E

RIP

G G

W W

DI

T T

NOTE:

NO SCALE

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub θs Ø

∆c spiral central angle diameter curve central angle total central angle approach ahead average daily traffic abutment appr.

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center mile post main line

M.P.

M.L.

STEAM = steam, T = telephone, TV = CATV, W = water

P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain

EM = electric meter, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use,

- no symbol -

EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut wall face

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

Fiber Roll or Wattle

Sucker

Laura Lak e

Island

Homebrew

SCALE IN MILES

0 1

N

VICINITY MAP

PROJECT LOCATION

BRIDGE REPLACEMENT

IVARS ROAD

Project location (66°35'N, 145°06'W)1.

NOTE:

AIRPORT

MUNICIPAL

FORT YUKON

FORT YUKON

Yllota

Slough

A.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft

D m y fi le s p w p r o d u c ti o n d a k t-fo r t1 a c .d g n

AK IRR FORT 1002(1)

S e p te m b e r

T

P h a n

J

D o u c e y

C h e c k e d b y

D e s ig n e d b

Sheet and Description

Section C Section D Section E Section F Section G Section H

Typical Section

Plan & Profile

Erosion Control

Riprap Details

Bridge Plans

Temporary Traffic Control

ALLOWANCE Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 700 50 750

A0140 15705-1800 SOIL EROSION CONTROL,

TEMPORARY DIVERSION BERM LNFT 120 30 150

A0160 20101-0000 CLEARING AND GRUBBING ACRE 0.9 0.1 1.0

A0180 20301-1900 REMOVAL OF PIPE CULVERT EACH 24 24

A0200 20401-0000 ROADWAY EXCAVATION CUYD 159 41 200

A0220 20403-0000 UNCLASSIFIED BORROW CUYD 3,499 101 3,600

A0240 20701-0100 SEPARATION-STABILIZATION

GEOTEXTILE, CLASS 1, TYPE A SQYD 2,359 91 2,450

A0260 20702-0100 GEOTEXTILE FILTER, CLASS 1,

TYPE A SQYD 544 56 600

A0280 25101-0500 PLACED RIPRAP, METHOD A,

CLASS 5 CUYD 648 52 700

A0300 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 601 49 650

A0320 55210-0400 PRECAST STRUCTURAL CONCRETE,

CLASS A(AE), ABUTMENT CUYD 47 47

A0340 55235-0000 EXPANSION JOINTS LNFT 34 34

A0360 55504-0000 PRE-FABRICATED STEEL BRIDGE LPSM ALL

A0380 57401-0000 GRS-IBS, GEOSYNTHETIC

REINFORCEMENT SQYD 3,500 3,500

A0400 57402-0000 GRS-IBS, OPEN-GRADED BACKFILL TON 1,100 1,100

A0420 57403-0000 GRS-IBS, CONCRETE MASONRY UNIT SQYD 250 250

A0440 61702-1200 TERMINAL SECTION, TYPE LST EACH 4 4

A0460 61707-1000 STRUCTURE TRANSITION RAILING,

G4 SYSTEM LNFT 52 52

A0480 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 20 20

A0500 62201-0850 WHEEL LOADER, 1 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 20 20

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

-F eb -2

:1

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

Iv ar s

B ri dg e_

En gE st .x ls x]

Sh ee t

STATE PROJECT

B.1IRR FORT 1002(1)AK

NUMBER

Sheet and Description

Section C Section D Section E Section F Section G Section H

Typical Section

Plan & Profile

Erosion Control

Riprap Details

Bridge Plans

Temporary Traffic Control

ALLOWANCE Bid Schedule

A0520 62201-3150 HYDRAULIC EXCAVATOR, CRAWLER

MOUNTED, 1.0 CUBIC YARD

MINIMUM CAPACITY WITH THUMB

ATTACHMENT HOUR 20 20

A0540 62301-0000 GENERAL LABOR HOUR 40 40

A0560 62501-0000 TURF ESTABLISHMENT ACRE 0.4 0.1 0.5

A0580 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 4 4

A0600 63502-1500 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE A EACH 8 8

A0620 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 38 7 45

A0640 63507-0700 TEMPORARY TRAFFIC CONTROL,

TRAFFIC CONTROL SUPERVISOR DAY 60 60

A0660 63703-0000 RESIDENTIAL HOUSING EACH 1 1

A0680 63704-0000 VEHICLE EACH 1 1

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

3- D ec -2

:1

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

Iv ar s

B ri dg e_

En gE st .x ls x]

Sh ee t (2

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2IRR FORT 1002(1)AK

NUMBER

TYPICAL SECTION

TYPICAL SECTION

NO SCALE

C.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 c a .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b y

232425

LC

1:4

S lo p e s ta k e l im it s

C le a r in g l im it s

S lo p e s ta k e l im it s

C le a r in g l im it s

107+45 to 109+28

103+50 to 105+92

1:4 (typ.)

1:3 (typ.)

2 Construct slope as shown in the Staking Report.

on the plan and profile curve data.

Superelevate roadway on curves at the rate "e" as indicated

FOOTNOTE:

1:3 (ty p.)

-2.00%-2.00%

Unclassified borrow geotextile, class 1, type A

Separation-stabilization fruT tnemhsilbatse fru tnemhsilbatse

3'

3' method 2

10" Roadway aggregate, Existing ground

Profile grade point

18'

QUANTITIES

TABULATION OF PLAN

D.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fa .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b

PT

.9

PC

.1

P T

.6

P T

.5

P C

.4

-0.8850%

,0

.2

50' VC

K = 12

+3.2031

,0

.0

45' VC

K = 11

-0.7751%

K = 7

30' VC

,0

.2

-4.9948%

K = 10

56' VC

+0.5325%

.3

,0

.5

.4

N

Curve= PRO_MAIN_3

D

R= 110.00'

T= 49.80'

Curve= PRO_MAIN_6

D

R= 90.00'

T= 22.52'

Existing ground

BEGIN PROJECT

END PROJECT

El=1000.54

E=20339.505

N=10083.952

El=996.46

E=20875.242

N=9985.017 e= 0.025

L= 93.53' e= 0.025

L= 44.14'

NAME NORTHING EASTING ELEVATION

CONTROL POINTS

CUYD

EXC.

CUYD

EMB.

110+00108+00107+00105+00104+00103+00

970 970

106+00 109+00

1025 1025

CP

13105

CP

13106

CP

13104

CP

13103

CP

13102 upon completion of bridge

Culverts to be removed

Line to be constructed

END BRIDGE

107+45.14

BEGIN BRIDGE

105+92.81

Slope stake limits

Slope stake limits

Profile grade

D.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fb .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b y

3,499

103+50.93

AK IRR FORT 1002(1)

109+28.00

AK IRR FORT 1002(1)

Install object marker

105+92

Install object marker

107+45

105+92.81

BEGIN BRIDGE

107+45.14

END BRIDGE

Install transition railing

105+81 to 105+94, LT & RT

Install terminal section

105+56 to 105+81, LT & RT

Install transition railing

107+43 to 107+56, LT & RT

Install terminal section

107+56 to 107+81, LT & RT

105+56.26 to 105+81.44 type LST, LT & RT

Terminal section, railing, G4 system, LT & RT

Structure transition

105+81.44 to 105+94.52 railing, G4 system, LT & RT

Structure transition

107+43.43 to 107+56.56 type LST, LT & RT

Terminal section, 107+56.56 to 107+81.69

13107

13106

13105

13104

13103

13102

13101

9973.248

9991.389

9975.122

9975.814

10118.846

10068.296

10000.000

21147.357

20952.564

20844.973

20739.831

20475.072

20273.922

20000.000

997.962

996.340

995.810

994.632

996.335

1000.083

1000.000*

* Not shown. Outside sheet boundary

Clearing limits

Clearing limits

LST Section

NOTE:

NO SCALE

1.

DETAILS

APPROACH RAILING

PLAN @ ABUTMENT

LC Post

W-Beam Guardrail

ELEVATION VIEW

PostLC

Timber deck

See Sheet D.4, Standard 617-11, for other details.

6'-0" long post (typ.)

with 6" x 8" timber blocks (typ.)

Transition posts will be steel

2-W-Beam type 4 (Weathering) - class B (10 gauge)

Timber deck

" = 12'-6"2 14 spac. @ 3'-1

Pay limits, Transition guardrail section

D.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fc .d g n

AK IRR FORT 1002(1)

A

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b

STANDARD APPROVED FOR USE 1/1994

DRAFT: 10/2013

REVISED: 4/1994 6/2005

617-11

STEEL POSTS

G4 W-BEAM GUARDRAIL

" dia. hole4

6'-0"

" deep16 11" dia. x

"4

25"

18"

10"

2"

4" minimum

4" minimum

4" minimum

" minimum8

" minimum4

" GUARDRAIL BOLT8

5 " RECESS NUT8

" x 18"8

" high (typ.)2

" plain round washer4

" recess nut.8

"2 1than

"4 ty p

3"

2"

" dia. (typ.)4

" dia.4

W 6 x 9

See Note 2

2'-0" (typ.)

Post spacing 6'-3" ty p

(t yp

6" (typ.)

8" ty p

" splice bolt slot.8 1" x 132

" post bolt slot at 6'-3"2 1" x 24

" guardrail splice4 1" x 18

" x 10" guardrail8 t o e d g e

" 6"

"4

S e e N o te ty p

6"

"4

8"

"4

"16 11"4

"16

"8

" x 10" guardrail post bolt8

See Special Contract Requirements when 7'-0" or longer posts

Standards 617-13 or 617-24.

"16

"32

"4 14 "4

142"

"16

"16

" R16

" R16

"4

"16 1"16

"32

"16

STATE PROJECT

NUMBER

SHEET

D.4

FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY STANDARD

STANDARD

o v e m b e r

U m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fd .d g n

IRR FORT 1002(1) AK

NO SCALE

1:10 or flatter slope

NOTE:

When encountering impenetrable material, see

6.

5.

4.

3.

2.

1.

including its appearance, and accepted manufacturing practices.

those consistent with the proper functioning of the part, Dimensional tolerances not shown or implied are intended to be

Use consistent material throughout the length of guardrail run.

Modified block may be wood, plastic, or composite material.

post. Alternate reflector tab shapes are acceptable.

Install reflector tab between post bolt and rail, every fourth arrangement is specified.

See Special Contract Requirements when the alternative hole are specified.

BLOCK

W BEAM RAIL

GUARDRAIL BOLT AND RECESS NUT

POST AND BLOCK DETAIL

STANDARD HOLE ARRANGEMENT

TYPICAL GUARDRAIL CROSS SECTIONSTANDARD POST SECTION

POST SPACING

DETAIL

POST AND BLOCK

ARRANGEMENT

ALTERNATE HOLE

STRUCTURAL SHAPE POST

TOP

FRONTSIDE

TOP

SIDE FRONT

SECTION A-A

RAIL ELEVATION

(STANDARD HOLE ARRANGEMENT)

Post length stamp

Reflector tab

L Thread Length

W beam rail recess both sides guardrail bolt

(See Note 5)

Modified Block spacing, center to center about

Symmetrical fill slope

Variable bolts and nuts (8 per splice) shown on typical section sheet

Aggregate base or as

Lap in direction of traffic

Traffic symmetry ofCL

A

A slots

Splice bolt

Neutral axis o r g r o u n d l in e o f p a v e m e n t future overlays guardrail to accommodate

Upper 2 holes for raising on terminal sections

All posts except those nut by more extend beyond

Thread not to groundline at face of rail

Edge of pavement or rail as applicable ground line at face of

Edge of pavement or bolt and recess nut

Hinge line of foreslope steeper than fill slope

Variable slope but not placed front and rear

Reflective sheeting

Splice bolt slots

L

(See Note 4)

REFLECTOR TAB

terminal sections approach and departure

Widening required for

Subgrade shoulder.

S e e N o te

L e n g th

Thickness

Sheet

8 required, each end of rail

CL

TYPE LST, WOOD POSTS

LOW SPEED TERMINAL

G4 W-BEAM GUARDRAIL

shop-formed to a 16' radius

One 12'-6" beam rail section

6' -3 m in lim it

25' Pa y

O ff s e t

Length of Need

TSL epyt noitces lanimreT

Normal line of guardrail

1V:4H slope or flatter steeper slope

Transition to

In-line Anchorage Assembly

Direction of traffic

PLAN

in 25' or more normal shoulder

Transition back to rail end section

Rounded W beam

Slope break

End post gnicaps tsop lacipyT

Transition guardrail section

Pay limits, guardrail, system G4

NOTE:

ty p

4 " max.

" nom.2

1" dia. hole8

4"

RIGHT SIDEFRONT

POST #3 ASSEMBLY

DETAIL A

Steel tube anchor nut with 2 washers each

" x 10" hex bolt and 8

Ground line and steel washer

1" H.S. hex nut plate to prevent rotation galvanized nails bent over

Two 16d common

Post sleeve

Cable assembly

Steel tube anchor

Bearing plate

"2 17"2

18"4

24" (approx.)

R"4

3" (min.)

"16 31" x 1

30°

ROUNDED END SECTION

PLAN

ELEVATION

slots

"4

"4

6'-3"

16"12" ty p

IN-LINE ANCHORAGE ASSEMBLY

ELEVATION

tube connection plate and steel option for soil

Welded connection tube connection plate and steel option for soil

Welded connection

4 3 washer under the nut at Posts #3 & 4 under the bolt head and a steel nut with a rectangular plate washer

" x 18" guardrail bolt and recess 8

Terminal post

Bearing plate

See Detail A and steel washer

1" H.S. hex nut

Steel tube anchor Soil plate nut with 2 washers each

" x 8" hex bolt and8 52 -

Soil plate

Ground line

Terminal post

Anchor plate cable assembly

Galvanized

2-W - Beam type 4 (Weathering) - class B (10 gauge)

Do not use LST terminal where speeds are in excess of 45 MPH.

See Standard 617-15 for other details.

for details.

Posts 1 and 2 are standard guardrail posts. See Standard 617-10 otherwise shown on plan.

Use offset from face of rail to slope break as shown unless anchorage assembly and posts 1-4.

Pay limits for terminal section type LST include the in-line

6.

5.

4.

3.

2.

1.

D.5

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fc .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b

"2 1than

" plain round washer.4

S e e N o te ty p

(t yp

6"

(t yp

6" (typ.)

8"

(typ.)

8" ty p

STANDARD APPROVED FOR USE 1/1994

DRAFT: 10/2013

REVISED: 4/1994 6/2005

617-10

WOOD POSTS

G4 W-BEAM GUARDRAIL

See Special Contract Requirements when 7'-0" or longer posts

Standards 617-13 or 617-24.

" splice bolt slot.8 1" x 132

" post bolt slot at 6'-3"2 1" x 24

"4

"16 1"16

" x 18"8

" RECESS NUT8

5" GUARDRAIL BOLT8

"4

25"

18"

10"

2"

" minimum8

" minimum4

4" minimum

4" minimum

4" minimum

6'-0"

6'-0"

Post spacing 6'-3"

" x 18" guardrail post bolt8

" guardrail splice 4 1" x 18 ty p

" dia. hole4

" recess nut8

" deep16 11" dia. x

8"8"

"32

"16

"16

"16

"4 14 "4

142"

See Note 2

2'-0" (typ.)

"8

"16

"32

2"

3"

"4

" deep4 1" high and 2

" dia. holes (typ.)4 t o e d g e

"4

"16

"16

" R16

" R16

STATE PROJECT

NUMBER

SHEET

D.6

FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY STANDARD

STANDARD

o v e m b e r

U m y fi le s p w p r o d u c ti o n d a k t-fo r t1 ff .d g n

IRR FORK 1002(1) AK

NOTE:

NO SCALE

on terminal sections

All posts except those nut by more extend beyond

Thread not to

5.

4.

3.

2.

1.

recess both sides o r g r o u n d l in e o f p a v e m e n t

W BEAM RAIL

SECTION A-A

RAIL ELEVATION

spacing, center to center about

Symmetrical

A

A

Splice bolt slots

Thickness

Sheet

8 required, each end of rail

CL

slots

Splice bolt

Neutral axis

When encountering impenetrable material, see including its appearance, and accepted manufacturing practices.

those consistent with the proper functioning of the part, Dimensional tolerances not shown or implied are intended to be

Alternate reflector tab shapes are acceptable.

Install reflector tab between post bolt and rail, every fourth post.

arrangement is specified.

See Special Contract Requirements when the alternative hole are specified.

Post and block bolts and nuts (8 per splice)

Lap in direction of traffic

Post length stamp future overlays to accommodate raising guardrail

Upper 2 holes for

L

L Thread Length

POST BOLT ASSEMBLY

POST AND BLOCK DETAIL

STANDARD HOLE ARRANGEMENT

GUARDRAIL BOLT AND RECESS NUT

POST AND BLOCK DETAIL

ALTERNATE HOLE ARRANGEMENT

TYPICAL GUARDRAIL CROSS SECTIONSTANDARD POST SECTION

POST SPACING

(See Note 4)

REFLECTOR TAB

1:10 or flatter slope groundline at face of rail

Edge of pavement or rail as applicable ground line at face of

Edge of pavement or guardrail bolt

W beam rail placed front and rear

Reflective sheeting nail on each side of block

Toenail with one 16d galvanized

Traffic Hinge line of foreslope steeper than fill slope

Variable slope but not terminal sections approach and departure

Widening required for

Subgrade shoulder.

shown on typical section sheet

Aggregate base or as fill slope

Variable

STANDARD APPROVED FOR USE 1/1994

DRAFT: 5/2014

REVISED: 4/1994 6/2005

617-15

ASSEMBLY DETAILS

MELT, LST & CRT ANCHORAGE

G4 W-BEAM GUARDRAIL

8"

4"

" dia. hole8

9"6"9"

24"

" dia. holes4

" thick plate4

" thick plate8

8" 6"

" dia. hole4

1" H.S. hex nut

2"

" hex head bolt8 5" x 18

" end plate4 3" x 3" x 28

" dia. hole8 1with 1

"4

"8

3"

"2

"16

" x 1" slotted hole4

" dia. hole4

3"

" dia. hole4

"16 3TS 8" x 6" x

" dia. holes (typ.)4 threaded entire length

" Stud32 31" dia. x 7

(min.)

2"

"8

"8

"8

") galvanized cable to be4 3" x 4

1" dia. (4

" bent plate16 3" x 8

516" x 12

R "8

3"

3"

"2

"4

"2

"4

" dia. hole2

"4 3" x 24

" dia. hole8

2"4"4"4"2"

16"

"8

1" R

"8

"8

STATE PROJECT

NUMBER

SHEET

D.7

FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U.S. CUSTOMARY STANDARD

STANDARD

o v e m b e r

U m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fg .d g n

IRR FORK 1002(1) AK

NOTE:

NO SCALE

BEARING PLATE

STEEL TUBE ANCHOR

POST SLEEVE

GUARDRAIL ANCHOR PLATE

TERMINAL POST

(Standard swaged fitting and stud)

CABLE ASSEMBLY

ANCHOR PLATE DETAILS FOR LST ANCHORAGE ASSEMBLY

FRONT SIDE

FRONT SIDE

the post of anchorage assembly)

(Use to attach the section to

RECTANGULAR PLATE WASHER

(2 REQUIRED)

SOIL PLATE

slotted hole on end post only

S4S

1.

manufacturing practices.

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

Dimensional tolerances not shown or implied are intended and steel washer

Stud

Anchor plate

Standard swaged fitting

Neutral axis

W Beam rail element swage connected (AASHTO M-30, type II)

35°

2.5°

ASTM A500 grade B axis of rail, 8 required on front face of neutral and nut with steel washer

EROSION CONTROL

TABULATION OF

E.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 d a .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b

PLAN

EROSION CONTROL

SCALE IN FEET

0 50 10050

Install silt fence

103+50 to 105+92

Install silt fence

107+45 to 109+28

Slope stake limits

Slope stake limits

E.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 d b .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b y

Install temporary diversion berm

107+30 to 107+90

105+90 to 106+50

FOOTNOTE:

Final location to be determined by the CO.

NO SCALE

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

Flow

T o e o f s lo p e

Flow

Flow

PLAN

ELEVATION

Varies

Varies

Limits of clearing

Support mesh

Backfilled and compacted soil

Steel or wood post

(undisturbed)

Existing ground

Geotextile

4.

3.

2.

1.

fo r s p a c in g

S e e N o te

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

REVISED:

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SILT FENCE

W157-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

IRR FORT 1002(1) AK

N o v e m b e r

U m y fi le s p w p r o d u c ti o n d a k t-fo r t1 d c .d g n

NOTE:

Staple or tie

Section B

Geotextile fabric fabric, Section A

Geotextile

Top of posts tied together driven tightly together.

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric see End Posts Detail

End posts, see End Posts Detail

End posts, See Note 3

See Note 3 around the ends.

Curve ends of selt fence upgrade to prevent water from running as possible.

Install silt fence to follow the ground contours as closely does not slide down, supporting posts.

All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.

as long as specified dimensions are satisfied. Follow

Alternate preassembled silt fence options will be allowed

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric m in m in m in

6-foot (max.) spacing without fence support.

10-foot (max.) spacing with fence support.

NO SCALE

Existing ground construction level at time of

Diverted water

Water surface elevation

OHW

Limit of work zone

OPTION B

OPTION A

OPTION C

OPTION D

OHW

OHW

OHW

Existing ground

Existing ground

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Concrete barrier

Concrete barrier approved by the CO)

(anchoring method to be

Waterproof membrane

Concrete barrier

Limit of work zone

Limit of work zone

Existing ground construction level at time of

Diverted water

Water surface elevation membrane

Waterproof elevation (min.)

Top of berm elevation (min.)

Top of berm elevation (min.)

Top of berm construction level at time of

Diverted water

Water surface elevation membrane

Waterproof

Water surface elevation construction level at time of

Diverted water

Existing abutment or pier

REVISED:

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DIVERSION BERM METHODS

TEMPORARY IN-STREAM

W157-17 m in m in

4'-6" m in m in with 6" (min.) freeboard. Submit plans for temporary

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

E.4

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

IRR FORT 1002(1) AK

N o v e m b e r

U m y fi le s p w p r o d u c ti o n d a k t-fo r t1 d d .d g n

NOTE:

5.

4.

3.

2.

1.

height of the sandbag barrier.

by the CO. Remove sediment when deposits reach half the berm daily. Repair as needed afdter rainfall events or as directed

While in use, inspect and maintain the temporary diversion

Place a maximum of one diversion in the stream at any given time.

of sandbags should overlap the joints in lower rows.

rows on the bottom as there are vertical course. Upper rows

Place sandbags to form a pyramid by laying equal numbers of

Construct temporary diversion according to Subsection 157.10.

stream diversion to the CO for approval prior to installation.

a minimum height equivalent to the water surface elevation etc.). As a minimum, provide a temporary diversion berm with any approved prefabricated or portable diversion berms, dams, choose an alternate means of diverting the stream (including the stream during construction operations. The Contractor may

The options shown are suggested configurations for diverting membrane

Waterproof

BRIDGE RIPRAP

TABULATION OF

F.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 q a .d g n

AK IRR FORT 1002(1)

O c to b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b

Q Vel.

500Q

100Q

50Q

2Q

SLOPE PROTECTION

WS ELEV.

SLOPE: 2(h):1(v)

TYPE: Riprap

REMARKS:

BOTTOM EL.: 981.0 ft.

X

X

X

X

X

X

X

X

X

X

X

X CLASS: 5 (FP-14)

TOTAL SCOUR EL: 981.0 ft

105+50 106+00 106+50 107+00 107+50 108+00

TOP EL.: 1000.0 ft DEPTH: 4 ft. Min

RIPRAP DETAIL

IVARS BRIDGE

F.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 fa .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

S o u r k

C h e c k e d b y

D e s ig n e d b y

150'-0" Bridge length at road centerline

Existing grade at road centerline

Finish grade

Geotextile filter, class 1, type A

Elev. 981.0

Placed riprap, class 5

134'-0" Waterway opening

94'-0" Streambed width to be removed

Existing culverts (24) centerline

El. = 985.0 @ road

Proposed channel bottom Spill through abutment

Min. low chord

El. = 998.0

Design flood WS

El. = 995.0

38'-0" (typ.)

ty p

PLAN

N

SECTION A-A

AA

Refer to Section 203

Remove existing structure.

Girder length: 150'-0"

Bridge length: 152'-4" m in

NO. DATE BY REVISIONS NO. DATE BY REVISIONS

S 63° 01' 10" E

PLAN

ELEVATION

-0.7751%

Elev. 1004.59

Sta. 105+92.81 Elev. 1003.41

Sucker River

PLAN AND ELEVATION

Proposed ground line elev. 998.15

Low chord

Concrete backwall

Sta. 107+45.14

CL

CL

Structure Roadway line at profile

Existing ground

Begin bridge

End bridge

Elev. 978.50 Elev. 978.50

Bridge

30' VC

K=7

,0

.2

-4.9948%

,0

.0

K=11

45' VC

3.2031 % -0.7751%

Not to scale

PROFILE GRADE

150'-0"

Girder length

1 RG3005-AAF AF 1" = 10'

G.1

8'-0" 8'-0"

A C

T U

A L F I L E G

F

O R

T

P

E

D G

N culvert structure

Edges of existing

D e fa u lt m y fi le s p w p r o d u c ti o n d G

F

O R

T

P

E .D

G N

N o v e m b e r

*Navigational opening: 7'-0" min

@ Structure

Elev. 1003.41

End bridge

@ Structure

Elev. 1004.59

Begin bridge railing details (typ.)

sheet for transition and approach

See "APPROACH RAILING DETAILS"

GRS-IBS (typ.)

BAO

CL CL

CL

PROJECT TEAM LEADER BRIDGE DRAWING

of

DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY

STATE PROJECT

NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

DRAWING NO.

AK IRR FORT 1002(1)

B. Oltmann November 201512

YUKON-KOYUKUK CENSUS AREA

NATIVE VILLAGE OF FORT YUKON

IVARS BRIDGE

OHW=991.0*

for riprap and geotextile details

Refer to "RIPRAP DETAILS" section

Existing pipe culvert (typ.)

GENERAL NOTES

SPECIFICATIONS:

Construction:

Design:

Live loads:

Dead loads:

DESIGN LOADS:

Miscellaneous Structural Steel:

MATERIALS:

" unless noted otherwise on the plans.4 3Chamfer exposed edges of all concrete

Welding:

Bearings:

GEOTECHNICAL REPORT:

Structural steel:

Provide 2" cover for reinforcing steel unless otherwise noted.

Furnish reinforcing steel conforming to AASHTO M31, Grade 60 deformed.

LRFD Bridge Construction Specifications with 60 durometer hardness, Grade 5. Follow AASHTO LRFD design Method A.

Provide elastomeric bearing pads conforming to the requirements of Section 18.2 of the AASHTO

Seismic Parameters:

AASHTO Guide Specifications for LRFD Seismic Bridge Design, 2011.

AASHTO LRFD Bridge Design Specifications 2014, 7th edition.

Lateral Earth Pressure: equivalent fluid weight of soil, 120 pcf

Concrete: 150 pcf

HL-93

f'c = 4,500 psi at 28 days.

Furnish Class A(AE) for abutments.

otherwise noted on the plans.

type 1, (ASTM A325 TYPE 1) with ASTM A563 Grade C nuts and ASTM F463 washer unless

Furnish slip critical, friction type, Class A, field connections conforming to AASHTO M164, to the ASTM A847 Supplemental Requirements, 583 (for Zone 2), and 593.

Furnish main load carrying member components subjected to tensile stress conforming

Furnish structural steel for bearings and sole plates conforming to ASTM A709, Grade 36.

Furnish high-strength low alloy structural steel conforming to ASTM A709 Grade 50W, unpainted.

DRAWING TITLE

G.2

Precast Concrete:

angle and connection assemblies after fabrication.

connection assemblies conforming to ASTM A36. Galvanize guard

Furnish structural metal for guard angles and precast abutment

Furnish diaphragm anchor bolts conforming to ASTM A307.

GENERAL NOTES

AF AF No Scale 2 RG3005-B

GRS-IBS Details (4 of 4)

GRS-IBS Details (3 of 4)

GRS-IBS Details (2 of 4)

GRS-IBS Details (1 of 4)

GRS-IBS Plan & Elevation

Miscellaneous Details

Typical Section

Abutment Reinforcement

Abutment Layout

Foundation Plan

General Notes

Plan and Elevation

For boring logs and other geotechnical information, see Geotechnical Memorandum No. 13-15, dated 10-2015.

A C

T U

A L F I L E G

F

O R

T

G

N

D G

N

- MT. - 10% min.

Fillet welds - Visual - 100%

Perform non-destructive testing of welds as follows:

using low hydrogen electrodes classified E7028.

Perform welding process manual shielded metal arc welding (SMAW)

D1.5 Bridge Welding Code.

Perform all welding in accordance with the current AASHTO/AWS

Timber:

Reinforcing Steel:

for Use Category 4B (UC4B).

Treat timber according to American Wood Protection Association standards

AASHTO 7% chance of exceedence in 75 years

Liquefaction Potential = Low

= DSite Class

= 0.085S1

= 0.226Ss

= 0.098PGA

D e fa m y fi le s p w p r o d u c ti o n d G

F

O R

T

G N .D

G N

N o v e m b e r

DRAWING INDEX

DRAWING NO.

RG3005-L

RG3005-K

RG3005-J

RG3005-I

RG3005-H

RG3005-G

RG3005-F

RG3005-E

RG3005-D

RG3005-C

RG3005-B

RG3005-A

BAO

Federal Highway Projects, FP-14.

Standard Specifications for Construction of Roads and Bridges on

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. Oltmann November 201512

YUKON-KOYUKUK CENSUS AREA

NATIVE VILLAGE OF FORT YUKON

IVARS BRIDGE

FOUNDATION PLAN

Begin bridge

End bridge

(See Note 1) (Typ.)

Concrete footing

Notes:

FOUNDATION PLAN

RG3005-CAF AF

G.3

A C

T U

A L F I L E G

F

O R

T

F

O U

N D

A T I O

N

D G

N

D e fa m y fi le s p w p r o d u c ti o n d G

F

O R

T

F

O U

N D

A T I O

N .D

G N

1" = 10'

(See Note 2) (Typ.)

GRS-IBS

for GRS-IBS details.

See "GRS-IBS PLAN & ELEVATION" sheet 2.

for concrete footing details.

See "ABUTMENT LAYOUT" sheet1.

N o v e m b e r

BAO

N

15'-0"

9'-2"

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. Oltmann November 201512

YUKON-KOYUKUK CENSUS AREA

ABUTMENT LAYOUT

Begin/End Bridge

A

AB

B

(Abutment 1 shown, Abutment 2 similar)

SECTION A-A SECTION B-B

BearingCL

C

C

F F

E E

(Abutment 1 shown, Abutment 2 similar)

ABUTMENT PLAN

PRECAST CONNECTION PLAN SECTION C-C SECTION D-D

VIEW E-E VIEW F-F

Notes:

21'-2"

1'-0" 9'-7" 9'-7" 1'-0"

See Note 1

CLBearing

CLAbutment

5'-0"

1'-0"

8'-2"

4'-1" 4'-1"

11"

1'-0" 7'-2"

8'-2"

D

D

Begin/End Bridge

Elev. A

Elev. B

Elev. C

ELEVATIONS

ELEV. ABUT. 1 ABUT. 2

A

B*

C*

1004.59 1003.41

998.82 997.64

996.42 995.24

" x 6" 7'-5"8 3P L

"16

Typ.

welded studs

" Ø x 5"2 18 -embed. angles with x 7'-7"8 3L 4x4x welded studs

" Ø x 5"2 13 -embed. angles with x 2'-0"8 3L 4x4x welded studs

" Ø x 5"2 16 -embed. angles with x 5'-1"8 3L 4x4x

L

Typ.

L

" x 6" x 4'-11"8 3P

"16 abutment Precast

CL

CL

(See Note 2)

" welded studs @ 1'4 1"x4 guard angle with4 1L 2x2x

Begin/End Bridge

CL

S e e N o te

S e e N o te

Structure

Symm. about

Structure

Symm. about

Structure

Symm. about

RG3005-D

G.4

AF AF As Shown

" = 1'-0"2 1Scale:

" = 1'-0"8 3Scale:

" = 1'-0"8 3Scale: " = 1'-0"8

3Scale:

" = 1'-0"8 3Scale: " = 1'-0"8

3Scale:

" = 1'-0"2 1Scale: " = 1'-0"2

1Scale:

approved shop drawings.

elevations with bridge manufacturer's

*Estimated elevations. Verify final

Precast abutment

Precast abutment abutment Precast

" x 6" x 1'-10"8 3P

A C

T U

A L F I L E G

F

O R

T

A

B U

T L

A Y

O U

T .D

G N

D e fa m y fi le s p w p r o d u c ti o n d G

F

O R

T

A B

U T L

A Y

O U

T .D

G N

F e b r u a r y

BAO

(Typ.)

Constr. jt.

(Typ.)

Constr. jt.

-2%

Cast top of bearing seat with a 2% slope for drainage.

specification TT-P-641 or Military specification MIL-P-21035.

two coasts of zinc dust-zinc oxide paint meeting Federal damaged by field welding by cleaning and recoating with

Perform field welding according to AWS D1.5. Repair areas to AASHTO M 111. Fabricate assemblies prior to galvanizing.

AWS D1.5. Galvanize all steel components for connections to AASHTO M 169. Perform welding for studs according to

AASHTO M 270, Grade 36. Provide welded studs conforming

Provide structural plates and shapes conforming to approved shop drawings.

backwall and cheekwall height with bridge manufacturer's assembly height, girder depth, and deck thickness. Verify

Match backwall and cheekwall height to sum of bearing approved shop drawings.

Verify guard angle length with bridge manufacturer's

Match guard angle length to width of timber bridge deck.

footing, or holes may be drilled in the field.

manufacturer. Anchor inserts may be cast into precast

Anchor bolt size and locations determined by bridge

6.

5.

4.

3.

2.

1.

7'-2"

February 2016

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. Oltmann 12

YUKON-KOYUKUK CENSUS AREA

"2 13 10 Spa. @ 1'-0" = 10'-0"

S p a

#5A6 (Typ.)

#5A3 (Typ.)

#5A2 (Typ.)

A

T y p

BridgeCL

BridgeCL

(Abutment 1 shown, Abutment 2 similar)

B

B A

A

(Abutment 1 shown, Abutment 2 similar)

PLAN SECTION A-A

SECTION B-B

S p a

A

T y p

#5A2 (Typ.)

(Typ.)

#7A1

10 Spa. @ 1'-0" = 10'-0

2 - #7A4 (Typ.)

#7A4

7 Spa @ 1'-0" = 7'-0" 8"

#7A4

(Typ.)

#7A1

3"

S p a

#5A2 (Typ.)

A c lr

"2 126 Spa. @ 1'-0" = 6'-0"

#5A2 #5A2

AF AF

REINFORCING BAR DETAILS

1/2" = 1'-0"

"2

#5A2 (38 Required) #7A4 (48 Required)

7'-10"

#5A3 (24 Required)

"2 17'-9

A e .f

A

ELEVATION

Note:

One abutment only

Concrete steel

Reinforcing

23.4 Cu. Yds

3100 lbs

(Quantities for one abutment)

5 RG3005-E

G.5

ABUTMENT REINFORCEMENT

ESTIMATED QUANTITIES*

*Information only

9"

(Typ.)

#7A1 m in

M in la p

"2

A C

T U

A L F I L E G

F

O R

T

A

B U

T R

E B

A R .D

G N

10'-3"

6"

#5A5 (28 Required)

6 Spa. @ 1'-0" = 6'-0"

#5A5

(Typ.)

#5A5

#7A4

(Typ.)

#7A4

Maintain concrete cover over reinforcement.

cheekwall at spacing no greater than 1'-0" c-c.

horizontal reinforcement as needed in backwall and

See "ABUTMENT LAYOUT" sheet. Provide additional bridge manufacturer's approved shop drawings.

Verify height of backwall and cheekwall with

D e fa m y fi le s p w p r o d u c ti o n d G

F

O R

T

A B

U T R

E B

A R .D

G N

F e b r u a r y

#7A1, top & bottom

AF BAO

#5A6 (24 Required)

#7A1 (40 Required)

February 2016

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. Oltmann 12

YUKON-KOYUKUK CENSUS AREA

AF AF

CL

CL

NEAR ABUTMENT NEAR MIDSPAN

TYPICAL SECTION

As shown

Scale: 4"=1'-0"

FLANGE CLIP

4.

3.

2.

1.

TYPICAL SECTION

CL

Dimension "A" is equal to thickness of top flange.

flange clip is located on every girder at 12" spaces.

on opposite sides of girder flanges so that a side of each girder. Stagger clip spacing 12"

Place flange clips at 2'-0" spacing along each galvanized nails.

and edges of girder flanges. Use 20 penny

Place flange clips snugly against bottoms

Grade 40 or 50, Coating G90.

galvanized sheet or strip steel, ASTM A653, Provide flange clips made from 12 gage

G.6

RG3005-F6

3.

2.

1.

Flange clip notes:

A C

T U

A L F I L E G

F

O R

T

T

Y P X

S .D

G N

D e fa m y fi le s p w p r o d u c ti o n d G

F

O R

T

T Y P X

S .D

G N

N o v e m b e r

Typical section notes:

for additional information.

purposes only. See "APPROACH RAILING DETAILS" sheet of AASHTO TL-1. Configuration shown is for illustrative capable of meeting vehicle design load requirements

Provide weathering steel w-beam guardrail system to Section 104.

for superstructure to the CO for approval according

Submit design calculations and detailed shop drawings purposes only.

Prefabricated girder bridge is shown for illustrative

RUNNING BOARD DETAIL

" = 1'-0" 2 1Scale:

" = 1'-0"2 1Scale:

BAO

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. Oltmann November 201512

YUKON-KOYUKUK CENSUS AREA

NATIVE VILLAGE OF FORT YUKON

IVARS BRIDGE

One 12'-0" lane with two 2'-0" shoulders

3"x12" Running boards

3'-0" 1'-6" 1'-6" 3'-0"

16'-0" Minimum travel way

Structure

Roadway

(Typ.)

Flange clip

0.00%

A

7(See Note 3) (Typ.)

Weathering steel rail post

(Typ.)

steel W-beam railing Double nested weathering

1"

1"

" Ø holes for nails32

3'-0" ends 3'-0" min Stagger adjacent plank centers along the planks. Countersink lag screw heads.

intermediate lag screw connections on two feet

Use two lag screws at ends of planks. Stagger

S e e N o te

Timber laminated deck

(See Notes 1 and 2) Weathering steel girders m in

Running board note:

MISCELLANEOUS DETAILS

AF AF No Scale

Ambient temperature at time of expansion joint installation.

"8

TEMPERATURE SETTING TABLE (°F)

* Temperature (°F) (Abutments)

"A" (in) beads and silcone band Field-applied silicone corner silicone Precompressed foam Impregnated backwall Concrete

"4 1L 2"x2"x anchor @ 1'-0"

" Ø stud4 1"x4

Top flange bridge width @ 2'-0" spaces for full

" x 12" Lag bolts2

Taper running planks @ ends

A both sides Epoxy adhesive

CL Bearing

CL Bearing

CL Bearing

Laminated bearing pad

Steel plate

BEARING DETAIL

EXPANSION BOTTOM PLATE

FIXED TOP & BOTTOM &

EXPANSION TOP PLATE

EXPANSION JOINT IMPACT ANGLE

(See detail)

" Impact angle4 13'x5"x

3"

CL

holes @ 2'-0"

" Ø 16

Furnish and install bearings.

Furnish galvanized steel for all exposed surfaces of steel for bearing.

prior to installation.

Submit detail and design of bearing to the CO for approval, The sketch of the bearing is for illustration only.

4.

3.

2.

1.

G.7

RG3005-G7

Bearing notes:

laminated deck Timber full clear deck width.

Use one continuous angle to fit

Impact angle note:

A C

T U

A L F I L E G

F

O R

T

M

I S

C .D

G N contraction from 2" nominal setting width.

Furnish seal capable of 50% expansion and 2.

system, as shown.

Provide a watertight, continuous seal 1.

Expansion joint note:

" 8

"8

"16

"8

"16

D e fa m y fi le s p w p r o d u c ti o n d G

F

O R

T

M I S

C .D

G N

N o v e m b e r

BAO

PROJECT TEAM LEADER BRIDGE DRAWING

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. Oltmann November 201512

YUKON-KOYUKUK CENSUS AREA

3.

4.

reinforcement

Geosynthetic

15'-0" reinforcement top three rows with epoxy-coated #4 rebar

Concrete filled CMU blocks

Minor concrete

Epoxy-coated #4 rebar

Solid core CMU

15'-0"

S e e S h e e t

G .1

See Sheet G.12

2'-5" 2'-5"10'-7"

S h e e t

G .1

S e e D e ta il o

B a m s e a t z o n e coping not shown wet-cast mortar

GRS-IBS Backfill

Foundation (RSF)

Reinforced Soil

G.8 IRR FORT 1002(1)AK

A C

T U

A L F I L E X

X X

X

D

8 NO SCALE

GRS-IBS PLAN & ELEVATION

RG3005-H

PROJECT TEAM LEADER BRIDGE DRAWING

C.TUTTLE

NO.

U.S. DEPARTMENT OF TRANSPORTATION

IVARS ROAD BRIDGE REPLACEMENT

B. OLTMANN 12 October, 2015

A

A

ELEVATION VIEW

Facing Block Schedule

GRS-IBS ABUTMENT

Beam seat zone

PLAN VIEW

NOTE:

FOOTNOTE:

W in g w a ll

W in g w a ll

Wingwall (folded out) Wingwall (folded out)

B

B

C C

GRS-IBS WEST ABUTMENT

Colored solid core concrete masonry unit (CMU) abutment wall

Face of GRS

CMU area (varies)

Colored solid core

1.

2.

Minor concrete

Concrete filled hollow core concrete masonry unit (CMU) block face

GRS wall CMU area (varies)

Solid core CMU

Centerline of road block H2

Top row reinforcement

Geosynthetic

B e a r in g b e d z o

R

S solid core CMU

Colored 2

Solid core CMU

Solid core concrete masonry unit (CMU)

ISOMETRIC VIEW

10'-7"

See Sheet G.9

Wet-cast mortar coping not shown.

rebar and concrete.

of upper 2 courses of CMU blocks to accept

Cut "X" into bottom geosynthetic reinforcement

995.0'. (Riprap armor not shown)

Use colored solid core CMU below elevation

Wingwalls folded out for elevation view.

mortar coping

Wet-cast mortar coping

Wet-cast

GRS-IBS Backfill

Insert epoxy-coated #4 rebars into the top 3 rows of hollow core CMU's and fill with concrete.

Stagger CMU block vertical joints at 12 block width, including corners.

On the top row of hollow core CMU's create a wet-cast mortar coping 1-inch to 3 -inch sloped to face to drain.

No colorant allowed in the concrete masonry units above elevation 995.0'. Riprap armor not shown.

hollow core CMU block

Concrete filled

BEARING BED ZONE

BEAM SEAT AND

LEGEND:

limits

Excavation

Colored solid core concrete masonry unit (CMU)

Top longitudinal reinforcement tail unit (CMU)

Concrete filled hollow core concrete masonry

8'-2"

2'-6"

Colored solid core CMU

Existing ground

VIEW A-A

RSF Bottom El. 978.5'

15'-0"

Existing ground line

FOOTNOTE:

NOTE:

2.

1.

3.

See Sheet G.10 for Detail A

5'-0"

Solid core concrete masonry unit (CMU)

Solid core CMU

Select Borrow (GRS-IBS)

Select Borrow (GRS-IBS)

Roadway Aggregate, Method 2

Abutment slab

GRS-IBS, Geosynthetic reinforcement mortar coping

Wet-cast

Minor concrete method 2

10" Roadway aggregate, courses

Backfill all

GRS-IBS,

evenly spaced

8 courses

Abut. 2 El. 1003.41 Abut. 1 El. 1004.59

GRS-IBS, Backfill

SHEET 1 OF 4

GRS-IBS, Backfill

Foundation (RSF)

Reinforced Soil above elevation 995.0'. (Riprap armor not shown).

No colorant allowed in the concrete masonry units

-inch sloped toward face to drain.4 3coping 1-inch to

On the top row of CMU's create a wet-cast mortar

CMU's and corner CMU's and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

B. OLTMANN NO SCALE C. TUTTLE

NO. DATE BY REVISIONS

BRIDGE DRAWING

9 of 12 October, 2015

DATE

GRS-IBS DETAILS

DRAWING NO.

RG3005-I

WESTERN FEDERAL LANDS HIGHWAY DIVISION

U.S. DEPARTMENT OF TRANSPORTATION

G.9

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 q d .d g n

AK IRR FORT 1002(1)

o v e m b e r

CMU with epoxy-coated #4 rebar

Concrete filled hollow core

Solid core CMU

10'-0" past the last reinforcement.

Extend top layer wrapped tail longitudinally 5-feet and concrete.

of upper 2 courses of CMU blocks to accept rebar

Cut "X" into bottom geosynthetic reinforcement construction.

Backfill and compact simultaneous to GRS-IBS excavation). Shoring may be required.

Regulations (29CFR, Part 1926, Subpart P, Short term back slope ratio per OSHA Safety

(Riprap not shown.)

Colored solid core CMU below elevation 995.0'.

Vertical wall face batter = 0°.

FOOTNOTE:

NOTE:

3.

1.

2.

DETAIL AColored solid core concrete masonry unit (CMU)

Minor concrete

Epoxy-coated #4 rebar

Minor concrete unit (CMU)

Concrete filled hollow core concrete masonry

Solid core CMU reinforcement tail

Top longitudinal

B e a r in g b e d z o n e

(Bearing bed zone, beam seat, and integrated approach detail)

Solid core concrete masonry unit (CMU)

Select Borrow (GRS-IBS)

I n te g r a te d a p p r o a c h z o n e

Beam seat zone

10" Roadway aggregate, method 2 primary reinforcement geosynthetic

Bearing bed GRS-IBS

2 courses of CMU blocks to accept rebar and concrete.

Cut "X" into bottom geosynthetic reinforcement of upper

Vertical wall face batter = 0°.

tail (min.)

reinforcement

Wrap 4' GRS-IBS, Roadway aggregate, method 2 reinforcement geosynthetic secondary

Bearing bed GRS-IBS, mortar coping, sloped to drain

" Wet-cast 4 31" to reinforcement layers geosynthetic

Primary GRS-IBS, all courses

GRS-IBS, Backfill, GRS-IBS, Backfill geosythetic reinforcement tail, (typ.)

Wrap 15' GRS-IBS, AK IRR FORT 1002(1) G.10

A C

T U

A L F I L E X

X X

X

D

10 NO SCALE

SHEET 2 OF 4

GRS-IBS DETAILS

PROJECT TEAM LEADER BRIDGE DRAWING

RG3005-J

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 12 October, 2015

Concrete filled hollow core CMU with rebar (typ.)

secondary reinforcement, 5 layers, 10' length

Bearing bed GRS-IBS geosynthetic

Strike CMU concrete fill flush with top of CMU's.

-inch sloped toward face to drain.4 31-inch to

On the top row of CMU's create a wet-cast mortar coping and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's pavement structure

See Sheet C.1 for method 2

10" Roadway aggregate, LEGEND:

FOOTNOTE:

NOTE:

2.

1.

WINGWALL ELEVATION

VIEW B-B

Colored solid core concrete masonry unit (CMU)

Colored solid core CMU

3.

4.

Concrete filled hollow core concrete masonry unit (CMU)

Existing ground

2'-6"

15'-0"

Solid core CMU block

Solid core concrete masonry unit (CMU)

Select Borrow (GRS-IBS)

Select Borrow (GRS-IBS)

Select Borrow (GRS-IBS)

Excavation limits

Roadway aggregate, method 2

GRS-IBS, Geosynthetic reinforcement

See Sheet F.2 for Riprap Detail

Wet-cast mortar coping

Select Borrow (GRS-IBS)

2 courses of CMU blocks to accept rebar and concrete.

Cut "X" into bottom geosynthetic reinforcement of upper

Backfill and compact simultaneous to GRS-IBS construction.

required.

(29CFR, Part 1926, Subpart P, excavation). Shoring may be

Short term back slope ratio per OSHA Safety Regulations

Colored solid core to elevation 995.0'. (Riprap armor not shown)

Vertical wall face batter = 0°.

GRS-IBS Backfill

GRS-IBS Backfill

Foundation (RSF)

Reinforced Soil RSF bottom El. 978.5'

Wet-cast mortar coping reinforcement top three rows with epoxy-coated #4 rebar

Concrete filled CMU blocks

GRS wall CMU block face elevation 995.0'. (Riprap armor not shown)

No colorant allowed in the concrete masonry units above block width, including corners.2 1Stagger CMU blocks at

-inch sloped toward face to drain.4 31-inch to

On the top row of CMU's create a wet-cast mortar coping and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's

AK IRR FORT 1002(1) G.11

A C

T U

A L F I L E X

X X

X

D

11 NO SCALE

SHEET 3 OF 4

GRS-IBS DETAILS

PROJECT TEAM LEADER BRIDGE DRAWING

RG3005-K

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 12 October, 2015

#4 rebar reinforcement top three rows

CMU blocks with epoxy-coated

Concrete filled hollow core

CMU block face

GRS wall

Select borrow

Colored solid core concrete masonry unit (CMU) solid core CMU

Colored

Minor concrete

G R

S w in g w a ll p a y l im it s v a r ie s

Concrete filled hollow core concrete masonry unit (CMU)

2'-6"

Wall foundation toe elevation

Existing ground

VIEW C-C

FOOTNOTE:

NOTE:

2.

1.

3.

G R

S

Solid core concrete masonry unit (CMU)

Vertical wall face batter = 0°.

Roadway Aggregate, Method 2

R S

F

13'-0"

AK IRR FORT 1002(1) G.12

A C

T U

A L F I L E X

X X

X

D

12 NO SCALE

SHEET 4 OF 4

GRS-IBS DETAILS

PROJECT TEAM LEADER BRIDGE DRAWING

RG3005-L

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

B. OLTMANN 12

LC

GRS-IBS Geosynthetic reinforcement

Geosynthetic reinforcement

GRS-IBS

Wet cast mortar coping b e d z o n e

B e a r in g

10'-7" aggregate, method 2

10" Roadway

Beam seat zone c o u r s e s e v e n ly

I n te g r a te d a p p r o a c h s p a c e d

GRS-IBS, backfill, all courses

GRS-IBS, Backfill

RSF bottom El. 978.5

October, 2015

#4 rebar reinforcement top three rows

CMU blocks with epoxy-coated

Concrete filled hollow core elevation 995.0'. (Riprap armor not shown)

No colorant allowed in the concrete masonry units above

-inch sloped toward face to drain.4 31-inch to

On the top row of CMU's create a wet-cast mortar coping and fill with concrete.

Insert epoxy-coated #4 rebars into the top 3 rows of CMU's

TEMPORARY TRAFFIC CONTROL

TABULATION OF

Location to be determined by the CO.

FOOTNOTE:

H.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 n a .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b

N

SCALE IN FEET

0 50 10050

PLAN

ROAD CLOSURE

TRAFFIC CONTROL

TEMPORARY

type A warning lights, 2 each

Type 3 barricade with type A warning lights, 2 each

Type 3 barricade with

H.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d a k t-fo r t1 n b .d g n

AK IRR FORT 1002(1)

N o v e m b e r

P h

D o u c

C h e c k e d b y

D e s ig n e d b