ND_FTFW_CLSA12(3)12(1)10(1)_and_ND_FLAP_CR_2(1)_Final_Plans_signed.pdf

julian.j.maskeroni Typewritten Text

SCHEDULE A

Sheet 1 of 2

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

A2

ABBREVIATIONS DRAINAGE SYMBOLS

GEOLOGIC SYMBOLS

DI

FENCE & CATTLEGUARD SYMBOLS

Cattleguard (Existing, Proposed)

Fence w/ Gate (Existing, Proposed)

Fence (Existing, Proposed)

Material Source

Boring Location (Existing, Proposed)

Riprap Apron (Proposed)

Underdrain (Existing, Proposed)

With Drop Inlet (Existing, Proposed)

With Headwalls (Existing, Proposed)

With End Sections (Existing, Proposed)

Pipe Culvert (Existing, Proposed)

Box Culvert (Existing, Proposed)

Bridge (Existing, Proposed)

Spring

River

Wetland

Large Creek

Lake, Pond or Reservoir

Drainage or Small Creek

Flow Arrow

Ditch (Existing, Proposed)

SPRING

D jt.J int.

incr.

incl.

IDI

hwy.

HW

horiz.

hex.

HES

hdwl.H gdr.

galv.

ga.G ftg.

fin.

FES

Fed.

f.f.F ext.

exp. jt.

exc.

EW

et ux et al

ER

EQ or eq.

EOP

engr(s).

emb.

elev.

El. 94.066 e

EE

dwg(s).

DLC

Dist.

dist.

diaph.

diag.

dia. or D

DI

DHV

decr.D culv.

CTSM

ctrs.

CS

cr.

corr.

cont.

constr. jt.

constr.

conc.

col.

Co.

CMP

clr.

c-c

CBCC

brg.

br.

BP

BM

BK

beg.

b.f.B asph.

appr.

alt.

AH

aggr.

ADT

abut.A west vertical point of intersection vehicles per hour vertical design speed typical point of tangent to spiral transverse temporary construction easement temporary bench mark tangent township tangent length symmetrical structural straight stiffener standard station point of spiral to tangent street specification spacing, Spaces or Spaced shoulder section point of spiral to curve seasonal average daily traffic south route right reference hub retaining wall

Reservation reservoir required reinforcement reconstruction roadway road right-of-way range radius quantities pavement point of tangent pounds per square inch project point on tangent point on spiral point on curve plate point of intersection perforate point of compound curve point of curve outside diameter other face on centers number negative normal crown north mountain(s) monument minimum maximum material maintenance magnetic low water left lump sum longitudinal latitude lamination length of curve

WW

VPI

vph vert.

VV

typ.

TS

transv.

TCE

TBM

tan.

T.

TT

sym.

struc.

str.

stiff.

std.

sta.

ST

st.

spec.

spa.

shldr.

sec.

SC

SADT

SS

rte.

Rt. or RT

RH

ret. wall

Res.

res.

reqd.

reinf.

reconst.

rdwy.

rd.

R/W

R.

RR

quant., QtyQ pvmt.

PT

psi proj.

POT

POS

POC

pl.

PI

perf.

PCC

PCP

OD

o.f.

o.c.O

no. or # neg.

NC

NN

mtn(s).

mon.

min.

max.

matl.

maint.

mag.M

LW

Lt. or LT

LPSM

long.

lat.

lam.

LL

EROSION & SEDIMENT CONTROL SYMBOLS

joint interior increment inclusive,including inside diameter highway high water horizontal hexagon homestead entry survey headwall girder galvanized gage (gauge) footing finish flared end section federal fill face exterior expansion joint excavation edge of water and wife and others edge of road equation edge of pavement

Engineer(s) embankment elevation elevation with number superelevation rate east drawing(s) donation land claim district distance diaphragm diagonal diameter drop inlet design hour volume decrement culvert contingent sum centers point of curve to spiral creek corrugated continuous construction joint construction concrete column county corrugated metal pipe clear center to center concrete box culvert bearing bridge balance point bench mark back beginning,begin both faces asphalt approach alternate ahead aggregate average daily traffic abutment diameter curve delta centerline

Ø

Riprap

Rolled Erosion Control Product

Diversion Berm

Check Dam

Bonded Fiber Matrix Mulching

Fiber Roll (Slope Protection)

Temporary Inlet Protection

Silt Fence

Fiber Roll (Ditch and/or Cut Slope)

STATE PROJECT

P

M c p w w o r k in g o m a d S

Y M

C

L S

A

L L .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

03/24/2016

SYMBOLS AND ABBREVIATIONS

CONVENTIONAL PLAN

Sheet 2 of 2

A3

Floating Turbidity Barrier

36 31

36 31

6 1

ˆ

Treeline

Tree

MAPPING SYMBOLS

LANDSCAPING & VEGETATION SYMBOLS PROJECT SPECIFIC SYMBOLS

RIGHT-OF-WAY SYMBOLS

ROADWAY SYMBOLS

SIGN SYMBOLS

UTILITY SYMBOLS

Retaining Wall (Existing, Proposed)

Median & Side Barrier (Existing, Proposed)

Guardwall (Existing, Proposed)

Guardrail (Existing, Proposed)

GUARDRAIL, BARRIER & WALL SYMBOLS

Post Mounted (Existing, Proposed)

Portable (Proposed)

Delineator (Existing, Proposed)

Commercial (Existing, Proposed)

Signs

Telephone

Power

Fiber Optic

CATV

Overhead Utility Line (Existing, Proposed)

Water

Telephone

Sanitary Sewer

Power

Oil

Gas

Fiber Optic

CATV

Underground Utility (Existing, Proposed)

Telephone Pedestal (Existing, Proposed)

Telephone Booth (Existing, Proposed)

Street Light (Existing, Proposed)

Support Pole Anchor (Existing, Proposed)

Support Pole (Existing, Proposed)

Surface (Existing, Proposed)

Underground (Existing, Proposed)

Irrigation Ditch

999.9

Roadway Obliteration

Roadway Centerline (With Station ticks)

Proposed

Existing

Edge of Roadway

Toe of Fill

Transition

Top of Cut

Slope Stake Limits

Clearing/Construction Limits

Survey Control Point

Trail

Spot Elevation

Double Track

Single Track

Railroad

North Arrow

Coordinate Grid Tick

Building (Existing, Proposed)

Section Corner (Found)

Section Corner (Found, Projected)

Section Corner (Found, Projected)

Right-of-Way Line (Proposed)

Right-of-Way Line (Existing)

Property Line

Parcel Number

Monument (As described)

Temporary (Proposed)

Permanent (Proposed)

Permanent (Existing)

Easements

National Wildlife Refuge

National Park

National Forest

Bureau of Land Management

Bureau of Indian Affairs

Section

Section

Section

Township or Range Line

City

County

State

National

Boundaries

STATE PROJECT

P

M c p w w o r k in g o m a d S

Y M

C

L S

L .d

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

A4

SURVEY CONTROL

STATE PROJECT

P

M c p w w o r k in g o m a d S

U R

C L S

A .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

600'300'0

Scale in Feet

A5

Station 25+00.00

Route 012 (Stevens Ranch) Bridge

ND FTFW CLSA 12(3)13(1)10(1)

End Project

Station 21+75.00

Route 012 (Stevens Ranch) Bridge

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project

(STEVENS RANCH) BRIDGE

ROUTE 012

SITE MAP

r d A v e N

E r d A v e N

E

STATE PROJECT

P

M c p w w o r k in g o m a d S

T E

C L S

A

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

A6

Station 100+00.00

Route 010 Entrance Road

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project Station 112+90.00

Route 010 Entrance Road

ND FTFW CLSA 12(3)13(1)10(1)

End Project

ENTRANCE ROAD

ROUTE 010

SITE MAP

N D

N

D

83rd St N

STATE PROJECT

P

M c p w w o r k in g o m a d S

T E

C L S

A

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

A7

Station 415+32

Auto Tour Route

Route 013 Grassland Trail

ND FTFW CLSA 12(3)13(1)10(1)

End Project

AUTO TOUR ROUTE

ROUTE 013 GRASSLAND TRAIL

SITE MAP

Station 400+00.00

Auto Tour Route

Route 013 Grassland Trail

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project

S o u r is R iv e r

G r a s s la n d T r a il

G ra s s la n d T ra il

STATE PROJECT

P

M c p w w o r k in g o m a d S

T E

C L S

A

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

U

S E

R

Existing aggregate depth (4" average)

1.

2.

LC

Station to Station

LENGTH OF PROJECT

Roadway

(feet) Project

TOTAL (feet)

LC

Construction Limits

Foreslope Foreslope

3.

Proposed profile grade

Varies 3.Va rie s 3

Travel Way

2' min.2' min.

Limit

Stake

Slope

Limit

Stake

Slope

Va rie s 3 flatter 1:10 or

GUARDRAIL/RAILING WIDENING DETAIL

Railing Details for Width

See Guardrail and

Limits Mulching and Seeding

Limits Mulching and Seeding

Clearing Limits

(feet)

Bridge

TOTAL (miles)

TOTAL (feet)

Subexcavation 1. Subexcavation 1.

NOTE:

Existing Roadway Width

12' to 18'

21+75 to 23+55

23+55 to 23+90

23+90 to 25+00

Varies (16' to 24')

Station 21+75.00 to 23+45.00

Station 24+00.00 to 25+00.00

Station 22+55.00 to 23+55.00 LT/RT

Station 23+90.00 to 24+90.00 LT/RT

Station 23+16.25 to 23+41.25 LT/RT

Station 24+03.75 to 24+28.75 LT/RT

1:41:4

A8

Varies (3% to 1%)

NO SCALE

surface per subsection 303.05 of the Special Contract Requirements.

Prior to placing 30802-2000 Roadway Aggregate, Method 2; prepare the

See the cross sections for cut and fill slope ratios.

400+00 to 415+32

Auto Tour Route

Route 013 Grassland Trail

100+00 to 112+90

200+00 to 202+00

300+00 to 301+75

0.667

LC

Construction Limits

Foreslope Foreslope

Proposed profile grade

Varies 3.Va rie s 3

Travel Way

2' min.2' min.

Limit

Stake

Slope

Limit

Stake

Slope

Limits Mulching and Seeding

Limits Mulching and Seeding

Clearing Limits

Subexcavation 1. Subexcavation 1.

Station 23+45.00 to 23+55.00

Station 23+90.00 to 24+00.00

1:41:4

(STEVENS RANCH) BRIDGE

ROUTE 012

TYPICAL SECTIONS

ROUTE 012 (STEVENS RANCH) BRIDGE TYPICAL SECTION

ROADWAY APPROACH TYPICAL SECTION

ROUTE 012 (STEVENS RANCH) BRIDGE EXISTING

Route 012 (Stevens Ranch) Bridge

Route 012 (Stevens Ranch) Bridge

Route 012 (Stevens Ranch) Bridge

Route 010 Entrance Road

Route 010 Entrance Road

Route 010 Entrance Road

Travel Way

Pavement Section

See Mainline Typical for

7" Roadway Aggregate, Method 2

1%

See Special 204-A for Subexcavation details.

Station 23+41.25 to 24+03.75 LT/RT

BRIDGE/TRANSITION RAILING

GUARDRAIL TERMINAL

BRIDGE

Station 23+55.00 to 23+90.00

24'

ASPHALT BRIDGE APPROACH

ROUTE 012 (STEVENS RANCH) BRIDGE TYPICAL SECTION

Station 21+75.00 to 23+55.00

Station 23+85.00 to 25+00.00

2" Asphalt Concrete Pavement

5" Roadway Aggregate, Method 2

STATE PROJECT

P

M c p w w o r k in g o m a d T

Y P

C L S

A

.d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

S E

R

U

S E

R

Existing aggregate depth (assumed 4" average)

LC

LC

Travel Way

Roadbed Reconditioning

Construction Limits

18'

2. 4" Roadway Aggregate, Method 2

(Top of ACP)

Proposed profile grade

LC

Travel Way

Roadbed Reconditioning

Construction Limits

Top of Existing Grade

Roadbed Reconditioning

(Top of ACP)

Proposed profile grade

NO SCALE

2% 2%

2%2%

NOTE:

1:4

DETAIL A

30° - 35° both right and left sides of roadway) aggregate base (Detail applies to

(safety edge) Shoulder up with

Construct 30° - 35° pavement edge

Method 2

Aggregate, Roadway

A

TYPICAL SYMBOL

road connection on plan and profile sheet

Example of symbol showing standard approach

Type

Class

Mainline Stationing

CLASSTYPE

APPLICATION

SAMPLE

Paved apron

ADT = 200

100 = ADT < 199

25 = ADT < 100

ADT < 25

Minimum 2-Way Use

Logging Truck Use

Farm Equipment

Minimum 1-Way Use

Field Access

A

E

D

C

B

A

D

C

B

A

* Match existing

(ft)

W

WIDTH

MIN.

(ft)

R

RADIUS

MIN.

N/A

TYPICAL SECTION

ROADWAY RESURFACING

See Detail A

A9

ENTRANCE ROAD

ROUTE 10

TYPICAL SECTIONS

(feet) Project

(feet) Station

L W

111+70 Rt. 60 15Route 010 Entrace Road

15' Driveway (West)

18' Driveway (East)

See Detail A

Top of Existing Grade

Roadbed Reconditioning

Station 100+00.00 to 112+90.00

Station 200+00.00 to 202+00.00

Station 300+00.00 to 301+75.00

3.

ASPHALT APPROACH ROAD SUMMARY

TYPICAL SECTION

DRIVEWAY RESURFACING

Asphalt Concrete Pavement

3" Asphalt Concrete Pavement

2. 4" Roadway Aggregate, Method 2

3" Asphalt Concrete Pavement

Station 100+00.00 to 112+90.00

Station 200+00.00 to 202+00.00

Station 300+00.00 to 301+75.00

Existing Width

12' to 18'

EXISTING TYPICAL SECTION

See Special 401-A for connection to existing pavement.

existing bench.

the foreslope as necessary, but not steeper than 1:2, to stay on the

Construct a 1:4 foreslope unless otherwise directed by the CO. Steepen the surface per 30301-4000 Roadbed Reconditioning.

Prior to placing 30202-2000 Roadway Aggregate, Method 2; prepare

Seed and mulch as directed by the CO to revegetate distrubed areas.

4.

3.

2.

1.

4.

STATE PROJECT

P

M c p w w o r k in g o m a d T

Y P

C L S

A

.d

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

S E

R

LC

Construction Limits

10'

Travel Way

Roadbed Reconditioning

NO SCALE

3%

2'

NOTE:

4.

1:6

5.

4.

3.

2.

1.

Match Existing Ground

Existing Ground

1:3

Existing Fence 3'

Varies 5.

(Top of aggregate)

Proposed Grade

3. 6" Roadway Aggregate

A10

TYPICAL SECTION

ROADWAY RELOCATION

AUTO TOUR ROUTE

ROUTE 013 GRASSLAND TRAIL

TYPICAL SECTIONS

TYPICAL SECTION

EXISTING ROADWAY

10' Existing Roadway 2.Varies

Existing Roadway Width

10'

Varies

LC

Existing aggregate depth (4" average)

LC

Existing Fence

Linear Grading

Top of 21201-000

Match existing cross-slope unless otherwise directed by the CO.

Construct a 1:6 foreslope unless otherwise directed by the CO.

roadbed as per 21201-0000 Linear Grading.

Prior to placing 30202-2000 Roadway Aggregate, Method 2; prepare the

Method 2.

Remove existing roadway per 21101-2000 Roadway Obliteration, Seed and mulch as directed by the CO to revegetate distrubed areas.

Existing Ground

Station 400+00.00 to +415+32.00

Station 400+00.00 to +415+32.00

STATE PROJECT

P

M c p w w o r k in g o m a d T

Y P

C L S

A

.d

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

Bridge Miscellaneous Allowance Bid Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15210-3000 CENTERLINE, VERIFICATION AND STAKING MILE 0.667 0.667

A0060 15214-1000 SURVEY AND STAKING, BRIDGE LPSM ALL ALL

A0080 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0100 15401-0000 CONTRACTOR TESTING LPSM ALL

A0120 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0140 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 160 40 200

A0160 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 700 50 750

A0180 15705-2000 SOIL EROSION CONTROL, FLOATING TURBIDITY CURTAIN LNFT 560 40 600

A0200 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

A0220 20101-0000 CLEARING AND GRUBBING ACRE 2.1 0.1 2.2

A0240 20304-1000 REMOVAL OF STRUCTURES AND OBSTRUCTIONS LPSM ALL

A0260 20402-0000 SUBEXCAVATION CUYD 78 12 90

A0280 20420-0000 EMBANKMENT CONSTRUCTION CUYD 314 186 500

A0300 20801-0000 STRUCTURE EXCAVATION CUYD 85 85 Contract Quantity

A0320 20803-0000 STRUCTURAL BACKFILL CUYD 25 25 Contract Quantity

A0340 21101-2000 ROADWAY OBLITERATION, METHOD 2 SQYD 1,702 198 1,900

A0360 21201-0000 LINEAR GRADING MILE 0.290 0.290

A0380 25101-0300 PLACED RIPRAP, METHOD A, CLASS 3 CUYD 55 15 70

A0400 30202-2000 ROADWAY AGGREGATE, METHOD 2 TON 1,775 225 2,000

A0420 30301-4000 ROADBED RECONDITIONING MILE 0.385 0.385

A0440 40301-0000 ASPHALT CONCRETE PAVEMENT QUANTITY INCLUDES 2" OVERLAY OF BRIDGE DECK &

TON 16 644 40 700 APPROACHES

A0460 40601-0000 FOG SEAL TON 2 2

A0480 41101-1000 PRIME COAT, METHOD 1 TON 5 5

A0500 55101-1400 STEEL H-PILE, 12 X 53, IN PLACE LNFT 536 536 Contract Quantity

A0520 55104-1000 DYNAMIC PILE LOAD TEST EACH 2 2 Contract Quantity

A0540 55201-0200 STRUCTURAL CONCRETE, CLASS A (AE) CUYD 26 26 Contract Quantity

A0560 55302-3400 PRECAST, PRESTRESSED CONCRETE BOX BEAM LNFT 280 280 Contract Quantity. 36"x24", 8 GIRDERS

A0580 55401-2000 REINFORCING STEEL, EPOXY COATED LB 3,547 3,547 Contract Quantity

A0600 55601-0900 BRIDGE RAILING, STEEL LNFT 75 75 Contract Quantity

A0620 55901-0000 MEMBRANE WATERPROOFING SQYD 149 149 Contract Quantity

A0640 61702-0800 TERMINAL SECTION TYPE TANGENT EACH 4 4

A0660 61707-0000 STRUCTURE TRANSITION RAILING LNFT 50 50 Contract Quantity

A0680 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM CAPACITY HOUR 20 20

A0700 62201-0400 BACKHOE LOADER, 2 CUBIC F00T MINIMUM RATED CAPACITY BUCKET, 12-INCH WIDTH HOUR 20 20

A0720 62201-0950 WHEEL LOADER, 3 CUBIC YARD MINIMUM RATED CAPACITY HOUR 20 20

A0740 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM BLADE HOUR 20 20

A0760 62301-0000 GENERAL LABOR HOUR 20 20

A0780 62302-1000 SPECIAL LABOR, HIRED TECHNICAL SERVICES 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

-M ar -2

6:

P M c:

\p w w or ki ng \o m a\ d2

C

LS

A E st im at e.

xl sx

]S he et

STATE PROJECT

B1ND FTFW CLSA

12(3)13(1)10(1)ND

SHEET

NUMBER

Bridge Miscellaneous Allowance Bid Schedule

A0800 62302-1100 SPECIAL LABOR, HIRED SURVEY SERVICES HOUR 20 20

A0820 62405-0300 PLACING CONSERVED TOPSOIL, 4-INCH DEPTH SQYD 529 71 600

A0840 62510-1000 SEEDING, DRY METHOD ACRE 1.4 0.1 1.5

A0860 62515-1000 MULCHING, DRY METHOD ACRE 1.4 0.1 1.5

A0880 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL

Estimated Quantities

Remarks and/or Determination of Estimated Quantity

-M ar -2

6:

P M c:

\p w w or ki ng \o m a\ d2

C

LS

A E st im at e.

xl sx

]S he et

2) SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B2ND FTFW CLSA

12(3)13(1)10(1)ND

SHEET

B3

SUMMARIES

MISCELLANEOUS

STATE PROJECT

P

M c p w w o r k in g o m a d S

U M

C

L S

A

B .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

B4

SUMMARIES

MISCELLANEOUS

STATE PROJECT

P

M c p w w o r k in g o m a d S

U M

C

L S

A

B .d

U.S. DEPARTMENT OF TRANSPORTATION

U

S E

R

NUMBER

SHEET

143514

P R

C

.8

P C

C

.3

P T

.4

P C

.7

STATE PROJECT

P

M c p w w o r k in g o m a d P

N P C

L S

A .d g n

U

S E

R

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

,4

.9

V P I

E L

,4

.8

-4.200% +4.00 0%

150' VC

K = 18 V

P I

E L

,4

.0

+4.00 0%

V P I

E L

,4

.0

+0.000% -4.000%

V P I

E L

,4

.2

-4.000% -2.250%

80' VC

K = 46

,4

.3

21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00

100'50'0

Scale in Feet

HCL Route 12

27+5020+50

Existing Ground

Bridge Finish Grade Elev 1439.0

Elev 1436.86

Bridge Low Chord

Elev 1435.86

Est. High W.S.

Finish Grade

Elev 1435.86

Est. High W.S.

C1

Curve = P_CLSA-6

PI 20+94.55

D

R = 400.00'

T = 60.70'

L = 120.48'

Curve = P_CLSA-7

PI 22+35.68

D

R = 800.00'

T = 81.34'

L = 162.13'

Curve = P_CLSA-8

PI 27+06.93

D

R = 1,000.00'

T = 194.17'

L = 383.56'

Curve Data

Curve P_CLSA-8

Curve P_CLSA-7

Curve P_CLSA-6

Remove Existing Bridge

ROUTE 012 (STEVENS RANCH) BRIDGE- PLAN AND PROFILE

E = 1965206.46

N = 562026.11

Station 21+75.00

Route 012 (Stevens Ranch) Bridge

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project

E = 1965141.51

N = 562437.51

Station 25+00.00

Route 012 (Stevens Ranch) Bridge

ND FTFW CLSA 12(3)13(1)10(1)

End Project

Sta. 23+90

End Bridge

Sta. 23+55

Begin Bridge

Edge of Travel Way

8' LT/RT

Sta. 22+55, 12' LT/RT

Sta. 23+05, 12' LT/RT

Sta. 24+40

8' LT/RT

Sta. 24+90

8' LT/RT

Sta. 25+00

8' LT/RT

Sta. 21+75, Toe of Slope (Typ)

Limit (Typ)

Clearing/Construction

Edge of Travel Way

(Typ)

See Standard 617-20

Type Tangent Terminal

G4 W-Beam Guardrail, 300+

STATE PROJECT

P

M c p w w o r k in g o m a d P

N P C

L S

A .d

U

S E

R

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

200'100'0

Scale in Feet

A

HCL Route 010

HCL Driveway (East)

HCL Driveway (West)

18' R

' R

' R

' R

' R

' R

NOTE:

2.

1.

C2

STA 100+00 TO 112+90

ENTRANCE ROAD

ROUTE 010

PLAN SHEET

E = 1912105.02

N = 589960.23

Station 100+00.00

Route 010 Entrance Road

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project

N D

N

D

E = 1913341.45

N = 589698.03

Station 112+90.00

Route 010 Entrance Road

ND FTFW CLSA 12(3)13(1)10(1)

End Project

Refuge Headquarters

Sta. 202+00

(Match Existing) 1.

End Driveway Pavement

Sta. 301+75

(Match Existing) 1.

End Driveway Pavement

Protect existing pavement not scheduled for improvements.

See Special 401-A for connection to existing pavement.

Match Existing Pavement 1.

STATE PROJECT

P

M c p w w o r k in g o m a d P

N P C

L S

A .d

U

S E

R

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

200'100'0

Scale in Feet

200'100'0

Scale in Feet

Existing Fence

NOTE:

Existing Fence

C3

NOTE:

Auto Tour Route

HCL Route 013 Grassland Trail

Auto Tour Route

HCl Route 013 Grassland Trail

STA 400+00 TO 415+32

AUTO TOUR ROUTE

ROUTE 013 GRASSLAND TRAIL

PLAN SHEET

E = 943610.69

N = 318338.72

Station 400+00.00

Auto Tour Route

Route 013 Grassland Trail

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project

E = 943380.21

N = 318206.11

Station 415+32.00

Auto Tour Route

Route 013 Grassland Trail

ND FTFW CLSA 12(3)13(1)10(1)

End Project

Souris River

Souris River

Grassland Trail

G ra ss la nd T ra il

3.

2.

1.

Install Fiber Roll along graded slopes as directed by CO, per Detail C157-55.

Construct Roadbed per Bid Item 21201-0000.

contractor's expense.

Protect existing fence. Damages to existing fence will be repaired at

Install Fiber Roll along graded slopes as directed by CO, per Detail C157-55.

Construct Roadbed per Bid Item 21201-0000.

contractor's expense.

Protect existing fence. Damages to existing fence shall be repaired at

3.

2.

1.

Grassland Trail

Grassland Trail

STATE PROJECT

P

M c p w w o r k in g o m a d E

C P C

L S

A .d

U

S E

R

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

143514

51435

61436

E = 1965141.51

N = 562437.51

Station 25+00.00

Route 012 (Stevens Ranch) Bridge

ND FTFW CLSA 12(3)13(1)10(1)

End Project

E = 1965206.46

N = 562026.11

Station 21+75.00

Route 012 (Stevens Ranch) Bridge

ND FTFW CLSA 12(3)13(1)10(1)

Begin Project

HCL Route 12

See Special 157-A

Turbidity Curtain, Temp. Floating

See Special 157-A

Turbidity Curtain, Temp. FloatingSee Standard 157-1

Temp. Silt Fence (Typ.)

E1

(STEVENS RANCH) BRIDGE

ROUTE 012

EROSION CONTROL PLAN

80'40'0

NO SCALE

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

4.

3.

2.

1.

Fi ll slo pe

Flow

Flow

T o e o f s lo p e

Flow

Flow

PLAN

ELEVATION

fo r s p a c in g

S e e n o te around the end of the silt fence prevent water from flowing

Provide sufficient length to

Limits of clearing

Support mesh

Backfilled and compacted soil

Steel or wood post

See Note 4 for spacing

(undisturbed)

Existing ground

Geotextile

See Note 1

SILT FENCE INSTALLATION IN A DRAINAGE DITCH

E2

157-1

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2014

REVISED: 6/2007

SILT FENCE

STATE PROJECT

P

M c p w w o r k in g o m a d S td

.d g n

FEDERAL LANDS HIGHWAY OFFICE

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

STANDARD

U.S. CUSTOMARY STANDARD

U

S E

R

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

NOTE:

6 ft. (max.) spacing without fence support.

10 ft. (max.) spacing with fence support.

fence upgrade to prevent water from running around the ends.

Install silt fence along ground contours. Curve ends of silt 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 when specified on Erosion Control Plan.

Use drainage ditch installation for low flow conditions only

NOTE:

12" min.

12" max.

Trench 2" min.

12" min.

See Note 3

Stake Spacing

DETAIL APPROVED FOR USE 01/2011

C157-55

6.

5.

4.

3.

2.

1.

FIBER ROLL

Maximum spacing (ft)

9" Ø Fiber Roll

Spacing Table

See Fiber Roll manufacturer's recommendations.

Fiber rolls may be overlapped according to the fiber roll rather than under it.

roll to ensure storm water is forced to flow through

Tamp soil backfill against upstream side of fiber continuous contact with trench bottom and sides.

parallel to the contour. Place fiber rolls in

For fiber rolls on bare soil, construct trenches of fiber roll.

12" deep. Expose stakes 2" above top

Drive stakes into undisturbed soil at least

Stake fiber rolls at each end.

1" Ø wood stakes. Space stakes 4' o.c. max.

Stake fiber rolls in place with 1" x 1" or roll to vary more than 5% from level.

20' section of fiber roll, do not allow the fiber

Install fiber rolls along slope contours. For any prior to installation.

Repair all rills or gullies and properly compact flared end section

Culvert inlet with

2" min.

Trench

AT CULVERT INLET

FIBER ROLL

inlets fiber rolls around culvert

Install 3 - 9" Ø min. x 10'

See Note 3

See Note 3

Flow

12" min.

Fill slope

L im it

C le a r in g

S ta k e

S lo p e

INSTALLATION DETAIL

FIBER ROLL AS PERIMETER CONTROL

Trench 2" min.

uphill side of fiber roll

Place excavated material on

REVISED: 08/2014

E3

Flow

NO SCALE

1V:4H or flatter

1V:4H to 1V:3H

1V:3H to 1V:2H

Slope Gradient

1V:2H or steeper

Stagger joints (typ.)

STAKE DETAIL

uphill side of fiber roll

Place excavated material on

Fiber roll

Install fiber rolls along contour

SLOPE LAYOUT

FIBER ROLL

uphill side of fiber roll

Place excavated material on gaps. See Note 6.

Tie ends if necessary to eliminate

Abut fiber roll ends tightly together.

FIBER ROLL JOINT DETAIL

Tightly abut joints (typ.)

Fill or cut slope

FIBER ROLL SPACING TABLE*

project-specific conditions.

*Approximate spacing shown. Adjust spacing as needed due to

STATE PROJECT

P

M c p w w o r k in g o m a d C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

U

S E

R

NUMBER

SHEET

V

R

IES

Notes:

3" galvanized ring

Turbidity Barrier embedded sufficiently stabilization pole

2" galvanized pipe tidal

2" galvanized pipe recorded storm tide

Cotter pin located above3" galvanized ring

Water surface

C.C. to connect sections

Gromments at 2 feetV a r ie s

Floats

Bottom

Grommet

Brass

Bottom

Varies

5'-0" 5'-0"

FRONT VIEW

SIDE VIEW

FOLDING DETAIL

SECTION A-A

Floats

" dia. alum. rod8

Cotter pin through rod

Plastic sheet or alternate be slack in final position

" nylon or manila rope to4

Brass grommet prevent loss)

Hook (close to

Weight and bottom)

Slipknot (top into the bottom in lieu of floats and weights.

Suitable alternative may be fastened to stakes driven

Note:

float between end floats.

are to be attached to end floats and every second as a pick up line for weights. Ropes and weights aids in removal or relocation of barrier by serving

" nylon or manila rope forms reinforcement:4

Note:

SECTION B-B

Load chain or weight

3" fold

3" fold four thicknesses of material

Fold top and bottom to get

APPLICATION

TYPICAL

3" fold

B

B

A

A shore as possible

Keep as close to above high water line

Anchor on shore at each end Shore line

CURTAIN

FLOATING TURBIDITY

5. 6' ± estimated.

navigational channel.

4. Use appropriate navigational warning lights when used next to solution and usage for materials may be used as approved.

3. The details shown on this sheet are suggested methods only. Alternate silt dispersion under the conditions present on a particular project.

2. Exact placement of turbidity barrier shall be so as to effectively control operations or other activities that could cause turbidity.

of storm sewers, dewatering basins, construction, dredging or filling

1. Install turbidity barrier to prevent drifting of silt caused by discharge

5.

157-A

Bridge Abutment

NO SCALE

E4

STATE PROJECT

P

M c p w w o r k in g o m a d s p A .d

U.S. DEPARTMENT OF TRANSPORTATION

SPECIAL

U.S. CUSTOMARY SPECIAL

U

S E

R

NUMBER

SHEET

DETAIL APPROVED FOR USE 12/2012

SUBEXCAVATION

NO SCALE C204-51

See bench detail than 2 ft Bench if greater Varies (2 ft typ.)

max.

2 ft

1 ft min.

6.

5.

4.

3.

2.

1.

NOTE:

the CO.

not construct slopes steeper than 1:2 unless approved by slope adjustments to match the subgrade hinge point. Do

At daylight locations, match the existing fill slope or make roadway cross slope when steeper than 2%.

toward the daylight for drainage, or match the existing subgrade hinge point. Slope the excavation bottom 2%

Daylight to drain when the excavation is within 4 ft of the every 2 ft of subexcavation depth.

in bottom layers. Provide a 1 ft min. bench width for

Widen top of subexcavation area to allow for bench width

Do not place backfill material within the structural section.

Minimum subexcavation dimensions are 6 ft wide x 6 ft long.

unless otherwise specified.

Replace unsuitable material according to Subsection 204.07

REVISED: 08/2014

F1 structural section

See typical sections for

Finished grade according to Section 204

Backfill with material

TYPICAL SECTION

SUBEXCAVATION

Geotextile

BENCH DETAIL

Total subexcavation width

Width of need according to Section 204

Backfill with material structural section

See typical sections for

Finished grade

STATE PROJECT

P

M c p w w o r k in g o m a d C .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

U

S E

R

NUMBER

SHEET

SUBEXCAVATION

204-ANO SCALE

NOTES:

2' or as directed by CO.

Subexcavation depth

Finished grade

Existing ground

5.

4.

3.

2.

1.

(EXISTING ROADWAY)

SUBEXCAVATION (SPOT SUBEX.)

(EXISTING WETLAND LOCATIONS)

SUBEXCAVATION (SPOT SUBEX.)

5.

Embankment

Finished grade

2' or as directed by CO.

Subexcavation depth

Geotextile Type IV-B 3.

for pavement structural section

See Mainline Typical Section

Minimum of 2 layers.

Geotextile Type IV-B 3.

for pavement structural section

See Mainline Typical Section

1' max.

Bottom Width Varies

Existing Wetland Varies

Roadway Aggregate according to 204.11.

Subexcavate and recompact with

Roadway Aggregate according to 204.11.

Subexcavate and recompact with

As directed by CO.

Aggregate, not paid separately.

Subexcavation paid as 20402-0000. Backfill with Roadway

Geotextile is subsidiary to pay item 20402-0000.

determined by the CO.

Conserve suitable material obtained from subexcavation as by the CO.

Final location and extent for subexcavation to be determined

F2

Route 012 (Stevens Ranch) Bridge

See Erosion Control Plan

STATE PROJECT

P

M c p w w o r k in g o m a d s p A .d g n

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U

S E

R

NUMBER

SHEET

TRANSITIONS

PAVEMENT

NOTES:

401-A

50' for Structural Section

See Mainline Typical Sections

1.

Method 2

New Roadway Aggregate, and subgrade material Remove existing aggregate pavement

Not paid separately.

incidental to 30802-2000, Roadway Aggregate, Method 2.

Removal of existing aggregate pavement and subgrade material1.

Existing Pavement

K1

Concrete Pavement

New Asphalt

TO MATCH EXISTING PAVEMENT

PAVEMENT STRUCTURAL SECTION TRANSITION

C DrivewayL

Transition

15'

Edge of Existing Pavement

Edge of Proposed Pavement

TO MATCH EXISTING PAVEMENT

PAVEMENT WIDTH TRANSITION

(Depth equals "d") Match existing pavement

Match existing pavement

STATE PROJECT

P

M c p w w o r k in g o m a d s p A .d

U

S E

R

NUMBER

SHEET

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G p e .d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

NO. DATE BY REVISIONS

PHILIP HAHN

NORTH DAKOTA

CLARK SALYER WILDLIFE REFUGE

STEVENS RANCH BRIDGE

MARCH 2016

24+00

B e g in B r id g e

E n d B r id g e

1,440

1,435

1,430

1,425

N 28° 40' 48" E

23+50

C

PLAN AND ELEVATION

L

35'-0"

Length of Bridge = 35'-0"

C lr

(To Be Removed)

Existing Bridge

PLAN

ELEVATION

BRIDGE DRAWING INDEX

PROFILE GRADE DIAGRAM

0%4%

6'-3"4 spaces @ 6'-3" = 25'-0"

S1

(South edge of Superstructure)

Low Point of Superstructure

S ta

.0

S ta

.0

RG3087-N

RG3087-M

RG3087-L

RG3087-K

RG3087-J

RG3087-I

RG3087-H

RG3087-G

RG3087-F

RG3087-E

RG3087-D

RG3087-C

RG3087-B

RG3087-A

Drawing No.

E le v .0

E le v .0

Existing Rdwy.

Proposed Rdwy.

Class 3 Riprap (typ.)

C Route 12

Elev 1435.86

Est. High W.S.

L Route 12

Elevations are at Profile Grade

No Scale

S ta

.0

S ta

.0

E=1592788.60

N=603479.62

Sta 23+55.00

Begin Bridge

E=1592866.58

N=603478.18

Sta 23+90.00

End Bridge

REBAR LIST

OHIO DOT STRUCTURE TRANSITION RAILING

OHIO DOT DEEP BEAM BRIDGE GUARDRAIL

TYPICAL SECTION

BOX GIRDER POST-TENSIONING DETAILS

BOX GIRDER DETAILS

BOX GIRDER

GIRDER FRAMING PLAN

ABUTMENT DETAILS

SLOPE PROTECTION

BORING LOGS

FOUNDATION LAYOUT

GENERAL NOTES

PLAN AND ELEVATION

Description post spacing

Bridge Guardrail

Ohio DOT Deep Beam (All Four Corners)

Ohio DOT Structure Transition Railing

Bridge Guardrail

Ohio DOT Deep Beam

Driven Steel H-Pile

Existing Ground @ C Route 12L

Class 3 Riprap

Channel

Stream

Proposed

Grade = 0.00%

Transition Railing (typ.)

Ohio DOT Structure

S o u r is R iv e r

T r ib u ta r y o f

ND ND FTFW CLSA 12(3)13(1)10(1)

L. FLANSBURGA. REIN

S ta

.0

S ta

.0

Limits of Asphalt Concrete Pavement

(Typ)

90°

23+00 24+50

(Centered on Bridge) for railing terminal

See roadway plans

NOTE:

6'-3"

B e g in B r id g e

E n d B r id g e

4%

1,420

1,415

1,410

F F

"=1'-0"16

1 of 14 RG3087-AT. JOHNSON

(Girder H)

Elev. 1436.96

Superstructure

Low Point of information on hydraulics.

See General Notes Sheet RG3087-B for

03/25/2016

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G g n .d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

STEVENS RANCH BRIDGE

MARCH 2016

2.

1.

1.

2.

3.

1.

2.

A.

C.

B.

a.

b.

c.

d.

a.

b.

c.

d.

e.

GENERAL NOTES

D.

Live load surcharge.

HL-93. Maximum Dynamic Load Allowance, IM=33%.

a.

a.

b.

S2

Lateral Earth Pressure: equivalent fluid unit weight of soil, Active = 0.045 kcf, At-rest = 0.065 kcf.

a.

Concrete Finish:

of abutments to 1 foot below finished grade. See Section 563 of Special Contract Requirements.

exterior face of prestressed concrete beams, top and exterior face of concrete curb, and exposed faces

Apply penetrating stain to the following surfaces: shotcrete slope paving to 1 foot below finished grade, CONCRETE FINISH:

3.

4.

Concrete: 150 pcf.

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

All reinforcing steel shall conform to AASHTO M31 or M322, Grade 60 deformed.

The minimum concrete cover to the face of any bar shall be 2", unless shown otherwise on the plans.

Minimum splice length for all bar sizes shall be as shown on the plans.

Bar splices, other than those shown on the plans, will not be paid for.

GENERAL NOTES:

MATERIALS:

MISCELLANEOUS:

DESIGN LOADS:

SPECIFICATIONS:

Design:

Construction:

Dead Loads:

Live Load:

Seismic Design:

Concrete:

Reinforcing Steel:

Prestressing Steel:

Prestressed Concrete Box Girders:

Prestressed concrete box girders shall be manufactured as detailed in the plans.

ESTIMATE NOTES:

s

Prestressing steel shall be Grade 270, 0.6

Structural steel for railing is shown on railing sheets.

a.

3. Elastomeric Bearing Pad:

4.

a.

b.

Miscellaneous Structural Steel:

Design Criteria:

Serviceability stresses limited to current AASHTO Specification values for reinforced concrete elements.

Maximum final tension in the prestressed beams is limited to 424 psi.

minimum 28-day compressive strength f'c = 4,500 psi.

All concrete except for the prestressed concrete box girders shall be structural concrete Class A(AE) with a

2.

e. Preformed flexible cellular joint filler per AASHTO M153, Type 1 closed cell rubber.

Type II low alkali cement shall be used for all Cast-in-Place concrete.

Expansion joint material shall meet the requirements of AASHTO M213.

1.

28 day design compressive strength of f'c= 5,000 psi.

Concrete in precast prestressed concrete box girders shall be Class P (AE) with a release strength of f'ci= 4,500 psi and a minimum

1.

E. HYDRAULICS:

REMARKS:

L. FLANSBURGA. REIN

AASHTO LRFD Bridge Design Specifications, 7th Edition, 2014 with 2015 interims.

Highway Projects, FP-14, U.S. Customary Units.

Federal Highway Administration Standard Specifications for Construction of Roads and Bridges on Federal

Total allowance of paving = 0.035 ksf (3" of asphalt).

All reinforcing steel shall be epoxy-coated including reinforcing steel used in prestressed girders.

ND ND FTFW CLSA 12(3)13(1)10(1)

REMOVAL OF EXISTING BRIDGE:

is also founded on deep foundations and the fill slopes around the abutments will be surfaced with a layer of nominal riprap.

because scour issues have not been noted at the site. Therefore, it was judged as low-risk to eliminate a scour analysis. The bridge low-risk to eliminate a hydraulic analysis and it was not performed. Flow velocities are deemed to be low based on observation and experienced overtopping. Because the replacement structure provides more flow area than the existing structure, it was judged as land (and approach road) is lower than the bridge and appears to provide sufficient capacity for high water as the bridge has not the water surface elevation under and around it varies more as a lake than a flowing stream. A very significant amount of adjacent

The existing bridge is being replaced to accomodate larger farm equipment and vehicles. The existing structure is a high point and

REMARKS:

F. CONTRACTOR STABILITY:

1.

Contractor is responsible for the stability of the structure throughout the duration of construction.

surface of the prestressed box girders in accordance with Subsection 553.06.

The concrete finish shall be Class 1 or Class 2 as defined in Section 552.16. Finish the top

Bearing pads are unlaminated. They shall be cut or molded from AASHTO elastomer

Site Class = E

Seismic Performance Zone 1 based on an Acceleration Coefficient of A = 0.033 g.

RG3087-B2 of 14NO SCALE a.

4. Structural Backfill:

1-foot of elevation difference between the ends (at the top of each lift of structural backfill).

shall be placed on both ends of the bridge at the same time such that there is not more than

Structural backfill shall not be placed until the box girders are in place. Structural backfill

T. JOHNSON

assemblies shall be galvanized after fabrication.

Structural steel for guard angles, girder side plate and girder dowels shall conform to ASTM A36. Guard angle

Drill or cast hole in bearing pad for girder steel dowels.

Grade 4 or 5 as described in Section 717.10(a) with the durometer (shore "A") hardness of 50.

for placed riprap limits.

See Slope Protection Sheet RG3087-E for Structure Excavation, Roadway Excavation, and excavation

Summary. See Grading Summary for more information.

may be available for fill. Material available for fill as approved by the CO. carried forward to Grading

Structure Excavation material, Roadway Excavation material, and placed riprap excavation material (7)

Includes the cost of pile tips.(6)

Includes cost of furnishing and installing non-woven geotextile Class I, Type A.(5)

Includes cost of furnishing and installing the transverse post-tensioning system.(4) erection of beams.

prestressing steel, concrete, drains, steel and any other materials required for manufacturing or grout for shear keys, reinforcing for box beam (including dowels for connection to abutment cap), Includes cost of furnishing and installing all anchors, bridge rail connections, elastomeric bearing pads, (3)

Details.

with drain grate, cold fluid applied waterproofing, weepholes, and misc. hardware shown for Abutment

Includes cost of furnishing and installing all joint material, Cellular joint filler, prefabricated sheet drain (2)

Contract Quantity(1)

NOTES:

FOUNDATION LAYOUT

ELEVATION

L L

Abut. 1

LOCATION RESISTANCE FACTOR

0.52

PILE GROUP FACTOR

Abut. 2 0.52

PILE LENGTH (feet)

C A b u t.

P il e s

C A b u t.

P il e s

L

L

L L

L

1,440

1,430

1,420

S3

Abut. 2 test pile location

Abut. 1 test pile location

(tons)

NOMINAL PILE RESISTANCE

(feet)

ELEVATION

MINIMUM TIP

Max. Factored Resistance = (Nominal Pile Resistance)(Resistance Factor)(Pile group factor)

(tons)

RESISTANCE

MAX. FACTORED

HP12x53

HP12x53

SIZE

PILE

H-Piles

Driven Steel

S o u r is R iv e r

T r ib u ta r y o f

(typ.)HP12x53

@ C Route 12

Existing Ground

Approximate

L

32'-6"

C Route 12

E 1592814.0063

N 603480.5943

Sta. 23+56.25

@ C Route 12

C Abutment 1

E 1592846.5007

N 603479.9937

Sta. 23+88.75

@ C Route 12

C Abutment 2

ND ND FTFW CLSA 12(3)13(1)10(1)

69.4

69.4

E m b e d m e n t ty p

Abut. 1 & 2 Elev. 1432.88

SEE NOTE 6

SEE NOTE 6

TYP.*

* OR AS RECOMMENDED BY MANUFACTURER.

(PILES WELDED HORIZONTAL)

(PILES WELDED VERTICAL)

(8 REQUIRED FOR HP 12x74)

PILE SPLICE AND SHOE DETAILS

PILE SHOE DETAIL

WELDED SPLICE DETAIL

WELDED SPLICE DETAIL

A. REIN L. FLANSBURG

1.0

1.0

Existing Abutment

(tons)

LOADING

FACTORED PILE

1,435

1,425

PILE SUMMARY TABLE

1" = 10'-0" 3 of 14 RG3087-C

Gouge root to sound metal before welding second side of splice.6.

A148 grade 80-50.

Pile shoes (tips) are required on all piles. Pile shoes shall meet ASTM 5.

Riprap shown on Slope Protection Sheet RG3087-E.4.

production pile per abutment location.

A minimum of one Dynamic Pile Load Test will be needed at one 3.

Report dated March 11, 2016, prepared by KleinFelder.

For additional geotechnical information, see Geotechnical Evaluation 2.

See Boring Logs Sheet RG3087-D summary.1.

T. JOHNSON

STATE PROJECT

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G fo u n d a ti o n .d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

STEVENS RANCH BRIDGE

MARCH 2016

TYPICAL TEST HOLE SYMBOL TYPICAL TEST HOLE LOG

Plan View

BORING LOGS

ELEVATION

NOTES FOR BORING LOGS

LEGEND FOR SYMBOLS USED ON BOREHOLE LOGS

SOIL LITHOLOGY

90°0'0"L

L

L

L

LL

P il e s

C A b u t.

P il e s

C A b u t.

1,420

1,400

1,410

1,440

1,430

1,380

1,360

1,370

1,390

1,350

DLB-1

S4

Elev.

BORING ID

of drilling level measured at the time

Approximate groundwater

*Stations and offsets are approximate

Approximate Test Hole Location

Sta. 23+56.25

@ C Route 12

C Abutment 2

Sta. 23+88.75

@ C Route 12

C Abutment 2

DLB-2

S o u r is R iv e r

T r ib u ta r y o f

(Typ)

1438.0 ft

Approx

1438.0 ft

Approx Sta 23+94.3, 1.2' Lt*

DLB-1

Sta 23+48.3, 3.3' Lt*

DLB-2

BC= 1, 2, 4

1,340

1,330

A. REIN L. FLANSBURG

ND ND FTFW CLSA 12(3)13(1)10(1)

Silty Sand

Fat Clay

Plasticity Sandy Trace Gravel

Fill with Sand

Silt

Trace Gravel

Sandy Clay with

Weathered Claystone

Claystone Clayey Sandstone

LC Route 12 existing features and are approximate.

Borings locations are not surveyed but are measured from2.

Report dated March 11, 2016 prepared by Kleinfielder.

For additional geotechnical information, see Geotechnical 1.

1" = 10'-0" 4 of 14 RG3087-DT. JOHNSON

STATE PROJECT

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G b o r in g .d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

STEVENS RANCH BRIDGE

MARCH 2016

BC= 1, 2, 2

N= 4

BC= 1, 2, 2

N= 4

N= 6

BC= 1, 3, 4

N= 7

BC= 1, 1, 2

N= 3

BC= 2, 1, 2

N= 3

BC= 3, 3, 7

N= 10

BC= 2, 4, 5

N= 9

BC= 2, 5, 6

N= 11

BC= 3, 10, 10

N= 20

BC= 2, 2, 5

N= 7

BC= 10, 15, 16

N= 31

BC= 8, 15, 20

N= 35

BC= 2, 3, 4

N= 7

BC= 1, 1, 2

N= 3

BC= 2, 3, 3

N= 6

BC= 1, 1, 3

N= 4

BC= 1, 3, 4

N= 7

BC= 1, 1, 2

N= 3

BC= 1, 2, 5

N= 7

BC= 1, 3, 2

N= 5

BC= 3, 6, 7

N= 13

BC= 1, 3, 4

N= 7

BC= 1, 3, 4

N= 7

BC= 3, 4, 5

N= 9

BC= 3, 6, 10

N= 16

BC= 15, 24, 25

N= 49

BC= 6, 11, 16

N= 27

BC= 6, 16, 19

N= 35

BC= 15, 27, 44

N= 71

BC= 20, 30, 41

N= 71

BC= 19, 31, 43

N= 74

BC= 18, 32, 46

N= 78

BC= 16, 26, 26

N= 52

BC= 15, 23, 25

N= 48

BC= 19, 25, 27

N= 52

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G s lo p e p r o te c ti o n .d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

STEVENS RANCH BRIDGE

MARCH 2016

N 28° 40' 48" E

B

C

D

E

F

STATIONLOCATION OFFSET

G

H

I

J

K

L

RIPRAP POINT DATA

A J

O

P

G

H

D

AA

17.95' LT.

17.95' LT.

16.53' LT.

12.15' LT.

16.53' RT.

12.15' RT.

M

N

O

P

F

17.95' RT.

17.95' RT.

17.95' LT.

17.95' LT.

17.95' RT.

17.95' RT.

16.53' LT.

12.15' LT.

12.15' RT.

16.53' RT.

SECTION A-A SLOPE PROTECTION

2'-0"

E

C

B I

(To Be Removed)

Existing Bridge

L

K

M

N

S5 ty p

Edge of Aggregate Travel Way

Riprap (typ.)

Class 3

Structure Excavation (typ., both abutments) new bridge (typ, both abutments)

Roadway Excavation between old bridge and

Rdwy.

Existing

(All Four Corners)

Railing Terminal

(All Four Corners)

Transition Railing

Finished Ground (typ.)

1'-6"

C Route 12

Sta 23+55.00

Begin Bridge

Sta 23+90.00

End Bridge

(typ.)

Match Existing surface (typ.)

below the

1'-0" Lap 3"

(typ.)

12'-0"

1.5

Elev. 1435.0Elev. 1435.0

(typ.)

Class 3 Riprap

A. REIN L. FLANSBURG

ND ND FTFW CLSA 12(3)13(1)10(1)

S o u r is R iv e r

T r ib u ta r y o f

23+54.53

23+54.53

23+65.06

23+65.06

23+53.11

23+53.11

23+57.50

23+57.50

23+79.66

23+79.66

23+90.47

23+90.47

23+91.89

23+91.89

23+87.50

23+87.50 geotextile fabric (typ.)

Non-woven Class I, Type A

Elev. 1438.0

Elev. 1435.0

(typ.)

be available for fill as approved by the CO.

material, and placed Riprap excavation material may

Structure Excavation material, Roadway Excavation

Excavation for placed Riprap not paid separately.

(typ.)

2'-0" (+/-)

(typ.)

Berm Width

1" = 10'-0" 5 of 14 RG3087-ET. JOHNSON

Elev 1435.86

Est. High W.S.

SECTION A-A

" = 1'-0"2

1Scale

" = 1'-0"2 1Scale

1'-3" 1'-3"

2'-6"

#5W7 f.f.

NOTES:

ABUTMENT CAP ELEVATION

C Piles

C Brg. &

L

L1

(Looking at front face)

"2 127'-10

7'-6" 7'-6" 7'-6"

"4 312'-1 "4

312'-1

1'-1"

1'-1"

A

A

Abut. 2 Elev. 1439.12

Abut. 1 Elev. 1438.88 Abut. 2 Elev. 1438.88

Abut. 1 Elev. 1439.12 1%

SECTION THROUGH WINGWALL

E m b e d m e n t m in

V a r ie s

(typ.)

3" clr.

c lr

ABBREVIATIONS:

S6

1'-0"

Abut. 1 Elev. 1436.88

Abut. 2 Elev. 1437.12

Abut. 1 Elev. 1437.12

Abut. 2 Elev. 1436.88 m in

Abut. 2 Elev. 1437.12

Abut. 1 Elev. 1436.88

S p a

3"

LC Abut.

WINGWALL ELEVATION

at o.f. of wingwall

Finish ground line

Joint (typ.)

Construction

(Abut. 1 West Wingwall Shown, Others Similar) at sides of diaphragm (typ.)

" Preformed cellular joint filler2 ty p

Level o.f.

f.f.

Joint (typ.)

Construction

ABUTMENT DETAILS

as shown (4 total)

Begin Bridge

2'-8"

1" Expansion joint material

'-0

C A b u t.

P il e s

L

(t yp

Sta. 23+55.00

Level

S p a

M a x

S p a

"2

A. REIN L. FLANSBURG

level surface indicates

Shaded area

LC Bridge/HCL

45°(typ.)

"4 335'-10 o.f.

10"

#6W1 b.f.

Abutment line at o.f. of

Finish ground

#4W3

Abut. 2 Elev. 1436.88

Abut. 1 Elev. 1437.12

#4A8

ABUTMENT CAP PLAN

(Abut. 1 shown, Abut. 2 similar) ww bars)

(match horizontal

#4A8

=6'-0", 14-#4A7 (typ.)

6 equal spa. @ 12" max.

9"

"2 124'-3 m a x

#4W6 o.f.

#8A6

#8A5

#8A4

(3 tot.)

#6A1 o.f.

(3 tot.)

#6A3 f.f.

#6W1 b.f.

#5W3 f.f.

#4W2 o.f.

#5W5 f.f.

#4W4 o.f.

#4

#5 for specific bars

* See elevation view

#4W4 o.f.

#5W5 f.f.

#4W2 o.f.

#5W3 f.f.

(4 total)

#4A9 or #4A10

W

W t o

W s p a

-0 vertical bars)

(space with

#4W15

#4A7

LC Route 12

(Abut. 1 shown, Abut. 2 similar)

#4A8

(typ.)

ww = Wingwall b.f. = Both faces o.f. = Other face f.f. = Fill face

" chamfer line at exposed faces.4 3surface with are installed. Construction joint shall have roughened

Concrete above seat elevations shall be placed after girders 1 co n

st. jo in t

O p tio n a l

(t yp

L C Bearing

"4

1'-6"2

" = 9'-12

3 spa. @ 3'- "2

" = 9'-12

3 spa. @ 3'-"4

1'-6

(1 each per face)

#4W9 to #4W14

(2 each face)

#4W8

12"

W f .f

W o .f

1.5

"4 32'-46'-6" (typ.)

#6A1

#6A2

#6A3

#6A2

(typ.)

2%

#4A11 as shown spa. @ 2'-0"

#4A11 ties

(4 total each corner)

#4A10 (east ww) (8 tot.)

#4A9 (west ww) (8 tot.)

" = 1'-0"2 1Scale

C Piles

C Brg. &

L

L reinforcing plan for end

See abutment

Joint

Construction

Elev. 1432.88

Abut. 1 & 2

(trim as needed)

#4W14 b.f.

#4W8 thru length of wall level for full

Bottom of wall

#4A11

Reinforcing

Abutment

Typical

#4A13

#4A14

#4A12

#4A12

#4A14

#4A13

Pad (8 tot.)

Elastomeric Bearing

10" x 2'-8" x 1"

(typ.)

#4A7

SECTION AT GIRDER DOWEL LOCATION

e m b e d m e n t

E m b e d m e t as recommended by sheet drain manufacturer (typ.)

Steel bar

(10 per dowel)

(5 per dowel) dowel steel joint material

1" Expansion girder)

(typ. each dowel pad

Leveling varies

(typ.)

9" min.

for clarity not shown reinforcing

Wingwall shown (typ.)

installed as

1-#4A7 sleeves girder dowel spacing to avoid

Adjust stirrup typical at each girder above at dowel location note: reinforcing shown beam (36"x21") the contract pay item "Precast, prestressed concrete box

HP12X53

pile locations as needed between

Trim bottom #8A5

AS NOTED 6 of 14 RG3087-F

Corrugated metal being grouted into place.

location in the abutments (and within the sleeve) before

The steel bar (dowel) shall be surveyed into the designated 3

T. JOHNSON

c lr

M in face of the girders prior to installing sheet drain

(Typ.). Install cold fluid applied waterproofing to entire fill provide drain grate per manufacturer's recommendations shown, attach to fill face at both ends of the bridge and of the superstructure 3" below bottom of weep hole as

Pre-fabricated sheet drain with Type I-F geotextile full width 4

HP 12x53

(3'-1" length typ. each girder)

(grout dowel in place) sleeve in abut. cap Corrugated metal

3 5 compressive strength of 6,000psi.

according to 725.13b with a 28-day strength, cementitious, non-shrink

Abutment sleeve grout shall be high 5

STATE PROJECT

NUMBER

SHEET

ND ND FTFW CLSA 12(3)13(1)10(1)

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G a b u t.

d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

STEVENS RANCH BRIDGE

C Void drainL reinforcing.

prestressing strands and transverse may be shifted slightly to clear

Note: The location of the void drains

BOX GIRDER VOID DRAIN DETAIL

Schedule 40 Pipe drip groove (typ.)

GIRDER LAYOUT

& Transverse Tie Rod

Interior Diaphragm

& transverse tie rod (typ.)

C Interior diaphragm

S7

Bridge & Girder Bridge & Girder

NOTE:

GIRDER FRAMING PLAN

flush with top of box girder.

minimum recess and use non-shrink grout to seal opening

After box girders are in place cut lifting eye strands with a 2"

Sta. 23+55.00

Begin Sta. 23+90.00

End

L

C Route 12

Layout Line

Construction

Girder A

Girder B

Girder C

Girder D

Girder E

Girder F

Girder G

Girder H

Length of Bridge = 35'-0"

Length of Girder = 35'-0"

A. REIN L. FLANSBURG

ND ND FTFW CLSA 12(3)13(1)10(1)

LC Girder (typ.)

L ty p s p a

6'-4" 1'-8"1'-8" 6'-4" 6'-4" 6'-4" 6'-4"

7 of 14 RG3087-G" = 1'-0"8

1T. JOHNSON

low side drain (typ.) at

Location (typ.)

Girder Dowel

STATE PROJECT

NUMBER

SHEET

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

P

M c p w w o r k in g o m a d R

G g ir d e r .d g n

U

S E

R

DRAWING NO.NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY PROJECT TEAM LEADERSCALE BRIDGE DRAWING DATE

STEVENS RANCH BRIDGE

BOX GIRDER

8 270 0 0 0 0 0 032'-6" A,H

LENGTH

SPAN

MK.

BEAM

NO. SIZE

(in) (ksi) fpu

STRGTH

PRESTRESSING STRANDS

DESIGNED BEAMS (STRAIGHT STRANDS)

C

"e"

L

(in) (in)

END

"e"

DEB

NO.

TOT

BOTTOM

FROM

DIST

(in)

TOTAL

BONDED

DE-

STRANDS

NO. OF

DEBONDED STRAND PATTERN PER ROW

3 6 (ksi) f'c

(ksi) f'ci9

STRGTH

RELEASE

CONCRETE

STRGTH

COMP

28 DAY

MINIMUM

NOTES:

PLAN

ELEVATION

1'-3"

L

BOX BEAM STRAND LAYOUT

TYPICAL SECTION

LC Box Beam

3'-0" tendon

L Transverse tendon

L Transverse for Exterior Girder section)

Box Girder Details sheet

(Interior Girder shown see

(ft from end)

DEBONDED TO

NUMBER OF STRANDS

S8

4.500 5.000

90°0'0"

C Bearing

"2

5" 5"

Void

2'-2"

"8

6-#4GE1

6-#4GE1

C.G. of Strands

#4GE3

#4GE1#5GE2

2" Clr.

1"1"

PRESTRESSED BOX GIRDER ESTIMATE

Drain holes in bottom of slab 2C

C

= 2'-6"

5 spa. @ 6"

Tendon Hole C TransverseL 1

Drain holes in bottom of slab 2

8 Spa. @ 2" 8 Spa. @ 2"

56 SPA. @ 6" = 28'-0", #5GE2 & #4GE3

= 3'-0", #5GE2 & #4GE3

9 Spa. @ 4"

= 3'-0", #5GE2 & #4GE3

9 Spa. @ 4"

#5GE4

0.6

3" (typ.)

Ft.

Lbs.

Cu. Yd.

UNIT

0.6" Strands

Reinforcing Steel

Concrete

ITEM

QUANTITY

See RG3087-N for Prestressed Box Girders bar list.

Quantities shown are for one box girder only.

Note:

2'-6" (typ.)

(in)

MOVEMENT

& SHRINKAGE

ESTIMATED CREEP

(in)

CAMBER

PREDICTED

V o id

Strands Used

1'-3"

2 2 0

A. REIN L. FLANSBURG

ND ND FTFW CLSA 12(3)13(1)10(1)

RG3087-J.

Details Sheet

Post-Tensioning

See Box Girder

T o p S la b

5 B o tt S la b

SHER KEY DETAIL

(No Scale)

"2

"8

8 270 0 0 0 0 0 032'-6" B-G 4.500 5.0000.6 2 2 0

CL Bearing

1'-8"

L L

End of internal void

0.20

75-#5GE2 & 79-#4GE3

0.753

0.750 0.20

1,149

5.74

EXTERIOR

at C Bearing/C Girder

(typ. each girder end) metal sleeve

1,112

5.03

INTERIOR

8 of 14 RG3087-HNO SCALE and intermediate diaphragms for reinforcing not shown in end blocks

See Box Girder Details Sheet RG3087-I

T. JOHNSON

end two stirrup sets (typ.)

Bundle 2-#4GE3 bars at to remove residual form oil and other foreign material.

After forms are removed from box girders, sandblast keyways

All reinforcing in precast girders shall be epoxy coated.

prior to erection.

Estimated creep & shrinkage movement includes all movement

Predicted camber is the camber for the girder alone at 90 days.

of girders.

Fabricator shall provide waterproof seal for strands cut at ends recess to accomodate non-shrink grout.

Fabricator to determine lifting eye location. Minimum of 2" details.

See Box Girder Details Sheet RG3087-I for additional reinforcing

" radius.4 3" or round to a 4

3Chamfer bottom beam corners

#4GE3.

requirements of ASTM A 497 may be substituted for Bars

An equal area of welded wire reinforcement (WWR) meeting the relaxation strands pretensioned…